HomeMy Public PortalAbout03-1C0804_Truckee%20Special%20Provisions%20%28Conformed%29 TUM wy
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TOWN OF TRUCKEE
ENGINEERING DIVISION
CONTRACT DOCUMENTS
INCLUDING:
NOTICE TO BIDDERS
and
SPECIAL PROVISIONS
(CONTRACT PLANS, BID BOOK AND
INFORMATION HANDOUT BOUND SEPARATELY)
For The Construction of the:
SR 89 Mousehole Multi-Use Path and UPRR
Undercrossing
Town of Truckee, County of Nevada, California
CIP 60-03-38
Caltrans EA 03-1C0804 and E-FIS: 03-00000231 -4
For Use With:
State Of California Department Of Transportation
Standard Plans Dated May 2010
Standard Specifications Dated May 2010
CONFORMED - FOR CONSTRUCTION
September 2014
SR 89 MOUSEHOLE MULTI-USE PATH AND UPRR UNDERCROSSING
Town of Truckee CIP 60-03-38
Caltrans EA 03-1 C0804 and E-FIS: 03-00000231-4
SPECIAL PROVISIONS
THE SPECIAL PROVISIONS CONTAINED HEREIN HAVE BEEN PREPARED BY OR UNDER THE
DIRECTION OF THE FOLLOWING REGISTERED ENGINEERS:
HIGHWAY, MULTI-USE PATH, DRAINAGE &
RETAINING WALLS
Registered Civil Engineer
MULTI-USE PATH TUNNEL STRUCTURE
.................................
Registered isle
tered Civil Engineer
GEOTECHNICAL S(
GIE2,544
112,13,1
Registered Civil Engineer �
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
SR 89 MOUSEHOLE MULTI-USE PATH AND UPRR UNDERCROSSING
Town of Truckee CIP 60-03-38
Caltrans EA 03-1 C0804 and E-FIS: 03-00000231-4
SPECIAL PROVISIONS
THE SPECIAL PROVISIONS CONTAINED HEREIN HAVE BEEN PREPARED BY OR UNDER THE
DIRECTION OF THE FOLLOWING REGISTERED ENGINEERS:
TRAFFIC IC HANDLI STAGE CONSTRUCTION,
SIGNING, STRIPING, SIGNALS AL. LIGHTING
ES
�.
6 760
Registered Civil E*neer
F �
PLANTING ISI I ISCONTROL
I
� sr �
2658
2/20/2014
�icensed Landscape Architect
OF C�
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
TABLE OF CONTENTS
NOTICE TO BIDDERS.........................................................................................................................................1
COPY OF BID ITEM LIST....................................................................................................................................4
STANDARD PLANS LIST....................................................................................................................................9
SPECIAL PROVISIONS.....................................................................................................................................15
DIVISION I GENERAL PROVISIONS...............................................................................................................16
1 GENERAL......................................................................................................................................................16
2 BIDDING.........................................................................................................................................................18
2-1.03 MANDATORY PREBID MEETING..................................................................................................... 18
2-1.06B SUPPLEMENTAL PROJECT INFORMATION................................................................................ 19
2-1.12 DISADVANTAGED BUSINESS ENTERPRISES............................................................................... 19
3 CONTRACT AWARD AND EXECUTION......................................................................................................23
4 SCOPE OF WORK.........................................................................................................................................24
5 CONTROL OF WORK....................................................................................................................................25
5-1.20C RAILROAD RELATIONS AND INSURANCE REQUIREMENTS.....................................................25
5-1.23 SUBMITTALS.....................................................................................................................................33
5-1.26 CONSTRUCTION SURVEYS.............................................................................................................33
5-1.36D NONHIGHWAYFACILITIES............................................................................................................34
6 CONTROL OF MATERIALS..........................................................................................................................37
7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC.................................................................38
7-1.11 FEDERAL LAWS FOR FEDERAL-AID CONTRACTS.......................................................................38
8 PROSECUTION AND PROGRESS...............................................................................................................39
9 PAYMENT......................................................................................................................................................40
DIVISION II GENERAL CONSTRUCTION.......................................................................................................41
10 GENERAL....................................................................................................................................................41
10-1.02 WORK SEQUENCING......................................................................................................................41
10-1.03 TIME CONSTRAINTS......................................................................................................................42
12 TEMPORARY TRAFFIC CONTROL ...........................................................................................................43
13 WATER POLLUTION CONTROL................................................................................................................51
14 ENVIRONMENTAL STEWARDSHIP...........................................................................................................52
15 EXISTING FACILITIES ................................................................................................................................55
DIVISION III GRADING.....................................................................................................................................59
16 CLEARING AND GRUBBING .....................................................................................................................59
19 EARTHWORK..............................................................................................................................................60
19-3.05 PETROLEUM CONTAMINATED MATERIAL .................................................................................. 61
19-3.08 GROUND FREEZING....................................................................................................................... 64
20 LANDSCAPE ...............................................................................................................................................75
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
21 EROSION CONTROL..................................................................................................................................79
DIVISION V SURFACINGS AND PAVEMENTS..............................................................................................80
39 HOT MIX ASPHALT.....................................................................................................................................80
40 CONCRETE PAVEMENT.............................................................................................................................81
DIVISION VI STRUCTURES.............................................................................................................................82
48 TEMPORARY STRUCTURES.....................................................................................................................82
48-6 BORE AND JACK INSTALLATION.......................................................................................................82
48-7 DISPLACEMENT MONITORING/GEOTECHNICAL INSTRUMENTATION.......................................90
51 CONCRETE STRUCTURES........................................................................................................................96
DIVISION VII DRAINAGE ...............................................................................................................................100
68 SUBSURFACE DRAINS............................................................................................................................100
70 MISCELLANEOUS DRAINAGE FACILITIES............................................................................................101
DIVISION VIII MISCELLANEOUS CONSTRUCTION....................................................................................102
73 CONCRETE CURBS AND SIDEWALKS..................................................................................................102
DIVISION IX TRAFFIC CONTROL FACILITIES.............................................................................................103
82 MARKERS AND DELINEATORS..............................................................................................................103
83 RAILINGS AND BARRIERS......................................................................................................................104
84 TRAFFIC STRIPES AND PAVEMENT MARKINGS .................................................................................105
86 ELECTRICAL SYSTEMS...........................................................................................................................107
DIVISION X MATERIALS................................................................................................................................116
90 CONCRETE................................................................................................................................................116
DIVISION XI BUILDING CONSTRUCTION....................................................................................................117
99 BUILDING CONSTRUCTION ....................................................................................................................117
99-1 TRANSIT SHELTER............................................................................................................................ 117
REVISED STANDARD SPECIFICATIONS APPLICABLE TO THE 2010 EDITION OF THE STANDARD
SPECIFICATIONS............................................................................................................................................118
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
TOWN OF TRUCKEE
ENGINEERING DIVISION
NOTICE TO BIDDERS
Notice is hereby given that sealed bids will be received by the Town Clerk of the Town of Truckee for the
SR 89 Mousehole Multi-Use Path and UPRR Undercrossing Project CIP 60-03-38, at the Truckee
Town Hall, 10183 Truckee Airport Road, Truckee, CA 96161 until Thursdav, Seiatember 4, 2014 at 2:00
PM at which time they will be publicly opened and read. Bids must be submitted on forms provided by
the Town.
Contract Documents (including the Contract Special Provisions, Bid Book, Information Handout and
Project Plans) may be obtained at The Office Boss Commercial Printing Facility located at 12177
Business Park Dr#2 or 530-587-1620 for a reproduction fee. This fee is not refundable. To the extent
required by Section 20103.7 of the Public Contract Code, upon request from a contractor plan room
service, the Town shall provide an electronic copy of the Contract Documents no charge to the contractor
plan room. Prospective bidders who choose to review the Contract Documents at a plan room must
contact the Town to obtain the required Contract Documents if they decide to submit a bid for the Work.
Access information to all documents will also be located on the Town of Truckee web site
(www.townoftruckee.com). Persons wishing to submit a bid shall register their name and contact
information with the Town. Bidders are solely responsible for ensuring they receive updates and
addenda.
A Mandatory pre-bid meeting is scheduled for Tuesday, August 12, 2014 at 10:00 AM at Truckee
Town Hall in the Council Chambers, 2nd Floor. All Requests for Information (RFIs) shall be
submitted via e-mail by Thursday, August 21, 2014 at 5:00 PM to Becky Bucar at
bbucar@townoftruckee.com.
Per section 2-1.34 "Bidder's Security", each bid must be accompanied by a certified or cashier's check
payable to the order of the Town of Truckee, or by a bid bond executed by a corporate surety authorized
to do business in the State of California in the sum of not less than 10% of the total amount of the bid, as
a guarantee that the bidder will enter into the proposed contract if it be awarded to that bidder. No specific
bond format is required but an example bond form is available upon request.
Per section 2-1.37 "Bid Submittal", bid documents shall be enclosed in an envelope that shall be sealed
and clearly labeled with the project title, name of bidder, and date and time of bid opening in order to
guard against premature opening of the bid. Electronic bids are not allowed for this contract.
Per section 3-1.05 "Contract Bonds (Pub Cont Code §§ 10221 and 10222)" and the Bid Book, the bidder
to whom the contract is awarded by the Town shall execute a contract and furnish a surety bond in the
amount of 100%of the contract price guaranteeing the faithful performance of the contract executed by a
corporate surety authorized to do business in the State of California. The surety bond shall remain in
force for a period of one year after final acceptance. An additional bond for 100% of the contract price
shall be furnished to secure the payment of claims for labor and materials furnished for the work executed
by a corporate surety authorized to do business in the State of California. No specific bond format is
required but an example bond form is available upon request.
All bids are to be compared on the basis of the Engineer's Estimate of the quantities of work to be done.
Per section 3-1.06 "Contractor License", the prime contractor for the work herein shall possess the
following valid State of California license:
"A" -General Engineering or"C" - Specialty Contractor with a classification in a specialty
pertaining to the work described in the contract, as determined by the Town Engineer. In addition,
any subcontractor to the prime contractor must have all appropriate State of California licenses.
Time of Completion of all work is 168 Working Days, excluding 120 Working Days of Plant Establishment
Work.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Per section 3-1.04 "Contract Award", the Town reserves the right to retain all bids for a period of sixty(60)
days for examination and comparison, and to delete any portion of the work from the contract. The Town
reserves the right to reject any and all bids and to waive any informality in such bids.
Per section 7-1.06 "Insurance" and the requirements in the Bid Book, Liability Insurance shall be acquired
by contractor, prior to starting work and contract execution by the Town.
Per section 7-1.02K(2)"Wages", the work for which this bid is submitted is for construction in
conformance with the special provisions including the payment of not less than the State general
prevailing wage rates or Federal minimum wage rates. Pursuant to Section 1773 of the Labor Code, the
general State prevailing wage rates in the county, or counties, in which the work is to be done have been
determined by the Director of the California Department of Industrial Relations. These wages are set
forth in the General Prevailing Wage Rates for this project(Attachment 6), and available from the
California Department of Industrial Relations' Internet web site at
http://www.dir.ca.gov/DLSR/PWD
A hard copy of the Davis-Bacon (federal)wage rates applicable to the contract are included in the Bid
Book. Addenda to modify the Federal minimum wage rates, if necessary, will be issued to bid document
holders.
If there is a difference between the minimum wage rates predetermined by the Secretary of Labor and the
general prevailing wage rates determined by the Director of the California Department of Industrial
Relations for similar classifications of labor, the Contractor and subcontractors shall pay not less than the
higher wage rate.
For the Federal training program, the number of trainees or apprentices is 7.
The DBE Contract goal is 12.5 percent.
The following documents must be submitted by the apparent low bidder, the 2nd low bidder, and the 3rd
low bidder no later than 4:00 p.m. on the 4th business day after bid opening:
• Local Agency Bidder UDBE Commitment (Construction Contracts) Exhibit 15-G
• Local Agency Bidder DBE Information (Construction Contracts) Exhibit 15-G(2)
• UDBE Information —Good Faith Efforts Exhibit 15-H
Per section 3-1.18 "Contract Execution", the documents that must be submitted by the successful bidder
with the signed contract include, but are not limited to:
• Payment Bond
• Performance Bond
• Insurance Certificates
• Local Agency Bidder DBE Information (Construction Contracts) Exhibit 15-G(2)
• Bidder's List of Subcontractors (DBE & Non-DBE), Parts I and II
Any addenda supplementing the Drawings and Specifications and issued prior to the time set for the
opening of proposals, and/or forming a part of the documents furnished to the bidder for the preparation
of a proposal, shall be acknowledged in the bid proposal and shall become a part of the Contract.
Section 5-1.20C "Railroad Relations and Insurance Requirements" contains additional railroad insurance
requirements that you must comply with.
This is a federal-aid project, and per section 6-2.05C "Steel and Iron Materials"of the RSS, the provisions
of the Buy America Act apply.
Per section 9-1.16F "Retentions", five percent(5%)will be deducted from each progress payment and
retained by the Town and the remainder, less the amount of all previous payments, will be paid to the
Contractor. Section 4590 (repealed), Chapter 13 of the Government Code, and Sections 10263 and
22300 of the California Public Contract Code, which approved the substitution of securities for monies
retained, do not apply to the Town of Truckee which is a Charter Town.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Per section 13-3 "Storm Water Pollution Prevention Plan", the successful bidder shall file a Notice of
Intent and obtain coverage under the State Water Resources Control Board (State Water Board) National
Pollutant Discharge Elimination System General Permit for Waste Discharge Requirements for
Discharges of Storm Water Runoff Associated with Construction Activity(Permit). The successful bidder
shall be solely responsible for preparing the draft Storm Water Pollution Prevention Plan (SWPPP) and
implementing an approved SWPPP prior to initiating work. The successful bidder shall be responsible for
procuring, implementing and complying with the provisions of the Permit and the SWPPP, including the
standard provisions, monitoring and reporting requirements as required by Permit. It shall be the
responsibility of all bidders to evaluate and include in the bid the cost of preparing and complying with the
SWPPP. The successful bidder shall also include in the bid the cost of monitoring as required by the
Permit and by section 13 of the Standard Specifications.
This project is partially funded with Transportation Investment Generating Economic Recovery (TIGER)
funds. The Town is the Grantee for these funds. The Grantee, in accordance with the provisions of Title
VI of the Civil Rights Act of 1964 (78 Stat. 252, 42 U.S.C. §§ 2000d to 2000d-4)and the Regulations,
hereby notifies all bidders that it will affirmatively ensure that any contract entered into pursuant to this
advertisement, disadvantaged business enterprises will be afforded full and fair opportunity to submit bids
in response to this invitation and will not be discriminated against on the grounds of race, color, or
national origin in consideration for an award.
For further information, contact Becky Bucar, Associate Engineer, (530)582-2932,
bbucar townoftruckee.com.
TOWN OF TRUCKEE, CALIFORNIA
Daniel P. Wilkins
Public Works Director/Town Engineer
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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COPY OF BID ITEM LIST
ITEM ITEM FINALESTIMATED
PAY ITEM DESCRIPTION UNIT
NO CODE ITEM QUANTITY
1 05XXXX CONSTRUCTION STAKING LS 1
2 070030 LEAD COMPLIANCE PLAN LS 1
3 080050 PROGRESS SCHEDULE (CRITICAL PATH METHOD) LS 1
4 090100 TIME-RELATED OVERHEAD WDAY 168
5 120090 CONSTRUCTION AREA SIGNS LS 1
6 120100 TRAFFIC CONTROL SYSTEM LS 1
7 120120 TYPE III BARRICADE EA 9
8 120159 TEMPORARY TRAFFIC STRIPE (PAINT) LF 3,871
9 120165 CHANNELIZER (SURFACE MOUNTED) EA 87
10 129000 TEMPORARY RAILING (TYPE K) LF 2,140
11 129100 TEMPORARY CRASH CUSHION MODULE EA 22
12 129150 TEMPORARY TRAFFIC SCREEN LF 2,140
13 130100 JOB SITE MANAGEMENT LS 1
14 130300 PREPARE STORM WATER POLLUTION LS 1
PREVENTION PLAN
15 130310 RAIN EVENT ACTION PLAN EA 5
16 130320 STORM WATER SAMPLING AND ANALYSIS DAY EA 10
17 130330 STORM WATER ANNUAL REPORT EA 2
18 130505 MOVE-IN/MOVE-OUT (TEMPORARY EROSION EA 2
CONTROL)
19 130520 TEMPORARY HYDRAULIC MULCH SQYD 10,113
20 130620 TEMPORARY DRAINAGE INLET PROTECTION EA 5
21 130640 TEMPORARY FIBER ROLL LF 300
22 130680 TEMPORARY SILT FENCE LF 2,547
23 130710 TEMPORARY CONSTRUCTION ENTRANCE EA 3
24 130730 STREET SWEEPING LS 1
25 130900 TEMPORARY CONCRETE WASHOUT LS 1
26 141000 TEMPORARY FENCE (TYPE ESA) LF 1,076
27 141120 TREATED WOOD WASTE LB 20,000
28 150668 REMOVE FLARED END SECTION EA 1
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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ITEM ITEM FINALESTIMATED
PAY ITEM DESCRIPTION UNIT
NO CODE ITEM QUANTITY
29 150709A REMOVE PAINTED TRAFFIC STRIPE (WATER LF 3,374
BLASTING)
30 150710A REMOVE PAINTED PAVEMENT MARKING (WATER SQFT 603
BLASTING)
31 150742 REMOVE ROADSIDE SIGN EA 8
32 150809 REMOVE CULVERT LF 46
33 150838 REMOVE RETAINING WALL (PORTION) LF 9
34 152390 RELOCATE ROADSIDE SIGN EA 5
35 152439 ADJUST FRAME AND GRATE TO GRADE EA 1
36 153103 COLD PLANE ASPHALT CONCRETE PAVEMENT SQYD 1,224
37 15522X F CONCRETE BOX CONTACT GROUTING CY 205
38 155230 CONCRETE INVERT PAVING CY 6.3
39 160103 CLEARING AND GRUBBING ACRE 1.5
40 170101 DEVELOP WATER SUPPLY LS 1
41 190101 ROADWAY EXCAVATION CY 3,715
42 19202X F STRUCTURE EXCAVATION (TYPE DC) CY 2,062
43 192037 F STRUCTURE EXCAVATION (RETAINING WALL) CY 2,369
44 193001 F STRUCTURE BACKFILL CY 545
45 193013 F STRUCTURE BACKFILL (RETAINING WALL) CY 2,310
46 193031 F PERVIOUS BACKFILL MATERIAL (RETAINING CY 161
WALL)
47 193XXX GROUND FREEZING LS 1
48 202006 SOIL AMENDMENT CY 0.5
49 202011 MULCH CY 115
50 202035 COMMERCIAL FERTILIZER (PACKET) EA 60
51 203021 FIBER ROLLS LF 640
52 203025 COMPOST (INCORPORATE) SQYD 3,955
53 204009 PLANT (GROUP 1) EA 60
54 204099 PLANT ESTABLISHMENT WORK(120 DAYS) LS 1
55 205051 FOLIAGE PROTECTOR EA 60
56 205051 A PLANT PROTECTOR 5' EA 14
57 205051 B PLANT PROTECTOR 2' EA 46
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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ITEM ITEM FINALESTIMATED
PAY ITEM DESCRIPTION UNIT
NO CODE ITEM QUANTITY
58 205061 ROOT PROTECTOR EA 60
59 210270A RECP (NETTING) (TYPE A) SQFT 28,951
60 210270B RECP (NETTING) (TYPE B) SQFT 6,250
61 210290 RECP (TRM) (TYPE C) SQFT 390
62 210300 HYDROMULCH SQFT 35,591
63 210430A HYDROSEED (MIX 1A) SQFT 29,341
64 210430B HYDROSEED (MIX 2A) SQFT 6,250
65 210600 COMPOST CY 116
66 21XXXX LOCAL TOPSOIL CY 440
67 220101 FINISHING ROADWAY LS 1
68 260201 CLASS 2 AGGREGATE BASE CY 2,137
69 390132 HOT MIX ASPHALT (TYPE A) TON 830
70 401050 JOINTED PLAIN CONCRETE PAVEMENT CY 32
71 4807XX BORE AND JACK CIP CONCRETE BOX LS 1
72 510060 F STRUCTURAL CONCRETE, RETAINING WALL CY 1,151
73 51009X F STRUCTURAL CONCRETE, CONCRETE BOX CY 380
74 510502 F MINOR CONCRETE (MINOR STRUCTURE) CY 22.5
75 511035A ARCHITECTURAL TREATMENT (NATURAL ROCK SQFT 665
VENEER)
76 511035B ARCHITECTURAL TREATMENT (BOARD FORM SQFT 10,812
FINISH)
77 520103 F BAR REINFORCING STEEL, RETAINING WALL LB 134,628
78 520106A F BAR REINFORCING STEEL (EPDXY COATED), LB 79,530
CONCRETE BOX
79 520106B F BAR REINFORCING STEEL (EPDXY COATED), LB 13,000
RETAINING WALL
80 560248 FURNISH SINGLE SHEET ALUMINUM SIGN (0.063"- SQFT 35
UNFRAMED)
81 560249 FURNISH SINGLE SHEET ALUMINUM SIGN (0.080"- SQFT 42
UNFRAMED)
82 566011 ROADSIDE SIGN - ONE POST EA 5
83 568002A INSTALL SIGN (RETAINING WALL MOUNTED) EA 3
84 598001 ANTI-GRAFFITI COATING SQFT 4,601
85 641100A 8" PLASTIC PIPE LF 36.5
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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ITEM ITEM FINALESTIMATED
PAY ITEM DESCRIPTION UNIT
NO CODE ITEM QUANTITY
86 641101A 12" PLASTIC PIPE (HDPE) LF 140.2
87 641104A 15" PLASTIC PIPE (HDPE) LF 386.4
88 641107A 18" PLASTIC PIPE (HDPE) LF 169
89 665022 24" CORRUGATED STEEL PIPE (0.109" THICK) LF 65.6
90 665045 36" CORRUGATED STEEL PIPE (0.138"THICK) LF 24.9
91 665035 48" CORRUGATED STEEL PIPE (0.138" THICK) LF 16.8
92 68XXXX TRENCH DRAIN WITH GRATE LF 124
93 682020 F PERMEABLE MATERIAL (CLASS 1) CY 8
94 70XXXX PREFABRICATED TRASH RACK EA 1
95 703237 36" CORRUGATED STEEL PIPE RISER (.064"THICK) LF 6
96 705315 24"ALTERNATIVE FLARED END SECTION EA 1
97 705321 36"ALTERNATIVE FLARED END SECTION EA 1
98 705325 48"ALTERNATIVE FLARED END SECTION EA 2
99 721010 ROCK SLOPE PROTECTION (BACKING NO. 1, CY 29.9
METHOD B)
100 721021 ROCK SLOPE PROTECTION (BACKING NO. 2, CY 176
METHOD B)
101 729011 ROCK SLOPE PROTECTION FABRIC (CLASS 8) SQYD 695
102 730070 DETECTABLE WARNING SURFACE SQFT 77
103 7315XX MINOR CONCRETE (PCC OVERLAY) CY 37
104 731504 MINOR CONCRETE (CURB AND GUTTER) CY 157
105 731521 MINOR CONCRETE (SIDEWALK) CY 273
106 750001 F MISCELLANEOUS IRON AND STEEL LB 1,538
107 800360 CHAIN LINK FENCE (TYPE CL-6) LF 75
108 820110 HIGHWAY POST MARKER EA 2
109 820115 SNOW POLE MARKER EA 21
110 833000 F METAL PEDESTRIAN RAILING LF 1,200
111 839521 F CABLE RAILING LF 135
112 840XXX 8"THERMOPLASTIC TRAFFIC STRIPE (RECESSED) LF 282
113 840XXX 12"THERMOPLASTIC TRAFFIC STRIPE LF 344
(RECESSED)
114 840504 4"THERMOPLASTIC TRAFFIC STRIPE LF 4,228
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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ITEM ITEM FINALESTIMATED
PAY ITEM DESCRIPTION UNIT
NO CODE ITEM QUANTITY
115 840545 4"THERMOPLASTIC TRAFFIC STRIPE (RECESSED, LF 54
BROKEN 36-12)
116 840580 4"THERMOPLASTIC TRAFFIC STRIPE (RECESSED) LF 1,205
(BROKEN 17-7)
117 840581 4"THERMOPLASTIC TRAFFIC STRIPE (RECESSED) LF 2,852
118 840661 TWO-COMPONENT PAINT PAVEMENT MARKING SQFT 285
119 860151 SIGNAL AND LIGHTING (TEMPORARY LOCATION 1) LS 1
120 860152 SIGNAL AND LIGHTING (TEMPORARY LOCATION 2) LS 1
121 860251 SIGNAL AND LIGHTING (LOCATION 1) LS 1
122 860252 SIGNAL AND LIGHITNG (LOCATION 2) LS 1
123 860401 LIGHTING LS 1
124 860420 LIGHTING (TUNNEL) LS 1
125 860605A REMOVE PEDESTRIAN ACTUATED FLASHING LS 1
BEACON SYSTEM
126 860705A SIGNAL INTERCONNECT (LS) LS 1
127 86XXXX ELECTRIC SERVICE (TRANSIT SHELTER) LS 1
128 99XXXX TRANSIT SHELTER LS 1
129 j 999990 j j MOBILIZATION LS 1
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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STANDARD PLANS LIST
The standard plan sheets applicable to this Contract include those listed below. The
applicable revised standard plans (RSPs) listed below are included in the project
plans.
ABBREVIATIONS, LINES, SYMBOLS AND LEGEND
Al OA Abbreviations (Sheet 1 of 2)
RSP Al OB Abbreviations (Sheet 2 of 2)
Al OC Lines and Symbols (Sheet 1 of 3)
Al OD Lines and Symbols (Sheet 2 of 3)
Al OE Lines and Symbols (Sheet 3 of 3)
Al OF Legend -Soil (Sheet 1 of 2)
Al OG Legend -Soil (Sheet 2 of 2)
Al OH Legend -Rock
PAVEMENT MARKERS, TRAFFIC LINES, AND PAVEMENT MARKINGS
A20A Pavement Markers and Traffic Lines, Typical Details
A20B Pavement Markers and Traffic Lines, Typical Details
A20D Pavement Markers and Traffic Lines, Typical Details
RSP A24A Pavement Markings -Arrows
A24B Pavement Markings -Arrows and Symbols
RSP A24E Pavement Markings -Words, Limit and Yield Lines
RSP A24F Pavement Markings -Crosswalks
EXCAVATION AND BACKFILL
A62A Excavation and Backfill - Miscellaneous Details
A62B Limits of Payment for Excavation and Backfill - Bridge Surcharge and Wall
A62D Excavation and Backfill -Concrete Pipe Culverts
A62F Excavation and Backfill - Metal and Plastic Culverts
OBJECT MARKERS, DELINEATORS, CHANNELIZERS AND BARRICADES
A73B Markers
A73C Delineators, Channelizers and Barricades
FENCES
A85 Chain Link Fence
A85A Chain Link Fence Details
RSP A85B Chain Link Fence Details
CURBS, DRIVEWAYS, DIKES, CURB RAMPS AND ACCESSIBLE PARKING
RSP A87A Curbs and Driveways
RSP A88A Curb Ramp Details
RSP A88B Curb Ramp and Island Passageway Details
PAVEMENTS
RSP P1 Jointed Plain Concrete Pavement New Construction
RSP P2 Jointed Plain Concrete Pavement(Widened Lane) New Construction
RSP P3A Jointed Plain Concrete Pavement Lane &Shoulder Addition or Replacement
RSP P313 Jointed Plain Concrete Pavement(Widened Lane) Lane and Shoulder Addition
or Replacement
RSP P20 Joint Seals
DRAINAGE INLETS, PIPE INLETS AND GRATES
D73A Drainage Inlets (Precast)
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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FLARED END SECTIONS
D94A Metal and Plastic Flared End Sections
PIPE COUPLING AND JOINT DETAILS
D97A Corrugated Metal Pipe Coupling Details No. 1 -Annular Coupling Band Bar and
Strap and Angle Connections
D97C Corrugated Metal Pipe Coupling Details No. 3 - Helical and Universal Couplers
D97D Corrugated Metal Pipe Coupling Details No. 4- Hugger Coupling Bands
D97E Corrugated Metal Pipe Coupling Details No. 5 -Standard Joint
LANDSCAPE AND EROSION CONTROL
RSP H1 Landscape and Erosion Control Abbreviations
RSP H2 Landscape and Erosion Control Symbols
H3 Landscape Details
RSP H4 Landscape Details
TEMPORARY CRASH CUSHIONS, RAILING AND TRAFFIC SCREEN
T2 Temporary Crash Cushion, Sand Filled (Shoulder Installations)
T3A Temporary Railing (Type K)
T313 Temporary Railing (Type K)
T4 Temporary Traffic Screen
T5 Temporary Terminal Section (Type K)
TEMPORARY TRAFFIC CONTROL SYSTEMS
RSP T9 Traffic Control System Tables for Lane and Ramp Closures
RSP T11 Traffic Control System for Lane Closure on Multilane Conventional Highways
RSP T13 Traffic Control System for Lane Closure on Two Lane Conventional Highways
TEMPORARY WATER POLLUTION CONTROL
T51 Temporary Water Pollution Control Details (Temporary Silt Fence)
T53 Temporary Water Pollution Control Details (Temporary Cover)
T56 Temporary Water Pollution Control Details (Temporary Fiber Roll)
T58 Temporary Water Pollution Control Details (Temporary Construction Entrance)
T59 Temporary Water Pollution Control Details (Temporary Concrete Washout
Facility)
T61 Temporary Water Pollution Control Details (Temporary Drainage Inlet
Protection)
T62 Temporary Water Pollution Control Details (Temporary Drainage Inlet
Protection)
T63 Temporary Water Pollution Control Details (Temporary Drainage Inlet
Protection)
T64 Temporary Water Pollution Control Details (Temporary Drainage Inlet
Protection)
T65 Temporary Water Pollution Control Details [Temporary Fence (Type ESA)]
BRIDGE DETAILS
130-3 Bridge Details
130-13 Bridge Details
RETAINING WALLS
RSP B3-1A Retaining Wall Type 1 (Case 1)
RSP 133-3A Retaining Wall Type 1A(Case 1)
RSP 133-313 Retaining Wall Type 1A(Case 2)
RSP B3-4A Retaining Wall Type 5(Case 1)
RSP 133-5 Retaining Wall Details No. 1
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CHAIN LINK RAILING, CABLE RAILING AND TUBULAR HAND RAILING
1311-7 Chain Link Railing
ROADSIDE SIGNS
RS1 Roadside Signs, Typical Installation Details No. 1
RS2 Roadside Signs -Wood Post, Typical Installation Details No. 2
RS4 Roadside Signs, Typical Installation Details No. 4
OVERHEAD AND ROADSIDE SIGNS PANELS
S93 Framing Details for Framed Single Sheet Aluminum Signs, Rectangular Shape
S94 Roadside Framed Single Sheet Aluminum Signs, Rectangular Shape
ELECTRICAL SYSTEMS -LEGEND AND ABBREVIATIONS
RSP ES-1A Electrical Systems (Legend and Abbreviations)
RSP ES-1 B Electrical Systems (Legend and Abbreviations)
RSP ESRC Electrical Systems (Legend and Abbreviations)
ELECTRICAL SYSTEMS -SERVICE EQUIPMENT AND WIRING DIAGRAMS
ES-2C Electrical Systems (Service Equipment Notes, Type III Series)
ES-21) Electrical Systems (Service Equipment Enclosure and Typical Wiring Diagram,
Type III -A Series)
ELECTRICAL SYSTEMS -SIGNAL HEADS, SIGNAL FACES AND MOUNTINGS
RSP ES-4A Electrical Systems (Vehicular Signal Heads and Mountings)
ES-41) Electrical Systems (Signal Mounting)
RSP ES-4E Electrical Systems (Vehicular Signal Heads and Optical Detector Mounting)
ELECTRICAL SYSTEMS -DETECTORS
ES-5A Electrical Systems (Detectors)
RSP ES-513 Electrical Systems (Detectors)
RSP ES-51) Electrical Systems (Curb Termination and Handhole)
ELECTRICAL SYSTEMS -LIGHTING STANDARDS
ES-6A Electrical Systems (Lighting Standard, Types 15 and 21)
ES-6F Electrical Systems (Lighting Standard, Slip Base Plate)
ES-6G Electrical Systems (Lighting Standard, Type 32)
ELECTRICAL SYSTEMS -SIGNAL AND LIGHTING STANDARDS
RSP ES-7F Electrical Systems (Signal and Lighting Standard, Case 4 Signal Mast Arm
Loading,Wind Velocity = 100 mph and Signal Mast Arm Lengths 25'to 45')
ELECTRICAL SYSTEMS -SIGNAL AND LIGHTING STANDARD DETAILS
ES-7M Electrical Systems (Signal and Lighting Standard - Detail No. 1)
ES-7N Electrical Systems (Signal and Lighting Standard - Detail No. 2)
ES-70 Electrical Systems (Signal and Lighting Standard - Detail No. 3)
ELECTRICAL SYSTEMS -PULL BOX
RSP ES-8A Electrical Systems (Non-Traffic Pull Box)
RSP ES-813 Electrical Systems (Traffic Pull Box)
ELECTRICAL SYSTEMS -ISOFOOTCANDLE DIAGRAMS AND FOUNDATION
DETAILS
RSP ES-10A Electrical Systems (Isofootcandle Diagrams)
RSP ES-10B Electrical Systems (Isofootcandle Diagrams)
RSP ES-11 Electrical Systems (Foundation Installations)
ELECTRICAL SYSTEMS -SPLICING, FUSE RATING, KINKING AND BANDING
DETAILS
ES-13A Electrical Systems (Splicing Details)
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CANCELED STANDARD PLANS LIST
The standard plan sheets listed below are canceled and not applicable to this
contract.
METAL BEAM GUARD RAILING -STANDARD RAILING SECTIONS
A77A1 Canceled on July 19, 2013
A77A2 Canceled on July 19, 2013
A77131 Canceled on July 19, 2013
A77C1 Canceled on July 19, 2013
A77C2 Canceled on July 19, 2013
A77C3 Canceled on July 19, 2013
A77C4 Canceled on July 19, 2013
METAL BEAM GUARD RAILING-TYPICAL VEGETATION CONTROL
RSP A77C5 Canceled on July 19, 2013
RSP A77C6 Canceled on July 19, 2013
RSP A77C7 Canceled on July 19, 2013
RSP A77C8 Canceled on July 19, 2013
RSP A77C9 Canceled on July 19, 2013
RSP A77C10 Canceled on July 19, 2013
METAL BEAM GUARD RAILING -TYPICAL LAYOUTS FOR EMBANKMENTS
A77E1 Canceled on July 19, 2013
A77E2 Canceled on July 19, 2013
A77E3 Canceled on July 19, 2013
A77E4 Canceled on July 19, 2013
A77E5 Canceled on July 19, 2013
A77E6 Canceled on July 19, 2013
METAL BEAM GUARD RAILING -TYPICAL LAYOUTS FOR STRUCTURES
A77F1 Canceled on July 19, 2013
A77F2 Canceled on July 19, 2013
A77F3 Canceled on July 19, 2013
A77F4 Canceled on July 19, 2013
A77F5 Canceled on July 19, 2013
METAL BEAM GUARD RAILING -TYPICAL LAYOUTS FOR FIXED OBJECTS
A77G1 Canceled on July 19, 2013
A77G2 Canceled on July 19, 2013
A77G3 Canceled on July 19, 2013
A77G4 Canceled on July 19, 2013
A77G5 Canceled on July 19, 2013
A77G6 Canceled on July 19, 2013
A77G7 Canceled on July 19, 2013
A77G8 Canceled on July 19, 2013
METAL BEAM GUARD RAILING - END ANCHORAGE AND RAIL TENSIONING
ASSEMBLY
A771-11 Canceled on July 19, 2013
A771-12 Canceled on July 19, 2013
A771-13 Canceled on July 19, 2013
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A7711 Canceled on July 19, 2013
A7712 Canceled on July 19, 2013
METAL BEAM GUARD RAILING -CONNECTIONS DETAILS AND TRANSITION
RAILING TO BRIDGE RAILINGS, ABUTMENTS AND WALLS
A77J1 Canceled on July 19, 2013
A77J2 Canceled on July 19, 2013
A77J3 Canceled on July 19, 2013
A77J4 Canceled on July 19, 2013
A77K1 Canceled on July 19, 2013
A77K2 Canceled on July 19, 2013
PAVEMENTS
P3 Canceled on July 19, 2013
CRIB WALLS
C8A Canceled on July 19, 2013
C813 Canceled on July 19, 2013
C8C Canceled on July 19, 2013
RETAINING WALLS
133-1 Canceled on April 20, 2012
133-2 Canceled on April 20, 2012
133-3 Canceled on April 20, 2012
133-4 Canceled on April 20, 2012
133-7 Canceled on April 20, 2012
133-8 Canceled on April 20, 2012
OVERHEAD SIGNS (TRUSS)
S7 Canceled on July 19, 2013
S14 Canceled on July 19, 2013
OVERHEAD SIGNS (LIGHTWEIGHT)
S41 Canceled on July 19, 2013
S42 Canceled on July 19, 2013
S43 Canceled on July 19, 2013
S44 Canceled on July 19, 2013
S45 Canceled on July 19, 2013
S46 Canceled on July 19, 2013
S47 Canceled on July 19, 2013
OVERHEAD SIGN -CHANGEABLE MESSAGE SIGN (MODEL 510)
S120 Canceled on July 19, 2013
S121 Canceled on July 19, 2013
S122 Canceled on July 19, 2013
S123 Canceled on July 19, 2013
S124 Canceled on July 19, 2013
S125 Canceled on July 19, 2013
S126 Canceled on July 19, 2013
S127 Canceled on July 19, 2013
S128 Canceled on July 19, 2013
S129 Canceled on July 19, 2013
S130 Canceled on July 19, 2013
S131 Canceled on July 19, 2013
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S132 Canceled on July 19, 2013
S133 Canceled on July 19, 2013
S134 Canceled on July 19, 2013
S135 Canceled on July 19, 2013
ELECTRICAL SYSTEMS -LIGHTING STANDARDS
ES-61-1 Canceled on July 19, 2013
ES-61 Canceled on July 19, 2013
ES-6J Canceled on July 19, 2013
ELECTRICAL SYSTEMS -SIGNAL AND LIGHTING STANDARDS
ES-71 Canceled on July 19, 2013
ELECTRICAL SYSTEMS -PULL BOX
ES-8 Canceled on January 20, 2012
ELECTRICAL SYSTEMS -ISOFOOTCANDLE DIAGRAMS AND FOUNDATION
DETAILS
ES-10 Canceled on July 20, 2012
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SPECIAL PROVISIONS
for the Construction of the
SR 89 Mousehole Multi-Use Path and UPRR Undercrossing
ORGANIZATION
Special provisions are under headings that correspond with the main-section headings of the Standard
Specifications. A main-section heading is a heading shown in the table of contents of the Standard
Specifications.
Each special provision begins with a revision clause that describes or introduces a revision to the
Standard Specifications as revised by any revised standard specification.
Any paragraph added or deleted by a revision clause does not change the paragraph numbering of the
Standard Specifications for any other reference to a paragraph of the Standard Specifications.
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DIVISION I GENERAL PROVISIONS
1 GENERAL
Replace or add the following definitions in section 1-1.07B Glossary:
ACCEPTANCE -The formal written acceptance by the Town Council of the Town of Truckee of the
completed project.
ADDENDUM -The modification of the plans and/or specifications issued to all prospective bidders during
the period when necessary to change, correct, clarify or further define any phase of the work.
ARCHITECT, SOILS ENGINEER, STRUCTURAL ENGINEER-Advisors employed by the Town.
BIDDER-Any individual, firm, partnership, corporation, or combination thereof, submitting a proposal for
the work contemplated, acting directly or through a duly authorized representative.
CALTRANS—The State of California Department of Transportation
CITY—Town of Truckee
DEPARTMENT/DISTRICT/DEPARTMENT OF TRANSPORTATION —Town of Truckee Department of
Public Works except when referring to documents, laws or a department of the State of California.
DIRECTOR— Public Works Director/Town Engineer, Town of Truckee.
DUE NOTICE-A written notification, given in due time, of a proposed action where such notification is
required by the contract to be given a specified interval of time (usually 48 hours or two working days)
prior to the commencement of the contemplated action. Notification may be from Engineer to
Contractor or from Contractor to Engineer.
ENGINEER— Public Works Director/Town Engineer or his designee, Town of Truckee, acting either
directly or through properly authorized agents, such agents acting within the scope of the particular
duties entrusted to them.
LABORATORY—The established laboratory of the Materials and Research Department of the
Department of Transportation of the State of California or laboratories authorized by the Engineer to
sample and test materials and work involved in the Contract except when referring to documents,
laws or department of the State of California.
OWNER— Project proponent, Town of Truckee.
PLANS—The construction plans titled "Project Plans for Construction on State Highway in Placer and
Nevada Counties in and near Truckee from 0.8 mile south to 0.1 mile south of Route 80/89
Separation"
PROMPT-The briefest interval of time required for a considered reply, including time required for
approval of a governing body.
STANDARD PLANS—The 2010 edition of the Standard Plans of the State of California, Department of
Transportation including issued Erratum. Any reference therein to the State of California or a state
agency, office, or officer shall be interpreted to refer to the Town or its corresponding agency, office,
of officer acting under this contract.
STANDARD SPECIFICATIONS — The 2010 edition of the Standard Specifications of the State of
California, Department of Transportation. Any reference therein to the State of California or a state
agency, office, or officer shall be interpreted to refer to the Town or its corresponding agency, office,
of officer acting under this contract.
REVISED STANDARD SPECIFICATIONS - New or revised standard specifications. The Revised
Standard Specifications of the State of California, Department of Transportation, for the 2010 edition
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of the standard specifications. The Revised Standard Specifications for this contract are included at
the end of these Special Provisions.
STATE—Town of Truckee or its designated officer or agent.
TOWN COUNCIL-The body constituting the awarding authority of the Town.
Add to section 1-1.09:
This project is in a freeze-thaw area.
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2 BIDDING
Replace section 2-1.03 with:
2-1.03 MANDATORY PREBID MEETING
The Department will conduct a mandatory prebid meeting for this contract. The purpose of the meeting is
to provide small businesses the opportunity to meet and interact with prospective bidders and increase
their participation in the performance of contracts.
Each bidder must attend the mandatory prebid meeting. The bidder's representative must be a company
officer, project superintendent, or project estimator. For a joint venture, one of the parties must attend the
mandatory prebid meeting. The Department does not accept a bid from a bidder who did not attend the
meeting.
A sign-up sheet is used to identify each prospective bidder. Each bidder is required to include the name
and title of the company representative attending the mandatory prebid meeting. The Department may
hold a single prebid meeting for more than 1 contract. Sign the sign-up sheet for the contract you intend
to bid on. If you are bidding on multiple contracts, sign each sign-up sheet for each contract you intend to
bid on.
The successful bidder is required to report each small business hired to work on this Contract as a result
of the mandatory prebid meeting.
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2-1.06B SUPPLEMENTAL PROJECT INFORMATION
Add to section 2-1.06B:
The Department makes the following supplemental project information available:
Supplemental Project Information
Means F Description
Included in the Information Handout Aerially Deposited Lead, Traffic Stripe Paint and
Asbestos Report, Geocon Consultants, Inc., September
2009
Site Investigation Report, Geocon Consultants, Inc.,
December 2009
Soil Management Plan for SR 89 Mousehole - UPRR
Pedestrian Undercrossing Improvement Project,
Holdrege & Kull
Project Report and Supplemental Project Report
Caltrans Environmental Certification - Re-Validation -
IS-ND
Underground Classification No. C039-057-12T, State of
California Division of Occupational Safety and Health,
Mining and Tunneling Unit, October 5, 2011
UPRR Construction and Maintenance Agreement
UPRR Guidelines for Temporary Shoring
Geotechnical Design Report, Shannon &Wilson Inc.
Storm Water Data Report
California State Fire Marshall Information Bulletin No.
03-001 Encroachments Into Or On Pipeline Easements
Recorded Mobile Home Park Permit to Enter and
Construct
Town of Truckee Construction Waste Management
Compliance Plan
SW Gas Relocation Plans
Truckee-Donner PUD Water Line Relocation Plans
Bridge as-built drawings
2-1.12 DISADVANTAGED BUSINESS ENTERPRISES
Add to section 2-1.12B:
2-1.12B(1) General
Under 49 CFR 26.13(b):
The contractor, sub recipient or subcontractor shall not discriminate on the basis of race, color,
national origin, or sex in the performance of this contract. The contractor shall carry out applicable
requirements of 49 CFR part 26 in the award and administration of DOT-assisted contracts. Failure by
the contractor to carry out these requirements is a material breach of this contract, which may result in the
termination of this contract or such other remedy as the recipient deems appropriate.
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2-1.12B(2) DBE Commitment Submittal
Submit Local Agency Bidder DBE Commitment(Construction Contracts), Exhibit 15-G, form, included in
the Bid book. If the form is not submitted with the bid, remove the form from the Bid book before
submitting your bid.
If you do not submit the DBE Commitment form within the specified time, the Agency finds your bid
nonresponsive.
2-1.12B(3) Good Faith Efforts Submittal
Good faith efforts documentation must include the following information and supporting documents, as
necessary:
1. Items of work you have made available to DBE firms. Identify those items of work you might
otherwise perform with its own forces and those items that have been broken down into
economically feasible units to facilitate DBE participation. For each item listed, show the dollar
value and percentage of the total contract. It is your responsibility to demonstrate that sufficient
work to meet the goal was made available to DBE firms.
2. Names of certified DBEs and dates on which they were solicited to bid on the project. Include the
items of work offered. Describe the methods used for following up initial solicitations to determine
with certainty if the DBEs were interested, and the dates of the follow-up. Attach supporting
documents such as copies of letters, memos, facsimiles sent, telephone logs, telephone billing
statements, and other evidence of solicitation. You are reminded to solicit certified DBEs through
all reasonable and available means and provide sufficient time to allow DBEs to respond.
3. Name of selected firm and its status as a DBE for each item of work made available. Include
name, address, and telephone number of each DBE that provided a quote and their price quote.
If the firm selected for the item is not a DBE, provide the reasons for the selection.
4. Name and date of each publication in which you requested DBE participation for the project.
Attach copies of the published advertisements.
5. Names of agencies and dates on which they were contacted to provide assistance in contacting,
recruiting, and using DBE firms. If the agencies were contacted in writing, provide copies of
supporting documents.
2. List of efforts made to provide interested DBEs with adequate information about the plans,
specifications, and requirements of the contract to assist them in responding to a solicitation. If
you have provided information, identify the name of the DBE assisted, the nature of the
information provided, and date of contact. Provide copies of supporting documents, as
appropriate.
3. List of efforts made to assist interested DBEs in obtaining bonding, lines of credit, insurance,
necessary equipment, supplies, and materials, excluding supplies and equipment that the DBE
subcontractor purchases or leases from the prime contractor or its affiliate. If such assistance is
provided by you, identify the name of the DBE assisted, nature of the assistance offered, and
date assistance was provided. Provide copies of supporting documents, as appropriate.
4. Any additional data to support demonstration of good faith efforts.
The Agency may consider DBE commitments of the 2nd and 3rd bidders when determining whether the
low bidder made good faith efforts to meet the DBE goal.
Add to section 2-1:
2-1.13 Subcontractor and Disadvantaged Business Enterprise Records
Use each DBE subcontractor as listed on the List of Subcontractors form and the Local Agency Bidder
DBE Commitment(Construction Contracts), Exhibit 15-G, forms unless you receive authorization for a
substitution.
The Agency requests the Contractor to:
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1. Notify the Engineer of any changes to its anticipated DBE participation
2. Provide this notification before starting the affected work
Maintain records including:
1. Name and business address of each 1 st-tier subcontractor
2. Name and business address of each DBE subcontractor, DBE vendor, and DBE trucking company,
regardless of tier
3. Date of payment and total amount paid to each business
If you are a DBE contractor, include the date of work performed by your own forces and the
corresponding value of the work.
Before the 15th of each month, submit a Monthly DBE Trucking Verification form.
If a DBE is decertified before completing its work, the DBE must notify you in writing of the decertification
date. If a business becomes a certified DBE before completing its work, the business must notify you in
writing of the certification date. Submit the notifications. On work completion, complete a Disadvantaged
Business Enterprises (DBE) Certification Status Change, Exhibit 17-0, form. Submit the form within 30
days of contract acceptance.
Upon work completion, complete a Final Report— Utilization of Disadvantaged Business Enterprises
(DBE), First-Tier Subcontractors, Exhibit 17-F, form. Submit it within 90 days of contract acceptance.
The Agency withholds $10,000 until the form is submitted. The Agency releases the withhold upon
submission of the completed form.
Add to section 2-1:
2-1.14 Performance of Disadvantaged Business Enterprises
DBEs must perform work or supply materials as listed in the Local Agency Bidder DBE Commitment
(Construction Contracts), Exhibit 15-G, included in the Bid.
Do not terminate or substitute a listed DBE for convenience and perform the work with your own forces or
obtain materials from other sources without authorization from the Agency.
The Agency authorizes a request to use other forces or sources of materials if it shows any of the
following justifications:
1. Listed DBE fails or refuses to execute a written contract based on plans and specifications for the
project.
2. You stipulated that a bond is a condition of executing the subcontract and the listed DBE fails to meet
your bond requirements.
3. Work requires a contractor's license and listed DBE does not have a valid license under Contractors
License Law.
4. Listed DBE fails or refuses to perform the work or furnish the listed materials.
5. Listed DBE's work is unsatisfactory and not in compliance with the contract.
6. Listed DBE is ineligible to work on the project because of suspension or debarment.
2. Listed DBE becomes bankrupt or insolvent.
3. Listed DBE voluntarily withdraws with written notice from the Contract.
4. Listed DBE is ineligible to receive credit for the type of work required.
5. Listed DBE owner dies or becomes disabled resulting in the inability to perform the work on the
Contract.
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6. Agency determines other documented good cause.
Notify the original DBE of your intent to use other forces or material sources and provide the reasons.
Provide the DBE with 5 days to respond to your notice and advise you and the Agency of the reasons
why the use of other forces or sources of materials should not occur. Your request to use other forces or
material sources must include:
1. 1 or more of the reasons listed in the preceding paragraph.
2. Notices from you to the DBE regarding the request
3. Notices from the DBEs to you regarding the request
If a listed DBE is terminated, make good faith efforts to find another DBE to substitute for the original
DBE. The substitute DBE must perform at least the same amount of work as the original DBE under the
contract to the extent needed to meet the DBE goal.
The substitute DBE must be certified as a DBE at the time of request for substitution.
Unless the Agency authorizes (1) a request to use other forces or sources of materials or(2)a good faith
effort for a substitution of a terminated DBE, the Agency does not pay for work listed on the Local Agency
Bidder DBE Commitment(Construction Contracts), Exhibit 15-G, form unless it is performed or supplied
by the listed DBE or an authorized substitute.
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3 CONTRACT AWARD AND EXECUTION
3-1.04 CONTRACT AWARD
Replace the second paragraph in section 3-1.04 with:
The Town reserves the right to retain all bids for a period of sixty(60)days for examination and
comparison, and to delete any portion of the work from the contract. The Town reserves the right to
reject any and all bids and to waive any informality in such bids.
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4 SCOPE OF WORK
4-1.04 USE OF MATERIALS FOUND ON THE JOB SITE
Add to section 4-1.04:
You must, to the greatest extent possible, use excavated material from the job site as roadway
embankment and as structure backfill. Material to be used as roadway embankment and structural
backfill must comply with section 19 "Earthwork". No additional compensation will be allowed for using
materials found on the job site as roadway embankment and structure backfill.
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5 CONTROL OF WORK
5-1.13 SUBCONTRACTING
Add to section 5-1.13A:
The Town reserves the right to verify that the subcontractor contracts contain all the necessary
provisions.
5-1.2013 Permits, Licenses, Agreements, and Certifications
5-1.20B(3) After Award
Add to section 5-1.20B(3):
ENCROACHMENT PERMIT
Prior to start of work within the State of California's right-of-way or work affecting the State of California
facilities, the contractor must obtain an Encroachment Permit at the following State of California
Transportation office:
Caltrans District 3 -Traffic Operations
Office of Encroachment Permits
703 B Street, Marysville, CA 95901
There will be no fee to the Contractor for the encroachment permit.
Full compensation for conforming to the requirements in this permit, including the cost of any permit fees
that may be required by the State, if any, is included in the contract prices paid for the various items of
work and no additional compensation will be allowed therefore.
TOWN OF TRUCKEE BUILDING PERMIT
The transit shelter will be constructed under a Town of Truckee Building Permit. All work on the project is
subject to the conditions of the permit. Permit review is complete and the permit is approved. You are
responsible for the cost of the building permit fee which is estimated to be $5,000.00. Full compensation
for the estimated cost of the Building Permit is included in the contract lump sum price paid for Transit
Shelter(section 99-1).
Add to section 5-1.20C:
5-1.20C RAILROAD RELATIONS AND INSURANCE REQUIREMENTS
5-1.20C(1) GENERAL
The term "Railroad"shall mean the Union Pacific Railroad Company.
It is expected that the Railroad will cooperate with the Contractor to the end that the work may be handled
in an efficient manner. However, except for the additional compensation provided for hereinafter for
delays in completion of specific unit of work to be performed by the Railroad, and except as provided in
Public Contracts Code Section 7102, the Contractor shall have no claim for damages, extension of time,
or extra compensation in the event his work is held up by work performed by the Railroad.
The Contractor must understand the Contractor's right to enter Railroad's property is subject to the
absolute right of Railroad to cause the Contractor's work on Railroad's property to cease if, in the opinion
of Railroad, Contractor's activities create a hazard to Railroad's property, employees, and operations.
The Contractor shall comply with the provisions of the Construction and Maintenance Agreement, acquire
a Right of Entry from the Railroad and provide insurance binders as listed herein and the Right of Entry
Agreement.
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5-1.20C(2) RAILROAD REQUIREMENTS
The Contractor shall notify Peggy Ygbuhay, Manager Industry and Public Projects, 9451 Atkinson Street,
Roseville, CA 95747, Telephone (916) 789-5152, and the Engineer, in writing, at least 10 working days
before performing any work on, or adjacent to the property or tracks of the Railroad.
The Contractor shall cooperate with the Railroad where work is over or under the tracks, or within the
limits of Railroad property, to expedite the work and avoid interference with the operation of railroad
equipment.
The Contractor shall comply with the rules and regulations of Railroad or the instructions of its
representatives in relation to protecting the tracks and property of Railroad and the traffic moving on such
tracks, as well as the wires, signals and other property of Railroad, its tenants or licensees, at and in the
vicinity of the work during the period of construction. The responsibility of the Contractor for safe conduct
and adequate policing and supervision of its work at the job site shall not be lessened or otherwise
affected by the presence at the work site of Railroad representatives, or by the Contractor's compliance
with any requests or recommendations made by Railroad representatives.
The Contractor shall perform work to not endanger or interfere with the safe operation of the tracks and
property of Railroad and traffic moving on such tracks, as well as wires, signals and other property of
Railroad, its tenants or licensees, at or in the vicinity of the work.
The Contractor shall take protective measures to keep railroad facilities, including track ballast, free of
sand or debris resulting from his operations. Damage to railroad facilities resulting from Contractor's
operations will be repaired or replaced by Railroad and the cost of such repairs or replacement shall be
deducted from the Contractor's progress and final pay estimates.
The Contractor shall contact the Railroad's "Call Before You Dig" at least 48 hours prior to commencing
work, at 1-800-336-9193 (a 24 hour number)during normal business hours (7:00 a.m. to 9:00 p.m.
Central Time, Monday through Friday, except holidays —also a 24-hour, 7-day number for emergency
calls)to determine location of fiber optics. If a telecommunications system is buried anywhere on or near
railroad property, the Contractor will coordinate with the Railroad and the Telecommunication
Company(ies)to arrange for relocation or other protection of the system prior to beginning any work on or
near Railroad Property.
The Contractor shall not pile or store any materials nor park any equipment closer than 7.62-meter(25'-
0")to the centerline of the nearest track, unless directed by Railroad's representative.
The Contractor shall also abide by the following temporary clearances during the course of construction:
12'-0" horizontally from centerline of track
21'-0" vertically above top of rail
The temporary vertical construction clearance above provided will not be permitted until authorized by the
Public Utilities Commission.
Walkways with railing shall be constructed by Contractor over open excavation areas when in close
proximity of tracks, and railings shall not be closer than 8'-6" horizontally from centerline of the nearest
track, if tangent, or 9'-6" if curved.
Infringement on the above temporary construction clearances by the Contractor's operations shall be
submitted to the Railroad by the Engineer, and shall not be undertaken until approved by the Railroad,
and until the Engineer has obtained any necessary authorization from any governmental body or bodies
having jurisdiction thereover. No extension of time or extra compensation will be allowed in the event the
Contractor's work is delayed pending Railroad approval and governmental authorization.
When the temporary vertical clearance is less than 22'-6" above top of rail, Railroad shall have the option
of installing tell-tales or other protective devices Railroad deems necessary for protection of Railroad
trainmen or rail traffic.
Four sets of plans, in 11"x 17"format, and two sets of calculations showing details of construction
affecting Railroad's tracks and property not included in the contract plans, including but not limited to
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
26
shoring and falsework, shall be submitted to the Engineer for review prior to submittal to Railroad for final
approval. Falsework shall comply with railroad guidelines. Demolition of existing structures shall comply
with Railroad guidelines. Shoring shall be designed in accordance with Railroad's shoring requirement of
drawing No. 106613 and guidelines for shoring and falsework, latest edition, issued by Railroad's Office
of Chief Engineer. Shoring and falsework plans and calculations shall be prepared and signed by a
professional civil engineer registered in the State of California. This work shall not be undertaken until
such time as the Railroad has given such approval. Review by Railroad may take up to 12 weeks after
receipt of all necessary information on all submittals.
The Contractor shall notify the Engineer in writing, at least 25 calendar days but not more than 40 days in
advance of the starting date of installing temporary work with less than permanent clearance at each
structure site. The Contractor shall not be permitted to proceed with work across railroad tracks until this
requirement has been met. No extension of time or extra compensation will be allowed if the Contractor's
work is delayed due to failure to comply with the requirements in this paragraph.
Private crossings at grade over tracks of Railroad for the purpose of hauling earth, rock, paving or other
materials will not be permitted. If the Contractor, for the purpose of constructing highway-railway grade
separation structures, including construction ramps thereto, desires to move equipment or materials
across Railroad's tracks, the Contractor shall first obtain permission from Railroad. Should Railroad
approve the crossing, the Contractor shall execute Railroad's form of Contractor's Road Crossing
Agreement. By this agreement, the Contractor shall bear the cost of the crossing surface,with warning
devices that might be required. The Contractor shall furnish its own employees as flagmen to control
movements of vehicles on the private roadway and shall prevent the use of such roadway by
unauthorized persons and vehicles.
Blasting will be permitted only when approved by the Railroad.
The Contractor shall, upon completion of the work covered by this contract to be performed by the
Contractor upon the premises or over or beneath the tracks of Railroad, promptly remove from the
premises of Railroad, Contractor's tools, implements and other materials, whether brought upon said
premises by said Contractor or any subcontractor, employee or agent of said Contractor, and cause said
premises to be left in a clean and presentable condition.
Under-track pipeline installations shall be constructed in accordance with Railroad's current standards
which may be obtained from Railroad. The general guidelines are as follows:
Edges of jacking or boring pit excavations shall be a minimum of 20 feet from the centerline of the
nearest track.
If the pipe to be installed under the track is 4 inches in diameter or less, the top of the pipe shall
be at least 42 inches below base of rail.
If the pipe diameter is greater than 4 inches in diameter, it shall be encased and the top of the
steel pipe casing shall be at least 66 inches below base of rail.
Installation of pipe or conduit under Railroad's tracks shall be done by dry bore and jack method.
Hydraulic jacking or boring will not be permitted.
Safety of personnel, property, rail operations and the public is of paramount importance. As
reinforcement and in furtherance of overall safety measures to be observed by the Contractor(and not by
way of limitation), the following special safety rules shall be followed:
a) The Contractor shall keep the job site free from safety and health hazards and ensure that its
employees are competent and adequately trained in all safety and health aspects of the job. The
Contractor shall have proper first aid supplies available on the job site so that prompt first aid
services can be provided to any person that may be injured on the job site. The Contractor shall
promptly notify the Railroad of any U.S. Occupational Safety and Health Administration reportable
injuries occurring to any person that may arise during the work performed on the job site. The
Contractor shall have a non-delegable duty to control its employees while they are on the job site
or any other property of the Railroad to be certain they do not use, be under the influence of, or
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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have in their possession any alcoholic beverage, drug, narcotic or other substance that may
inhibit the safe performance of work by the employee.
b) The employees of the Contractor shall be suitably dressed to perform their duties safely and in a
manner that will not interfere with their vision, hearing or free use of their hands or feet. Only
waist length shirts with sleeves and trousers that cover the entire leg are to be worn. If flare-
legged trousers are worn, the trouser bottoms must be tied to prevent catching. The employees
should wear sturdy and protective work boots and at least the following protective equipment:
1. Protective head gear that meets American National Standard-Z89.1-latest revision. It is
suggested that all hardhats be affixed with the Contractor's or the subcontractor's
company logo or name.
2. Eye protection that meets American National Standard for occupational and educational
eye and face protection, Z87.1-latest revision. Additional eye protection must be
provided to meet specific job situations such as welding, grinding, burning, etc.; and
3. Hearing protection which affords enough attenuation to give protection from noise levels
that will be occurring on the job site.
c) All heavy equipment provided or leased by the Contractor shall be equipped with audible back-up
warning devices. If in the opinion of the Railroad Representative any of the Contractor's or the
subcontractor's equipment is unsafe for use on the Railroad's right-of-way, the Contractor, at the
request of the Railroad representative, shall remove such equipment from the Railroad's right-of-
way.
5-1.20C(3) PROTECTION OF RAILROAD FACILITIES
Upon advance notification of not less than 30 working days by the Contractor, Railroad representatives,
conductors, flagmen or watchmen will be provided by Railroad to protect its facilities, property and
movements of its trains or engines.
Notice shall be made to Peggy Ygbuhay of Railroad at(916)789-5152. At the time of notification, the
Contractor shall provide Railroad with a schedule of dates that flagging services will be needed, as well
as times, if outside normal working hours. Subsequent deviation from the schedule shall require 30
working days advance notice from the first affected date. It is the Contractor's responsibility to request the
Railroad to furnish such personnel or other protective devices under the following circumstances:
(a) When any part of any equipment is standing, being operated, or has the potential to be operated
within 25 feet, measured horizontally, from centerline of any track on which trains may operate, or
when any erection or construction activities are in progress within such limits, regardless of
elevation above or below track.
(b) For any excavation below elevation of track subgrade if, in the opinion of Railroad's
representative, track or other Railroad facilities may be subject to settlement or movement.
During jack and bore operations under the tracks, railroad flagging will be required 24-hours a
day.
(c) During any clearing, grubbing, grading or blasting in proximity to Railroad which, in the opinion of
Railroad's representative, may endanger Railroad facilities or operations.
(d) During any of Contractor's operations when, in the opinion of Railroad's representatives, Railroad
facilities, including, but not limited to, tracks, buildings, signals, wire lines or pipe lines, may be
endangered.
The Railroad basis for the estimated cost for flagging for this project is set forth as follows:
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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S1.8OOper each 12-hourdaytime weekday work period
$2.1OOper each 12-hourdaytime weekend and holiday work period
$2.1OOper each 12-hournighttime work period
Railroad flagging costs will be charged per 12-hour period. The 12-hour flagging cost will be charged per
day regardless ofwhether Railroad Flagging is required for 12 hours or less.
The co
State for the following number ofdays and nights beginning on
the date work commences onornear the property ofRailroad:
Daytime Weekday 12-HourFlagging: 125
Daytime Weekend and Holiday 12-HourFlagging: 18
Nighttime 12-HourFlagging: 35
Should the Contractor require additional flagging beyond what is identified above, the Contractor shall pay
to the State the additional flogging costs that are charged by the Railroad. Should the Contractor require
less flagging than identified in the above table, the Contractor shall be compensated by the State an
amount equal tohalf the cost ofthe flagging that was not required.
The Contractor will be responsible for insuring adequate Railroad flagging is provided, including but not
limited to, providing oschedule ofwork to Railroad todetermine which activities will require flagging.
Penalties incurred by Railroad because of work performed without adequate notification, flagging, or other
protective devices, may include project shut down and/or the need for additional flagging days. Cost
associated with such penalties will be the responsibility of the Contractor and no additional compensation
will bemade tothe Contractor for such costs.
At the direction of the UPRR flag person, upon approach of a train, and when trains are present on the
tracks, the tracks must be cleared and all work stopped (i.e., no construction equipment, materials or
personnel within 25 feet from the tracks, or as directed by the UPRR Designated Representative) until the
Designated Representative (flagman) provides an all clear to resume work. Full compensation for the
suspension of work is included in the contract prices paid for various items of work and no additional
compensation will beallowed therefore.
Retention shall not be released until the State receives a final invoice from the Railroad for flagging costs.
S-1.2OC(4)WORK BYRAILROAD
The following work by Railroad will be performed by Railroad forces and is not a part of the work under
this contract.
1. The Railroad will perform preliminary engineering inspection and flagging as specified in Section
5-1.20C(3). "Protection of Railroad Facilities,"of these special provisions.
2. Underground railroad communication line in vicinity ofproposed Structure.
3. Remove advertising signboards and signboard appurtenances.
4. Temporary crossings at grade over tracks of Railroad for the purpose of hauling earth, rock,
paving orother materials will not bepermitted. |fthe Contractor, for the purpose ofconstructing
highway-railway grade separation stnuotunas, including construction ramps thenato, desires to
nnowa equipment ormaterials across Railroad's tracks, the Contractor shall first obtain permission
Town mfTruckee C|PGO-O3-38. Caltrans EAO3-1CO8O4. E-F|G: O3-OOOOO231-4
29
from Railroad via the State Engineer. Should Railroad approve the temporary crossing, State
shall execute a Service Contract with Railroad for Railroad to construct the temporary crossing.
Under the Service Contract, State shall bear the cost of the crossing surface, warning devices
and other components that might be required. Notwithstanding State's Service Contract with
Railroad, the Contractor is required to execute Railroad's form of Contractor's Haul Road
Crossing Agreement. Railroad, at State's expense, shall provide flagmen to control movements
of vehicles across the temporary crossing. State and its Contractor shall prevent the use of such
temporary crossing by unauthorized persons and vehicles.
5-1.20C(5) DELAYS DUE TO WORK BY RAILROAD
No delay due to work by the Railroad is anticipated.
If a delay due to work by Railroad occurs, an extension of time determined pursuant to the provisions in
Section 8-1.078, "Time Adjustments,"of the Standard Specifications will be considered.
If delays due to work by the Railroad occur, and the Contractor sustains loss which, in the opinion of the
Engineer, could not have been avoided by the judicious handling of forces, equipment and plant, the
amount of said loss shall be determined as provided in Section 8-1.07C, "Payment Adjustments,"of the
Standard Specifications.
5-1.20C(6) LEGAL RELATIONS
The provisions of section 5-1.20C, "Railroad Relations and Insurance Requirements" and the provisions
of section 5-1.20C(7), "Railroad Protective Insurance,"shall inure directly to the benefit of Railroad.
5-1.20C(7) RAILROAD PROTECTIVE INSURANCE
In addition to any other form of insurance or bonds required under the terms of the contract and
specifications, the Contractor will be required to carry insurance of the kinds and in the amounts
hereinafter specified.
Such insurance shall be approved by the Railroad before any work is performed on Railroad's property
and shall be carried until all work required to be performed on or adjacent to the Railroad's property under
the terms of the contract is satisfactorily completed as determined by the Engineer, and thereafter until all
tools, equipment and materials have been removed from Railroad's property and such property is left in a
clean and presentable condition.
Full compensation for all premiums which the Contractor is required to pay on all the insurance described
hereinafter shall be considered as included in the prices paid for the various items of work to be
performed under the contract, and no additional allowance will be made therefor or for additional
premiums which may be required by extensions of the policies of insurance.
The following insurance coverage will be required:
A. Commercial General Liability Insurance. Commercial general liability(CGL)with a limit of not
less than $5,000,000 each occurrence and an aggregate limit of not less than $10,000,000. CGL
insurance must be written on ISO occurrence form CG 00 01 12 04 (or a substitute form providing
equivalent coverage).
The policy must also contain the following endorsement, which must be stated on the certificate
of insurance:
• Contractual Liability Railroads ISO form CG 24 17 10 01 (or a substitute form providing
equivalent coverage)showing "Union Pacific Railroad Company Property" as the Designated
Job Site.
• Designated Construction Project(s)general Aggregate Limit ISO form CG 25 03 03 97 (or
substitute form providing equivalent coverage)showing the project on the form schedule.
B. Business Automobile Coverage Insurance. Business auto coverage written on ISO form CA 00
01 (or a substitute form providing equivalent liability coverage)with a combined single limit of not
less $5,000,000 for each accident.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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The policy must contain the following endorsements, which must be stated on the certificate of
insurance:
• Coverage For Certain Operations In Connection With Railroads ISO form CA 20 70 10 01 (or
a substitute form providing equivalent coverage)showing "Union Pacific Property" as the
Designated Job Site.
• Motor Carrier Act Endorsement- Hazardous materials clean up (MCS-90) if required by law.
C. Workers' Compensation and Employers' Liability Insurance. Coverage must include but not be
limited to:
• Contractor's statutory liability under the workers' compensation laws of the State of California.
• Employers' Liability(Part B)with limits of at least$500,000 each accident, $500,000 disease
policy limit$500,000 each employee.
If Contractor is self-insured, evidence of state approval and excess workers compensation
coverage must be provided. Coverage must include liability arising out of the U. S.
Longshoremen's and Harbor Workers'Act, the Jones Act, and the Outer Continental Shelf Land
Act, if applicable.
The policy must contain the following endorsement, which must be stated on the certificate of
insurance:
• Alternate Employer endorsement ISO form WC 00 03 01 A(or a substitute form providing
equivalent coverage)showing Railroad in the schedule as the alternate employer(or a
substitute form providing equivalent coverage).
D. Railroad Protective Liability Insurance. Contractor must maintain Railroad Protective Liability
insurance written on ISO occurrence form CG 00 35 12 04 (or a substitute form providing
equivalent coverage)on behalf of Railroad as named insured, with a limit of not less than
$2,000,000 per occurrence and an aggregate of$6,000,000. A binder stating the policy is in
place must be submitted to Railroad before the work may be commenced and until the original
policy is forwarded to Railroad.
E. Umbrella or Excess Insurance. If Contractor utilizes umbrella or excess policies, these policies
must"follow form" and afford no less coverage than the primary policy.
F. Pollution Liability Insurance. Pollution liability coverage must be written on ISO form Pollution
Liability Coverage Form Designated Sites CG 00 39 12 04 (or a substitute form providing
equivalent liability coverage), with limits of at least$5,000,000 per occurrence and an aggregate
limit of$10,000,000.
If the scope of work as defined in this Agreement includes the disposal of any hazardous or non-
hazardous materials from the job site, Contractor must furnish to Railroad evidence of pollution
legal liability insurance maintained by the disposal site operator for losses arising from the
insured facility accepting the materials, with coverage in minimum amounts of$1,000,000 per
loss, and an annual aggregate of$2,000,000.
Other Requirements
G. All policy(ies) required above (except worker's compensation and employers liability) must
include Railroad as "Additional Insured" using ISO Additional Insured Endorsements CG 20 26,
and CA 20 48 (or substitute forms providing equivalent coverage). The coverage provided to
Railroad as additional insured shall, to the extent provided under ISO Additional Insured
Endorsement CG 20 26, and CA 20 48 provide coverage for Railroad's negligence whether sole
or partial, active or passive, and shall not be limited by Contractor's liability under the indemnity
provisions of this Agreement.
H. Before Contractor commences any work, the Contractor shall, except to the extent prohibited by
law; (1) require each of its subcontractors to include the Contractor as "Additional Insured" in the
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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subcontractor's Commercial Liability policy and Business Automobile policies with respect to all
liabilities arising out of the subcontractor's performance of work on behalf of the Contractor by
endorsing these policies with ISO Additional Insured Endorsements CG 20 26, and CA 20 48 (or
substitute forms providing equivalent coverage; (2) require each of its subcontractors to endorse
their Commercial General Liability Policy with "Contractual Liability Railroads" ISO Form CG 24
17 10 01 (or a substitute form providing equivalent coverage)for the job site; and (3) require each
of its subcontractors to endorse their Business Automobile Policy with "Coverage for Certain
Operations In Connection With Railroads" ISO Form CA 20 70 10 01 (or a substitute form
providing equivalent coverage)for the job site.
I. Punitive damages exclusion, if any, must be deleted (and the deletion indicated on the certificate
of insurance), unless the law governing this Agreement prohibits all punitive damages that might
arise under this Agreement.
J. Contractor waives all rights of recovery, and its insurers also waive all rights of subrogation of
damages against Railroad and its agents, officers, directors and employees. This waiver must be
stated on the certificate of insurance.
K. Prior to commencing the work, Contractor shall furnish Railroad with a certificate(s)of insurance,
executed by a duly authorized representative of each insurer, showing compliance with the
insurance requirements in this Agreement.
L. All insurance policies must be written by a reputable insurance company acceptable to Railroad
or with a current Best's Insurance Guide Rating of A- and Class VII or better, and authorized to
do business in the State of California.
M. The fact that insurance is obtained by Contractor or by Railroad on behalf of Contractor will not
be deemed to release or diminish the liability of Contractor, including, without limitation, liability
under the indemnity provisions of this Agreement. Damages recoverable by Railroad from
Contractor or any third party will not be limited by the amount of the required insurance coverage.
Contractor and its insurers shall endorse the required insurance policy(ies)to waive their right of
subrogation against Railroad. Contractor and its insurers also waive their right of subrogation against
Railroad for loss of its owned or leased property or property under its care, custody and control.
Contractor's insurance shall be primary with respect to any insurance carried by Railroad. The policy(ies)
required under(a) and (b)above shall provide severability of interests and shall name Railroad as an
additional insured.
Prior to commencing the Work, Contractor shall furnish to Railroad certificate(s)of insurance evidencing
the required coverage and endorsements and upon request, a certified duplicate original of any required
policy. The certificate(s)shall contain a provision that obligates the insurance company(ies) issuing such
policy(ies)to notify Railroad in writing of any material alteration including any change in the retroactive
date in any"claims-made" policies or substantial reduction of aggregate limits, if such limits apply, or any
cancellation at least thirty(30)days prior thereto.
The insurance policy(ies)shall be written by a reputable insurance company(ies)acceptable to Railroad
or with a current Best's Insurance Guide Rating of B and Class VII or better, and authorized to do
business in the state(s) in which the Work is located.
Contractor warrants that this Agreement has been thoroughly reviewed by Contractor's insurance
agent(s)/broker(s), who has been instructed by Contractor to procure the insurance coverage required by
this Agreement.
If Contractor fails to procure and maintain insurance as required, Railroad may elect to do so at the cost
of Contractor.
The fact that insurance is obtained by Contractor shall not be deemed to release or diminish the liability of
Contractor, including, without limitation, liability under the indemnity provisions of this Agreement.
Damages recoverable by Railroad shall not be limited by the amount of the required insurance coverage.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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5-1.20C(8) PAYMENT
Full compensation for all work required under this section 5-1.20C, except for Railroad Flagging, is
included in the contract price paid for"Bore and Jack CIP Concrete Box" and no additional compensation
will be allowed therefor.
Railroad Flagging will be paid for as days of"Railroad Flagging".
5-1.23 SUBMITTALS
Add to section 5-1.23:
Depending on the time of year of contract award, submittal preparation and review can occur prior to the
start of or during winter suspension of working days.
Submittals must be compiete in order for the specified review period to start. In order to be considered
compiete, the submittal must be in the correct format, contain adequate detail, be error free, and be
consistent with the requirements of the Special ProVISi0p1S. Submittals returned to the Contractor as
marked " ejeoted" "Revise and Resubmit", or"Submit Speoifiied Item"will include the Engineer's
comments. The Contractor shall address the Engineer's oomments in its resubmittal, and the Contractor's
correction shall be clearly identified in the resubmittal to assist the Engineer's review.
"Resubmittal" shall be considered a new submittal; a new submittal review geriod of the duration sgecified
for the original submittal shall begin upon receipt of the resubmittal by the Engineer. No extension of
Contract Time will be allowed for resubmittMs. AH submittMs required of the Contractor shall be provided
y the Contractor. The Contractor acknowledges that its failure to timer provide or comglete all
submittals will glace an extra and unnecessary burden on the Engineer in meetiplg other obiigations and
exposes the Owner to increased costs associated with delay in the completion of the V1/ork. The
Contractor agrees that failure to provide and complete all submittals is cause for the Engineer to withhold
payment in the progress estimate for any and all Bid items where the Contractor has failed to comply with
the specified requirement to provide such submittal.
Replace section 5-1.26 with:
5-1.26 CONSTRUCTION SURVEYS
Place stakes and marks under Chapter 12, "Construction Surveys,"of the Caltrans Surveys Manual. The
Town of Truckee provides control points for design and construction as shown on the Project Control plan
sheet. You must perform all other required field survey work that is described as the responsibility of
"Department", "Engineer", "RE" or"Surveys" in Chapter 12, "Construction Surveys" of the Caltrans
Surveys Manual.
Preserve control points placed by the Town. If the control points are disturbed or destroyed, replace them
at your cost. The elevation and geospatial location of new control points must be collected, referenced,
and provided to the Town of Truckee for their records.
Payment for placing stakes, marks and replacement control is paid for as Construction Staking. No
additional compensation will be allowed for replacement or restaking.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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5-1.36D NONHIGHWAY FACILITIES
Add to section 5-1.36D:
The utility owner will relocate a utility shown in the following table before the corresponding date shown:
Utility Relocation and Date of the Relocation
Utility Location Date
I iru G[',8 I)GRIR811PYbflG L!gl44Y Q6111*4 "ML!II2" 2Q::1::9Q...q ""I"U1 ::2" +.6.0 QGtO b@ 112 I..6, 2014
V.Q::4 I I .�@ q:uG LRO
Truckee Donner Public Utility District "MUP" 13+30 to "MUP" 18+30 September 30, 2014
12"ACP Water Line
SW Gas Corp. 2" Plastic Gas Line "MUP" 11+34, "MUP" 17+67 October 1, 2014
SW Gas Corp. 4" Plastic Gas Line "MUP" 32+53 to "MUP" 33+45 October 1, 2014
SW Gas Corp. 8" Steel Gas Line "MUP" 11+30, "MUP" 17+97 October 1, 2014
Note that SW Gas Corp abandoned 4" plastic gas line in place.
Installation of the utilities shown in the following table requires coordination with your activities. Make the
necessary arrangements with the utility company through the Engineer and submit a schedule:
1. Verified by a representative of the utility company
2. Allowing at least the time shown for the utility owner to complete its work
Utility Relocation and Contractor-Arranged Time for the Relocation
Utility Utility address Location Days
PO Box 1190, 24A-580 "MUP"20+81 LT
SW Gas Corp. Gas Vent Carson City, NV 89702- "MUP"21+55 LT 10 Days
Pipes 1190
"MUP"23+60 LT
Truckee Donner PUD
Truckee Donner Pubflc 11570 Donner Pass "MUP"20+30 to "MUP"
Ut flty Dustdct 12kV OIC Road 22+00 10 Days
EVectdc Lune Truckee CaVufornua
96161
To allow MUP Tunnel construction, the utility owner will rearrange the utilities shown in the following table
during construction activities. No other utility will be rearranged or temporarily deactivated before or
during construction activities for this purpose unless you make arrangements with the utility owner. Notify
the Engineer at least 30 days before the interfering utilities are to be rearranged. The Engineer notifies
the utility owners.
Utility Rearrangement for Pile Driving, Drilling Activities, or Substructure Construction
Utility Location
SW Gas Corp. 8" Steel Gas Line (to be
temporarily deactivated by SW Gas from MUP Tunnel
approximately May 15 to October 1, depending
on the weather-exact dates must be coordinated
with SW Gas)
5-1.361)(1) Kinder-Morgan Petroleum Pipeline
5-1.36D(1)a References
See section 48-6 "Bore and Jack Installation"for requirements of the bore and jack installation.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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See California State Fire Marshall Information Bulletin No. 03-001 "Encroachments Into Or On Pipeline
Easements" (a copy is in the Information Handout).
5-1.36D(1)b Submittal
Expose (pothole)the Kinder-Morgan (KM) petroleum pipeline to determine the exact alignment and depth
of the line. Submit drawings to show details of your proposed casting and jacking slab and jacking
reaction pile in the vicinity of the KM pipeline, and submit calculations of soil stress distribution on the KM
petroleum pipeline due to casting and jacking slab and jacking reaction pile deflection. Include a
description of the equipment that is proposed to be used for boring and jacking. Include a schedule of
activities for the duration of the project. Provide a copy of the complete submittal to the Engineer for
review prior to submittal to Kinder-Morgan. Allow up to 12 weeks for this submittal to be reviewed and
approved by Kinder-Morgan prior to the start of any construction operations in the vicinity of the
petroleum pipeline.
5-1.36D(1)c Construction
• Meet with KM representatives prior to construction to provide and receive notification listings for
appropriate area operations and emergency personnel. KM's on-site representative will
require discontinuation of any work that, in his opinion, endangers the operations or
safety of personnel, pipelines or facilities.
• Expose the KM pipeline prior to preparation of the required submittal, to determine the exact
alignment and depth of the lines. A KM representative must be present.
• KM will not allow pipelines to remain exposed overnight without consent of KM designated
representative. You may be required to backfill pipelines at the end of each day.
• A KM representative shall do all line locating. A KM representative shall be present for hydraulic
excavation. The use of probing rods for pipeline locating shall be performed by KM
representatives only, to prevent unnecessary damage to the pipeline coating.
• Give notification to KM at least 72 hours before start of construction. A schedule of activities for
the duration of the project must be made available at that time to facilitate the scheduling of
Kinder Morgan, Inc.'s work site representative. Any Contractor schedule changes shall be
provided to Kinder Morgan, Inc. immediately.
• Comply with all precautionary measures required by KM to protect its pipeline. When inclement
weather exists, provisions must be made to compensate for soil displacement due to subsidence
of tires. Equipment excavating within ten (10)feet of the KM pipeline must have a plate guard
installed over the teeth to protect the pipeline.
• A KM representative shall be on-site to observe any construction activities within ten (10)feet of a
KM pipeline or aboveground appurtenance. Do not work within this distance without a KM
representative being on site. Only hand excavation is permitted within two (2)feet of KM
pipelines, valves and fittings unless State requirements are more stringent. However, proceed
with extreme caution when within three (3)feet of the pipe.
• A KM representative will monitor construction activity within 25 feet of KM facilities during and
after the activities to verify the integrity of the pipeline and to ensure the scope and conditions
agreed to have not changed. Monitoring means to conduct site inspections on a pre-determined
frequency based on items such as: scope of work, duration of expected excavator work, type of
equipment, potential impact on pipeline, complexity of work and/or number of excavators
involved.
• Ripping is only allowed when the position of the pipe is known and not within ten (10)feet of KM
facility unless company representative is present.
• Provide temporary support of the exposed KM pipeline if necessary or if required by KM's on-site
representative. Backfill below the exposed lines and 12" above the lines shall be replaced with
sand or other selected material as approved by KM's on-site representative and thoroughly
compacted in 12" lifts to 95% of standard proctor dry density minimum or as approved by KM's
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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on-site representative. This is to adequately protect against stresses that may be caused by the
settling of the pipeline.
• No blasting shall be allowed.
• Report any contact with any KM facility, pipeline, valve set, etc. immediately to KM. If repairs to
the pipe are necessary, they will be made and inspected before the section is re-coated and the
line is back-filled.
5-1.36D(1)d Payment
Full compensation for the KM submittal, for coordination with KM representatives, and for all other
requirements of this section is included in the contract price paid for Bore and Jack CIP Concrete Box,
and no additional compensation will be allowed therefor.
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Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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6 CONTROL OF MATERIALS
6-2.05C Steel and Iron Materials
Add to section 6-2.05C of the RSS:
Note that this is a federal-aid project and the provisions of the Buy America Act apply.
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Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC
Replace section 7-1.02K(6)0)(iii)with:
7-1.02K(6)0)(iii) Earth Material Containing Lead
Section 7-1.02K(6)(j)(iii) includes specifications for handling, removing, and disposing of earth material
containing lead.
Submit a lead compliance plan.
Lead is present in earth material on the job site. The average lead concentrations are below 1,000 mg/kg
total lead and below 5 mg/L soluble lead. The material on the job site:
1. Is not a hazardous waste
2. Does not require disposal at a permitted landfill or solid waste disposal facility
Lead has been detected in material to a depth of 3.0 feet in unpaved areas of the highway. Levels of lead
found on the job site range from 5 to 52 mg/kg total lead with an average concentration of 11.7 mg/kg
total lead as analyzed by EPA test method 6010 or EPA test method 7000 series and based upon a 95
percent upper confidence limit.
Handle the material under all applicable laws, rules, and regulations, including those of the following
agencies:
1. Cal/OSHA
2. CA RWQCB, Region 6—SLT
3. CA Department of Toxic Substances Control
If the material is disposed of:
1. Disclose the lead concentration of the material to the receiving property owner when obtaining
authorization for disposal on the property
2. Obtain the receiving property owner's acknowledgment of lead concentration disclosure in the written
authorization for disposal
3. You are responsible for any additional sampling and analysis required by the receiving property
owner
If you choose to dispose of the material at a commercial landfill:
1. Transport it to a Class II I or Class 11 landfill appropriately permitted to receive the material
2. You are responsible for identifying the appropriately permitted landfill to receive the material and for
all associated trucking and disposal costs, including any additional sampling and analysis required by
the receiving landfill
7-1.11 FEDERAL LAWS FOR FEDERAL-AID CONTRACTS
This s a Federal Aid contract and the Federal provisions of the Standard Specifications apply. Comply
with the provisions of the current form FHWA-1273 in the attached Revised Standard Specifications, and
with all other requirements for federal-aid contracts.
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Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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8 PROSECUTION AND PROGRESS
8-1.04 START OF JOB SITE ACTIVITIES
8-1.04C Delayed Start
Replace 'Reserved" in section 8-1.04C with:
Cold weather and snow at the project site may require a delay in the start of work in the spring. You must
take this into account in planning the work and preparing your bid. No additional compensation will be
granted for a delayed start. Working days will be suspended until weather conditions allow work to
occur.
8-1.06 SUSPENSIONS
8-1.06A General
Add to section 8-1.06A:
Cold weather and snow at the project site may require a suspension of work in the fall, until conditions
improve sufficiently to resume work. The Engineer may suspend work wholly or in part when weather
conditions are unsuitable for work progress. You must take this into account in planning the work and
preparing your bid. No additional compensation will be granted for a suspension of work due to adverse
weather conditions.
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Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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9 PAYMENT
9-1.11 Time-Related Overhead
Add to section 9-1.11:
Resident Engineer's Office
Provide the Town Resident Engineer with an office, approximately 100 square feet in floor area including
space heat, electric light and power. Provide a mail slot in the door or a lockable mail box mounted on
the surface of the door. At completion of the project, the office remains your property and must be
removed from the site. The office space may be shared between you and the Town Resident Engineer
but 100 square feet must be designated for Town Resident Engineer use. You may, at your option,
furnish and maintain a trailer-type mobile office acceptable to the Town and providing as a minimum the
facilities specified above. The trailer must be securely anchored to the ground at all four corners to guard
against movement during high winds.
Payment
The contract price paid for Time-Related Overhead includes full compensation for furnishing, maintaining
and removing the Resident Engineer's Office, and no additional compensation will be allowed.
9-1.16C Materials On Hand
Add to section 9-1.16C:
The following items are eligible for progress payment even if they are not incorporated into the work:
1. Temporary Crash Cushion Module
2. Bar Reinforcing Steel
3. Culvert Pipe
4. Miscellaneous Iron and Steel
5. Metal Pedestrian Railing
6. Cable Railing
7. Lighting Fixtures
8. Luminaires
9-1.16F Retentions
Replace section 9-1.16F with:
Five percent(5%)will be deducted from each progress payment and retained by the Town and the
remainder, less the amount of all previous payments, will be paid to the Contractor. Section 4590
(repealed), Chapter 13 of the Government Code, and Sections 10263 and 22300 of the California Public
Contract Code, which approved the substitution of securities for monies retained, do not apply to the
Town of Truckee which is a Charter Town.
The agency shall hold retainage from the prime contractor and shall make prompt and regular
incremental acceptances of portions, as determined by the agency, of the contract work, and pay
retainage to the prime contractor based on these acceptances. The prime contractor, or subcontractor,
must return all monies withheld in retention from a subcontractor within 30 days after receiving payment
for work satisfactorily completed and accepted including incremental acceptances of portions of the
contract work by the agency. Federal law (49CFR26.29) requires that any delay or postponement of
payment over 30 days may take place only for good cause and with the agency's prior written approval.
Any violation of this provision shall subject the violating prime contractor or subcontractor to the penalties,
sanctions and other remedies specified in Section 7108.5 of the Business and Professions Code. These
requirements shall not be construed to limit or impair any contractual, administrative, or judicial remedies
otherwise available to the prime contractor or subcontractor in the event of a dispute involving late
payment or nonpayment by the prime contractor, deficient subcontract performance, or noncompliance by
a subcontractor.
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Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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DIVISION II GENERAL CONSTRUCTION
10 GENERAL
10-1.02 WORK SEQUENCING
Add to section 10-1.02:
Per sections 5-1.20C 'Railroad Relations and Insurance Requirements", 19-3.08 "Ground Freezing", 48-6
"Bore and Jack Installation", and 48-7 "Displacement Monitoring/Geotechnical Instrumentation", you
must submit the required certificates and work plans for all work to be done within the UPRR right of way,
including ground freezing, the bore and jack installation of the MUP tunnel, and displacement monitoring,
for review and approval by the Engineer and UPRR, and you must obtain approval of these plans before
any work within the UPRR right of way may commence. No additional compensation or contract time will
be granted for delays due to time required for UPRR review and approval of required submittals.
Per sections 5-1.36D(1) "Kinder-Morgan Petroleum Pipeline", you must pothole the Kinder-Morgan
petroleum pipeline to positively locate it and then prepare and submit drawings and calculations to show
the anticipated soil stress distribution due to the jacking system on the Kinder-Morgan pipeline, for review
and approval by the Engineer and Kinder-Morgan, and you must obtain approval of these plans before
any work within 4 feet of the Kinder-Morgan pipeline may start. No additional compensation or contract
time will be granted for delays due to time required for Kinder-Morgan review and approval of this
submittal.
Per section 19-3.05 'Petroleum Contaminated Material', soil excavated from the MUP tunnel and path
may be contaminated with petroleum hydrocarbons. You must stockpile all excavated soil for testing and
characterization to be performed by the Town before any soil may be reused on the project or removed
from the job site. You must allow for this in your work sequencing, and expect delays in using excavated
material for embankments or structure backfill on the project due to the need for soil testing. No
additional compensation or contract time will be granted for any delay associated with soil stockpiling and
time required for the Town to perform soil testing and characterization.
Do not place the uppermost layer of new pavement until all underlying conduits and loop detectors are
installed.
Before starting the traffic signal functional test at any location, all items of work related to signal control
must be completed and all roadside signs, pavement delineation, and pavement markings must be in
place at that location.
Construction of the new structural section adjacent to the existing traveled way must be performed in
successive and once all operations are under way, concurrent operations of excavating, preparing
subgrade, placing base materials, and paving. Excavation within 8 feet of the existing traveled way must
not precede the paving operation by more than 2 working days unless:
1. Authorized
2. Material is placed and compacted against the vertical cuts within 8 feet of the existing traveled way.
During excavation operations, native material may be used for this purpose except once the placing
of the structural section starts, structural material must be used. Place the material to the top of the
existing pavement and taper at a slope of 4:1 (horizontal:vertical)or flatter to the bottom of the
excavation. Do not use treated base for the taper.
At the end of each working day if a difference in excess of 0.15 feet exists between the elevation of the
existing pavement and the elevation of an excavation within 8 feet of the traveled way, place and compact
material against the vertical cut adjacent to the traveled way. During the excavation operation, you may
use native material for this purpose except once the placing of the structural section starts, structural
material must be used. Place the material to the top of the existing pavement and taper at a slope of 4:1
(horizontal:vertical)or flatter to the bottom of the excavation. Do not use treated base for the taper.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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10-1.03 TIME CONSTRAINTS
Replace 'Reserved" in section 10-1.03 with:
No work shall occur within the UPRR Right of Way before February 15, 2015 unless all necessary right of
way agreements have been executed.
Only construction activities required for the jacking of the MUP tunnel will be allowed between 9:00 p.m.
and 7:00 a.m. on any day except Sunday, or before 9:00 a.m. or after 6:00 p.m. on Sunday, in areas
south of the UPRR tracks near the mobile home park.
You must expect and plan for adverse weather conditions that may delay the start of work and/or require
a suspension of work in any given construction season. No additional compensation will be allowed for
weather-related delays or suspensions.
Unless granted a variance by the Lahontian RWQCB Executive Officer, there shall be neither removal of
vegetation nor disturbance of existing ground surface conditions between October 15 of any year and
May 1 of the following year, except when there is an emergency situation that threatens the public health
or welfare.
Tree removal must be performed during the non-nesting season for migratory birds, between September
1 and February 15. If you propose to remove trees outside of this window, you must submit a request in
writing to the Engineer and allow time for a biologist to survey the trees for active nests before removing
any trees.
Per section 5-1.36D "Nonhighway Facilities", SW Gas Corporation has agreed to deactivate their 8"steel
gas pipeline in the vicinity of the project to mitigate the potential hazards that may be associated with the
bore and jack installation of the MUP tunnel. This shutdown will be for a specific period of time, generally
from approximately May 15 to October 1. Exact dates to be determined by SW Gas Corporation,
depending on weather conditions in the spring and fall.
Per section 20-3.03C(3)(d)(v) "Liner Plants", planting must be done between March and June.
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Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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12 TEMPORARY TRAFFIC CONTROL
Replace section 12-1.03 with:
12-1.03 FLAGGING COSTS
You pay the full cost of all flagging that is required under this contract.
Replace section 12-2 with:
12-2 CONSTRUCTION PROJECT FUNDING SIGNS
12-2.01 GENERAL
Section 12-2 includes specifications for installing construction project funding signs.
Details for construction project funding signs are shown.
Keep construction project funding signs clean and in good repair at all times.
12-2.02 MATERIALS
Construction project funding signs must be wood post signs complying with section 56-4.
Sign panels for construction project funding signs must be framed, single sheet aluminum panels
complying with section 56-2.
The background on construction project funding signs must be Type II retroreflective sheeting on the
Authorized Material List for signing and delineation materials.
The legend must be retro reflective, except for nonreflective black letters and numerals. The colors blue
and orange must comply with PR Color no. 3 and no. 6, respectively, as specified in the Federal Highway
Administration's Color Tolerance Chart.
The size of the legend on construction project funding signs must be as shown on the plans. Do not add
any additional information unless authorized.
12-2.03 CONSTRUCTION
Install 2 Type 1 construction project funding signs at the locations designated by the Engineer before
starting major work activities visible to highway users.
When authorized, remove and dispose of construction project funding signs upon completion of the
project.
12-2.04 PAYMENT
Construction project funding signs are paid for as Construction Area Signs.
Add to section 12-3.12C:
Start displaying the message on the portable changeable message sign 15 minutes before closing the
lane.
Place the portable changeable message sign in advance of the 1 st warning sign for each:
1. Stationary lane closure
2. Shoulder closure
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Replace section 12-3.14 with:
12-3.14 TEMPORARY TRAFFIC SCREEN
12-3.14A General
Section 12-3.14 includes specifications for constructing temporary traffic screen at the locations shown.
12-3.146 Materials
Temporary traffic screen panels must be new or used, CDX grade or better, plywood or weather-resistant
strandboard mounted and anchored on Type K temporary railing.
Wale boards must be new or used Douglas fir, rough sawn, construction grade or better.
Pipe screen supports must be new or used schedule 40, galvanized steel pipe.
Nuts, bolts, and washers must be cadmium plated.
Screws must be black or cadmium-plated flat head, cross-slotted screws with full thread length.
12-3.14C Construction
Mount and anchor temporary traffic screen on top of Type K temporary railing.
Remove the traffic screen from the highway when the Engineer determines it is no longer required. The
traffic screen that is removed becomes your property.
A lateral move of Type K temporary railing with attached temporary traffic screen is change order work if
ordered and the repositioning is not shown.
12-3.14D Payment
Temporary traffic screen is measured along the line of the completed screen.
Add to section 12-4.01:
Payment providing passage for bicyclists through a 1-way reversing traffic control work zone is included in
the payment for traffic control system.
Add to section 12-4.02A:
Designated holidays are shown in the following table:
Designated Holidays
Holiday Date observed
New Year's Day January 1st
Washington's Birthday 3rd Monday in February
Memorial Day Last Monday in May
Independence Day July 4th
Labor Day 1st Monday in September
Veterans Day November 11th
Thanksgiving Day 4th Thursday in November
Christmas Day December 25th
If a designated holiday falls on a Sunday, the following Monday is a designated holiday. If November 11th
falls on a Saturday, the preceding Friday is a designated holiday.
Special days are: The Third Monday in January.
When SR 89 is under a 1-way reversing traffic control operation, traffic may be stopped in 1 direction for
periods not to exceed 10 minutes and traffic must not back into the SR 89/1-80 intersection to the north of
the project area at any time. After each stoppage, all accumulated traffic for that direction must pass
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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through the work zone before another stoppage is made. Delays to public traffic must not exceed a total
of 20 minutes.
The maximum length of a single stationary one-way reversing traffic-control lane closure is 0.5 mile
between flaggers.
Not more than 1 stationary lane closure will be allowed in the direction of travel at one time.
Personal vehicles of your employees must not be parked on the traveled way or shoulders, including
sections closed to traffic.
If work vehicles or equipment are parked within 6 feet of a traffic lane, close the shoulder area with
fluorescent orange traffic cones or portable delineators. Place the cones or delineators on a taper in
advance of the parked vehicles or equipment and along the edge of the traveled way at 25-foot intervals
to a point not less than 25 feet past the last vehicle or piece of equipment. Use at least 9 cones or
delineators for the taper. Use a W20-1, 'Road Work Ahead,"W21-5b, "Right/Left Shoulder Closed
Ahead,"or C24(CA), "Shoulder Work Ahead," sign mounted on a crashworthy, portable sign support with
flags. The sign must be 48 by 48 inches and placed as ordered by the Engineer. If a cone or delineator is
displaced or overturned, immediately restore the device to its original position or location.
A minimum of 1 paved traffic lane not less than 11 feet wide must be open for use by traffic.
The full width of the traveled way must be open to traffic when construction activities are not actively in
progress.
Equipment and materials must not remain in a lane unless the lane is closed to traffic and is used for
Contract activities.
If a lane is closed for construction activities and opening the lane becomes necessary for use by traffic,
immediately stop active Contract activities and start clearing the lane.
Your vehicles are subject to the provisions of chapter 13, "Vehicular Crossings," of the Vehicle Code.
Do not close lanes if the atmospheric visibility is less than 1,000 feet.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Replace 'Reserved" in section 12-4.04 with:
Lane Closure Restriction for Designated Holidays and Special Days
Thu Fri Sat Sun Mon Tues Wed Thu Fri Sat Sun
H
x xx xx xx
SD
xx
H
x xx xx xx
SD
xx
H
x xx xx xx
SD
xx
H
x xx xx xx xxx
SD
x xx xx xx xxx
H
x xx
SD
x xx
H
x xx
SD
xx
H
x xx xx xx xx
SD
xx
Legend:
Refer to lane requirement charts
x The full width of the traveled way must be open for use by traffic after 1000 hours.
xx The full width of the traveled way must be open for use by traffic.
xxx The full width of the traveled way must be open for use by traffic until 2000 hours.
H Designated holiday
SD Special day
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Replace 'Reserved" in section 12-4.05F with:
Chart no. 1
Conventional Highway Lane Requirements
County: Placer, Nevada Route/Direction:89 N/S PM:21.4/21.7, 0.0/0.4
Closure limits: Old Route 89 between W River St and Deerfield Dr
From hour to hour 24 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 222324
Mondays through Thursdays R R R R R R R R R R S S S S S S S S R R R R R R
Fridays R R R R R R R R R R
Saturdays
Sundays
Legend:
R Provide at least 1 through traffic lane, not less than 11 feet in width, for use by both directions of
travel
(Reversing Control)
S Shoulder closure allowed
Work allowed within the highway where shoulder or lane closure is not required
REMARKS:
1. Shoulder closure is allowed during the hours of lane closure.
Replace section 12-5 with:
12-5 TRAFFIC CONTROL SYSTEM FOR LANE CLOSURE
12-5.01 GENERAL
Section 12-5 includes specifications for closing traffic lanes with stationary lane closures on 2-lane, 2-way
highways. The traffic control system for a lane closure must comply with the details shown.
Traffic control system includes signs.
12-5.02 MATERIALS
Not Used
12-5.03 CONSTRUCTION
Whenever components of the traffic control system are displaced or cease to operate or function as
specified from any cause, immediately repair the components to the original condition or replace the
components and restore the components to the original location.
For a stationary lane closure made only for the work period, remove the components of the traffic control
system from the traveled way and shoulder, except for portable delineators placed along open trenches
or excavation adjacent to the traveled way at the end of each work period. You may store the
components at selected central locations designated by the Engineer within the limits of the highway.
Additional advance flaggers are required during 1-way reversing traffic control operation.
Each vehicle used to place, maintain, and remove components of the traffic control system and each
flagger must have cellular phone and radio contact with personnel in the work area.
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You may use a pilot car to control traffic. If a pilot car is used for traffic control, the cones shown along the
centerline need not be placed. The pilot car must have radio and cellular phone contact with personnel in
the work area. Operate the pilot car through the traffic control zone at a speed not greater than 25 miles
per hour.
12-5.04 PAYMENT
Traffic control system for lane closure is paid for as traffic control system. Flagging costs are paid for as
specified in section 12-1.03.
The requirements in section 4-1.05 for payment adjustment do not apply to traffic control system.
Adjustments in compensation for traffic control system will be made for an increase or decrease in traffic
control work if ordered and will be made on the basis of the cost of the necessary increased or decreased
traffic control. The adjustment will be made on a force account basis for increased work and estimated on
the same basis in the case of decreased work.
A traffic control system required by change order work is paid for as a part of the change order work.
Replace section 12-8 with:
12-8 TEMPORARY PAVEMENT DELINEATION
12-8.01 GENERAL
Section 12-8 includes specifications for placing, applying, maintaining, and removing temporary pavement
delineation.
Temporary signing for no-passing zones must comply with section 12-3.06.
Temporary painted traffic stripes and painted pavement markings used for temporary delineation must
comply with section 84-3.
12-8.02 MATERIALS
12-8.02A General
Not Used
12-8.026 Temporary Lane Line and Centerline Delineation
Temporary pavement markers must be the same color as the lane line or centerline markers being
replaced. Temporary pavement markers must be temporary pavement markers on the Authorized
Material List for short-term day/night use, 14 days or less, or long-term day/night use, 180 days or less.
Place temporary pavement markers under the manufacturer's instructions.
12-8.02C Temporary Edge Line Delineation
On multilane roadways, freeways, and expressways open to traffic where edge lines are obliterated and
temporary pavement delineation to replace those edge lines is not shown, provide temporary pavement
delineation for:
1. Right edge lines consisting of(1) a solid 4-inch wide traffic stripe tape of the same color as the stripe
being replaced, (2)traffic cones, or(3) portable delineators or channelizers placed longitudinally at
intervals not exceeding 100 feet
2. Left edge lines consisting of(1)solid 4-inch wide traffic stripe tape of the same color as the stripe
being replaced, (2)traffic cones, (3) portable delineators or channelizers placed longitudinally at
intervals not exceeding 100 feet, or(4)temporary pavement markers placed longitudinally at intervals
not exceeding 6 feet
12-8.02E Temporary Traffic Stripe Paint
Not Used
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12-8.02G Temporary Pavement Marking Paint
You may use one of the types of temporary removable pavement marking tape or permanent pavement
marking tape on the Authorized Material List instead of temporary pavement marking paint.
12-8.03 CONSTRUCTION
12-8.03A General
Wherever work activities obliterate pavement delineation, place temporary or permanent pavement
delineation before opening the traveled way to traffic. Place lane line and centerline pavement delineation
for traveled ways open to traffic. On multilane roadways, freeways and expressways, place edge line
delineation for traveled ways open to traffic.
Establish the alignment for the temporary pavement delineation including required lines or markers.
Surfaces to receive an application of paint or removable traffic tape must be dry and free of dirt and loose
material. Do not apply temporary pavement delineation over existing pavement delineation or other
temporary pavement delineation. Maintain temporary pavement delineation until it is superseded or you
replace it with a new pattern of temporary pavement delineation or permanent pavement delineation.
When the Engineer determines the temporary pavement delineation is no longer required for the direction
of traffic, remove the temporary pavement markers, underlying adhesive, and removable traffic tape from
the final layer of surfacing and from the existing pavement to remain in place. Remove temporary
pavement delineation that conflicts with any subsequent or new traffic pattern for the area.
12-8.036 Temporary Lane line and Centerline Delineation
Whenever lane lines or centerlines are obliterated and temporary pavement delineation to replace the
lines is not shown, the minimum lane line and centerline delineation must consist of temporary pavement
markers placed longitudinally at intervals not exceeding 24 feet. For temporary pavement markers on the
Authorized Material List for long-term day/night use, 180 days or less, cement the markers to the
surfacing with the adhesive recommended by the manufacturer except do not use epoxy adhesive to
place the pavement markers in areas where removal of the markers will be required.
For temporary lane line or centerline delineation consisting entirely of temporary pavement markers on
the Authorized Material List for short-term day/night use, 14 days or less, place the markers longitudinally
at intervals not exceeding 24 feet. Do not use the markers for more than 14 days on lanes opened to
traffic. Place the permanent pavement delineation before the end of the 14 days. If the permanent
pavement delineation is not placed within the 14 days, replace the temporary pavement markers with
additional temporary pavement delineation equivalent to the pattern specified or shown for the permanent
pavement delineation for the area. The Department does not pay for the additional temporary pavement
delineation.
12-8.03C Temporary Edge Line Delineation
You may apply temporary painted traffic stripe where removal of a 4-inch wide traffic stripe is not
required.
The Engineer determines the lateral offset for traffic cones, portable delineators, and channelizers used
for temporary edge line delineation. If traffic cones or portable delineators are used for temporary
pavement delineation for edge lines, maintain the cones or delineators during hours of the day when the
cones or delineators are being used for temporary edge line delineation.
Channelizers used for temporary edge line delineation must be an orange surface-mounted type. Cement
channelizer bases to the pavement under section 85 for cementing pavement markers to pavement
except do not use epoxy adhesive to place channelizers on the top layer of the pavement. Channelizers
must be one of the 36-inch, surface-mounted types on the Authorized Material List.
Remove the temporary edge line delineation when the Engineer determines it is no longer required for the
direction of traffic.
12-8.03E Temporary Traffic Stripe Paint
Apply 1 or 2 coats of temporary traffic stripe paint for new or existing pavement.
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The painted temporary traffic stripe must be complete in place at the location shown before opening the
traveled way to traffic. Removal of painted temporary traffic stripe is not required.
12-8.03G Temporary Pavement Marking Paint
Apply and maintain temporary pavement markings consisting of painted pavement markings at the
locations shown. The painted temporary pavement marking must be complete in place at the location
shown before opening the traveled way to traffic. Removal of painted temporary pavement marking is not
required.
Apply 1 or 2 coats of temporary pavement marking paint for new or existing pavement.
12-8.04 PAYMENT
Not Used
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13 WATER POLLUTION CONTROL
Add to section 13-3.01A:
The project is risk level 2.
13-4.03C(3) Stockpile Management
Add to section 13-4.03C(3):
Comply with section 13-4.03C(3) "Stockpile Management", section 14-11.02D "Stockpiling", section 19-
3.05 "Petroleum Contaminated Material", and with the "Soil Management Plan" in the Information
Handout when stockpiling materials excavated from the project site. Stockpile locations must be
approved by the Engineer before use. Stockpile locations adjacent to SR 89 must not be used during the
winter months. Submit a detailed stockpile plan for each proposed stockpile location to the Engineer at
least 15 days prior to stockpiling any material. Full compensation for preparation of stockpile plans and
for furnishing and installing all required water pollution control and soil stabilization measures for each
stockpile, such as temporary cover and linear sediment barriers, is included in the unit price paid for the
type of excavation involved.
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Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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14 ENVIRONMENTAL STEWARDSHIP
14-1.02 ENVIRONMENTALLY SENSITIVE AREA
Add to section 14-1.02A:
An ESA exists on this project.
Before start of work, protect the ESA by installing Temporary Fence (Type ESA).
14-8 NOISE AND VIBRATION
14-8.02 NOISE CONTROL
Replace the second paragraph in section 14-8.02A with:
Per Article 18.44.070 of the municipal code, do not exceed 75 dBA LMax at 50 feet from the job site
activities before 7:00 a.m. or after 9:00 p.m. on any day except Sunday, or before 9:00 a.m. or after 6:00
p.m. on Sunday.
14-10 SOLID WASTE DISPOSAL AND RECYCLING
14-10.02A(1) Submittals
Add to section 14-10.02A(1):
Complete, submit and comply with the "Town of Truckee Construction Waste Management Compliance
Plan", a copy of which is in the Information Handout. Full compensation for completing and submitting
this form and for adhering to the requirements within is included in the contract lump sum price paid for
Job Site Management, and no additional compensation will be allowed therefor.
14-11 HAZARDOUS WASTE AND CONTAMINATION
14-11.02D Stockpiling
Add to section 14-11.02D:
Comply with section 13-4.03C(3) "Stockpile Management", section 14-11.02D "Stockpiling", section 19-
3.05 "Petroleum Contaminated Material", and with the "Soil Management Plan" in the Information
Handout regarding stockpiling of excavated materials. Stockpile locations must be approved by the
Engineer before use. Stockpile locations adjacent to SR 89 must not be used during the winter months.
Submit a detailed stockpile plan for each proposed stockpile location to the Engineer at least 15 days
prior to stockpiling any material. Full compensation for preparation of stockpile plans and for furnishing
and installing all required water pollution control and soil stabilization measures for each stockpile, such
as temporary cover and linear sediment barriers, is included in the unit price paid for the type of
excavation involved.
Replace section 14-11.09 with:
14-11.09 TREATED WOOD WASTE
14-11.09A General
14-11.09A(1) Summary
Section 14-11.09 includes specifications for handling, storing, transporting, and disposing of treated wood
waste (TWW).
Wood removed from Metal Beam Guard Rail (MBGR) and from the former timber trestle wood located
within the Union Pacific Railroad embankment is TWW. Manage TWW under 22 CA Code of Regs, Div.
4.5, Chp. 34.
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14-11.09A(2) Submittals
For disposal of TWW, submit as an informational submittal a copy of each completed shipping record and
weight receipt within 5 business days.
14-11.098 Materials
Not Used
14-11.09C Construction
14-11.09C(1) General
Not Used
14-11.09C(2) Training
Provide training to personnel who handle TWW or may come in contact with TWW. Training must include:
1. Applicable requirements of 8 CA Code of Regs
2. Procedures for identifying and segregating TWW
3. Safe handling practices
4. Requirements of 22 CA Code of Regs, Div. 4.5, Chp. 34
5. Proper disposal methods
Maintain records of personnel training for 3 years.
14-11.09C(3) Storage
Store TWW before disposal using the following methods:
1. Elevate on blocks above a foreseeable run-on elevation and protect from precipitation for no more
than 90 days.
2. Place on a containment surface or pad protected from run-on and precipitation for no more than 180
days.
3. Place in water-resistant containers designed for shipping or solid waste collection for no more than 1
year.
4. Place in a storage building as defined in 22 CA Code of Regs, Div. 4.5, Chp. 34, § 67386.6(a)(2)(C).
Prevent unauthorized access to TWW using a secured enclosure such as a locked chain-link-fenced area
or a lockable shipping container located within the job site.
Resize and segregate TWW at a location where debris from the operation including sawdust and chips
can be contained. Collect and manage the debris as TWW.
Provide water-resistant labels that comply with 22 CA Code of Regs, Div. 4.5, Chp. 34, §67386.5, to
clearly mark and identify TWW and accumulation areas. Labels must include:
1. Caltrans, District number, Construction, Construction Contract number
2. District office address
3. Engineer's name, address, and telephone number
4. Contractor's contact name, address and telephone number
5. Date placed in storage
14-11.09C(4) Transporting and Disposal
Before transporting TWW, obtain an agreement from the receiving facility that the TWW will be accepted.
Protect shipments of TWW from loss and exposure to precipitation. For projects with 10,000 Ib or more of
TWW, request a generator's EPA Identification Number at least 5 business days before the 1st shipment.
Each shipment must be accompanied by a shipping record such as a bill of lading or invoice that
includes:
1. Caltrans with district number
2. Construction Contract number
3. District office address
4. Engineer's name, address, and telephone number
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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5. Contractor's contact name and telephone number
6. Receiving facility name and address
7. Waste description: Treated Wood Waste with preservative type if known or unknown/mixture
8. Project location
9. Estimated quantity of shipment by weight or volume
10. Date of transport
11. Date of receipt by the receiving TWW facility
12. Weight of shipment as measured by the receiving TWW facility
13. Generator's EPA Identification Number for projects with 10,000 Ib or more of TWW
The shipping record must be at least a 4-part carbon or carbonless 8-1/2-by-11-inch form to allow
retention of copies by the Engineer, transporter, and disposal facility.
Dispose of TWW at an approved TWW facility. A list of currently approved TWW facilities is available at:
http://www.dtsc.ca.gov/HazardousWaste/upload/lanfillaprl 1 pdated 1.pdf
Dispose of TWW within:
1. 90 days of generation if stored on blocks
2. 180 days of generation if stored on a containment surface or pad
3. 1 year of generation if stored in a water-resistant container or within 90 days after the container is full,
whichever is shorter
4. 1 year of generation if storing in a storage building as defined in 22 CA Code of Regs, Div. 4.5, Chp.
34, § 67386.6(a)(2)(C)
14-11.09D Payment
Not Used
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Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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15 EXISTING FACILITIES
Replace section 15-2.02B(3)with:
15-2.02B(3) Cold Planing Asphalt Concrete Pavement
15-2.02B(3)(a) General
Schedule cold planing activities to ensure that cold planing, placement of HMA, and reopening the area to
traffic is completed during the same work shift:
If you do not complete HMA placement before opening the area to traffic, you must:
1. Construct a temporary HMA taper to the level of the existing pavement
2. Place HMA during the next work shift
3. Submit a corrective action plan that shows you will complete cold planing and placement of HMA in
the same work shift. Do not restart cold planing activities until the Engineer approves the corrective
action plan.
15-2.02B(3)(b) Materials
Use the same quality of HMA for temporary tapers that is used for the HMA overlay or comply with the
specifications for minor HMA in section 39.
15-2.02B(3)(c) Construction
15-2.02B(3)(c)(i) General
Do not use a heating device to soften the pavement.
The cold planing machine must be:
1. Equipped with a cutter head width that matches the planing width. If the cutter head width is wider
than the cold plane area shown, submit to the Engineer a request for using a wider cutter head. Do
not cold plane unless the Engineer approves your request.
2. Equipped with automatic controls for the longitudinal grade and transverse slope of the cutter head
and:
2.1. If a ski device is used, it must be at least 30 feet long, rigid, and a 1-piece unit. The entire
length must be used in activating the sensor.
2.2. If referencing from existing pavement, the cold planing machine must be controlled by a self-
contained grade reference system. The system must be used at or near the centerline of the
roadway. On the adjacent pass with the cold planing machine, a joint-matching shoe may be
used.
3. Equipped to effectively control dust generated by the planing operation
4. Operated so that no fumes or smoke is produced.
Replace broken, missing, or worn machine teeth.
15-2.02B(3)(c)(ii) Grade Control and Surface Smoothness
Furnish, install, and maintain grade and transverse slope references.
The depth, length, width, and shape of the cut must be as shown or as ordered. The final cut must result
in a neat and uniform surface. Do not damage the remaining surface.
The completed surface of the planed asphalt concrete pavement must not vary more than 0.02 foot when
measured with a 12-foot straightedge parallel with the centerline. With the straightedge at right angles to
the centerline, the transverse slope of the planed surface must not vary more than 0.03 foot.
Where lanes are open to traffic, the drop-off of between adjacent lanes must not be more than 0.15 foot.
15-2.02B(3)(c)(iii) Temporary HMA Tapers
If a drop-off between the existing pavement and the planed area at transverse joints cannot be avoided
before opening to traffic, construct a temporary HMA taper. The HMA temporary taper must be:
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1. Placed to the level of the existing pavement and tapered on a slope of 30:1 (horizontal:vertical)or
flatter to the level of the planed area
2. Compacted by any method that will produce a smooth riding surface
Completely remove temporary tapers before placing permanent surfacing.
15-2.02B(3)(c)(iv) Remove Planed Material
Remove cold planed material concurrent with planing activities so that removal does not lag more than 50
feet behind the planer.
15-2.02B(3)(d) Payment
Payment for removal of pavement markers, thermoplastic traffic stripe, painted traffic stripe, and
pavement marking within the area of cold planing is included in the payment for cold plane asphalt
concrete pavement of the types shown in the Bid Item List.
Replace the 4th paragraph of section 15-2.02C(1)with:
When water blast cleaning is used for removal and the work is performed within 10 feet of a traffic lane
that is open to the public, remove the residue with a vacuum that operates concurrently with the water
blast cleaning.
Add after the 4th paragraph of 15-2.02C(1):
When water blast cleaning is specified as the removal method, the following also applies:
15-2.02C(1)(a) Quality Control and Assurance
Conduct a test run of traffic stripe removal by water blasting. Notify the Engineer not less than 7 days
before your readiness to conduct the test run.
The test run will be 50-feet in length at a location to be designated by the Engineer. Conduct the test run
with the same materials, tools, equipment, and construction process to be used in removing traffic stripe
and pavement marking by water blasting.
You must demonstrate capability to removal by water blasting without materially damaging the pavement.
Materially damaging the pavement during the test run will be repaired at your expense.
Additional test run, if ordered by the Engineer, is change order work.
15-2.02C(1)b Submittals
Not Used
15-2.02C(1)c Materials
Not Used
15-2.02C(1)d Construction
Water blasting must be via a mobile unit capable of removing paint, thermoplastic, epoxy or preformed
tape materials from asphalt concrete and portland cement concrete surfaces.
Removal of varying widths of traffic markings must not result in impacts to areas outside the lines of the
marking.
The blasting head assembly shall be positioned on casters or wheels to maintain a constant distance
from the nozzles to the pavement and to facilitate ease of forward movement along the blasting path.
The blasting head assembly must also be affixed to a hydraulically driven vehicle to provide a smooth,
infinitely adjustable forward speed. The operator must be able to quickly adjust the forward speed in
minute increments to allow removal of the markings without gouging the underlying pavement.
The rotational speed and forward movement of the blasting head must be monitored to remove at least
95%of the material without causing any significant damage to the underlying pavement.
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Vacuum Recovery
The entire blasting head shall be shrouded as to immediately contain the water blast and debris
generated.
The amount of loose material remaining along the blasting path shall be less than 5%.
A vacuuming process that results in smears of dirt, marking materials and water on the surface is not
acceptable.
Replace section 15-2.02C(2)with:
15-2.02C(2) Remove Traffic Stripes and Pavement Markings Containing Lead
Residue from removing traffic stripes and pavement markings contains lead from the paint or
thermoplastic. The average lead concentrations are less than 1,000 mg/kg total lead and 5 mg/L soluble
lead. This residue:
1. Is a nonhazardous waste
2. Does not contain heavy metals in concentrations that exceed thresholds established by the Health
and Safety Code and 22 CA Code of Regs
3. Is not regulated under the Federal Resource Conservation and Recovery Act(RCRA), 42 USC §
6901 et seq.
Submit a lead compliance plan under section 7-1.02K(6)(j)(ii).
Payment for a lead compliance plan is not included in the payment for existing facilities work.
Payment for handling, removal, and disposal of pavement residue that is a nonhazardous waste is
included in the payment for the type of removal work involved.
Add to section 15-3.04:
Removing concrete retaining wall and CIDH Pier to 3' below existing grade at end of Retaining Wall No.3
is paid for as Structural Concrete, Retaining Wall.
For removing concrete at locations not listed above, payment for removing concrete is included in the
payment for the work involved.
Replace section 15-6.03 with:
15-6.03 CONCRETE BOX CONTACT GROUTING
15-6.03A General
Section 15-6.03 includes specifications for probing voids, pumping grout from within the concrete box,
and filling voids between the concrete box outer wall and the surrounding ground.
Submit a grout plan under section 15-6.01A(3)(d)and include the tabulated probe results. Obtain
authorization before starting grouting.
15-6.03B Materials
Not Used
15-6.03C Construction
Before starting contact grouting of the concrete box, assemble all plant personnel, equipment, and
materials at the job site.
Grouting activities must comply with section 13. Furnish pumps, if necessary, to remove drill cuttings,
wastewater, and excess grout.
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Install preformed grout ports at the every 3 feet along the culvert as shown. Install valves or removable
plugs at grout ports to verify grout coverage and control grout flow. Extend grout ports through the invert
paving using steel pipes or suitable packers. Grout ports must be watertight.
Probe at each grout port location. The probe must be at least 4 feet long, fit through the grout ports, and
be rigid enough to sense probe refusal.
Prevent deformation to the concrete box during grouting.
The maximum injection pressure at the nozzle must not exceed 5 psi for fluid, unsanded grout mix.
Monitor the concrete box for deformation and cracks. If cracking occurs in a concrete box reduce the
grout injection pressure. If deformation of the existing structure exceeds 1/2 inch at any location, reduce
the grout injection pressure.
Repair any permanent deformations or cracks resulting from your grouting work. The Department does
not pay for these repairs.
15-6.03D Payment
Record the quantity of grout that is installed and submit this quantity. The Department does not pay for
grout that leaks through to the inside of the concrete box. The Department does not pay for grout material
that is wasted, disposed of, or remaining on hand after completion of the work.
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DIVISION III GRADING
16 CLEARING AND GRUBBING
Add to section 16-1.01:
Tree removal must be performed during the non-nesting season for migratory birds, between September
1 and February 15. If you propose to remove trees outside of this window, you must submit a request in
writing to the Engineer and allow time for a biologist to survey the trees for active nests before removing
any trees.
Unless granted a variance by the Lahontian RWQCB Executive Officer, there shall be neither removal of
vegetation nor disturbance of existing ground surface conditions between October 15 of any year and
May 1 of the following year, except when there is an emergency situation that threatens the public health
or welfare.
Replace the 4th paragraph in section 16-1.03A with:
Clear and grub vegetation only within the excavation and embankment slope lines, except as shown on
the plans and as directed by the Engineer. Mark all trees to be removed and obtain the Engineer's
approval prior to removal of any trees.
Replace "Reserved" in section 16-1.04 with:
Full compensation for tree removal is included in the contract price paid for Clearing and Grubbing.
The Department advises bidders that timber harvested by contractors during construction operations
within the State right-of-way is subject to a timber yield tax under Rev&Tax Code § 38115.
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Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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19 EARTHWORK
Replace the 2nd, 3rd, and 4th paragraphs of section 19-2.038 with:
Dispose of surplus material after soil tests have been completed by the Town. There may be material
that is contaminated with petroleum hydrocarbons that must be disposed of in embankments on the job
site or at a facility that is licensed to accept such material -see section 19-3.05 'Petroleum Contaminated
Material'. Ensure enough material is available to complete the embankments and structure backfill
before disposing of it.
Add to section 19-3.028:
To the greatest extent possible, you must use aggregate or other materials found in excavations on the
job site as structure backfill. These materials must be free of organics, construction debris, deleterious
debris, and rock greater than 3-inches in maximum particle size, and must meet all other requirements in
section 19-3.028 "Structure Backfill'. No additional compensation will be made for use of materials found
on the job site as structure backfill.
Replace the 1st paragraph of section 19-3.02G with:
Concrete backfill encasing steel soldier piles below the lagging must comply with section 90 and contain
at least 505 pounds of cementitious material per cubic yard.
Replace 'Reserved" in section 19-3.03A with:
Where shown, remove material below the bottom of bridge footings. Replace with Class 2 aggregate
base and place and compact as specified for structure backfill in section 19-3.03E.
Where shown, remove material below the bottom of retaining wall footings. Replace with Class 2
aggregate base and place and compact as specified for structure backfill in section 19-3.03E. Relative
compaction must be at least 95 percent.
A relative compaction of at least 95 percent must be obtained to 0.5 feet below the bottom of excavated
unstable material at the following locations:
Bridge name and Abutment number
number
Donner Creek 1 and 2
Multi-Use Path
Underpass, Bridge
No. 17-0106
Delete the 1st paragraph of section 19-3.038(2).
Replace the 3rd paragraph of section 19-3.03E(3)with:
Place and compact backfill behind the lagging at least 5 feet above the level of the ground anchors before
drilling for the anchors. Place and compact the remaining backfill behind the lagging after the anchors are
drilled, stressed, and grouted.
Add to section 19-3.04:
Class 2 aggregate base placed below footings is paid for as structure backfill.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Boulders and timber trestle may be encountered during the MUP tunnel excavation. Removal of boulders
and timber trestle from within the MUP tunnel excavation will be paid for as structure excavation (type
DC).
Add to Section 19-3:
19-3.05 PETROLEUM CONTAMINATED MATERIAL
19-3.05A GENERAL
19-3.05A(1) Summary
This work includes handling petroleum contaminated material (soil) generated during roadway
excavation, structural excavation (type DC), and structural excavation (retaining wall) in conformance with
the Standard Specifications and these special provisions.
19-3.05A(2) Definitions
Petroleum contaminated material is defined as soil having low concentrations of petroleum hydrocarbons,
and constituents including benzene, toluene, ethylbenzene, and total xylenes (BTEX), methyl tertiary
butyl ether(MTBE), ethyl tertiary butyl ether(ETBE), di-isopropyl ether(DIPE), tertiary amyl methyl ether
(TAME), tertiary butyl alcohol (TBA), and 1,2-dichloroethane (1,2-DCA).
A Site Investigation Report containing soil concentration data for petroleum hydrocarbons and
constituents in the UPRR embankment within the limits of the Multi Use Path (MUP)tunnel was prepared
by Geocon Consultants, Inc. dated September 2009, titled Site Investigation Report for Union Pacific Rail
Road (UPRR) embankment at Br 17-16 "Truckee Mousehole" 03-Nev-89 Post Mile 0.133, Nevada
County, California and is included in the Information Handout. A Geotechnical Design Report containing
soil concentration data for petroleum hydrocarbons and constituents in the MUP beyond the limits of the
MUP tunnel was prepared by Shannon and Wilson, Inc. dated February 2013, titled "Geotechnical Design
Report, Donner Creek (Mousehole) Pedestrian Underpass" and is included in the Information Handout.
Petroleum contaminated material is defined as roadway excavation, structure excavation (type DC), and
structure excavation (retaining wall) (soil)that requires stockpiling, for analytical testing and disposal that
will be performed by the Engineer. Petroleum contaminated material will be encountered during roadway
excavation, structural excavation work in the Union Pacific Rail Road embankment, and structural
excavation for retaining walls.
19-3.05A(3) Applicable Rules and Regulations
Excavation, transport, management and stockpiling of petroleum contaminated material must be in
conformance with the rules and regulations of the following agencies:
1. Lahontan Regional Water Quality Control Board
2. California Air Resources Board
3. Northern Sierra Air Quality Management District
4. California Division of Occupational Safety and Health Administration (CAL-OSHA)
5. Town of Truckee, Nevada County
6. Nevada County Department of Environmental Health (NCDEH)
7. US Department of Transportation
Laws and regulations that govern work related to petroleum contaminated material include:
1. Water Code, Division 7 (Porter-Cologne Water Quality Control Act)
2. Title 8, Division1 , California Code of Regulations.
19-3.05A(4) Permits and Licenses
The Contractor must procure all permits and licenses, pay all charges and fees, and give all notices
necessary and incident to the due and lawful prosecution of work, in conformance with the provisions in
Section 7-1.04, "Permits and Licenses,"of the Standard Specifications.
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19-3.058 SUBMITTALS
19-3.05B(1) Health and Safety Plan
Prepare and submit a detailed Health and Safety Plan, signed by an Industrial Hygienist certified in
comprehensive practice by the American Board of Industrial Hygiene, for site personnel that identifies
potential health and safety hazards associated with work involving petroleum impacted material and
specifies work practices that will be used to protect workers from those hazards in conformance with Title
8. At a minimum, the Health and Safety Plan must identify key site safety personnel, describe risks
associated with the work, describe training requirements, describe appropriate personal protective
equipment, describe site-specific medical surveillance requirements, describe air monitoring
requirements, define appropriate site work zones and describe decontamination requirements. Collect
and dispose of water from decontamination procedures at an appropriate disposal site. Collect and
dispose used non-reusable protective equipment at an appropriate disposal site. Submit the Health and
Safety Plan at least 15 working days prior to beginning work for review and acceptance by the Engineer.
Petroleum contaminated material excavation will not be allowed until the Engineer has accepted the plan.
Prior to performing work at the locations containing petroleum impacted material, personnel, including
State personnel, must complete a safety training program, including subsequent training required until
completion of work, provided by the Contractor that communicates potential health and safety hazards
associated with work involving petroleum impacted material and instructs personnel in procedures for
doing the work safely. The level of training provided must be consistent with the person's job function and
must conform to OSHA and CAL-OSHA regulations and the accepted Health and Safety Plan. The
Contractor must provide a certification of completion of the Safety Training Program to personnel.
Personal protective equipment, training, and washing facilities required by the Contractor's Health &
Safety Plan for personnel working within the exclusion zone will be supplied to Town personnel by the
Contractor. The number of State personnel requiring the safety training program and personal protective
equipment will be 5.
19-3.05B(2) Excavation and Transportation Plan
Prepare and submit as provided in Section 5-1.23 "Submittals", a detailed Excavation and Transportation
Plan. Include in the plan:
1. schedule for excavation of petroleum contaminated material
2. stockpile location(s)
3. stockpiling procedures
4. dust control measures
5. transportation equipment and routes
6. method for preventing spills and tracking material onto public roads
7. truck waiting and staging areas
Submit the plan at least 3 weeks prior to beginning petroleum contaminated material excavation. Allow
15 days for the Engineer to review and approve the plan. If revisions are required, as determined by the
Engineer, revise and resubmit the plan within 5 days of receipt of the Engineer's comments and allow 5
days for the Engineer to review the revisions. Petroleum contaminated material excavation will not be
allowed until the Engineer has approved the plan.
19-3.05C CONSTRUCTION
19-3.05C(1) Earthwork
Earthwork must conform to the provisions in Section 19, "Earthwork,"of the Standard Specifications and
these special provisions. Petroleum contaminated material excavation consists of excavating petroleum
contaminated material (soil)within excavation limits shown on the plans, as specified in the Standard
Specifications and these special provisions, and as directed by the Engineer, and stockpiling the material.
Continuously monitor the excavation site and excavated petroleum contaminated material as it is
excavated, using appropriate air monitoring devices consistent with the Health and Safety Plan required
in this special provision. Prevent the flow of surface runoff from entering any excavated area.
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19-3.05C(2) Stockpiling
Stockpile all excavated petroleum contaminated material from the locations identified on the plans for
analytical testing that will be performed by the Engineer. Segregate material excavated from different
areas within the project(i.e. Multi-Use Path, SR 89 Roadway, Retaining Walls, outer 15 feet of MUP
Tunnel, inner portion of MUP Tunnel, etc.) into separate stockpiles for testing.
Comply with the requirements in the "Soil Management Plan for SR 89 Mousehole - UPRR Pedestrian
Undercrossing Improvement Project" prepared by Holdrege & Kull, which is included in the Information
Handout.
Transfer petroleum contaminated material directly from the excavation to a storage container approved
for transport of contaminated material by the United States Department of Transportation or to an
approved or designated stockpile. Maintain stockpile locations in accordance with the following
requirements:
1. Stockpile petroleum contaminated materials at the locations shown on the "Petroleum
Contaminated Materials Haul Route" plan.
2. Petroleum contaminated material must be stored on undamaged 0.06-in high-density
polyethylene or an equivalent impermeable barrier unless stockpiling is on a paved surface. If
the stockpile location is on a paved surface, the thickness of the barrier can be reduced to
0.02-in high-density polyethylene or equivalent. The barrier must extend a minimum of 1.5-ft
beyond the stockpile. Seams in the barrier must be sealed to prevent leakage.
3. At the end of each day, stockpiled petroleum contaminated material must be covered with
undamaged 0.012-in polyethylene or an equivalent impermeable barrier to prevent windblown
dispersion and precipitation run-off and run-on. When more than one sheet is required to
cover the material, sheets must be securely overlapped a minimum of 1.5-ft so it is kept it in
place at all times. Driven anchors must not be used except at the perimeter of the stockpile.
Covers must be inspected and maintained in accordance with the requirements in "Water
Pollution Control" of these special provisions.
4. Stockpiling requirements apply to temporary storage of petroleum contaminated material
outside of excavations or transport containers including, but not limited to, staging excavated
material next to excavations prior to pick up by loading equipment, accumulating material for
full transport loads and waiting for test results. The Contractor is responsible for cleanup
deemed necessary by the Engineer after removal and disposal of stockpiled materials unless
the stockpile is removed and disposed by the Engineer.
Petroleum contaminated material on exteriors of transport vehicles must be removed and placed into the
current transport vehicle, a stockpile or a storage container prior to vehicles leaving the area of
excavation or stockpiling. No petroleum contaminated material will be deposited on public roads.
Submit a written request to have each stockpile tested within 5 days after completing the stockpile. The
Engineer will test petroleum contaminated material to verify that disposal at a permitted landfill is not
required. Once testing results are available confirming that the petroleum contaminated material does not
require special disposal, the petroleum contaminated material will be available for reuse on the project or
relinquishment to the Contractor. The Engineer will provide the Contractor with the laboratory analytical
data within 20 days. This 20-day period will begin once the Engineer has received written notice from the
Contractor that a particular stockpile is ready for sampling. In the event that the Engineer fails to provide
the stockpile sampling data and waste characterization within the time allowed, and if, in the opinion of
the Engineer, completion of the work is delayed or interfered with by reason of the Engineer's delay in
providing the stockpile sampling data, the Contractor will be compensated for any resulting loss, and an
extension of time will be granted, in the same manner as provided for in section 8-1.076 "Time
Adjustments".
For bidding purposes, assume that petroleum contaminated material will be available for reuse on the
project or relinquished to you. If testing results demonstrate that a stockpile of petroleum contaminated
material does not require special disposal, reuse or dispose of stockpiled material within 60 days of
receiving analysis results from the Engineer. If analytical results indicate that petroleum contaminated
material does require special disposal, the cost of transportation and fees for such disposal shall be paid
for as extra work in conformance with section 4-1.05 "Changes and Extra Work".
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Analytical testing and disposal of additional petroleum contaminated material resulting from excavations
performed outside of the locations designated in these special provisions, specified in the Standard
Specifications, or directed by the Engineer, for the Contractor's convenience, will be at the Contractor's
expense.
19-3.05D PAYMENT
The contract price paid per cubic yard for Roadway Excavation, Structure Excavation (Type DC) and
Structure Excavation (Retaining Wall)will include full compensation for furnishing all labor, training,
permits, materials, tools, equipment, and incidentals, and for doing all the work involved in stockpiling, of
petroleum impacted materials including preparation of the Health and Safety Plan, providing safety
training, preparation of the Excavation and Transportation Plan, preparation of detailed Stockpile Plans
for each stockpile location, handling and re-use of excavated material, and furnishing and installing all
required water pollution control and soil stabilization measures for each stockpile, such as temporary
cover and linear sediment barriers, as specified in these special provisions, and as directed by the
Engineer.
If additional Roadway Excavation, Structure Excavation (Type DC), and/or Structure Excavation
(Retaining Wall) is required within the work area, as directed by the Engineer, such extra excavation will
be paid for as extra work in conformance with Section 4-1.05, "Changes and Extra Work", of the Standard
Specifications.
19-3.08 GROUND FREEZING
19-3.08A GENERAL
19-3.08A(1) Summary
This section specifies requirements for the design, installation, and execution of the ground freezing
alternative where utilized for excavation support of the cast on-site reinforced concrete box structure.
The work of the following sections is related to the work of this section. Other sections, not referenced
below, may also be related to the proper performance of this work. You must perform all the work
required by the Contract Documents:
See the Geotechnical Design Report (GDR) in the project Information Handout.
19-3.08A(2) Quality Assurance
Referenced standards: this section incorporates by reference the latest revision of the following
documents. These references are a part of this section as specified and modified. In case of conflict
between the requirements of this section and those of a listed document, the requirements of this section
will prevail.
Reference Title
ASTM C33 Standard Specification for Concrete Aggregates
ASTM D421 Standard Specification for Dry Preparation Soil
ASTM D422 Standard Specification for Particle Size Analysis
ASTM D1784 Standard Specification for Rigid Polyvinyl Chloride (PVC)
ASTM F480 Standard Specification for Thermoplastic Well Casing
Qualifications:
1. Submit qualifications for the Ground Freezing contractor to be used for the Ground Freezing.
a. Qualifications summary shall include the Ground Freezing contractor's experience with list of
2 projects within the last 10 years that are similar to this project.
2. Submit qualifications for the following Project Team Members to be used for the Ground
Freezing.
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a. Design Engineer: Licensed Professional Civil Engineer by the State of California responsible
for the freeze arch canopy design.
b. Superintendent: Individual responsible for managing construction of this frozen soil shoring.
c. Shift Supervisors: At least five years of recent experience in responsible charge of Ground
Freezing operations for excavation support and groundwater cut-off.
d. Drillers:
i. Three years experience drilling horizontal drill holes of the size and length required in the
Ground Freezing plan.
ii. Experienced with the use of the bore-hole survey instruments to be utilized.
P,uV__ground freezunq quaVufucatuons must be submutted to the Town no Vater than 4:00 p.m. on the 4th
busuness day after bud�nq.
See section 48-7 "Displacement Monitoring /Geotechnical Instrumentation"for Construction Monitoring
and Instrumentation requirements5-1.23
See Section 48-7.01 C for allowable surface responses.
19-3.08A(3) Submittals
A. Qualifications
B. Work Plan and Method Statements
C. Ground Freezing Design
D. Ground Freeze schedule. Identify the following activities as a minimum:
a. Design.
b. Freeze Pipe installation.
c. Thaw period.
E. Water injection perforated piping plan and water injection rate amount. Pipe spacing of 4 to 5
feet.
F. Shop Drawings
G. Drill logs and start cards
H. Record document Drawings prior to start of Ground Freezing
I. Contingency Work Plan
J. Stand-by and replacement freeze system components
K. Fluid disposal records
L. Control of operation test reports
M. Monitoring reports
N. Closure Analysis
O. Abandonment reports for the decommissioning of the Freeze Pipes, monitoring instrumentation
and connection pipe works.
P. Surveyed Items
19-3.08A(4) Definitions
Bar: Unit of pressure equal to 10 meters of water or 14.2 psi.
Average Freeze Arch Temperature: Average temperature of a Freeze Arch taken versus the
thickness at a certain location.
Closure: When all of a Freeze arch has been frozen completely and to a sufficient thickness through
all soil layers in order to support all applicable loading conditions.
Coolant: Medium that flows through the Freeze Pipes to pick up (withdraw)the heat from the soil.
Also referred to as brine.
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Cooling Agent: Circulating refrigeration gas or fluid inside a freeze unit to chill the brine.
Down pipe (inner pipe): Open-ended inner pipe inserted into the center of the closed-end Freeze
Pipe. The down pipe is used for the supply of the Freeze Pipe with a coolant.
Emergency Condition: Condition endangering the stability of the Freeze Wall or the life safety of
personnel.
Excavation Phase: Concurrent period with maintenance of freeze when the soils inside the Freeze
arch are excavated.
Freeze Pipe Header: Header valve connecting the coolant supply line with the Down Pipe and the
return line (brine)with the annulus between Freeze Pipe and Down Pipe.
Freeze Pipe: Underground closed-ended outer pipe through which the coolant flows. The coolant is
supplied through the Down Pipe and flows to its deepest point and back through the annulus
between Down Pipe and Freeze Pipe.
Freeze System: Entire system to operate the freezing operation including plant, all supply and return
lines, freeze casing pipes, Freeze Pipes, and manifold system.
Freeze Unit: Single unit for re-cooling of brine, usually consisting of chiller, vaporizer, and
compressor. Several freeze units can be combined to a more powerful Refrigeration Plant.
Freeze Arch: Frozen Ground formed by circulation of chilled brine through Freeze Pipes forming a
generally circular or elliptical cylinder, that provides ground support for an internal excavation and
that isolates groundwater from the excavation.
Freeze Arch Thickness: Thickness of the Frozen Ground.
Frozen Ground: A temperature not warmer than -2 degrees Celsius.
Initial Freeze: The freezing operation from the onset of freezing start to that point of time when the
Freeze Wall has achieved its specified required thickness and required average temperature.
Manifold: Lines from the plant that connects the single supply lines and the single Freeze Header.
Maintenance: The freezing operation after that point of time, when the Freeze Arch has achieved its
required thickness and required average temperature.
Primary Circulation: A closed circulating of refrigeration gas or fluid (Cooling Agent) inside a Freeze
Unit to chill the brine.
Refrigeration Plant(Freeze Plant): Plant to chill the brine consisting of either a single freeze unit or
several combined units.
Spacing: Center-to-center distance between pipes, and or distances between temperature devices.
Stand-up Time: Time duration, when the Freeze Wall provides ground support for an internal
excavation.
Temperature Pipe: Pipe used to encase temperature devices to monitor the ground temperature.
Degrees Celsius: 1/100 of the difference between the temperature of melting ice and boiling water
at Standard Temperature and Pressure. Equals to 5/9 x(Degrees Fahrenheit—32).
19-3.08A(5) Design Criteria
Freezing System to support the ground loads as indicated on the drawings under General Notes Load
Factor Design and must include specific requirements of the AREMA, 2010 Manual of Railway
Engineering for each track. These must include the following:
• Dead Load from track rails, inside guard rails, and fasteners of 200 plf. Ballast including track ties
of 150 pcf and Earth fill material of 130 pcf.
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• Earth loads, vertical of 130 psf per LF, Active earth pressure of 38 psf per LF and At Rest of 61
psf per LF.
• Live Loading of Cooper E80.
Provide earth support to maintain a stable excavation during the construction of the Mousehole
pedestrian tunnel.
Freeze Pipe design:
1. Spacing must not exceed 3-foot maximum or as approved. Freeze pipes must extend "portal to
portal' as recommended in the GDR.
2. Ability to turn on and turn off every other adjacent Freeze Pipe during the Maintenance phase,
while maintaining a nearly constant operation of the Freeze Plant.
Include instrumentation and monitoring equipment to:
1. Verify the thickness and continuity of frozen wall.
2. Determine and monitor temperature and depth of the frozen soil mass.
3. Temperature monitoring pipes at the minimum 7 pipes, 4 along the designed outside edge of the
freeze arch and 3 along the inside edge of the freeze arch
4. Thermocouples, or similar temperature measuring devices every 15 feet along the length of each
temperature monitoring pipe.
5. Additional temperature measurement devices located one foot from either end of the temperature
pipes.
6. All devices must be connected to an automated monitoring system.
7. Accuracy of all temperature devices must be ±0.5 degrees Celsius to monitor the behavior of the
Freeze Arch excavation support during loading.
Installation of any component of the Ground Freezing System must not allow or promote the migration,
vertical or horizontal, of any contaminants present and encountered within the soil or groundwater profile
to be frozen as part of the tunnel construction.
Coolant piping distribution system:
To allow alternating brine circulating system piping between alternating Freeze Pipes.
Distribution piping which crosses overhead for leak containment.
19-3.08A(6) Ground Freeze Design
Prepared and stamped, by the Design Engineer.
Include thermal calculations for design of the Freeze Plant system, including:
1. Determination of energy required for Initial Freezing and Maintenance phases.
2. Coolant pump requirements and circulation.
3. Time estimates for achieving closure.
4. Calculations demonstrating the temperature criteria for the Frozen Ground provided by the
proposed system. Include:
a) A Finite Element (FE)2D analysis to model thermal changes in the ground due to heat
extraction by Freeze Pipes and phase changes of water into ice and vice versa.
b) The following cross-sections in the main soil layers of the railroad embankment:
i. At 10-foot from launch temporary portal
ii. At centerline of railroad embankment
iii. At 10-foot from exit temporary portal
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c) A Finite Element(FE)2D analysis shall also be provided to demonstrate that the freeze-
arch shoring system design configuration will limit ground deformations below the railroad
tracks to less than the specified maximum (threshold value).
Results and evaluation of the thermal calculations for each cross-section:
1. Required initial freeze time.
2. Temperature development vs. time at critical points (e.g. areas with largest spacing).
3. Temperature development vs. time for selected locations of planned monitoring points (only for
record document location)for comparison with monitored data during operation.
4. Temperature contour lines for Initial Freezing (start of freezing, Closure, required Freeze Arch
thickness).
5. Temperature contour lines for Maintenance (at three times during Maintenance phase showing
steady state conditions).
6. Temperature contour lines for thawing (time when all temperatures are warmer than -2 degrees
Celsius, two additional time points between that time point and start of thawing.
7. Freeze Arch thickness vs. time for each layer.
8. Average Freeze Arch temperature vs. time for each layer.
9. Energy required for Initial Freezing and Maintenance phases as basis of the design of the Freeze
Plant system for a brine supply temperature not warmer than minus 29 degrees Celsius.
Refrigeration Plant Design:
1. Show adequacy of power supply.
2. Show sufficient capacity to cool the brine of primary freezing and to maintain the brine cooled
thereafter, for refrigeration plant operation.
3. Show availability and adequacy of backup power supply in event of primary power supply failure
Calculations showing capability of pumps, valves, and conveyance system to circulate the brine in a
balanced manner with a small temperature differential between supply and return during maintenance.
Analysis demonstrating area coverage of Frozen Ground with Freeze Pipe layout proposed.
Layout of the Ground Freeze System including:
1. General arrangement showing plan and profile of Freeze Wall and Freeze Pipes. Include the
relationship of Freeze Arch to Portal Structure (plan and profile), Invert Structure, and Ground
Improvement.
2. Drawing of supply and collection headers, connection piping, pumps and valves for circulating
and controlling chilled brine. Include flow diagram and valve/pipe schematic.
3. Freeze Pipe Schematic details of the Freeze Pipe including drilled hole, outer and inner Freeze
Pipe diameter, and type size and construction of the outer and inner Freeze Pipes and outer
Freeze Pipe backfill details.
4. Freeze Pipe layout plan that includes location of each pipe, installation tolerances, and
installation sequence.
5. Plan drawing of Freeze Pipes indicating planned tip elevation, diameter, and wall thickness of
pipes to be installed with unique identification number for each pipe.
6. Drawings in plan and profile showing extent and coverage of design Frozen Ground, showing
Freeze Pipe spacing.
7. Schematic detail of the Freeze Header assembly at the top of the Freeze Pipe.
8. Schematic detail of the brine circulation manifold.
9. Manifold and head insulation details.
10. Instrumentation drawings, showing: sections of freeze pipes; temperature pipes; and surface
monitoring instruments.
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Plans and manufacturers' specifications and off-site performance test results for the Refrigeration Plant.
Include:
1. Type of coolant.
2. Size and power capacity of the compressor.
3. Size and type of condenser.
4. Size, type, and temperature drop of the chiller/evaporator.
5. Type and expected temperature range of the brine and the volume capacity of brine circulation
pump.
6. Maximum and average operating ranges.
Plan drawing of all monitoring measurement devices and locations, indicating:
1. Depths.
2. Data collection layout.
3. Communication cable arrangement.
19-3.08A(7) Shop Drawings
Stamped certificate stating that the design is in compliance with all of the ground freeze requirements
stated in Section 19-3.08A(5)and 19-3.08A(6).
Shop drawings must include copies of approved design; and,
A copy of the designer's work plan to be used to operate the system.
19-3.08A(8) Work Plan and Method Statements
Details of means for placing and protection of pipes below grade.
Details of the Freeze Pipe and Temperature Pipe installation procedures and equipment:
1. Method of drilling and supporting the drill holes. Include type of temporary casing and drilling
fluid.
2. Methods and criteria for pressure testing of each installed pipe.
3. Methods and equipment to be used for bore-hole surveys.
Details of method of Freeze Pipe installation capable of minimal deviation from planned line and grade to
prevent creating unequal separation between Freeze Pipes with depth which may lead to insufficient
freezing resulting in windows in the frozen boundary.
Details of equipment, including manufacturer's specifications, for all monitoring instrumentation used for
monitoring of freezing operation, Freeze Arch development, and deformation survey.
Operation of the Refrigeration Plant, distribution system, brine handling and disposal of all used
fluids/gas.
Quality assurance, including testing method and criteria to confirm that ground freezing design
assumptions.
Procedure for decommissioning, dismantling and removal of the ground freezing system.
Methods for protecting and insulation interior surface of freeze arch.
19-3.08A(9) Drill Logs
Logs of the Freeze Pipe and the monitoring instrumentation borings (in a standard, legible format),
including:
1. Detailed soil descriptions per the 2010 Caltrans Soil and Rock Logging Manual.
2. Detailed descriptions of Freeze Pipe and instrument installations and completion information.
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19-3.08A(10) Record Documents
Freeze System: Provide the surveyed plan location and ID number for Freeze Pipes, Temperature Pipes,
temperature monitoring device points, and groundwater monitoring wells.
Drilled profile of each Freeze Pipe, based on bore-hole survey.
Notation of deviation from design location.
Maximum surveyed spacing of Freeze Pipes to the nearest two Freeze Pipes.
Drawings at a minimum to include surveyed positions for the following horizontal distances:
1. At 10-foot from launch temporary portal
2. At 25-foot from launch temporary portal
3. At centerline of railroad embankment
4. At 25-foot from exit temporary portal
5. At 10-foot from exit temporary portal
19-3.08A(11) Contingency Work Plan
Provide contingency work plan which sets forth plan of action if Freeze Arch failure caused by either
insufficient thickness or temperature during the following phases of operation:
1. Freeze Arch installation.
2. Freeze Arch Maintenance.
Contingency plan must address the following scenarios for each of the following events:
1. Sudden loss of brine, leakage unknown.
2. Sudden loss of brine, location of leakage due to identified damage.
3. Failure of Refrigeration Plant.
4. Failure of power supply.
5. Damage of Freeze Pipes.
6. Freeze Pipe failures during Maintenance:
a) One Freeze Pipe.
b) Two adjacent Freeze Pipes.
19-3.08A(12) Monitoring Reports
During Ground Freezing, Excavation and Maintenance submit weekly summary reports that include plots
versus time of:
1. Ground temperature.
2. Brine temperature.
3. Temperature splits at the Freeze Plant; and each piping loop.
4. Brine flow rate.
5. Include narrative of changes in Freeze Plant operation.
6. Evaluation of data including comparison with results of thermal calculation.
7. Surface settlement or heave
Freeze System performance:
Monitoring reports must include the following:
1. Supply coolant temperature in the manifold.
2. Return coolant temperature for each pipe or grouped series of pipes.
3. Coolant manifold pressure.
4. Coolant manifold flow.
5. Brine tank level.
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6. Brine density.
7. Ammonia concentrations inside and in the immediate vicinity of the Refrigeration Plant.
8. Data must be prepared and plotted showing:
a) Acquired value versus time.
b) Temperature versus temperature pipe length (ground temperature points).
c) Temperature versus distance from closest Freeze Pipe (ground temperature points).
19-3.08A(13) Closure Analysis
Perform analysis and evaluation of site data to demonstrate Closure and adequate Freeze Arch growth
before the tunnel heading excavation. The analysis must be compiled in a report and include the
following:
1. Achieved Freeze Arch thickness based on temperature data.
2. Monitoring data for the Initial Freezing period.
3. Evaluation of comparison of monitored data with results from thermal FE calculations.
19-3.08A(14) Equipment and Piping Requirements
Refrigeration Plant:
1. Sized as self contained, fully enclosed, and of sufficient volume to freeze the earth to the limits as
required and maintain the Freeze Arch during the excavation and the entire bore and jack
installations.
2. Noise generated by the operation of the Refrigeration Plant must be controlled and limited in
accordance with section 14-8.02 "Noise Control".
3. In combination both primary and stand-by refrigeration plants must be capable of Initial Freezing
and individually of Ground Freeze Maintenance.
Freeze System:
1. At a minimum, include a brine balance tank, insulated flow and return mains, and appropriate
pumps, air release valves, temperature and flow measurement instruments.
2. Each Freeze Pipe must have a control isolating valve and an air bleed valve.
3. Brine circulation system must have an automatic shut-off control when there is a sudden drop in
brine pressure to limit loss if a leak develops.
4. Each series of Freeze Pipes arranged in a loop between the supply and return manifolds must
contain provision for brine temperature measurements for both supply and return, and the
temperature "split" between supply and return must be determined during Initial Freezing and
Maintenance.
5. All fluids and gas must be used in accordance with environmental laws or requirements.
6. Provide power supply from two independent power grids or equivalent power sources. Power
failure alarm (optical and acoustic) must be installed independent of the Refrigeration Plant.
19-3.08A(15) Site Conditions
For soil and groundwater conditions along the project alignment; refer to the GDR.
19-3.08A(16) Schedule and Sequencing
See Section 48-6 "Bore and Jack Installation".
19-3.08A(17) Tolerances
Freeze Pipes: The method of drilling and Freeze Pipe installation must be capable of installing Freeze
Pipes with a maximum deviation of 0.5 percent of the drilling length.
For elevations, dimensions, and extent of freezing: 1.0 percent of the excavation depth.
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19-3.08A(18) Shoring Permit and Permit Fees
See section 5-1.20E "Railroad Relations and Insurance Requirements" and the UPRR"Guidelines for
Temporary Shoring" in the Information Handout for UPRR requirements for shoring within the UPRR right
of way.
19-3.088 MATERIALS
Freeze Pipes: Schedule 80, seamless steel pipe, with welded base plates.
Coolant:
Calcium chloride water solution with rust inhibitor and pH neutralized.
Range of specific gravity is your option.
Distribution System Manifolds and Pipe Connections:
Designed for safe operation at temperatures appropriate for the chosen coolant and freeze system.
Filter Sand: Washed concrete sand per ASTM C33.
Sand Fill:
Fine to coarse sand, trace silt and clay, placed with compaction, and moistened to promote freezing.
Suitable for freezing with minimal heave and without secondary frost heave ice jacking properties.
PVC Pipe and Slotted PVC Intake:
PVC Type 1, Grade 1 Schedule 80 material per ASTM F480 and ASTM D1784, Class 12458, to
include soundness, ovality, and straightness.
19-3.08C CONSTRUCTION
19-3.08C(1) General
Establish, install and maintain the Ground Freeze System in accordance with Contractor established
design.
19-3.08C(2) Preparation
Before start of work, calibrate all temperature monitoring devices. Maintain files of calibration test reports
of all temperature monitoring devices, and make available upon request of Project Representative.
Pressure test manifold assembly to twice anticipated working pressure. Maintain results of pressure
testing of all Freezing System components on site, and make available upon request of Project
Representative.
Before start of Ground Freezing, install the minimum instrumentation indicated.
Install temperature instruments and monitor ground temperatures a minimum of two weeks before any
freezing operation.
19-3.08C(3) Pipe Installations
Establish, install and maintain the Ground Freeze System in accordance with Contractor established
design.
Verify spacing of the installed Freeze Pipes:
Perform bore-hole survey of each pipe and the closest two Freeze Pipes and document deviation
from design location and spacing between the pipes vs. depth.
Additional Freeze Pipes must be installed, or relocate pipes.
To accomplish design temperature criteria.
To meet the maximum allowable spacing.
Install Temperature Pipes:
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Installed where the relative spacing of Freeze Pipes is greatest based on the completed Freeze
Pipe survey information.
Temperature pipes must be surveyed as GDR.
Install calibrated ground temperature monitoring devices inside the Temperature Pipes in accordance
with Contractor Method Statement.
Perform inclinometer survey of all temperature (monitoring) pipes and each adjacent Freeze Pipe,
notifying Project Representative of any deviation from design location.
Leak test installed Freeze Pipes and Temperature Pipes with water under pressure as per section 19-
3.08C(4)"Quality Control" before further connections to the freeze system.
Fill Temperature Pipes with brine after installation of thermocouples.
19-3.08C(4) Quality Control
Conduct pump test and monitoring to verify the Closure of the entire Freeze Wall before excavation starts
as follows:
The pumping test must not commence until an analysis and evaluation of the site data
demonstrates Closure and adequate Freeze Arch growth.
Perform quality control and quality assurance monitoring during installation of the Freeze Pipes,
temperature pipes and all other components of the freeze system.
First Pressure Testing Freeze and Temperature Pipes:
After installation, each outer Freeze Pipe and temperature pipe must be pressure tested for leak
detection by filling with water and pressurized to 10 bars.
Each pipe must hold 10 bar pressure for no less than 15 minutes.
Replace any pipes failing this test.
Second Pressure Testing (Freeze Pipes, Temperature Pipes, and Freeze System):
Perform a second pressure test of the Freeze System following the completion and installation
and after initial cool down to its operation temperature (not warmer than —35 degrees Celsius)
has been achieved.
Test at a minimum pressure of two times the design operating pressure of the system.
The whole system and each single pipe must hold this pressure for no less than ten minutes.
19-3.08C(5) Operation of Freezing System
Provide on site-presence of experienced personnel during freezing.
During Excavation Phase provide experienced personnel of the ground freezing system for the entire time
when excavation operation is conducted.
Ground freezing must be controlled continuously including:
1. Monitoring, operating, and maintenance of the Refrigeration Plant.
2. Removal of air from brine circulation system.
3. Locate anomalies in brine temperature splits and areas drawing greater energy indicating
windows or openings in the Frozen Ground.
4. Modifying system to close windows or openings, including installing additional Freeze Pipes
19-3.08C(6) Monitoring
Monitor ground temperatures throughout the length of the Freeze Arch at a minimum where the relative
spacing of Freeze Pipes is greatest or as directed by the Engineer.
Determine baseline temperature readings at least seven days prior to activation of Freeze System.
Monitor brine temperature and ground temperatures to evaluate progress of ground freezing and
Maintenance daily:
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Adjust the system to provide the design ground temperatures or lower temperatures.
Notify Project Representative of deviation from submitted schedule within 24 hours of readings.
Instigate contingency plan as appropriate.
Monitor surface ground for heave or settlement.
Monitor performance of Refrigeration Plant:
Prepare a daily report which indicates performance of the refrigeration plant, brine flow volume, and
temperature in circulation and possible leakage of brine.
Maintain daily reports on site, and make available to Project Representative upon request.
Maintain monitoring instruments during decommissioning and the Refrigeration Plant demobilization and
continue monitoring temperature, settlement, and inclinometer/extensometers through Thaw Cycle.
Perform surveillance and maintenance of all freezing equipment at least twice a week. Inspection
methods to be tailored to site circumstances and must include as a minimum a check for valve operation
and a visual inspection of all lines for coolant fluid leakage.
19-3.08C(7) Stand-By Equipment and Replacement Components
Provide to ensure the Refrigeration Plant and the ground temperature monitoring functions at all times as
required.
Stand-by Refrigeration Plant to provide uninterrupted service in the event of an emergency situation. A
stand-by plant may be used to assist Initial Freezing, but must be kept on site during Maintenance.
Replacement parts for all critical components must be available within no more than 24 hours.
19-3.08C(8) Freeze System Decommissioning
File notice of intent to decommission with the State of California.
Purge all pipelines and tanks of brine and evacuate brine from Freeze Pipes flush with fresh water.
Decommission Freeze Pipes and Temperature Pipesin accordance with local and state regulations.
Dispose of brine offsite in an approved manner. Remove all coolant distribution pipes, manifolds, tubes
and insulation from the site.
19-3.08D PAYMENT
Full compensation for all labor, materials, equipment and incidentals required for ground freezing as
described in this section is included in the contract lump sum price paid for Ground Freezing, and no
additional compensation will be allowed therefor.
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20 LANDSCAPE
Add to section 20-1.02C of the RSS for section 20:
Select herbicides from the following table:
Herbicides
Herbicide type
Preemergent Preemergent Post- Selective Non- Systemic
Herbicide name (granular) (non-granular) emergent selective
Aminopyralid X
Clopyralid MEA X
Diquat dibromide X
Dithiopyr X
Fluazifop-P-Butyl X
Flumioxazin X
Glyphosate X X
Imazapyr X
Sethoxydim X X
Delete the 2nd paragraph of section 20-1.03A of the RSS for section 20.
Replace "You may reduce" in the 1st sentence of the 3rd paragraph of section 20-1.03A of the RSS
for section 20 with:
Reduce
20-1.03C(3) Weed Control
Add to section 20-1.03C(3) of the RSS for section 20:
Control weeds within the highway including medians and surfaced areas such as new and existing
pavement, curbs and sidewalks.
The following measures are proposed to avoid and/or minimize the risk of introducing non-native weed
species into the project area:
• Only native plant species appropriate for the project area would be used in any erosion control or
revegetation seed mix or stock.
• No dry-farmed straw would be used, and certified weed-free straw would be required where
erosion control straw is to be used.
• Any hydroseed mulch used for revegetation activities would be certified weed-free.
• All off-road construction equipment would be cleaned of potential noxious weed sources (mud,
vegetation) before entry to the project area and after entering a potentially infested area before
moving on to another area.
• The contractor would employ cleaning methods necessary to ensure that equipment is free of
noxious weeds.
• Equipment washing stations would be placed in areas that afford easy containment and
monitoring and that do not drain into sensitive areas such as forest, riparian, and wetland habitat.
• Areas of known noxious weed infestations within or adjacent to the project area would be isolated
and avoided to prevent the spread of weeds. These areas would be indicated on the project plans
and in the field with temporary orange fencing. The staging or operation of equipment within
these areas would be prohibited.
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Replace paragraph 3 of section 20-3.01 b(2)(a)with:
The plants must comply with the size and type shown in the following table:
Plant group Description Container size
designation (cu in)
A No. 1 container 152-251
B No. 5 container 785-1242
C Balled and burlapped --
E Bulb --
F In flats --
H Cutting --
I Tree Pot 224
K 24-inch box 5775-6861
M Linera --
O Acorn --
P Plugsa' --
S Seedling° --
U No. 15 container 2768-3696
aDo not use containers made of biodegradable material.
bGrown in individual container cells.
°Bare root.
Add to section 20-3.01 B(9):
20-7.021)(3)(a) Plant Protector 5'
Plant protector 5' for Tree Pot (Plant Group 1) must meet the following requirements or as directed by the
Engineer:
Protector
1. UV-Stabilized polypropylene co-polymer material.
2. Seamless twin-walled, tubular construction
3. Green in color.
4. 5-7 years lifespan.
5. 5 feet tall with 4"diameter dimensions
Plastic Ties
1. Plastic ties must be fabricated from 5-1/2 inches (minimum) long, 0.14 inch wide ultraviolet resistant
black nylon. Plastic ties must have a minimum tensile strength of 40 pounds.
Stakes
1. 1"x 1"x 48" dimension
2. Made from Oak. Disease and naturally rot resistant
Installation
1. After tree pot has been planted, install stake vertically 12" below finish grade and 3" from plant.
2. Push protector into the ground 12" below finish grade, with the plant falling in the center of the
protector(stake set outside of protector).
3. Secure protector with plastic ties to stake, 3 ties per protector.
Add to section 20-3.01 B(9):
20-7.021)(3)(b) Plant Protector 2'
Plant protector 2' for Tree Pot (Plant Group 1) must meet the following requirements or as directed by the
Engineer:
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Protector
1. UV-Stabilized polypropylene co-polymer material.
2. Seamless twin-walled, tubular construction
3. Green in color.
4. 5-7 years lifespan.
5. 2 feet tall with 5"diameter dimensions
Plastic Ties
1. Plastic ties must be fabricated from 8 inches (minimum) long, 0.14 inch wide ultraviolet resistant black
nylon. Plastic ties must have a minimum tensile strength of 40 pounds.
Stakes
1. 1"x 1"x 18" dimension
2. Made from Oak. Disease and naturally rot resistant
Installation
1. After tree pot has been planted, install stake vertically 9" below finish grade and 3" from plant.
2. Push protector into the ground 12" below finish grade, with the plant falling in the center of the
protector(stake set outside of protector).
3. Secure protector with plastic ties to stake, 2 ties per protector.
Add to section 20-3.03C(3)(d):
20-2.03C(3)(d)(viii) Tree Pot Plants
Plant Tree Pot Plants between March and June.
Containers must be a minimum size of Tree Pot, 4"x4"x14".
If a foliage protector is required, install under section 20-3.03C(3)(b).
Add to section 20-5.03E:
20-5.03(2)(f) Pine Needle Mulch
Pine Needle Mulch shall consist of pine needles and associated duff material, containing no more than
10% impurities such as pine cones, twigs or other woody organic material.
Garbage shall represent no more than 0.5%of the total volume of the material. Remove visible garbage,
Mulch shall contain no more than 0.5% by volume mineral soil and no more than 10% decomposed
organic matter.
Pine needle length shall be as follows: 25% less than 1 inch in length; 50% between 1 inch and 3 inches;
25%greater than 3 inches.
Needles from Jeffrey and Ponderosa pines are to be used. Lodgepole pine needles are acceptable if
Jeffrey and Ponderosa pine needles are not available in required quantities.
Rake and stockpile any existing pine needles on site prior to construction. Obtain remaining pine needles,
if necessary, from a local source or from an approved similarly wooded area as directed by the Engineer.
Pine needles must be completely dry prior to installation.
Pine needles may be spread by blower or by hand at a depth specified on the plans.
Add to section 20-4.01A of the RSS for section 20:
The plant establishment period must be Type 2.
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Replace the 6th paragraph in section 20-4.03A of the RSS for section 20 with:
Foliage protectors are not required to be removed.
Add to section 20-4.03C of the RSS for section 20:
Apply organic fertilizer to the plants during the 1st week of March and June of each year.
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21 EROSION CONTROL
Add to section 21-1.021):
21-1.02D TOPSOIL
The contract price paid for Local Topsoil is full compensation for excavating, stockpiling and placing local
topsoil, including all required water pollution control and soil stabilization measures for stockpiling topsoil,
and all materials, labor, equipment and incidentals, and no additional compensation will be allowed.
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DIVISION V SURFACINGS AND PAVEMENTS
39 HOT MIX ASPHALT
Add to section 39-1.01 A:
Produce and place HMA Type A under the Method construction process.
Add to section 39-1.02C:
Asphalt binder used in HMA Type A must be PG 64-28.
Add to section 39-1.02E:
Aggregate used in HMA Type A must comply with the 3/4-inch HMA Types A and B gradation.
Replace the 2nd, 3rd, and 4th paragraphs of section 39-1.11 B(1) of the RSS for section 39-1.11
with:
Place HMA on adjacent traveled way lanes so that at the end of each work shift the distance between the
ends of HMA layers on adjacent lanes is from 5 to 10 feet. Place additional HMA along the transverse
edge at each lane's end and along the exposed longitudinal edges between adjacent lanes. Hand rake
and compact the additional HMA to form temporary conforms. You may place Kraft paper or another
authorized bond breaker under the conform tapers to facilitate the taper removal when paving operations
resume.
Delete section 39-1.11 B(2) of the RSS for section 39-1.11.
Add to section 39-1.11 D of the RSS for section 39-1.11:
Pave shoulders and median borders adjacent to the lane before opening a lane to traffic.
Place additional HMA along the pavement's edge to conform to road connections and driveways. Hand
rake, if necessary, and compact the additional HMA to form a smooth conform taper.
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40 CONCRETE PAVEMENT
Add between the 1st and 2nd paragraphs in section 40-1.01C(7) of the RSS for section 40:
As an alternative to the inertial profiler and operator certification by the Department, equivalent Texas
Transportation Institute certification is accepted if the certification is dated before July 1, 2013 and is not
more than 12 months old.
Replace section 40-1.01 C(8) of the RSS for section 40 with:
40-1.01 C(8) Coefficient of Thermal Expansion
Submit 4 test specimens fabricated from a single sample of concrete for coefficient of thermal expansion
testing under AASHTO T 336.
Submit your coefficient of thermal expansion test data at:
http://169.237.179.13/cte/
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DIVISION VI STRUCTURES
48 TEMPORARY STRUCTURES
48-6 BORE AND JACK INSTALLATION
48-6.01A GENERAL
48-6.01A(1) Summary
Section 48-6 includes specifications for bore and jack installation of the jacked cast on-site, reinforced
concrete box.
48-6.01A(2) Related Sections
The work of the following sections is related to the work of this section. Other sections, not referenced
below, may also be related to the proper performance of this work. You must perform all the work
required by the Contract Documents:
1. Project Information Handout: Geotechnical Design Report(GDR).
2. Project Information Handout: Underground Classification #: C039-057-12T.
3. Comply with section 5-1.20C "Railroad Relations and Insurance Requirements".
4. Comply with section 5-1.36D "Nonhighway Facilities".
5. Comply with section 5-1.36D(1) "Kinder-Morgan Petroleum Pipeline".
6. Comply with section 7-1.02K(6)(c)"Tunnel Safety".
7. Comply with section 14-8.02 "Noise Control".
8. Comply with section 19-3.08 "Ground Freezing".
9. Comply with section 48-7 "Displacement Monitoring/Geotechnical Instrumentation".
48-6.01A(3) Quality Assurance
Maintain an ongoing Quality Assurance Plan to verify that items related to the jacking and boring are
performed in accordance with the Specifications and Drawings.
See section 48-7 "Displacement Monitoring /Geotechnical Instrumentation" for allowable surface
responses.
Abide by the following Response Values:
Instrument Threshold Value Limiting Value
Surface Monitoring Points 0.25-inch H or V 0.5-inch H or V
and Arrays
Qualifications: On all shifts, use the approved equipment and bore and jack supervisor(s).
48-6.01A(4) Definitions
Box Jacking Lubricant: Box jacking lubricant is a bentonite slurry or polymer mixture injected into
the external annular void to reduce friction between the jacked box and the in situ soil during the
box jacking operation and to reduce collapse of soil into the external annular void.
Jacking Frame: A structure that houses the hydraulic jacks used to advance the concrete box. The
jacking frame distributes the load around the box and reacts against the reaction wall structure.
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Launch and Exit Seal: Water tight seals where the product box enters or exits temporary portals.
Seals shall prevent passage or flow of soils, box jacking lubricant and other materials from
entering the temporary portals and providing water tight seal around the product box as they
move past the seal.
Shield: The heavily reinforced steel rectangular box that mounts on the leading edge of the jacked
concrete box and cuts through the soil. The shield provides protection for the workers, and
supports the ground with an inclined hood and a reinforced over-cut or"bead" and at least 2
levels of steel shelves or sand decks to enable unfrozen granular soils to come to a stable angle
of repose, rather than running uncontrolled into the shield and box, and resulting in lost ground
ahead of and above the advancing shield and box. The shield may also contain steering jacks to
enable adjustments in the alignment of the concrete box as it is jacked forward.
Bore and Jacking: Technique of installing box of man-entry size by pushing (or jacking)sections of
box from the launch portals using a jacking frame into the hole formed by the cutting shield to
provide a continuous tunnel lining. Excavated material is removed tthrough the center of the
installed box.
48-6.01A(3) Design Requirements
48-6.01A(3)(a) Design of bore and jack operations must meet the requirements of the GDR.
48-6.01A(3)(b) Settlement monitoring must be performed in accordance with requirements specified in
48-7 "Displacement Monitoring/Geotechnical Instrumentation".
48-6.01A(3)(c) Box Jacking System
Capable of jacking the box section forward as the excavation progresses in such a way as to provide
complete and adequate ground support at all times while providing adequate reaction to advance the box.
Suitable to successfully jack the box into place under soils conditions described in the GDR.
The jacking operation must not damage the box or result in significant loss or heave of ground. The
maximum allowable load on the box must not exceed the compressive strength of the box with a factor of
safety of 3.0.
The jacking arrangement must 6stdbute the jacking force to the end eVements of the box or around the
perimeter of the end of the box such that any Voads that area Vued are dustrubuted un a manner that wuVV
not damage the box. Pount Voads to the box shall be avouded. Varyung Voads may be a Vied to the to
bottom, and sodas of the box to and un steerunq or quud'unq the box aVonq a straught Bath.
The thrust reaction backstop must be designed to support the maximum anticipated jacking load with a
minimum factor of safety of 2.0 and must be augmented with internal intermediate jacking stations (IJS), if
required.
The thrust reaction backstop must be square with the proposed box alignment and remain square
throughout the jacking operation.
The shield must be stiff and robust enough to sustain full overburden loads, E 80 train loads, and frozen
ground pressures while fully supporting and restraining unfrozen ground. The shield shall be structurally
anchored to the leading edge of the cast concrete box segment. The shield shall have a maximum 1 inch
thick reinforced over-cut around the leading edge and that is capable of cutting through the frozen soils
defined in the GDR.
48-6.01A(5) Performance Requirements
Product box alignment: Deviations in line and grade of the box will only be allowed to the extent that the
box can be shifted to compensate for the deviation.
No more than three (3) inches of horizontal deviation and three (3) inches of vertical deviation from the
design line and grade of the entire finished box alignment.
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Tunnel Work
1. Safety regulations and the requirements of your tunnel safety plan must be adhered to at all
times.
2. Total work hours for any tunnel workers during any workweek must not exceed 60 hours.
Schedule
1. Plan tunneling operations and frequency of lubrication to minimize the risk of the product box
getting stuck during construction.
2. Modify the tunneling operation as needed to successfully complete drive on schedule.
48-6.01A(6) Submittals
Tunneling or related activities must not commence until all submittals related to tunneling work have been
approved by the Engineer and by UPRR.
Do not transport bore and jack equipment to the job site until all submittals for bore and jack have been
approved.
48-6.01A(6)a Experience Qualifications
The bore and jack subcontractor must:
1. Be experienced in bore and jack construction and ground freezing.
2. Have successfully constructed at least 2 projects in the last 5 years involving bore and jack
construction and at Veast one gropect un the Vast 15 years unvouvunq bore and track construction and
ground freezing.
3. Have previous experience in bore and jack installation of concrete tunnel structures under
railroads or other structures similar to that for this Contract.
4. The on-site foremen and bore and jack rig operators must have experience in bore and jack
operations on at least 3 projects completed in the last 5 years.
5. EguuvaVent quaVufucatuons may be accegted at the sous discretion of the Town.
Submit the following experience qualification information:
1. Summary of the bore and jack subcontractor's experience that demonstrates compliance with the
criteria listed above.
2. Construction details and structural details from at least 3 completed bore and jack installations
performed by the bore and jack subcontractor in the last 5 years. The installations must be from 3
separate projects of similar scope to this Contract. Include a project description and the owner's
name and current phone number.
3. List of on-site foremen and bore and jack rig operators who will perform the bore and jack work
and a summary of each individual's experience that demonstrates compliance with the criteria
listed above.
AVu bore and track quaVufucatuons must be submitted to the Town no Vater than 4:00g.m. on the 4th business
day after bud og3ep1Vplq.
48-6.01A(6)b Boxline Installation System Plan
1. Submit 60 days prior to temporary portal installations.
2. The system plan shall include:
a. Jacking mechanism design:
1. Maximum thrust capacity.
2. Maximum jacking force anticipated for the entire drive (include calculations for jacking
force estimate).
3. Jacking force monitoring and recording details.
4. Anticipated jacking station thrust at which an US would be installed
b. Personnel experience:
1. List of key personnel to be assigned to the work.
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2. A listing of key personnel recent experience in box jacking for projects of similar size and
complexity.
3. Tunneling superintendent qualifications.
c. Proposed location of launch and exit portals.
d. Shop drawings with soil stabilization schemes as well as mechanical seal details for the
break out/in points of the launch and exit temporary portals. Submittal must include all
calculations and detail drawings for methods of controlling anticipated soil conditions. Shop
drawings and supporting calculations must be stamped by a professional engineer licensed in
the State of California.
e. Detailed tunneling schedule showing the sequence of the tunneling and the anticipated
jacking schedule.
f. Shop drawings showing general tunneling operation setup, including location of the power
and control units, slurry processing equipment, and the tunnel spoils handling system.
g. Detailed drawings of the temporary portals and launch slab layout to include but not be
limited to:
h. Hydraulic jack configuration.
i. Thrust reaction backstop design.
j. Box rail layout.
k. Box launch and exit seal detail.
I. Steel cutting shield assembly
m. Details of box jacking lubrication injection system to be used during box jacking, including
injection port locations, injection pressures, and proposed boxjacking lubrication mix.
n. Provide the location where the spoils will be permanently stored and provide documentation
indicating that it is in compliance with state regulations.
o. Detailed drawings on intermediate jacking station, box modifications, range of jacking
pressure and extension, removal and repair of box section when done.
p. Tunnel spoils disposal plan including:
1) Location and capacity of onsite spoil storage and handling area.
2) Flagging support for truck track entering and leaving the spoil storage area.
3) Wheel cleaning facilities to preclude tracking dirt onto local paved roads by trucks leaving
the site.
q. Agreements with selected spoil disposal areas, including contact names and phone numbers.
r. Anticipated jacking force versus product box length for soil conditions described in the GDR
with supporting calculations stamped by a professional engineer licensed in the State of
California.
s. Grade and alignment control system details and drawings.
t. Noise levels to be anticipated by the various elements and equipment utilized in the
Contractor's operation.
u. Method of face stabilization.
3. Provisions for injecting box lubricants.
4. Planned tunneling lubricant including lubricant type.
48-6.01A(6)c Calculations
1. Identify the maximum jacking resistance for the complete full length box and anticipated for each
drive. At a minimum, the calculations for the maximum frictional resistance and cutting resistance
on frozen cobbly and bouldery granular soils is required to determine maximum jacking load for
the jacking reaction frame. The reaction frame needs to be designed for the maximum jacking
capacity plus a safety factor to be experienced.
2. Detailed calculations and plan of thrust restraint for jacking reaction frame.
3. Detailed calculations and plan for capacity, number, location and arrangement of main jacks and
intermediate jacks, the use and location of intermediate jacking stations within the jacked box.
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Clearly state the relationship between hydraulic pressure in each jacking circuit and the force
applied to the box during jacking.
4. Clearly state the maximum allowable face pressure which can be exerted at the tunnel face
without fluid loss to the surface, other structures or features or heave of the ground.
5. Line and grade calculations and layout for box installation.
6. Detailed calculations for all applicable construction loading conditions and plans including
connection details to the concrete box for the steel cutting shield assembly.
48-6.01A(6)d Reports and Records
1. Submit geotechnical monitoring measurements per section 48-7 "Displacement Monitoring/
Geotechnical Instrumentation".
2. Submit daily tunneling progress reports.
3. Certified survey notes and shift reports.
4. All information required by this Section.
5. Reporting of all information does not relieve you of your responsibility nor does it place on the
Engineer responsibility for control and protection of the work.
6. Maintenance of the system.
Perform work in a manner to maximize safety and avoid exposure of workers and equipment to
hazardous and potentially hazardous conditions, in accordance with applicable safety standards and your
safety procedures. Specify specific items required for the emergency plan that are not covered in the
safety general safety plan.
48-6.01A(6)e Tunnel Construction Safety Plan
Submit a site specific safety plan that meets Cal-OSHA Safety Standards for Construction Work and
includes a section for the tunneling safety plan. The tunneling safety plan must comply with Section 7-
1.02K(6)(c) "Tunnel Safety".
1. 60 days prior to the start of any tunneling construction, submit a safety and training plan for the
tunnel. The plan shall include but not be limited to:
a. Method used for meeting all applicable safety requirements.
b. Hazard communications.
c. Rescue equipment required to be on site.
d. Confined space entry procedures.
e. Fall protection.
2. Tunneling work shall not start without an acceptable safety plan in place.
3. The safety plan shall be posted on site throughout construction of the tunnel.
48-6.01A(6)f Tunnel Contingency Plans
1. Impediments and obstructions removal plan: step by step description of the planned operation to
remove the impediments or obstructions including an itemized list of materials and equipment
required to be available on site to complete the work. Plan shall provide description and details
illustrating steps and time sequence for removal of impediments or obstructions from the face,
perimeter and inside the shield and externally down from the ground surface. The plan shall
include required contacts and procedures for utility coordination and relocation, descriptions of
methods to provide safe access and prevent raveling and running ground, and contacts and
procedures to comply with local permitting requirements. Provide calculations necessary to
support proposed plan(s). Shoring designs that are a part of the Contractor's contingency plans
shall be stamped by a Civil Engineer registered in the State of California.
2. Provide contingency plan for means and methods to maintain specified line and grade tolerances
should box steering not be sufficient to meet the specified requirements.
3. Submit details to repair cracked or otherwise broken box section.
4. Ground stabilization, if necessary, during removal of obstructions and/or if windows in the ground
freeze are encountered.
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48-6.02 MATERIALS
48-6.02A Cast On Site Box
A. Install product box that meets the material type and operation characteristics specified in the
contract documents.
B. Product box installation shall not result in surface or utility settlement in excess of the limitations
specified in section 48-7.01 C.
48-6.02B Box Jacking Lubricant
A. Provide box jacking lubricant suitable for conditions defined in the GDR and that is stable and
remains pliable and fluid at the ground freeze temperatures.
B. Lubricants shall be non-toxic, environmentally safe materials.
C. Water used for box jacking lubricant shall be clean, fresh, and free from oil, organic material or
other deleterious matter and of neutral pH.
D. Pumping equipment for lubricant shall be capable of pumping at least five times the theoretical
volume of the overcut.
E. Provide system and valves to allow independent lubricant installation separately between each
grout hole. Provide pressure gauges at the pump and injection points that are suitable for the
intended application and capable of measuring full range of pressures. Install gaugesthat
indicate the maximum anticipated pressure between 50 and 75 percent of the full range of
pressures covered by the gauge.
F. Provide for volumetric measurement of lubricant injected for the entire box installed.
48-6.03 CONSTRUCTION
48-6.03A General
The tunneling operation shall be in accordance with the system plan prepared and submitted to the
Engineer.
Stockpiling of excavated materials around the launch and exit portals will not be permitted without the
approval of the Engineer.
48-6.03C Jacking Operations
48-6.03C(1) Box Jacking:
7. General:
a. Jack full length box forward as the excavation progresses to provide complete and adequate
ground support at all times.
b. Provide a uniform distribution of jacking forces around the circumference of the box with a
jacking frame.
c. The use of IJSs to reduce the hydraulic jacking pressure required to move the concrete boxat
acceptable levels.
d. You are responsible for all costs associated with the modification, or suspension of the
jacking operation.
8. Over-excavation: Continuously monitor, record, and control the rate of advance to limit over-
excavation to maximum one-inch.
a. Check the tolerance on the forming of the exterior of the tunnel box to ensure that the
potential for box seizing is minimized.
9. Control of line and grade:
a. Establish the baseline and benchmarks as indicated on the plans. Check these baselines and
benchmarks at the beginning of the contract period and report any error or discrepancies to
the Engineer.
b. Use these baselines and benchmarks to furnish and maintain all reference lines and grades
for tunnel construction. Use these lines and grades to establish the exact starting location of
the tunnel.
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c. Submit to the Engineer copies of field notes used to establish all lines and grades; however,
you remain fully responsible for the accuracy of the work and the correction of the alignment,
as required.
d. When the excavation is off line or grade, return to the plan line and/or grade at a rate of not
more than 1 inch per 25 feet.
e. Line and grade checks: At intervals not exceeding 40 feet.
f. After installation of jacked box, provide the Engineer with access to both box ends for visual
inspection of the line and grade of the completed product box.
g. Guidance system shall be mounted in a manner that isolates it from effects of movement by
the jacking forces.
h. Check laser guidance system at a minimum of once per each 10 feet of advance or once per
shift whichever is more frequent, anytime the tunnel is moving out of tolerance, and when
there is any radical movement on the target.
i. Allow Engineer reasonable access to the tunnel to verify line and grade as desired and
provide assistance to the Engineer as needed.
10. Continuous jacking:
a. Once box jacking commences,jack continuously and keep maintenance stoppages to a
minimum.
b. This requirement may be modified if acceptable tunneling and lubrication methods submitted
to and accepted by the Engineer to prevent"seizing"of the boxline that would prevent it from
advancing and ensure that the heading is stable at all times are used.
c. Wherever there is a condition which may endanger the stability of the excavation or any
adjacent structures, operate with a full crew for 24 hours per day, including weekends and
holidays, without intermission until the tunneling conditions no longer jeopardize the stability
of the work. This condition must not warrant additional costs to the Owner.
11. Lubricant:
a. Apply a lubricant slurry under pressure using a manifold piping system within the tunnel.
b. Pump continuously at the heading and along the box throughout the box jacking operation.
c. Lubricant shall be stable and remain pliable and fluid at ground freeze temperatures.
12. Damaged box:
a. Repair any box damaged during the jacking operation.
b. Damaged box:
1. Defined as cracking, buckling, crushing, or material separation in concrete box.
2. Defined as measured jacking forces exceeding the design allowances for the product
box.
c. All proposed repairs: Stamped by a Professional Civil Engineer licensed in the State of
California certifying that the repair is equal to or exceeds the original strength of the box and
submitted to the Engineer for approval.
d. Certify in writing to the Engineer that all repairs were completed under the Professional Civil
Engineer's direct supervision and that the repair is equal to or exceeds the original strength of
the specified box.
13. Measurement data:
a. Install instrumentation necessary to monitor and report on jacking forces and injected
lubricant quantities and pressures, take readings and submit to the Engineer copies of
measurement data to certify all jacking forces and lubricant quantities used.
b. These readings are intended to certify the actual forces exerted on the box to verify that
these forces do not exceed the design allowances for the product box.
c. The reporting of this information does not relieve you of your responsibility as stated in these
documents, nor does it place on the Engineer responsibility for control and protection of the
work.
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48-6.03C(2) Ground Losses/Tunnel Collapse/Boxline Seizing
5. You are responsible for monitoring ground movements associated with the work and making
suitable changes in the construction methods to control ground movements and prevent damage
or detrimental movement to the work and adjacent structures, utilities, and pavements. See
section 48-7 "Displacement Monitoring /Geotechnical Instrumentation"for minimum monitoring
requirements. Permissible tolerances with respect to settlement, vibrations, groundwater
lowering, and alignment of box must not be exceeded.
6. During jacking operations, prevent caving ahead of the box which causes voids outside of the
box. Install grout ports as shown and as specified in section 15-6.03.
7. A combination of sand decks and mechanically closed breasting doors are required and shall be
used to limit over excavation or ground loss ahead of and potentially above the shield.
8. You are responsible for all damages resulting from ground losses in the tunnel and for refilling of
the voids resulting there from. The Department does not pay for these repairs. Repair or replace
box damaged during the jacking operation. All proposed repairs shall be legally certified by a
registered civil engineer in the State of California.
9. Where such ground losses result in damage to underground or surface structures, utilities, and to
the ground surface or any improvements thereon, you are solely responsible for such damage.
Wherever there is a condition that may endanger the stability of the excavation of any adjacent
structures, operate with a full crew for 24 hours per day, including weekends and holidays, until
the tunneling conditions no longer jeopardize the stability of the work.
10. Box seizing:
a. Prevent "freezing" or"seizing" of the jacked box and ensure that the heading is stable at all
times. You are responsible for the means and methods of tunneling and takes all necessary
steps to minimize the risk of the box seizing or becoming stuck during a drive.
b. No claims for additional compensation or claims for contract time extension will be
considered due to seized box.
48-6.04 PAYMENT
Payment for bore and jack installation includes:
1. Temporary portal construction at launch and exit.
2. Protective slab construction as shown.
3. Launch slab construction
4. Thrust reaction backstop installations
5. Jacking system
6. Steel cutting shield furnishing and installations
7. Sand decks and mechanically closed breasting doors used to limit over excavation or ground loss
ahead of and potentially above the shield
8. Ground settlement monitoring
9. Slope and railroad tracks stability monitoring
10. Furnishing, installation and removal of all temporary facilities that are required to complete the
bore and jack installation
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48-7 DISPLACEMENT MONITORING/GEOTECHNICAL INSTRUMENTATION
48-7.01 GENERAL
48-7.01A Summary
This Section specifies the requirements for furnishing, installing, maintaining, monitoring, and removing
geotechnical instrumentation consisting of Settlement Monitoring Point(s) (SMPs) and Shoring Survey
Point(s) (SSPs) as shown on the Plans to monitor horizontal and vertical movement of ground and
shoring in the vicinity of the MUP tunnel during boring and jacking.
48-7.01 B Related Sections and References
Comply with section 48-6 "Bore and Jack Installation".
Comply with section 19-3.08 "Ground Freezing".
American Society for Testing and Materials (ASTM):
ASTM A53, Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and
Seamless
ASTM C150, Type II Portland cement.
ASTM C778, Standard Specification for Standard Sand.
48-7.01C System Description
Performance Requirements
Maximum Allowable Movement is determined by the UPRR and is measured in feet. Abide by the
following Maximum Allowable Movement values:
Maximum Allowable
Instrument Type Vertical or
Horizontal
Movement(Feet)
Settlement Monitoring Point(SMP) 0.04
Shoring Survey Point(SSP) 0.04
Structure Settlement Points (STP) 0.04
Crack Monitors (CM) 0.02
Response Values are measured as a percentage of the Maximum Allowable Movement. Abide by
the following Response Values:
Contractor
Instrument Type Threshold Value Response Value Shutdown Value
Settlement Monitoring Point 50% 80% 100%
Shoring Survey Point 50% 80% 100%
Structure Settlement Points 50% 80% 100%
Crack Monitors 50% 80% 100%
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When a given Response Value is reached, provide written notice within one hour upon occurrence
and respond in accordance with the following:
Threshold Value: Provide written notice within 24 hours of occurrence and meet with the Engineer
within 24 hours of providing notice to discuss your means and method to determine what
changes, if any, must be made to better control ground and shoring movement. Frequency of
readings shall be increased to twice daily(start of shift and end of shift) until five consecutive
readings indicate that readings have stabilized and movements have ceased, as determined by
the Engineer.
Contractor Response Value: Provide written notice and meet with the Engineer within 24 hours to
discuss your means and method to determine what changes shall be made to better control
ground and shoring movement. Actively control ground and shoring movement in accordance
with the approved plan to prevent reaching the Shutdown Value. Frequency of readings shall be
increased to three times per day(start, middle, and end of shift) until five consecutive readings
indicate that readings have stabilized and movements have ceased, as determined by the
Engineer.
Shutdown Value: Stop all work immediately and provide immediate written notice. Meet with the
Engineer to develop a plan of action before the work is resumed.
Tolerances: Install all instruments within 2 feet of the horizontal location as shown on the plans and
as specified herein.
48-7.01D Submittals
Qualifications
1. Proposed surveyor and schedule for installation of SMPs, SSPs, STSPs and CMs as specified
herein.
Product Data
1. Manufacturer's product description, drawings, operation and maintenance procedures, calibration
procedures, and samples, where applicable, as well as description of methods and materials for
installing and protecting the instruments, including post installation acceptance tests.
2. Materials, admixtures, other additives, and grout mix design required for SMP installation. Provide
manufacturer's product description for all admixtures and additives.
Working Drawings
1. Working drawings must include complete details, information, drawings, and substantiating
calculations of proposed materials, facilities, and equipment to be used and methods of
construction. Allow the Engineer 10 working days for approval or return for correction of each
submittal or re-submittal. The working drawings must consist of work plans for the installation and
monitoring for geotechnical instrumentation activities, including the following:
a. Site specific working drawings indicating the layout and designation of all SMPs and
SSPs as shown in the plans and as specified herein.
b. Description of the proposed methods for installation and monitoring of the SMPs and
SSPs as shown in the plans and as specified herein.
Reports and Records
1. Pre-construction and post-construction assessment reports for structures located within a
distance of 50 feet from the proposed centerline of the MUP and jacking shaft perimeters. Include
photographs or a video of any existing damage to structures in the vicinity of the alignment in the
assessment reports.
2. A daily construction report including a summary of ground and shoring monitoring data.
3. As-built drawings showing each instrument including installation records, location, depths,
lengths, elevations, and dimensions of all key elements.
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Notification
1. Provide notice to the Engineer not less than one working day before instrument installation. Label
all instruments with the same identifying instrument number as shown on the plans.
2. When actual field conditions prevent installation of instruments within 2 feet of the location and
elevations specified herein, obtain prior acceptance from the Engineer for new instrument location
and elevation.
Instrumentation Monitoring Plan
1. Prior to construction, submit a ground and shoring movement surveying and monitoring plan with
a contingency plan for the event that movements reach the prescribed Response Values as
specified herein. The plan shall identify the location of all monitored instruments; survey
schedules and procedures; and reporting formats.
48-7.01E Quality Assurance
Qualifications
Surveyor: Individual must be a land surveyor licensed in the State of California for at least 5 years.
Sequencing and Schedule
Install all instruments a minimum of seven calendar days prior to start of jacking shaft excavation. Install
the instrumentation shown on the plans before starting bore and jack construction as specified in section
48-6 "Bore and Jack Installation".
48-7.02 MATERIALS
Sand: Conform to ASTM C778 for 20-40 sand.
Cement Grout: Type II Portland Cement and water in accordance with ASTM C150.
Equipment
Provide SMP accessories and SSP and STP targets as shown on plans and acceptable to the Engineer.
Provide CM consisting of Avongard, or similar, overlapping plastic plate with see-through cross hairs, and
underlying 40 mm wide grid marked in 1 mm intervals to indicate movements. Provide quick-setting
epoxy, such as Devcon Underwater Epoxy or similar for mounting CMs in any orientation (vertical or
overhead)on any concrete, masonry, plaster or rock surface.
48-7.03 CONSTRUCTION
48-7.03A General
Install instrumentation at the locations shown in the plans and specified herein, or as directed or approved
by the Engineer.
Locate conduits and underground utilities in all areas where subsurface instrumentation is to be installed.
Repair damage to existing utilities resulting from instrument installations.
Instrumentation holes shall be subject to the same permitting and drilling requirements as those for
geotechnical exploration boreholes. Obtain necessary permits for each instrument installation and
conform to the permit requirements during drilling, installation, monitoring, and abandonment.
Restore all facilities to their like-original condition.
48-7.038 Installation
Carry out operations to minimize settlement and/or heave of the ground. Repair all damage due to
settlement, consolidation, or heave from any construction-induced activities.
In the event of ground movement or damage to adjoining structures or utilities, the Engineer may order
that the work be stopped and the site secured. Before proceeding, you must correct any problems
causing or resulting from such movement. If ground settlement or heave occurs which might affect the
accuracy of survey reference points, you must monitor and immediately report such movement to the
Engineer.
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48-7.03C Settlement Monitoring Points (SMPs)
Provide and install SMPs in accordance with the Plans. Verify with the UPRR, Caltrans, Town of
Truckee, One-call Utility Locate, or similar, that shallow utilities are not present at installation locations.
Install SMPs on the railroad embankment for monitoring of vertical displacement within the zone of
influence from the MUP construction activities. The SMPs shall be driven into the ground for intimate
contact with the subsurface. The top of the monitoring points shall be protected with monuments or caps
to prevent damage to the instrument. Ensure functionality of the instrument for measuring ground
movement.
Provide up to 2 additional settlement monitoring points at locations to be determined in the field by the
Engineer. Provide reference monitoring points at stable locations at least 100 feet from construction
zone.
The SMPs must be surveyed following installation, with a second survey completed before commencing
jacking shaft construction. The second survey must not be started until all settlement monitoring points for
the construction zone have been installed and the first survey completed at least one working day before.
48-7.03D Shoring Survey Points (SSPs)
Provide and install SSPs in accordance with the Plans.
Provide survey reference points for checking vertical and horizontal movement of soldier piles exposed at
the temporary portal structures. The SSPs shall be installed within 2 feet of the pile tops at locations as
shown on the Plans. Ensure functionality of the instrument for measuring movement.
Provide up to four(4)additional SSPs at locations to be determined in the field by the Engineer.
The SSPs must be surveyed following installation of the soldier piles and before excavation occurs, with a
second survey completed before commencing jacking shaft construction. The second survey must not be
started until all survey reference points for the construction zone have been installed and the first survey
completed at least one working day before.
48-7.03E Monitoring Existing SR 89 Tunnel
Install crack meters (CMs)and structure settlement points (STSPs) in the existing SR 89 tunnel prior to
the start of construction of the MUP tunnel.
Install three (3) STSPs along the top of each portal headwall for the existing SR 89 tunnel, spaced evenly
along the width. In addition, install STSPs on the wall of the SR 89 tunnel closest to the construction
activity, extending from the end of the end wall to the other, at approximately 15-foot spacing. Install
STSPs along the lengths of the new retaining walls near the top portion of the walls that are in excess of
10 feet in height. These points must be installed at approximately 25-foot spacing along the wall, where
applicable.
Install twelve (12)CMs to measure cracks and joint openings in existing structures at locations selected
by the Engineer. Install CMs on existing cracks and sensitive joints of adjacent existing structures to
monitor their performance during project construction. Install CMs on cracks and sensitive joints in the
existing SR 89 tunnel and end walls that may be identified during preconstruction surveys.
Monitor all STSPs and CMs with each 5 feet of tunnel advancement, or once per week if tunnel
advancement is less than 5 feet in a week. Take three sets of readings at least two weeks prior to start of
any excavation or tunneling. Following completion of the tunnel construction, weekly readings must
continue for a minimum of two weeks or until all points indicate settlement rates of less than 0.1 inch per
week. Readings must then be performed on a monthly basis until the excavation is backfilled and/or the
structure is completed. One last set of readings must be taken at the end of the contract, immediately
prior to removal of the instruments.
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48-7.03F Survey and Initial Readings
Initial Survey: Record the horizontal coordinates and elevations within an accuracy of 0.005 feet
(1/16-inch)for each SMP and SSP on all initial surveys. To establish baseline tolerances for movements,
monitor rails just prior to a train passing as well as immediately after a train passes to document the
magnitude and range of settlement/movement that can be caused by a train while crossing the proposed
MUP tunnel alignment. This will help to determine if measured settlements are within normal ranges or
may be due to ground loss during tunneling.
Interim Surveys: Commence readings at the start of jacking shaft construction and pipe ramming.
Continue to monitor daily during construction until the completion of excavation, or as directed by the
Engineer. Monitor weekly, and for at least two months after completion of the excavation. Provide
elevation monitoring of SMPs and vertical/horizontal monitoring for SSPs. Report on readings from the
SMPs and SSPs to the Engineer on the same day the readings are taken. Provide written interpretation of
survey results no later than the following working day.
Final Survey: At the end of all construction operations, make a final survey of all settlement monitoring
points, survey reference points, and utility monitoring points established for instrumentation and
observation. Submit final readings to the Engineer upon completion of the survey.
48-7.03G Monitoring
Initial Readings: Take initial readings of all instruments to establish a baseline and provide the Engineer
with these data.
Frequency: As a minimum, use the following schedule to determine frequency and duration of the
monitoring:
Monitoring Monitoring Monitoring
Frequency Frequency Frequency
Instrument During Portal Within Active Outside Active Tolerance for
Type Excavations Zone Zone Substantial Stop2
SMPs Daily' Week ly2/Month ly' ±0.1-inch Elevation
SSPs Daily Daily' Week ly2/Month ly' ±0.1-inch Elevation
STSPs Daily Daily' Week ly2/Month ly' ±0.1-inch Elevation
CMS Daily Daily' Week ly2/Month ly' ±0.1-inch Elevation
Notes:
' Take measurements at least once every 5 feet of tunnel advancement or at a minimum once per
day if tunnel advancement is less than 5 feet in any given day. Measurements shall be taken
when excavation or support is applied at the portals or along the MUP tunnel. The active zone for
purposes of the tunnel and portal shoring systems, measured parallel to the tunnel alignment, is
50 feet in front and behind the leading edge of the jacked box or portal structures.
2 Monitoring is weekly, until movement substantially stops and monthly thereafter. Movement
substantially stops when four consecutive, regularly scheduled measurements remain within the
given tolerance.
' Monitoring duration as determined by the Engineer.
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48-7.031 Reporting
Provide data sheets containing a cumulative history of readings, including weather conditions and
proximity of the excavation or tunnel heading to the instrument location at the time of each reading.
Provide a plot of measured displacement values versus time, including a time history of construction
activity likely to influence such readings.
Create an FTP or secure online server that displays a real-time data monitoring database from the
tunnel/embankment instrumentation. Provide access to the FTP site to the Engineer and any other
parties approved by the Town of Truckee or Engineer.
Interpretation: Create interpretations of monitoring data for your purposes. Data or interpretations must
not be published or disclosed to other parties without advance written permission of the Engineer. Provide
these interpretations to the Engineer within 1 working day after readings are taken. The Engineer may
provide the Engineer's interpretations of the data to you at his option.
48-7.03J Instrument Protection, Maintenance, and Restoration
Protect and maintain instruments throughout the duration of monitoring.
Repair or replace damaged or missing instrumentation. Written notification of damaged instrumentation
shall be reported to the Engineer within 2 hours of observation of the damage. Repair or replace
damaged or missing instrument components or entire instrument within 48 hours or as approved by the
Engineer.
If an instrument is considered critical to construction, in the Engineer's opinion, and becomes damaged,
you will be instructed to cease work until the damaged instrument is replaced and readings established.
You will not be entitled to additional time or compensation for the delay and the effort associated with
repair of the damaged instrument.
For replacement instrumentation, take initial readings and correlate with previous readings.
48-7.03K Removal
Verify with the Engineer that instrumentation is no longer required.
Remove instrumentation prior to substantial completion of the work, unless otherwise indicated.
Remove all instrumentation per requirements and methods of the Engineer or applicable regulating
agency.
Backfill holes for the settlement monitoring points with a grout mix approved by the Engineer. Restore
surfaces to preconstruction conditions.
48-7.04 PAYMENT
Full compensation for furnishing, installation and monitoring of all geotechnical instrumentation including
SMPs, SSPs, STSPs and CMs is included in the contract lump sum price paid for Bore and Jack CIP
Concrete Box and no additional payment will be made therefor.
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51 CONCRETE STRUCTURES
Add to section 51-1.028:
For the portions of structures shown in the following table, concrete must contain at least 675 pounds of
cementitious material per cubic yard:
Bridge name and no. Portion of structure
Donner Creek Multi-Use All except footings.
Path Underpass, Bridge
No. 17-0106
Concrete used in the structures of Donner Creek Multi-Use Path Underpass must have air entrainment.
The air content after mixing and before placing must be 6.0 ± 1.5 percent.
See Project Geotechnical Design Report for aggregate requirements.
Add to section 51-1.03G(1):
Board form finish texture must simulate the appearance of rough grain wooden plank with details as
shown on the plans.
Recessed concrete treatment on portal headwalls must match the text size and style of existing portals of
Donner Creek Underpass (Mousehole), Bridge No. 17-0016 with details as shown on the plans.
Add to section 51-1.03G:
Section 51-1.03G(3): ARCHITECTURAL TREATMENT(NATURAL ROCK VENEER)
Section 51-1.03G(3)(a) GENERAL
Section 51-1.03G(3)(a)(i) Summary
Section 51-1.03G(3) include specifications for furnishing and installing natural rock veneer on portal
walls.
Section 51-1.03G(3)(b) MATERIALS
Section 51-1.03G(3)(b)(i)Veneer
The natural rock veneer shall be Dry Stack Stone: clean, natural, smooth, and obtained from a single
source. It must vary in color and hue with brown, grey, and red rocks. The dimension of the rock shall be
as follows: heights ranging from 2 inches to 8 inches; lengths ranging from 3 inches to 18 inches; depths
between 3/4 inches to 1-3/8 inches.
A sample of the Natural Rock Veneer shall be submitted to the Engineer for written approval. Natural
Rock Veneer shall not be ordered for the project prior to written approval by the Engineer of the samples
prepared and submitted by the Contractor.
Section 51-1.03G(3)(b)(ii) Mortar
Mortar may be premixed packaged blend of cement, lime, and sand, without color, requiring only water to
prepare for use. Mix mortar in conformance with ANSI A118.4. Packages of premixed mortar shall bear
the manufacturer's name, brand, weight, and color identification. The manufacturer's recommended
mixing proportions and procedures must be furnished to the Engineer.
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Section 51-1.03G(3)(c) CONSTRUCTION
Section 51-1.03G(3)(c)(i) Examination
Examine surfaces to receive the Natural Rock Veneer and report any conditions that may adversely affect
the installation to the Engineer. Do not begin surface preparation or installation until unacceptable
conditions are corrected.
Section 51-1.03G(3)(c)(ii) Prepare Surface
Surfaces of concrete against which Natural Rock Veneer is to be placed shall be abrasive blasted, water
blasted, acid etching, or wire brushing, or have a metal lath attached using corrosion-resistant concrete
nails with a scratch coat applied over the metal lath to remove foreign substances, such as paint, tar, oil,
and curing compounds and to partially expose air bubbles and provide a roughened sandy texture.
Section 51-1.03G(3)(c)(iii) Bond Coat
The bond coat shall be latex-Portland cement mortar. Organic adhesive shall not be used for bond coat.
The consistency of the mixture shall be such that ridges formed with the recommended notched trowel
shall not flow or slump. Reworking will be allowed provided no water or materials are added. The cured
setting bed shall be dampened before placing the bond coat, but the setting bed shall not be soaked.
The bond coat shall be floated onto the cured setting bed surface with sufficient pressure to cover the
surface evenly with no bare spots. The surface area to be covered with bond coat shall be no greater
than the area that can be covered with Natural Rock Veneer while the bond coat is still plastic. Bond coat
shall be combed with a notched trowel within 10 minutes before installing Natural Rock Veneer. Natural
Rock Veneer shall not be installed on a skinned over mortar bond coat.
Section 51-1.03G(3)(c)(iv) Dry Stack Installation
Install Natural Rock Veneer and mortar in accordance with manufacturer's instructions and ACI
530.1/ASCE 6/TMS 602.
Form vertical and horizontal joints of uniform thickness.
Pattern Bond:
1. Lay out work in advance and distribute color range of stone uniformly random over total work
area.
2. Lay stone with face exposed.
3. Take care to avoid a concentration of any 1 color to any 1 wall surface.
4. Maintain generally squared and uniform profile.
5. Do not use stacked vertical joints.
Placing and Bonding:
1. Dampen substrate as required to reduce excessive suction.
2. Use thin-set mortar in accordance with ANSI A118.4 for exterior dry stack installation.
3. Apply mortar to thickness of 1/2 inch (12 mm)to back of stone.
4. Press firmly to seat each stone as placed. Use a gentle wiggle action or tapping of the stone
to ensure a good bond.
5. For joint-less/dry-stacked installation, it is important when setting the stone that the edges of
the stone are properly sealed with mortar to ensure a satisfactory bond. If the stone is being
installed onto a very dry surface or in a hot/dry climate, the wall surface should be pre-wet to
prevent excessive absorption of moisture from the mortar. Spray or brush water onto the wall
surface. Allow to dry for a few minutes after wetting to eliminate excess surface water.
6. Work from bottom up, laying corner pieces first.
7. Remove excessive mortar as work progresses.
8. Do not shift or tap veneer stone after mortar has achieved initial set. Where adjustment is
required, remove mortar and replace.
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Joints:
1. Lay stone with reasonably uniform joints, as stone allows.
2. Grouting the joints: After the stone has been applied to the wall surface, use a grout bag to fill
the joints with mortar, forcing grout into any voids. Any mortar that accidentally gets on the
stone should be allowed to set until dry and crumbly, and then brushed off with a dry whisk
broom.
3. Remove excess mortar as stone is pressed into position.
4. Use non-corrosive stone shims as required to maintain joint thickness.
5. Grout to fill noticeable voids and to conceal cut or broken stone edges. Approximately 1/2
amount of grout as for"joint look". The "dry stack" appearance will result from deep striking of
the joints.
6. Finishing the joints: When the mortar joints become firm (normally 30-60 minutes), use a
wooden or metal striking tool to rake out the excess mortar to the desired depth while at the
same time forcing the mortar into the joints so as to thoroughly seal the stone edges. Be
careful not to work the joints too soon or the mortar will smear. After working the joints, use
whisk broom to smooth the joints and clean away any loose mortar from the joints and stone
face. Loose mortar and mortar spots which have set for only a few hours, clean up easily and
not allowed to set up overnight.
Expansion Joints:
1. See plans for expansion joint locations.
2. Keep joints open and free of debris.
Sealant Recesses:
1. Coordinate sealantjoints as specified in Caltrans Standard Specifications and these Special
Provisions.
Cutting and Fitting:
1. Coordinate, cut and fit thin veneer stone for chases, pipes, conduit, sleeves, grounds, and
other penetrations and adjacent materials.
2. Coordinate with other work to provide correct size, shape, and location.
During the progress of the work, cover top of unfinished stone masonry work for protection from weather.
It is important to divert water run-off away from stone surfaces by using "Can't Trip", gutters and flashing.
Water run-off combined with severe freeze-thaw conditions can result in damage. Stone should not be
used below water level.
Do not install in temperatures below 40 degrees Fahrenheit. Provide supplemental heat if necessary to
ensure a minimum of 40 degrees Fahrenheit temperature between installations and mortar drying for
approximately 24 hours.
Do not use straight muriatic acid to clean stone. Contact manufacturer's representative for recommended
cleaning products and detergents. Rinse thoroughly.
Section 51-1.03G(3)(c)(v) Cleaning
Keep face of stone free of mortar as work progresses.
If residual mortar is on face of stone, allow to dry partially and brush mortar off surface and sponge off
residue.
When work is completed and mortar has set for 2 to 3 days, clean surface from top to bottom using mild
masonry detergent acceptable to natural thin veneer stone manufacturer.
Do not use harsh cleaning materials or methods that could damage stone.
Do not use metal brushes or acids for cleaning.
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Section 51-1.03G(3)(c)(vi) Protection
Protect installed natural thin veneer stone to ensure that, except for normal weathering, stone will be
without damage or deterioration at time of Substantial Completion.
Touch-up, repair, or replace damaged stone before Substantial Completion.
Add to section 51-1.03G(3)(c):
51-1.03G(3)(c)(vii) PAYMENT
Full compensation for recessed concrete treatment is included in the contract per cubic yard price paid for
Structural Concrete, Box, and no additional compensation will be allowed therefor.
Add to section 51-4.02B(3):
Coefficient of friction requirements do not apply for PC concrete slabs.
Add to section 51-7.01 D:
The contract price paid for"Minor Concrete (Invert Paving)" includes full compensation for furnishing and
installing #10 Welded Wire Fabric as shown on the plans.
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DIVISION VII DRAINAGE
68 SUBSURFACE DRAINS
Add to section 68:
68-8 TRENCH DRAIN WITH GRATE
The contract price paid for Trench Drain with Grate is full compensation for all work required, including
trench excavation, backfill, concrete work, grate and incidentals, including furnishing all materials, labor
and incidentals as required to complete the work as shown, and no additional compensation will be
allowed .
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70 MISCELLANEOUS DRAINAGE FACILITIES
Add to section 70-5:
70-5.09 PREFABRICATED TRASH RACK
Shall be round structural plastic (Contech StormRax or similar)or cone shaped prefabricated aluminum
(Pomona Pipe Products 36" Dia. CMP/CAP Trash Rack Riser or similar) and shall be designed and
manufactured specifically for use as a pond riser trash rack. The trash rack shall be designed so that it
does not disrupt flow near the weir edge and so that it will prevent a 6 inch diameter sphere from passing
through it. The trash rack shall be designed to withstand the conditions of pond structures, including
rough handling, high/low temperatures and long term weather exposure.
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DIVISION VIII MISCELLANEOUS CONSTRUCTION
73 CONCRETE CURBS AND SIDEWALKS
73-1.026 Detectable Warning Surface
Add to section 73-1.026:
Detectable warning surface must not be the "stick on"type.
Add to section 73-3.01C:
Within 2 business days of performing the surveys, submit preconstruction and post construction surveys
signed and sealed by one of the following:
1. Land surveyor licensed in the State
2. Civil engineer licensed in the State before January 1, 1982
Add to section 73-3.01 D:
For locations shown, perform a preconstruction survey to verify that forms and site constraints will allow
the design dimensioning and slope requirements to be achieved. Upon completing construction of these
facilities, perform a post construction survey and verify that design dimensioning and slope requirements
were achieved. The post construction survey must include a minimum of 3 measurements for each
dimension and slope requirement shown. Individual measurements must be equally distributed across the
specified slope or dimensional surface.
Add to beginning of section 73-3.03:
Before placing concrete, verify that forms and site constraints allow the required dimensioning and slopes
shown. Immediately notify the Engineer if you encounter site conditions that will not accommodate the
design details. Modifications ordered by the Engineer are change order work.
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DIVISION IX TRAFFIC CONTROL FACILITIES
82 MARKERS AND DELINEATORS
Replace section 82-1.02F with:
82-1.02F Snow Pole Markers
Snow pole markers must conform to the details shown on the plans and the provisions in Section 82,
"Markers and Delineators".
The contract price paid for snow pole marker includes full compensation for furnishing all labor, materials,
tools, equipment, and incidentals, and for doing all the work involved in furnishing snow pole markers,
complete in place, as shown on the plans and as directed by the Engineer.
Delete the 2nd paragraph of section 82-1.04.
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83 RAILINGS AND BARRIERS
Add to section 83-1.02:
83-1.02K Metal Pedestrian Railing
Metal Pedestrian Railing must comply with section 83-1.02E, section 83-1.02G(3), ASTM A501 and must
be hot dipped galvanized.
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84 TRAFFIC STRIPES AND PAVEMENT MARKINGS
Replace section 84-4 with:
84-4 TWO-COMPONENT PAINT TRAFFIC STRIPES AND PAVEMENT MARKINGS
84-4.01 GENERAL
84-4.01A Summary
Section 84-4 includes specifications for applying two-component paint for traffic stripes and pavement
markings.
Two-component paint for traffic stripes and pavement markings must consist of 1 coat of paint and 2
applications of retroreflective glass beads of 2 gradations.
84-4.01B Submittals
Submit a certificate of compliance for the two-component paint and glass beads. The certificate must
specify the name, batch number, and product manufacturing date.
84-4.01C Quality Control and Assurance
Before starting permanent application of two-component paint, apply a test stripe of the two-component
paint on roofing felt or other suitable material in the presence of the Engineer. The test section must be at
least 50 feet in length.
84-4.02 MATERIALS
Fast curing epoxy traffic paint for two-component paint must be listed on the Authorized Material List.
Large gradation glass beads must be listed on the Authorized Material List.
Small gradation glass beads must comply with AASHTO M247, Type 1.
Coat both gradations of glass beads with an adhesion-promoting and water-repellant coating as
recommended by the paint manufacturer.
You may use alternative types of glass beads recommended by the paint manufacturer if authorized.
84-4.03 CONSTRUCTION
Do not apply two-component traffic paint for stripes and pavement markings until authorized.
Apply the two-component paint for traffic stripes and pavement markings only to clean, completely dry
surfaces when the pavement surface temperature is above 39 degrees F and the atmospheric
temperature is above 36 degrees F.
During application of two-component paint, the temperature of the two-component paint must comply with
the paint manufacturer's instructions.
Apply two-component paint for traffic stripes and pavement markings at a minimum thickness of 0.020 ±
0.002 inch and at a minimum application rate of 80 sgft/gal.
During the application of two-component paint and glass beads, the striping machine must not travel
faster than 10 mph.
Apply two-component paint and glass beads in 1 pass. First apply two-component paint; followed by the
large gradation glass beads; followed by the small gradation glass beads. Apply the glass beads with 2
separate applicator guns.
Distribute the glass beads uniformly on traffic stripes and pavement markings.
You may apply the glass beads by hand methods on pavement markings.
Apply the large gradation glass beads at a minimum rate of 11.7 pounds per gallon of two-component
paint.
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Apply the small gradation glass beads at a minimum rate of 8.3 pounds per gallon of two-component
paint.
The daytime and nighttime color of two-component paint for traffic stripes and pavement markings with
glass beads must comply with ASTM D 6628.
84-4.04 PAYMENT
Not Used
Replace section 84-5 with:
84-5 RECESSED THERMOPLASTIC TRAFFIC STRIPES
84-5.01 GENERAL
Section 84-5 includes specifications for applying recessed thermoplastic traffic stripe, constructing
recesses, and removing and disposing of residue from recess work activities.
Recessed thermoplastic traffic stripes must comply with sections 84-2 and 85-1.03D.
84-5.02 MATERIALS
Mark packages of thermoplastic material with the words "For Recessed Application."
84-5.03 CONSTRUCTION
Construct recesses for double traffic stripes in a single pass.
Keep the recesses dry and free of debris.
Apply primer to the recesses under section 84-2.03A.
After constructing the recesses, apply the thermoplastic traffic stripes before the end of the same work
shift.
84-5.04 PAYMENT
Not Used
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86 ELECTRICAL SYSTEMS
Add to section 86-1.01:
Traffic signal work must be performed at the following locations:
1. Route 89 and West River Street intersection
2. Route 89 and Deerfield Drive intersection
Add to section 86-1.03:
Submit a schedule of values within 15 days after Contract approval.
Add to section 86-2.05A:
Conduit installed underground must be Type 3.
Add to section 86-2.058:
The conduit in a foundation and between a foundation and the nearest pull box must be Type 1 .
Add to section 86-2.05C:
If Type 3 conduit is placed in a trench, not in the pavement or under concrete sidewalk, after the bedding
material is placed and the conduit is installed, backfill the trench to not less than 4 inches above the
conduit with minor concrete under section 90-2, except the concrete must contain not less than 421
pounds of cementitious material per cubic yard. Backfill the remaining trench to finished grade with
backfill material.
After conductors have been installed, the ends of the conduits terminating in pull boxes, service
equipment enclosures, and controller cabinets must be sealed with an authorized type of sealing
compound.
At those locations where conduit is required to be installed under pavement and underground facilities
designated as high priority subsurface installation under Govt Code § 4216 et seq. exist, conduit must be
placed by the trenching in pavement method under section 86-2.05C.
At other locations where conduit is required to be installed under pavement and if a delay to vehicles will
not exceed 5 minutes, conduit may be installed by the trenching in pavement method.
The final 2 feet of conduit entering a pull box in a reinforced concrete structure may be Type 4.
Add to section 86-2.08A:
Wrap conductors around the projecting end of conduit in pull boxes as shown. Secure conductors and
cables to the projecting end of the conduit in pull boxes.
Add to section 86-6.01:
Ballasts must be the lag or lead regulator, and shall be the full cut-off type.
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Replace section 86-6.02 with:
86-6.02 LED LUMINAIRES
86-6.02A General
86-6.02A(1) Summary
Section 86-6.02 includes specifications for installing LED luminaires.
86-6.02A(2) Definitions
CALIPER: Commercially Available LED Product Evaluation and Reporting. A U.S. DOE program that
individually tests and provides unbiased information on the performance of commercially-available
LED luminaires and lights.
correlated color temperature: Absolute temperature in kelvin of a blackbody whose chromaticity most
nearly resembles that of the light source.
house side lumens: Lumens from a luminaire directed to light up areas between the fixture and the pole,
such as sidewalks at intersection or areas off the shoulders on freeways.
International Electrotechnical Commission (IEC): Organization that prepares and publishes
international standards for all electrical, electronic, and related technologies.
junction temperature: Temperature of the electronic junction of the LED device. The junction
temperature is critical in determining photometric performance, estimating operational life, and
preventing catastrophic failure of the LED.
L70: Extrapolated life in hours of the luminaire when the luminous output depreciates 30 percent from
initial values.
LM-79: Test method from the Illumination Engineering Society of North America specifying test
conditions, measurements, and report format for testing solid state lighting devices, including LED
luminaires.
LM-80: Test method from the Illumination Engineering Society of North America specifying test
conditions, measurements, and report format for testing and estimating the long-term performance of
LEDs for general lighting purposes.
National Voluntary Laboratory Accreditation Program (NVLAP): U.S. DOE program that accredits
independent testing laboratories.
power factor: Ratio of the real power component to the complex power component.
street side lumens: Lumens from a luminaire directed to light up areas between the fixture and the
roadway, such as traveled ways and freeway lanes.
surge protection device (SPD): Subsystem or component that protects the unit against short-duration
voltage and current surges.
total harmonic distortion: Ratio of the rms value of the sum of the squared individual harmonic
amplitudes to the rms value of the fundamental frequency of a complex waveform.
86-6.02A(3) Submittals
Submit a sample luminaire to METS for testing after the manufacturer's testing is completed. Include the
manufacturer's test data.
Product submittals must include:
1. LED luminaire checklist.
2. Product specification sheets, including:
2.1. Maximum power in watts.
2.2. Maximum designed junction temperature.
2.3. Heat sink area in square inches.
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2.4. Designed junction to ambient thermal resistance calculation with thermal resistance
components clearly defined.
2.5. L70 in hours when extrapolated for the average nighttime operating temperature.
3. LM-79 and LM-80 compliant test reports from a CALIPER-qualified or NVLAP-approved testing
laboratory for the specific model submitted.
4. Photometric file based on LM-79 test report.
5. Initial and depreciated isofootcandle diagrams showing the specified minimum illuminance for the
particular application. The diagrams must be calibrated to feet and show a 40 by 40 foot grid. The
diagrams must be calibrated to the mounting height specified for that particular application. The
depreciated isofootcandle diagrams must be calculated at the minimum operational life.
6. Test report showing SPD performance as tested under ANSI/IEEE C62.41.2 and ANSI/IEEE C62.45.
7. Test report showing mechanical vibration test results as tested under California Test 611 or equal.
8. Data sheets from the LED manufacturer that include information on life expectancy based on junction
temperature.
9. Data sheets from the power supply manufacturer that include life expectancy information.
Submit documentation of a production QA performed by the luminaire manufacturer that:
1. Ensures the minimum specified performance level
2. Includes a documented process for resolving problems
Submit the QA documentation as an informational submittal.
Submit the manufacturer's warranty documentation as an informational submittal before installing LED
luminaires.
86-6.02A(4) Quality Control and Assurance
86-6.02A(4)(a) General
The Department may test random samples of the luminaires under section 86-2.14A. The Department
tests luminaires under California Test 678 and may test any parameters specified in section 86-6.01.
Fit 1 sample luminaire with a thermistor or thermocouple temperature sensor. A temperature sensor must
be mounted on the:
1. LED solder pad as close to the LED as possible
2. Power supply case
3. Light bar or modular system as close to the center of the module as possible
Other configurations must have at least 5 sensors per luminaire. The Engineer provides advice on sensor
location. Thermocouples must be either Type K or C. Thermistors must be a negative-temperature-
coefficient type with a nominal resistance of 20 kQ. Use the appropriate thermocouple wire. The leads
must be a minimum of 6 feet. Submit documentation with the test unit describing the type of sensor used.
Before performing any testing, energize the sample luminaires for a minimum of 24 hours at 100 percent
on-time duty cycle and a temperature of+70 degrees F.
Depreciate the luminaire lighting's performance for the minimum operating life by using the LED
manufacturer's data or the data from the LM-80 test report, whichever results in a higher lumen
depreciation.
Failure of the luminaire that renders the unit noncompliant with section 86-6.02 specifications is cause for
rejection.
86-6.02A(4)(b) Warranty
Provide a 7-year manufacturer's warranty against any defects or failures. The warranty period begins on
the date of Contract acceptance. Furnish a replacement luminaire within 10 days after receipt of the failed
luminaire. The Department does not pay for the replacement. Deliver replacement luminaires to the
Department's Maintenance Electrical Shop at:
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1050 Grass Valley Hwy, Auburn, CA
86-6.026 Materials
86-6.02B(1) General
The luminaire must include an assembly that uses LEDs as the light source. The assembly must include a
housing, an LED array, and an electronic driver. The luminaire must:
1. Be UL listed under UL 1598 for luminaires in wet locations or an equivalent standard from a
recognized testing laboratory
2. Have a minimum operational life of 63,000 hours
3. Operate at an average operating time of 11.5 hours per night
4. Be designed to operate at an average nighttime operating temperature of 70 degrees F
5. Have an operating temperature range from-40 to +130 degrees F
6. Be defined by the following applications:
Application Replaces
Roadway 1 200 W high-pressure sodium luminaire mounted at 34 ft
Roadway 2 310 W high-pressure sodium luminaire mounted at 40 ft
Roadway 3 310 W high-pressure sodium luminaire mounted at 40 ft
with back side control
Roadway 4 400 W high-pressure sodium luminaire mounted at 40 ft
The individual LEDs must be connected such that a catastrophic loss or a failure of 1 LED does not result
in the loss of more than 20 percent of the luminous output of the luminaire.
86-6.028(2) Luminaire Identification
Each luminaire must have the following identification permanently marked inside the unit and outside of
its packaging box:
1. Manufacturer's name
2. Trademark
3. Model number
4. Serial number
5. Month and year of manufacture
6. Lot number
7. Contract number
8. Rated voltage
9. Rated wattage
10. Rated power in VA
86-6.028(3) Electrical Requirements
The luminaire must operate from a 60 ± 3 Hz AC power source. The fluctuations of line voltage must have
no visible effect on the luminous output. The operating voltage may range from 120 to 480 V(ac). The
luminaire must operate over the entire voltage range or the voltage range must be selected from either of
the following options:
1. Luminaire must operate over a voltage range of 95 to 277 V(ac). The operating voltages for this
option are 120 V(ac) and 240 V(ac).
2. Luminaire must operate over a voltage range of 347 to 480 V(ac). The operating voltage for this
option is 480 V(ac).
The power factor of the luminaire must be 0.90 or greater. The total harmonic distortion, current, and
voltage induced into an AC power line by a luminaire must not exceed 20 percent. The maximum power
consumption allowed for the luminaire must be as shown in the following table:
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Application Maximum consumption
(watts)
Roadway1 165
Roadway 2 235
Roadway 3 235
Roadway 4 300
86-6.02B(4) Surge Suppression and Electromagnetic Interference
The luminaire's on-board circuitry must include an SPD to withstand high repetition noise transients
caused by utility line switching, nearby lightning strikes, and other interferences. The SPD must protect
the luminaire from damage and failure due to transient voltages and currents as defined in Tables 1 and 4
of ANSI/IEEE C64.41.2 for location category C-High. The SPD must comply with UL 1449. The SPD must
be tested under ANSI/IEEE C62.45 based on ANSI/IEEE C62.41.2 definitions for standard and optional
waveforms for location category C-High.
The luminaires and associated on-board circuitry must comply with the Class A emission limits under 47
CFR 15, subpart B, for the emission of electronic noise.
86-6.02B(5) Compatibility
The luminaire must be operationally compatible with currently-used lighting control systems and
photoelectric controls.
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86-6.026(6) Photometric Requirements
The luminaire must maintain a minimum illuminance level throughout the minimum operating life. The L70
of the luminaire must be the minimum operating life or greater. The measurements must be calibrated to
standard photopic calibrations. The minimum maintained illuminance values measured at a point must be
as shown in the following table:
Application Mounting Minimum maintained Light pattern figure
height illuminance
(ft) (fc) (isofootcandle curve)
Roadway 1 34 0.15 Pattern defined by an ellipse with the equation:
x2 + (y —20)2 _ 1
(82)� (52)= —
where:
x=direction longitudinal to the roadway
y=direction transverse to the roadway and the
luminaire is offset from the center of the pattern
by 20 feet to the house side of the pattern.
Roadway 2 40 0.2 Pattern defined by an ellipse with the equation:
x2 (y —20)2
(82)= + (52)= = 1
where:
x=direction longitudinal to the roadway
y=direction transverse to the roadway and the
luminaire is offset from the center of the pattern
by 20 feet to the house side of the pattern.
Roadway 3 40 0.2 Pattern defined by an ellipse with the equation:
x2 + (y —20)2 = 1
(82)2 (52)2
for y>_ 0 (street side)
where:
x=direction longitudinal to the roadway
y=direction transverse to the roadway and the
luminaire is offset from the center of the pattern
by 20 feet to the house side of the pattern.
Roadway 4 40 0.2 Pattern defined by an ellipse with the equation:
x2 (y —23)2
(92)= + (55)= = 1
where:
x=direction longitudinal to the roadway
y=direction transverse to the roadway and the
luminaire is offset from the center of the pattern
by 23 feet to the house side of the pattern.
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The luminaire must have a correlated color temperature range from 3,500 to 6,500 K. The color rendering
index must be 65 or greater.
The luminaire must not allow more than:
1. 10 percent of the rated lumens to project above 80 degrees from vertical
2. 2.5 percent of the rated lumens to project above 90 degrees from vertical
86-6.028(7) Thermal Management
The passive thermal management of the heat generated by the LEDs must have enough capacity to
ensure proper operation of the luminaire over the minimum operation life. The LED maximum junction
temperature for the minimum operation life must not exceed 221 degrees F.
The junction-to-ambient thermal resistance must be 95 degrees F per watt or less. The use of fans or
other mechanical devices is not allowed. The heat sink material must be aluminum or other material of
equal or lower thermal resistance.
The luminaire must contain circuitry that automatically reduces the power to the LEDs so the maximum
junction temperature is not exceeded when the ambient outside temperature is 100 degrees F or greater.
86-6.028(8) Physical and Mechanical Requirements
The luminaire must:
1. Be a single, self-contained device not requiring job-site assembly for installation
2. Have an integral power supply
3. Weigh no more than 35 Ib
4. Have a maximum-effective projected area of 1.4 sq ft when viewed from either side or end
5. Have a housing color that matches color number from 26152 to 26440, from 36231 to 36375, or
36440 of FED-STD-595.
The housing must be fabricated from materials designed to withstand a 3,000-hour salt spray test under
ASTM B 117. All aluminum used in housings and brackets must be made of a marine-grade alloy with
less than 0.2 percent copper. All exposed aluminum must be anodized.
Each refractor or lens must be made from UV-inhibited high-impact plastic such as acrylic or
polycarbonate or heat-and impact-resistant glass and be resistant to scratching. Polymeric materials
except lenses of enclosures containing either the power supply or electronic components of the luminaire
must be made of UL94VO flame retardant materials. The housing's paint must comply with section 86-
2.16. A chromate conversion undercoating must be used underneath a thermoplastic polyester powder
coat.
Provide each housing with a slip fitter capable of mounting on a 2-inch pipe tenon. This slip fitter must fit
on mast arms with outside diameters from 1-5/8 to 2-3/8 inches. The slip fitter must be capable of being
adjusted a minimum of±5 degrees from the axis of the tenon in a minimum of 5 steps: +5, +2.5, 0, -2.5, -
5. The clamping brackets of the slip fitter must not bottom out on the housing bosses when adjusted
within the designed angular range. No part of the slip fitter's mounting brackets must develop a
permanent set in excess of 1/32 inch when the bracket's two or four 3/8-inch-diameter cap screws are
tightened to 10 ft-Ib. Two sets of cap screws may be furnished to allow the slip fitter to be mounted on the
pipe tenon in the acceptable range without the cap screws bottoming out in the threaded holes. The cap
screws and the clamping brackets must be made of corrosion-resistant materials or treated to prevent
galvanic reactions and be compatible with the luminaire housing and the mast arm.
The LED luminaire must be assembled and manufactured such that its internal components are
adequately supported to withstand mechanical shock and vibration from high winds and other sources.
When tested under California Test 611, the luminaire to be mounted horizontally on the mast arm must be
capable of withstanding the following cyclic loading for a minimum of 2 million cycles without failure of any
luminaire part:
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Cyclic Loading
Plane Power Minimum peak acceleration level
supply
Vertical Installed 3.0 g peak-to-peak sinusoidal loading (same as 1.5 g peak)
Horizontala Installed 1.5 g peak-to-peak sinusoidal loading (same as 0.75 g peak)
aPerpendicular to the direction of the mast arm
The housing must be designed to prevent the buildup of water on top of the housing. Exposed heat sink
fins must be oriented to allow water to freely run off of the luminaire and carry dust and other
accumulated debris away from the unit. The optical assembly of the luminaire must be protected against
dust and moisture intrusion to at least an ANSUIEC rating of IP66. The power supply enclosure must be
protected to at least an ANSUIEC rating of IP43.
Furnish each mounted luminaire with an ANSI C136.10-compliant, locking-type photocontrol receptacle
and a raintight shorting cap. The receptacle must comply with section 86-6.11A.
Furnish each mounted luminaire with an ANSI C136.41-compliant, locking-type photocontrol receptacle
with dimming connections and a raintight shorting cap. The receptacle must comply with section 86-
6.11A.
When the components are mounted on a down-opening door, the door must be hinged and secured to
the luminaire housing separately from the refractor or flat lens frame. The door must be secured to the
housing such that accidental opening is prevented. A safety cable must mechanically connect the door to
the housing.
Field wires connected to the luminaire must terminate on a barrier-type terminal block secured to the
housing. The terminal screws must be captive and equipped with wire grips for conductors up to no. 6.
Each terminal position must be clearly identified.
The power supply must be rated for outdoor operation and have at least an ANSUIEC rating of IP65.
The power supply must be rated for a minimum operational life equal to the minimum operational life of
the luminaire or greater.
The power supply case temperature must have a self rise of 77 degrees F or less above ambient
temperature in free air with no additional heat sinks.
The power supply must have 2 leads to accept standard 0-10 V(dc). The dimming control must be
compatible with IEC 60929. If the control leads are open or the analog control signal is lost, the circuit
must default to 100-percent power.
Conductors and terminals must be identified.
86-6.02C Construction
Not Used
86-6.02D Payment
Not Used
Replace section 86-6-06A:
86-6.06A Pedestrian Undercrossing Fixtures
Fixture shall be energy efficient LED, rough service with impact resistant polycarbonate housing with
continuous poured in place gasket and 20 gauge steel channel and channel cover.
Fixture shall be rated for-20°F- 104°F ambient temperature.
Chain or other device must be included to prevent the door, when fully opened, from coming in contact
with the undercrossing wall.
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Fixture must be held in place by three 3/8 by 8 inch anchor bolts with 2 nuts each.
Fixture surfaces in contact with concrete and with anchor bolts and nuts must be painted with a thick
application of alkali-resistant bituminous paint. Paint must comply with MIL-P-6883.
Circuit conductor entering the fixture must be terminated on 2-position terminal blocks.
Both ends of the fixture must have holes for 1-inch conduit. Unused holes must be plugged with pressed
metal closures.
Fixture must have tamper resistant stainless steel latches.
Add to section 86-7:
86-7.03 Remove Pedestrian Actuated Flashing Beacon
Remove pedestrian actuated flashing beacon must conform to the details shown on the plans and the
provisions in section 86-7.01 "Removing Electrical Equipment".
Salvage the flashing beacons, poles and pedestrian push buttons of the pedestrian actuated flashing
beacon and deliver them to the Caltrans electrical maintenance shop at 1050 Grass Valley Hwy, Auburn,
CA.
The contract lump sum price paid for remove pedestrian actuated flashing beacon includes full
compensation for removing and salvaging the pedestrian actuated flashing beacon as shown and as
directed by the Engineer.
Add to section 86-7:
86-7.04 ELECTRIC SERVICE (TRANSIT SHELTER)
Electric Service (Transit Shelter) must conform to the details shown on the plans and the provisions in
section 86 "Electrical Systems".
The contract lump sum price paid for Electrical Service (Transit Shelter) includes full compensation for
providing electrical service to the transit shelter as shown on the plans and as directed by the Engineer.
Add to section 86-8.01:
Payment for highway lighting at intersections in connection with signals is included in the payment for
signal and lighting.
Payment for other roadway lighting on the project is included in the payment for Lighting (Tunnel).
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DIVISION X MATERIALS
90 CONCRETE
Add to section 90-1.021(2)(a):
For concrete at underpass structure, portal walls and retaining walls, the mortar strength of the fine
aggregate relative to the mortar strength of Ottawa sand must be a minimum of 100 percent under
California Test 515.
Add to section 90-2.026:
You may use rice hull ash as an SCM. Rice hull ash must comply with AASHTO M 321 and the chemical
and physical requirements shown in the following tables:
Chemical property Requirement
(percent)
Silicon dioxide (Si02)a 90 min
Loss on ignition 5.0 max
Total alkalies as Na20 equivalent 3.0 max
Physical property Requirement
Particle size distribution
Less than 45 microns 95 percent
Less than 10 microns 50 percent
Strength activity index with portland cement
7 days 95 percent
(min percent of control)
28 days 110 percent
(min percent of control)
Expansion at 16 days when testing project 0.10 percent max
materials under ASTM C 1567°
Surface area when testing by nitrogen 40.0 m /g min
adsorption under ASTM D 5604
aSi02 in crystalline form must not exceed 1.0 percent.
bWhen tested under AASHTO M 307 for strength activity testing of
silica fume.
°In the test mix, Type II or V portland cement must be replaced with at
least 12 percent rice hull ash by weight.
For the purpose of calculating the equations for the cementitious material specifications, consider rice hull
ash to be represented by the variable UF.
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DIVISION XI BUILDING CONSTRUCTION
99 BUILDING CONSTRUCTION
Replace "Reserved" in section 99 with:
99-1 TRANSIT SHELTER
Furnish and install a transit shelter at the location shown on the plans. Details, including material and
construction specifications for the transit shelter are shown on the plans.
Verify the stain to be used for the shelter and provide samples of the proposed stain for review and
approval prior to application.
The transit shelter will be constructed under a Town of Truckee Building Permit. All work on the project is
subject to the conditions of the permit, including the Town of Truckee Waste Management Compliance
Plan. Additional information regarding the transit shelter building permit may be found in the Information
Handout. Permit review is complete and the permit is approved. You are responsible for the cost of the
building permit fee which is estimated to be $5,000.00.
The contract lump sum price paid for Transit Shelter is full compensation for furnishing and installing the
transit shelter, including all details as shown, including the building permit fee (estimated to be
$5,000.00), any required lighting fixtures, armored drip line infiltration trench, fasteners, fittings and
incidentals as required to complete the installation per the plans, and no additional compensation will be
allowed therefor. The contract lump sum price paid for Transit Shelter is for a complete and in-place
shelter finished to the Engineer's satisfaction.
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REVISED STANDARD SPECIFICATIONS APPLICABLE TO THE 2010
EDITION OF THE STANDARD SPECIFICATIONS
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REVISED STANDARD SPECIFICATIONS DATED
06-06-14
ORGANIZATION
Revised standard specifications are under headings that correspond with the main-section headings of
the Standard Specifications. A main-section heading is a heading shown in the table of contents of the
Standard Specifications. A date under a main-section heading is the date of the latest revision to the
section.
Each revision to the Standard Specifications begins with a revision clause that describes or introduces a
revision to the Standard Specifications. For a revision clause that describes a revision, the date on the
right above the clause is the publication date of the revision. For a revision clause that introduces a
revision, the date on the right above a revised term, phrase, clause, paragraph, or section is the
publication date of the revised term, phrase, clause, paragraph, or section. For a multiple-paragraph or
multiple-section revision, the date on the right above a paragraph or section is the publication date of the
paragraphs or sections that follow.
Any paragraph added or deleted by a revision clause does not change the paragraph numbering of the
Standard Specifications for any other reference to a paragraph of the Standard Specifications.
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ORGANIZATIONAL REVISIONS
07-19-13
Transfer section 36 from division IV to division V.
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DIVISION I GENERAL PROVISIONS
1 GENERAL
02-21-14
Replace "current" in the 2nd paragraph of section 1-1.05 with:
04-20-12
most recent
Add to the 4th paragraph of section 1-1.05:
04-20-12
Any reference directly to a revised standard specification section is for convenience only. Lack of a direct
reference to a revised standard specification section does not indicate a revised standard specification for
the section does not exist.
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Add to the 1st table in section 1-1.06:
04-19-13
LCS Department's lane closure system
POC pedestrian overcrossing
QSD qualified SWPPP developer
QSP qualified SWPPP practitioner
TRO time-related overhead
WPC water pollution control
06-20-12
Delete the abbreviation and its meaning for UDBE in the 1st table of section 1-1.06.
10-19-12
Delete "Contract completion date"and its definition in section 1-1.076.
10-19-12
Delete "critical delay" and its definition in section 1-1.076.
Replace "day" and its definition in section 1-1.076 with:
10-19-12
day: 24 consecutive hours running from midnight to midnight; calendar day.
1. business day: Day on the calendar except a Saturday and a holiday.
2. working day: Time measure unit for work progress. A working day is any 24-consecutive-hour period
except:
2.1. Saturday and holiday.
2.2. Day during which you cannot perform work on the controlling activity for at least 50 percent of
the scheduled work shift with at least 50 percent of the scheduled labor and equipment due to
any of the following:
2.2.1. Adverse weather-related conditions.
2.2.2. Maintaining traffic under the Contract.
2.2.3. Suspension of a controlling activity that you and the Engineer agree benefits both
parties.
2.2.4. Unanticipated event not caused by either party such as:
2.2.4.1. Act of God.
2.2.4.2. Act of a public enemy.
2.2.4.3. Epidemic.
2.2.4.4. Fire.
2.2.4.5. Flood.
2.2.4.6. Governor-declared state of emergency.
2.2.4.7. Landslide.
2.2.4.8. Quarantine restriction.
2.2.5. Issue involving a third party, including:
2.2.5.1. Industry or area-wide labor strike.
2.2.5.2. Material shortage.
2.2.5.3. Freight embargo.
2.2.5.4. Jurisdictional requirement of a law enforcement agency.
2.2.5.5. Workforce labor dispute of a utility or nonhighway facility owner resulting in
a nonhighway facility rearrangement not described and not solely for the
Contractor's convenience. Rearrangement of a nonhighway facility includes
installation, relocation, alteration, or removal of the facility.
2.3. Day during a concurrent delay.
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3. original working days:
3.1. Working days to complete the work shown on the Notice to Bidders for a non—cost plus time
based bid.
3.2. Working days bid to complete the work for a cost plus time based bid.
Where working days is specified without the modifier"original" in the context of the number of working
days to complete the work, interpret the number as the number of original working days as adjusted
by any time adjustment.
Replace "Contract" in the definition of"early completion time" in section 1-1.07B with:
10-19-12
work
Replace "excusable delay"and its definition in section 1-1.07B with:
10-19-12
delay: Event that extends the completion of an activity.
1. excusable delay: Delay caused by the Department and not reasonably foreseeable when the work
began such as:
1.1. Change in the work
1.2. Department action that is not part of the Contract
1.3. Presence of an underground utility main not described in the Contract or in a location
substantially different from that specified
1.4. Described facility rearrangement not rearranged as described, by the utility owner by the date
specified, unless the rearrangement is solely for the Contractor's convenience
1.5. Department's failure to obtain timely access to the right-of-way
1.6. Department's failure to review a submittal or provide notification in the time specified
2. critical delay: Excusable delay that extends the scheduled completion date
3. concurrent delay: Occurrence of at least 2 of the following events in the same period of time, either
partially or entirely:
3.1. Critical delay
3.2. Delay to a controlling activity caused by you
3.3. Non—working day
Replace "project" in the definition of"scheduled completion date" in section 1-1.07B with:
10-19-12
work
Add to section 1-1.07B:
10-19-12
Contract time: Number of original working days as adjusted by any time adjustment.
06-20-12
Disadvantaged Business Enterprise: Disadvantaged Business Enterprise as defined in 49 CFR 26.5.
Replace "PO BOX 911" in the District 3 mailing address in the table in section 1-1.08 with:
04-20-12
703 B ST
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Replace the Web site for the Department of General Services, Office of Small Business and DVBE
Services in the table in section 1-1.11 with:
11-15-13
http://www.dgs.ca.gov/dgs/ProgramsServices/BusServices.aspx
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2 BIDDING
06-06-14
Replace the headings and paragraphs in section 2 with:
02-21-14
2-1.01 GENERAL
Section 2 includes specifications related to bid eligibility and the bidding process.
The electronic bid specifications in section 2 apply if Electronic Bidding Contract is shown on the cover of
the Notice to Bidders and Special Provisions.
2-1.02 BID INELIGIBILITY
A firm that has provided architectural or engineering services to the Department for this contract before
bid submittal for this contract is prohibited from any of the following:
1. Submitting a bid
2. Subcontracting for a part of the work
3. Supplying materials
2-1.03-2-1.05 RESERVED
2-1.06 BID DOCUMENTS
2-1.06A General
Standard Specifications and Standard Plans may be viewed at the Bidders' Exchange website and may
be purchased at the Publication Distribution Unit.
The Notice to Bidders and Special Provisions and project plans may be viewed at the Bidders' Exchange
website and at the street address.
Bid books may be ordered at the Bidders' Exchange website.
For an informal-bid contract, in addition to viewing and ordering them as specified above, the Notice to
Bidders and Special Provisions, project plans, and Bid book may be obtained at the Bidders' Exchange
street address.
The Notice to Bidders and Special Provisions includes the Notice to Bidders, revised standard
specifications, and special provisions.
2-1.06B Supplemental Project Information
The Department makes supplemental information available as specified in the special provisions.
Logs of test borings are supplemental project information.
If an Information Handout or cross sections are available:
1. You may view them at the Contract Plans and Special Provisions link at the Bidders' Exchange
website
2. For an informal-bid contract, you may obtain them at the Bidders' Exchange street address
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If rock cores are available, you may view them by sending a request to Coreroom@dot.ca.gov.
If other supplemental project information is available for inspection, you may view it by phoning in a
request.
Make your request at least 7 days before viewing. Include in your request:
1. District-County-Route
2. Contract number
3. Viewing date
4. Contact information, including telephone number
For rock cores, also include the bridge number in your request.
If bridge as-built drawings are available:
1. For a project in District 1 through 6 or 10, you may request them from the Office of Structure
Maintenance and Investigations, fax(916)227-8357
2. For a project in District 7, 8, 9, 11, or 12, you may request them from the Office of Structure
Maintenance and Investigations, fax(916)227-8357, and they are available at the Office of Structure
Maintenance and Investigations, Los Angeles, CA, telephone (213) 897-0877
As-built drawings may not show existing dimensions and conditions. Where new construction dimensions
are dependent on existing bridge dimensions, verify the field dimensions and adjust dimensions of the
work to fit existing conditions.
2-1.06C-2-1.06D Reserved
2-1.07 JOB SITE AND DOCUMENT EXAMINATION
Examine the job site and bid documents.
Bid submission is your acknowledgment that you have examined the job site and bid documents and are
satisfied with:
1. General and local conditions to be encountered
2. Character, quality, and scope of work to be performed
3. Quantities of materials to be furnished
4. Character, quality, and quantity of surface and subsurface materials or obstacles
5. Requirements of the contract
2-1.08 RESERVED
2-1.09 BID ITEM LIST
Submit a bid based on the bid item quantities the Department shows on the Bid Item List.
06-06-14
2-1.10 SUBCONTRACTOR LIST
On the Subcontractor List form, list each subcontractor to perform work in an amount in excess of 1/2 of 1
percent of the total bid or$10,000, whichever is greater(Pub Cont Code § 4100 et seq.).
For each subcontractor listed, the Subcontractor List form must show:
1. Business name and the location of its place of business.
2. For a non-federal-aid contract, its California contractor license number.
3. Portion of work it will perform. Show the portion of the work by:
3.1. Description of portion of subcontracted work
3.2. Bid item numbers for the work involved in the portion of work listed
3.3. Percentage of the portion of work in each bid item listed
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02-21-14
2-1.11 RESERVED
2-1.12 DISADVANTAGED BUSINESS ENTERPRISES
2-1.12A General
Section 2-1.12 applies to a federal-aid contract.
Under 49 CFR 26.13(b):
The contractor, sub recipient or subcontractor shall not discriminate on the basis of race, color,
national origin, or sex in the performance of this contract. The contractor shall carry out
applicable requirements of 49 CFR part 26 in the award and administration of DOT-assisted
contracts. Failure by the contractor to carry out these requirements is a material breach of this
contract, which may result in the termination of this contract or such other remedy as the
recipient deems appropriate.
Take necessary and reasonable steps to ensure that DBEs have opportunity to participate in the Contract
(49 CFR 26).
2-1.12B Disadvantaged Business Enterprise Goal
2-1.12B(1) General
Section 2-1.128 applies if a DBE goal is shown on the Notice to Bidders.
To ensure equal participation of DBEs provided in 49 CFR 26.5, the Department shows a goal for DBEs.
Make work available to DBEs and select work parts consistent with available DBE subcontractors and
suppliers.
Meet the DBE goal shown on the Notice to Bidders or demonstrate that you made adequate good faith
efforts to meet this goal.
You are responsible to verify that the at the bid opening date the DBE firm is certified as DBE by the CA
Unified Certification Program.
All DBE participation will count toward the Department's federally-mandated statewide overall DBE goal.
Credit for materials or supplies you purchase from DBEs counts toward the goal in the following manner:
1. 100 percent if the materials or supplies are obtained from a DBE manufacturer.
2. 60 percent if the materials or supplies are obtained from a DBE regular dealer.
3. Only fees, commissions, and charges for assistance in the procurement and delivery of materials or
supplies, if they are obtained from a DBE that is neither a manufacturer nor regular dealer. 49 CFR
26.55 defines "manufacturer" and "regular dealer."
You receive credit toward the goal if you employ a DBE trucking company that performs a commercially
useful function as defined in 49 CFR 26.55(d)(1)—(4), (6).
2-1.12B(2) DBE Commitment Submittal
Submit DBE information under section 2-1.33.
Bidders other than the apparent low bidder, the 2nd low bidder, and the 3rd low bidder are not required to
submit the DBE commitment form unless the Department requests it. If the Department requests a DBE
commitment form from you, submit the completed form within 4 business days of the request.
Submit written confirmation from each DBE shown on the form stating that it will be participating in the
Contract. Include confirmation with the DBE commitment form. A copy of a DBE's quote will serve as
written confirmation that the DBE will be participating in the Contract.
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2-1.12B(3) Good Faith Efforts Submittal
If you have not met the DBE goal, complete and submit the Good Faith Efforts Documentation under
section 2-1.33 showing that you made adequate good faith efforts to meet the goal. Only good faith
efforts directed toward obtaining participation by DBEs are considered.
If your DBE commitment form shows that you have met the DBE goal or if you are required to submit the
DBE commitment form, you must submit good faith efforts documentation within the specified time to
protect your eligibility for award of the contract in the event the Department finds that the DBE goal has
not been met.
The Department may consider DBE commitments of the 2nd and 3rd bidders in determining whether the
low bidder made good faith efforts to meet the DBE goal.
2-1.13-2-1.14 RESERVED
2-1.15 DISABLED VETERAN BUSINESS ENTERPRISES
2-1.15A General
Section 2-1.15 applies to a non-federal-aid contract.
Take necessary and reasonable steps to ensure that DVBEs have opportunity to participate in the
Contract.
Comply with Mil &Vet Code § 999 et seq.
2-1.15B Projects $5 Million or Less
Section 2-1.158 applies to a project with an estimated cost of$5 million or less.
Make work available to DVBEs and select work parts consistent with available DVBE subcontractors and
suppliers.
Meet the goal shown on the Notice to Bidders.
Complete and submit the Certified DVBE Summary form under section 2-1.33. List all DVBE participation
on this form.
If a DVBE joint venture is used, submit the joint venture agreement with the Certified DVBE Summary
form.
List each 1 st-tier DVBE subcontractor on the Subcontractor List form regardless of percentage of the total
bid.
2-1.15C Projects More Than $5 Million
2-1.15C(1) General
Section 2-1.15C applies to a project with an estimated cost of more than $5 million.
The Department encourages bidders to obtain DVBE participation to ensure the Department achieves its
State-mandated overall DVBE goal.
If you obtain DVBE participation:
1. Complete and submit the Certified DVBE Summary form under section 2-1.33. List all DVBE
participation on this form.
2. List each 1st tier DVBE subcontractor in the Subcontractor List form regardless of percentage of the
total bid.
If a DVBE joint venture is used, submit the joint venture agreement with the Certified DVBE Summary
form.
2-1.15C(2) DVBE Incentive
The Department grants a DVBE incentive to each bidder who achieves a DVBE participation of 1 percent
or greater(Mil &Vet Code 999.5 and Code of Regs § 1896.98 et seq.).
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To receive this incentive, submit the Certified DVBE Summary form under section 2-1.33.
Bidders other than the apparent low bidder, the 2nd low bidder, and the 3rd low bidder may be required to
submit the Certified DVBE Summary form if the bid ranking changes. If the Department requests a
Certified DVBE Summary form from you, submit the completed form within 4 business days of the
request.
2-1.15C(3) Incentive Evaluation
The Department applies the small business and non—small business preference during bid verification
and proceeds with the evaluation specified below for DVBE incentive.
The DVBE incentive is a reduction, for bid comparison only, in the total bid submitted by the lesser of the
following amounts:
1. Percentage of DVBE achievement rounded to 2 decimal places of the verified total bid of the low
bidder
2. 5 percent of the verified total bid of the low bidder
3. $250,000
The Department applies DVBE incentive and determines whether bid ranking changes.
A non—small business bidder cannot displace a small business bidder. However, a small business bidder
with higher DVBE achievement can displace another small business bidder.
The Department proceeds with awarding the contract to the new low bidder and posts the new verified bid
results at the Department's Web site.
2-1.16-2-1.17 RESERVED
2-1.18 SMALL BUSINESS AND NON—SMALL BUSINESS SUBCONTRACTOR PREFERENCES
2-1.18A General
Section 2-1.18 applies to a non-federal-aid contract.
The Department applies small business preferences and non—small business preferences under Govt
Code § 14835 et seq. and 2 CA Code of Regs § 1896 et seq.
Any contractor, subcontractor, supplier, or service provider who qualifies as a small business is
encouraged to apply for certification as a small business by submitting its application to the Department of
General Services, Office of Small Business and DVBE Services.
Contract award is based on the total bid, not the reduced bid.
2-1.18B Small Business Preference
The Department allows a bidder certified as a small business by the Department of General Services,
Office of Small Business and DVBE Services, a preference if:
1. Bidder submitted a completed Request for Small Business Preference or Non—Small Business
Preference form with its bid
2. Low bidder did not request the preference or is not certified as a small business
The bidder's signature on the Request for Small Business Preference or Non—Small Business Preference
form certifies that the bidder is certified as a small business at the date and time of bid or has submitted a
complete application to the Department of General Services. The complete application and any required
substantiating documentation must be received by the Department of General Services by 5:00 p.m. on
the bid opening date.
The Department of General Services determines whether a bidder was certified on the bid opening date.
The Department of Transportation confirms the bidder's status as a small business before applying the
small business preference.
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The small business preference is a reduction for bid comparison in the total bid submitted by the small
business contractor by the lesser of the following amounts:
1. 5 percent of the verified total bid of the low bidder
2. $50,000
If the Department determines that a certified small business bidder is the low bidder after the application
of the small business preference, the Department does not consider a request for non—small business
preference.
2-1.18C Non—Small Business Subcontractor Preference
The Department allows a bidder not certified as a small business by the Department of General Services,
Office of Small Business and DVBE Services, a preference if:
1. Bidder submitted a completed Request for Small Business Preference or Non—Small Business
Preference form with its bid
2. Certified Small Business Listing for the Non—Small Business Preference form shows that you are
subcontracting at least 25 percent to certified small businesses
Each listed subcontractor and supplier must be certified as a small business at the date and time of bid or
must have submitted a complete application to the Department of General Services. The complete
application and any required substantiating documentation must be received by the Department of
General Services by 5:00 p.m. on the bid opening date.
The non—small business subcontractor preference is a reduction for bid comparison in the total bid
submitted by the non—small business contractor requesting the preference by the lesser of the following
amounts:
1. 5 percent of the verified total bid of the low bidder
2. $50,000
2-1.19-2-1.26 RESERVED
2-1.27 CALIFORNIA COMPANIES
Section 2-1.27 applies to a non-federal-aid contract.
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Under Pub Cont Code § 6107, the Department gives preference to a "California company," as defined, for
bid comparison purposes over a nonresident contractor from any state that gives or requires a preference
to be given to contractors from that state on its public entity construction contracts.
Complete a California Company Preference form.
The California company reciprocal preference amount is equal to the preference amount applied by the
state of the nonresident contractor with the lowest responsive bid unless the California company is
eligible for a small business preference or a non—small business subcontractor preference, in which case
the preference amount is the greater of the two, but not both.
If the low bidder is not a California company and a California company's bid with reciprocal preference is
equal to or less than the lowest bid, the Department awards the contract to the California company on the
basis of its total bid.
2-1.28 RESERVED
2-1.29 OPT OUT OF PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS
You may opt out of the payment adjustments for price index fluctuations specified in section 9-1.07. To
opt out, submit a completed Opt Out of Payment Adjustments for Price Index Fluctuations form under
section 2-1.33.
2-1.30-2-1.32 RESERVED
06-06-14
2-1.33 BID DOCUMENT COMPLETION AND SUBMITTAL
Complete forms in the Bid book.
For a paper bid, submit your bid:
1. Under sealed cover
2. Marked as a bid
3. Identifying the contract number and the bid opening date
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For an electronic bid, complete and submit the Bid book under the Electronic Bidding Guide at the
Bidders' Exchange website.
Submit the forms and form information at the times shown in the following table:
Bid Form Submittal Schedule
Contract Forms to be submitted at Forms to be Forms to be Forms to be
type the time of bid submitted no later submitted no submitted no later
than 24 hours after later than 4 than 4 p.m. on the
bid openings p.m. on the 4th business day
2nd business after bid openings
day after bid
openings
All • Bid to the Department • Bid item nos. and
contracts of Transportation percentage of bid
• Business name and item subcontracted
location and description on the Subcontractor
of portion of List'
subcontracted work on
the Subcontractor List
• Opt Out of Payment
Adjustments for Price
Index Fluctuations°
Non- • California contractor • Certified • Certified DVBE
federal-aid license number on the Small Summaryd
contracts Subcontractor List Business
only • California Company Listing for the
Preference -- Non—Small
• Request for Small Business
Business Preference or Preference°
Non—Small Business
Preference°
Federal- • Small Business Status • Caltrans Bidder-
aid DBE- Commitmente
contracts -- -- • Good Faith Efforts
only Documentation -
DBEf
aThe forms and information may be submitted at the time of bid.
'If the information is not submitted at the time of bid, fax it to (916)227-6282. This after-bid submittal
does not apply to an informal-bid contract. For an informal bid contract, submit the completed form at
the time of bid.
°Applicable only if the preference or option is chosen.
dNot applicable to an informal-bid contract or a project with an estimated cost of more than $5 million.
For an informal bid contract, submit the completed form at the time of bid. For a project with an
estimated cost of more than $5 million, applicable only if you obtain DVBE participation or you are the
apparent low bidder, 2nd low bidder, or 3rd low bidder and you choose to receive the specified
incentive.
elf not submitted at the time of bid, applicable only to the apparent low bidder, 2nd low bidder, and 3rd
low bidder.
(Applicable only if you have not met the DBE goal.
For an electronic bid:
1. Forms to be submitted at the time of bid must be submitted as described in the Electronic Bidding
Guide or faxed to (916)227-6282 before the bid opening date and time.
2. Your authorized digital signature is your confirmation of and agreement to all certifications and
statements contained in the Bid book.
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3. On forms and certifications that you submit through the electronic bidding service, you agree that
each form and certification where a signature is required is deemed as having your signature. On
forms that you submit after bid opening, sign the forms where a signature is required in ink.
Failure to submit the forms and information as specified results in a nonresponsive bid.
If an agent other than the authorized corporation officer or a partnership member signs the bid, file a
Power of Attorney with the Department either before opening bids or with the bid. Otherwise, the bid may
be nonresponsive.
02-21-14
2-1.34 BIDDER'S SECURITY
Submit one of the following forms of bidder's security equal to at least 10 percent of the bid:
1. Cash
2. Cashier's check
3. Certified check
4. Signed bidder's bond by an admitted surety insurer
5. For an electronic bid, electronic bidder's bond by an admitted surety insurer submitted using an
electronic registry service approved by the Department.
Submit cash, cashier's check, certified check, or bidder's bond to the Department at the Bidders
Exchange before the bid opening time.
Submit electronic bidder's bond with the electronic bid.
If using a bidder's bond, you may use the form in the Bid book. If you do not use the form in the Bid book,
use a form containing the same information.
2-1.35-2-1.39 RESERVED
2-1.40 BID WITHDRAWAL
For a paper bid:
1. An authorized agent may withdraw a bid before the bid opening date and time by submitting a written
bid withdrawal request at the location where the bid was submitted. Withdrawing a bid does not
prevent you from submitting a new bid.
2. After the bid opening time, you cannot withdraw a bid.
For an electronic bid:
1. Bids are not filed with the Department until the date and time of bid opening.
2. A bidder may withdraw or revise a bid after it has been submitted to the electronic bidding service if
this is done before the bid opening date and time.
2-1.41-2-1.42 RESERVED
2-1.43 BID OPENING
The Department publicly opens and reads bids at the time and place shown on the Notice to Bidders.
2-1.44-2-1.45 RESERVED
2-1.46 DEPARTMENT'S DECISION ON BID
The Department's decision on the bid amount is final.
The Department may reject:
1. All bids
2. A nonresponsive bid
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2-1.47 BID RELIEF
The Department may grant bid relief under Pub Cont Code § 5100 et seq. Submit any request for bid
relief to the Office Engineer. The Relief of Bid Request form is available at the Department's website.
2-1.48 RESERVED
2-1.49 SUBMITTAL FAILURE HISTORY
The Department considers a bidder's past failure to submit documents required after bid opening in
determining a bidder's responsibility.
2-1.50 BID RIGGING
Section 2-1.50 applies to a federal-aid contract.
The U.S. Department of Transportation (DOT) provides a toll-free hotline to report bid rigging activities.
Use the hotline to report bid rigging, bidder collusion, and other fraudulent activities. The hotline number
is (800)424-9071. The service is available 24 hours 7 days a week and is confidential and anonymous..
The hotline is part of the DOT's effort to identify and investigate highway construction contract fraud and
abuse and is operated under the direction of the DOT Inspector General.
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3 CONTRACT AWARD AND EXECUTION
02-21-14
Replace section 3-1.02 with:
02-21-14
3-1.02 CONSIDERATION OF BIDS
3-1.02A General
For a lump sum based bid, the Department compares bids based on the total price.
For a unit price based bid, the Department compares bids based on the sum of the item totals.
For a cost plus time based bid, the Department compares bids based on the sum of the item totals and
the total bid for time.
3-1.02B Tied Bids
The Department breaks a tied bid with a coin toss except:
1. If a small business bidder and a non—small business bidder request preferences and the reductions
result in a tied bid, the Department awards the contract to the small business bidder.
2. If a DVBE small business bidder and a non-DVBE small business bidder request preferences and the
reduction results in a tied bid, the Department awards the contract to the DVBE small business
bidder.
Add to the end of section 3-1.04:
10-19-12
You may request to extend the award period by faxing a request to (916)227-6282 before 4:00 p.m. on
the last day of the award period. If you do not make this request, after the specified award period:
1. Your bid becomes invalid
2. You are not eligible for the award of the contract
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
131
Replace the paragraph in section 3-1.11 with:
10-19-12
Complete and deliver to the Office Engineer a Payee Data Record when requested by the Department.
Replace section 3-1.13 with:
07-27-12
3-1.13 FORM FHWA-1273
For a federal-aid contract, form FHWA-1273 is included with the Contract form in the documents sent to
the successful bidder for execution. Comply with its provisions. Interpret the training and promotion
section as specified in section 7-1.11A.
Add to item 1 in the list in the 2nd paragraph of section 3-1.18:
07-27-12
including the attached form FHWA-1273
10-19-12
Delete item 4 of the 2nd paragraph of section 3-1.18.
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5 CONTROL OF WORK
05-30-14
Add between "million" and ", professionally" in the 3rd paragraph of section 5-1.09A:
10-19-12
and 100 or more working days
Add to the list in the 4th paragraph of section 5-1.09A:
10-19-12
9. Considering discussing with and involving all stakeholders in evaluating potential VECPs
Add to the end of item 1.1 in the list in the 7th paragraph of section 5-1.09A:
10-19-12
including VECPs
Replace the 1st paragraph of section 5-1.09C with:
10-19-12
For a contract with a total bid over$10 million and 100 or more working days, training in partnering skills
development is required.
10-19-12
Delete the 2nd paragraph of section 5-1.09C.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Replace "at least 2 representatives" in the 5th paragraph of section 5-1.09C with:
10-19-12
field supervisory personnel
Replace the 1st and 2nd sentences in the 7th paragraph of section 5-1.13B(1)with:
06-20-12
If a DBE is decertified before completing its work, the DBE must notify you in writing of the decertification
date. If a business becomes a certified DBE before completing its work, the business must notify you in
writing of the certification date.
Replace "90" in the last sentence of the 7th paragraph of section 5-1.13B(1)with:
06-20-12
30
Replace "Underutilized" in "Underutilized Disadvantaged Business Enterprises" in the heading of
section 5-1.13B(2)with:
06-20-12
Performance of
06-20-12
Delete U in UDBE at each occurrence in section 5-1.13B(2).
Replace the 3rd paragraph of section 5-1.13B(2)with:
06-20-12
Do not terminate or substitute a listed DBE for convenience and perform the work with your own forces or
obtain materials from other sources without authorization from the Department.
Replace item 6 in the list in the 4th paragraph of section 5-1.13B(2)with:
06-20-12
6. Listed DBE is ineligible to work on the project because of suspension or debarment.
Add to the list in the 4th paragraph of section 5-1.13B(2):
06-20-12
8. Listed DBE voluntarily withdraws with written notice from the Contract.
9. Listed DBE is ineligible to receive credit for the type of work required.
10. Listed DBE owner dies or becomes disabled resulting in the inability to perform the work on the
Contract.
11. Department determines other documented good cause.
Add between the 4th and 5th paragraphs of section 5-1.13B(2):
07-20-12
Notify the original DBE of your intent to use other forces or material sources and provide the reasons.
Provide the DBE with 5 days to respond to your notice and advise you and the Department of the reasons
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
133
why the use of other forces or sources of materials should not occur. Your request to use other forces or
material sources must include:
1. 1 or more of the reasons listed in the preceding paragraph
2. Notices from you to the DBE regarding the request
3. Notices from the DBE to you regarding the request
Add between "terminated"and ", you" in the 5th paragraph of section 5-1.13B(2):
07-20-12
or substituted
Replace the paragraphs of section 5-1.13C with:
11-15-13
Section 5-1.13C applies to a non-federal-aid contract.
Use each DVBE as shown on the Certified DVBE Summary form unless you receive authorization from
the Department for a substitution. The substitute must be another DVBE unless DVBEs are not available,
in which case, you must substitute with a small business. Any authorization for a substitute is contingent
upon the Department of General Services' approval of the substitute.
The requirement that DVBEs be certified by the bid opening date does not apply to DVBE substitutions
after Contract award.
The Department authorizes substitutions for any of the reasons provided in 2 CA Code of Regs §
1896.73.
Include in your substitution request:
1. Copy of the written notice issued to the DVBE with proof of delivery
2. Copy of the DVBE's response to the notice
3. Name and certification number of the listed DVBE and the proposed substitute
Requests for substitutions of a listed DVBE with a small business must include documentation of the
unavailability of DVBEs, including:
1. Contact with the small business/DVBE advocate from the Department and the Department of
Veterans Affairs
2. Search results from the Department of General Services'website of available DVBEs
3. Communication with a DVBE community organization nearest the job site, if applicable
4. Documented communication with the DVBE and small businesses describing the work to be
performed, the percentage of the total bid, the corresponding dollar amount, and the responses to the
communication
The Department forwards your substitution request to the Department of General Services. The
Department of General Services issues a notice of approval or denial. The Department provides you this
notice.
If you fail to use a listed DVBE without an authorized substitution request, the Department issues a
penalty of up to 10 percent of the dollar amount of the work of the listed DVBE.
Maintain records of subcontracts made with DVBEs. Include in the records:
1. Name and business address of each business
2. Total amount paid to each business
For the purpose of determining compliance with Pub Cont Code § 10115 et seq.:
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1. Upon work completion, complete and submit Final Report- Utilization of Disabled Veteran Business
Enterprises (DVBE) State Funded Projects Only form.
2. Upon reasonable notice and during normal business hours, permit access to its premises for the
purposes of:
2.1. Interviewing employees.
2.2. Inspecting and copying books, records, accounts and other material that may be relevant to a
matter under investigation.
Replace "Reserved" in section 5-1.20C with:
10-19-12
If the Contract includes an agreement with a railroad company, the Department makes the provisions of
the agreement available in the Information Handout in the document titled "Railroad Relations and
Insurance Requirements." Comply with the requirements in the document.
Replace section 5-1.20E with:
05-30-14
5-1.20E Water Meter Charges
Section 5-1.20E applies if a bid item for water meter charges is shown on the Bid Item List. The charges
are specified in a special provision for section 5-1.20E.
The local water authority will install the water meters.
The charges by the local water authority include:
1. Furnishing and installing each water meter
2. Connecting to the local water authority's main water line, including any required hot tap or tee
3. Furnishing and installing an extension pipe from the main water line to the water meter
4. Sterilizing the extension pipe
Make arrangements and pay the charges for the installation of the water meters.
If a charge is changed at the time of installation, the Department adjusts the lump sum price based on the
difference between the specified charges and the changed charges.
Replace section 5-1.20F with:
05-30-14
5-1.20F Irrigation Water Service Charges
Reserved
Add between the 2nd and 3rd paragraphs of section 5-1.23A:
10-19-12
Submit action and informational submittals to the Engineer.
Add between the 5th and 6th paragraphs of section 5-1.23B(1):
07-19-13
For a revised submittal, allow the same number of days for review as for the original submittal.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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07-19-13
Delete the 1st sentence in the 10th paragraph of section 5-1.236(2).
Add to the list in the 1st paragraph of section 5-1.36A:
07-19-13
10. Survey monuments
Add to section 5-1.36C:
07-20-12
If the Contract does not include an agreement with a railroad company, do not allow personnel or
equipment on railroad property.
Prevent material, equipment, and debris from falling onto railroad property.
Add to section 5-1.36:
07-19-13
5-1.36E Survey Monuments
Protect survey monuments on and off the highway. Upon discovery of a survey monument not identified
and located immediately:
1. Stop work near the monument
2. Notify the Engineer
Do not resume work near the monument until authorized.
Add between the 1 stand 2nd paragraphs of section 5-1.37A:
10-19-12
Do not remove any padlock used to secure a portion of the work until the Engineer is present to replace it.
Notify the Engineer at least 3 days before removing the lock.
Replace the 1st sentence of the 1st paragraph of section 5-1.39C(2)with:
10-19-12
Section 5-1.39C(2)applies if a plant establishment period of 3 years or more is shown on the Notice to
Bidders.
Replace "working days" in the 1st paragraph of section 5-1.43E(1)(a)with:
10-19-12
original working days
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6 CONTROL OF MATERIALS
07-19-13
Replace section 6-2.05C with:
04-19-13
6-2.05C Steel and Iron Materials
Steel and iron materials must be melted and manufactured in the United States except:
1. Foreign pig iron and processed, pelletized, and reduced iron ore may be used in the domestic
production of the steel and iron materials
2. If the total combined cost of the materials does not exceed the greater of 0.1 percent of the total bid
or$2,500, materials produced outside the United States may be used if authorized
Furnish steel and iron materials to be incorporated into the work with certificates of compliance and
certified mill test reports. Mill test reports must indicate where the steel and iron were melted and
manufactured.
All melting and manufacturing processes for these materials, including an application of a coating, must
occur in the United States. Coating includes all processes that protect or enhance the value of the
material to which the coating is applied.
Replace "Precast concrete members specified section 11-2" in the table in section 6-3.056 with:
07-19-13
Precast concrete members specified as tier 1 or tier 2 in section 90-4.01 D(1)
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7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC
05-30-14
Replace "$50" in the 1st sentence in the 6th paragraph of section 7-1.02K(2)with:
07-19-13
$200
Replace "$25" in the 2nd sentence in the 13th paragraph of section 7-1.02K(3)with:
07-19-13
$100
05-30-14
Delete "water or" in the 9th paragraph of section 7-1.03.
Replace "20 days" in the 14th paragraph of section 7-1.04 with:
09-16-11
25 days
Replace "90 days" in the 14th paragraph of section 7-1.04 with:
09-16-11
125 days
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Add between the 18th and 19th paragraphs of section 7-1.04:
09-16-11
Temporary facilities that could be a hazard to public safety if improperly designed must comply with
design requirements described in the Contract for those facilities or, if none are described, with standard
design criteria or codes appropriate for the facility involved. Submit shop drawings and design
calculations for the temporary facilities and show the standard design criteria or codes used. Shop
drawings and supplemental calculations must be sealed and signed by an engineer who is registered as
a civil engineer in the State.
Replace the 2nd paragraph of section 7-1.11A with:
07-27-12
A copy of form FHWA-1273 is included in section 7-1.11 B. The training and promotion section of section
II refers to training provisions as if they were included in the special provisions. The Department specifies
the provisions in section 7-1.11 D of the Standard Specifications. If a number of trainees or apprentices is
required, the Department shows the number on the Notice to Bidders. Interpret each FHWA-1273 clause
shown in the following table as having the same meaning as the corresponding Department clause:
FHWA-1273 Nondiscrimination Clauses
FHWA-1273T FHWA-1273 clause Department clause
section _F
Training and In the event a special provision for training is provided If section 7-1.11 D applies,
Promotion under this contract, this subparagraph will be section 7-1.11 D supersedes this
superseded as indicated in the special provision. subparagraph.
Records and If on-the-job training is being required by special If the Contract requires on-the-
Reports provision, the contractor will be required to collect and job training, collect and report
report training data. training data.
Replace the form in section 7-1.11 B with:
07-20-12
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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FHWA-1273-- Revised May 1,2012
REQU$RED CONTRACT PROVISIONS
FEDERAL-AID CONSTRUCTION CONTRACTS
I. General 3, A breach of any of the s0pullations contained in these
ii. Nondiscrimination Required Contract Provisions imay be sufficient grounds for
111. Nonsegregated Facilities withholding of progress payments,withholding of final
IV. Davis-Bacon and Related Act Provisions payment,termination of the contract,suspension Idebarment
V, Contract Work Hlouirs and Safety Standards Act or any other action detemnined to be appropriate by the
Provisions contracting agency and FHWA.
VI. Subletting or Assigniingthe Contract
VII, Safety.Accident Prevention 4, Selection,of(Labor During the performance of this contract,
Vill, False Statements,Concerning Highway Projects the contractor shall not use convict labor for any purpose
IX. limplernentation of Clean Air Act and Federal Water within the limits of a construction project on a Federal-aid
PollufionControl Act highway unless it is labor performed by convicts who are on
X Complmnce with Governmentwide Suspension and parole,supervised release,or probation. The term Federal aid
Debarment Requirements highway does not include roadways functionally classified as
X11, Certification Regarding Use of Contract Funds for local roads or rural minor collectors.
Lobbying
ATTACHMENTS Ill. NONIDISCRIMINATIOIN
A. Employment and Materials Preference for Appalachian The provisions of this section related to 213 CFR Part 2310 are
Development Highway System or Appalachian Local Access applicable to all Federal-aid construction contracts and to all
Road Contracts(included)in Appalachian contracts only) related construction subcontracts of$10,000 or more. The
provisions of 23 CFR Part 230 are not applicable to material
supply,engineering,or architectural service contracts,
I. GENERAL
Ini addition,the contractor and all subcontractors must comply
1. Form FHWA-1273 must be physically incorporated in each with,the following policies, Executilve Order 1124113,41 CFR 601,
construction contract funded:under Title 23(excliuding 29 CFR 1625-1627,Title 23 USC Section 1410,the
emergency contracts solely intended for debris removal), The Rehabilitation Act of 1973,as amended(29 USC 794),Title Vil
contractor(or subcontractor)must iinsert this forma in each of the Civil Rights Act of 1964,as amendedl,and related
subcontract and further require its inclusion in all1l lower tier regulations including 49 CFR Parts 211,26 and 27�and 23 CFR
subcontracts,(excluding purchase orders, ren:tall agreements Parts 200,230,and)633
and other agreements for supplies or services).
The contractor and all1l subcontractors must comply withthe
The applicable requilrements of Form FH WA-1273 are requiremients,of the,Equal Opportunity Clause in 41 CFR'60-
incorporated by reference for work done under any purchase 1,4(b)and,for all construction contracts exceeding$10,0010.
order,rental agreement or agreement for other services. The the Standard:Federal Equal Employment Opportunity
prime contractor shall be responsible for compliance by any Construction Contract Specifications in 41 CFR 60-4.3.
subcontractor,lower-tier subcontractor or service provider,
Note::The US, Department of Laboir has exclusive authority to
Form FH414FA-1 273 must be included in all Federal-aid design- determine compliance with Executive Order 11246 and!the
build contracts,in all subcontracts and in lower tier policies of the Secretary of Labor including 41 CFR 601, and 29
subcontracts(excluding subcontracts for desigin,services. CFR 1625-1627. The contracting agency and the FHWA have
purchase orders,rental agreements and other agreements for the authority and the responsibility to ensure compliance with
supplies or services). The design-builder shall The responsible Title 23 USC Section 140,the Rehabilitation Act of 1973,as
for compliance by any subcontractor,lower-tier subcontractor amended(29 USC 794),and Title VI of the CivJ Rights Act of
or service provider. 1964,as amended, and related regulations including 49 CFR
Parts 21,26 and 27, and 23 CFR Parts 2001,230,and 633
Contractingi agencies may reference Form FHVVA-1 273 in bid
proposal or request for proposal documents,however,the The following provision is adopted-from 23 CFR 2'301,Appendix
Form FHWA-1 273 must be physicalily incorporated(not A,with appropriate revisions to conform to the U.S.
referenced)in all contracts,subcontracts and lower-tiier Department of Labor(US DOL),and FHVVA requirements,
subcointracts,(excludiingi purchase-orders, rental agreements
and other agreements for supplies or services related'to a 1. Equal Emptoyment Opportunity: Equal employment
construction contract), opportunity(IEIEO)requirements not to diiscriii-ninate and to take
affirmative action to assure equal opportunity as set forth
2. Subject to the applicablity criteria notedl in the following under laws, executive orders,rules,regulations(2,8 CFR 35,
sections these contract provisions shall appily to all work 29 CIFR 1630, 29 CFR 1625-1627,41 CFR 60,and 49 CFR 27)
performed on the contract by the contractor's own organization aind orders of the Secretary of Labor as modified by the
and with the assistance of workers under the contractor's piroosions prescribed herein, and imposed pursuant to 23
immediate superintendence and to all work performed on the U.S.C. 1140 shall constitute the EEO and specific affirmative
contract by plecework,station work,or by subcontract, action standards for the contractor's project activities under
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
139
this contract.The provisions of the Americans with Diisabmlifles 4. Recruitment:When advertising for employees,the
Act of 1990(42 U.S-C- 12101 et seg.) set forth under 28 Ci contractor wlil include in all)adveritsements for employees the
35 and 29 CIFIR 11630 are incorporated by reference!in this noi"'An Equal Opportunity Employer-" All siuch
contract. In the execution of thiis contract,the contractor advedIsements will be pla cod in publications having a large
agrees,to comply with the following rinlimmurn specific circulabon among miniortfies and women in the area from,
requirement actirvides of EEO whIch the project work force would normally be derived,
a The contractor will work with the contracting agency and a The contractor vAll,untesspreciludied by a valid
the Federal Government to ensure that it has made every bargaining agreement,conduct systematic and direct
good faith effort to provide equal opportunity with respect to all recruitment through public and private employee referrall
of its,terms and conditions of employment and in their review sources likely to yield qualified rininiorifies and women. To
of activities under the contract. meet this requirement,the contractor will identify sources of
potential minority group employees,and establish vvith such
b. The contractor will accept as,its operating policy the identified sources procedures,whereby minority and women
following statement: applicants may Ibe referred to the contractor for employment
consideration.
lit iis the policy of this Company to assure that applicants
are employed,and that employees are treated during b. In the event the contractor has a valid bargaining
employment,without regard to their race,rellgiJorm,sex,collor, agreement providing for exclusive hiinng hall referrals,the
national origin:,age or disability. Such action shall inc'lin'e: contractor is,expected to observe the pircmsiJons of that
employment,upgrading,demotion,or transfer„recruitment or agreement to the extent Chat the system meets the contractor's
recruitment advertising,layoff or tern-mmmation, rates of pay or cornpiliance with EEO contract provisions.. Where
other forms of compensation and selection for training, implementation of such an,agreement has the effect of
including,apprenticeship,pre-apprenticeship,andVor on-the- discriminating against minorities or women,or obligates the
job training, contractor to do the same,such implementation violates
Federal niondiiscriminafion provisions,
2. EEO Officer:The contractor will designate and make
known to the contracting officers an EEO Officer who will have c. The contractor will encourage its present employees to
the responsibility for and must be capabile of effectively refer miniorifies and women as applicants for employment-
admintsteriing and promoting an active EEO,program,and who Information and procedures with regard to referring such
must be assigned adequate aluthoriity and responsibillty to do applicants wIt be discussed with employees,
so,
5. Personnel Actions:Wages,working conditions,and
3. Dissemination of PollcyAll members of the contractor"s employee benefits shall be established and administered,and
staff who are authorized to hlre,supervise, promote, and personnel actions of every type,including hiii-ing, upgrading,
discharge employees,or who recommend such action,or who promotion,transfer,demotion,layoff,and termination,shall be
are substantially involved in such action,will be made fully taken without regard to race,color,religion,sex,national
cognizant of,andwill implement,the contractor's EEO policy origin,age or disability. The foli procedures shall'be
and contractual responsibilities to provide EEO In each grade foll1lowed:
and classification of employment. To ensure that the above
agreement will be met,the following actions will be taken as a a. The contractor will conduct periodic inspections of project
minimum: sites to iinsure that working conditions and employee fadlities
do not indicate discriminatory treatment of project site
a. Periodic meetings of supervisory and personnel office personnel.
employees will be conducted before the start of work and then
not less often than-,once every six months,at which time the b,. The contractor will periodically evaluate the spread of
contractor's EEO policy and Its implementation will be wages paid within each c1lassffication to determine any
reviewed and explained. The meetings will be conducted by evidence of discriminatory wage practices.
the EEO Officer,
c. The contractor will perladically review selected personnel
b- All new supervisory or personnel office employees will'be actions In,depth to determitne whether there iis,evidence of
given a thorough indoctrination by the EEO Officer,coveting discrimination. Where evidence is found,the contractor will
all major aspects of the contractor's EEO obligations within promptly,take corrective action Ifthe review"indicates thatthe
thirty days following their reporting for duty with,the contractor. diiscrimiliniation may extend beyond the actions reviewed, such
corrective action shall include alit affected persons.
c. All peirsori who are engaged in direct recruitment for
the project will be instructed by the EEO Officer iin the d. The contractor wwilll promptly investigate all complaints of
contractor's procedures for locating and hitting minonfies and alleged discrimination made to the contractor in connection
women, with its obligations under this contract,will attempt to resolve
such complaints,and will take appropriate corrective action
d- Notices and posters setting forth the contractor's EEO withilin a reasonable fime- if the invesfigation indicates that the
policy wall be placed in areas readfly accessible to employees, diiscriminiation may affect persons other thein the complainant,
apphoants for employment and potential employees, such corrective action shall include such other persons. Upon
completion of each investigation,thie contractor will inform
e. The contractor's EEO policy and the procedures to every complainant of all of their avenues of appeal.
implement such policy will I be brought to the attention of
employees by means of meetings,employee handbooks,or 6. Training amid Promotion:
other appropriate ni
a. The contractor will assist in locating,qualifying,and
increasing the skilis of minorities and women who are
2
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
140
appliicants for employment or current employees. Such efforts withi the requirements for and compily with the Americans with
shotilld be airned at developing fuH journey level status Disabildies Act and all rules and regulations established there
employees in the type oftrade or job classification involved. under. Employers must 1provlde reasonable accommodation in,
all employment activities unless to do so would cause an
b. Consistent with the contractor's work force requirements undue hardship.
and as permissiblie under Federal and State regulations,the
contractor shall make ffulll use of training programs,ke., 9.Selection of Sub contractors, Procurement of Materials
apprenticeship,and on-the-job training programs for the and Leasing of Equipment:The contractor shall not
geographical area of contract performance, In the event a discriminate on the grounds of race„color,religion,,sex,
special provision for training is provided under this contract, national origin,age or disability in the selection and retention
this subparagraph will be superseded as indicated in the of subcontractors,including procurement of miateiriials and
special proviisioni. The contracting agency may reserve leases ofequiipment. The contractor shall take all necessary
training positions for persons who receive welfare assistance and reasonable steps to ensure nondiscrimination in the
in accordance with 23 UI,S,C. 140(a). administration ofthis contract,
c. The contractor will advise employees anid applicants for a. The contractor shall inotify all potential subcontractors and
employment of available training programs and!entrance suppliers and lessors of their EIEO obligations under this
requirements for each. contract,
d The,contractorvAlt periodically review the trainingi and bThe contractor mill use good faith efforts to ensure
promotion potential of employees who are minorities and subcontractor compliance with thieiir EE0 obligabons.
women and will encourage eligible employees to apply for
such training and,promotion.
110. Assurance Required by 49,CFR 26.13'(b):
T. Unions: If the contractor relies Inr whole or in part upon
unions as a source of employees,the contractor will use good a. The reqluiremients of 49 CFR Part 26 and the State
faith efforts to obtain the cooperation of such unions to DOT's U.S. DOT-approved DBE program are incorporated by
increase opportunities for minorities and women, Actions by reference,
the contractor,either direcHy or through a contractor's,
asso6ation acting as agent, will include the procedures set b. The contractor or subcontractor shall not discriminate on
forth beloN: the basis of race,color,national!origin,or sex in the
performance of this contract. The contractor shall carry out
a The contractor will,use good faith efforts to develop,,in applicable requirements of 49 CFR Part 26 in the award and
cooperation with the unions,joint training programs aimed administration of DOT-assisted contracts- Failure by the
toward qualifying Irmore minorities and women for membership contractor to carry out these requirements is a material breach,
in the unions and Increasing the skills of minorities and women of this contract,which may result in the termination of this
so that they may qualify for higher paying employment- contract or such,other remedy as,the contracting agency
deems appropriate.
b- The contractor vAIII use good faith efforts to incorporate an
EE0 clause into each union agreement to the end that such, 11. Records and Reports: The contractor shialil keep such
union will be contractually bound to refer applicants without records as necessary to document compliance with the EEO
regard to their race,color,religion,"x,national origin,age or requirements, Such records shall be retained for a period of
disability, three years following the date ofthe final payment to the
contractor for all contract work and shall be available at
c. The contractor is to obtain Information as to the referral reasonable times and places for inspection by autilhorizedi
practices and policies of the labor union except that to the representatives of the contracting agency and the FHWA
extent such information is within the exclusive possession of
the labor union and suchi labor union refuses to furnishi such a. The records kept by the contractor shall document the
Information to the contractor,the contractor shall so certify to following,
the contracting agency and shall set forth,what efforts,have
been made to obtain such Information. ft The number and work hours of minority and non-
minority group members and women employed in each work
d- In the event the union us unable to provide thecontractor classification on the project:
with a reasonable flow of referrals within the time Imit set forth
in the collective bargaining agreement,the contractor will, (2)The progress and efforts being made in cooperation
through independent recruitment efforts,fill the employment with unions,when applicable,to increase emptoyment
vacancies without regard to race,color,religion, sex,national opportunities for minorities and women;,and
origin, age or disability;making full efforts to obtain qualliffied
andlor quallifiabie minorities and women. The failure of a union (3)The progress and efforts being made in locating,hiring,
to provide sufficient referrals(even though it is obligated to training,qualifying, and upgrading minorities and women,
provide exclusive referrals under the terms of a collective
bargaining agreement)does not relieve the contractor from the b. The contractors and:subcontractors will subirnit an annual
requirements ofthus paragraph. In the event the umon referral report to the contracting agency each July,for the duration of
practice prevents the contractor from meeting the obligations the project,indicating the number of minority,women,and
pursuant to Executive Order 11246,as amended, and these non-minority group employees currently engaged in each work
special provisions,such contractor shall immediately notify the classification required by the contract work. This information is
contracting agency. to be reported on Form FHWA-113911. The staffing data should
represent the project work force on board in all or any part of
R. Reasonable Accommodation for Applicants) the last payroll period preceding the end of July- Ifori-the-job
Employees with Disabilities: The contractor Must be familiar training is being required by special provision,the contractor
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will be required to collect and report training data. The of paragraph I d,of this section,,also, regular contributions
employment data should reflect the work force on board during made or costs incurred for more then a weekly period(but not
all or any part of the last payroll period preceding the end of less often than quarterly)under plans,funds,or programs
.Duly. which cover the particular weekly period, are deemed to be
constructively made or incurred during such weekly period.
Suclhi laborers and mechanics shall be paid the appropriate
111.NONSEGREGATED,FACILITIES wage rate and fringe benefits on the wage determination for
the classification of work actually performed,without regard to
This provision is applIcable to all Federal-aid construction skill,except as provided in'29 CFR 5.5(a)(4). Laborers or
contracts and to all related construction subcontracts of mechanics performing work in more than one cliassification
10,f 010 of amore,. r"nay The compensated at the rate specified for each
classification for the firne actually worked therein: Provided,
The contractor must ensure that facilities provided for That the employer's payroll records accurately set forth the
employees are provided in such a manner that segregation on time spent in each classification in which work is performed,
the basis of race, color,relliglon,sex,or national origin cannot The wage determination(including any addlhonal classification
result. The contractor may neither require such,segregated and wage rates c onform ed under I arag rap th I.b. of this
s
use by written or oral policies nor tolerate such use by section)arid!the Davis-Bacon poster(WH—132 1)shall be
employee custom. The contractors obligation extends further posted at all times by the contractor end its subcontractors at
to ensure that its employees are not assigned to perform their the site of the work Inca prominent and accessible place where
services at any location,under the contractor's control, where it can be,easily seen by the workers.
the facilibes are segregated, The term"'facilities""includes
waiting rooms, work areas,restaurants and other eating areas, bJ1)The contracting officer shall reqluire that any class of
time clocks, restrooms,washrooms,locker rooms,,and other laborers or mechanics,including helpers,which is not listed lin
storage or dressing areas,parking lots, drinking fountains, the wage determination and which is to be employed under the
recreation or entertainment areas,transportation,and housing
provided for employees, The contractor shall provide separate contract shall The classified In conformance with the wage
or siri restrooms and necessary dressing or sleeping determination.The contracting officer shall approve an
areas to assure privacy between sexes, additional classification and wage rate and fringe benefits
therefore only when,the following criteria.have been met:
IV. D,AVIS-BACON AND RELATED ACT PROVISIONS (l)The work to be performed by the classrficaflon
requested is not performed by a classification in the wage
This section is applicable to ai Federal-aid construction determination:and
projects exceeding$2,000 and to all related subcontracts and
loweir-tier subcontracts(regardless of subcontract size). The (ii),The classification is utilized in the area by the
requirements apply to all Iprollects located!within the nght-of- construction industry;and
way of a roadwa y th at is fu n rtiion a 11 Ily cl as sifir ed as Federal,-aid
highway. This excludes roadways functionally classified as
local roads or rural minor collectors,which are exempt. (Vii,)The proposed wage rate,including any bona fide
Contractingi agencies may elect to apply these requirements to fringe benefits,bears a reasonable relationship to the
other projects- wage rates contained in the wage determiination.
'The,idlowing provisions are from the U.S. Department of (2)If the contractor and the laborers and mechanics to be
Labor regulations in 29 CFR 5.5"Contract provisions and employed in the classification (if known),or their
related matters"with minor revisions to conform to the FlHWA- representatives, and the contracting officer agree on the
1273 format and FHWA program requirements. ciassification and wage rate(including the amount
designated for fringe benefils,where appropriate),,a report of
the action taken shall be sent lby the co-ntractingi officeir to the
1. Minimum wages Administrator ofthe Wage and Hour Dvision, Employment
Standards Administration, U.S. Department of Labor,
a, All laborers and mechanics employed or working upon Washington, DC 21,0210. The Administrator,or an authorized
the site of the work,will))be paid unconditionally and not less representative,will approve,modify,or disapprove every
often than once a week,and without subsequent deduction or additional classification action within 30 days of receipt and
rebate on any account(except such payroll)deductions as are so advise the contracting officer or will notify the contracting
permitted by regulations Issued by the Secretary of Labor officer wiftin,the 30-day period that addutional time is
under the Copeland Act 129 CFR part 3)),the fuill amount of necessary,
wages and bona fide fringe benefits(or cash equivalents
thereof)due at time of pa)flnent computed at rates not less (3)In the event the contractor,the laborers or mechanics
than those contained in the wage determination of the to be employed in the classification or their representatives,
Secretary of Labor which is attached hereto and made a part and the contracting officer do not agree on the proposed
hereof,regardless of any contractual relationship which may classification and wage rate(including the amount
be alleged to exist between the contractor and such laborers designated for fringe benefits,where appropriate),the
and mechanics, contracting officer shall refer the questions, including the
views of all interested parties and the recommendation ofthe
Contributions made or costs reasonably anticipated for bona contracting officer,to the Wage and Hour Administrator for
fide fringe benefits under section I(II of the Davis-Bacon determiInation.The Wage and Hour Administrator, or an
Act on behalf of laborers or mechanics are considered wages authorized representative,will issue a determination within
paid to such laborers-or mechanics,subject to the provisions 30 days of receipt and so advise tine contractiingl officer or
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wiJ111 notify the contracting officer wiithiin the 301-day period that Bacon Act,the contractor shall maintain records which show
additional time is necessary, that the commitment to provide such benefits is enforceable,
that the plan,or program is financially responsible, and that the
(4)The wage rate (including fringe benefits where plan or program has been communicated,in writing to the
appropriate)determined pursuant to paragraphs 1j,b,(2) or laborers or mechanics affected:,and records which show the
1 b,1(3,)ofthis section, shall be paid to all workers performing costs anticipated or the actualh
cost incurred in proOding suc
work in the classification under thus contract from the first benefits,Contractors employing apprenfices or trainees under
day on which work is performed in the classification, approved programs shall maintain written evidence ofthe
registration of apprenticeship programs and certification of
trainee programs,the registration of the apprentices and
c.Whenever the minimum wage rate prescribed in the trainees,and the ratios and wage rates prescribed in the
contract for a class,of laborers or mechanics includes a fringe alippilicabte programs.
benefit which,is not expressed as an hourly rate,the contractor
shall either pay the benefit as stated in the wage determination b.(1)The contractor,shall submit weekly for each week iin
or shall pay another bona fide fringe benefit or an hourly cash wNch any contract work is performed a copy of all payrolls to,
equivalent thereof. the contracting agency. The payrolls submitted shall set out
accurately and completely all ofthe information required to be
d, Ifthe contractor does not make payments to a trustee or maintained under 29,CFR 5.5(a)(3)(1), except that full social
other third person,the contractor may consider as part of the security numbers and home addresses shall not be iinelluded
wages of any taborer or mechanic the amount of any costs ons weekly transmittals Instead,the payrolls shall only need to
reasonably anticipated iin providing bona fide fringe benefits include an indirviduWly identifying number for each employee
under a pian or program,Provided,That the Secretary of e,g, ,the last four digits of the employee®s social security
Labor has found,upon:the written request of the contractor, number).The required weekly payroll information may be
that the appilicable standards of the iDavis-Bacon Act have submitted in any form desired.Optional Forma WIHI-347'iis
been met-The Secretary of Labor imay require the contractor available for this purpose from the Wage and Hour Division
to set aside in a separate account assets for the meeting of Web site at http,-/Avww,dod,gov/esa/wlhid/formisJ,vh347instr,htmi
obligations under the plan or program, or its successor site,The prime contractor!s responsible for
the submission of'copies of payrolls by all subcontractors..
2, Withholding Contractors and subcontractors shall maintain the full social
security number and current address of each covered worker,
and shall provide them upon request to the contracfing agency
Thie,contracting agency shall upon its,own,action or upon for transmission to the State DOT,the FHWA or the Wage and
written request of an authorized representative ofthe Hour Division ofthe Department of Labor for purposes of an
Department of Lab�or,withhold or cause to be wi�th�heldl from investigation or audit of compliance with prevalliting wage
the contractor under this contract,or any other Federal requirements It is not a violation of thus section for a prime
contract with the same prime contractor,or any other federally- contractor to require a subcontractor to provide addresses and
assisted contract subject to Daviis-113acon prevailing wage social security numbers to the prime contractor for its own
requirements,which is held by the same prime contractor, so records,without weekly submission to the contraching agency
much of the accrued payments or advances as may be
considered necessary to pay laborers and mechanics, (2)Each payroll submitted shall The accompanied by a
including apprentices,trainees,and helpers,employed by the 'Statement of Compliance,"signed by the contractor or
contractor or any subcontractor the full amount of wages subcontractor or his or her agent who pays or supervises the
required bythe contract. tntlhieevent offaiiluretopay any payment of the persons employed under the contract and shall
laborer ormechanic,including any apprentice,trainee, or certify the foRovAng,
helper,employed or working ori the site of the work,all or part
of the wages recluked by the contract,the contracting agency
may,after written notice to the contractor,take such action as (i)That the payroll for the payroll period contains line
may be necessary to cause the suspension,of any fuirth er information required to be provided under§5,5(a)(3)(ij)of
payment, advance,or guarantee of funds unfil such violations Regulations,2'91 CFR part 5,the appropriate information iis
have ceased, being maintained sunder§5.5,(a)(3)(i)of Regulations,'29
CFR part 5,and that such information is correct and
3. Payrolls ands basic records complete,-,
a- Payrolls and basic records relating theretoshalt be (ii),That each laborer or mechanic(inclucirrigi each
helper,apprentice,and trainee)employed on the contract
maintained by the contractor during the course ofthe work and during the payroll period has been paid the full)weekly
preserved for a period of three years thereafter for all laborers wages earned,without rebate,either directly or indirectly,
and mechanics working at the site of the work, Such records and that no deductions have been,made either directly or
shall contain the name,address,and social security number of indirectly from the full,wages earned,other than
each,such worker, his,or her correct classification, hourly rates permissible deductions as set forth in Regulations,29,CIFIR
of wages paid(including rates of contributions or costs part 3-1
anticipated for bona fide fringe benefits or cash equivalents
thereof of the types described iin section 1(b)(2)(B)ofthe
Davis-Baron Act)i,daily and weekly number of hours worked, (iiii)That each,laborer or imechanic has been paid not
deductions made and actual wages paid.Whenever the less than the applilicalplie wage rates and fringe benefits or
Secretary of Labor has found under 29 CFR 5.5(a)(1)Ov)that cash equivatents for the classification of work performed,
thewages of any laborer or mechanic include the amount of as specified iin the applicable wage determination
any costs reasonably anticipated.In providing benefits,under a incorporated into the contract,
plan or program described in section 1(b)(2)(B)of the Davis-
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(3)The weekly submission of a properly executed rate specified in the appliicable wage determination,
certification set forth on the reverse side of Optional Form Apprentices shall)be Ipaid fringe benefits in accordence with
VVH-347 shall satisfy the requirement for subinnission of the the pro+�iis,ions of the apprenticeship program. If the
'Statement of Compliance"required by(paragraph 3 b.(2)of apprenticeship program does not,specify fringe benefits,
this section. apprentices must be paid the full amount of fringe benefits
listed on the wage determination for the applicable
classification. If the Administrator determines that a different
(4)The falsificabon of any of the above certifications may practice prevails for the applicable apprentice classification,
subject the contractor or subcontractor to caval or cne 11: fringes shall be paid in accordance with that determiination.
prosecution under'section 1001 of title IS and section 231 Of
title 31 of the United States Code.
In the event the Office of Apprenticeship Training,Employer
c, The contractor or subcontractor shall make the records anid Labor Services,or a State Apprenticeship Agency
recognized by the Office,withdraws approval of.ain,
required under paragraph 3,a, of thus section available for apprenticeship program,the contractor will no longer be
inspection, copying, ortranscription by authorized permitted to utilize apprentices at less than the applicablerepresentatives of the contracting agency,the State 007,the
FH A,, or the Department ofIl-abor,and shall permit such predetermined rate for the work performed until an acceptable
program is approved-
representatives to interview employees during working hours,
on the job. If the contractor or subcontractor fails to submit the
required records or to make them available,the FHWA may, bTrainees(programs of the USD01L)-
after written notice to the contractor,the contracting agency or
the State DOT,take such action as maybe necessary to Except as provided in 29 CFIR 5-16,trainees will not be
cause the suspension of any further payment, advance, or
guaraintee of funds. Furthermore,failure to submit the required permitted to work at less than the predetermined rate for the
records upon request or to make such records available may work performed unless they are employed pursuant to and
be grounds for debarment action pursuant to 29 CFR'5.12� Individually registered in a program which has received,prior
approval,evidenced by formal certification by the U.S.
Department of Labor,Employment and Training
4. Apprentices and trainees Adinniini st ration,
a.Apprentices()programs of thee USIDOIL). The ratiio of trainees to journeymen on,thejob site shall not be
greater than permitted under the plan approved bythe
Apprentices will be permitted to work at less than the Employment and Training Admimstraltion_
predetermined rate for the work they performed when they are
employed pursuant to and individually registered in a bona fide Every trainee must be paiid at not less than the rate specified
apprenticeship program registered with the U.S. Department of in the approved program for the trainee's level of progress,
Labor,Employment and Training Administration, Office of expressed as a percentage of ithe jIouirneyman hourly rate
Apprenticeship Training,Employer and Labor Services, or with specified in the applicable wage determination Trainees shall
a State Apprenticeship Agency recognized by the Office,or iif a be paid fringe benefits iin accordance with the provisions of the
person is employed in,his or her fust 90 days of probationary trainee program.If trainee prograim does not mentioni
employment as an apprentice in such an apprenticeship fringe benefits,trainees shall be paid the full amount of-fringe
program,who is not individually registered In the program, but benefits listed!on the wage determination unless the
who has been certified by the Office of Apprenticeship Administrator of the Wage and Hour Division determines,thief.
Training, Employer and Labor Serviices or a State there is an apprenticeship program associated with the
Apprenticeship Agency(where appropriate)to be eligible for corresponding journeyman wage rate on th a wagie
probationary employment as an apprentice. determination which provides for less than full fringe,benefits
for apprentices,Any employee listed on the payroll at a trainee
The allowable rafic,of apprentices to journeymen on the job rate who is not registered and participating lin a training plan
site in any craft classification shalt not be greater thain the ratio approved by the Employment and TraiiningAdmiiniiistration shall
permitted to the contractor as to the entire work force under be paid not less than the applicable wage rate on the wage
determination for the classification of work actually performed,
th a registered program.Any worker lusted on a payroll at an lin,addition,any trainee performing work on the job site in,
apprentice wage rate,who is not registered of otherwise excess of the ratio permitted under thie registered program
employed as stated above,slitiall be paid not less than the shall be paid not less than the applicable wage rate on the
applicable wage rate on the wage determinehoni for the wage determination for the work actually performed,
classificaflon of work actually performed. In addition,any
apprentice pert ming work on the job site in excess of the
ratio permitted under the registered program shall be paid not lin,the event the Employment and Training Administration
(less than the applicable wage rate on the wage determination withdraws approval of a training program,the contractor will no
for this work actually performed.Where a contractor Is longer be permitted to utilize trainees at less than the
performing construction on a project in a locality other than applicable predeteTIMined;irate for the work performed until an,
that in which its program is registered,the ratios and wage acceptable program is approved
rates(expressed in percentages of the journeyman's hourly
rate)specified in the contractor's or subcontractor's registered
program shall be observed. c. Equal employment opportunity.The utili of
apprentices,trainees,and journeymen,under this part shiall be
In conformity with the equal employment opportunity
Every apprentice,must Ibe paiid at not less than the rate requirements of Executive Order 11246,as amended,and 29
specified in the registered program for the apprentice's level of CFIR part 30-
progress,expressed as a percentage of the journeymen hourly
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d, Apprentices and Trainees(programs ofthe U.S, DOT),
Apprentices and trainees working under apprenticeship and V. CONTRACT WORK HOURS AND SAFETY
skill training programs which have been certified by the STANDARDS ACT
Secretary of Transportation as promoting i EIEO in connection
with) Feclerall-aid hIghway construction programs are not The following clauses apply to any Federal-aid construction
subject to the requirements of paragraph 4 of this Section IV. contract in an amounit in excess of$1010,0010 and subject to the
The straight time hourly wage rates for apprenticesand overtime provisions of the Contract,Work Hoursand Safety
trainees under such progirams'willl be established by the Standards Act,These clauses shall be Inserted in addition to
particular programs.The ratio of apprentices and traiinees to the dauses irequirect by 29,CFI 5,5(a)or 29 CFR'4,6, As
Journeymen shat not be greater than permitted by the terms of used in this paragraph,the terms laborers and mechanics
the particular program- include watchmen and guards-
5. Compliance Min Copeland Act requirements. The 1.Overtime requirements. No contractor or subcontractor
contractor shalll comply with the requirements of 29 CFR part contracting for any part ofthe contract work which may require
3,which are incorporated by reference in:this contract, or involve the employment of laborers or mectri shall
require or permit any such laborer or mechanic in aniy
6. Subcontracts, The contractor or subcontractor shall insert workweek in,which he or she is employed on -such work to
Form F HWA-11 273 in any subcontracts and also require the work in excess of forty hours in such workyweek endless such
laborer or mechanic receives compensation at a rate not less
subcontractors to linclude Form FHIWA-1273 in any lower tier than one and one-half times the basic rate of pay for all hours
subcontracts.The prime contractor shall be responsible for the
complliance by any subcontractor or lower tier subcontractor worked in excess of forty hours iiin such workweek.
with all the contract clauses iiin 29 CFR 5.5.
2.Violation;liability for unpaid wages;liquidated
7. Contract terminiatiow debarment. A breach,of the damages, In,the event of any violation of the clause set forth
in paragraph (I.)of thus section,the contractor and any
contract clauses in 29,CIFIR 5,,5 may be grounds for termination subcontractor responsible therefor shall be liable for the
of the contract,and for debarment as a contractor and a unpaid wages, In addifion,such,contractor and subcontractor
subcontractor as provided In 29 CFIR'5..12. shall be liable to the United States(in the case of work done
under contract for the Distinct ofColumbia or a territory,to such
S. Compliance with Diavis-Bacon and Related Act Distract or,to such territory'),for liquidated damages.Such
requirements. All rulings and interpretations of the IDavis- liquidated damages shall be computed with respect to each
Bacon and Related Acts contained in 29 CIFIR parts 11,3,and 5 individual laborer or mechanic„JndlUding watchmen and
are herein iincorporatedl by reference iin this contract, givards, employed in violation of the clause set forth in
paragraph (I.)ofthis section,in the sum of S110 for each,
calendar day on which such individual was required or
9. Disputes concerning labor standards. Disputes arising permitted to work in excess of the standard;workweek of forty
out ofthe labor standards provisions,ofthis contract shall not hours without payment of the overtime wages required by the
be subject to the general disputes clause of this contract.Such clause set forth in paragraph (1 )of this sechon
disputes shall be resolved in accordance with the procedures
of the Department of Labor set forth in 29 CFR parts 5,6,and
7, Disputes within the meaning ofthis cause Include disputes 3.Withholding for unpaid wages and liquidated damages.
between the contractor(or any of its subcontractors):and the The FHWA or the contacting agency shall upon its own action
contracting agency,the ilkS_ Department of Labor,or the or upon written request of an authorized representative of the
employees or their representatives, Departiment of Labor withhold or cause to be withheld,from
ainy moneys,payabile on account of work performed by the
contractor or subcontractor under any such contract or any
10.Certification of eligibility. other Federal contract with the same prime contractor, or any
other federally-assisted contract subject to the Contract Work
a, By entering into this contract,the contractor certifies that Hours,and Safety Standards,Act,which is held by the same
neither it(nor he or she)nor any person or firm who,has an prime contractor,such sums as may be determined to be
interest m thie contractor's firm is a person or firm ineligible to necessary to satisfy any IliabilitIes of such contractor or
be awarded Government contracts by virtue of section 3,(a)of subcontractor for unpaid wages and liquidated damages as
the Dia vis-Bacon Act or 29 CFR'5.1 2(a),(l). provided in the clause set forth In(paragraph(2)of this
section:,
b. No part of this,contract shall be subcontracted to any person
or firm ineligible for award of a Government contract lbyvirtue 4.Subcontracts. The contractor or subcontractor shall !insert
of section 3(a)ofthe Davis-Bacon Act or 29 CFR 5,12(a)(1). In any subcontracts the,clauses set forth in paragraph(11.)
through(4.)ofthis section and also a clause requiring the
subcontractors to inducle these clauses,in any lower tier
c. The penaityfor making false statements is prescribed in the subcontracts. The prime contractor shell be responsible for
U.S, Criminal Code, 18 J,S,C, 10,01. compliance by any subcontractor or lower tiier subcontractor
with the clauses set forth iin,paragraphs,(1.')through (4.)ofthis
section,
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evidenced in writing and that it contains all pertinent provisions
VI. SUBLETTING OR ASSIGNING THE CONTRACT and requirements of the prime contract,
This provision is applicable to all Federal-aid construction 5,The 310%self-performance requirement of paragraph(1)is
contracts on,the Nationat Highway System. not applicable to clesign-build,contracts;however, contracting
agencies may estalbllishi their own self-perfoirmanoe
1. The contractor shall perform with its own organization requirements,
contract work amounting to not less,than 30 percent(or a
greater percentage if specified elsewhere in the contract)of
the total original contract price, excluding any,specialty items Vit, SAFETY*ACCIDENT PREVENTION
designated by the contracting agency. Specialty items may be
performed by subcontract and the amount of any such This 1provision,iis applicable to all Federal-aid construction
specialty items performed may be deducted from the total contracts ands to all related subcontracts.
original contract price before computing the amount of work
required to be performed by the contractor's own organization 1, In the performance of this contract the contractor shall
(23 CFR 635.116). comply with ail applicable Federal,State,and local laws
goveming safety,health, and sanitation(23 CFR 6350, The
a. The term"perform work with its own organization'refers contractor shall provide all)safeguards,safety devices and
to workers employed or leased by the prime contractor,and protective equipment and take any other needed actions as it
equipment owned or rented by the prime contractor,with or determines,or as the contracting officer may determine,to be
without operators. Such term does not include employees or reasonably necessary to protect the life and health of
equipment of a subcontractor or lower tier subcontractor, employees on the job and the safety of the public and to
agents of the prime contractor,or any other assignees. The protect property in connection with the performance of the
term imay include payments for the costs of hiring leased work covered by the contract.
employees from an employee leasing form meeting all relevant
Federal and State regulatory requirements, Leased 2, It is a condition of this contract,and shall be made a
employees may only b�e included in this term if the prime con clition of each subcontract,which the contractor enters into
contractor meets all of the following conditions: pursuant to this contract,that the contractor and any
subcontractor shall not permit any employee,In performance
(1)the prime contractor maintains control over the of the contract,to work in surroundings or under conditions
supervision of the day-to-day activities of the leased which are unsanitary,hazardous or dangerous to Ihliwber
employees; health or safety,as determined under construction safety and
(2)the prime contractor remains responsible for the quality health standards(29 CFR 1926,)promulgated by the Secretary
of the work of the leased employees: of Labor,in accordance with Section 1017 of the Contract Work
(3)the prime contractor retains all power to accept or Hours,and Safety Standards Act(40,Ul.S-C. 3704).
exclude individual employees from work on the project and
(4)the prime contractor remains ultimately responsible for 3. Pursuant to 29 CFR 1926,3,it is a condition of this contract
the payment of predetermined minimum wages,the, that the Secretary of Labor or authorized representative
submission of payrolls,statements of compliance and all thereof,shall have right of an"to any,site of contract
other Federal regulatory requirements. performance to inspect or investigate the matter of compliance
with the construction safety and health standards and to carry
lc."Specialty items"shall be construed to be limited to work out the duties of the Secretary under Section 107 of the
that requlres highly specialized knowledge,abillties,,or Contract Work Hours and Safety Standards Act(40
equipment not ordinarily available in the type of contracting U.S.C.3,7014).
organizations qualliflied and expected to bid or propose on the
contract as a whole and m general are to be limited to minor
components of the overall contract, V111. FAILSE STATEMENTS CONCERNING HIGHWAY
PROJECTS
21.The contract amount upon which the requirements set forth
in paragraph(1)of Section VI is computed includes the cost of This provision is applicable to all Federal-ald construction
material and manufactured piroducts,which are to be contracts,anidl to all related subcontracts.
purchased or produced by the contractor under the contract
provisions. In order to assure high quality and durable construction in
conformity with approved plans and specifications and a high
3. The contractor shall furnish(a)a competent superintendent degree of relialbflity on statements and representations made
or supervisor who is employed by the firm,has full authority to by engineers, contractors,suppliers,and workers on Federal-
direct performance of the work in accordance with the contract aid highway projects,it is essential that all persons concerned
requirements,and is in charge of all construction operations with the project perform their functions as carefully, thoroughly,
(regardless of'who performs the work)and(b)such other of its and honestly as possible. Willful falsification, distortion„or
own organizational resources(superAs[on,management,and misrepresentabon with respect to any facts related to the
engineering senAces)as the contracting officer determines is project is a mollation,of Federal ilaw- To prevent any
necessary to assure the performance of the contract. misunderstanding regarding the seriousness ofthese and
similar acts, Form FHWA-10122 shall be posted on each
4. No Iportioni of the contract shall be sublet,assigned or Federal)-aide highway prqIect(23 CFR,635)in one or more
otherwise disposed of except with the written consent of the places where it is readily available to all persons concerned
contracting officer,or authorized representative, and such with the project:
consent when given shall not be construed to relieve the
contractor of any responsibility for the fulfillment of the
contract. Written consent will The given only after the 18 U.S.C. 1020 reads as follows°
contracting agency has assured that each subcontract is
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'Whoever,being an officer,agent,or employee ofthe United covered transaction. The prospective first tier participant shall
States,or of any State or Territory,or whoever',Whether a submit an explanation of why 0 cannot provide the certification
person,association,firm,or corporation,Iknowiinglly makes any set out Ibellow. The certification or explanation will be
false statement,false representation,or false report as to the considered in connechon with the department or agency's
character,qluality,quantity,or cost of the material used or to determination whether to enter into this transaction. However,
be used,or the quarifity or quality of the work performed or to failure of the prospectirve first tier participant to furnish a
be performed,or,the cost thereof in connection:with the certification or an explanation shall disqualify such a person
submission of plans, maps,specifications,contracts, or costs from participation in this transaction
of construction on any highway or related project submitted for
approval to the Secretary of Transpo�rlatiion; or c. The certification iin this clause is a material representation
of fact upon which relliance was placed whelni the contracting
Whoever knowingly makes any false statement,false agency determined to enter into this transaction. If is later
representation,false report or false claim with respect to the determined that the prospective participant knowingly rendered
character,quality,quantity,or cost of any work performed or to an erroneous certification,in addIltion to other remedies
be performed,or materials furnished or to be furnished, in available to the Federal Government,the contracting agency
connection with the construction of any highway or related may terminate this transaction for cause of default.
project approved by the Secretary of Transportation,or
d. The prospective first tier participant she III provide
Whoever knowingly makes any false statement or false immediate wflitten notice to thie contracting agency to whom
representation as to material fact in any statement,certificate, this proposal is submitted if any time the prospective fist tier
or report submitted pursuant to provisions of the Federal-aid particilpant lea ms that its certification was erroneous when
Roads Act approved July 1, 1916,(39 Stat. 355),as amended submitted or has become erroneous by reason of chan gied
and supplemented; circurnstences.
Shall be fined under thistitle or imprisoned not more than 5 e. The terms "covered transaction,"'"'debarred,"'
years or both," "suspended,"'"ineligible,' "participant,""person," "principal,"
avid"voluntairHy excluded,"as used in this clause,are defined
in 2 CFR Parts 180 and 12001, "First Tier Covered
IX. IMPLEMENTATION OF CLEAN AIR ACT AND FEDERAL Transactions"refers to any covered transaction between a
WATER POLLUTION(CONTROL ACT grantee or subgrantee of Federal funds and a participant(such
as the prime or general contract). "Lower Ther Covered
This provision is applIcabile to all Federal-aid construction Transactions'refers to any covered transaction under a First
contracts and to @III related subcontracts, Tier Covered Transaction(such,as subcontracts). "First Tier
Participant"refers tothe participant who has entered into a
By submission of this bid/proposal or the execution off this covered transaction wrath a grantee or subgrantee of Federal
contract, or subcontract, as appropriate,the bidider,proposer, funds(such as the prime or general contractor). "Lower Tier
Federal-aid construction contractor,or sulibcontractor, as Participant"refers any participant who has entered into a
appropriate,will be deemed to have stipulated as follicyws7 covered transaction with a First Tier Participant or other Lower
Tier Participants(such as subcontractors and suppliers).
I-That any person whop is or will be utilized in the
performance of this contract is not Iprohiblted from receiving an f.The prospective first tier partiapant agrees by submitting
award due to,a violation of Section 5,018 of the Clean Water Act this proposal that, should the proposed covered trainsat3ion be
or Section 306 of the Clean Air Act, entered into,it shall not knowingly enter into any lower tier
2.That the contractor agrees to include or cause to be covered transaction with a person who iis debarred,
included the requirements of paragraph (11)of this Section X in suspended,declared)ineligible, or volluntarilly excluded from
every subcontract,and further agrees to take such action as partidpation iin this covered transaction,unless aluthonzed by
the contracting agency may direct as a means of enforcing the department or agency entering into this transaction,
such requirements.
g. The prospective first tier participant further agrees by
submitting this proposal that it will include the clause titled
X. CERTIFICA71ON REGARDING,DEBARMENT, 'Certification Regarding Debarment,Suspension,ineligibility
SUSPEN,qION,IINELIGIBILITY AND VOLUNTARY and Voluntary Excliusion-Lower Tier Covered Transactions"
EXCLUSION provided by the department or contracting agency,entering
into this covered transaction,without mocIffication,in all lower
This proosion is applicable to all Federal-aid construction tier covered transactions and in all solicitations for lower tier
contracts,design-build contracts,subcontracts,loweir-tier covered transactions exceeding the$25,0010 threshold.
subcontracts,purchase orders, lease agreements,consultant
contracts or any other covered transaction requiring FHWA h,A participant in a covered transaction may rely upon a
approval or that is esfirriabad to cost$2'5,01010,or more- as cerfification of a prospective participant in a lower tier covered
defined in 2 CFR Parts 180 and 1200, transaction that is not debarred, suspended,Ineligible, or
voluntarily excluded from the covered transaction,unless it
knows that the certificahoin,is erroneous. A participant is,
responsible for ensuring that its principals are not suspended,
1.Instructions for Certification-First Tier Participants: debarred,or otherwise ineligible to participate in covered
transactions. To verify the eligibility of its principals,as well as
a. By signing and suibmiltfingi this proposal,the prospective the eligibility of any lower tier prospective participants, each
first tier participant its provlding the certification set out below- participant may,but is not required to,check the Excluded
Parties List System websilte which is
b. The inability of a person to provide the cerfific-ahon set out compiled by the General Services Administration.
below will not necessarily result in denial of participation in this
9
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
147
i, Nothing contairied in the foregoing shall be construed to t1hiis transaction originated may pursue available remedies,
require the establishment of a systern of records in order to including suspension ainWor debarment.
render in,good faith the certification required by this cliause.
The knowledge and information of the prospective participant c The prospective lower tier participant shall provide
is not required to exceed that which is normally possessed by immiediate,written notice to the person to whiich,tHs proposal is
a prudent person iin the ordinary course of business dealings, submitted if at any tirne the prospective lower tier participant
learns that its certification was erroneous by reason,of
Except for transactions authorized under paragraph,(f)of changed circumstances-
these
ircumstancesthese instructions,if a participant in a covered transaction
knowingly enters into a lower tier coveredl transaction with a d. The terms"covered transaction,""debarred,"
person who is suspenched,debarred,inieligible, or voluntarily "suspended,""ineligiblle,""participant,""person,"'°prjnciipal,"
exc[ulded from participation in,this transaction,in addlition to and"voluntarfly excluded,""as used in this clause,are defined
other remedies avaRabIle to the Federal Government,the in 2 CF1RParts 180 and 12001. You may contact the person to
department of agency may terminate thi s transaction for cause which this proposal is submitted for assistance in obtaining a
or default, copy of those regulations, "First Tier Covered Transactions"
refers to aniy covered transaction between a grantee or
.... subgrantee of Federal funds and a participaint (suchi as the
prime or general contract), "Lower Tier Covered Transachons,"
2. Certification Regarding Debarment,Suspenslon, refers to any covered trainisarti�on under a First Tier Covered
Ineligibility and Voluntary Exclusion—IFlirst Mer Transaction (such as subcoi "First Tier Participant"
Participants: refers to the participant who has,entered into a covered
transaction wiith a grantee or subgrantee,of Federal funds
a, The prospective first tier participant redifies to the best of (such as the prime or general contractor), "Lower Tier
its,knowledge and)belief,that it and its principalis: Participant"refers any participaint who has entered into a
covered transaction with a First Tier Participant or other Lower
(1) Are not presently debarred, suspended,proposed for Tier Participants(such as subcontractors and suppiliers),
debarment,declared ineligible,of voluntarity excluded)from
participating in covered transactions by any Federal a. The prospective lower tier participant agrees by
department or agency submitting thiis proposal that,should the proposed covered
transaction be entered into, it shall not knowingly enter into
(2) lHave not within a three-year period preceding this any lower her covered trainisactiion with a person who is
proposal been convicted of or had a civil judgment rendered debarred,suspended,declared iineligiible,or volunitarky
against them for commission of fraud or a criminal offense in excluded from participation in this covered transaction,unless
connection with obtaining,attempting to obtain, or performing authorized by the department or agency with which this
a.public(Federal),State or(local)transaction or contract under transaction,oinginated..
a public trainisaction;violefion of Federal o�r State antitrust
statutes or commission of embezzl1ement,theft, forgery, f.The prospective lower tier participant further agrees by
bribery,falsification or destruction of records, making false submitting this proposal that it will include this clause titled
statements,or receiving stolen property, "Certification Regarding Debarment,Suspension,Ineligibility
and Voluntary Exclusion-11-ower Tier Covered Transaction,"
(3) Are not presently indicted for or otherwise criminally or without modification, in all lower tier covered transactions,and
civilly oharged by a governmental einfity((Federal,State or in all solicitations for lower tier covered transactions exceeding
local)with commission of any of the offenses enumerated in the$25,0100 thres4old.
paragraph(a)(2)of thus certification,and
g.A participant in a covered transaction may rely upon a
(4) IHave not within a three-year period preceding;this certification of a prospective participant in a lower tiler covered
applimation/proposal had one or more public transactions transaction that is not debarred, suspended,iineligiible, or
(Federal,State or local))terminated for cauise or default. voluntarily excluded from the coveredi,transaction, unless,it
knows that the cedificatron is erroneouis.A iparti,cipant is
b- Where the prospective participant is unable to certify to responsible for ensuring that its principals are not suspended,
any of the statements in this cerfificatilon,such prospective debarred,or otherwise ineligible to participate in covered
participant shalt attach ain explanation to this proposal). transactions, To verify the eligii1bility of iits principals, as well as
the eligibility of any lower tiier prospective participants,each
2'.Instructions for Certification-Lower Tier Part liciparrits: participant may,but is not required to,check the ExCiUded
Parties List System website(hjtpJ/www&1215.g2v),wh:iich is
(Applicable to all subcontracts,purchase orders and'other compiled by the General Services Administration.
lower tier transactions requiring prior FHWA approval or
estimated to cost 525,0100 or more-2 CIFIR Paris 1801 and h. Nothing contained in the foregoing shaill be construed to
1200), require establishment of a system of records iin order to render
in good faith thiecertificabon required by this clause,The
a. IB,y signing and submitting this proposall,the prospective knowledge and information of participant is not required to
loweir tier is providing the certification set out below. exceed that which is,normally possessed by a prudent person
in the ordinary course of business dealings.
b. The certification iin this clause is a material representation
of fact upon which reliance was placed when this transaction i,Except for transactions authorized under paragraph a of
was entered into. IIf it is later determined that the prospective these instructions,if a participant in a covered transaction
lloweir tier participant knowingly rendered an erroneous knowingly enters into a lower tier covered transaction with a
certification,in addition to other remerties available to the person who is suspended,debiarred, ineligiible, or voluniterilly
Federal Government,the department,or agency with which excluded from participation in this transaction,in addition to
other remedies available to the Federal Government,the
10
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
148
department or agency With which this transaction originated
may pursue available remedies,Including suspension and/or
debarment.
Certification Regarding Debarment,Suspension,
Ineligibility and Voluntary Exclusion—Lower Tier
Participants:
1,The prosi lower tier participant certifies,by
submission of thiis proposal,that neiithier it nor its principals is
presently debarred,suspended,proposed for diebarment,
declared ineligible,or voluntarily excluded from participating in
covered transactions by any Federal department or agency,
2.Where the prospective lower tier participant is unable to
certify to any of the statements in this certification,such
prospective partircipanit shall attach an explanation to this
Proposal,
XI. CER*11`11FICATION REGARDING USE OF CONTRACT
FUNDS FOR LOBBYING
This provision is applicable to all Federal-aid construction
contracts and to all related subcontracts which exceed
$100,00101(49 CFR 201):-
I The prospective participant certifies,Iby signing and
submitting this bods or proposall,to the best of his or her
knowltedge and belief,that'-
a. No Federal appropriated fUndis have been,paid or will be
paid, by or on behalf of the undersigned,to any person for
influencing or atterni to influence aro officer or employee of
any Federal ageincy, a Member of,Congress, an officer or
employee of Congress,or an ernpiloyee of a Member of
Congress in connection with the awarding of any Federal
contract,the making ofany Federal grant,the making ofany
Federal loan,the entering into of any cooperative agreement,
an d the extension,continuation,renewal, amendment,or
modification of any Federal contract,grant,loan,or
cooperative agreement.
lb, Iifanyfunds other then Federal appropriated funds have
been paid or will be paid to any person for influencing or
attempting to influence an officer or employee of any Federal
agency,a Member of Congress,an officer or employee of
Congress, or an employee of a Member of Congress in
connection with this Federal contract,grant,loan,or
cooperative agreement,the undersigned shall complete and
submit Standard Form-LLL,"Disclosure Form to Report
Lobbying,'"in accordance with its instructions-
2.This certification is a material representabon of fact upon
which TeliJance was placed when this transaction was made or,
entered into. Submission of this certification is a prerequisite
for making or entering into this transa chon imposed by 31
U.S.C. 1352. Any person who faills to file the requ!red
certification shall be subiiect to a civil penalty of not Iles than
$101,000,ands not more than$1010,000 for each such failure,
3.The prospective parficiipanit also agrees by submitting its
bid or proposal that the participant shall require that the
lianiguiage of this certification be included in all lower fier
subcontracts,which exceed$1010,0100 and that all such
recipients shall certify and disclose accordingly.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
149
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
8 PROSECUTION AND PROGRESS
10-19-12
Replace "working days" in the 1st paragraph of section 8-1.026(1)with:
10-19-12
original working days
Replace "working days" at each occurrence in the 1st paragraph of section 8-1.02C(1)with:
10-19-12
original working days
04-20-12
Delete the 4th paragraph of section 8-1.02C(1).
Replace "Contract" in the 9th paragraph of section 8-1.02C(1)with:
10-19-12
work
Replace the 1st paragraph of section 8-1.02C(3)(a)with:
04-20-12
Submit a description of your proposed schedule software for authorization.
04-20-12
Delete the last paragraph of section 8-1.02C(3)(a).
Replace section 8-1.02C(3)(b)with:
10-19-12
8-1.02C(3)(b) Reserved
04-20-12
Delete the 3rd paragraph of section 8-1.02C(5).
Replace "Contract" in the last paragraph of section 8-1.02C(5)with:
10-19-12
original
Replace "working days" in the 1st paragraph of section 8-1.021)(1)with:
10-19-12
original working days
Replace "8-1.02D(1)" in the 2nd paragraph of section 8-1.021)(1)with:
01-20-12
8-1.02C(1)
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
150
Replace "Contract" in the 3rd paragraph of section 8-1.021)(2)with:
10-19-12
work
Replace "Contract" in item 9 in the list in the 4th paragraph of section 8-1.021)(4)with:
10-19-12
work
Replace "Contract completion" in the 4th paragraph of section 8-1.021)(6)with:
10-19-12
work completion
Replace "Contract working days" in the 4th paragraph of section 8-1.021)(6)with:
10-19-12
original working days
04-20-12
Delete items 1.3 and 1.4 in the list in the 1st paragraph of section 8-1.021)(10).
Replace the last paragraph of section 8-1.046 with:
10-19-12
The Department does not adjust time for starting before receiving notice of Contract approval.
Replace the 1st paragraph of section 8-1.05 with:
10-19-12
Contract time starts on the last day specified to start job site activities in section 8-1.04 or on the day you
start job site activities, whichever occurs first.
Replace the 2nd paragraph of section 8-1.05 with:
10-19-12
Complete the work within the Contract time.
10-19-12
Delete "unless the Contract is suspended for reasons unrelated to your performance" in the 4th
paragraph of section 8-1.05.
Replace the headings and paragraphs in section 8-1.06 with:
10-19-12
The Engineer may suspend work wholly or in part due to conditions unsuitable for work progress. Provide
for public safety and a smooth and unobstructed passageway through the work zone during the
suspension as specified under sections 7-1.03 and 7-1.04. Providing the passageway is force account
work. The Department makes a time adjustment for the suspension due to a critical delay.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
151
The Engineer may suspend work wholly or in part due to your failure to (1)fulfill the Engineer's orders, (2)
fulfill a Contract part, or(3) perform weather-dependent work when conditions are favorable so that
weather-related unsuitable conditions are avoided or do not occur. The Department may provide for a
smooth and unobstructed passageway through the work during the suspension and deduct the cost from
payments. The Department does not make a time adjustment for the suspension.
Upon the Engineer's order of suspension, suspend work immediately. Resume work when ordered.
Replace the 1st sentence in the 1st paragraph of section 8-1.078 with:
10-19-12
For a critical delay, the Department may make a time adjustment.
Add to the end of section 8-1.07C:
10-19-12
The Department does not make a payment adjustment for overhead incurred during non—working days
that extend the Contract into an additional construction season.
Replace the 1st paragraph of section 8-1.07C with:
10-19-12
For an excusable delay that affects your costs, the Department may make a payment adjustment.
Replace "8-1.088 and 8-1.08C" in the 1st paragraph of section 8-1.10A with:
08-05-11
8-1.10B and 8-1.10C
Replace section 8-1.10D with:
10-19-12
8-1.10D Reserved
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
9 PAYMENT
11-15-13
Add to the list in the 1st paragraph of section 9-1.03:
07-19-13
3. Any royalties and costs arising from patents, trademarks, and copyrights involved in the work
Replace item 1 in the 3rd paragraph of section 9-1.03 with:
01-18-13
1. Full compensation for all work involved in each bid item shown on the Bid Item List by the unit of
measure shown for that bid item
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
152
Replace "in" in the 3rd paragraph of section 9-1.04A with:
10-19-12
for
Add to the end of section 9-1.04A:
10-19-12
For nonsubcontracted work paid by force account for a contract with a TRO bid item, the markups are
those shown in the following table instead of those specified in sections 9-1.048—D:
Cost Percent markup
Labor 30
Materials 10
Equipment rental 10
04-20-12
Delete ", Huntington Beach," in the 3rd paragraph of section 9-1.07A.
Replace the formula in section 9-1.07B(2)with:
04-20-12
Qh = HMATT x Xa
Replace "weight of dry aggregate" in the definition of the variable Xa in section 9-1.07B(2)with:
04-20-12
total weight of HMA
Replace the formula in section 9-1.07B(3)with:
04-20-12
Qrh= RHMATT x 0.80 x Xarb
Replace "weight of dry aggregate" in the definition of the variable Xarb in section 9-1.07B(3)with:
04-20-12
total weight of rubberized HMA
Replace the heading of section 9-1.07B(4)with:
04-20-12
Hot Mix Asphalt with Modified Asphalt Binder
Add between "in"and "modified" in the introductory clause of section 9-1.07B(4):
04-20-12
HMA with
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
153
Replace the formula in section 9-1.07B(4)with:
04-20-12
Qmh = MHMATT x[(100 -Xam)/ 100] x Xmab
Replace "weight of dry aggregate" in the definition of the variable Xmab in section 9-1.07B(4)with:
04-20-12
total weight of HMA
Replace the formula in section 9-1.07B(5)with:
04-20-12
Qrap = HMA TT x Xaa
Replace "weight of dry aggregate" in the definitions of the variables Xaa and Xta in section 9-
1.076(5)with:
04-20-12
total weight of HMA
Add after the variable definitions in section 9-1.07B(9):
04-20-12
The quantity of extender oil is included in the quantity of asphalt.
Replace the headings and paragraphs in section 9-1.11 with:
10-19-12
9-1.11A General
Section 9-1.11 applies if a bid item for time-related overhead is included in the Contract. If a bid item for
time-related overhead is included, you must exclude the time-related overhead from every other bid item
price.
9-1.1113 Payment Quantity
The TRO quantity does not include the number of working days to complete plant establishment work.
For a contract with a TRO lump sum quantity on the Bid Item List, the Department pays you based on the
following conversions:
1. LS unit of measure is replaced with WDAY
2. Lump sum quantity is replaced with the number of working days bid
3. Lump sum unit price is replaced with the item total divided by the number of working days bid
9-1.11C Payment Inclusions
Payment for the TRO bid item includes payment for time-related field- and home-office overhead for the
time required to complete the work.
The field office overhead includes time-related expenses associated with the normal and recurring
construction activities not directly attributed to the work, including:
1. Salaries, benefits, and equipment costs of:
1.1. Project managers
1.2. General superintendents
1.3. Field office managers
1.4. Field office staff assigned to the project
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
154
2. Rent
3. Utilities
4. Maintenance
5. Security
6. Supplies
7. Office equipment costs for the project's field office
The home-office overhead includes the fixed general and administrative expenses for operating your
business, including:
1. General administration
2. Insurance
3. Personnel and subcontract administration
4. Purchasing
5. Accounting
6. Project engineering and estimating
Payment for the TRO bid item does not include payment for:
1. The home-office overhead expenses specifically related to:
1.1. Your other contracts or other businesses
1.2. Equipment coordination
1.3. Material deliveries
1.4. Consultant and legal fees
2. Non-time-related costs and expenses such as mobilization, licenses, permits, and other charges
incurred once during the Contract
3. Additional overhead involved in incentive/disincentive provisions to satisfy an internal milestone or
multiple calendar requirements
4. Additional overhead involved in performing additional work that is not a controlling activity
5. Overhead costs incurred by your subcontractors of any tier or suppliers
9-1.11D Payment Schedule
For progress payments, the total work completed for the TRO bid item is the number of working days
shown for the pay period on the Weekly Statement of Working Days.
For progress payments, the Department pays a unit price equal to the lesser of the following amounts:
1. Price per working day as bid or as converted under section 9-1.11 B.
2. 20 percent of the total bid divided by the number of original working days
For a contract without plant establishment work, the Department pays you the balance due of the TRO
item total as specified in section 9-1.178.
For a contract with plant establishment work, the Department pays you the balance due of the TRO item
total in the 1 st progress payment after all non—plant establishment work is completed.
9-1.11E Payment Adjustments
The 3rd paragraph of section 9-1.17C does not apply.
The Department does not adjust the unit price for an increase or decrease in the TRO quantity except as
specified in section 9-1.11 E.
Section 9-1.17D(2)(b)does not apply except as specified for the audit report below.
If the TRO bid item quantity exceeds 149 percent of the quantity shown on the Bid Item List or as
converted under section 9-1.11 B, the Engineer may adjust or you may request an adjustment of the unit
price for the excess quantity. For the adjustment, submit an audit report within 60 days of the Engineer's
request. The report must be prepared as specified for an audit report for an overhead claim in section 9-
1.17D(2)(b).
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
155
Within 20 days of the Engineer's request, make your financial records available for an audit by the State
for the purpose of verifying the actual rate of TRO described in your audit. The actual rate of TRO
described is subject to the Engineer's authorization.
The Department pays the authorized actual rate for TRO in excess of 149 percent of the quantity shown
on the Bid Item List or as converted under section 9-1.11 B.
The Department pays for 1/2 the cost of the report; the Contractor pays for the other 1/2. The cost is
determined under section 9-1.05.
Replace the paragraphs of section 9-1.16D with:
07-19-13
9-1.16D(1) General
Section 9-1.16D applies if a bid item for mobilization is shown on the Bid Item List.
Payments for mobilization made under section 9-1.16D are in addition to the partial payments made
under Pub Cont Code § 10261.
Section 9-1.16D(2)applies unless the Contract includes a special provision for section 9-1.16D(1)that
specifies section 9-1.16D(3) applies.
11-15-13
9-1.16D(2) Mobilization for Projects Except for Those Over Water Requiring Marine Access
07-19-13
The Department makes partial payments for mobilization under Pub Cont Code § 10264(a)except the
amount of work completed does not include the amount earned for mobilization. The partial payment
amount is reduced by a prorated amount bid in excess of the maximum allowed under Pub Cont Code §
10264(a)(5).
The Department pays the item total for mobilization in excess of the maximum allowed under Pub Cont
Code § 10264(a)(5) in the 1 st payment after Contract acceptance.
9-1.16D(3) Mobilization for Projects Over Water Requiring Marine Access
The Department makes partial payments for mobilization under Pub Cont Code § 10264(b) except the
amount of work completed does not include the amount earned for mobilization. The partial payment
amount is reduced by a prorated amount bid in excess of the maximum allowed under Pub Cont Code §
10264(b)(6).
The Department pays the item total for mobilization in excess of the maximum allowed under Pub Cont
Code § 10264(b)(6) in the 1 st payment after Contract acceptance.
10-19-12
Delete "revised Contract" in item 1 of the 1st paragraph of section 9-1.16E(2).
Replace "2014" in the 1st paragraph of section 9-1.16F with:
10-19-12
2020
Replace the 2nd paragraph of section 9-1.17C with:
10-19-12
Submit either a written acceptance of the proposed final estimate or a claim statement postmarked or
hand delivered before the 31 st day after receiving the proposed final estimate.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
156
Add between "the"and "final estimate" in the 1 st sentence in the 3rd paragraph of section 9-
1.17C:
10-19-12
proposed
Replace the 1st sentence in the 6th paragraph of section 9-1.171)(2)(b)with:
07-19-13
The CPA's audit must be performed as an examination-level engagement under the attestation
engagements in the Government Auditing Standards published by the Comptroller General of the United
States.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
DIVISION II GENERAL CONSTRUCTION
10 GENERAL
05-30-14
Replace the headings and paragraphs in section 10 with:
04-19-13
10-1 GENERAL
10-1.01 GENERAL
Section 10 includes general specifications for general construction work.
10-1.02 WORK SEQUENCING
Before obliterating any traffic stripes, pavement markings, and pavement markers to be replaced at the
same location, reference the stripes, markings, and markers. Include limits and transitions with control
points to reestablish the new stripes, markings, and markers.
10-1.03 TIME CONSTRAINTS
Reserved
10-1.04 TRAINING AND MEETINGS
Training and meetings are held at times and locations you and the Engineer agree to.
10-1.05-10-1.10 RESERVED
10-2 SUSTAINABLE DESIGN REQUIREMENTS
10-2.01 GENERAL
10-2.01A General
Reserved
10-2.01B-10-2.01H Reserved
10-2.02 CALGREEN TIER 1
10-2.02A-10-2.02H Reserved
10-2.03 LEED
10-2.03A-10-2.03H Reserved
10-3 RESERVED
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157
Replace section 10-4 with:
05-30-14
10-4 WATER USAGE
Section 10-4 includes general specifications for your use of water for construction activities.
The Department encourages you to conserve water in all construction activities.
The Engineer notifies you of any(1)water shortage or(2) mandate from a local water authority to ration
water. Within 10 days of the notification, submit a water conservation plan. The plan must include:
1. List of construction activities that require water
2. Measures you will implement for each activity to conserve water
3. Method for curing concrete other than the water method if included in the work
4. Dust palliative you will use for dust control
Any unavailability of water that delays a controlling activity is a material shortage.
Replace section 10-5 with:
05-30-14
10-5 DUST CONTROL
Section 10-5 includes general specifications for controlling dust resulting from the work.
Prevent and alleviate dust by:
1. Applying a dust palliative under section 18
2. Applying temporary soil stabilization under section 13-5
3. Managing material stockpiles under section 13-4.03C(3)
04-19-13
10-6 JOB SITE WATER CONTROL
10-6.01 GENERAL
Section 10-6 includes specifications for controlling water to provide a dry working area at the job site.
10-6.02 WATER-FILLED COFFERDAM
Reserved
10-6.03-10-6.10 RESERVED
10-7-10-20 RESERVED
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
11 QUALITY CONTROL AND ASSURANCE
07-19-13
Replace section 11-2 with:
07-19-13
11-2 RESERVED
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
158
Replace the table in the 3rd paragraph of section 11-3.01A with:
07-19-13
AWS code Year of adoption
D1.1 2010
D1.3 2008
D1.4 2011
D1.5 2010
D1.6 2007
D1.8 2009
Replace "does" in the definition of"continuous inspection" in section 11-3.01B with:
07-19-13
do
Replace "gross nonconformance"and its definition in section 11-3.016 with:
07-19-13
gross nonconformance: Rejectable indications are present in more than 20 percent of the tested weld
length.
Replace the introductory clause in the 1st paragraph of section 11-3.01 C with:
07-19-13
Replace clause 6.1.3 of AWS D1.1, the 1st paragraph of clause 7.1.2 of AWS D1.4, and clause 6.1.2 of
AWS D1.5 with:
Replace the 3rd paragraph of section 11-3.01 C with:
07-19-13
For each inspection, including fit-up, WPS verification, and final weld inspection, the QC Inspector must
confirm and document compliance with the specifications, AWS welding codes, and any referenced
drawings.
Replace the paragraphs in section 11-3.01D with:
07-19-13
The Engineer has the authority to verify the qualifications or certifications of any welder, QC Inspector, or
NDT personnel to specified levels by retests or other means determined by the Engineer. If welding will
be performed without gas shielding, then qualification must also include welding without gas shielding.
Replace clause 6.14.6.1 of AWS D1.1, clause 7.8 of AWS D1.4, and clause 6.1.3.4 of AWS D1.5 with:
Personnel performing NDT must be qualified and certified under American Society for Nondestructive
Testing (ASNT) Recommended Practice No. SNT-TC-1A and the written practice of the NDT firm.
The written practice of the NDT firm must comply with or exceed the guidelines of the ASNT
Recommended Practice No. SNT-TC-1A. Individuals who perform NDT, review the results, and
prepare the written reports must be one of the following:
1. Certified NDT Level II technicians
2. Level III technicians certified to perform the work of Level II technicians
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
159
Replace the heading and the 1st through 3rd paragraphs of section 11-3.01E with:
07-19-13
11-3.01E Weld Joint Details
If weld joint details proposed for use in the work are not prequalified under clause 3 of AWS D1.1 or figure
2.4 or 2.5 of AWS D1.5, submit the proposed WPS and the intended weld joint locations.
Upon authorization of the proposed joint detail locations and qualification of the proposed joint details,
welders and welding operators using these details must weld an additional qualification test plate using
the WPS variables and the weld joint detail to be used in production. The test plate must:
1. Have the maximum thickness to be used in production and a minimum length of 18 inches.
2. Be mechanically and radiographically tested. Mechanical and radiographic testing and acceptance
criteria must comply with the applicable AWS codes.
If a nonprequalified weld joint configuration is proposed using a combination of WPSs for work welded
under AWS D1.1, you may conduct a single test combining the WPSs to be used in production, if the
essential variables, including weld bead placement, of each process are limited to those established in
table 4.5 of AWS D1.1.
Replace the 1st paragraph of section 11-3.01F with:
07-19-13
Replace paragraph 3 of clause 6.26.3.2 of AWS D1.5 with:
3. If indications that exhibit these planar characteristics are present at scanning sensitivity, or
other evidence exists to suggest the presence of transverse cracks, a more detailed evaluation
of the discontinuity by other means must be performed (e.g., alternate UT techniques, RT,
grinding, or gouging for visual inspection or MT of the excavated areas.). For welds that have
transverse cracks, excavate the full length of the crack plus 2 inches of weld metal on each
side adjacent to the crack and reweld.
Replace "section" in the 2nd paragraph of section 11-3.01F with:
07-19-13
clause
Replace the 1st paragraph of section 11-3.02A with:
07-19-13
Except for stud welding, section 11-3.02 applies to (1)work welded under sections 49, 52, 55, and 75-
1.03E and (2)work in section 99 that must comply with an AWS welding code.
Replace the 4th through 6th paragraphs of section 11-3.02C(2)with:
07-19-13
Submit an amended welding QC plan or an addendum to the welding QC plan for any changes to:
1. WPSs
2. NDT firms
3. QC personnel or procedures
4. NDT personnel or procedures
5. Systems for tracking and identifying welds
6. Welding personnel
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Allow 15 days for the Engineer's review of an amended welding QC plan or an addendum to the welding
QC plan.
Submit 7 copies of each authorized QC plan and any authorized addendums. Make 1 copy available at
each location where work is performed.
Replace the 1st paragraph of section 11-3.02C(3)with:
07-19-13
Submit a welding report within 7 days following the performance of any welding. The welding report must
include:
1. Daily production log for welding for each day that welding is performed
2. Reports of all visual weld inspections and NDT performed, whether specified, additional, or
informational
3. Radiographs and radiographic reports, and other required NDT reports
4. Summary of welding and NDT activities that occurred during the reporting period
5. Reports of each application of heat straightening
6. Summarized log listing the rejected lengths of weld by welder, position, process,joint configuration,
and piece number
7. Documentation that you have:
7.1. Evaluated all radiographs and radiograph reports and NDT and NDT reports
7.2. Corrected all rejectable deficiencies and that all repaired welds have been reexamined using
the required NDT and found acceptable
8. Reports or chart recordings of each application of any stress relieving used
9. Reports and chart recordings for any electroslag welding used
Add between "radiographic"and "envelopes" in the introductory clause in the 3rd paragraph of
section 11-3.02C(3):
07-19-13
film
07-19-13
Delete the 3rd sentence in the 5th paragraph of section 11-3.02C(3).
Replace the introductory clause in the 1st paragraph of section 11-3.02D with:
07-19-13
Clauses 6.1.4.1 and 6.1.4.3 of AWS D1.1, the 2nd paragraph of clause 7.1.2 of AWS D1.4, clauses
6.1.3.1 through 6.1.3.3 of AWS D1.5, and clause 7.2.3 of AWS D1.8 are replaced with:
Replace items 1 and 2 in the list in the 2nd paragraph of section 11-3.02D with:
07-19-13
1. Work is welded at a permanent fabrication or manufacturing plant that is certified under the AISC
Certification Program for Steel Bridge Fabricators, Intermediate Bridges, and Fracture-Critical
Member endorsement if required.
2. Structural steel for building construction work is performed at a permanent fabrication or
manufacturing plant that is certified under the AISC Quality Certification Program, Category STD,
Standard for Steel Building Structures.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
161
07-19-13
Delete the 3rd paragraph of section 11-3.02D.
Replace the 1st sentence in the 4th paragraph of section 11-3.02D with:
07-19-13
Except for the exempt facilities identified above, an authorized independent third party must witness the
qualification tests for welders or welding operators.
Replace the paragraph in section 11-3.02F with:
07-19-13
Welding procedures qualification for work welded under AWS D1.5 must comply with clause 5.12 or
5.12.4 of AWS D1.5 and the following:
1. Unless considered prequalified, qualify fillet welds in each position. Conduct the fillet weld soundness
test using the essential variables of the WPS as established by the PQR.
2. For qualifying joints that do not comply with figures 2.4 and 2.5 of AWS D1.5, conduct the test
complying with figure 5.3 using the welding parameters that were established for the test conducted
complying with figure 5.1.
3. Macroetch tests are required for WPS qualification tests, and acceptance must comply with clause
5.19.3 of AWS D1.5.
4. If a nonstandard weld joint is to be made using a combination of WPSs, you may conduct a test under
figure 5.3, combining the qualified or prequalified WPSs to be used in production, if the essential
variables, including weld bead placement, of each process are limited to those established in table
5.3 of AWS D1.5.
5. Before preparing mechanical test specimens, inspect the PQR welds by visual and radiographic tests.
The backing bar must be 3 inches in width and must remain in place during NDT. Results of the
visual and radiographic tests must comply with clause 6.26.2 of AWS D1.5 excluding clause 6.26.2.2.
All other requirements for clause 5.17 are applicable.
Add to the list in the 3rd paragraph of section 11-3.02G:
07-19-13
3. Repairs not included in the welding QC plan
Replace the 1st sentence of the 4th paragraph of section 11-3.02G with:
07-19-13
Requests to perform 3rd-time excavations, repairs of cracks, or repairs not included in the welding QC
plan must include an engineering evaluation.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
12 TEMPORARY TRAFFIC CONTROL
05-30-14
Replace the 5th paragraph of section 12-3.01A(1)with:
05-30-14
Repair or replace traffic-handling equipment and devices damaged from any cause during the Contract,
including repainting if necessary. The condition of temporary traffic control devices must comply with the
current American Traffic Safety Services Association publication "Quality Guidelines for Temporary Traffic
Control Devices and Features."
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
162
Replace the 1st paragraph of section 12-3.01A(4)with:
10-19-12
Category 2 temporary traffic control devices must be on FHWA's list of acceptable, crashworthy Category
2 hardware for work zones. This list is available on FHWA's Safety Program Web site.
Replace "project" in the 4th paragraph of section 12-3.02C with:
10-19-12
work
Add after"Display" in item 4 in the list in the 2nd paragraph of section 12-3.036:
04-19-13
or Alternating Diamond
Replace "project" in the 3rd paragraph of section 12-3.07C with:
10-19-12
work
Add to section 12-3:
07-19-13
12-3.18 AUTOMATED WORK ZONE INFORMATION SYSTEM
Reserved
12-3.19-12-3.25 RESERVED
Replace the 7th through 9th paragraphs of section 12-4.02A with:
07-19-13
If pedestrian traffic is allowed to pass through construction areas, provide a temporary pedestrian facility
through the construction areas within the highway. Include protective overhead covering as necessary to
ensure protection from falling objects and drippings from overhead structures.
At locations where pedestrian openings through falsework are required, provide a temporary pedestrian
facility with protective overhead covering during all bridge construction activities.
Temporary pedestrian facilities must comply with section 12-7.
If an activity requires a closure of a walkway, another walkway must be made available nearby, off of the
traveled way.
07-19-13
Delete the 12th paragraph of section 12-4.02A.
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163
Replace section 12-4.03 with:
07-19-13
12-4.03 CLOSURE SCHEDULES AND CONDITIONS
12-4.03A General
Submit closure schedule requests and closure schedule amendments using LCS to show the locations
and times of the requested closures.
The Department provides LCS training. Request the LCS training at least 30 days before submitting the
1st lane closure request. The Department provides the training within 15 days after your request. The
training may be web based.
Except for web-based training, the training is held at a time and location you and the Engineer agree to.
For web-based training, the Engineer provides you the website address to access the training.
Within 5 business days after completion of the training, the Department provides LCS accounts and user
identifications to your assigned, trained representatives.
Each representative must maintain a unique password and current user information in the LCS.
12-4.036 Closure Schedules
Every Monday by noon, submit a closure schedule request of planned closures for the next week period.
The next week period is defined as Sunday noon through the following Sunday noon.
Submit a closure schedule request not less than 25 days and not more than 125 days before the
anticipated start of any activity that reduces:
1. Horizontal clearances of traveled ways, including shoulders, to 2 lanes or less due to activities such
as temporary barrier placement and paving
2. Vertical clearances of traveled way, including shoulders, due to activities such as pavement overlays,
overhead sign installation, falsework, or girder erection
Submit closure schedule amendments, including adding additional closures, by noon at least 3 business
days before a planned closure.
Cancel closure requests using LCS at least 48 hours before the start time of the closure.
You will be notified through LCS of unauthorized closures or closures that require coordination with other
parties as a condition for authorization.
The Engineer may reschedule a closure cancelled due to unsuitable weather.
If a closure is not opened to traffic by the specified time, suspend work. No further closures are allowed
until the Engineer has reviewed and authorized a work plan submitted by you that ensures that future
closures will be opened to traffic by the specified time. Allow 2 business days for review of your proposed
work plan. The Department does not compensate you for your losses due to the suspension of work
resulting from the late opening of closures.
Notify the Engineer of delays in your activities caused by:
1. Your closure schedule request being denied although your requested closures are within the
specified time frame allowed for closures. The Department does not compensate you for your losses
due to amendments to the closure schedule that are not authorized.
2. Your authorized closure being denied.
If you are directed to remove a closure before the time designated in the authorized closure schedule,
you will be compensated for the delay.
12-4.03C Contingency Plan
Section 12-4.03C applies if a contingency plan is specified in the special provisions or if a contingency
plan is requested.
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If a contingency plan is requested, submit the contingency plan within 1 business day of the request.
The contingency plan must identify the activities, equipment, processes, and materials that may cause a
delay in the opening of a closure to traffic. The plan must include:
1. List of additional or alternate equipment, materials, or workers necessary to ensure continuing
activities and on-time opening of closures if a problem occurs. If the additional or alternate equipment,
materials, or workers are not on site, specify their location, the method for mobilizing these items, and
the required time to complete mobilization.
2. General time-scaled logic diagram displaying the major activities and sequence of planned
operations. For each activity, identify the critical event when the contingency plan will be activated.
Based on the Engineer's review, additional materials, equipment, workers, or time to complete activities
from that specified in the contingency plan may be required.
Submit revisions to a contingency plan at least 3 business days before starting the activity requiring a
contingency plan. Allow 2 business days for review of the revised contingency plan.
Replace section 12-7 with:
07-19-13
12-7 TEMPORARY PEDESTRIAN FACILITIES
12-7.01 GENERAL
Section 12-7 includes specifications for constructing temporary pedestrian facilities.
Temporary pedestrian facilities must comply with the California MUTCD, Part 6, Chapter 6D, "Pedestrian
and Worker Safety."
Design temporary pedestrian facilities with protective overhead covering to support all imposed loads.
The design load and maximum allowable stresses for temporary pedestrian facilities with protective
overhead covering must comply with section 48-2.01 D(3). The minimum design live load for the
temporary pedestrian facilities with protective overhead covering must be 150 psf for the entire structure.
The minimum width of the temporary pedestrian facilities with protective overhead covering between the
inside face of handrails must be 60 inches. The clear height of the temporary pedestrian facilities with
protective overhead covering measured from the floor surface to the canopy overhead must be at least 8
feet. Provide adequate lighting at all times. Lighting must comply with section 86-6.13.
Submit shop drawings with supporting calculations for temporary pedestrian facilities with protective
overhead covering. Shop drawings and calculations must be signed by an engineer who is registered as
a civil engineer in the State.
12-7.02 MATERIALS
Walkways must be surfaced with HMA, portland cement concrete, or wood. The surface must be skid
resistant and free of irregularities.
Hand railings must be S4S lumber and painted white.
Protective overhead covering of temporary pedestrian facilities must be plywood at least 3/4 inch thick or
wood planking with a nominal thickness of 2 inches minimum.
12-7.03 CONSTRUCTION
Construct hand railings on each side of a temporary pedestrian facility as necessary to protect pedestrian
traffic from hazards due to work activities or adjacent vehicular traffic.
Maintain temporary pedestrian facilities in good condition and keep them clear of obstructions.
12-7.04 PAYMENT
Not Used
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165
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
13 WATER POLLUTION CONTROL
05-30-14
04-19-13
Delete item 3 in the list in the 4th paragraph of section 13-1.01A.
Add to section 13-1.01 A:
11-15-13
Comply with the Department's general permit issued by the State Water Resources Control Board for
Order No. 2012-0011-DWQ, NPDES No. CAS000003, National Pollutant Discharge Elimination System
(NPDES) Permit, Statewide Storm Water Permit and Waste Discharge Requirements (WDRs) for the
State of California, Department of Transportation (Caltrans). The Department's general permit governs
stormwater and nonstormwater discharges from the Department's properties, facilities, and activities. The
Department's general permit may be viewed at the Web site for the State Water Resources Control
Board, Storm Water Program, Caltrans General Permit.
Add to the list in the 1 st paragraph of section 13-1.01 1)(3)(b):
10-21-11
3. Have completed SWRCB approved QSD training and passed the QSD exam
Add to the list in the 2nd paragraph of section 13-1.01 1)(3)(b):
10-21-11
3. Have completed SWRCB approved QSP training and passed the QSP exam
Replace "NEL violation" in item 3.6.2 in the list in the 1st paragraph of section 13-1.01 D(3)(c)with:
04-19-13
receiving water monitoring trigger
Replace the 1st paragraph in section 13-2.018 with:
04-19-13
Within 7 days after Contract approval, submit 2 copies of your WPCP for review. Allow 5 business days
for review.
After the Engineer authorizes the WPCP, submit an electronic copy and 3 printed copies of the authorized
WPCP.
If the RWQCB requires review of the authorized WPCP, the Engineer submits the authorized WPCP to
the RWQCB for its review and comment. If the Engineer orders changes to the WPCP based on the
RWQCB's comments, amend the WPCP within 3 business days.
Replace the 1st paragraph in section 13-3.01 13(2)(a)with:
04-19-13
Within 15 days of Contract approval, submit 3 copies of your SWPPP for review. The Engineer provides
comments and specifies the date when the review stopped if revisions are required. Change and resubmit
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a revised SWPPP within 15 days of receiving the Engineer's comments. The Department's review
resumes when a complete SWPPP has been resubmitted.
When the Engineer authorizes the SWPPP, submit an electronic copy and 4 printed copies of the
authorized SWPPP.
If the RWQCB requires review of the authorized SWPPP, the Engineer submits the authorized SWPPP to
the RWQCB for its review and comment. If the Engineer requests changes to the SWPPP based on the
RWQCB's comments, amend the SWPPP within 10 days.
Replace "NELs" in item 3.1 in the 3rd paragraph of section 13-3.01 B(2)(a)with:
04-19-13
receiving water monitoring triggers
Replace section 13-3.01 B(6)(c)with:
04-19-13
13-3.01 B(6)(c) Receiving Water Monitoring Trigger Report
Whenever a receiving water monitoring trigger is exceeded, notify the Engineer and submit a receiving
water monitoring trigger report within 48 hours after conclusion of a storm event. The report must include:
1. Field sampling results and inspections, including:
1.1. Analytical methods, reporting units, and detection limits
1.2. Date, location, time of sampling, visual observation and measurements
1.3. Quantity of precipitation from the storm event
2. Description of BMPs and corrective actions
Replace "NEL" in the 6th paragraph of section 13-3.01C(1)with:
04-19-13
receiving water monitoring trigger
Replace section 13-3.01C(3)with:
04-19-13
13-3.01C(3) Receiving Water Monitoring Trigger
For a risk level 3 project, receiving water monitoring triggers must comply with the values shown in the
following table:
Receiving Water Monitoring Trigger
Parameter Test method Detection Unit Value
limit (min)
pH Field test with 0.2 pH Lower limit= 6.0
calibrated Upper limit= 9.0
portable
instrument
Turbidity Field test with 1 NTU 500 NTU max
calibrated
portable
instrument
The storm event daily average for storms up to the 5-year, 24-hour storm must not exceed the receiving
water monitoring trigger for turbidity.
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167
The daily average sampling results must not exceed the receiving water monitoring trigger for pH.
04-19-13
Delete "and NELs are violated" in the 3rd paragraph of section 13-3.03C.
Replace "working days" at each occurrence in section 13-3.04 with.
10-19-12
original working days
04-19-13
Delete the 1st sentence in the 2nd paragraph of section 13-4.03C(3).
Add between the 2nd and 3rd paragraphs of section 13-4.03C(3):
04-19-13
Manage stockpiles by implementing water pollution control practices on:
1. Active stockpiles before a forecasted storm event
2. Inactive stockpiles according to the WPCP or SWPPP schedule
05-30-14
Delete the 7th paragraph of section 13-4.03C(3).
Replace the heading of section 13-4.03E(1)with:
05-30-14
General
05-30-14
Delete the 1st through 5th sentences in the 2nd paragraph of section 13-4.03E(1).
Replace the 1st sentence of the 1st paragraph of section 13-4.03E(3)with:
05-30-14
Limit vehicle and equipment cleaning or washing at the job site to that needed for safety and protection of
the equipment and compliance with PLACs.
Replace the paragraph in section 13-4.04 with:
04-20-12
Not Used
Replace "20-7.02D(6)" in section 13-5.02C with:
07-19-13
20-5.03E
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168
10-19-12
Delete "or stockpile" in the 3rd paragraph of section 13-5.02F.
Replace "20-7.031(10)" in section 13-5.03C with:
07-19-13
20-5.03E(3)
Replace section 13-5.03F with:
04-20-12
13-5.03F Reserved
10-19-12
Delete "or stockpile" in item 1 in the list in the 1st paragraph of section 13-5.03K.
10-19-12
Delete the 3rd paragraph of section 13-5.03K.
Replace the 2nd sentence in the 1st paragraph of section 13-9.01A with:
10-19-12
You may use any of the following systems for temporary concrete washout:
1. Temporary concrete washout facility
2. Portable temporary concrete washout
3. Temporary concrete washout bin
Replace the 2nd paragraph of section 13-9.01 B with:
10-19-12
Retain and submit an informational submittal for records of disposed concrete waste.
10-19-12
Delete the 4th paragraph of section 13-9.01 B.
10-19-12
Delete "if authorized" in the 1st sentence in the 1st paragraph of section 13-9.02A.
Replace "at least 3-inch" in the 3rd sentence in the 1st paragraph of section 13-9.02A with:
10-19-12
6-inch
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
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14 ENVIRONMENTAL STEWARDSHIP
05-30-14
Replace section 14-9.03 with:
05-30-14
14-9.03 RESERVED
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
15 EXISTING FACILITIES
07-19-13
Replace section 15-1.03D with:
07-19-13
15-1.03D Reserved
Replace "metal beam guard railing" in the 1st paragraph of section 15-2.01C with:
07-19-13
guardrail
Replace the paragraphs of section 15-2.0213(1)with:
07-19-13
Section 15-2.028 includes specifications for removing pavement, base, subbase, and subgrade.
If only a portion of the pavement is removed, saw-cut the outline of the removal area on a neat line and
with a power-driven saw before removing.
For asphalt concrete pavement, saw cuts must be at least 2 inches deep unless otherwise described.
Replace section 15-2.02B(4)(b)with:
07-19-13
15-2.02B(4)(b) Reserved
Add to section 15-2.0213:
07-19-13
15-2.02B(5) Remove Concrete Pavement
15-2.02B(5)(a) General
Remove only the portion of pavement to be replaced or repaired during the same lane closure. If there is
overlying material on the concrete pavement, remove it with the pavement.
Do not impact the surface within 18 inches of the pavement to remain in place. Use removal methods that
do not damage the remaining pavement and base. Slab-lifting equipment must attach to the pavement.
Instead of disposing of removed concrete pavement by removing it from the job site, you may dispose of
it under section 15-3.01.
15-2.02B(5)(b) Saw Cuts
Saw cut using a diamond blade and make cuts perpendicular to the pavement surface. Saw cutting is not
required where concrete pavement is adjacent to asphalt concrete pavement.
Saw cut(1) no more than 2 days before removing pavement and (2)such that traffic will not dislodge any
pavement piece or segment. Saw cut perpendicular to the traveled way except you may cut parallel or
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170
diagonal to the traveled way when removing the pavement during the same lane closure as the saw
cutting.
You may make additional saw cuts within the sawed outline.
Saw cuts must be the full depth of the pavement unless otherwise shown.
Saw cut at longitudinal and transverse joints to remove entire slabs. For partial-slab areas, the Engineer
determines the exact saw-cut locations.
15-2.02B(5)(c) Reserved
15-2.02B(6) Reserved
15-2.02B(7) Payment
Reserved
Replace section 15-2.02G with:
07-19-13
15-2.02G Remove Guardrail
Where removing guardrail, remove any concrete anchors and steel foundation tubes.
Replace the 1 st paragraph of section 15-2.02K with:
07-19-13
Box culverts, concrete pipes, inlets, headwalls, and endwalls must be completely removed if any portion
of these structures is (1)within 3 feet of the grading plane in excavation areas, (2)within 1 foot of original
ground in embankment areas, or(3)shown to be removed.
Replace "Metal beam guard railing" in the table in the 2nd paragraph of section 15-2.03A(2)(a)
with:
07-19-13
Guardrail
Replace the heading of section 15-2.03B with:
07-19-13
Salvage Guardrail
Replace the heading of section 15-2.04D with:
07-19-13
Reconstruct Guardrail
Replace section 15-2.09D with:
07-19-13
15-2.09D Reserved
Replace the 4th paragraph of section 15-2.10B with:
01-18-13
Instead of using new materials similar in character to those in the existing structure, you may use raising
devices to adjust a manhole to grade. Before starting paving work, measure and fabricate raising devices.
Raising devices must:
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
171
1. Comply with the specifications for section 75 except that galvanizing is not required
2 Have a shape and size that matches the existing frame
3. Be match marked by painting identification numbers on the device and corresponding structure
4. Result in an installation that is equal to or better than the existing one in stability, support, and
nonrocking characteristics
5. Be fastened securely to the existing frame without projections above the surface of the road or into
the clear opening
Replace the heading of section 15-2.10D with:
07-19-13
Adjust Guardrail
Replace the paragraphs of section 15-3.01 with:
07-19-13
Section 15-3 includes specifications for removing all or a portion of a concrete facility.
Concrete facilities include curbs, gutters, gutter depressions, sidewalks, driveways, slope paving, island
paving, barriers, retaining walls, sound walls, minor structures, aprons, spillways, and dams.
Where broken-concrete slope protection is shown, use removed concrete for the construction of the
broken-concrete slope protection.
Instead of disposing of removed concrete by removing it from the job site, you may dispose of it on the
job site by one of the following methods:
1. Burying it in embankments at authorized locations. Removed concrete must be broken into pieces
that can be readily handled and incorporated into embankments and placed at a depth of at least 3
feet below finished grade and slope lines. Concrete must not be buried in areas where piling is to be
placed or within 10 feet of trees, pipelines, poles, buildings or other permanent objects or structures.
2. Placing it at authorized locations. The removed concrete must not present an unsightly appearance
from the highway.
Replace the paragraph of section 15-3.02 with:
07-19-13
Not Used
07-19-13
Delete the 5th paragraph of section 15-3.03.
Add to the end of section 15-4.01A(2):
04-19-13
Allow 20 days for review of the bridge removal work plan.
Replace the 1st paragraph of section 15-5.01C(1)with:
10-19-12
Before starting deck rehabilitation activities, complete the removal of any traffic stripes, pavement
markings, and pavement markers.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
172
Replace the 2nd and 3rd paragraphs of section 15-5.01C(2)with:
10-19-12
Perform the following activities in the order listed:
1. Abrasive blast the deck surface with steel shot. Perform abrasive blasting after the removal of any
unsound concrete and placement of any rapid setting concrete patches.
2. Sweep the deck surface.
3. Blow the deck surface clean using high-pressure air.
Replace the 2nd paragraph of section 15-5.01C(4)with:
10-19-12
Before removing asphalt concrete surfacing, verify the depth of the surfacing at the supports and
midspans of each structure (1) in each shoulder, (2) in the traveled way, and (3) at the roadway crown, if
a crown is present.
04-19-13
Delete "and concrete expansion dams" in the 3rd paragraph of section 15-5.01C(4).
Replace the 2nd paragraph of section 15-5.03A(2)with:
10-19-12
For a contract with less than 60 original working days, submit certificates of compliance for the filler
material and bonding agents.
Replace "51-1.02C" in the 1st paragraph of section 15-5.038 with:
04-19-13
51-1.02F
Replace the 4th paragraph of section 15-5.038 with:
10-19-12
For a contract with less than 60 original working days, alternative materials must be authorized before
use.
Add between the 5th and 6th paragraphs of section 15-5.03C:
10-19-12
The final surface finish of the patched concrete surface must comply with section 51-1.03F.
10-19-12
Delete the 4th paragraph of section 15-5.05C.
Replace "51-1.03F(5)" in the 3rd paragraph of section 15-5.06C(1)with:
07-19-13
51-1.01D(4)(b)
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173
Replace "51-1.03E(5)" in the 5th paragraph of section 15-5.06C(1)with:
10-19-12
51-1.03F(5)
10-19-12
Delete the 9th paragraph of section 15-5.06C(1).
04-19-13
Delete the 15th paragraph of section 15-5.06C(1).
Add between the 18th and 19th paragraphs of section 15-5.06C(1):
07-19-13
Texture the polyester concrete surface before gelling occurs by longitudinal tining under 51-
1.03F(5)(b)(iii), except do not perform initial texturing.
Replace section 15-5.06C(2)with:
04-19-13
15-5.06C(2) Reserved
04-19-13
Delete the 3rd paragraph of section 15-5.06D.
Replace the 1st paragraph in section 15-5.076(4)with:
10-19-12
Payment for furnishing dowels is not included in the payment for core and pressure grout dowel.
Replace section 15-5.09 with:
04-19-13
15-5.09 POLYESTER CONCRETE EXPANSION DAMS
15-5.09A General
Section 15-5.09 includes specifications for constructing polyester concrete expansion dams.
Polyester concrete expansion dams must comply with the specifications for polyester concrete overlays in
section 15-5.06, except a trial slab is not required.
Reinforcement must comply with section 52.
15-5.096 Materials
Not Used
15-5.09C Construction
For new asphalt concrete overlays, place the asphalt concrete overlay before starting polyester concrete
activities. Saw cut and remove asphalt concrete at expansion dam locations.
For existing asphalt concrete overlays, remove expansion dams and asphalt concrete to the limits shown.
Removing expansion dams must comply with section 15-4 except a bridge removal work plan is not
required.
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174
Where a portion of the asphalt concrete overlay is to remain, saw cut a 2-inch-deep neat line along the
edge to remain in place before removing the asphalt concrete. Do not damage the existing surfacing to
remain in place.
Prepare the deck surface under section 15-5.01 C(2).
You may use a mechanical mixer to mix the polyester concrete for expansion dams. The mixer capacity
must not exceed 9 cu ft unless authorized. Initiate the resin and thoroughly blend it immediately before
mixing it with the aggregate. Mix the polyester concrete for at least 2 minutes before placing.
The application rate of methacrylate resin must be approximately 100 sq ft/gal.
You may place and finish expansion dams using hand methods.
Protect expansion dams from moisture, traffic, and equipment for at least 4 hours after finishing.
For expansion dams over 6 feet long, install 1/4-inch-wide joint material at 6-foot intervals across the
width of the expansion dam. Joint material must be either expanded polyurethane or expanded
polyethylene.
15-5.09D Payment
Not Used
Add to section 15-6.01A(3)(a):
07-19-13
Within 5 days of completing annular space grouting at a culvert, submit the grouting records.
Replace "41-1.01" in item 10.3 in the list in the 2nd paragraph of section 15-6.01A(3)(d)with:
07-19-13
41-2
Replace "41-1.02" in 1st paragraph of section 15-6.016(2)with:
07-19-13
41-2
Replace the heading of section 15-6.04 with:
01-18-13
INVERT PAVING
Replace the 1st paragraph of section 15-6.13A(1)with:
07-19-13
Section 15-6.13 includes specifications for installing machine spiral wound PVC pipeliners directly into the
culvert.
Replace the heading of section 15-6.13B with:
07-19-13
Machine Spiral Wound PVC Pipeliners, Grouted
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
175
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
DIVISION III GRADING
16 CLEARING AND GRUBBING
07-19-13
Replace "20-3.038(4)" in the 3rd paragraph of section 16-1.01 with:
07-19-13
20-2.02C(2)
Replace "20-1.03D" in the 2nd paragraph of section 16-1.036 with:
07-19-13
20-3.01C(2)
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
18 DUST PALLIATIVE
05-30-14
Replace section 18 with:
05-30-14
18 DUST PALLIATIVES
18-1.01 GENERAL
18-1.01A Summary
Section 18 includes specifications for applying dust palliatives.
The dust palliative must be any of the following:
1. Water
2. Dust suppressant
3. Dust control binder
Water must comply with section 17.
18-1.0113 Definitions
Reserved
18-1.01C Submittals
If a dust suppressant or dust control binder is to be used, submit a dust treatment plan at least 15 days
before starting job site activities. The dust treatment plan must include:
1. Product name and type
2. Manufacturer's name
3. Polymer emulsion type if synthetic polymer emulsion is used, including identification of:
3.1. Individual components greater than 5 percent by volume in blends of polymers of different
compositions
3.2. Additives greater than 2 by volume
4. MSDS
5. Proposed methods for applying products
6. Application rates and number of passes
7. Required weather conditions for application, including ambient and surface temperatures, wind
conditions, and allowable period before expected precipitation
8. Drying time or curing time required before traffic is allowed on the treated surface
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
176
Submit the manufacturer's instructions for the material to be used as an informational submittal.
Submit a certificate of compliance for the dust suppressant, dust control binders, and fibers.
For dust suppressants, include with the certificate of compliance:
1. Test results verifying compliance with the quality characteristic requirements in section 18-1.01 D. The
results must be from a test conducted within 6 months before the date of the certificate of compliance.
2. Test results from a test conducted within 2 years before the date of the certificate of compliance
verifying compliance with the following environmental requirements:
2.1. Maximum constituent concentration levels
2.2. US EPA regulatory requirements for:
2.2.1. Volatile organic compounds
2.2.2. Semivolatile organic compounds
2.2.3. Toxicity characteristic leaching
2.2.3. Modified synthetic leaching procedure
2.3. Aquatic toxicity
18-1.01 D Quality Control and Assurance
Dust palliatives must comply with US EPA requirements and RWQCB requirements for soil stabilizers.
Dust suppressants must be tested by an EPA-accredited laboratory. Liquid chemical treatments must be
tested before dilution. Solid products must be mixed with water to a 25 percent concentration before
testing. The chemical constituent concentration for each dust suppressant must not exceed the maximum
levels shown in the following table:
Maximum Constituent Concentration Levels
Constituent Test method Requirement
maximum level
(ppm)
Arsenic 5.0
Barium 100.0
Cadmium EPA Method 200.7 0.2
Chromium 1.0
Copper 1.0
Lead 1.0
Mercury EPA Method 245.1 0.05
Selenium EPA Method 200.7 5.0
Zinc 10.0
Phosphorus EPA Method 365.4 2500.0
Cyanide EPA Method 335.4 0.2
Dust suppressants must comply with the US EPA requirements for the quality characteristics when tested
under the test methods shown in the following table:
Quality characteristic Test method
Volatile organic compounds (VOC) EPA Method
8260
Semivolatile organic compounds (SVOC) EPA Method
8270
Toxicity characteristic leaching EPA Method
procedure 1311
Modified synthetic leaching procedure EPA Method
1312
The aquatic toxicity for dust suppressant must comply with the requirements shown in the following table:
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177
Aquatic Toxicity Requirements
Quality characteristic Test method Requirement
Aquatic toxicitya (LC50 ASTM E729 or EPA Method 600/4-90/027F and 10
min, ppm) EPA Method 600/4-91/002
Aquatic toxicitya (rating) ASTM E729 or EPA Method 600/4-90/027F and slightly toxic or
EPA Method 600/4-91/002 better
Renewal toxicity (LC50 ASTM E1295 10
min, ppm)
Renewal toxicity (rating) ASTM E1295 slightly toxic or
better
aUsing Ceriodaphnia dubia (water flea), Oncorhynchus mykiss (rainbow trout), Pimephales promelas
(fathead minnow), and Americamysis bahia (mysid shrimp)
bUsing Ceriodaphnia dubia (water flea)
18-1.02 MATERIALS
18-1.02A General
Dust suppressants and control binders must be either(1) miscible in water or(2)a material that is directly
applied to the surface without mixing with water.
18-1.02B Dust Suppressants
18-1.02B(1) General
Dust suppressants must be one of the following:
1. Petroleum-based organic product
2. Nonpetroleum-based organic product
3. Hygroscopic product
4. Synthetic polymer emulsions
18-1.02B(2) Petroleum-Based Organic Products
Petroleum-based organic dust suppressants must be asphalt emulsion, petroleum resin, base oil, mineral
oil, or synthetic fluid.
Asphalt emulsion must be Grade SS1 h.
Petroleum resin must comply with the requirements shown in the following table:
Petroleum Resin Requirements
Quality characteristic Test method Requirement
Residue (min, %) ASTM D6934 60
pH ASTM D1429 4.0-7.0
Specific gravity at 16 °C (min) ASTM D1298 1.00
Kinematic viscosity at 25 °C ASTM D2170 188
(min, Saybolt Furol seconds a)
Flash point(min °C) ASTM D92 205
Particle charge test ASTM D7402 Positive
a Use ASTM D2161 to convert the mm /s value to Saybolt Furol seconds
Base and mineral oils must comply with the requirements shown in the following table:
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178
Base and Mineral Oils Requirements
Quality characteristic Test method Requirement
Base and mineral oil content _ 75
(min, %)
Specific gravity at 16 °C (min) ASTM D1298 0.85-0.90
Brookfield absolute viscosity ASTM D2196 250
at 68 °C (max, cP)
Flash point(min, °C) ASTM D93 150
Synthetic fluids must comply with 40 CFR 35 and the requirements shown in the following table:
Synthetic Fluids Requirements
Quality characteristic Test method Requirement
Base and mineral oil content _ 75
(min, %)
Specific gravity at 16 °C (min) ASTM D1298 0.85-0.90
Brookfield absolute viscosity ASTM D2196 250
at 68 °C (max, cP)
Flash point(min, °C) ASTM D93 150
18-1.02B(3) Nonpetroleum-Based Organic Products
Nonpetroleum-based organic dust suppressants must be lignosulfonate, plant oil, or tall oil pitch rosin.
Lignosulfonate must comply with the requirements shown in the following table:
Lignosulfonate Requirements
Quality characteristic Test method Requirement
Lignin sulfonate content ready ASTM D4900 25
to use (min, %)
Residue total solids content ASTM D4903 or D2834 52
(min %)
Lignin sulfonate content of -- 50
residue (min, %)
Reducing sugars content of ASTM D5896 or D6406 25
residue (min, %)
pH ASTM D1293 6.0-9.0
Specific gravity(min) ASTM D1429 1.20
Brookfield absolute viscosity at ASTM D2196 1,000
25° C (max, cP)
Plant oil must comply with the requirements shown in the following table:
Plant Oil Requirements
Quality characteristic Test method Requirement
Residue active solids content ASTM D4903 50
(min, %)
Specific gravity(min) ASTM D1429 0.93
Brookfield viscosity(cP) ASTM D2196 48
Tall oil pitch rosin must comply with the requirements shown in the following table:
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
179
Tall Oil Pitch Rosin Requirements
Quality characteristic Test method Requirement
Rosin acid content(min, %) ASTM D1240 10
Residue active solids content ASTM D2834 45
(min, %)
pH ASTM D1293 3.0-9.0
Specific gravity(min) ASTM D1429 1.00
Brookfield absolute viscosity at ASTM D2196 50-200
25 °C (cP)
18-1.028(4) Hygroscopic Products
Hygroscopic dust suppressants must be calcium chloride, calcium chloride flake, or magnesium chloride.
Calcium chloride must comply with the requirements shown in the following table:
Calcium Chloride Requirements
Quality characteristic Test method Requirement
Calcium chloride content(%) ASTM E449 28-42
Total magnesium as MgCl2 ASTM E449 6.0
(max, %)
Total alkali chlorides as NaCl ASTM E449 6.0
(max, %)
Calcium hydroxide content ASTM E449 0.2
(max, %)
pH with 5 percent solution ASTM D1293 7.0-9.0
Specific gravity ASTM D1429 1.28-1.44
aASTM D98 or AASHTO M144
Calcium chloride flake must comply with the requirements shown in the following table:
Calcium Chloride Flake Requirements
Quality characteristic Test method Requirement
Calcium chloride content(%) ASTM E449 28-42
Total magnesium as MgCl2 ASTM E449 6.0
(max, %)
Total alkali chlorides as NaCl ASTM E449 6.0
(max, %)
Calcium hydroxide content ASTM E449 0.2
(max, %)
pH with 5 percent solution ASTM D1293 7.0-9.0
Gradation percent passing ASTM C136
3/8—inch sieve 100
#4 sieve 80-100
#30 sieve 0-5
aASTM D98 or AASHTO M144
Magnesium chloride must comply with the requirements shown in the following table:
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180
Magnesium Chloride Requirements
Quality characteristic Test method Requirement
Magnesium chloride content ASTM D4691 or ASTM D511a 28-33
Sulfate content as magnesium ASTM D4691a 4.0
sulfate (max, %)
Potassium content as ASTM E449 0.5
potassium chloride (max, %)
Sodium chloride content(max, ASTM E449 1.0
H with 5% solution ASTM D1293 7.0-9.0
Specific gravity ASTM D1429 1.31 ± 0.02
ayou may use another appropriate atomic absorption spectrophotometry method such as that in
Standard Methods for the Examination of Water and Waste Water by APHA-AWWA-WPCF.
18-1.02B(5) Synthetic Polymer Emulsions
Synthetic polymer emulsions must comply with the requirements shown in the following table:
Synthetic Polymer Emulsion Requirements
Quality characteristic Test method Requirement
Residue active solids content ASTM D2834 40
(min, %)
pH ASTM D1429 4.0-9.5
Specific gravity at 16 °C ASTM D1298 1.00-1.15
Brookfield absolute viscosity ASTM D2196 1,000
(max, CP)
Polymer film tensile strength — ASTM D412 500
dry (psi)
Retained coagulum on#100 ASTM D1417 0.1
sieve (max, %)
Ash content(max, %) ASTM D5040 2
18-1.02C Dust Control Binders
Dust control binders must comply with the specifications for a general purpose tackifier in section 21-
1.02F(1).
Fibers must comply with section 21-1.02E.
18-1.03 CONSTRUCTION
18-1.03A General
Monitor dust conditions and apply dust palliative for dust control as described and as ordered. Reapply
dust palliative at any time to control dust.
Apply a dust suppressant to:
1. Temporary haul roads
2. Construction staging, material storage, and layout areas
3. Compacted soil or aggregate base roads or driveways
4. Paved surfaces
Apply a dust control binder to:
1. Rough—graded soils
2. Completed slopes
3. Soil stockpiles unless another practice is already used
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
181
Do not use a dust suppressant or dust control binder within 100 feet of a wetland or body of water.
18-1.038 Equipment
Apply dust suppressants that are miscible in water with either(1) a pressure-type water distributor truck
equipped with a spray system or(2)a pressure-type asphalt distributor truck as specified in section 93-
1.03C.
Apply dust suppressant flakes to the surface using a spreader or spinner disk.
Apply dust control binders with either(1) a pressure-type water distributor truck equipped with a spray
system or(2) hydraulic spray equipment as specified for applying hydromulch in section 21-1.03E.
18-1.03C Mixing and Application Rates
Use the mix proportions and application rate for the corresponding dust suppressant as shown in the
following table:
Dust su ressant Mix proportions Application rate
Asphaltic emulsion, 5 parts water to 1 part emulsion 0.20-1.0 gal/sq yd
Grade SS1 H
Petroleum resin 5 parts water to 1 part emulsion 0.20-1.0 gal/sq yd
emulsion
Base and mineral oil Apply undiluted 0.30-0.35 gal/sy yd
Li nosulfonate 1 part water to 1 part concentrate 1.0gal/sq d
Plant oil Apply undiluted 0.25-0.50gal/sq d
Tall oil pitch rosin 5 parts water to 1 part emulsion for 0.30-1.0 gal/sq yd
clayey soil and 10 parts water to 1 part
emulsion for sandy soil.
Calcium chloride Apply undiluted 0.20-0.35 gal/sq yd
solution
(Hygroscopic)
Calcium chloride -- 1.0-1.5 Ib/sq yd
flakes
(Hygroscopic)
Magnesium chloride Apply undiluted 0.30-0.50 gal/sq yd
(Hygroscopic)
Synthetic polymer 9 parts water to 1 part concentrate 0.50 gal/sq yd
emulsion
Apply hygroscopic materials under the manufacturer's instructions.
Apply calcium chloride flakes to a moist surface.
Allow surfaces treated with a dust suppressant to cure before opening to traffic.
Use the mix proportions and application rate for the corresponding dust control binder as shown in the
following table:
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
182
Dust control binder Mix proportions Application rate
Guar 11 to 15 pounds per 1,000 gallons of 44-59 Ib/acre
water
Psyllium Enough water to allow for uniform 80-200 Ib/acre
slurry flow
Starch Manufacturer's recommended mix 150 Ib/acre
proportions with water
Liquid acrylic 10 parts water to 1 part polymer 1,175 gal/acre
copolymers and
of mersa
Liquid methacrylate Manufacturer's recommended mix 20 gal/acre
and acrylate proportions with water
polymers
Copolymers of Manufacturer's recommended mix 3-10 Ib/acre
sodium acrylates proportions with water
and acrylamides
Polyacrylamide and 10 pounds per 1,000 gallons of water 5 Ib/acre
copolymer of
acrylamide
Hydro-colloid Manufacturer's recommended mix 54-64 Ib/acre
polymers proportions with water
aMix and handle the polymeric compound in a manner that will not cause foaming. You
may add an antifoaming agent.
Do not allow stormwater runoff from polyacrylamide treated soils unless water passes through:
1. Sediment basin if the total drainage area is greater than or equal to 5 acres.
2. Sediment trap or a series of check dams if the total drainage area is less than 5 acres. Maximize the
number of check dams used and space them evenly in the drainage channel so as to maximize
sediment settlement.
You may add fibers to dust control binders at a rate of 2,000 Ib/acre.
You may use reduced application rates when reapplying dust palliatives if authorized.
18-1.04 PAYMENT
Not Used
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19 EARTHWORK
07-19-13
Replace "20-3.036(4)" in the 2nd paragraph of section 19-1.01A with:
07-19-13
20-2.02C(2)
Replace the 3rd paragraph in section 19-2.01 A with:
07-19-13
Pavement removal within the limits of roadway excavation must comply with section 15-2.026.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
183
07-19-13
Delete the 2nd paragraph in section 19-2.03A.
Replace the 2nd paragraph of section 19-3.01A(2)(b)with:
07-01-11
For cofferdams on or affecting railroad property, allow 85 days for review.
Add to the list in the 1st paragraph of section 19-3.01A(2)(d):
01-20-12
9. Provisions for discontinuous rows of soil nails
Replace "sets" in the 3rd and 4th paragraphs of section 19-3.01A(2)(d)with:
04-19-13
copies
Add to section 19-3.01A(3)(b):
01-20-12
For soil nail walls, wall zones are specified in the special provisions.
For ground anchor walls, a wall zone is the entire wall unless otherwise specified in the special
provisions.
01-20-12
Delete the 2nd sentence in the 4th paragraph of section 19-3.01A(3)(b).
Replace "90" in the paragraph of section 19-3.02G with:
01-18-13
90-1
Add to section 19-3.02:
07-19-13
19-3.021 Filter Fabric
Filter fabric must be Class A.
Replace the heading of section 19-3.03C with:
04-19-13
19-3.036(4) Cofferdams
Replace the heading of section 19-3.03D with:
04-19-13
19-3.036(5) Water Control and Foundation Treatment
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
184
Replace the 1st paragraph of section 19-3.03E(3)with:
01-20-12
Compact structure backfill behind lagging of soldier pile walls by hand tamping, mechanical compaction,
or other authorized means.
Add to the end of section 19-3.03E(3):
07-19-13
If filter fabric is shown behind the lagging:
1. Immediately before placing the filter fabric, remove any loose or extraneous material and sharp
objects from the surface to receive the filter fabric.
2. Handle and place the filter fabric under the manufacturer's instructions. Stretch, align, and place the
fabric without wrinkling.
3. Stitch the adjacent borders of filter fabric or overlap the adjacent borders by 12 to 18 inches. If
stitching the border, use yarn of a contrasting color. Yarn size and composition must be as
recommended by the fabric manufacturer. Use 5 to 7 stitches per inch of seam.
4. Repair any damaged filter fabric by placing a piece of filter fabric large enough to cover the damaged
area and comply with the overlapping or stitching requirements.
Replace the 2nd paragraph of section 19-3.03F with:
01-20-12
Do not backfill over or place material over slurry cement backfill until 4 hours after placement. When
concrete sand is used as aggregate and the in-place material is free draining, you may start backfilling as
soon as the surface water is gone.
Add between the 2nd and 3rd paragraphs of section 19-3.03K:
01-20-12
Before you excavate for the installation of ground anchors in a wall zone:
1. Complete stability testing
2. Obtain authorization of test data
Replace the 2nd sentence of the 7th paragraph of section 19-3.03K:
01-20-12
Stop construction in unstable areas until remedial measures have been taken. Remedial measures must
be submitted and authorized.
Add between the 8th and 9th paragraphs of section 19-3.03K:
01-20-12
When your excavation and installation methods result in a discontinuous wall along any soil nail row, the
ends of the structurally completed wall section must extend beyond the ends of the next lower excavation
lift by a distance equal to twice the lift height. Maintain temporary slopes at the ends of each wall section
to ensure slope stability.
Replace the 9th paragraph of section 19-3.03K:
01-20-12
Do not excavate to the next underlying excavation lift until the following conditions have been attained for
the portion of the soil nail or ground anchor wall in the current excavation lift:
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1. Soil nails or ground anchors are installed and grouted.
2. Reinforced shotcrete facing is constructed.
01-18-13
3. Grout and shotcrete have cured for at least 72 hours.
01-20-12
4. Specified tests are complete for that portion of wall and the results are authorized.
5. Soil nail facing anchorages are attached or ground anchors are locked off.
Replace the 2nd sentence in the 7th paragraph of section 19-3.04 with:
01-18-13
Structure excavation more than 0.5 foot from the depth shown is paid for as a work-character change if
you request an adjustment or the Engineer orders an adjustment.
Replace "Contract completion time" in the 8th paragraph of section 19-6.03D with:
10-19-12
work completion date
Add to section 19:
01-18-13
19-10-19-20 RESERVED
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
20 LANDSCAPE
05-30-14
Replace the headings and paragraphs in section 20 with:
07-19-13
20-1 GENERAL
20-1.01 GENERAL
20-1.01A Summary
Section 20-1 includes general specifications for performing landscaping.
If an irrigation system is to be installed in an existing planting area to be maintained, check for plant
deficiencies under section 20-3.02A(4) before starting irrigation work.
Perform a functional test for each irrigation system under 20-2.01A(4)(d):
1. Before planting the plants
2. After planting the plants
3. Before the start of the plant establishment work
If a plant is to be transplanted or an irrigation component is to be relocated, transplant plant or protect
irrigation components before performing other construction activities in the area.
Perform roadside clearing:
1. As required to prepare the job site for construction work
2. Until the start of the plant establishment work or Contract acceptance, whichever comes first
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20-1.0113 Definitions
Reserved
20-1.01C Submittals
At least 15 days before applying any pesticide, submit a copy of the licensed pest control adviser's
recommendation.
At the end of each week, submit a report documenting the application of all pesticides as an informational
submittal. Use form Report of Chemical Spray Operations.
Before mixing a pesticide, submit a copy of the registered label for the pesticide as an informational
submittal. If unable to copy, allow the Engineer to read the label on the container.
20-1.01 D Quality Control and Assurance
20-1.01 D(1) General
Obtain a recommendation from a licensed pest control adviser for the use of all pesticides under the Food
&Agri Code. The recommendation must include the pesticides to be used, rates of application, methods
of application, and application areas.
The pesticide applicator must have an active and valid qualified applicator license or certificate from the
Department of Pesticide Regulation.
20-1.01 D(2) Progress Inspections
The Engineer will perform progress inspections before:
1. Cultivating work starts
2. Pressure testing of irrigation pipe on the supply side of control valves
3. Testing of low voltage conductors
4. Planting work starts
5. Completion of planting work
Notify the Engineer at least 4 business days before each inspection is required. Allow at least 3 business
days for the Engineer's inspection.
Unless otherwise authorized, do not proceed with the next construction activity until the inspection has
been completed and any required corrective work has been performed and authorized.
20-1.02 MATERIALS
20-1.02A General
Reserved
20-1.026 Water
Water available from an existing Department-owned facility within the project limits or an irrigation system
to be installed under the Contract is furnished at no charge.
If water is not available, make arrangements for supplying water. Water must be of a quality that will
promote plant growth.
20-1.02C Pesticides
Pesticides must comply with the Department of Pesticide Regulation.
Insecticide must be imidacloprid.
Rodenticides must be brodifacoum, bromadiolone, or diphacinone.
Do not use oil or pelleted forms of pesticides for weed control.
For weed control, use a pesticide with a photosensitive dye that produces a contrasting color when
sprayed on the ground. The color must disappear between 2 to 3 days after being applied. The dye must
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not stain surfaces or injure plants or wildlife when applied at the manufacturer's recommended application
rate.
20-1.03 CONSTRUCTION
20-1.03A General
Take precautions to prevent irrigation water from:
1. Wetting vehicles, pedestrians, and pavement
2. Eroding soil
05-30-14
3. Causing excess runoff
Water plants under the Model Water Efficient Landscape Ordinance, 23 CA Code of Regs §490 et seq.,
and local water agency requirements.
Water plants at night unless otherwise authorized.
07-19-13
Dispose of removed, pruned, and damaged vegetative material.
You may reduce removed vegetative material to chips with a maximum thickness of 1/2 inch and spread
within the job site at locations determined by the Engineer. Chipped material must not be substituted for
wood mulch, nor must the chipped material be placed within areas to receive wood mulch.
20-1.036 Pesticides
Notify the Engineer of pesticide application times at least 24 hours before each application.
Mix and apply pesticides under the requirements of the Department of Pesticide Regulation and the
instructions on the pesticide product label.
Do not apply pesticides:
1. On Saturdays and holidays unless authorized
2. Whenever weather and wind conditions are unsuitable for application
3. Within the plant basin
4. On the foliage and woody parts of the plant
If a granular preemergent is used, it must be covered with mulch on the same work day. Do not apply
granular preemergent in plant basins.
Do not apply preemergents:
1. To groundcover plants before the plants have been planted a minimum of 3 days and have been
thoroughly watered
2. Within 18 inches of trees, shrubs, and seeded areas
20-1.03C Roadside Clearing
20-1.03C(1) General
Perform roadside clearing by:
1. Removing and disposing of trash and debris
2. Controlling the following pests:
2.1. Rodents
2.2. Insects
2.3. Weeds
3. Removing existing plants as described
Control rodents by using rodenticides or traps.
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20-1.03C(2) Remove Existing Plants
Remove existing plants as described. Removal of existing plants includes removing their stumps and
roots 2 inches or larger in diameter to a minimum depth of 12 inches below finished grade. Backfill holes
resulting from stump removal to finished grade with material obtained from adjacent areas.
If a plant is to be planted within existing groundcover area, remove existing groundcover from within an
area 6 feet in diameter centered at each plant location.
20-1.03C(3) Weed Control
Control weeds by the use of pesticides, hand pulling, or mowing.
If pesticides are used to control weeds, apply pesticides before the weeds reach the seed stage of growth
or exceed 4 inches in length, whichever occurs first. Do not use pesticides at cutting plant locations.
Where cuttings are to be planted, control weeds by hand pulling within an area 2 feet in diameter
centered at each plant location.
If weeds are to be controlled by hand pulling, hand pull weeds before they reach the seed stage of growth
or exceed 4 inches in length, whichever occurs first.
Where liner, plug, or seedling plants are to be planted 10 feet or more apart, control weeds by the use of
pesticides or hand pulling within an area 2 feet in diameter centered at each plant location. Where liner,
plug, or seedling plants are to be planted less than 10 feet apart, control weeds by the use of pesticides
within the entire area.
Control weeds by mowing outside of mulched areas, plant basins, groundcover areas, and within areas to
be seeded. Mowing must extend to the edges of pavement, dikes, curbs, sidewalks, walls, and fences.
If mowing is to be performed within areas to be seeded, perform mowing as needed until the start of the
seeding operation specified in section 21.
Mowing must be performed before the weeds reach the seed stage of growth or exceed 6 inches in
length, whichever occurs first. Mow weeds to a height of 3 inches.
20-1.03C(4) Disposal of Removed Groundcover, Weeds, and Mowed Material
Dispose of hand pulled weeds the same day they are pulled. Dispose of removed groundcover within 3
days.
Dispose of mowed material from the initial mowing. Disposal of material from subsequent mowing is not
required.
20-1.03D Cultivation
Cultivation must be by mechanical methods and performed until the soil is in a loose condition to a
minimum depth of 6 inches. Soil clods must not be larger than 2 inches in maximum dimension after
cultivation.
The areas to be cultivated must extend 12 inches beyond the outer limit of each planting area requiring
cultivation.
After initial cultivation, place soil amendment and fertilizer at specified rates.
Recultivate to thoroughly mix native soil and amendments.
Do not drive on cultivated areas after cultivation.
Planting areas that have been cultivated and become compacted must be recultivated.
Rocks and debris encountered during soil preparation in planting areas must be brought to the surface of
the ground.
Remove rocks and debris as ordered. This work is change order work.
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20-1.03E Weed Germination
Reserved
20-1.04 PAYMENT
Items paid for by area are measured parallel to the ground surface.
Planting areas that do not require cultivation but are within the cultivation areas will not be deducted.
20-2 IRRIGATION
20-2.01 GENERAL
20-2.01A General
20-2.01A(1) Summary
Section 20-2 includes specifications for installing irrigation systems.
The irrigation systems shown are diagrammatic.
20-2.01A(2) Definitions
Reserved
20-2.01A(3) Submittals
20-2.01A(3)(a) General
Submit shop drawings for the electrical components of the irrigation system except electrical service 30
days before installation. The drawings must:
1. Include schematic wiring diagrams showing wire sizes and routes between electrical components
2. Show conduit sizes
3. Bear the written approval of the controller manufacturer or the manufacturer's authorized agent
4. Be accompanied by:
4.1. Colored wire and splice samples
4.2. Manufacturer's descriptive and technical literature
After the work shown on the drawing is complete, submit 3 copies of the as-built shop drawings including
any wire modifications for each controller installed.
For each controller, laminate and place in an envelope 1 copy of:
1. As-built schematic wiring diagram including wiring modifications
2. 11 by 17 inches as-built irrigation plan
The laminate must be clear, mat-finished plastic that is at least 10 mils thick. The envelope must be
heavy-duty plastic.
Attach the envelope to the inside of the controller enclosure or cabinet door. If the door is not large
enough to secure the envelope, submit the envelope and its contents.
20-2.01A(3)(b) Manufacturer's Instructions
Submit as an informational submittal the manufacturer's installation instructions 15 days before installing:
1. Couplings for conduits used for irrigation conduits
2. Plastic pipe and fittings
3. Solvent cement for plastic pipe and flexible hose
4. Sprinklers
5. Flow sensors
20-2.01A(3)(c) Maintenance and Operation Manuals
Before Contract acceptance, submit as an informational submittal a manufacturer's maintenance and
operation manual for each type of controller installed.
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20-2.01A(4) Quality Control and Assurance
20-2.01A(4)(a) General
Reserved
20-2.01A(4)(b) Pressure Testing
20-2.01A(4)(b)(i) General
Perform pressure testing for leakage on irrigation supply lines:
1. In the Engineer's presence
2. On business days between 8 a.m. and 5 p.m. unless authorized
3. Before backfilling supply line trenches
4. With irrigation system gate valves open
5. With open ends of the supply line and fittings plugged or capped
Notify the Engineer at least 48 hours before performing a pressure test.
Choose either Method A or B to test supply lines installed by trenching and backfilling and supply lines
that are completely visible after installation.
All other supply lines, including those installed in the ground by methods other than trenching and
backfilling must be tested by Method A.
Test irrigation supply line in conduit by Method A with the testing period modified to 0.5 hour and no
allowable pressure drop.
20-2.01A(4)(b)(ii) Method A
Method A pressure testing procedures for leakage must comply with the following:
1. Pressure gauge must be calibrated from 0 to 200 psi in 5 psi increments and be accurate to within a
tolerance of 2 psi.
2. Supply line must be filled with water and connected to a pressure gauge. Place the pipeline under a
pressure of 125 psi. Remove the source of pressure and leave the line under the required pressure.
3. Test the supply line under the required pressure for a period of 1 hour. The pressure gauge must
remain in place until each test period is complete.
4. Leaks that develop in the tested portion of the system must be located and repaired after each test
period if a drop of more than 5 psi is indicated by the pressure gauge. After the leaks have been
repaired, repeat the 1 hour pressure test until the drop in pressure is 5 psi or less.
If a system consists of a new supply line connected to an existing line, the new supply line must be
isolated from the existing line and tested.
20-2.01A(4)(b)(iii) Method B
Method B pressure testing procedures for leakage must comply with the following:
1. Before any portion of the supply line on the upstream side of a control valve is backfilled, water must
be turned on for that portion of the line and maintained at full pressure from the water source for a
period not less than 8 consecutive hours after all air has been expelled from the line. Before any
portion of the supply line on the downstream side of the control valve is backfilled, perform the same
test for a period not less than 1 hour.
2. Repair leaks that develop in the tested portion of the system. After the leaks have been repaired,
repeat the pressure test until no leaks occur as determined by the Engineer.
20-2.01A(4)(c) Sprinkler Coverage Check
After installation of the sprinklers, check and adjust the entire sprinkler system for proper orientation and
uniform coverage.
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20-2.01A(4)(d) Irrigation System Functional Tests
The functional tests for each irrigation controller or group of controllers and associated irrigation system
served by a single electric service point must consist of at least 1 complete cycle of operation. The
Engineer determines the length of the cycle.
Notify the Engineer at least 10 days before performing each functional test.
20-2.01A(4)(e) Final Irrigation System Check
Perform the final check of the existing and new irrigation system between 20 and 30 days before Contract
acceptance. The Engineer determines the length of the cycle.
Remote control valves connected to existing and new irrigation controllers must be checked for automatic
operation when the controllers are in automatic mode.
20-2.0113 Materials
20-2.01B(l) General
Use minor concrete for replacing removed concrete facilities.
HMA for replacing removed asphalt concrete surfacing and facilities must comply with section 39. You
may use minor HMA if authorized.
20-2.01B(2) Garden Valves
Each garden valve must:
1. Be inverted nose type and of brass or bronze construction with female thread inlet
2. Have a replaceable seat washer, rising valve stem within a protective collar, and male thread hose
outlet
3. Have a loose key handle
20-2.01B(3) Recycled Water Identification
Irrigation components used for recycled water must be manufactured or painted purple. Recycled water
irrigation pipe and tubing must have a permanent label with the wording "CAUTION RECYCLED WATER"
every 24 inches in 2 rows spaced approximately 180 degrees apart in the longitudinal direction of the pipe
or tubing.
The recycled water warning sign must be a decal or a decal attached to a 1/16-inch thick aluminum plate
or tag.
Each warning sign decal must:
1. Show the phrase 'Recycled Water, Do Not Drink" and the drinking glass graphic symbol
2. Be UV fade and weather resistant and manufactured from flexible vinyl with or without mylar
3. Have a purple background, black text, and self-adhesive backing
Each warning tag must:
1. Show the phrase 'RECYCLED WATER" and the drinking glass graphic symbol
2. Be UV fade and weather resistant
3. Be purple, double-sided, and manufactured from polyurethane
4. Have an integral neck attachment and attachment hole capable of withstanding 178 Ib of pull-out
resistance
5. Have hot-stamped black lettering
Posts and hardware for warning signs must comply with section 56-4.
Concrete sprinkler protectors used with recycled water must be painted purple.
20-2.0113(4) Location Markers
Location markers must be schedule 40 white PVC plastic pipe.
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20-2.01 B(5) Pull Boxes
Pull boxes must comply with section 86-2.06 and be no. 5 or larger unless otherwise shown. Pull boxes
for low voltage conductors must not have side openings.
Pull box covers used solely for irrigation electrical service must be marked "IRRIGATION".
20-2.01B(6) Unions
Unions must be brass or malleable iron capable of withstanding the maximum required working pressure.
20-2.01 B(7) Valve Boxes and Covers
Valve boxes must be precast concrete.
Covers must be:
1. Concrete, steel, or cast iron.
2. Marked "WATER" in cast-in letters not less than 1 inch high.
3. 1 piece, except 2 pieces are required when the weight of the valve box cover exceeds 35 Ib.
The valve box covers must include a polyurethane label with the appropriate controller letter and station
number as shown.
20-2.01 B(8) Wye Strainers
Wye strainers must:
1. Have a cast iron or all bronze body
2. Have a removable stainless steel strainer screen:
2.1. With an open area equal to at least 3 times the cross-sectional area of the pipe based on an
iron pipe size
2.2. With 40-mesh woven wire, except:
2.2.1. For a backflow preventer assembly, the screen must be 20-mesh woven wire mesh or
perforated sheet with 0.045-inch diameter holes
2.2.2. For a valve assembly, the screen must be 80-mesh woven wire mesh
3. Be capable of withstanding a working pressure of 150 psi
4. Be equipped with a garden valve at the outlet
The wye strainer filter housing must:
1. Withstand a working pressure of 150 psi
2. Be manufactured of reinforced polypropylene plastic
20-2.01C Construction
20-2.01C(l) General
05-30-14
Immediately shut off water to broken supply lines, valves, or sprinkler assemblies. Repair irrigation
systems within 24 hours after a malfunction or damage occurs.
07-19-13
Connect underground metallic pipes, valves, or fittings made of dissimilar metals through a dielectric
coupling or bushing.
You may install conduits, conductors, and supply lines by methods other than trenching provided that
they are not damaged and are installed at the depths specified.
20-2.01C(2) Trenching and Backfilling
Trench and backfill under section 86-2.01.
Remove plants under 20-1.03C as necessary to perform trenching. If plants are to remain, adjust trench
alignment to minimize damage.
If removal of:
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1. Turf is required, remove to a maximum width of 12 inches.
2. Groundcover is required, remove to a maximum width of 6 feet. Existing Carpobrotus and
Delosperma may be rototilled if the backfill for the trenches does not contain plants longer than 6
inches in length.
Make a 2-inch deep sawcut along neat lines around the perimeter of the pavement to be removed at
locations determined by the Engineer.
The trench must have uniform bearing throughout the entire length and must be free of jagged rubble or
sharp objects. Ensure conduit, supply line, and joints are not moved or damaged by backfill operations.
For a project with multiple water service points, excavate and backfill trenches for 1 service point at a
time.
11-15-13
Trenches for irrigation supply lines and conduits 3 inches and larger must be 5 times the pipe or conduit
diameter deep and 2 times the pipe or conduit diameter wide.
Trenches for irrigation supply lines and conduits 2-1/2 inches or less in diameter must be a minimum of
12 inches below finished grade, measured from the top of the installed pipe.
07-19-13
Trenches must be at least 4 feet from curbs, dikes, and paved shoulders.
Rocks and debris encountered during trenching operations must be brought to the surface of the ground.
Remove rocks and debris as ordered. This work is change order work.
If trenching requires the removal of plants, in areas with:
1. Turf, replace turf with sod under section 20-3.03C(3)(e).
2. Groundcover, replace groundcover plants from flats and plant at 12 inches on center under section
20-3.03C. No replacement of Carpobrotus and Delosperma is required if removed by rototilling.
11-15-13
Where existing surfacing is removed, replace the structural section to match the materials removed.
Replacement concrete must be of uniform smoothness, color, and texture equal to the adjacent concrete
surface. Dispose of removed material. Install supply line and conduits at the bottom of trenches and
backfill with sand to a depth of 2 inches over the top of the supply lines and conduits. Excluding the part
of the trench backfilled with surfacing or pavement, the remainder of the trench must be backfilled with
material that is excavated from the trench. Rock, broken concrete, asphalt concrete and other particles
larger than 2 inches in greatest dimension must not be used.
07-19-13
20-2.01C(3) Pull Boxes
Install pull boxes under section 86-2.06 at the following locations:
1. At all conductor splices except splices made in valve boxes
2. Within 5 feet of irrigation controllers
3. At ends of electrical conduits
4. At other locations shown
20-2.01 C(4) Valve Boxes and Covers
Install and identify each valve box as shown.
In walkways and paved areas, install the top of the valve box flush with the surrounding finished grade.
20-2.01C(5) Recycled Water Warning Signs
Install recycled water warning signs on irrigation facilities using recycled water.
Install sign decals directly to clean, smooth surfaces. Clean the surface with alcohol or an equivalent
cleaner before applying the decal.
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Install a 4 by 4 inch warning sign decal to each:
1. Backflow preventer assembly
2. Irrigation controller enclosure cabinet door
Install a 2 by 2 inch warning tag to the each remote control valve and valve box cover.
Install a 2-1/2 by 3 inches sign decal to each sprinkler riser.
Under local regulations, install a 12 by 12 inch warning sign decal on an aluminum plate and attach to
gates, fences, and walls located in the vicinity of a recycled water irrigation system. On gates and fences,
install signs with S hooks and C clips or 14-gauge galvanized steel wire. On concrete walls or other rough
surfaces, install signs with a silicon-based adhesive.
20-2.01C(6) Garden Valves
Furnish 3 keys for each garden valve before Contract acceptance.
20-2.01D Payment
Not Used
20-2.02 EXISTING IRRIGATION FACILITIES
20-2.02A General
20-2.02A(1) Summary
Section 20-2.02 includes specifications for checking, testing, operating, replacing, and relocating existing
irrigation facilities.
20-2.02A(2) Definitions
Reserved
20-2.02A(3) Submittals
Submit a list of irrigation system deficiencies within 7 days after checking the existing facilities.
20-2.02A(4) Quality Control and Assurance
After irrigation facilities have been relocated, demonstrate in the presence of the Engineer that the
relocated facilities function properly.
Certify each existing backflow preventer under section 20-2.03A(4).
20-2.028 Materials
Valve box covers must be the same size as the covers they replace.
Control and neutral conductors must be the same size and color as the control and neutral conductors
they replace.
20-2.02C Construction
20-2.02C(1) General
Notify the Engineer at least 4 business days before shutting off the water supply to any portion of the
existing irrigation system and immediately after restoring the water supply to any portion of the existing
irrigation system.
If an irrigation facility to be relocated is determined unsuitable by the Engineer, replace irrigation facility
under section 20-2. This work is change order work.
20-2.02C(2) Check and Test Existing Irrigation Facilities
Before performing irrigation system work, check existing irrigation facilities to remain in place or to be
relocated. The Engineer determines the test watering cycle lengths. Check for deficiencies including
missing parts, damaged components, and improper operation. Correct deficiencies as ordered. The
correction of deficiencies is change order work.
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20-2.02C(3) Operate Existing Irrigation Facilities
If the Contract includes a bid item for operate existing irrigation facilities, after performing work under
section 20-2.02C(2), operate existing irrigation facilities through Contract acceptance.
Operate existing irrigation facilities except for water meters, underground supply lines, control and neutral
conductors, and electrical conduits.
Check for proper operation at least once every 30 days. Adjust, repair, or replace existing irrigation
facilities within 7 days of finding any deficiency.
Operate irrigation systems using the automatic irrigation controller until Contract acceptance. You may
operate irrigation controllers manually during plant replacement, fertilization, weed germination, and
repair work.
Program the irrigation controllers for seasonal requirements.
20-2.02C(4) Replace Valve Box Covers
Existing valve box covers shown to be replaced must remain in place until the new covers are ready to be
installed.
Dispose of removed valve box covers.
20-2.02C(5) Relocate Backflow Preventer Assemblies
Relocate backflow preventer assembly as shown and install under section 20-2.03C.
20-2.02C(6) Relocate Water Meters
Relocate water meter as shown.
20-2.02C(7) Relocate Irrigation Controllers
Relocate irrigation controller as shown and install under section 20-2.07C.
20-2.02D Payment
Not Used
20-2.03 BACKFLOW PREVENTER ASSEMBLIES
20-2.03A General
20-2.03A(1) Summary
Section 20-2.03 includes specifications for installing a backflow preventer assembly.
20-2.03A(2) Definitions
Reserved
20-2.03A(3) Submittals
Reserved
20-2.03A(4) Quality Control and Assurance
Each backflow preventer assembly must be certified by a backflow preventer tester. The tester must have
an active and valid certification from the water purveyor having jurisdiction.
If the local water purveyor does not have a certification program, the tester must be certified by AVMA or
a nearby county with a certification program.
Notify the Engineer at least 5 business days before certifying backflow preventer assembly.
Certify each backflow preventer assembly annually and within 10 days before Contract acceptance.
20-2.0313 Materials
20-2.0313(1) General
Each backflow preventer assembly must include:
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1. Backflow preventer including gate valve, wye strainer, brass or malleable iron unions, fittings, and
supports
2. Blanket
3. Enclosure
4. Concrete pad
Concrete for the pad must be minor concrete, except the concrete must not contain less than 463 pounds
of cementitious material per cubic yard. Hand mixing of the concrete is allowed.
20-2.03B(2) Backflow Preventers
Each backflow preventer must:
1. Be reduced-pressure principle type.
2. Comply with the requirements of the water purveyor that has jurisdiction.
3. Be factory-assembled with:
3.1. 2 check valves
3.2. 1 pressure differential relief valve
3.3. 4 test cocks
3.4. 2 shut-off valves manufactured from iron or bronze. Shut-off valves must be one of the
following:
3.4.1. Resilient wedge gate valves
3.4.2. Resilient seated and fully ported ball valves
3.4.3. Resilient seated butterfly valves
Backflow preventer components must be capable of withstanding a working pressure of 150 psi.
20-2.03B(3) Backflow Preventer Blankets
Each backflow preventer blanket must:
1. Be polyester fabric coated with vinyl or polymeric resin
2. Be resistant to UV light, water, mildew, and fire
3. Have an R-value from R-30 to R-38
Blankets must have a securing mechanism that includes either zippers, hook-pile tape, grommets, snaps,
buttons, or any combination of these. Wherever the backflow preventer is not in an enclosure, the
securing mechanism must be capable of accepting a padlock.
20-2.03B(4) Backflow Preventer Enclosures
Each backflow preventer enclosure must:
1. Have expanded metal sides, ends, and top panels fabricated from 9-gauge minimum thickness
stainless sheet steel with openings of approximately 3/4 by 1-3/4 inches
2. Have expanded metal panels attached to the 3/16-inch thick steel frame by a series of welds not less
than 1/4 inch in length and spaced not more than 4 inches on center, along the edges of the
enclosure
3. Have Type 304 stainless steel lock guards with a minimum thickness of 12 gauge.
4. Have hexagonal nuts and lock-type washers
5. Be powder coated by the manufacturer to match color no. 20450 of FED-STD-595.
6. Have padlock clasp or latch and lock mechanism
20-2.03C Construction
Finish exposed top surfaces of concrete pad with a medium broom finish applied parallel to the long
dimension of pads.
Install hold-downs for the backflow preventer assembly enclosure when concrete is still plastic.
20-2.03D Payment
Not Used
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20-2.04 CAM COUPLER ASSEMBLIES
20-2.04A General
Section 20-2.04 includes specifications for installing a cam coupler assembly.
20-2.0413 Materials
Each cam coupler assembly must consist of a cam coupler, dust cap, check valve, pipes, fittings,
concrete thrust block, and valve box with woven wire cloth and gravel.
Cam couplers and keys must be manufactured of brass or bronze and be able to withstand a working
pressure of 150 psi.
Furnish 3 loose cam coupler keys before Contract acceptance.
20-2.04C Construction
Install cam coupler assemblies in valve boxes as shown.
20-2.04D Payment
Not Used
20-2.05 CONTROL AND NEUTRAL CONDUCTORS
20-2.05A General
20-2.05A(1) Summary
Section 20-2.05 includes specifications for installing control and neutral conductors.
20-2.05A(2) Definitions
Reserved
20-2.05A(3) Submittals
Reserved
20-2.05A(4) Quality Control and Assurance
Perform field tests on control and neutral conductors. Field tests must comply with the specifications for
lighting circuits in section 86-2.148.
Where the conductors are installed by trenching and backfilling, perform field tests after a minimum of 6
inches of backfill material has been placed and compacted over the conductors.
20-2.0513 Materials
Control and neutral conductors must comply with the requirements in section 86-2.08.
For connections between 24-volt irrigation controllers and valve solenoids, use control and neutral
conductors. Conductors must include a control conductor for each valve and a common neutral.
Conductor insulation color, except for the stripes, must be continuous throughout. The color of the
conductors must be consistent from the controller to each valve. Neutral conductors must be white. Do
not use white for control conductors. Do not use conductors with green insulation except as permitted by
the NEC.
Conductors must be:
1. No. 12 AWG or larger or no. 14 AWG or larger for armor-clad
2. Rated for 36 V or 600 V for armor-clad
3. Rated for direct burial
4. Underground feeder cable Type OF and TWU
5. Solid, uncoated copper for armor-clad
6. Not less than 90 percent of the AWG diameter required
No. 10 and smaller conductors must be insulated with a minimum of 56 mils of PVC or a minimum of 41
mils of polyethylene. No. 8 and larger conductors must be insulated with a minimum of 70 mils of PVC.
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No. 10 and smaller armor-clad conductors must be insulated with a minimum of 41 mils of polyethylene.
No. 8 and larger armor-clad conductors must be insulated with 54 to 60 mils of PVC.
Armor-clad conductors must include:
1. Stainless steel tape armor, Type 304 and helically wrapped with a 33 percent minimum overlap. The
tape must be 0.5 inch wide and at least 0.005 inch thick.
2. PVC outer conductorjacket that is UV resistant and complies with the ICEA S-61-402, NEMA
standard WC5 and UL listing 1263. The jacket nominal thickness must be 24 to 30 mils thick.
20-2.05C Construction
20-2.05C(1) General
Reserved
20-2.05C(2) In Open Trenches
Do not install control and neutral conductors above each other in an open trench. Wrap conductors
together with electrical tape at 5 foot intervals.
Where conductors are installed in the same trench as supply line, install at the same depth as the line. At
other locations, install conductors not less than 12 inches below finished grade.
Where conductors are not in a supply line trench, install conductors at least 4 feet from curbs, dikes, and
paved shoulders.
20-2.05C(3) In Conduits
Install conductors in electrical conduit if conductors are to be:
1. Surface mounted
2. Installed in or on structures
3. Installed under paved areas
4. Installed in irrigation conduits
5. Placed in concrete
20-2.05C(4) Splicing
Splice low voltage control and neutral conductors under sections 86-2.09C, 86-2.09D, and 86-2.09E,
except do not use method B. Tape used for splice insulation must be PVC tape.
Leave at least 2 feet of slack for each conductor at each:
1. Pull box
2. Valve box for each conductor that is connected to other facilities within the box or spliced within the
box
Do not splice conductors in irrigation controller cabinets.
Permanent splice connections must be made with freshly cut and skinned conductors. Do not use
temporary splices made for testing valve circuits as permanent splices.
20-2.05C(5) Marking
Mark control and neutral conductors in pull boxes, valve boxes, at irrigation control terminals, and at
splices.
Mark conductor terminations and splices with adhesive cloth wrap-around markers. Seal markers with
clear, heat-shrinkable sleeves.
Mark nonspliced conductors with clip-on C-shaped white extruded PVC sleeves. Sleeves must have black
indented legends of uniform depth with transparent overlays over the legends and chevron cuts for the
alignment of 2 or more sleeves.
Identify markers for the control conductors with the appropriate irrigation controller and station number.
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20-2.05D Payment
Not Used
20-2.06 FLOW SENSORS
20-2.06A General
Section 20-2.06 includes specifications for installing a flow sensor.
20-2.066 Materials
Each flow sensor must be an inline type with a nonmagnetic spinning impeller as the only moving part.
The electronics housing must:
1. Be schedule 80 PVC or cast 85-5-5-5 bronze
2. Include glass-filled polyphenylene sulfide
3. Be easily removable from the meter body and include 2 ethylene-propylene O-rings
The impeller must be tungsten carbide.
The electronics must be rated to withstand prolonged water immersion conditions and include 2 single
conductor 18 AWG leads, 48 inches long.
The insulation must be direct burial OF type colored red for the positive lead and black for the negative
lead.
The flow sensor must be capable of withstanding:
1. 100 to 400 psi operating pressure depending on sensor size shown
2. Liquid temperatures up to 220 degrees F
3. Flows from 1/2 to 15 ft/sec
20-2.06C Construction
Install flow sensor as shown.
20-2.06D Payment
Not Used
20-2.07 IRRIGATION CONTROLLERS
20-2.07A General
20-2.07A(1) Summary
Section 20-2.07 includes specifications for installing irrigation controllers.
20-2.07A(2) Definitions
irrigation controller: "Smart" irrigation controller as defined by the Irrigation Association.
remote irrigation control system (RICS): Centralized water management system that consists of a base
station, centralized server, satellite controllers.
base station: Designated computer located at a Department maintenance facility or District Office that
collects data from a series of satellite controllers through a centralized server.
centralized server: Designated server or web-based application that collects data from all base stations.
web-based application: Encrypted managing software that is coded in a browser-supported language
and is executable via a common internet web browser(e.g., Microsoft Internet Explorer, Firefox,
Safari, etc.).
satellite controller: Irrigation controller that communicates directly to a base station or centralized
server.
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network communication: Identified means through which satellite controllers, base stations, and a
centralized server communicate to one another(i.e., fiber optics, spread spectrum, phone line, etc.).
remote access device: Device (i.e., FCC compliant radio remote, cell phone or wireless, etc.) used to
communicate with satellite controllers from a remote location.
20-2.07A(3) Submittals
Submit as an informational submittal, a complete manufacturer's maintenance and operations manual for
each type of controller installed. Submit the manual at the time the wiring plans and diagrams are placed
inside the controller enclosure or cabinet door.
20-2.07A(4) Quality Control and Assurance
Provide training by a qualified person on the use and adjustment of the irrigation controllers installed 30
days before Contract acceptance.
Modifications to electrical components must be done by the manufacturer before shipment to the job site.
The installation date and expiration date of the manufacturer's guarantee for the controllers must be
permanently marked on the inside face of the controller.
20-2.07B Materials
20-2.07B(1) General
Conventional A/C powered irrigation controllers must operate on 110/120 V, 60 Hz(ac) and supply 24 to
30 VAC, 60 Hz(ac)for operating electrical remote control valves.
Concrete for the pad and foundation must be minor concrete, except the concrete must not contain less
than 463 pounds of cementitious material per cubic yard. Hand mixing of the concrete is allowed.
20-2.07B(2) Irrigation Controllers
20-2.07B(2)(a) General
The irrigation controllers must:
1. Be A/C, battery, solar, or 2-wire as shown
2. Be from a single manufacturer.
3. Be fully automatic and capable of operating a complete 30-day or longer irrigation program.
4. Have a switch or button on the face of the irrigation control panel showing that the irrigation controller
can be turned on or off and provide for automatic or manual operation. Manual operation must allow
cycle start at the desired station and allow for the minimum activation of a single station or have the
option to operate multiple stations in sequential or simultaneous operation modes.
5. Have non-volatile memory.
6. Have a watering time display on the face of the control panel.
7. Have a panel and circuit board connected to the low voltage control and neutral conductors by means
of a plug and receptacle connectors located within the cabinet enclosure.
8. Have a variable or incremental timing adjustment ranging from 1 minute to 360 minutes per station.
9. Be capable of operating at least 3 program schedules.
10. Be capable of having at least 4 start times per program schedule.
11. Have an output that can energize a pump start circuit or a remote control master valve.
12. Be protected by fuses and circuit breakers.
13. Display a program and station affected by a sensory alert without altering other watering schedules
not affected by the alert.
14. Be capable of global manual and automatic seasonal adjustments to all valves in any given program.
15. Automatically alter watering schedule in accordance with evapotranspiration data provided by a local
weather station or have an internal programmed default of historical evapotranspirational data for a
given region.
16. Support a flow sensor, rain sensor, or weather station and have automatic shut-off capability.
17. Be capable of communicating with the remote access device.
If the irrigation controller is installed in an enclosure cabinet, the cabinet must be stainless steel and must
comply with section 86-3.04A.
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Irrigation controllers not installed in enclosure cabinets must be weatherproof, constructed of fiberglass or
metal and have a door lock with 2 keys provided.
RICS must meet the requirements of an irrigation controller and be capable of being accessible only
through a secured and encrypted server that is password and firewall protected by the Department or be
accessible through a firewall secure remote server that is independent from any Department servers. The
Department will set up and manage the network communication.
20-2.07B(2)(b) Battery Powered Irrigation Controllers
Reserved
20-2.07B(2)(c) Solar Powered Irrigation Controllers
Reserved
20-2.07B(2)(d) Two-wire Irrigation Controllers
Reserved
20-2.07B(3) Irrigation Controller Enclosure Cabinets
The irrigation controller enclosure cabinet must:
1. Be stainless steel.
2. Include a mounting panel. Fabricate mounting panels with one of the following:
2.1. 3/4-inch exterior AC grade veneer plywood. Paint panels with 1 application of an exterior, latex
based, wood primer and 2 applications of an exterior, vinyl acrylic enamel, white in color. Paint
panels on all sides and edges before installation of the panels in the cabinets and the
equipment on the panels.
2.2. 3/16-inch thick aluminum sheets.
2.3. 10-gauge cold-rolled steel sheets.
2.4. 0.157-inch stainless steel metal sheets.
3. Provide cross ventilation, roof ventilation, or a combination of both. Ventilation must not compromise
the weather resistance properties of the cabinet and must be fabricated by the cabinet manufacturer.
4. Include protection against lightning damage.
5. Have an area inside the cabinet doors for storage of the as-built schematic wiring diagram and
irrigation plans.
6. Have padlock clasp or latch and lock mechanism.
20-2.07B(4) Rain Sensors
A rain sensor unit must be a solid state, automatic shut-off type, and compatible with the irrigation
controller. The rain sensor unit must automatically interrupt the master remote control valves when
approximately 1/8 inch of rain has fallen. The irrigation controller must automatically be enabled again
when the accumulated rainfall evaporates from the rain sensor unit collection cup.
Rain sensor units must be one of the following:
1. Rated 24 V(ac)to 30 V(ac)
2. Wireless and FCC compliant
20-2.07C Construction
Finish exposed top surface of concrete pad with a medium broom finish applied parallel to the long
dimension.
Locate irrigation controllers in pedestal or wall mounted enclosures as shown.
Install electrical components for automatic irrigation systems under section 86-1.02.
Install irrigation controllers under the manufacturer's instructions and as shown.
If 2 or more irrigation controllers operate the same remote master control valve, furnish and install an
isolation relay under the controller manufacturer's instructions.
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Where direct burial conductors are to be connected to the terminal strip, connect the conductors with the
open-end-crimp-on wire terminals. Exposed wire must not extend beyond the crimp of the terminal and
the wires must be parallel on the terminal strip.
Install rain sensor units for irrigation controllers on the irrigation controller enclosure cabinets. Provide
protection against lightning damage.
20-2.07D Payment
Payment for electrical service for 120-volt or higher is not included in the payment for irrigation controller.
20-2.08 IRRIGATION CONDUIT
20-2.08A General
20-2.08A(1) Summary
Section 20-2.08 includes specifications for installing irrigation conduit under a roadway or other facility to
accommodate electrical conduit for control and neutral conductors and irrigation supply lines.
Before performing work on irrigation systems, locate existing conduits shown to be incorporated into the
new work.
Before removing or disturbing existing Type A pavement markers that show the location of the existing
conduit, mark the location of the existing conduit on the pavement.
20-2.08A(2) Definitions
Reserved
20-2.08A(3) Submittals
Reserved
20-2.08A(4) Quality Control and Assurance
Demonstrate the conduits are free of obstructions after placement of base and surfacing.
Before and after extending the irrigation supply line in a conduit, pressure test the supply line under
section 20-2.01A(4)(b).
After conductors are installed in a conduit, test the conductors under section 20-2.05A(4).
Assign a technical representative to direct and control the directional bore activities. The representative
must be present during directional bore activities. Unless otherwise authorized, perform directional bore
activities in the presence of the Engineer.
20-2.088 Materials
20-2.08B(1) General
Reserved
20-2.08B(2) ABS Composite Pipe Conduit
ABS composite pipe and couplings must comply with ASTM D 2680. Couplings must be solvent cement
type.
20-2.08B(3) Corrugated High Density Polyethylene Pipe Conduit
Corrugated high density polyethylene pipe must comply with ASTM F 405 and F 667 or be Type S and
comply with AASHTO M252 and M294. Couplings and fittings must be as recommended by the pipe
manufacturer.
20-2.08B(4) Corrugated Steel Pipe Conduit
Corrugated steel pipe conduit must comply with section 66. The nominal thickness of metal sheets for
pipe must be 0.064 inch for corrugated steel pipe and 0.060 inch for corrugated aluminum pipe. Coupling
bands and hardware must comply with section 66.
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20-2.086(5) Polyvinyl Chloride Pipe Conduit
PVC pipe conduit must be schedule 40 and comply with ASTM D 1785.
Fittings must be schedule 80.
20-2.086(6) Welded Steel Pipe Conduit
Welded steel pipe must comply with ASTM A 53. Pipe must be black and have either welded or threaded
joints.
The minimum wall thickness for the various sizes of welded steel pipe must comply with the dimensions
shown in the following table:
Pipe size, nominal Minimum wall thickness
(inch) (inch)
3 0.216
4 0.237
6 0.280
8 0.277
10 0.279
12 0.330
20-2.08C Construction
20-2.08C(1) General
When existing conduits are to be incorporated in new work, excavate exploratory holes for locating
existing conduits at the locations indicated by existing markers or as directed. Excavate and backfill
exploratory holes to a maximum size of 2-1/2 feet in width, 5 feet in depth, and 5 feet on each side of the
marker or directed location parallel to the roadway. If the conduit is not found and if ordered, increase the
size of the exploratory holes beyond the dimensions specified. The additional excavation and backfill is
change order work.
If extending an existing conduit, remove conductors from the conduit.
Use a coupling band if the new conduit matches the existing conduit diameter, otherwise overlap the
conduit at least 12 inches.
After extending existing conduits, install conductors that match the color and size of the existing
conductors without splices. Splice conductors in adjacent pull boxes.
If installing a control and neutral conductor and electrical conduit through the irrigation conduit, install a
no. 5 pull box at each end.
Remove debris found in the conduit before performing other work. Debris found more than 3 feet from the
ends of the conduits is removed as change order work.
Extend conduit 2 feet beyond all paving unless otherwise shown.
Cap the ends of unused conduit.
Designate the location of each conduit by cementing a Type A pavement marker as shown. Type A
pavement markers and adhesive must comply with section 85.
20-2.08C(2) Welded Steel Pipe Conduit
20-2.08C(2)(a) General
Install welded steel pipe by directional boring or jack and drill.
Install top of conduits:
1. 18 to 30 inches below the finished surface in sidewalk areas
2. 40 to 52 inches below the finished grade in other paved areas
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20-2.08C(2)(b) Directional Boring
Notify the Engineer 2 business days before starting directional bore activities.
The diameter of the boring tool for directional boring must be only as large as necessary to install the
conduit.
Mineral slurry or wetting solution may be used to lubricate the boring tool and to stabilize the soil
surrounding the boring path. The mineral slurry or wetting solution must be water based.
The directional bore equipment must have directional control of the boring tool and have an electronic
boring tool location detection system. During operation, the directional bore equipment must be able to
determine the location of the tool both horizontally and vertically.
20-2.08C(2)(c) Jack and Drill
Notify the Engineer 2 business days before starting jack and drill activities.
Jacking or drilling pits must be no closer than 2 feet from pavement edge whenever possible.
If authorized, small holes may be cut in the pavement to locate or remove obstructions.
Do not use excessive water that will soften subgrade or undermine pavement.
20-2.08C(3) Schedule 40 Pipe Conduit
Where schedule 40 pipe conduit 2 inches or less in outside diameter is installed under surfacing, you may
install by directional boring under section 20-2.08C(2)(b).
For conduit 2 inches or less in diameter, the top of the conduit must be a minimum of 18 inches below
surfacing.
Extend schedule 40 pipe conduit 6 inches beyond surfacing. Cap ends of conduit until used.
20-2.08D Payment
Schedule 40 PVC pipe conduit is paid for as plastic pipe (schedule 40) (supply line).
20-2.09 IRRIGATION SUPPLY LINE
20-2.09A General
20-2.09A(1) Summary
Section 20-2.09 includes specifications for installing irrigation supply line.
If the supply line location interferes with the excavation of plant holes, relocate the plant hole to clear the
supply line. Do not install supply lines through plant holes unless shown.
Supply lines, control and neutral conductors and electrical conduits installed in common trenches must
not be installed above each other.
20-2.09A(2) Definitions
Reserved
20-2.09A(3) Submittals
Submit a certificate of compliance for polyethylene pipe and plastic pipe supply line.
20-2.09A(4) Quality Control and Assurance
Solvent cement must comply with the local Air Quality Management District requirements.
20-2.098 Materials
20-2.09B(1) General
Irrigation supply pipe must be metal or plastic as shown.
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PCC for thrust blocks must be produced from commercial-quality aggregates. The concrete must contain
at least 295 pounds of cementitious material per cubic yard.
20-2.09B(2) Copper Pipe Supply Line
Copper pipe must be Type K rigid pipe and comply with ASTM B 88. Fittings must be wrought copper or
cast bronze either soldered or threaded.
Solder must be 95 percent tin and 5 percent antimony.
20-2.09B(3) Galvanized Steel Pipe Supply Line
Galvanized steel pipe supply line and couplings must be standard weight and comply with ASTM A 53,
except that the zinc coating must not be less than 90 percent of the specified amount. Except for
couplings, fittings must be galvanized malleable iron, banded and threaded, and comply with ANSI B16.3,
Class 150.
Joint compound must be nonhardening and noncorrosive. Do not use pipe thread sealant tape.
20-2.09B(4) Drip Irrigation Tubing
Drip irrigation tubing must be virgin polyethylene plastic and comply with ASTM D 2737.
The drip irrigation tubing must be distribution tubing with preinstalled in-line emitters.
If preinstalled in-line drip irrigation tubing is not shown, you may install emitters that match the distribution
requirements shown. The emitters must be barbed or threaded-type outlet devices with dual silicone
diaphragms and installed under the manufacturer's instructions.
The emitters must meet the flow rate and operating pressure range shown.
The wall thickness of polyethylene tubing must comply with the following requirements when tested under
ASTM D 2122:
Pipe size, Minimum wall Maximum wall
nominal thickness thickness
(inch) (inch) (inch)
1/2 0.050 0.070
5/8 0.055 0.075
3/4 0.060 0.080
The polyethylene tubing fittings must be leak-free, compression type and have female sockets with an
internal barb to provide a positive pipe-to-fitting connection that will not separate at the designed
pressure.
20-2.09B(5) Plastic Pipe Supply Line
Plastic pipe supply line must be PVC pipe that is NSF approved.
Schedule 40 plastic pipe supply line must comply with ASTM D 1785.
Class 315 plastic pipe supply line must comply with ASTM D 2241.
PVC gasketed bell joints must comply with ASTM D 2672, ASTM D2241, ASTM D 3139, and ASTM F
477.
For solvent-cemented type joints, the primer and solvent cement must be made by the same
manufacturer. The primer color must contrast with the color of the pipe and fittings.
Solvent-cemented fittings must be injection molded PVC, schedule 40, and comply with ASTM D 2466.
Fittings for supply line placed in irrigation conduit must be schedule 80.
Fittings for plastic pipe supply line larger than 4 inches must be ductile iron under section 20-2.14C(2)(b).
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If UV-resistant plastic pipe supply line is required, the pipe must be homogeneous, uniform color and be
manufactured of:
1. At least 80 percent vinyl chloride resin with UV stabilizers
2. Non-PVC resin modifiers and coloring ingredients
3. Coloring ingredients with UV stabilizers
20-2.09C Construction
20-2.09C(1) General
Cut pipe straight and true. After cutting, ream out the ends to the full inside diameter of the pipe.
05-30-14
Prevent foreign material from entering the irrigation system during installation. Immediately before
assembling, clean all pipes, valves, and fittings. Flush lines before attaching sprinklers, emitters, and
other terminal fittings. Reuse water from waterline flushing for landscape irrigation if practicable.
07-19-13
Pipe supply lines installed between the water meter and backflow preventer assembly must be installed
not less than 18 inches below finished grade measured to the top of the pipe.
Where a connection is made to existing supply lines, bell and gasketed fittings or compression fittings
may be used.
Install a thrust block at each change in direction on the main supply line, terminus run, and at other
locations shown.
Where supply lines cross paved ditches more than 3 feet deep at their flow line, install galvanized steel
pipe for the entire span of the ditch.
Secure UV resistant plastic pipe supply line on grade as shown.
20-2.09C(2) Galvanized Steel Pipe Supply Line
Coat male pipe threads on galvanized steel pipe according to the manufacturer's instructions.
20-2.09C(3) Drip Irrigation Tubing
Install drip irrigation tubing on grade and under manufacturer's instructions.
Install a flush valve and an air-relief valve if recommended by the drip valve assembly manufacturer.
20-2.09C(4) Plastic Pipe Supply Line
For PVC pipe 1-1/2 inches in diameter or smaller, cut the pipe with PVC cutters.
For solvent-cemented type joints, apply primer and solvent-cement separately under the manufacturer's
instructions.
Wrap the male portion of each threaded plastic pipe fitting with at least 2 layers of pipe thread sealant
tape.
Install plastic pipe supply line mains with solvent-cemented type joints not less than 18 inches below
finished grade measured to the top of the pipe.
Install plastic pipe supply line laterals with solvent-cemented type joints not less than 12 inches below
finished grade measured to the top of the pipe.
Snake plastic pipe installed by trenching and backfilling methods.
20-2.09D Payment
Supply line pipe and drip irrigation tubing are measured along the slope.
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20-2.10 SPRINKLER ASSEMBLIES
20-2.10A General
Section 20-2.10 includes specifications for installing sprinkler assemblies.
20-2.10B Materials
20-2.10B(1) General
Each sprinkler assembly must meet the characteristics shown in the irrigation legend.
Where shown, a sprinkler assembly must have a flow shut-off device that automatically stops the flow of
water on the downstream side of the device when the assembly is broken. You may use a sprinkler
assembly with a preinstalled flow shut-off device or you must install a flow shut-off device under the
manufacturer's instructions.
Flexible hose for sprinkler assembly must be leak-free, nonrigid and comply with ASTM D 2287, cell Type
6564500. The hose wall thickness must comply with ASTM D 2122 for the hose diameters shown in the
following table:
Hose diameter, nominal Minimum wall thickness
(inch) (inch)
1/2 0.127
3/4 0.154
1 0.179
Solvent cement and fittings for flexible hose must comply with section 20-2.09B(5).
20-2.10B(2) Pop-Up Sprinkler Assemblies
Each pop-up sprinkler assembly must include a body, nozzle, swing joint, pressure compensation device,
check valve, sprinkler protector, and fittings as shown.
20-2.10B(3) Riser Sprinkler Assemblies
11-15-13
Each riser sprinkler assembly must include a riser or flexible hose, threaded nipple, swing joint, check
valve, and nozzle as shown. The riser must be UV resistant schedule 80, PVC 1120 or PVC 1220 pipe
and comply with ASTM D 1785.
20-2.10B(4) Tree Well Sprinkler Assemblies
Each tree well sprinkler assembly must include a body, riser, swing joint, perforated drainpipe, and drain
cap.
07-19-13
The perforated drainpipe must be commercial grade, rigid, PVC pipe with holes spaced not more than 6
inches on center on 1 side of the pipe.
Drain cap must be commercially available, 1 piece, injection molded drain grate manufactured from
structural foam polyolefins with UV light inhibitors. Drain grate must be black.
Gravel for filling the drainpipe must be graded such that 100 percent passes the 3/4-inch sieve and 100
percent is retained on the 1/2-inch sieve. Gravel must be clean, washed, dry, and free from clay or
organic material.
20-2.10C Construction
Install pop-up and riser sprinkler assembly:
1. 6-1/2 to 8 feet from curbs, dikes, and sidewalks
2. 10 feet from paved shoulders
3. 3 feet from fences and walls
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If sprinkler assembly cannot be installed within these limits, the location will be determined by the
Engineer.
Set sprinkler assembly riser on slopes perpendicular to the plane of the slope.
Install tree well sprinkler assembly as shown.
20-2.10D Payment
Not Used
20-2.11 VALVES
20-2.11A General
Section 20-2.11 includes specifications for installing valves.
20-2.11B Materials
20-2.11B(l) General
Valves must:
1. Include a valve box and cover
2. Be the same size as the supply line that the valve serves unless otherwise shown
3. Be bottom, angled, or straight inlet configuration
20-2.11B(2) Ball Valves
Ball valve must be a two-piece brass or bronze body and comply with the requirements shown in the
following table:
Property Requirements
Nonshock working pressure, min 400 psi
Seats PTFE
O-ring seals PTFE
Ball valve must be the same size as the supply line that the valve serves.
20-2.11B(3) Check Valves
Each check valve must:
1. Be schedule 80 PVC and factory set to 5 psi for adjustable spring check valve
2. Be Class 200 PVC for swing check valves on non pressurized plastic irrigation supply line
20-2.11B(4) Drip Valve Assemblies
Each drip valve assembly must include:
1. Remote control valve
2. Wye filter with:
2.1. Filter housing that:
2.1.1. Can withstand a working pressure of 150 psi
2.1.2. Is manufactured of reinforced polypropylene plastic
2.2. Reusable stainless steel filter cartridge with a 200 mesh size filtration
3. Ball valve under 20-2.11 B(2)
4. Schedule 80 PVC pipes and fittings
5. Pressure regulator
20-2.11 B(5) Garden Valve Assemblies
Each garden valve assembly must have:
1. Garden valve
2. Location marker
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20-2.11B(6) Gate Valves
Gate valves must be:
1. Flanged or threaded type
2. Iron or bronze body
3. Bronze trimmed with one of the following:
3.1. Internally threading rising stem
3.2. Nonrising stem
4. Able to withstand a working pressure of 150 psi
5. Same size as the pipeline that the valves serves unless otherwise shown
Gate valves smaller than 3 inches must have a cross handle.
Gate valves 3 inches or larger must be flanged type with a square nut. Furnish 3 long shank keys before
Contract acceptance.
Gate valves attached to the outlets of a wye strainer must have seating rings on the discharge side of the
gate valves must be PTFE. Valve wedges must be driven obliquely by cam action into the seating rings.
20-2.1113(7) Pressure Regulating Valves
Pressure regulating valve must be:
1. Flanged or threaded type
2. Brass, bronze, cast iron, or plastic body
3. Spring diaphragm type
4. Pilot controlled
Pressure regulating valve must have no internal filter screens.
20-2.1113(8) Pressure Relief Valves
Pressure relief valve must have a brass or bronze body, stainless steel springs, bronze nickel chrome
seats, composition seat discs, female bottom inlets, and female side outlets.
20-2.1113(9) Quick Coupling Valves
Quick coupling valve must be 3/4 inch double slotted with a self-closing cap, 3/4-inch brass key and 3/4-
inch brass hose swivel unless otherwise shown. Except for the cap, quick coupling valve must be brass or
bronze construction. Furnish 3 loose quick coupling brass keys and brass hose swivels before Contract
acceptance.
20-2.1113(10) Remote Control Valves
20-2.11 B(10)(a) General
Each remote control valve must:
1. Be normally closed type.
2. Be glass filled nylon, brass, or bronze.
3. Be completely serviceable from the top without removing the valve body from the system.
4. Be equipped with a device that regulates and adjusts the flow of water and be provided with a manual
shut-off. The manual shut-off for valves larger than 3/4 inch must be operated by a cross handle.
5. Have solenoids compatible with the irrigation controller.
6. Have a manual bleed device.
7. Be capable of withstanding a pressure of 200 psi
8. Have replaceable compression discs or diaphragms.
9. Have threaded fittings for inlets and outlets.
10. Have DC latching solenoids when used with solar or battery controllers. Solenoids must operate on
3.5 V.
20-2.1113(10)(b) Remote Control Valves with Flow Sensor
Reserved
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20-2.1113(10)(c) Remote Control Valves with Pressure Regulator
Each remote control valve with pressure regulator must be factory assembled as 1 unit.
20-2.1113(11) Wye Strainer Assemblies
Each wye strainer assembly must include:
1. Wye strainer
2. Garden valve
20-2.11C Construction
20-2.11C(l) General
Install control valves:
1. 6-1/2 to 8 feet from curbs, dikes, and sidewalks
2. 10 feet from paved shoulders
3. 3 feet from fences, walls, or both
If a control valve cannot be installed within these limits, the location will be determined by the Engineer.
20-2.11C(2) Check Valves
Unless otherwise shown, install spring-action check valves as necessary to prevent low head drainage.
20-2.11C(3) Garden Valve Assemblies
Install a location marker 8 to 10 inches from the back of each garden valve.
20-2.11C(4) Pressure Regulating Valves
Install pressure regulating valves with threaded connections and a union on the inlet side of the valves.
20-2.11C(5) Wye Strainer Assemblies
Unless shown, install wye strainer assembly on the upstream side of the remote control valves.
Install garden valve so that when the system is flushed, the discharge sprays out of the valve box.
20-2.11D Payment
Not Used
05-30-14
20-2.12-20-2.13 RESERVED
07-19-13
20-2.14 SUPPLY LINE ON STRUCTURES
20-2.14A General
20-2.14A(1) General
20-2.14A(1)(a) Summary
Section 20-14 includes specifications for installing water supply lines through bridges and on the exterior
of concrete structures.
20-2.14A(1)(b) Definitions
Reserved
20-2.14A(1)(c) Submittals
Submit a work plan for temporary casing support at the abutments as an informational submittal.
20-2.14A(1)(d) Quality Control and Assurance
20-2.14A(1)(d)(i) General
Before installing seismic expansion assemblies or expansion assemblies, the Engineer must authorize
the extension setting.
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20-2.14A(1)(d)(ii) Regulatory Requirements
Piping materials must bear the label, stamp, or other markings of the specified standards.
20-2.14A(1)(d)(iii) Site Tests
Test water supply lines before:
1. Backfilling
2. Beginning work on box girder cell decks
3. Otherwise covering the water supply lines
Furnish pipe anchorages to resist thrust forces occurring during testing.
Test the water supply lines as 1 unit. The limits of the unit must be 5 feet beyond the casing at each end
of the bridge.
Cap each end of the water supply lines before testing. Caps must be rated for the test pressure.
Test water supply lines under section 20-2.01A(4)(b), except that the testing period must be 4 hours with
no pressure drop.
For water supply lines 4 inches and larger testing must meet the following additional requirements:
1. Testing pressure must be at least 120 psi
2. Air relief valve must not be subjected to water pressure due to testing
If water supply lines fail testing, retest the lines after repair.
20-2.14A(2) Materials
20-2.14A(2)(a) General
Protect stored piping from moisture and dirt. Elevate piping above grade. Support piping to prevent
sagging and bending.
Protect flanges, fittings, and assemblies from moisture and dirt.
20-2.14A(2)(b) Air Release Valve Assemblies
Air release valve assemblies include an air release valve, ball valve, tank vent, nipples, and pipe saddle.
Assemblies must comply with the following:
1. Air release valves must have a cast iron body with stainless steel trim and float, 1-inch NPT inlet, 1/2-
inch NPT outlet, and 3/16-inch orifice.
2. Ball valves must have a 2-piece bronze body with chrome plated or brass ball, 1-inch full-size port,
and be rated for at least 400 psi.
3. Tank vents must have a 1/2-inch NPT inlet and downward-facing double openings with screened
covers.
4. Nipples must be schedule 40 galvanized steel pipe.
5. Pipe saddle must be rated for at least 150 psi and compatible with water supply line. Pipe saddle
must be (1)single strap pipe saddle for water supply lines smaller than 4 inches or(2)double strap
pipe saddle for water supply lines 4 inches and larger. You may use a tee fitting for galvanized steel
water supply lines.
20-2.14A(2)(c) Casings
Casings must be welded steel pipe casing complying with section 70-7.
20-2.14A(2)(d) Pipe Wrap Tape
Pipe wrap tape must be pressure sensitive tape made from PVC or polyethylene. Pipe wrap tape must be
at least 50 mils thick and not wider than 2 inches.
20-2.14A(2)(e) Pipe Hangers
Pipe hangers must comply with section 70-7.02C.
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The pipe hanger must be rated for the water supply line. If casings are shown, include the casings weight.
20-2.14A(2)(f) Epoxy Adhesives
Epoxy used for anchoring concrete pipe supports must comply with section 70-7.02D.
20-2.14A(2)(g) Concrete Pipe Supports
Concrete pipe supports must comply with section 70-7.02D.
20-2.14A(2)(h) Pipe Clamps and Anchors
Metal clamps must be commercial quality steel complying with section 75-1.02. Anchors must comply with
the specifications for concrete anchorage devices in section 75-1.03C.
20-2.14A(2)(i) Pull Boxes
Pull boxes and covers must comply with section 20-2.01 B(5).
20.2.14A(3) Construction
20-2.14A(3)(a) General
Support water supply lines as described.
Where water supply lines penetrate bridge superstructure concrete, either form or install pipe sleeves at
least 2 pipe sizes larger than the pipe.
20-2.14A(3)(b) Preparation
Clean the interior of the pipe before installation. Cap or plug openings as pipe is installed to prevent the
entrance of foreign material. Leave caps or plugs in place until the next pipe section is installed.
20-2.14A(3)(c) Installation
20-2.14A(3)(c)(i) General
Reserved
20-2.14A(3)(c)(ii) Casings
Install casings under section 70-7.03.
Seal casing end with 8 inches of polyurethane foam at dirt stop or pipe end seal.
20-2.14A(3)(c)(iii) Wrapping Water Supply Line
Wrap damaged supply line coatings with pipe wrap tape.Wrap field joints and fittings that are in contact
with the earth.
Wrapping must comply with the following:
1. Clean and prime area as recommended by the tape manufacturer.
2. Tightly wrap tape with 1/2 uniform overlap, free from wrinkles and voids, to provide not less than a
100 mil thickness.
3. The tape must conform to joint or fitting contours.
4. Extend tape at least 6 inches over adjacent pipe.
20-2.14A(3)(c)(iv) Pipe Clamps and Anchors
Install water supply lines on the exterior surfaces of bridges or other concrete structures with metal
clamps and anchors.
Drilling of holes for anchors must comply with the following:
1. Drill holes to manufacturers recommended depth.
2. Drilling tools must be authorized.
3. Do not drill holes closer than 6 inches to the edge of a concrete structure.
4. Relocate holes if reinforcing steel is encountered. Fill abandoned holes with mortar. Mortar must
comply with section 51-1.02F.
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Where water supply lines are mounted vertically for more than 2 feet, install clamps and anchors within 6
inches of the elbows.
Where water supply lines are mounted vertically for more than 10 feet, install additional clamps and
anchors at 10 foot centers unless otherwise shown.
20-2.14A(3)(d) Sequences of Operation
If the bridge superstructure is to be prestressed do not place mortar around casings in abutments and
hinges until bridge superstructure prestressing has been completed.
20-2.14A(4) Payment
Supply line on structures is measured from end to end, along the centerline.
The Department does not pay for failed tests.
20-2.14B Supply Line on Structures, Less than 4 Inches
20-2.14B(1) General
20-2.14B(1)(a) Summary
Section 20-2.148 includes specifications for installing water supply lines smaller than 4 inches.
20-2.14B(1)(b) Definitions
Reserved
20-2.14B(1)(c) Submittals
Product data for materials includes catalog cuts, performance data, and installation instructions.
Submit product data for:
1. Water supply line
2. Expansion assemblies
3. Casing insulators
4. Pipe end seals
5. Pipe anchorages
6. Air release valve assemblies
7. Casings
8. Pipe hangers
9. Epoxy adhesives
10. Concrete pipe supports
20-2.14B(1)(d) Quality Control and Assurance
Reserved
20-2.14B(2) Materials
20-2.14B(2)(a) General
Reserved
20-2.14B(2)(b) Water Supply Line
Water supply lines must comply with section 20-2.09.
20-2.14B(2)(c) Expansion Assemblies
Expansion assemblies must consist of a hose with ends, insulated flange connections, and elbows.
Expansion assemblies must have the same nominal inside diameter as the water supply line. Working
pressure must be at least 150 psi.
Hose must be medium or heavy weight, crush and kink resistant, rated for at least 150 psi. Cover must be
flexible, oil resistant rubber or synthetic, reinforced with at least 2-ply synthetic yarn or steel wire. The
inner tube must meet FDA and USDA Standards for potable water. Hose ends must be stainless steel
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flanged connections with stainless steel crimped bands or swaged end connectors. Do not use barbed
ends with band clamps.
Elbows must be 45 degree, standard weight galvanized steel fittings.
20-2.14B(2)(d) Casing Insulators
Casing insulators must be:
1. 2-piece, high-density, injection-molded polyethylene, nonconductive inner liner, with cadmium-plated
nuts and bolts.
2. Factory constructed to ensure the water supply line is centered in the casing. Insulators must not
allow any contact between pipe and casing and have at least 2 runners seated on the bottom of the
casing.
3. Sized for the casing and water supply line shown.
20-2.14B(2)(e) Pipe Anchorages
Pipe anchorages must consist of an I-beam, U-bolts, anchors, and double nuts.
Use concrete anchorage devices for anchors on existing bridges. Use L-anchor bolts for anchors on new
bridges.
Fabricate the I-beam from 1/2-inch steel plate. Steel plate, U-bolts, L-anchors, and nuts must comply with
section 75-1.02. Concrete anchorage devices must comply with section 75-1.03C.
20-2.14B(2)(f) Pipe End Seals
Pipe end seals must consist of a pipe end seal, stainless steel bands, and polyurethane foam.
Pipe end seal must be factory constructed from seamless neoprene and sized for the casing and water
supply line shown. Neoprene must be at least 1/8 inch thick. Stainless steel bands must be crimped.
Polyurethane foam must be expanding foam spray that is water resistant and moisture cured.
20-2.14B(3) Construction
Locate pipe anchorage halfway between expansion assemblies.
Pipe end seal must be pulled onto the casing during pipe installation. Do not use wrap-around type end
seals.
20-2.14B(4) Payment
Supply line on structures is paid for as galvanized steel pipe (supply line on bridge).
20-2.14C Supply Line on Structures, 4 Inches and Larger
20-2.14C(1) General
20-2.14C(1)(a) Summary
Section 20-2.14C includes specifications for installing water supply lines 4 inches and larger.
20-2.14C(1)(b) Definitions
Reserved
20-2.14C(1)(c) Submittals
Product data for materials includes catalog cuts, performance data, and installation instructions.
Submit product data for:
1. Water supply line
2. Expansion assemblies
3. Flange insulating gaskets
4. Casing insulators
5. Seismic expansion assemblies
6. Lateral restraint assemblies
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7. Air release valve assemblies
8. Casings
9. Pipe hangers
10. Epoxy adhesives
11. Concrete pipe supports
Submit the maximum range and preset dimension for each expansion assembly or seismic expansion
assembly as an informational submittal.
Submit at least 5 sets of product data to OSD, Documents Unit. Each set must be bound together and
include an index stating equipment names, manufacturers, and model numbers. Two sets will be
returned. Notify the Engineer of the submittal. Include in the notification the date and contents of the
submittal.
20-2.14C(1)(d) Quality Control and Assurance
Reserved
20-2.14C(2) Materials
20-2.14C(2)(a) General
Reserved
20-2.14C(2)(b) Water Supply Line
Water supply lines must consist of ductile iron pipe and fittings. Pipe must comply with ANSI/AWWA
C1 51/A21.51, Class 350. Fittings must comply with ANSI/AWWA C110/A21.10, rated for a working
pressure of 350 psi.
Ductile iron pipe connections to expansion assemblies must be a flanged joint complying with
ANSI/AWWA C1 15/A21.15. Flange gaskets must be rated for a working pressure of 350 psi. Fasteners
must comply with section 75-1.02, except that stainless steel fasteners must not be used.
All other ductile iron pipe and fitting joints must be push-on, restrained type complying with ANSI/AWWA
C111/A21.11. Push-on, restrained type joints may use proprietary dimensions and proprietary restrained
joint locking systems.
Ductile iron pipe and fittings must have an asphaltic coating complying with ANSI/AWWA C1 51/A21.51,
and a cement mortar lining complying with ANSI/AWWA C1 04/A21.4.
20-2.14C(2)(c) Expansion Assemblies
Expansion assemblies must be a sleeve type expansion joint. The expansion assembly must have:
1. Ductile iron body complying with ANSI/AWWA C1 53/A21.53
2. Flanged ends complying with ANSI/AWWA C110/A21.10
3. Fusion bonded epoxy internal lining complying with ANSI/AWWA C213 at least 15 mils thick
4. Internal expansion sleeve limiting stop collars and be pressure balanced
5. Working pressure of at least 350 psi for sizes 24 inches and smaller and 250 psi for sizes larger than
24 inches
6. NSF 61 certification
The expansion assembly must be factory set at 1/2 the extension capacity.
20-2.14C(2)(d) Flange Insulating Gaskets
Flange insulating gaskets must consist of a dielectric flange gasket, insulating washers and sleeves, and
commercial quality steel bolts and nuts. Dielectric flange gasket must have a dielectric strength of at least
500 vpm.
20-2.14C(2)(e) Casing Insulators
Casing insulators must be:
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1. 2-piece, 8-inch, 14-gauge epoxy-coated or galvanized steel band, four 2-inch-wide glass-reinforced
polyester or polyethylene runners, with cadmium-plated nuts and bolts.
2. Coated with at least 15-mils heat-fused PVC to provide a nonconductive inner liner.
3. Factory constructed to ensure the water supply line is centered in the casing. Insulators must not
allow any pipe to casing contact and have at least 2 runners seated on the bottom of the casing.
4. Sized for the casing and water supply line shown.
20-2.14C(2)(f) Dirt Stops
Dirt stops must consist of a redwood cover with polyurethane foam.
Use construction heart grade redwood complying with 57-2.01 B(2). Construct cover to fit snugly around
the water supply line. The cover must be 2 inches taller and 2 inches wider than the casing.
Polyurethane foam must be expanding foam spray that is water resistant and moisture cured.
20-2.14C(2)(g) Seismic Expansion Assemblies
Seismic expansion assemblies must be a sleeve type expansion joint with integral ball joints at each end.
Seismic expansion assemblies must have:
1. Ability to withstand at least 15 degree angular deflection at each end and maximum movement in all 3
planes at the same time
2. Ductile iron body complying with ANSI/AWWA C1 53/A21.53
3. Flanged ends complying with ANSI/AWWA C110/A21.10
4. Fusion bonded epoxy internal lining complying with ANSI/AWWA C213 at least 15 mils thick
5. Internal expansion sleeve limiting stop collars and pressure balanced
6. Ball joints contained in flanged retainers with seal gaskets
7. Working pressure of at least 350 psi for sizes 24 inches and smaller and 250 psi for sizes larger than
24 inches
8. NSF 61 certification
The seismic expansion assembly must be factory set at 1/2 the extension capacity.
20-2.14C(2)(h) Lateral Restraint Assemblies
Lateral restraint assemblies must be (1) constructed from commercial quality steel components complying
with section 75-1.02, (2) adjustable, and (3)able to resist a horizontal force of 10 percent of the
contributory dead load.
20-2.14C(3) Construction
Each ductile iron pipe must be connected and fully extended (pulled out)afterjoint assembly before the
next pipe section is added.
Install flange insulating gaskets on the outside flange of seismic expansion assemblies and expansion
assemblies.
20-2.14C(4) Payment
Supply line on structures is paid for as supply line (bridge).
20-2.15 TEMPORARY IRRIGATION SYSTEMS
Reserved
20-2.16-20-2.19 RESERVED
20-3 PLANTING
20-3.01 GENERAL
20-3.01A General
20-3.01A(1) Summary
Section 20-3 includes specifications for performing planting work in new and existing landscapes.
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20-3.01A(2) Definitions
Reserved
20-3.01A(3) Submittals
20-3.01A(3)(a) General
Submit nursery invoices showing species or variety and inspection certificates for plants.
Submit documentation of clearance from the county agricultural commissioner for plants obtained from a
county outside the project limits.
If a root stimulant is required, submit a copy of the root stimulant manufacturer's product sheet and
instructions for the application of the root stimulant.
If cuttings are to be taken from outside the right-of-way, submit proof of permits and payment of
associated fees. Notify the Engineer of the location at least 15 days before taking cuttings.
20-3.01A(3)(b) Vendor Statements
At least 60 days before planting the plants, submit a statement from the vendor that the order for the
plants required, including sample plants used for inspection, has been received and accepted by the
vendor. The statement from the vendor must include the plant names, sizes, and quantities and the
anticipated delivery date.
20-3.01A(3)(c) Certificates of Compliance
Submit a certificate of compliance for:
1. Sod
2. Soil amendment
20-3.01A(4) Quality Control and Assurance
Plants must comply with federal and state laws requiring inspection for diseases and infestations.
Inspection certificates required by law must accompany each shipment of plants.
Obtain clearance from the county agricultural commissioner before planting plants delivered from a
county outside the project limits.
The Engineer inspects the roots of container-grown sample plants by removing earth from the rootball of
not less than 2 plants, nor more than 2 percent of the total number of plants of each species or variety. If
container-grown plants are purchased from several sources, the Engineer inspects the roots of not less
than 2 of each sample plant species or variety from each source. The rootball of container grown plants
must not show evidence of being underdeveloped, deformed, or having been restricted.
If the Engineer finds noncompliant plants, the entire lot represented by the noncompliant sample plants
will be rejected.
Cuttings with mature or brown stems and cuttings that have been trimmed will be rejected.
20-3.0113 Materials
20-3.01B(l) General
Notify the Engineer at least 10 days before the plants are shipped to the job site.
20-3.01B(2) Plants
20-3.01 B(2)(a) General
Plants must be the variety and size shown and true to the type or name shown. Plants must be
individually tagged or tagged in groups identifying the plants by species or variety. Tagging is not required
for cuttings.
Plants must be healthy, well-formed, not root-bound, free from insect pests and disease, and grown in
nurseries inspected by the Department of Food and Agriculture.
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The plants must comply with the size and type shown in the following table:
Plant group Description Container size
designation (cu in)
A No. 1 container 152-251
B No. 5 container 785-1242
C Balled and burlapped --
E Bulb --
F In flats --
H Cutting --
I Pot --
K 24-inch box 5775-6861
M Linera --
O Acorn --
P Plugsa' --
S Seedling° --
U No. 15 container 2768-3696
aDo not use containers made of biodegradable material.
bGrown in individual container cells.
°Bare root.
Trucks used for transporting plants must be equipped with covers to protect plants from windburn.
Handle and pack plants in an authorized way for the species or variety.
20-3.01 B(2)(b) Cuttings
20-3.01 B(2)(b)(i) General
Take cuttings at random from healthy, vigorous plants. Make cuts with sharp, clean tools. Do not take
more than 25 percent of an individual plant and not more than 50 percent of the plants in an area.
Keep cuttings covered and wet until planted. Do not allow cuttings to dry or wither.
Plant cuttings no more than 2 days after being cut.
20-3.01 B(2)(b)(ii) Carpobrotus and Delosperma Cuttings
You may take cuttings for new Carpobrotus and Delosperma groundcover from the existing highway
planting areas, but these areas may not provide enough material to complete the work. Contact the local
District's encroachment permit office to obtain a permit to harvest cuttings, identify acceptable cutting
harvest areas, and to determine acceptable quantities to take.
Take tip cuttings from healthy, vigorous Carpobrotus and Delosperma plants that are free of pests and
disease.
Carpobrotus cuttings must be 10 inches or more in length and not have roots.
Delosperma cuttings must be 6 inches or more in length and not have roots.
20-3.01 B(2)(b)(iii) Willow Cuttings
Take willow cuttings from areas shown or designated by the Engineer.
Willow cuttings must be:
1. Reasonably straight
2. 20 to 24 inches in length
3. 3/4 to 1-1/2 inch in diameter at the base of the cutting
Cut the top of each willow cutting square above a leaf bud. Cut the base below a leaf bud at
approximately a 45 degree angle. Trim off leaves and branches flush with the stem of the cutting.
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20-3.01 B(2)(b)(iv) Cottonwood Cuttings
Cottonwood cuttings must comply with the requirements for willow cuttings in section 20-3.01 B(2)(b)(iii).
20-3.01 B(2)(b)(v)-20-3.01 B(2)(b)(viii) Reserved
20-3.01 B(2)(c) Sod
Sod must:
1. Be grown to comply with the Food &Agri Code
2. Be free from weeds and undesirable types of grasses and clovers
3. Be field-grown on soil containing less than 50 percent silt and clay
3. Have less than 1/2-inch-thick thatch
4. Not be less than 8 months or more than 16 months old
5. Be machine-cut to a uniform soil thickness of 5/8 ± 1/4 inch, not including top growth and thatch
Protect sod with tarps or other protective covers during delivery. Do not allow sod to dry out during
delivery or before placement.
20-3.01B(3) Soil Amendment
Soil amendment must comply with the requirements in the Food &Agri Code. Soil amendment must be
one or a combination of the following:
1. Sphagnum peat moss
2. Nitrolized fir bark
3. Vermiculite
4. Perlite
20-3.01B(4) Fertilizers
20-3.01 B(4)(a) General
Deliver fertilizer in labeled containers showing weight, chemical analysis, and manufacturer's name.
Fertilizer must comply with the requirements of the Food &Agri Code.
20-3.01 B(4)(b) Slow-release Fertilizers
Slow-release fertilizer must be a pelleted or granular form with a nutrient release over an 8 to 12 month
period and must comply with the chemical analysis ranges shown in the following table:
Ingredient Content
(percent)
Nitrogen (N) 16-21
Phosphoric acid (P) 6-8
Water soluble potash (K) 4-10
20-3.01 B(4)(c) Packet Fertilizers
Packet fertilizer must be a biodegradable packet with a nutrient release over a 12 month period. Each
packet must have a weight of 10 ± 1 grams and must comply with the chemical analysis shown in the
following table:
Ingredient Content
(percent)
Nitrogen(N) 20
Phosphoric acid (P) 10
Water soluble potash (K) 5
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20-3.01 B(4)(d) Organic Fertilizers
Organic fertilizer must be pelleted or granular with a cumulative nitrogen release rate of no more than 70
percent for the first 70 days after incubation at 86 degrees F with 100 percent at 350 days or more.
Organic fertilizer must comply with the chemical analysis shown in the following table:
Ingredient Content
(percent)
Nitrogen (N) 5-7
Phosphoric acid (P) 1-5
Water soluble potash (K) 1-10
20-3.01B(5) Root Stimulants
Root stimulant must be a commercial quality product.
20-3.01B(6) Plaster Sand
Backfill material for the transplant palm tree planting holes must be 100 percent commercial quality
washed plaster sand.
20-3.01 B(7) Root Barrier
Root barrier must be an injection molded or extruded modular panel made of high-density polypropylene
or polyethylene plastic.
Each panel must:
1. Be at least 1/16-inch thick
2. Have at least 4 molded root-deflecting vertical ribs 0.5-to 0.8-inch wide, 6 to 8 inches apart
3. Have a locking strip or an integral male-female sliding lock designed to resist slippage between
panels
4. Be at least 2 feet wide and 2 feet in depth
20-3.01B(8) Root Protectors
Each root protector must be:
1. Fabricated from 1-inch, hexagonal pattern, 20-gauge mesh wire
2. Closed bottom design with a height and diameter that provides a minimum of 6 inches of clearance
between the root ball and the sides and bottom of the wire cylinder
Wire edges at the top of the cylinder must be the uncut manufactured finished edge free of sharp points.
20-3.01 B(9) Foliage Protectors
Each foliage protector must be:
1. Fabricated from 1-inch, hexagonal pattern, 20-gauge mesh wire
2. Approximately 4 feet high and 2 feet in diameter
Wire edges at the top of the cylinder must be the uncut manufactured finished edge free of sharp points.
Other wire edges that are cut must be free of sharp points.
Support stakes must be one of the following:
1. 3/4-inch reinforcing steel bar a minimum of 5 feet long with an orange or red plastic safety cap that
fits snugly onto the top of the reinforcing steel bar
2. 2 inch nominal diameter or 2 by 2 inch nominal size wood stakes a minimum of 5 feet long. Wood
stakes must be straight
The jute mesh cover must comply with section 21-1.020(2). Twine required to hold the jute mesh cover in
place must be 1/8-inch diameter manila hemp twine.
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20-3.0113(10) Wood Plant Stakes
Each plant stake must be nominal 2 by 2 inch or nominal 2-inch diameter and of sufficient length to keep
the plant in an upright position.
Plant stakes for vines must be nominal 1 by 1 inch,18 inches long.
20-3.01B(11) Plant Ties
Plant ties must be extruded vinyl-based tape, 1 inch wide and at least 10 mils thick.
20-3.01C Construction
20-3.01C(l) General
Apply a root stimulant under the manufacturer's instructions to the plants specified in the special
provisions.
Before transporting the plants to the planting area, thoroughly wet the root ball.
20-3.01C(2) Pruning
Prune plants under the latest edition of ANSI A300 part 1, Pruning, published by the Tree Care Industry
Association.
Do not use tree seal compounds to cover pruning cuts.
20-3.01C(3) Watering
Water existing plants to be maintained, transplanted trees, and new plants as needed to keep the plants
in a healthy growing condition.
20-3.01C(4) Replacement Plants
Plants that show signs of failure to grow at any time or are so injured or damaged as to render them
unsuitable for the purpose intended, must be removed, replaced, and replanted. Replace unsuitable
plants within 2 weeks after the Engineer marks or indicates that the plants must be replaced.
Replacement planting must comply with the original planting requirements, spacing, and size provisions
described for the plants being replaced.
Replacement planting for transplanted trees must comply with the work plan and be planted in the same
planting hole.
Replacement ground cover plants must be the same species specified for the ground cover being
replaced. Other replacement plants must be the same species as the plants being replaced.
Place orders for replacement plants with the vendor at the appropriate time so that the replacement
plants are not in a root-bound condition.
The Department does not pay for replacement plants or the planting of replacement plants.
20-3.01C(5) Maintain Plants
Maintain plants from the time of planting until Contract acceptance if no plant establishment period is
specified or until the start of the plant establishment period.
20-3.01 D Payment
Reserved
20-3.02 EXISTING PLANTING
20-3.02A General
20-3.02A(1) Summary
Section 20-3.02 includes specifications for pruning existing plants, transplanting trees, and maintaining
existing planted areas.
Transplant palm trees between March 15 and October 15.
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20-3.02A(2) Definitions
Reserved
20-3.02A(3) Submittals
Submit a work plan for:
1. Transplanting trees. The work plan must include methods for lifting, transporting, storing, planting,
guying, and maintaining each tree to be transplanted. Include root ball size, method of root ball
containment, and a maintenance program for each tree.
2. Maintaining existing planted areas. The work plan must include weed control, fertilization, mowing
and trimming of turf areas, watering, and controlling rodents and pests.
Submit a copy of the manufacturer's product sheet for root stimulant including application instructions.
20-3.02A(4) Quality Control and Assurance
Inspect for deficiencies of existing planted areas in the presence of the Engineer. Complete the inspection
within 15 days after the start of job site activities.
Deficiencies requiring corrective action include:
1. Weeds
2. Dead, diseased, or unhealthy plants
3. Missing plant stakes and tree ties
4. Inadequate plant basins and basin mulch
5. Other deficiencies needing corrective action to promote healthy plant life
6. Rodents and pests
20-3.026 Materials
Not Used
20-3.02C Construction
20-3.02C(1) General
Correct deficiencies of existing planted areas as ordered within 15 days of the order. Correction of
deficiencies is change order work.
After deficiencies are corrected, perform work to maintain existing planted areas in a neat and
presentable condition and to promote healthy plant growth through Contract acceptance.
20-3.02C(2) Prune Existing Plants
Prune existing plants as shown.
If no bid item for prune existing plants is included, prune existing plants as ordered. Pruning existing
plants is change order work.
20-3.02C(3) Transplant Trees
Prune each tree to be transplanted immediately before lifting.
If the tree to be transplanted is a palm, prune by removing dead fronds and frond stubs from the trunk.
Remove green fronds up to 2 rows of fronds away from the center of growth. Tie the remaining 2 rows of
fronds in an upright position with light hemp or manila rope. Remove fronds and frond stubs at the trunk in
a manner that will not injure the trunk. Remove fronds and frond stubs for Phoenix dactylifera (Date Palm)
approximately 4 inches from the trunk.
Prepare each hole in the new location before lifting the tree to be transplanted.
Lift tree to be transplanted as described in the work plan.
Comply with section 20-3.03C(3)for handling and planting each tree to be transplanted.
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Until replanted, cover exposed root ball with wet burlap or canvas and cover the crown with 90 percent
shade cloth.
Replant each tree on the same day it is lifted if possible. If the transplant location is not ready to receive
the tree, store and maintain the tree to be transplanted until the transplant location is authorized. Store
tree in an upright position.
Replace damaged transplanted tree under 20-3.01 C(4) and with the number of trees specified in the
special provisions.
The replacement trees must be planted in individual plant holes at the location determined by the
Engineer within the area of the tree being replaced. Comply with section 20-3.03C(2)for the planting of
the replacement trees.
20-3.02C(4) Maintain Existing Planted Areas
If a bid item for maintain existing planted areas is included, the existing plant basins must be kept well-
formed and free of sediment. If the existing plant basins need repairs, and the basins contain mulch,
replace the mulch after the repairs are done.
Control weeds within the existing planted area and:
1. From the existing planted area limit to the adjacent edges of paving and fences if less than or equal to
12 feet
2. From the existing planted area limit to 6 feet beyond the outer limit of the existing planted area if the
adjacent edge of paving or fence is more than 12 feet away
3. Within a 3-foot radius from each existing tree and shrub
If no bid item for maintain existing planted areas is included, maintain existing planted areas as ordered.
Maintain existing planted areas is change order work.
20-3.02D Payment
Not Used
20-3.03 PLANTING WORK
20-3.03A General
Section 20-3.03 includes specifications for planting plants.
20-3.036 Materials
Not Used
20-3.03C Construction
20-3.03C(1) General
Do not begin planting until authorized.
If an irrigation system is required, do not begin planting in an area until the functional test has been
completed and authorized for the irrigation system serving that area.
20-3.03C(2) Preparing Planting Areas
The location of each plant is as shown unless the Engineer designates otherwise. If the Engineer
designates the location, it will be marked by a stake, flag, or other marker.
Conduct work so the existing flow line in drainage ditches is maintained. Material displaced by your
operations that interferes with drainage must be removed.
Where a minimum distance to a drainage ditch is shown, locate the plant so that the outer edge of its
basin wall is at least the minimum distance shown for each plant involved.
Excavate each planting hole by hand digging or by drilling. The bottom of each planting hole must be flat.
Do not use water for excavating the hole.
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Unless a larger planting hole is specified, the planting hole must be large enough to receive the root ball
or the total length and width of roots, backfill, amendments, and fertilizer. Where rock or other hard
material prohibits the hole from being excavated, a new hole must be excavated and the abandoned hole
backfilled.
20-3.03C(3) Planting Plants
20-3.03C(3)(a) General
Do not plant plants in soil that is too wet, too dry, not properly conditioned as specified, or in an
unsatisfactory condition for planting.
Do not distribute more plants than can be planted and watered on that day.
Water plants immediately after planting. Apply water until the backfill soil around and below the roots or
ball of earth around the roots of each plant is thoroughly saturated. When watering with a hose, use a
nozzle, water disbursement device, or pressure reducing device. Do not allow the full force of the water
from the open end of the hose to fall within the basin around any plant. Groundcover plants in areas with
an irrigation system must be watered by sprinklers. Several consecutive watering cycles may be
necessary to thoroughly saturate the soil.
If shown, install root barriers between trees and concrete sidewalk or curb. Install panels flush with
finished grade and join with locking strips or integral male-female sliding locks. Install barriers with root
deflectors facing inward.
If a tree grate is shown, install root barrier panels 0.5 inch above finish grade or as shown.
Adjust planting locations so that each tree or shrub is at least 8 feet away from any sprinkler.
Where a tree, shrub, or vine is to be planted within a groundcover area or cutting planting area, plant it
before planting groundcover or cuttings.
Where shrubs and groundcovers are shown to be planted in groups, the outer rows directly adjacent to
the nearest roadway or highway fence must be parallel to the nearest roadway or highway fence. Stagger
shrubs and groundcovers in adjacent rows. Adjust the alignment of the plants within the outer rows.
Core holes in concrete masonry block wall as shown.
Where a vine is to be planted against a wall or fence, plant it as close as possible to the wall or fence. If a
vine planted next to a wall is to be staked, stake and tie the vine at the time of planting. A vine planted
next to a fence must be tied to the fence at the time of planting.
Protect tree trunks from injury. Do not:
1. Drag tree
2. Use chains to move a tree
3. Lay tree on the ground
20-3.03C(3)(b) Trees, Shrubs, and Vines
After preparing holes, thoroughly mix soil amendment and granular fertilizer at the rate shown with native
soil to be used as backfill material. Remove containers from plants in such a manner that the ball of earth
surrounding the roots is not broken. Do not cut plant containers before delivery of the plants to the
planting area. Plant and water plants immediately after removal from their containers.
Place packet fertilizer in the backfill within 6 to 8 inches of the ground surface and approximately 1 inch
from the root ball. If more than 1 packet is required per plant, distribute the packets evenly around the
root ball.
If a root stimulant is to be used, apply it according to the manufacturer's instructions.
If required, install root protectors in the plant holes as shown.
Ensure roots are not restricted or distorted.
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Distribute backfill uniformly throughout the entire depth of the plant hole without clods or lumps. After the
planting holes have been backfilled,jet water into the backfill with a pipe or tube inserted into the bottom
of the hole until the backfill material is saturated for the full depth. If the backfill material settles below this
level, add additional backfill to the required level. If a plant settles deeper than shown, replant it at the
required level.
Remove nursery stakes after planting.
Install 2 plant stakes for each plant to be staked at the time of planting as shown. Ensure the rootball is
not damaged.
Tie the plant to the stakes with 2 plant ties, 1 tie to each stake. Each tie must form a figure 8 by crossing
the tie between the plant and the stake as shown. Install ties at the lowest position that will support the
plant in an upright position. Ties must provide trunk flexibility but not allow the trunk to rub against the
stakes. Wrap each end of the tie 1-1/2 turns around the stake and securely tie.
Construct a watering basin around each plant as shown.
If required, install a foliage protector:
1. Over the plant within 2 days after planting.
2. Vertically and centered over the plant as shown
If foliage protectors are required:
1. Cut the bottom of the wire cylinder to match the slope of the ground. Do not leave sharp points of wire
after cutting. Sharp points must be bent over or blunted.
2. Install 2 support stakes for foliage protectors vertically and embed in the soil on opposite sides of the
plant as shown and in a transverse direction to the prevailing wind.
3. Either weave the support stakes through the wire cylinder mesh at 6 inch maximum centers or fasten
the wire cylinder to the support stakes at 6 inch maximum centers.
4. Wire cylinder must be snug against the support stakes but loose enough to be raised for pesticide
application or to perform weeding within the plant basin.
5. Install jute mesh cover over the foliage protector and secure with twine as shown.
20-3.03C(3)(c) Groundcover Plants
Each groundcover planting area irrigated by a single control valve must be completely planted and
watered before planting other groundcover planting areas.
Plant groundcover plants in moist soil, and in neat, straight rows, spaced as shown.
Apply fertilizer to groundcover plants and water into the soil immediately after planting.
20-3.03C(3)(d) Cuttings, Liners, Plugs, and Seedling Plants
20-3.03C(3)(d)(i) General
Apply fertilizer to cuttings, liners, plugs, and seedling plants and water immediately after planting.
Ensure the soil is moist to a minimum depth of 8 inches before planting cuttings.
If a root stimulant is to be used, apply it according to the manufacturer's instructions.
20-3.03C(3)(d)(ii) Willow Cuttings
Unless otherwise shown, for willow cuttings excavate planting holes perpendicular to the ground line by
using a steel bar, auger, post hole digger, or similar tools. Holes must be large enough to receive the
cuttings and fertilizer packet. Plant willow cuttings to the specified depths without damaging the bark.
Where rock or other hard material prohibits the excavation of the planting holes, excavate new holes and
backfill the unused holes.
Plant willow cuttings during the period specified in the special provisions.
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Apply root stimulant according to the manufacturer's instructions.
Plant the base of the cutting 10 to 12 inches deep with 3 to 5 bud scars exposed above the ground. If
more than 5 bud scars are exposed, trim off the excess willow cutting length.
Place 1 fertilizer packet in the backfill of each cutting, 6 to 8 inches below the ground surface and
approximately 1 inch from the cutting.
Backfill the plant holes with excavated material after planting. Distribute the excavated material evenly
within the hole without clods, lumps, or air pockets. Compact the backfill so that the cutting cannot be
easily removed from the soil. Do not damage the cutting's bark.
Dispose of trimmings and unused cuttings.
20-3.03C(3)(d)(iii) Cottonwood Cuttings
Reserved
20-3.03C(3)(d)(iv) Carpobrotus and Delosperma Cuttings
Plant Carpobrotus cuttings to a depth so that not less than 2 nodes are covered with soil. The basal end
of Delosperma cuttings must not be less than 2 inches below the surface of the soil and the basal end of
Carpobrotus cuttings must not be less than 4 inches below the surface of the soil.
Apply root stimulant to Delosperma cuttings before planting.
Do not plant Carpobrotus or Delosperma cuttings in soil that does not contain sufficient moisture at an
average depth of 2 inches below the surface.
20-3.03C(3)(d)(v) Liner Plants
Plant liner plants during the period specified in the special provisions.
If a foliage protector is required, install under section 20-3.03C(3)(b).
20-3.03C(3)(d)(vi) Plug Plants
Plant plug plants during the period specified in the special provisions.
20-3.03C(3)(d)(vii) Seedling Plants
Plant seedling plants during the period specified in the special provisions.
20-3.03C(3)(e) Sod
After all other planting is performed, grade sod areas to drain and to a smooth and uniform surface. Fine
grade and roll sod areas before placing sod.
Areas adjacent to sidewalks, edging, and other paved borders and surfaced areas must be 1 inch below
the finished surface elevation of the facilities, after fine grading, rolling, and settlement of the soil.
Place sod such that the end of each adjacent strip is staggered a minimum of 2 feet. Place the edge and
end of sod firmly against adjacent sod and against sidewalks, edging, and other paved borders and
surfaced areas.
Lightly roll the entire sodded area to eliminate air pockets and ensure close contact with the soil after
placement of sod. Water the sodded areas so that the soil is moist to a minimum depth of 4 inches after
rolling. Do not allow the sod to dry out.
If irregular or uneven areas appear in the sodded areas, restore to a smooth and even appearance.
Trim sod to a uniform edge at sidewalks, edging, and other paved borders and surfaced areas. Trimming
must be repeated whenever the edge of sod extends 1 inch beyond the edge of the edging, sidewalks,
and other paved borders and surfaced areas. Remove and dispose of trimmed sod.
Mow sod when it has reached a height of 4 inches. Mow sod to a height of 2.5 inches.
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20-3.03D Payment
Soil amendment is measured in the vehicle at the point of delivery.
Measurement for slow-release fertilizer, organic fertilizer, or iron sulfate is determined from marked weight
or sack count.
Various sizes and types of plants are measured by either the product of the average plant density and the
total area planted or by actual count of the living plants in place, determined by the Engineer. The
average plant density is the number of living plants per sq yd determined from actual count of test areas
chosen representing the total planted area. The size and location of the test areas is determined by you
and the Engineer, except that the total area tested must be equal to not less than 3 percent nor more than
5 percent of the planted area being determined. The Engineer makes the final determination of the areas
to be tested.
20-3.04-20-3.08 RESERVED
20-4 PLANT ESTABLISHMENT WORK
20-4.01 GENERAL
20-4.01A Summary
Section 20-4 includes specifications for performing plant establishment work.
Plant establishment consists of caring for the plants, including watering, fertilizing, pruning, replacing
damaged plants, pest control, and operating and repairing of all existing irrigation facilities used and
irrigation facilities installed as part of the new irrigation system.
Working days on which no work is required, as determined by the Engineer, will be credited as a plant
establishment working day, regardless of whether or not you perform plant establishment work.
Working days whenever you fail to adequately perform plant establishment work will not be credited
toward the plant establishment working days.
20-4.01B Definitions
Type 1 plant establishment: Plant establishment period with the number of working days specified for
plant establishment beginning after all work has been completed except for plant establishment work
and other bid items specified to be performed until Contract acceptance.
Type 2 plant establishment: Plant establishment period with the number of working days specified for
plant establishment beginning after all planting work has been completed except for plant
establishment work and other bid items specified to be performed until Contract acceptance, provided
that the Contract must not be accepted unless the plant establishment work has been satisfactorily
performed for at least the number of working days specified for plant establishment.
If maintenance and protection relief is granted for a completed portion of the work under section 5-
1.38, Type 2 plant establishment period for the completed portion of the work is the time between
completion of all planting work except for plant establishment work, and the granting of maintenance
and protection relief, provided that the relief must not be granted unless the plant establishment work
in the completed portion of the work has been satisfactorily performed for at least the number of
working days specified for the plant establishment period.
20-4.01C Submittals
20-4.01C(l) General
Submit seasonal watering schedules for use during the plant establishment period within 10 days after
the start of the plant establishment period. Remote irrigation control system watering schedule must
utilize the remote irrigation control system software program.
Submit updated watering schedules within 5 business days after any changes have been made to the
authorized schedules.
Submit a revised watering schedule for each irrigation controller not less than 30 days before completion
of the plant establishment period.
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20-4.01C(2) Notification
The Engineer will notify you in writing when the plant establishment period begins and will furnish
statements regarding the number of working days credited to the plant establishment period after the
notification.
Notify the Engineer at least 5 business days before applying each application of fertilizer.
20-4.01 D Quality Control and Assurance
Provide training by a qualified person on the use and adjustment of the irrigation controllers installed, 30
days before completion of the plant establishment period.
Perform a final inspection of the plant establishment work in the presence of the Engineer between 20
and 30 days before Contract acceptance.
20-4.02 MATERIALS
20-4.02A General
Reserved
20-4.026 Fertilizers
Fertilizer must comply with section 20-3.01 B(5).
20-4.03 CONSTRUCTION
20-4.03A General
Remove trash and debris.
Surplus earth accumulated in roadside clearing and planting areas must be removed.
Trim and mow turf areas as specified for sod in section 20-3.03C(3)(e). Dispose of trimmed and mowed
material.
If irregular or uneven areas appear within turf areas, restore to a smooth and even appearance. Reseed
turf seed areas.
Remove the tops of foliage protectors if plants become restricted.
Remove foliage protectors, including support stakes, within 30 days before the completion of the plant
establishment period.
Keep plant basin walls well formed.
Clean new wye strainers and existing wye strainers that are a part of the new irrigation system annually
until the completion of the plant establishment period. The last cleaning must be done within 15 days
before the completion of the plant establishment period.
Remove, clean, and reinstall new filters and existing filters that are a part of the new irrigation system
annually until the completion of the plant establishment period. The last cleaning must be done within 15
days before the completion of the plant establishment period.
20-4.036 Plant Growth Control
Prune plants planted as part of the Contract as authorized.
Remove plant growth that extends within 2 feet of sidewalks, curbs, dikes, shoulders, walls or fences.
Remove proposed and existing ground cover from within the plant basins, including basin walls, turf
areas, and planting areas within edging.
Vines next to walls and fences must be kept staked and tied. Train vines on fences and walls or through
cored holes in walls.
20-4.03C Fertilizers
Apply fertilizer to the plants as specified and water into the soil after each application.
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Apply fertilizer at the rates shown and spread with a mechanical spreader, whenever possible.
20-4.03D Weed Control
Control weeds under section 20-1.03C(3).
20-4.03E Plant Staking
Replace the plant stakes that are inadequate to support plants with larger stakes.
Remove plant stakes when the Engineer determines they are no longer needed.
20-4.03F Replacement Plants
Replacement plants must comply with section 20-3.01 C(4).
Replacement of plants up to and including the 125th plant establishment working day must be with a plant
of the same size as originally specified. Plants of a larger container size than those originally specified for
replacement plants may be used during the first 125 working days of the plant establishment period.
Replacement of plants after the 125th plant establishment working day must comply with the following
size requirements:
Plant size Plant size
(Original) (Replacement)
Pot/liner/plug/ No. 1 container
seedling
No. 1 container No. 5 container
No. 5 container No. 15 container
Other replacement plants must be the same size as originally specified.
Replacement ground cover plants must comply with the following spacing requirements:
Original On center spacing of replacement ground cover
spacing plants
(inches) (inches)
Number of completed plant establishment
working days
1-125 126-190 191—End of
plant
establishment
period
9 9 6 6
12 12 9 6
18 18 12 9
24 24 18 12
36 36 24 18
20-4.03G Watering
Operate the electric automatic irrigation systems in the automatic mode unless authorized.
If any component of the electric automatic irrigation system is operated manually, the day will not be
credited as a plant establishment working day unless the manual operation is authorized.
Water plants utilizing the remote irrigation control system software program unless authorized.
Implement the watering schedule at least 10 days before completion of the plant establishment period.
20-4.04 PAYMENT
Not Used
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20-5 LANDSCAPE ELEMENTS
20-5.01 GENERAL
20-5.01A General
Section 20-5 includes specifications for constructing and installing landscape elements.
20-5.01B Materials
Not Used
20-5.01C Construction
Earthwork must comply with section 19.
20-5.01D Payment
Not Used
20-5.02 EDGING
20-5.02A General
Section 20-5.02 includes specifications for constructing landscape edging.
20-5.02B Materials
20-5.02B(1) General
Reserved
20-5.02B(2) Header Board Edging
Lumber for header board edging must be one of the following types:
1. Construction grade cedar
2. Pressure-treated Douglas fir
3. Construction heart grade redwood complying with section 57-2.01 B(2)
Lumber must be:
1. Rough cut from sound timber.
2. Straight. Sweep must not exceed 1 inch in 6 feet.
3. Free from loose or unsound knots. Knots must be sound, tight, well spaced, and not to exceed 2
inches in size on any face.
4. Free of shakes in excess of 1/3 the thickness of the lumber.
5. Free of splits longer than the thickness of the lumber.
6. Free of other defects that would render the lumber unfit structurally for the purpose intended.
Edging anchors for header board edging must be stakes of the size and shape shown.
20-5.02B(3) Metal Edging
Metal edging must be commercial quality, made of aluminum or steel, and have an L-shaped design.
Edging must be a minimum of 4 inches in height. The thickness must be as recommended by the
manufacturer for the use intended.
Edging anchors must be from the same manufacturer as the metal edging.
20-5.02B(4) High Density Polyethylene Edging
HDPE edging must be commercial quality and a minimum of 4 inches in height. The thickness must be as
recommended by the manufacturer for commercial installation for the use intended.
Edging anchors must be from the same manufacturer as HDPE edging.
20-5.02B(5) Concrete Edging
Concrete for edging must be minor concrete.
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20-5.02B(6)-20-5.02B(10) Reserved
20-5.02C Construction
20-5.02C(1) General
Where edging is used to delineate the limits of inert ground cover or mulch areas, install edging before
installing inert ground cover or mulch areas.
Saw cut surfaces where (1) asphalt concrete or concrete surfacing must be removed to permit the
installation of edging and (2) no joint exists between the surfacing to be removed and the surfacing to
remain in place. The surfacing must be cut in a straight line to a minimum depth of 2 inches with a power-
driven saw before the surfacing is removed. Spike or stake spacing must comply with the manufacturer's
instructions for use and site conditions.
20-5.02C(2) Header Board Edging
Each stake must be driven flush with the top edge of the header board edging and the stake top must be
beveled away from the header board at a 45 degree angle.Attach stake to header board with a minimum
of two 12-penny hot dipped galvanized nails per stake.
20-5.02C(3) Metal and High Density Polyethylene Edging
Spike or stake spacing must comply with the manufacturer's instructions for use and site conditions.
20-5.02C(4) Concrete Edging
Construct and finish minor concrete edging under section 73-2.
20-5.02C(5)-20-5.02C(9) Reserved
20-5.02D Payment
Edging is measured parallel to the ground surface.
20-5.03 INERT GROUND COVERS AND MULCHES
20-5.03A General
20-5.03A(1) General
20-5.03A(1)(a) Summary
Section 20-5.03 includes specifications for installing inert ground covers and mulches.
20-5.03A(1)(b) Definitions
Reserved
20-5.03A(1)(c) Submittals
Submit:
1. Filter fabric product data including the manufacturer's product sheet and installation instructions
2. Certificate of compliance for filter fabric at least 5 business days before delivery of the material to the
job site
20-5.03A(1)(d) Quality Control and Assurance
Reserved
20-5.03A(2) Materials
Soil sterilant must be oxadiazon granular preemergent and must comply with section 20-1.02C.
Filter fabric must be Class A. Staples for filter fabric must comply with section 21-1.02R.
20-5.03A(3) Construction
20-5.03A(3)(a) General
Before performing inert ground cover and mulch work, remove plants and weeds to ground level.
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20-5.03A(3)(b) Earthwork
Excavate areas to receive inert ground cover or mulch to the depth shown. Maintain the planned flow
lines, slope gradients, and contours of the job site. Grade subgrade to a smooth and uniform surface and
compact to not less than 90 percent relative compaction.
20-5.03A(3)(c) Treatment of Soil
After compaction, apply soil sterilant at the maximum label rate. Do not apply soil sterilant more than 12
inches beyond the inert ground cover or mulch limits. The soil sterilant application and inert ground cover
or mulch placement must be completed within the same work day.
20-5.03A(3)(d) Filter Fabric
Immediately before placing filter fabric, surfaces to receive filter fabric must be free of loose or extraneous
material and sharp objects that may damage the filter fabric during installation.
Align fabric and place in a wrinkle-free manner.
Overlap adjacent rolls of the fabric from 12 to 18 inches. Spread each overlapping roll in the same
direction. Fasten fabric with staples flush with the adjacent fabric to prevent movement of fabric by
placement of inert ground cover or mulch.
Repair or replace fabric damaged during placement of inert ground cover or mulch with sufficient fabric to
comply with overlap requirements.
20-5.03A(4) Payment
Not Used
20-5.038 Rock Blanket
20-5.03B(1) General
20-5.03B(1)(a) Summary
Section 20-5.038 includes specifications for placing rock blanket.
20-5.03B(1)(b) Definitions
Reserved
20-5.03B(1)(c) Submittals
Submit a 1 sq yd sample of the various rock sizes.
20-5.03B(1)(d) Quality Control and Assurance
Reserved
20-5.03B(2) Materials
20-5.03B(2)(a) General
Do not use filter fabric.
20-5.03B(2)(b) Concrete
Concrete must be minor concrete.
20-5.03B(2)(c) Rock
Rock must be clean, smooth, and obtained from a single source and must comply with the following
grading requirements:
Grading Requirements
Screen size Percentage passing
(inches)
8 100
6 50-85
4 0-50
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20-5.03B(2)(d) Mortar
Mortar must comply with section 51-1.02F.
20-5.03B(3) Construction
Place concrete as shown.
Rock must be placed while concrete is still plastic. Remove concrete adhering to the exposed surfaces of
the rock.
Loose rocks or rocks with a gap greater than 3/8 inch must be reset by an authorized method. The rock
gap is measured from the edge of the rock to the surrounding concrete bedding.
Place mortar as shown.
20-5.03B(4) Payment
Rock blanket is measured parallel to the rock blanket surface.
20-5.03C Gravel Mulch
20-5.03C(1) General
20-5.03C(1)(a) Summary
Section 20-5.03C includes specifications for placing gravel mulch.
20-5.03C(1)(b) Definitions
Reserved
20-5.03C(1)(c) Submittals
Submit a 5-Ib sample of the gravel mulch.
20-5.03C(1)(d) Quality Control and Assurance
Reserved
20-5.03C(2) Materials
Gravel mulch must be:
1. Uniform gray color
2. From a single source only
3. Crushed rock that complies with the following grading requirements:
Grading Requirements
Sieve size Percent passing
1-1/4 inch 100
3/4 inch 60-80
1/2 inch 45-65
No. 40 5-20
20-5.03C(3) Construction
Place gravel and compact by rolling.
The finished gravel mulch surface must be smooth and uniform, maintaining original flow lines, slope
gradients, and contours of the job site.
20-5.03C(4) Payment
Gravel mulch is measured parallel to the gravel mulch surface.
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20-5.03D Decomposed Granite
20-5.031)(1) General
20-5.031)(1)(a) Summary
Section 20-5.03D includes specifications for placing decomposed granite.
20-5.031)(1)(b) Definitions
Reserved
20-5.031)(1)(c) Submittals
Five business days before delivery of the materials to the job site, submit:
1. Solidifying emulsion product data including the manufacturers' product sheets and installation
instructions
2. Certificate of compliance for solidifying emulsion
3. 5-Ib sample of the decomposed granite
20-5.031)(1)(d) Quality Control and Assurance
Test plot must be:
1. Constructed at an authorized location
2. At least 3 by 12 feet
3. Constructed using the materials, equipment, and methods to be used in the work
4. Authorized before starting work
Notify the Engineer not less than 7 days before constructing the test plot.
The Engineer uses the authorized test plot to determine acceptability of the work.
If ordered, prepare additional test plots. Additional test plots are change order work.
If the test plot is not incorporated into the work, the Engineer may order you to remove it.
20-5.031)(2) Materials
20-5.031)(2)(a) General
Decomposed granite must be:
1. Uniform gray or tan color
2. From one source only
3. Crushed granite rock that complies with grading requirements shown in the following table:
Grading Requirements
Sieve size Percent passing
3/8 inch 100
No. 4 95-100
No. 8 75-80
No. 16 55-65
No. 30 40-50
No. 50 25-35
No. 100 20-25
No. 200 5-15
Note:
Grading based upon AASHTO T11-82 and T27-82
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20-5.031)(2)(b) Solidifying Emulsion
Solidifying emulsion must be either a water-based polymer or nontoxic organic powdered binder
specifically manufactured to harden decomposed granite. The solidifying emulsion must not alter the
decomposed granite color.
20-5.031)(3) Construction
Do not place decomposed granite during rainy conditions.
Mix solidifying emulsion thoroughly and uniformly throughout the decomposed granite and under the
manufacturer's instructions. Mix the material in the field using portable mixing equipment, or delivered in
mixer trucks from a local ready-mixed plant.
Place decomposed granite uniformly in layers no more than 1-1/2 inch thick. Compact each layer of
decomposed granite to a relative compaction of not less than 90 percent. Begin compaction within 6 to 48
hours of placement.
If the material was mixed in the field, apply an application of solidifying emulsion after compaction as
recommended by the manufacturer. Prevent runoff or overspray of solidifying emulsion onto adjacent
paved or planting areas.
The finished decomposed granite surface must be smooth and uniform, compacted to a relative
compaction of not less than 90 percent, maintaining original flow lines, slope gradients, and contours of
the job site.
20-5.031)(4) Payment
Not Used
20-5.03E Wood Mulch
20-5.03E(1) General
20-5.03E(1)(a) Summary
Section 20-5.03E includes specifications for placing wood mulch.
20-5.03E(1)(b) Definitions
Reserved
20-5.03E(1)(c) Submittals
Submit a certificate of compliance for mulch.
Submit a 2 cu ft mulch sample with the mulch source listed on the bag and obtain approval before
delivery of mulch to the job site.
20-5.03E(1)(d) Quality Control and Assurance
Reserved
20-5.03E(2) Materials
20-5.03E(2)(a) General
Mulch must not contain more than 0.1 percent of deleterious materials such as rocks, glass, plastics,
metals, clods, weeds, weed seeds, coarse objects, sticks larger than the specified particle size, salts,
paint, petroleum products, pesticides or other chemical residues harmful to plant or animal life.
Do not use filter fabric.
20-5.03E(2)(b) Tree Bark Mulch
Tree bark mulch must be derived from cedar, Douglas fir, or redwood species.
Tree bark mulch must be ground so that at least 95 percent of the material by volume is less than 2
inches and no more than 30 percent by volume is less than 1 inch.
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20-5.03E(2)(c) Wood Chip Mulch
Wood chip mulch must:
1. Be derived from clean wood
2. Not contain leaves or small twigs
3. Contain at least 95 percent wood chips by volume with average thickness of 1/16 to 3/8 inch in any
direction and 1/2 to 3 inches in length
20-5.03E(2)(d) Shredded Bark Mulch
Shredded bark mulch must:
1. Be derived from trees
2. Be a blend of loose, long, thin wood, or bark pieces
3. Contain at least 95 percent wood strands by volume with average thickness of 1/8 to 1-1/2 inches in
any direction and 2 to 8 inches in length
20-5.03E(2)(e) Tree Trimming Mulch
Tree trimming mulch must:
1. Be derived from chipped trees and may contain leaves and small twigs.
2. Contain at least 95 percent material by volume less than 3 inches and no more than 30 percent by
volume less than 1 inch
20-5.03E(2)(f)-20-5.03E(2)0) Reserved
20-5.03E(3) Construction
Spread mulch placed in areas outside of plant basins to a uniform thickness as shown.
Mulch must be placed at the rate described and placed in the plant basins or spread in areas as shown
after the plants have been planted. Mulch placed in plant basins must not come in contact with the plant
crown and stem.
Spread mulch from the outside edge of the proposed plant basin or plant without basin to the adjacent
edges of shoulders, paving, retaining walls, dikes, edging, curbs, sidewalks, walls, fences, and existing
plantings. If the proposed plant or plant without basin is 12 feet or more from the adjacent edges of
shoulders, paving, retaining walls, dikes, edging, curbs, sidewalks, walls, fences, and existing plantings,
spread the mulch 6 feet beyond the outside edge of the proposed plant basin or plant without basin.
Do not place mulch within 4 feet of:
1. Flow line of earthen drainage ditches
2. Edge of paved ditches
3. Drainage flow lines
20-5.03E(4) Payment
Mulch is measured in the vehicle at the point of delivery.
20-5.03F-20-5.03J Reserved
20-5.04 RESERVED
Reserved
20-5.05 SITE FURNISHINGS
20-5.05A General
Section 20-5.05 includes specifications for installing site furnishings.
20-5.05B-20-5.05Z Reserved
20-5.06-20-5.10 RESERVED
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
21 EROSION CONTROL
07-19-13
Replace ", bonded fiber matrix, and polymer-stabilized fiber matrix" in the 1st paragraph of
section 21-1.01 B with:
04-20-12
and bonded fiber matrix
04-20-12
Delete the last paragraph of section 21-1.02E.
Replace section 21-1.02F(2)with:
04-20-12
21-1.02F(2) Reserved
Replace "20-7.021)(1)" in the 1st paragraph of section 21-1.02H with:
07-19-13
20-3.01 B(4)
Replace section 21-1.02J with:
04-20-12
21-1.02J Reserved
Replace the row for organic matter content in the table in the 4th paragraph of section 21-1.02M
with:
01-18-13
Organic matter TMECC 05.07-A 30-100
content Loss-on-ignition organic matter method (LOI)
%dry weight basis
Replace the paragraph in section 21-1.02P with:
10-19-12
Fiber roll must be a premanufactured roll filled with rice or wheat straw, wood excelsior, or coconut fiber.
Fiber roll must be covered with biodegradable jute, sisal, or coir fiber netting secured tightly at each end
and must be one of the following:
1. 8 to 10 inches in diameter and at least 1.1 Ib/ft
2. 10 to 12 inches in diameter and at least 3 Ib/ft
Fiber roll must have a minimum functional longevity of 1 year.
Add between the 1 stand 2nd paragraphs of section 21-1.03A:
01-18-13
Remove and dispose of trash, debris, and weeds in areas to receive erosion control materials.
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Remove and dispose of loose rocks larger than 2-1/2 inches in maximum dimension unless otherwise
authorized.
Protect the traveled way, sidewalks, lined drainage channels, and existing vegetation from overspray of
hydraulically-applied material.
Replace section 21-1.03B with:
01-18-13
21-1.03B Reserved
Replace "3 passes" in item 2 in the list in the 2nd paragraph of section 21-1.03G with:
04-19-13
2 passes
Replace section 21-1.031 with:
04-20-12
21-1.031 Reserved
Add between the 4th and 5th paragraphs of section 21-1.03P:
10-19-12
If soil conditions do not permit driving the stakes into the soil, drill pilot holes to facilitate driving of the
stakes.
01-18-13
Delete the 1st and 2nd sentences of the 3rd paragraph in section 21-1.04.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
28 CONCRETE BASES
11-15-13
Replace 'Reserved" in section 28-1 with:
07-19-13
Section 28 includes specifications for constructing new concrete base and replacing existing base.
Replace section 28-2 with:
07-19-13
28-2 LEAN CONCRETE BASE
28-2.01 GENERAL
28-2.01A Summary
Section 28-2 includes specifications for constructing lean concrete base (LCB).
28-2.01B Definitions
coarse aggregate: Aggregate retained on a no. 4 sieve.
fine aggregate: Aggregate passing a no. 4 sieve.
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28-2.01C Submittals
28-2.01C(l) General
At least 25 days before field qualification, submit the name of your proposed testing laboratory.
At least 10 days before field qualification, submit:
1. Aggregate qualification test results
2. Proposed aggregate gradation
3. Mix design, including:
3.1. Proportions
3.2. Types and amounts of chemical admixtures
4. Optional notice stating intent to produce LCB qualifying for a transverse contraction joint waiver under
section 28-2.03D
Submittals for cementitious material must comply with section 90-1.01 C(3).
Submit QC test results within 24 hours of test completion.
28-2.01 C(2) Field Qualification
11-15-13
For each field qualification for each mix design, manufacture 12 specimens under ASTM C 31 and submit
six of the specimens from 24 to 72 hours after manufacture. Use one batch for all 12 specimens.
07-19-13
Submit field qualification data and test reports including:
1. Mixing date
2. Mixing equipment and procedures used
3. Batch volume in cu yd, the minimum is 5 cu yd
4. Type and source of ingredients used
5. Age and strength from compression strength results
Field qualification test reports must be signed by the official in responsible charge of the laboratory
performing the tests.
28-2.01 D Quality Control and Assurance
28-2.01 D(1) General
Stop LCB activities and immediately notify the Engineer whenever:
1. Any quality control or acceptance test result does not comply with the specifications
2. Visual inspection shows noncompliant LCB
If LCB activities are stopped, before resuming activities:
1. Inform the Engineer of the adjustments you will make
2. Remedy or replace the noncompliant LCB
3. Obtain authorization
Molds for compressive strength testing under ASTM C 31 or ASTM C 192 must be 6 by 12 inches.
Quality control and assurance for cementitious materials and admixtures must comply with section 90-
1.01 D(1)
28-2.01 D(2) Aggregate Qualification Testing
Qualify the aggregate for each proposed aggregate source and gradation. Qualification tests include (1)
sand equivalent and (2) average 7-day compressive strength under ASTM C 39 on 3 specimens
manufactured under ASTM C 192. The cement content for this test must be 300 Ib/cu yd, and the 7-day
average compressive strength must be at least 610 psi. Cement must be Type II portland cement under
section 90-1.02B(2).
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LCB must have from 3 to 4 percent air content during aggregate qualification testing.
28-2.01 D(3) Field Qualification Testing
Before placing LCB, you must perform field qualification testing and obtain authorization for each mix
design. Retest and obtain authorization for changes to authorized mixed designs.
Proposed mix designs must be field qualified before you place the LCB represented by those mix
designs. Use an American Concrete Institute (ACI) certified "Concrete Laboratory Technician, Grade I"to
perform field qualification tests and calculations.
Notify the Engineer at least 5 days before field qualification. Perform field qualification within the job site
or a location authorized by the Engineer.
Field qualification testing includes compressive strength, air content, and penetration or slump in
compliance with the table titled "Quality Control Requirements."
Field qualification testing for compressive strength must comply with the following:
1. Manufacture 12 cylinders under ASTM C 31 from a single batch
2. Perform 3 tests; each test consists of determining the average compressive strength of 2 cylinders at
7 days under ASTM C 39
3. The average compressive strength for each test must be at least 530 psi
If you submitted a notice to produce LCB qualifying for a transverse contraction joint waiver, manufacture
additional specimens and test LCB for compressive strength at 3 days. Prepare compressive strength
cylinders under ASTM C 31 at the same time using the same material and procedures as the 7-day
compressive strength cylinders except do not submit 6 additional test cylinders. The average 3-day
compressive strength for each test must be not more than 500 psi.
28-2.01 D(4) Quality Control Testing
Provide a testing laboratory to perform quality control tests. Maintain sampling and testing equipment in
proper working condition. Perform sampling under California Test 125.
Testing laboratories and testing equipment must comply with the Department's Independent Assurance
Program.
Perform quality control sampling, testing, and inspection throughout LCB production and placement. LCB
must comply with the requirements for the quality characteristics shown in the following table:
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Quality Control Requirements
Quality characteristic Test method Minimum sampling Requirement
and testing frequency
Sand equivalent(min) ASTM D 2419 18
Aggregate gradation ASTM C 136 Note a
Air content(max, ASTM C 231 4
percent)b 1 per 500 cubic yards �,
Penetration (inches) ASTM C 360 0 to 1-1/2 nominal cl
Slump (inches) ASTM C 143 but at least 1 per day 0-3 nominal°
Compressive strength ASTM C 39 e of production 530
(min, psi at 7 days)
Compressive strength ASTM C 39 e 500
max, psi at 3 days)f
a Comply with the table titled "Aggregate Grading" in section 28-2.02C.
b If no single test in the first 5 air content tests exceeds 1-1/2 percent, no further air content tests
are required.
°Maximum penetration must not exceed 2 inches and maximum slump must not exceed 4 inches
d Test for either penetration or slump
e Prepare cylinders under ASTM C 31
f Only applicable if you (1)submitted a notice stating intent to produce LCB qualifying for a
transverse contraction joint waiver and (2)successfully field qualified the LCB for 3-day
compressive strength. Make cylinders at the same time using the same material and procedures
as QC testing for 7-day compressive strength.
28-2.01 D(5) Acceptance Criteria
For acceptance, properties of LCB must comply with values shown in the following table:
Acceptance Criteria Testing
Property Test method Value
Compressive strength (min, psi at 7 days) I ASTM C 39 a 530
a Cylinders prepared under ASTM C 31
b compressive strength test represents up to (1) 1,000 cu yd or(2) 1 day's production if
less than 1,000 cu yd.
28-2.02 MATERIALS
28-2.02A General
Water must comply with section 90-1.02D.
The air content in LCB must not exceed 4 percent. If the aggregate used for LCB is produced from
processed reclaimed asphalt concrete or other material that may cause the air content to exceed 4
percent, reduce the air content with an admixture.
A water-reducing chemical admixture may be used. Water-reducing chemical admixture must comply with
ASTM C 494, Type A or Type F.
Air-entraining admixtures must comply with section 90-1.02E.
28-2.026 Cementitious Material
Portland cement must comply with section 90-1.028. Portland cement content must not exceed 300 Ib/cu
yd.
SCM must comply with section 90-1.028 except the equations for SCM content under 90-1.02B(3)do not
apply.
For aggregate qualification testing, use Type II portland cement under section 90-1.02B(2)without SCM.
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28-2.02C Aggregate
Aggregate must be clean and free from decomposed material, organic material, and other deleterious
substances. Aggregate samples must not be treated with lime, cement, or chemicals before testing for
sand equivalent.
Use either 1-1/2 inch or 1 inch grading. Do not change your selected aggregate grading without
authorization.
When tested under ASTM C 136, the percentage composition by weight of the aggregate must comply
with the grading requirements for the sieve sizes shown in the following table:
Aggregate Grading
Percenta a passing
Sieve sizes 1-1/2" maximum 1" maximum
O eratin range Contract compliance Operating range Contract compliance
2" 100 100 -- --
1-1/2" 90-100 87-100 100 100
1" -- -- 90-100 87-100
3/4" 50-85 45-90 50-100 45-100
3/8" 40-75 35-80 40-75 35-80
No. 4 25-60 20-65 35-60 30-65
No. 30 10-30 6-34 10-30 6-34
No. 200 0-12 0-15 0-12 0-15
Aggregate must comply with the quality requirements shown in the following table:
Aggregate Quality
Property Test Method Operating Contract compliance
range
Sand equivalent(min) ASTM D 2419 21 18
Compressive strength (min, psi at ASTM C 192 -- 610 at 300 Ib/cu yd cement
7 days) ASTM C 39 content
Note: Cement must be Type II portland cement under section 90-1.02B(2).
If the aggregate grading or the sand equivalent test results, or both comply with contract compliance
requirements but not operating range requirements, you may continue placing LCB for the remainder of
the work day. Do not place additional LCB until you demonstrate the LCB to be placed complies with the
operating range requirements.
28-2.03 CONSTRUCTION
28-2.03A General
Do not allow traffic or equipment on the LCB for at least 72 hours after the 1st application of the curing
compound and completion of contraction joints. Limit traffic and equipment on the LCB to that is required
for placing additional layers of LCB or paving.
28-2.038 Subgrade
Immediately before spreading LCB, the subgrade must:
1. Comply with the specified compaction and elevation tolerance for the material involved
2. Be free from loose or extraneous material
3. Be uniformly moist
Areas of subgrade lower than the grade established by the Engineer must be filled with LCB. The
Department does not pay for filling low areas of subgrade.
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28-2.03C Proportioning, Mixing, and Transporting
Proportion LCB under section 90-1.02F except aggregate does not have to be separated into sizes.
Mix and transport LCB under section 90-1.02G except the 5th and 7th paragraphs in section 90-1.02G(6)
do not apply.
28-2.03D Placing
Place LCB under section 40-1.03H(1)except the 3rd paragraph does not apply.
Unless otherwise described, construct LCB in minimum widths of 12 feet separated by construction joints.
For LCB constructed monolithically in widths greater than 26 feet, construct a longitudinal contraction joint
offset no more than 3 feet from the centerline of the width being constructed.
Contraction joints must comply with section 40-1.03D(3).
Construct transverse contraction joints in intervals that result in LCB areas where the lengths and widths
are within 20 percent of each other. Measure the widths from any longitudinal construction or longitudinal
contraction joints.
The Engineer waives the requirement for transverse contraction joints if you:
1. Submitted a notice under 28-2.01C(l)
2. Successfully field qualified LCB for 3-day compressive strength testing
3. Submit QC test results for 3-day compressive strength under section 28-2.01 D(4).
If concrete pavement will be placed on LCB, construct longitudinal construction and longitudinal
contraction joints in the LCB. Provide at least 1 foot horizontal clearance from planned longitudinal
construction and longitudinal contraction joints in the concrete pavement.
Do not mix or place LCB when the atmospheric temperature is below 35 degrees F. Do not place LCB on
frozen ground.
28-2.03E Finishing
Place LCB under section 40-1.03H(4)or under section 40-1.03H(5)except where there are confined work
areas and when authorized:
1. Spread and shape LCB using suitable powered finishing machines and supplement with hand work
as necessary
2. Consolidate LCB using high-frequency internal vibrators within 15 minutes after LCB is deposited on
the subgrade
3. Vibrate with care such that adequate consolidation occurs across the full paving width and do not use
vibrators for extensive weight shifting of the LCB
For LCB to be paved with HMA, before curing operation texture the LCB finished surface by dragging a
broom, burlap, or a spring steel tine device. If using a spring steel tine device, the device must produce a
scored surface with scores parallel or transverse to the pavement centerline. Texture at a time and in a
manner that produces the coarsest texture for the method used.
For LCB to be paved with HMA, the finished surface must not vary more than 0.05 foot from the grade
established by the Engineer.
Do not texture LCB that will be covered with concrete pavement. Before applying curing compound, finish
LCB to a smooth surface free from mortar ridges and other projections.
For LCB to be paved with concrete pavement, the finished surface must not be above the grade, or more
than 0.05 foot below the grade established by the Engineer.
The finished surface must be free from porous areas.
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28-2.03F Curing
After finishing LCB, cure LCB with pigmented curing compound under section 90-1.03B(3) and 40-1.03K
except for LCB to be paved with concrete pavement, comply with section 36-2. Apply curing compound to
the area to be paved with concrete pavement:
1. In 2 separate applications
2. Before the atmospheric temperature falls below 40 degrees F
3. At a rate of 1 gal/150 sq ft for the first application
4. At a rate of 1 gal/200 sq ft for the second application. Within 4 days after the first application, clean
the surface and apply the second application.
Immediately repair damage to the curing compound or LCB.
28-2.03G Surfaces Not Within Tolerance
Where LCB will be paved with concrete pavement, remove the base wherever the surface is higher than
the grade established by the Engineer and replace it with LCB. Where LCB will not be paved with
concrete pavement, remove the base wherever the surface is higher than 0.05 foot above the grade
established by the Engineer and replace it with LCB. If authorized, grind the surface with either a diamond
or carborundum blade to within tolerance. After grinding LCB to be paved with concrete pavement and
after all free water has left the surface, clean foreign material and grinding residue from the surface. Apply
curing compound to the ground area at a rate of approximately 1 gal/150 sq ft.
Where the surface of LCB is lower than 0.05 foot from the grade established by the Engineer, remove the
base and replace it with LCB or, if authorized, fill low areas according to the pavement material as
follows:
1. For HMA pavement, fill low areas with HMA that complies with the specifications for the lowest layer
of pavement. Do not fill low areas concurrently with the paving operation.
2. For concrete pavement, fill low areas with pavement concrete concurrent with the paving operation.
28-2.04 PAYMENT
LCB is measured from the dimensions shown.
Replace section 28-3 with:
07-19-13
28-3 RAPID STRENGTH CONCRETE BASE
Reserved
Replace section 28-4 with:
07-19-13
28-4 LEAN CONCRETE BASE RAPID SETTING
Reserved
Replace section 28-5 with:
07-19-13
28-5 CONCRETE BASE
Reserved
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Add to section 28:
07-19-13
28-6-28-14 RESERVED
28-15 REPLACE BASE
Reserved
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DIVISION IV SUBBASES AND BASES
29 TREATED PERMEABLE BASES
04-18-14
Replace "section 68-4.02C" in the 6th paragraph of section 29-1.03A with:
04-20-12
section 64-4.03
Replace the 1st paragraph of section 29-1.03B with:
04-18-14
Produce ATPB under section 39-1.02H, except a JMF is not required. Do not use RAP.
The temperature of the aggregate before adding the asphalt binder must be from 275 to 325 degrees F.
Do not store ATPB longer than 2 hours.
Combine aggregate with 2.5 percent asphalt binder by weight of dry aggregate. An increase or decrease
in the asphalt content may be ordered after your proposed aggregate supply has been tested. If an
ordered increase or decrease exceeds the specified amount of asphalt content by more than 0.1 percent
by weight of dry aggregate, compensation for ATPB is determined by the total increase or decrease in
asphalt.
The Engineer determines the asphalt content of the asphalt mixture under California Test 382. The
bitumen ratio (pounds of asphalt per 100 Ib of dry aggregate) must not vary more than 0.5 Ib of asphalt
above or below the amount designated by the Engineer. Samples used to determine the bitumen ratio are
obtained from trucks at the plant or from the mat behind the paver before rolling. If the sample is taken
from the mat behind the paver, the bitumen ratio must not be less than the amount designated by the
Engineer, less 0.7 Ib of asphalt per 100 Ib of dry aggregate.
Replace the introductory clause of the 2nd paragraph of section 29-1.03B with:
04-18-14
Equipment for spreading and compacting ATPB must comply with section 39-1.038. Compact ATPB in 1
layer using one of the following methods:
Replace "3rd" in the 4th paragraph of section 29-1.03C with:
07-19-13
4th
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246
Replace section 30 with:
04-20-12
30 RECLAIMED PAVEMENTS
04-20-12
30-1 GENERAL
30-1.01 GENERAL
Section 30 includes specifications for reclaiming the pavement section and constructing a base.
30-2 FULL DEPTH RECLAIMED—FOAMED ASPHALT
Reserved
30-3-30-6 RESERVED
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DIVISION V SURFACINGS AND PAVEMENTS
Replace section 36 with:
07-19-13
36 GENERAL
07-19-13
36-1 GENERAL
Section 36 includes general specifications for constructing surfacings and pavements.
36-2 BASE BOND BREAKER
Reserved
36-3-36-15 RESERVED
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37 BITUMINOUS SEALS
03-21-14
Replace section 37-1.01 with:
01-18-13
37-1.01 GENERAL
37-1.01A Summary
Section 37-1 includes general specifications for applying bituminous seals.
37-1.01B Definitions
Reserved
37-1.01C Submittals
Reserved
37-1.01 D Quality Control and Assurance
37-1.01 D(1) General
Reserved
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37-1.01 D(2) Prepaving Conference
For seal coats and micro-surfacing, schedule a prepaving conference at a mutually agreed upon time and
place to meet with the Engineer.
Prepaving conference attendees must sign an attendance sheet provided by the Engineer. The prepaving
conference must be attended by your:
1. Project superintendent
2. Paving construction foreman
3. Traffic control foreman
Be prepared to discuss:
1. Quality control
2. Acceptance testing
3. Placement
4. Training on placement methods
5. Checklist of items for proper placement
6. Unique issues specific to the project, including:
6.1. Weather
6.2. Alignment and geometrics
6.3. Traffic control issues
6.4. Haul distances
6.5. Presence and absence of shaded areas
6.6. Any other local issues
37-1.02 MATERIALS
Not Used
37-1.03 CONSTRUCTION
Not Used
37-1.04 PAYMENT
Not Used
Replace section 37-2 with:
07-19-13
37-2 SEAL COATS
37-2.01 GENERAL
37-2.01A General
37-2.01A(1) Summary
Section 37-2 includes specifications for applying seal coats.
37-2.01A(2) Definitions
Reserved
37-2.01A(3) Submittals
Reserved
37-2.01A(4) Quality Control and Assurance
The following personnel must attend the prepaving conference:
1. Aggregate suppliers
2. Chip spreader operators
3. Emulsion and binder distributor
4. Coated chips producer if coated chips are used
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37-2.01B Materials
Screenings must be broken stone, crushed gravel, or both. At least 90 percent of screenings by weight
must be crushed particles as determined under California Test 205.
Screenings for seal coats must have the properties specified in the following table:
Seal Coat Screenings
Properties Test method I Specification
Los Angeles Rattler, %, max California Test
Loss at 100 revolutions. 211 10
Loss at 500 revolutions. 40
Film stripping, %, max California Test 25
302
37-2.01C Construction
37-2.01C(1) General
Wherever final sweeping or brooming of the seal coat surface is complete, place permanent traffic stripes
and pavement markings within 10 days.
If you fail to place the permanent traffic stripes and pavement markings within the specified time, the
Department withholds 50 percent of the estimated value of the seal coat work completed that has not
received permanent traffic stripes and pavement markings.
37-2.01C(2) Equipment
Equipment for seal coats must include and comply with the following:
1. Screenings haul trucks. Haul trucks must have:
1.1. Tailgates that discharge screenings
1.2. Devices to lock onto the rear screenings spreader hitch
1.3. Dump beds that will not push down on the spreader when fully raised
1.4. Dump beds that will not spill screenings on the roadway when transferred to the spreader
hopper
1.5. Tarpaulins to cover precoated screenings when haul distance exceeds 30 minutes or ambient
temperature is less than 65 degrees F
2. Self-propelled screenings spreader. The spreader must have:
2.1. Screenings hopper in the rear
2.2. Belt conveyors that carry the screenings to the front
2.3. Spreading hopper capable of providing a uniform screening spread rate over the entire width of
the traffic lane in 1 application.
3. Self-propelled power brooms. Do not use gutter brooms or steel-tined brooms. Brooms must be
capable of removing loose screenings adjacent to barriers that prevent screenings from being swept
off the roadway, including curbs, gutters, dikes, berms, and railings.
4. Pneumatic-tired rollers. Pneumatic-tired rollers must be an oscillating type at least 4 feet wide. Each
roller must be self-propelled and reversible. Pneumatic tires must be of equal size, diameter, type,
and ply. The roller must carry at least 3,000 Ib of load on each wheel and each tire must have an air
pressure of 100 ± 5 psi.
37-2.01C(3) Surface Preparation
Before applying seal coat, cover manholes, valve and monument covers, grates, or other exposed
facilities located within the area of application, using a plastic or oil resistant construction paper secured
by tape or adhesive to the facility being covered. Reference the covered facilities with a sufficient number
of control points to relocate the facilities after the application of the seal coat.
After completion of the seal coat operation, remove covers from the facilities.
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Immediately before applying seal coat, clean the surface to receive seal coat by removing extraneous
material and drying. Cleaning the existing pavement includes the use of brooms.
37-2.01C(4) Applying Emulsion and Asphalt Binder
Prevent spray on existing pavement not intended for seal coat or on previously applied seal coat using a
material such as building paper. Remove the material after use.
Align longitudinal joints between seal coat applications with designated traffic lanes.
For emulsion, overlap longitudinal joints by not more than 4 inches. You may overlap longitudinal joints up
to 8 inches if authorized.
For areas not accessible to a truck distributor bar, apply the emulsion with a squeegee or other
authorized means. For asphalt binder, hand spray nonaccessible areas. You may overlap the emulsion or
asphalt binder applications before the application of screenings at longitudinal joints.
Do not apply the emulsion or asphalt binder unless there are sufficient screenings at the job site to cover
the emulsion or asphalt binder.
Discontinue application of emulsion or asphalt binder early enough to comply with lane closure
specifications and darkness. Apply to 1 lane at a time and cover the lane entirely in 1 operation.
37-2.01C(5) Spreading Screenings
Prevent vehicles from driving on asphaltic emulsion or asphalt binder before spreading screenings.
Spread screenings at a uniform rate over the full lane width in 1 application.
Broom excess screenings at joints before spreading adjacent screenings.
Operate the spreader at speeds slow enough to prevent screenings from rolling over after dropping.
If the spreader is not moving, screenings must not drop. If you stop spreading and screenings drop,
remove the excess screenings before resuming activities.
37-2.01C(6) Finishing
Remove piles, ridges, or unevenly distributed screenings. Repair permanent ridges, bumps, or
depressions in the finished surface. Spread additional screenings and roll if screenings are picked up by
rollers or vehicles.
Seal coat joints between adjacent applications of seal coat must be smooth, straight, uniform, and
completely covered. Longitudinal joints must be at lane lines and not overlap by more than 4 inches.
Blend the adjacent applications by brooming.
A coverage is the number of passes a roller needs to cover the width. A pass is 1 roller movement
parallel to the seal coat application in either direction. Overlapping passes are part of the coverage being
made and are not part of a subsequent coverage. Do not start a coverage until completing the previous
coverage.
Before opening to traffic, finish seal coat in the following sequence:
1. Perform initial rolling consisting of 1 coverage with a pneumatic-tired roller
2. Perform final rolling consisting of 3 coverages with a pneumatic-tired roller
3. Broom excess screenings from the roadway and adjacent abutting areas
4. Apply flush coat if specified
The Engineer may order salvaging of excess screenings.
Dispose of excess screenings the Engineer determines are not salvageable. Dispose of screenings in any
of the following ways or locations:
1. Under section 14-10
2. On embankment slopes
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3. In authorized areas
Salvaging and stockpiling excess screenings is change order work.
37-2.01C(7) Seal Coat Maintenance
Seals coat surfaces must be maintained for 4 consecutive days from the day screenings are applied.
Maintenance must include brooming to maintain a surface free of loose screenings, to distribute
screenings over the surface so as to absorb any free asphaltic material, to cover any areas deficient in
cover coat material, and to prevent formation of corrugations.
After 4 consecutive days, excess screenings must be removed from the paved areas. Brooming must not
displace screenings set in asphaltic material.
The exact time of brooming will be determined by the Engineer. As a minimum, brooming will be required
at the following times:
1. On 2-lane 2-way roadways, from 2 to 4 hours after traffic, controlled with pilot cars, has been routed
on the seal coat
2. On multilane roadways, from 2 to 4 hours after screenings have been placed
3. In addition to previous brooming, immediately before opening any lane to public traffic, not controlled
with pilot cars
4. On the morning following the application of screenings on any lane that has been open to public
traffic not controlled with pilot cars and before starting any other activities
For 2-lane 2-way roadways under 1-way traffic control, upon completion of secondary rolling, public traffic
must be controlled with pilot cars and routed over the new seal coat for a period of 2 to 4 hours. The
Engineer will determine the exact period of time.
Schedule the operations so that seal coat is placed on both lanes of the traveled way each work shift and
so that 1-way traffic control is discontinued 1 hour before darkness. At the end of the work shift, the end
of the seal coat on both lanes must generally match.
On multilane roadways, initial brooming must begin after the screenings have been in place for a period
of 2 to 4 hours. If the initial brooming is not completed during the work shift in which the screenings were
placed, the initial brooming must be completed at the beginning of the next work shift.
Public traffic must be controlled with pilot cars and be routed on the new seal coat surface of the lane for
a minimum of 2 hours after completion of the initial brooming and before opening the lane to traffic not
controlled with pilot cars. When traffic is controlled with pilot cars, a maximum of 1 lane in the direction of
travel must be open to public traffic. Once traffic controlled with pilot cars is routed over the seal coat at a
particular location, continuous control must be maintained at that location until the seal coat placement
and brooming on adjacent lanes to receive seal coat is completed.
37-2.01D Payment
If there is no bid item for a traffic control system, furnishing and using a pilot car is included in the various
items of the work involved in applying the seal coat.
If test results for the screenings grading do not comply with specifications, you may remove the seal coat
represented by these tests or request that it remain in place with a payment deduction. The deduction is
$1.75 per ton for the screenings represented by the test results.
37-2.02 FOG SEAL
37-2.02A General
37-2.02A(1) Summary
Fog seal coat includes applying a slow-setting asphaltic emulsion.
37-2.02A(2) Definitions
Reserved
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251
37-2.02A(3) Submittals
Submit a 1/2-gallon sample of the asphaltic emulsion in a plastic container. Take the sample from the
distributor truck spray bar at mid-load.
37-2.02A(4) Quality Control and Assurance
Reserved
37-2.026 Material
The Engineer selects the grade of slow-setting asphaltic emulsion to be used.
If additional water is added to the asphaltic emulsion, the resultant mixture must not be more than 1 part
asphaltic emulsion to 1 part water. The Engineer determines the exact amount of additional water.
37-2.02C Construction
Apply asphaltic emulsion for fog seal coat at a residual asphalt rate from 0.02 to 0.06 gal/sq yd. The
Engineer determines the exact rate.
Apply fog seal coat when the ambient air temperature is above 40 degrees F.
Sprinkle water on fog seal coat that becomes tacky in an amount determined by the Engineer.
If fog seal coat and seal coat with screenings are specified on the same project, apply fog seal coat at
least 4 days before applying the adjoining seal coat with screenings. The joint between the seal coats
must be neat and uniform.
37-2.02D Payment
The Department does not adjust the unit price for an increase or decrease in the asphaltic emulsion (fog
seal coat) quantity.
37-2.03 FLUSH COATS
37-2.03A General
03-21-14
Flush coat includes applying a fog seal coat to the surface, followed by sand.
07-19-13
37-2.036 Material
The Engineer selects the grade of slow-setting or quick-setting asphaltic emulsion to be used.
Sand for flush coat must comply with the material specifications for fine aggregate grading in section 90-
1.02C(3). Sand must not include organic material or clay.
37-2.03C Construction
Apply asphaltic emulsion for flush coat at a residual asphalt rate from 0.02 to 0.06 gal/sq yd. The
Engineer determines the exact rate.
During flush coat activities, close adjacent lanes to traffic. Do not track asphaltic emulsion on existing
pavement surfaces.
Apply sand immediately after the asphaltic emulsion application.
Spread sand with a self-propelled screenings spreader equipped with a mechanical device that spreads
sand at a uniform rate over the full width of a traffic lane in a single application. Spread sand at a rate
from 2 to 6 Ib/sq yd. The Engineer determines the exact rate.
37-2.03D Payment
The Department does not adjust the unit price for an increase or decrease in the sand cover for the flush
coat quantity.
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37-2.04 ASPHALTIC EMULSION SEAL COAT
37-2.04A General
37-2.04A(1) General
37-2.04A(1)(a) Summary
Section 37-2.04 includes specifictions for applying asphaltic emulsion seal coat. Asphaltic emulsion seal
coat includes applying asphaltic emulsion, followed by screenings, and then a flush coat.
Asphaltic emulsion seal coat includes one or more of the following types:
1. Nonpolymer asphaltic emulsion seal coat
2. Polymer asphaltic emulsion seal coat
A double asphaltic emulsion seal coat is the application of asphaltic emulsion, followed by screenings
applied twice in sequence.
37-2.04A(1)(b) Definitions
Reserved
37-2.04A(1)(c) Submittals
At least 10 days before starting asphaltic emulsion seal coat application, submit the name of an
authorized laboratory that will be performing asphaltic emulsion QC testing.
03-21-14
Submit a sample of asphaltic emulsion in a 1/2-gallon plastic container to the Engineer and to the
authorized laboratory. Each sample must be submitted in an insulated shipping container within 24 hours
of sampling.
07-19-13
Within 7 days after taking samples, submit the authorized laboratory's test results for asphaltic emulsion.
37-2.04A(1)(d) Quality Control and Assurance
Samples for the screenings grading and cleanness value must be taken from the spreader conveyor belt.
03-21-14
Within 3 business days of sampling, the authorized laboratory must test the asphaltic emulsion for:
1. Viscosity under AASHTO T 59
2. Sieve test under AASHTO T 59
3. Demulsibility under AASHTO T 59
4. Torsional recovery under California Test 332 for polymer asphaltic emulsion
5. Elastic recovery under AASHTO T 301 for polymer asphaltic emulsion
Circulate asphaltic emulsion in the distributor truck before sampling. Take samples from the distributor
truck at mid load or from a sampling tap or thief. Before taking samples, draw and dispose of 1 gallon. In
the presence of the Engineer take two 1/2-gallon samples every 55 tons or at least 1 day's production.
07-19-13
37-2.04A(2) Materials
Not Used
37-2.04A(3) Construction
The Engineer determines the exact application rate.
At the time of application, the temperature of the asphaltic emulsion must be from 130 to 180 degrees F.
When tested under California Test 339, the application rate for asphaltic emulsion must not vary from the
average by more than:
1. 15 percent in the transverse direction
2. 10 percent in the longitudinal direction
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37-2.04A(4) Payment
Not Used
37-2.0413 Nonpolymer Asphaltic Emulsion Seal Coat
37-2.0413(1) General
37-2.04B(1)(a) Summary
Section 37-2.048 includes specifications for applying a nonpolymer asphaltic emulsion seal coat.
37-2.04B(1)(b) Definitions
Reserved
37-2.04B(1)(c) Submittals
Reserved
37-2.04B(1)(d) Quality Control and Assurance
For nonpolymer asphaltic emulsion seal coat, if a test result for the screenings cleanness value is from 75
to 80, you may request that the asphaltic emulsion seal coat represented by the test remain in place. A
payment deduction is made as specified in section 37-2.04D. If the screenings cleanness value is less
than 75, remove the asphaltic emulsion seal coat.
37-2.04B(2) Materials
Screenings for nonpolymer asphaltic emulsion seal coat must have the gradation as determined under
California Test 202 in the following table.
Nonpolymer Asphaltic Emulsion Seal Coat Screenings
Gradation
Percentage passing
Sieve Coarse Medium Medium fine Fine
sizes 1/2" max 3/8" max 5/16" max 1/4" max
3/4" 100 -- --1/2" 95-100 100 -- --
3/8" 50-80 90-100 100 100
No. 4 0-15 5-30 30-60 60-85
No. 8 0-5 0-10 0-15 0-25
No. 16 -- 0-5 0-5 0-5
No. 30 -- -- 0-3 0-3
No. 200 0-2 0-2 0-2 0-2
03-21-14
The cleanness value determined under California Test 227 must be 80 or greater.
07-19-13
37-2.04B(3) Construction
Asphaltic emulsion must be applied within the application rate ranges shown in the following table:
Asphaltic Emulsion Application Rates
Screenings Application rate range(gallons
per square yard)
Fine 0.15-0.30
Medium fine 0.25-0.35
Medium 0.25-0.40
Coarse 0.30-0.40
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Apply asphaltic emulsion when the ambient air temperature is from 65 to 110 degrees F and the
pavement surface temperature is at least 80 degrees F.
Do not apply asphaltic emulsion when weather forecasts predict the ambient air temperature will fall
below 39 degrees F within 24 hours after application.
For double asphaltic emulsion seal coat, the asphaltic emulsion must be applied within the application
rates shown in the following table:
Asphaltic Emulsion Application Rates
Screenings Application rate range (gal/sq yd)
Double
1st application 0.20-0.35
2nd application 0.20-0.30
You may stockpile screenings for asphaltic emulsion seal coat if you prevent contamination. Screenings
must have damp surfaces at spreading. If water visibly separates from the screenings, do not spread.
You may redampen them in the delivery vehicle.
Spread screenings before the asphaltic emulsion sets or breaks.
Spread screenings within 10 percent of the rate determined by the Engineer. Screenings must have a
spread rate within the ranges shown in the following table:
Screening Spread Rates
Seal coat type Range (Ib/sq yd)
Fine 12-20
Medium fine 16-25
Medium 20-30
Coarse 23-30
Do not spread screenings more than 2,500 feet ahead of the completed initial rolling.
For double asphaltic emulsion seal coat, screenings must have a spread rate within the ranges shown in
the following table:
Screening Spread Rates
Seal coat type Range (Ib/sq yd)
Double
1st application 23-30
2nd application 12-20
Remove excess screenings on the 1st application before the 2nd application of asphaltic emulsion.
37-2.046(4) Payment
If asphaltic emulsion seal coat with screenings does not comply with the cleanness value specifications,
you may request that the seal coat remain in place with a pay deduction corresponding to the cleanness
value shown in the following table:
Asphaltic Emulsion Seal Coat Cleanness Value Deductions
Cleanness value Deduction
80 or over None
79 $2.00/ton
77-78 $4.00/ton
75-76 $6.00/ton
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37-2.04C Polymer Asphaltic Emulsion Seal Coat
37-2.04C(1) General
37-2.04C(1)(a) Summary
Section 37-2.04C includes specifications for applying a polymer asphaltic emulsion seal coat.
37-2.04C(1)(b) Definitions
Reserved
37-2.04C(1)(c) Submittals
At least 10 days before starting polymer asphaltic emulsion seal coat application, submit a signed copy of
the test result report of the Vialit test method for aggregate retention in chip seals (french chip)to the
Engineer and to:
DEPARTMENT OF TRANSPORTATION
Division of Maintenance, Roadway Maintenance Office
1120 N Street, MS 31
Sacramento, CA 95814
37-2.04C(1)(d) Quality Control and Assurance
The authorized laboratory must test screenings for retention under the Vialit test method for aggregate in
chip seals (french chip). The Vialit test results are not used for acceptance. The Vialit test is available at
the METS Web site.
If the test results for polymer asphaltic emulsion do not comply with the specifications, the Engineer
assesses a pay factor value for the following properties and increments:
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03-21-14
Polymer Asphaltic Emulsion Pay Factor Table
Test method and property Increment Pay factor
Test on polymer asphaltic emulsion
AASHTO T 59 Each 10 seconds above max or 1
(Viscosity, sec Saybolt Furol, at 50 below min
°C
AASHTO T 59 Each 1.5 percent above max 1
(settlement, 5 days, percent)
AASHTO T 59 Each 0.2 percent above max 1
(sieve test, percent max)
AASHTO T 59 Each 2 percent below min 1
(demulsibility percent)
Test on residue from evaporation test
AASHTO T 49 Each 2 dm above max or below min 1
(penetration, 25 °C
ASTM D 36 2 °C below min 1
field soften ng oint°C
California Test 332 For each 1 increment below the min 1
(torsional recoverya) value of 18
For each 2 increments below the min 3
value of 18
For each 3 or more increments 10
below the min value of 18
ASTM T 301 For each 1 increment below the min 1
(elastic recoverya) value of 60
For each 2 increment below the min 3
value of 60
For each 3 increment below the min 10
value of 60
aThe highest pay factor applies
07-19-13
The Engineer assesses a pay factor of 1 for sampling not performed in compliance with the
specifications, including shipping and sampling containers.
For polymer asphaltic emulsion seal coat, if a test result for the screenings cleanness value is from 75 to
86, you may request that the asphaltic emulsion seal coat represented by the test remain in place. A
payment deduction is made as specified in section 37-2.04D. If the screenings cleanness value is less
than 75, remove the asphaltic emulsion seal coat.
37-2.04C(2) Materials
Polymer asphaltic emulsion must include elastomeric polymer.
03-21-14
Polymer asphaltic emulsion must comply with section 94, Table 3, under the test on residue from
evaporation test for Grades PMRS2, PMRS2h, PMCRS2, and PMCRS2h and the following:
1. The penetration at 39.2 degrees F (200g for 60 seconds)determined under AASHTO T 49 must be at
least 6.
2. Elastic recovery determined under AASHTO T 301 must be at least 60 percent.
3. Polymer content in percent by weight does not apply.
4. The ring and ball softening point temperature determined under AASHTO T 53 for Test on Residue
from Evaporation Test must comply with the following minimum temperature requirement:
4.1. 126 degrees F for a geographical ambient temperature from 32 to 104 degrees F
4.2. 129 degrees F for a geographical ambient temperature from 18 to 104 degrees F
4.3. 135 degrees F for a geographical ambient temperature from 18 to greater than 104 degrees F
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07-19-13
Screenings for polymer asphaltic emulsion seal coat must have the gradation as determined under
California Test 202 in the following table:
Polymer Asphaltic Emulsion Seal Coat Screenings Gradation
Percentage passing
Sieve Coarse Medium Medium fine Fine
sizes 1/2" max 3/8" max 5/16" max 1/4" max
3/4" 100 -- --1/2" 85-100 100 -- --
3/8" 0-30 85-100 100 100
No. 4 0-5 0-15 0-50 60-85
No. 8 -- 0-5 0-15 0-25
No. 16 -- -- 0-5 0-5
No. 30 -- -- 0-3 0-3
No. 200 0-2 0-2 0-2 0-2
03-21-14
The cleanness value determined under California Test 227 must be 86 or greater.
07-19-13
37-2.04C(3) Construction
Polymer asphaltic emulsion must be applied within the application rate ranges shown in the following
table:
Polymer Asphaltic Emulsion Application Rates
Screenings Application rate range(gallons
per square yard)
Fine 0.15-0.30
Medium fine 0.25-0.35
Medium 0.25-0.40
Coarse 0.30-0.40
Apply polymer asphaltic emulsion when the ambient air temperature is from 60 to 105 degrees F and the
pavement surface temperature is at least 55 degrees F.
Do not apply polymer asphaltic emulsion when weather forecasts predict the ambient air temperature will
fall below 39 degrees F within 24 hours after application.
For double asphaltic emulsion seal coat, polymer asphaltic emulsion must be applied within the
application rates shown in the following table:
Polymer Asphaltic Emulsion Application Rates
Screenings Application rate range (gal/sq yd)
Double
1st application 0.20-0.35
2nd application 0.20-0.30
You may stockpile screenings for polymer emulsion seal coat if you prevent contamination. Screenings
must have damp surfaces at spreading. If water visibly separates from the screenings, do not spread.
You may redampen them in the delivery vehicle.
Spread screenings before the polymer emulsion sets or breaks.
Spread screenings within 10 percent of the rate determined by the Engineer. Screenings must have a
spread rate within the ranges shown in the following table:
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Screening Spread Rates
Seal coat type Range (Ib/sq yd)
Fine 12-20
Medium fine 16-25
Medium 20-30
Coarse 23-30
Do not spread screenings more than 2,500 feet ahead of the completed initial rolling.
For double seal coat, screenings must have a spread rate within the ranges shown in the following table:
Screening Spread Rates
Seal coat type Range (Ib/sq yd)
Double
1st application 23-30
2nd application 12-20
Remove excess screenings on the 1st application before the 2nd application of asphaltic emulsion.
37-2.04C(4) Payment
If polymer asphaltic emulsion seal coat with screenings does not comply with the specifications for
cleanness value you may request that the seal coat remain in place with a pay deduction corresponding
by the cleanness value shown in the following table:
Polymer Asphaltic Emulsion Seal Coat Cleanness Value
Deductions
Cleanness value Deduction
86 or over None
81-85 $2.20/ton
77-80 $4.40/ton
75-76 $6.60/ton
If test results for polymer asphaltic emulsion aggregate grading and cleanness value test results do not
comply with the specifications, all deductions are made. A test for polymer asphaltic emulsion represents
the smaller of 55 tons or 1 day's production. A test for the screenings grading or cleanness value
represents the smaller of 300 tons or 1 day's production.
The payment deduction for noncompliant polymer asphaltic emulsion is based on the total pay factor
value determined from the table titled, "Polymer Asphaltic Emulsion Pay Factor Deduction."You must
remove polymer asphaltic emulsion seal coat with a pay factor value greater than 20. You may request
seal coat with noncompliant polymer asphaltic emulsion to remain in place with a pay deduction for the
total pay factor value shown in the following table:
Polymer Asphaltic Emulsion Pay Factor
Deductions
Total pay factor Deduction
value
0 none
1-2 $5.00/ton
3-5 $10.00/to n
6-9 $15.00/to n
10-14 $25.00/ton
15-20 $50.00/ton
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37-2.05 ASPHALT BINDER SEAL COATS
37-2.05A General
Reserved
37-2.058 Asphalt Rubber Binder Seal Coats
37-2.05B(1) General
37-2.05B(1)(a) Summary
Section 37-2.058 includes specifications for applying asphalt rubber binder seal coat. Asphalt rubber seal
coat includes applying heated asphalt rubber binder, followed by heated screenings precoated with
asphalt binder, followed by a flush coat.
37-2.05B(1)(b) Definitions
crumb rubber modifier: Ground or granulated high natural crumb rubber or scrap tire crumb rubber.
descending viscosity reading: Subsequent viscosity reading at least 5 percent lower than the previous
viscosity reading.
high natural crumb rubber: Material containing 40 to 48 percent natural rubber.
scrap tire crumb rubber: Any combination of:
1. Automobile tires
2. Truck tires
3. Tire buffing
37-2.05B(1)(c) Submittals
For each delivery of asphalt rubber binder ingredients and asphalt rubber binder to the job site, submit a
certificate of compliance and a copy of the specified test results.
Submit MSDS for each asphalt rubber binder ingredient and the asphalt rubber binder.
At least 15 days before use, submit:
1. Four 1-quart cans of mixed asphalt rubber binder
2. Samples of each asphalt rubber binder ingredient
3. Asphalt rubber binder formulation and data as follows:
3.1. For asphalt binder and asphalt modifier submit:
3.1.1. Source and grade of asphalt binder
3.1.2. Source and type of asphalt modifier
3.1.3. Percentage of asphalt modifier by weight of asphalt binder
3.1.4. Percentage of combined asphalt binder and asphalt modifier by weight of asphalt
rubber binder
3.1.5. Test results for the specified quality characteristics
3.2. For crumb rubber modifier submit:
3.2.1. Each source and type of scrap tire crumb rubber and high natural rubber
3.2.2. Percentage of scrap tire crumb rubber and high natural rubber by total weight of
asphalt rubber binder
3.2.3. Test results for the specified quality characteristics
3.3. For asphalt rubber binder submit:
3.3.1. Test results for the specified quality characteristics
3.3.2. Minimum reaction time and temperature
At least 5 business days before use, submit the permit issued by the local air quality agency for asphalt
rubber binder:
1. Field blending equipment
2. Application equipment
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If an air quality permit is not required by the local air quality agency for producing asphalt rubber binder or
spray applying asphalt rubber binder, submit verification from the local air quality agency that an air
quality permit is not required for this Contract.
Submit a certified volume or weight slip for each delivery of asphalt rubber binder ingredients and asphalt
rubber binder.
Submit a certificate of compliance and accuracy verification of test results for viscometers.
When determined by the Engineer, submit notification 15 minutes before each viscosity test or submit a
schedule of testing times.
Submit the log of asphalt rubber binder viscosity test results each day of asphalt rubber seal coat work.
37-2.05B(1)(d) Quality Control and Assurance
Equipment used in producing asphalt rubber binder must be permitted for use by the local air quality
agency. Equipment used in spreading asphalt rubber binder must be permitted for use by the local air
quality agency.
Each asphalt rubber binder ingredient must be sampled and tested for compliance with the specifications
by the manufacturer.
Test and submit results at least once per project or the following, whichever frequency is greater:
1. For crumb rubber modifier except for grading, at least once per 250 tons. Samples of scrap tire crumb
rubber and high natural crumb rubber must be sampled and tested separately. Test each delivery of
crumb rubber modifier for grading.
2. For asphalt binder, test and submit at least once per 200 tons of asphalt binder production.
3. For asphalt modifier, test and submit at least once per 25 tons of asphalt modifier production.
Scrap tire crumb rubber and high natural crumb rubber must be delivered to the asphalt rubber production
site in separate bags.
Take viscosity readings of asphalt rubber binder under ASTM D7741 during asphalt rubber binder
production. Start taking viscosity readings of samples taken from the reaction vessel at least 45 minutes
after adding crumb rubber modifier and continue taking viscosity readings every 30 minutes until 2
consecutive descending viscosity readings have been obtained and the final viscosity meets the
specification requirement. After meeting the 2 descending viscosity readings requirement, continue to
take viscosity readings hourly and within 15 minutes before use. Log the test results, including time of
testing and temperature of the asphalt rubber binder.
37-2.05B(2) Material
37-2.05B(2)(a) General
Reserved
37-2.05B(2)(b) Asphalt Binder
Asphalt binder must comply with the specifications for asphalt binder. Do not modify asphalt binder with
polymer.
37-2.05B(2)(c) Asphalt Modifier
Asphalt modifier must be a resinous, high flash point, and aromatic hydrocarbon. Asphalt modifier must
have the values for the quality characteristics shown in the following table:
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Asphalt Modifier for Asphalt Rubber Binder
Quality Test method Value
characteristic
Viscosity, M7/-s (x ASTM D 445 X ±3 a
10-6)at 100 °C
Flash point, ASTM D 92 207 min
CL.O.C., °C
Molecular analysis
Asphaltenes, ASTM D 2007 0.1 max
percent by
mass
Aromatics, ASTM D 2007 55 min
percent by
mass
a"X" denotes the proposed asphalt modifier viscosity from 19 to
36. A change in "X" requires a new asphalt rubber binder
submittal.
37-2.05B(2)(d) Crumb Rubber Modifier
Crumb rubber modifier must be ground or granulated at ambient temperature.
Scrap tire crumb rubber and high natural crumb rubber must be delivered to the asphalt rubber binder
production site in separate bags.
Steel and fiber must be separated. If steel and fiber are cryogenically separated, it must occur before
grinding and granulating. Cryogenically-produced crumb rubber modifier particles must be large enough
to be ground or granulated.
Wire must not be more than 0.01 percent by weight of crumb rubber modifier. Crumb rubber modifier
must be free of contaminants except fabric, which must not exceed 0.05 percent by weight of crumb
rubber modifier. Method for determining the percent weight of wire and fabric is available under
Laboratory Procedure 10 at the following METS Web site:
http://www.dot.ca.gov/hq/esc/Translab/ofpm/fpmlab.htm
The length of an individual crumb rubber modifier particle must not exceed 3/16 inch.
Crumb rubber modifier must be dry, free-flowing particles that do not stick together. A maximum of 3
percent calcium carbonate or talc by weight of crumb rubber modifier may be added. Crumb rubber
modifier must not cause foaming when combined with the asphalt binder and asphalt modifier.
Specific gravity of crumb rubber modifier must be from 1.1 to 1.2 determined under California Test 208.
When tested under ASTM D 297, crumb rubber modifier must comply with the requirements shown in the
following table:
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Crumb Rubber Modifier
Quality Scrap tire crumb High natural rubber
characteristic rubber (percent)
(percent)
Min Max Min T Max
Acetone extract 6.0 16.0 4.0 16.0
Rubber 42.0 65.0 50.0 --
hydrocarbon
Natural rubber 22.0 39.0 40.0 48.0
content
Carbon black 28.0 38.0 -- --
content
Ash content -- 8.0 -- --
Scrap tire crumb rubber must have the gradation shown in the following table:
Scrap Tire Crumb Rubber Gradation
Percentage passing
Sieve Gradation limit Operating Contract
size range compliance
No. 8 100 100 100
No. 10 98-100 95-100 90-100
No. 16 45-75 35-85 32-88
No. 30 2-20 2-25 1-30
No. 50 0-6 0-10 0-15
No. 100 0-2 0-5 0-10
No. 200 0 0-2 0-5
High natural crumb rubber must have the gradation shown in the following table:
High Natural Crumb Rubber Gradation
Percentage passing
Sieve Gradation limit Operating Contract
size range compliance
No. 10 100 100 100
No. 16 95-100 92-100 85-100
No. 30 35-85 25-95 20-98
No. 50 10-30 6-35 2-40
No. 100 0-4 0-7 0-10
No. 200 0-1 0-3 0-5
Test the crumb rubber modifier gradation under ASTM C 136 except
1. Split or quarter 100 ± 5 g from the crumb rubber modifier sample and dry to a constant mass at a
temperature from 57 to 63 degrees C and record the dry sample mass. Place the crumb rubber
modifier sample and 5 g of talc in a 1/2-liter jar. Seal the jar, then shake the jar by hand for at least 1
minute to mix the crumb rubber modifier and the talc. Continue shaking or open the jar and stir until
the particle agglomerates and clumps are broken and the talc is uniformly mixed.
2. Place 1 rubber ball on each sieve. Each ball must weigh 8.5 ± 0.5 g, measure 24.5 ±0.5 mm in
diameter, and have a Shore Durometer"A" hardness of 50 ± 5 determined under ASTM D 2240. After
sieving the combined material for 10 ± 1 minutes, disassemble the sieves. Brush material adhering to
the bottom of a sieve into the next finer sieve. Weigh and record the mass of the material retained on
the 2.36-milimeter sieve and leave this material (do not discard)on the scale or balance. Fabric balls
must remain on the scale or balance and be placed together on the side to prevent them from being
covered or disturbed when the material from finer sieves is placed onto the scale or balance. The
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material retained on the 2.00-milimeter sieve must be added to the scale or balance. Weigh and
record that mass as the accumulative mass retained on the 2.00-milimeter sieve. Continue weighing
and recording the accumulated masses retained on the remaining sieves until the accumulated mass
retained in the pan has been determined. Before discarding the crumb rubber modifier sample,
separately weigh and record the total mass of fabric balls in the sample.
3. Determine the mass of material passing the 75-micrometer sieve by subtracting the accumulated
mass retained on the 75-micrometer sieve from the accumulated mass retained in the pan. If the
material passing the 75-micrometer sieve has a mass of 5 g or less, cross out the recorded number
for the accumulated mass retained in the pan and copy the number recorded for the accumulated
mass retained on the 75-micrometer sieve and record that number, next to the crossed out number,
as the accumulated mass retained in the pan. If the material passing the 75-micrometer sieve has a
mass greater than 5 g, cross out the recorded number for the accumulated mass retained in the pan,
subtract 5 g from that number and record the difference next to the crossed out number. The
adjustment to the accumulated mass retained in the pan accounts for the 5 g of talc added to the
sample. For calculation purposes, the adjusted total sample mass is the same as the adjusted
accumulated mass retained in the pan. Determine the percent passing based on the adjusted total
sample mass and record to the nearest 0.1 percent.
37-2.05B(2)(e) Asphalt Rubber Binder
Asphalt rubber binder must be a combination of:
1. Asphalt binder
2. Asphalt modifier
3. Crumb rubber modifier
Asphalt rubber binder blending equipment must be authorized under the Department's material plant
quality program.
The blending equipment must allow the determination of weight percentages of each asphalt rubber
binder ingredient.
Asphalt rubber binder must be 79 ± 1 percent by weight asphalt binder and 21 ± 1 percent by weight of
crumb rubber modifier. The minimum percentage of crumb rubber modifier must be 20.0 percent and
lower values may not be rounded up.
Crumb rubber modifier must be 76 ±2 percent by weight scrap tire crumb rubber and 24 ±2 percent by
weight high natural rubber.
Asphalt modifier and asphalt binder must be blended at the production site. Asphalt modifier must be from
2.5 to 6.0 percent by weight of the asphalt binder in the asphalt rubber binder. The asphalt rubber binder
supplier determines the exact percentage.
If blended, the asphalt binder must be from 375 to 440 degrees F when asphalt modifier is added and the
mixture must circulate for at least 20 minutes. Asphalt binder, asphalt modifier, and crumb rubber modifier
may be proportioned and combined simultaneously.
The blend of asphalt binder and asphalt modifier must be combined with crumb rubber modifier at the
asphalt rubber binder production site. The asphalt binder and asphalt modifier blend must be from 375 to
440 degrees F when crumb rubber modifier is added. Combined ingredients must be allowed to react at
least 45 minutes at temperatures from 375 to 425 degrees F except the temperature must be at least 10
degrees F below the flash point of the asphalt rubber binder.
After reacting, the asphalt rubber binder must have the values for the quality characteristics shown in the
following table:
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Asphalt Rubber Binder
Quality characteristic Test method Requirement
Min Max
Cone penetration @ 25 °C, 1/10 ASTM D 217 25 60
mm
Resilience @ 25 °C, percent ASTM D 5329 18 50
rebound
Field softening point, °C ASTM D 36 55 88
Viscosity @190 °C, Pa • s (x10 ) I ASTM D 7741 1500 2500
Maintain asphalt rubber binder at a temperature from 375 to 415 degrees F.
Stop heating unused asphalt rubber binder 4 hours after the 45-minute reaction period. Reheating asphalt
rubber binder that cools below 375 degrees F is a reheat cycle. Do not exceed 2 reheat cycles. If
reheating, asphalt rubber binder must be from 375 to 415 degrees F before use.
During reheating, you may add scrap tire crumb rubber. Scrap tire crumb rubber must not exceed 10
percent by weight of the asphalt rubber binder. Allow added scrap tire crumb rubber to react for at least
45 minutes. Reheated asphalt rubber binder must comply with the specifications for asphalt rubber
binder.
37-2.05B(2)(f) Screenings
Before precoating with asphalt binder and when tested under California Test 202, screenings for asphalt
rubber seal coat must have the gradation shown in the following table:
Asphalt Rubber Seal Coat Screenings Gradation
Percentage passing by weight
Sieve sizes Coarse Medium Fine
1/2'. Max 1/2" max 3/8" max
3/4" 100 100 100
1/2" 75-90 85-90 95-100
3/8" 0-20 0-30 70-85
No. 4 0-2 0-5 0-15
No. 8 -- -- 0-5
No. 200 0-1 0-1 0-1
Screenings must have the values for the properties shown in the following table:
Seal Coat Screenings
Properties Test method Value
Cleanness value, min California Test 80
227
Durability, min California Test 52
229
37-2.05B(3) Construction
37-2.05B(3)(a) General
Reserved
37-2.05B(3)(b) Equipment
Self-propelled distributor truck for applying asphalt rubber binder must have the following features:
1. Heating unit
2. Internal mixing unit
3. Pumps that spray asphalt rubber binder within 0.05 gal/sq yd of the specified rate
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4. Fully circulating spray bar that applies asphalt rubber binder uniformly
5. Tachometer
6. Pressure gages
7. Volume measuring devices
8. Thermometer
9. Observation platform on the rear of the truck for an observer on the platform to see the nozzles and
unplug them if needed
37-2.05B(3)(c) Precoating Screenings
For asphalt rubber seal coat, do not recombine fine materials collected in dust control systems except
cyclone collectors or knock-out boxes with any other aggregate used in the production of screenings.
For asphalt rubber seal coat, screenings must be preheated from 260 to 325 degrees F. Coat with any of
the asphalts specified in the table titled "Performance Graded Asphalt Binder" in section 92. Coat at a
central mixing plant. The asphalt must be from 0.5 to 1.0 percent by weight of dry screenings. The
Engineer determines the exact rate.
Plant must be authorized under the Department's material plant quality program.
Do not stockpile preheated or precoated screenings.
37-2.05B(3)(d) Asphalt Rubber Binder Application
Apply asphalt rubber binder immediately after the reaction period. At the time of application, the
temperature of asphalt rubber binder must be from 385 to 415 degrees F.
Apply asphalt rubber binder at a rate from 0.55 to 0.65 gal/sq yd. The Engineer determines the exact rate.
Apply asphalt rubber binder when the atmospheric temperature is from 60 to 105 degrees F and the
pavement surface temperature is at least 55 degrees F.
Do not apply asphalt rubber binder unless there are sufficient screenings available to cover the asphalt
rubber binder within 2 minutes. Intersections, turn lanes, gore points, and irregular areas must be covered
within 15 minutes.
Do not apply asphalt rubber binder when weather or road conditions are unsuitable, including high wind
or when the pavement is damp. In windy conditions you may adjust the distributor bar height and
distribution speed, and use shielding equipment, if the Engineer authorizes your request.
37-2.05B(3)(e) Screenings Application
During transit, cover precoated screenings for asphalt rubber seal coat with tarpaulins if the ambient air
temperature is below 65 degrees F or the haul time exceeds 30 minutes.
At the time of application, screenings for asphalt rubber seal coat must be from 225 to 325 degrees F.
Spread screenings at a rate from 28 to 40 Ib/sq yd. The exact rate is determined by the Engineer. Spread
to within 10 percent of the determined rate.
37-2.05B(3)(f) Rolling and Sweeping
Perform initial rolling within 90 seconds of spreading screenings. Do not spread screenings more than
200 feet ahead of the initial rolling.
For final rolling, you may request use of a steel-wheeled roller weighing from 8 to 10 tons, static mode
only.
Perform a final sweeping before Contract acceptance. The final sweeping must not dislodge screenings.
Dispose of swept screenings at least 150 feet from any waterway.
37-2.05B(4) Payment
Screenings for asphalt rubber seal coat are measured by coated weight after they are preheated and
precoated with asphalt binder. The weight of screenings must be the coated weight.
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If recorded batch weights are printed automatically, the bid item for screenings for asphalt-rubber seal
coat are measured using the printed batch weights, provided:
1. Total aggregate weight for screenings per batch is printed
2. Total asphalt binder weight per batch is printed
3. Each truckload's zero tolerance weight is printed before weighing the first batch and after weighing
the last batch
4. Time, date, mix number, load number and truck identification are correlated with a load slip
5. A copy of the recorded batch weights is certified by a licensed weighmaster and submitted to the
Engineer
Screenings for asphalt rubber seal coat is paid for as precoated screenings.
Asphalt-rubber binder is measured under the specifications for asphalts.
If test results for gradation tests do not comply with the specifications, deductions are taken.
Each gradation test for scrap tire crumb rubber represents 10,000 lbs or the amount used in that day's
production, whichever is less.
Each gradation test for high natural rubber represents 3,400 lbs or the amount used in that day's
production, whichever is less.
For each gradation test, the following pay deductions will be taken from the asphalt rubber bid item:
Gradation Test
Material Test result a Deduction
Scrap tire crumb Operating range <TR < $250
rubber Contract compliance
Scrap tire crumb TR> Contract $1,100
rubber compliance
High natural crumb Operating range <TR < $250
rubber Contract compliance
High natural crumb TR> Contract $600
rubber compliance
a Test Result=TR
37-2.05C Modified Asphalt Binder Seal Coat
Reserved
03-21-14
37-2.06 STRESS ABSORBING MEMBRANE INTERLAYER
37-2.06A General
Section 37-2.06 applies where a stress absorbing membrane interlayer(SAMI) is shown.
Comply with section 37-2.058 except a flush coat is not required.
37-2.06B Materials
For SAMI, screenings must comply with the 3/8-inch maximum gradation.
37-2.06C Construction
For SAMI, section 37-2.01 C(7)does not apply.
Final rolling and sweeping are not required for SAMI.
37-2.06D Payment
Not Used
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37-2.07-37-2.10 RESERVED
Add to section 37-3.01 D(1):
01-18-13
Micro-surfacing spreader operators must attend the prepaving conference.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
39 HOT MIX ASPHALT
04-18-14
Replace the headings and paragraphs in section 39 with:
04-18-14
39-1 GENERAL
39-1.01 GENERAL
39-1.01A Summary
Section 39-1 includes general specifications for producing and placing hot mix asphalt.
HMA includes one or more of the following types:
1. Type A HMA
2. RHMA-G
3. OG FC
4. BWC
5. Minor HMA
If a warm mix asphalt technology is specified, the warm mix asphalt technology to be used must be
authorized. For Department-authorized warm mix asphalt technologies, go to the METS website.
39-1.0113 Definitions
binder replacement: Binder from RAP expressed as a percent of the total binder in the mix.
coarse aggregate: Aggregate retained on a no. 4 sieve.
fine aggregate: Aggregate passing the no. 4 sieve.
leveling course: Thin layer of HMA used to correct minor variations in the longitudinal and transverse
profile of the pavement before placement of other pavement layers.
lower course: Layer of HMA below 0.2 feet from finished grade exclusive of OGFC.
miscellaneous areas: Areas outside the traveled way such as:
1. Median areas not including inside shoulders
2. Island areas
3. Sidewalks
4. Gutters
5. Ditches
6. Overside drains
7. Aprons at ends of drainage structures
processed RAP: RAP that has been fractionated.
substitution rate: Percent of RAP by dry weight of aggregate substituted for virgin aggregate.
supplemental fine aggregate: Aggregate passing the no. 30 sieve, including hydrated lime, portland
cement, and fines from dust collectors.
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surface course: Upper 0.2 feet of HMA exclusive of OGFC.
top layer: Final riding surface.
39-1.01C Submittals
39-1.01C(l) General
Reserved
39-1.01C(2) Job Mix Formula
39-1.01 C(2)(a) General
Except for the HMA to be used in miscellaneous areas and dikes, submit your proposed JMF for each
type of HMA to be used. The JMF must be submitted on the Contractor Job Mix Formula Proposal form
along with:
1. Mix design documentation on Contractor Hot Mix Asphalt Design Data form dated within 12 months of
submittal
2. JMF verification on a Caltrans Hot Mix Asphalt Verification form, if applicable
3. JMF renewal on a Caltrans Job Mix Formula Renewal form, if applicable
4. MSDS for:
4.1. Asphalt binder
4.2. Supplemental fine aggregate except fines from dust collectors
4.3. Antistrip additives
The Contractor Hot Mix Asphalt Design Data form must show documentation on aggregate quality.
If you cannot submit a Department-verified JMF on a Caltrans Hot Mix Asphalt Verification form dated
within 12 months before HMA production, the Engineer verifies the JMF.
Submit a new JMF if you change any of the following:
1. Target asphalt binder percentage greater than ±0.2 percent
2. Asphalt binder supplier
3. Combined aggregate gradation
4. Aggregate sources
5. Liquid antistrip producer or dosage
6. Average binder content in a new fractionated RAP stockpile by more than ±2.0 percent from the
average RAP binder content reported on page 4 of your Contractor Hot Mix Asphalt Design Data form
7. Average maximum specific gravity in a new fractionated RAP stockpile by more than ±0.060 from the
average maximum specific gravity value reported on page 4 of your Contractor Hot Mix Asphalt
Design Data form
8. Any material in the JMF
Allow the Engineer 5 business days from a complete JMF submittal for document review of the aggregate
qualities, mix design, and JMF. The Engineer notifies you if the proposed JMF submittal is accepted.
If your JMF fails verification testing, submit an adjusted JMF based on your testing. An adjusted JMF
requires a new Contractor Job Mix Formula Proposal form and Contractor Hot Mix Asphalt Design Data
form and verification of a plant-produced sample.
You may submit an adjusted aggregate gradation TV on a Contractor Job Mix Formula Proposal form
before verification testing. Aggregate gradation TV must be within the TV limits specified.
39-1.01C(2)(b) Job Mix Formula Renewal
You may request a JMF renewal by submitting:
1. Proposed JMF on a Contractor Job Mix Formula Proposal form
2. Previously verified JMF documented on a Caltrans Hot Mix Asphalt Verification form dated within 12
months
3. Mix design documentation on a Contractor Hot Mix Asphalt Design Data form used for the previously
verified JMF
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39-1.01C(2)(c) Job Mix Formula Modification
For an authorized JMF, submit a modified JMF if you change any of the following:
1. Asphalt binder supplier
2. Liquid antistrip producer
3. Liquid antistrip dosage
You may change any of the above items only once during the Contract.
Submit your modified JMF request a minimum of 15 days before production. Each modified JMF submittal
must consist of:
1. Proposed modified JMF on Contractor Job Mix Formula Proposal form, marked Modified.
2. Mix design records on Contractor Hot Mix Asphalt Design Data form for the authorized JMF to be
modified.
3. JMF verification on Hot Mix Asphalt Verification form for the authorized JMF to be modified.
4. Test results for the modified JMF in compliance with the mix design specifications. Perform tests at
the mix design OBC as shown on the Contractor Asphalt Mix Design Data form.
With an accepted modified JMF submittal, the Engineer verifies each modified JMF within 10 days of
receiving all verification samples.
39-1.01 C(3) Quality Control Plan
With your proposed JMF submittal, submit a QC plan for HMA.
The QC plan must describe the organization and procedures for:
1. Controlling HMA quality characteristics
2. Taking samples, including sampling locations
3. Establishing, implementing, and maintaining QC
4. Determining when corrective actions are needed
5. Implementing corrective actions
6. Methods and materials for backfilling core locations
The QC plan must address the elements affecting HMA quality including:
1. Aggregate
2. Asphalt binder
3. Additives
4. Production
5. Paving
The QC plan must include aggregate QC sampling and testing during lime treatment.
The Engineer reviews the QC plan within 5 business days from the submittal. Do not start HMA
production until the Engineer authorizes the plan.
If QC procedures, personnel, tester qualifications, sample testing locations, or lab accreditation status
change, submit a QC plan supplement at least 3 business days before implementing the proposed
change. Do not implement the change without authorization.
39-1.01C(4) Test Results
For mix design, JMF verification, production start-up, and each 10,000 tons, submit AASHTO T 283 and
AASHTO T 324 (Modified)test results to the Engineer and electronically to:
Moisture_Tests@dot.ca.gov
Submit all QC test results, except AASHTO T 283 and AASHTO T 324 (Modified), within 3 business days
of a request. Submit AASHTO T 283 QC tests within 15 days of sampling.
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For tests performed under AASHTO T 324 (Modified), submit test data and 1 tested sample set within 5
business days of sampling.
If coarse and fine durability index tests are required, submit test results within 2 business days of testing.
If tapered notched wedge is used, submit test result values within 24 hours of testing.
39-1.01C(5) Reserved
39-1.01C(6) Liquid Antistrip Treatment
If liquid antistrip treatment is used, submit the following with your proposed JMF submittal:
1. One 1-pint sample
2. Infrared analysis including copy of absorption spectra
3. Certified copy of test results
4. Certificate of compliance for each liquid antistrip shipment. On each certificate of compliance, include:
4.1. Your signature and printed name
4.2. Shipment number
4.3. Material type
4.4. Material specific gravity
4.5. Refinery
4.6. Consignee
4.7. Destination
4.8. Quantity
4.9. Contact or purchase order number
4.10. Shipment date
6. Proposed proportions for liquid antistrip
For each delivery of liquid antistrip to the HMA production plant, submit a 1-pint sample to METS. Submit
shipping documents. Label each liquid antistrip sampling container with:
1. Liquid antistrip type
2. Application rate
3. Sample date
4. Contract number
At the end of each day's production shift, submit production data in electronic and printed media. Present
data on electronic media in tab delimited format. Use line feed carriage return with 1 separate record per
line for each production data set. Allow sufficient fields for the specified data. Include data titles at least
once per report. For each HMA mixing plant type, submit the following information in the order specified:
1. For batch plant mixing:
1.1. Production date
1.2. Time of batch completion
1.3. Mix size and type
1.4. Each ingredient's weight
1.5. Asphalt binder content as a percentage of the total weight of mix
1.6. Liquid antistrip content as a percentage of the asphalt binder weight
2. For continuous mixing plant:
2.1. Production date
2.2. Data capture time
2.3. Mix size and type
2.4. Flow rate of wet aggregate collected directly from the aggregate weigh belt
2.5. Aggregate moisture content as percentage of the dry aggregate weight
2.6. Flow rate of asphalt binder collected from the asphalt binder meter
2.7. Flow rate of liquid antistrip collected from the liquid antistrip meter
2.8. Asphalt binder content as percentage of the total weight of mix calculated from:
2.8.1. Aggregate weigh belt output
2.8.2. Aggregate moisture input
2.8.3. Asphalt binder meter output
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2.9. Liquid antistrip content as percentage of the asphalt binder weight calculated from:
2.9.1. Asphalt binder meter output
2.9.2. Liquid antistrip meter output
39-1.01 C(7) Lime Treatment
If aggregate lime treatment is used, submit the following with your proposed JMF submittal and each time
you produce lime-treated aggregate:
1. Exact lime proportions for fine and coarse virgin aggregate
2. If marination is required, the averaged aggregate quality test results within 24 hours of sampling
3. For dry lime aggregate treatment, a treatment data log from the dry lime and aggregate proportioning
device in the following order:
3.1. Treatment date
3.2. Time of day the data is captured
3.3 Aggregate size being treated
3.4. HMA type and mix aggregate size
3.5. Wet aggregate flow rate collected directly from the aggregate weigh belt
3.6. Aggregate moisture content, expressed as a percent of the dry aggregate weight
3.7. Flow rate of dry aggregate calculated from the flow rate of wet aggregate
3.8. Dry lime flow rate
3.9. Lime ratio from the authorized JMF for each aggregate size being treated
3.10. Lime ratio from the authorized JMF for the combined aggregate
3.11. Actual lime ratio calculated from the aggregate weigh belt output, the aggregate moisture input,
and the dry lime meter output, expressed as a percent of the dry aggregate weight
3.12. Calculated difference between the authorized lime ratio and the actual lime ratio
4. For lime slurry aggregate treatment, a treatment data log from the slurry proportioning device in the
following order:
4.1. Treatment date
4.2. Time of day the data is captured
4.3. Aggregate size being treated
4.4. Wet aggregate flow rate collected directly from the aggregate weigh belt
4.5. Moisture content of the aggregate just before treatment, expressed as a percent of the dry
aggregate weight
4.6. Dry aggregate flow rate calculated from the wet aggregate flow rate
4.7. Lime slurry flow rate measured by the slurry meter
4.8. Dry lime flow rate calculated from the slurry meter output
4.9. Authorized lime ratio for each aggregate size being treated
4.10. Actual lime ratio calculated from the aggregate weigh belt and the slurry meter output,
expressed as a percent of the dry aggregate weight
4.11. Calculated difference between the authorized lime ratio and the actual lime ratio
4.12. Dry lime and water proportions at the slurry treatment time
Each day during lime treatment, submit the treatment data log on electronic media in tab delimited format
on a removable CD-ROM storage disk. Each continuous treatment data set must be a separate record
using a line feed carriage return to present the specified data on 1 line. The reported data must include
data titles at least once per report.
39-1.01C(8) Warm Mix Asphalt Technology
If a warm mix asphalt technology is used, submit the following with your proposed JMF submittal:
1. MSDS for warm mix asphalt technology
2. For warm mix asphalt water injection foam technology:
2.1. Name of technology
2.2. California Test 386 test result for foamed bitumen expansion ratio dated within 12 months of
submittal
2.3. California Test 386 test result for foamed bitumen half-life dated within 12 months of submittal
2.4. Optimum foaming water content
2.5. Proposed HMA production temperature range
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3. For warm mix asphalt additive technology:
3.1. Name of technology
3.2. Percent admixture by weight of binder and percent admixture by total weight of HMA as
recommended by the manufacturer
3.3. Methodology for inclusion of admixture in laboratory-produced HMA
3.4. Proposed HMA production temperature range
Collect and hold data for the duration of the contract and submit the electronic media, daily and upon
request. The snapshot of production data must include the following:
1. Date of production
2. Production location
3. Time of day the data is captured
4. HMA mix type being produced and target binder rate
5. HMA additive type, brand, and target rate
6. Temperature of the binder and HMA mixture
7. For a continuous mixing plant, the rate of flow of the dry aggregate calculated from the wet aggregate
flow rate as determined by the conveyor scale
8. For a continuous mixing plant, the rate of flow of the asphalt meter
9. For a continuous mixing plant, the rate of flow of HMA additive meter
10. For batch plant mixing, actual batch weights of all ingredients
11. Dry aggregate to binder ratio calculated from metered ingredient output
12. Dry aggregate to HMA additive ratio calculated from metered output
At the end of each day's production shift, submit electronic and printed media from the HMA plant process
controller. Present data on electronic media in comma-separated values or tab-separated values format.
The captured data for the ingredients represented by production snapshot must have allowances for
sufficient fields to satisfy the amount of data required by these specifications and include data titles at
least once per report.
39-1.01C(9) Samples
For the samples taken for JMF verification, submit 3 parts to the Engineer and use 1 part for your testing.
At production start-up and within 1000 tons of the halfway point of production of HMA, submit samples
split from your HMA production sample for AASHTO T 283 and AASHTO T 324 (Modified)tests to the
Engineer.
For production samples taken, submit 3 parts to the Engineer and use 1 part for your testing.
39-1.01C(10)-39-1.01C(11) Reserved
39-1.01C(12) Data Cores
Section 39-1.01 C(12) applies if a bid item for data core is shown on the Bid Item List.
Submit a summary of data cores taken and a photograph of each data core to the Engineer and to:
Coring@dot.ca.gov
For each data core, the summary must include:
1. Project identification number
2. Date cored
3. Core identification number
4. Type of materials recovered
5. Type and approximate thickness of unstabilized material not recovered
6. Total core thickness
7. Thickness of each individual material to within:
7.1. For recovered material, 1/2 inch
7.2. For unstabilized material, 1.0 inch
8. Location including:
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8.1. County
8.2. Route
8.3. Post mile
8.4. Lane number
8.5. Lane direction
8.6. Station
Each data core digital photograph must include a ruler laid next to the data core. Each photograph must
include:
1. Core
2. Project identification number
3. Core identification number
4. Date cored
5. County
6. Route
7. Post mile
8. Lane number
9. Lane direction
39-1.01C(13) Pavement Smoothness
39-1.01C(13)(a) General
Reserved
39-1.01 C(13)(b) Straightedge Measurements
Within 2 business days of performing straightedge measurements, submit areas requiring smoothness
correction. Identify locations of smoothness correction by:
1. Location Number
2. District-County-Route
3. Beginning station or post mile to the nearest 0.01 mile
4. For correction areas within a lane:
4.1. Lane direction as NB, SB, EB, or WB
4.2. Lane number from left to right in direction of travel
4.3. Wheel path as "L" for left, "R"for right, or"B"for both
5. For correction areas not within a lane:
5.1. Identify pavement area (i.e., shoulder, weight station, turnout)
5.2. Direction and distance from centerline as "L" for left or"R" for right
6. Estimated size of correction area
39-1.01C(13)(c) Inertial Profiler Certification
At least 5 business days before the start of initial profiling or changing profiler or operator, submit:
1. Inertial profiler certification issued by the Department.
2. Operator certification for the inertial profiler issued by the Department.
3. List of manufacturer's recommended test procedures for the inertial profiler calibration and
verification.
Within 2 business days after cross-correlation testing, submit ProVAL profiler certification analysis report
for cross-correlation test results performed on test section to the Engineer and to the electronic mailbox
address:
smoothness@dot.ca.gov
39-1.01C(13)(d) Inertial Profiler Data
Within 2 business days after each day of inertial profiling, submit profile data to the Engineer and to the
electronic mailbox address:
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smoothness@dot.ca.gov
The profiling data must include:
1. Raw profile data for each lane.
2. ProVAL ride quality analysis report for the International Roughness Index of left and right wheel paths
of each lane. Submit this report in pdf file format.
3. ProVAL ride quality analysis report for the Mean Roughness Index of each lane. Submit this report in
pdf file format.
4. ProVAL smoothness assurance analysis report for the International Roughness Index of left wheel
path. Submit this report in pdf file format.
5. ProVAL smoothness assurance analysis report for the International Roughness Index of right wheel
path. Submit this report in pdf file format.
6. GPS data file for each lane in GPS eXchange. Submit data file in GPS eXchange file format.
7. Manufacturer's recommended inertial profiler calibration and verification test results.
8. Inertial profiler calibration and verification test results including bounce, block, and distance
measurement instrument.
Submit the raw profile data in unfiltered electronic pavement profile file (PPF)format. Name the PPF file
using the following naming convention:
YYYYMM DD_TTCCCRRR_D_L_W_S_E_X_PT.PP F
where:
YYYY= year
MM = Month, leading zero
DD = Day of month, leading zero
TT = District, leading zero
CCC = County, 2 or 3 letter abbreviation as shown in section 1-1.08
RRR= Route number, no leading zeros
D =Traffic direction as NB, SB, WB, or EB
L = Lane number from left to right in direction of travel
W=Wheel path as "L"for left, "R"for right, or"B"for both
S = Beginning station to the nearest foot(i.e., 10+20)or beginning post mile to the nearest hundredth
(i.e., 25.06) no leading zero
E = Ending station to the nearest foot(i.e., 14+20)or ending post mile to the nearest hundredth (i.e.,
28.06) no leading zero
X = Profile description as "EXIST"for existing pavement, "INTER"for after prepaving smoothness
correction, "PAVE"for after paving, and "CORR"for after final surface pavement correction
PT= HMA pavement type
39-1.01C(13)(e) Reserved
39-1.01C(14)-39-1.01C(15) Reserved
39-1.01 D Quality Control and Assurance
39-1.01D(l) General
When testing under AASHTO T 324 (Modified), test under AASHTO T 324 with the following parameters:
1. Target air voids must equal 7 ± 1 percent
2. Specimen height must be 60 ± 1 mm
3. Number of test specimens must be 4 (2 test sets)
4. Do not average test sets
5. Test specimen must be a 150 mm gyratory compacted specimen
6. Test temperature must be set at:
6.1. 113 ±2 degrees F for PG 58
6.2. 122 ±2 degrees F for PG 64
6.3. 131 ±2 degrees F for PG 70 and above
7. Measurements for impression must be taken at every 100 passes
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8. Inflection point defined as the number of wheel passes at the intersection of the creep slope and the
stripping slope
9. Testing shut off must be set at 25,000 passes
Take samples under California Test 125.
HMA samples may be heated a maximum of 2 times for up to 4 hours each.
39-1.01D(2) Job Mix Formula Verification
The Engineer verifies the JMF from samples taken from HMA produced by the plant to be used. Notify the
Engineer at least 2 business days before sampling materials. Samples may be taken from a different
project including a non-Department project, if you make arrangements for the Engineer to be present
during sampling.
In the Engineer's presence and from the same production run, take samples of:
1. Aggregate. Coarse, fine, and supplemental fine aggregate must be taken from the combined cold
feed belt, or hot bins. If lime treatment is required, samples must be taken from individual stockpiles
before lime treatment. Samples must be at least 120 Ib for each coarse aggregate, 80 Ib for each fine
aggregate, and 10 Ib for each type of supplemental fines. For hot bin samples, the Department
combines these aggregate samples to comply with the TV submitted on a Contractor Job Mix
Formula Proposal form.
2. Asphalt binder. Take 2 samples minimum. Each sample must be in a 1-quart cylindrical-shaped can
with an open top and friction lid. If the asphalt binder is modified or rubberized, the asphalt binder
must be sampled with the components blended in the proportions to be used.
3. RAP. RAP samples must be at least 50 Ib from each fractionated stockpile used or 100 Ib from the
belt.
4. Plant-produced HMA. The HMA samples must be at least 250 Ib.
For aggregate, RAP, and HMA, split the samples into at least 4 parts and label their containers. Three
parts are for the Department's verification testing and 1 part is for your testing.
After acceptance of the JMF submittal, the Engineer verifies each proposed JMF within 20 days of
receiving all verification samples.
For JMF verification, the Engineer tests the following for compliance with the specifications:
1. Aggregate quality
2. Aggregate gradation
3. Voids in mineral aggregate on laboratory-produced HMA must comply with the mix design
specifications for voids in mineral aggregate
4. HMA quality characteristics for Department acceptance
To verify the HMA for air voids, voids in mineral aggregate, and dust proportion, the Engineer uses an
average of 3 briquettes. The Engineer tests plant-produced material.
If the Engineer verifies the JMF, the Engineer furnishes you a Hot Mix Asphalt Verification form.
If the Engineer's test results on plant-produced samples do not show compliance with the specifications,
the Engineer notifies you. Adjust your JMF based on your testing unless the Engineer authorizes
reverification without adjustments. JMF adjustments may include a change in:
1. Asphalt binder content target value up to ±0.2 percent from the OBC value submitted on Contractor
Hot Mix Asphalt Design Data form
2. Aggregate gradation target values within the target value limits specified in the aggregate gradation
table
You may adjust the JMF only once due to a failed verification test.
For each HMA type and aggregate size specified, the Engineer verifies up to 2 proposed JMF submittals
including a JMF adjusted after verification failure. If you submit more than 2 JMFs for each type of HMA
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and aggregate size, the Engineer deducts $3,000 from payments for each verification exceeding this limit.
This deduction does not apply to verifications initiated by the Engineer or if a JMF expires while HMA
production is stopped longer than 30 days.
A verified JMF is valid for 12 months.
39-1.01D(3) Job Mix Formula Authorization
You may start HMA production if:
1. The Engineer's review of the JMF shows compliance with the specifications
2. The Department has verified the JMF within 12 months before HMA production
3. The Engineer authorizes the verified JMF
39-1.01D(4) Job Mix Formula Renewal
For a JMF renewal and upon request, in the Engineer's presence and from the same production run, take
samples of:
1. Aggregate. Coarse, fine, and supplemental fine aggregate must be taken from combined cold-feed
belt, or hot bins. If lime treatment is required, samples must be taken from individual stockpiles before
lime treatment. Samples must be at least 120 Ib for each coarse aggregate, 80 Ib for each fine
aggregate, and 10 Ib for each type of supplemental fines. For hot bins, the Department combines
these aggregate samples to comply with the TV submitted on a Contractor Job Mix Formula Proposal
form.
2. Asphalt binder. Take 2 samples minimum. Each sample must be in a 1-quart cylindrical-shaped can
with an open top and friction lid. If the asphalt binder is modified or rubberized, the asphalt binder
must be sampled with the components blended in the proportions to be used.
3. RAP. RAP samples must be at least 50 Ib from each fractionated stockpile.
4. Plant-produced HMA. The HMA samples must be at least 250 Ib.
Notify the Engineer at least 2 business days before sampling materials. For aggregate, RAP, and HMA,
split samples into at least 4 parts. Submit 3 parts to the Engineer and use 1 part for your testing.
Allow the Engineer 5 business days from a complete JMF reverification submittal for document review of
the aggregate qualities, mix design, and JMF.
The most recent aggregate quality test results within the past 12 months may be used for verification of
JMF renewal or upon request, the Engineer may perform aggregate quality tests for verification of JMF
renewal.
The Engineer verifies the JMF for renewal under section 39-1.01 D(2) except:
1. The Engineer keeps the samples until you provide test results for your part on a Contractor Job Mix
Formula Renewal form.
2. The Department tests samples of materials obtained from the HMA production unit after you submit
test results that comply with the mix design specifications.
3. After completion of the JMF verification renewal document review, the Engineer verifies each
proposed JMF within 20 days of receiving the verification renewal samples and the complete
Contractor Job Mix Formula Renewal form.
4. You may not adjust the JMF due to a failed verification.
5. For each HMA type and aggregate gradation specified, the Engineer verifies at no cost to you 1
proposed JMF renewal within a 12-month period.
If the Engineer verifies the JMF renewal, the Engineer furnishes you a Hot Mix Asphalt Verification form.
The Hot Mix Asphalt Verification form is valid for 12 months.
39-1.01D(5) Job Mix Formula Modification
The Engineer verifies the modified JMF after the modified JMF HMA is placed on the project and
verification samples are taken within the first 750 tons. The Engineer tests verification samples for
compliance with:
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1. Hamburg wheel track mix design specifications
2. Air void content
3. Voids in mineral aggregate on plant-produced HMA mix design specifications
4. Dust proportion mix design specifications
The Engineer may test for moisture susceptibility for compliance with the mix design specifications.
If the modified JMF is verified, the Engineer revises your Hot Mix Asphalt Verification form to include the
new asphalt binder source, new liquid antistrip producer, or new liquid antistrip dosage. Your revised form
will have the same expiration date as the original form.
If a modified JMF is not verified, stop production and any HMA placed using the modified JMF is rejected.
The Engineer deducts $2,000 from payments for each JMF modification.
39-1.01D(6) Certifications
39-1.01 D(6)(a) General
Laboratories testing aggregate and HMA qualities used to prepare the mix design and JMF must be
qualified under AASHTO Materials Reference Laboratory program and the Department's Independent
Assurance Program.
39-1.01 D(6)(b) Hot Mix Asphalt Plants
Before production, the HMA plant must have a current qualification under the Department's Material Plant
Quality Program.
39-1.01 D(6)(c) Inertial Profiler Certifications
The inertial profiler equipment must display a current certification decal with expiration date.
The inertial profiler operator and device certifications must be not more than 12 months old.
The operator must be certified for each different model of inertial profiler device operated.
39-1.01 D(6)(d)-39-1.01 D(6)(e) Reserved
39-1.01 D(7) Prepaving Meeting
Meet with the Engineer at a prepaving meeting at a mutually agreed time and place. Discuss the QC plan
and the methods of performing HMA production and paving work.
The following personnel must attend the prepaving meeting:
1. Project manager
2. Superintendent
3. HMA plant manager
4. HMA paving foreman
If a warm mix asphalt technology is used, a technical representative for warm mix asphalt technology
must attend the prepaving meeting.
39-1.01D(8) Quality Control
39-1.01 D(8)(a) General
QC test results must comply with the specifications for Department acceptance.
Prepare 3 briquettes for air voids content and voids in mineral aggregate determination. Report the
average of 3 tests.
Except for smoothness, if 2 consecutive QC test results or any 3 QC test results for 1 day's production do
not comply with the materials specifications:
1. Stop HMA production
2. Notify the Engineer
3. Take corrective action
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4. Demonstrate compliance with the specifications before resuming production and placement
For QC tests performed under AASHTO T 27, results are considered 1 QC test regardless of number of
sieves out of compliance.
Do not resume production and placement until the Engineer authorizes your corrective action proposal.
39-1.01 D(8)(b) Reserved
39-1.01 D(8)(c) Aggregate
39-1.01 D(8)(c)(i) General
Reserved
39-1.01 D(8)(c)(ii) Aggregate Lime Treatments
If lime treatment is required, sample coarse and fine aggregate from individual stockpiles before lime
treatment. Combine aggregate in the JMF proportions. Test the aggregate under the test methods and
frequencies shown in the following table:
Aggregate Quality Control During Lime Treatment
Quality characteristic Test method Minimum sampling
and testing frequency
Sand equivalents, AASHTO T 176 1 per 750 tons of
untreated aggregate
Percent of crushed AASHTO T 335
particles
Los Angeles Rattler AASHTO T 96 1 per 10,000 tons or 2
Fine aggregate angularity AASHTO T 304 per project whichever
Method A is greater
Flat and elongated ASTM D4791
particles
aReport test results as the average of 3 tests from a single sample.
bUse of a sand reading indicator is required as shown in AASHTO T
176, Figure 1. Sections 4.7, 4.8, 7.1.2, abd 8.4.3 do not apply.
For lime slurry aggregate treatment, determine the aggregate moisture content at least once every 2
hours of treatment. Calculate moisture content under AASHTO T 329 and report it as a percent of dry
aggregate weight. Use the moisture content calculations as a set point for the proportioning process
controller.
The device controlling lime and aggregate proportioning must produce a treatment data log. The log
consists of a series of data sets captured at 10-minute intervals throughout daily treatment. The data
must be a treatment activity register and not a summation. The material represented by a data set is the
quantity produced 5 minutes before and 5 minutes after the capture time. For the duration of the Contract,
collected data must be stored by the controller.
If 3 consecutive sets of recorded treatment data indicate a deviation of more than 0.2 percent above or
below the lime ratio in the accepted JMF, stop treatment and take corrective action.
If a set of recorded treatment data indicates a deviation of more than 0.4 percent above or below the lime
ratio in the accepted JMF, stop treatment and do not use the material represented by that set of data in
HMA.
If 20 percent or more of the total daily treatment indicates a deviation of more than 0.2 percent above or
below the lime ratio in the accepted JMF, stop treatment and do not use that day's treated aggregate in
HMA.
The Engineer may order you to stop aggregate treatment activities for any of following:
1. You fail to submit treatment data log
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2. You fail to submit aggregate QC data for marinated aggregate
3. You submit incomplete, untimely, or incorrectly formatted data
4. You do not take corrective actions
5. You take late or unsuccessful corrective actions
6. You do not stop treatment when proportioning tolerances are exceeded
7. You use malfunctioning or failed proportioning devices
If you stop treatment for noncompliance, notify the Engineer of any corrective actions taken and conduct
a successful 20-minute test run before resuming treatment.
39-1.01 D(8)(d) Liquid Antistrip Treatment
For continuous mixing or batch-plant mixing, sample asphalt binder before adding liquid antistrip. For
continuous mixing, sample the combined asphalt binder and liquid antistrip after the static mixer.
39-1.01 D(8)(e) Production Start-up Evaluation
You and the Engineer evaluate HMA production and placement at production start-up.
Within the first 750 tons produced on the 1st day of HMA production, in the Engineer's presence, and
from the same production run, take samples of:
1. Aggregate
2. Asphalt binder
3. RAP
4. HMA
Sample aggregate from the combined cold-feed belt or hot bin. Take RAP samples from the RAP system.
For aggregate, RAP, and HMA, split the samples into at least 4 parts and label their containers. Submit 3
parts to the Engineer and keep 1 part.
You and the Engineer must test the samples and report test results, except for AASHTO T 324 (Modified)
and AASHTO T 283 test results, within 5 business days of sampling. For AASHTO T 324 (Modified)and
AASHTO T 283 test results, report test results within 15 days of sampling. If you proceed before receipt of
the test results, the Engineer may consider the HMA placed to be represented by these test results.
Take one 4-or 6-inch diameter density core for each 250 tons or portion thereof of HMA placed. For each
density core, the Engineer reports the bulk specific gravity determined under AASHTO T 275, Method A,
in addition to the percent of theoretical maximum density.
39-1.01 D(8)(f) Hot Mix Asphalt Density
During HMA placement determine HMA density using a nuclear gauge. On the 1 st day of production,
develop a correlation factor between cores and nuclear gauge under California Test 375.
Test for in-place density using cores and a nuclear gauge. Test at random locations you select and
include the test results in your QC production tests reports.
39-1.01 D(8)(g) Tapered Notched Wedge
Perform QC testing on the completed tapered notched wedge joint as follows:
1. Perform field compaction tests at the rate of 1 test for each 750-foot section along the joint. Select
random locations for testing within each 750-foot section.
2. Perform field compaction tests at the centerline of the joint, 6 inches from the upper vertical notch,
after the adjacent lane is placed and before opening the pavement to traffic.
3. Determine theoretical maximum density.
4. Determine percent compaction of the longitudinal joint as the ratio of the daily average of the field
compaction values and the maximum density test results.
Determine percent compaction values each day the tapered notched wedge joint is completed. If the
percent compaction of 1 day's production is less than 91 percent, that day's notched wedge joint is
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rejected. Discontinue placement of the tapered notched wedge and notify the Engineer of changes you
will make to your construction process in order to comply with the specifications.
39-1.01 D(8)(h) Density Cores
To determine density, take 4-or 6-inch diameter density cores at least once every 5 business days. Take
1 density core for every 250 tons of HMA from random locations the Engineer designates. Take density
cores in the Engineer's presence and backfill and compact holes with authorized material. Before
submitting a density core, mark it with the density core's location and place it in a protective container.
If a density core is damaged, replace it with a density core taken within 1 foot longitudinally from the
original density core. Relocate any density core located within 1 foot of a rumble strip to 1 foot
transversely away from the rumble strip.
For a tapered notched wedge joint, take 4-or 6-inch diameter density cores 6 inches from the upper
vertical notch of the completed longitudinal joint for every 3,000 feet at locations designated by the
Engineer. Take cores after the adjacent lane is placed and before opening the pavement to traffic. Cores
must be taken in the presence of the Engineer and backfill and compact holes with authorized material.
Before submitting a density core, mark it with the core's location and place it in a protective container.
39-1.01 D(8)(i) Reserved
39-1.01 D(8)0) Pavement Smoothness
39-1.01D(8)0)(i) General
Test pavement smoothness using an inertial profiler except use a 12-foot straightedge for the HMA
pavement at the following locations:
1. Traffic lanes less than 1,000 feet in length including ramps, turn lanes, and acceleration and
deceleration lanes
2. HMA pavement within 3 feet from and parallel to the construction joint formed between curbs, gutters,
or existing pavement
3. Areas within 15 feet of manholes
4. Shoulders
5. Weigh-in-motion areas
6. Miscellaneous areas such as medians, gore areas, turnouts, and maintenance pullouts
Where inertial profiler testing is required, pavement smoothness for each lane must be determined by the
International Roughness Index for the left and right wheel paths in an individual lane and then averaging
the results. The average of the International Roughness Index values from the left and right wheel paths
for the same lane is the Mean Roughness Index of the lane. The wheel paths are a pair of lines 3 feet
from and parallel to the edge of a lane. Left and right wheel paths are based on the direction of travel.
Where inertial profiler testing is required, identify areas of localized roughness. Areas of localized
roughness must be identified using the FHWA's engineering software ProVAL smoothness assurance
analysis by calculating continuous International Roughness Index values for each wheel path with a 25-
foot interval using a 250 mm filter.
Collect profiling data under AASHTO R 56 and analyze data using 250 mm and International Roughness
Index filters.
39-1.01 D(8)0)(ii) Inertial Profiler Calibration and Verification Tests
Operate the inertial profiler according to the manufacturer's instructions and AASHTO R 57 at 1-inch
recording intervals.
Notify the Engineer 2 business days before performing inertial profiler calibration and verification testing.
Conduct the following inertial profiler calibration and verification tests in the Engineer's presence each day
before performing inertial profiling:
1. Block test. Verify the height sensor accuracy under California Test 387.
2. Bounce test. Verify the combined height sensor and accelerometer accuracy under California Test
387.
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3. Distance measurement instrument test. Calibrate the accuracy of the testing procedure under
California Test 387.
4. Manufacturer's recommended tests.
Conduct cross-correlation inertial profiler verification test in the Engineer's presence before performing
initial profiling. Verify cross-correlation inertial profiler verification test at least annually. Conduct 5 repeat
runs of the inertial profiler on an authorized test section. The test section must be on an existing asphalt
concrete pavement surface 0.1 mile long. Calculate a cross-correlation to determine the repeatability of
your device under California Test 387 using ProVAL profiler certification analysis with a 3 feet maximum
offset. The cross-correlation must be a minimum of 0.92.
For each 0.1 mile section, your International Roughness Index values must be within 10 percent of the
Department's International Roughness Index values. The Engineer may order you to recalibrate your
inertial profiler equipment and reprofile. If your results are inaccurate due to operator error, the Engineer
may disqualify your inertial profiler operator.
39-1.01 D(8)0)(iii) Smoothness Testing
Notify the Engineer of start location by station and start time at least 2 business days before profiling.
Remove foreign objects on the pavement surface before profiling.
Mark the beginning and ending station on the pavement shoulder before profiling. Stationing must be the
same when profiling more than one surface.
While collecting the profile data to determine the International Roughness Index values, record the
following locations in the raw profile data:
1. Begin and end of all bridge approach slabs
2. Begin and end of all bridges
3. Begin and end of all culverts visible on the roadway surface
Determine the Mean Roughness Index for 0.1-mile fixed sections using the ProVAL ride quality analysis
with a 250 mm filter. Profile the left and right wheel paths of each lane. Calculate the Mean Roughness
Index of each lane. A partial section less than 0.1 mile that is the result of an interruption to continuous
pavement surface must comply with the Mean Roughness Index specifications for a full section. Adjust
the Mean Roughness Index for a partial section to reflect a full section based on the proportion of a
section paved.
Determine the areas of localized roughness using a continuous International Roughness Index for each
wheel path with a 25-foot interval using a 250 mm filter.
Pavement smoothness must comply with the specifications in section 39-1.01 D(9)(c).
39-1.01D(9) Department Acceptance
39-1.01 D(9)(a) General
The Department tests treated aggregate for acceptance before lime treatment except for gradation.
The Engineer takes HMA samples for AASHTO T 283 and AASHTO T 324 (Modified)from one of the
following:
1. Automatic sampling device at the plant
2. Automatic sampling device at the truck
3. Windrow
The Engineer takes HMA samples for all other tests from one of the following:
1. Automatic sampling device at the plant
2. Automatic sampling device at the truck
3. Windrow
4. Mat behind the paver
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The Engineer's sampling and testing is independent of your QC sampling and testing.
If you request, the Engineer splits samples and provides you with a part.
No single test result may represent more than 750 tons or one day's production, whichever is less,
excluding AASHTO T 283 and AASHTO T 324 (Modified).
Except for smoothness, if 2 consecutive Department acceptance test results or any 3 Department
acceptance test results for 1 day's production do not comply with the specifications:
1. Stop HMA production
2. Take corrective action
3. Demonstrate compliance with the specifications before resuming production and placement
The Engineer accepts HMA based on:
1. Authorized JMF
2. Authorized QC plan
3. Asphalt binder compliance
4. Asphalt emulsion compliance
5. Visual inspection
6. Pavement smoothness
39-1.01 D(9)(b) In-Place Density
The Engineer tests the density core you take from each 250 tons of HMA. The Engineer determines the
percent of theoretical maximum density for each density core by determining the density core's density
and dividing by the theoretical maximum density.
The Department determines the percent of maximum theoretical density from density cores if any of the
following applies:
1. 1/2-inch, 3/8-inch, or no. 4 aggregate gradation is used and the specified total paved thickness is
greater than 0.15 foot and any layer is less than 0.15 foot.
2. 3/4-inch aggregate gradation is used and the specified total paved thickness is greater than 0.20 foot
and any layer is less than 0.20 foot.
Density cores must be taken from the final layer, cored to the specified total paved thickness.
If the percent of theoretical maximum density does not comply with the specifications, the Engineer may
accept the HMA and take a payment deduction.
For acceptance of a completed tapered notched wedge joint, the Engineer determines density from cores
based on:
1. Field compaction by measuring the bulk specific gravity of the cores under AASHTO T 275, Method A
2. Percent compaction as the ratio of the average of the bulk specific gravity of the core for each day's
production to the maximum density test value
39-1.01 D(9)(c) Pavement Smoothness
For areas that require pavement smoothness determined using an inertial profiler, the pavement surface
must:
1. Have no areas of localized roughness with an International Roughness Index greater than 160 in/mi
2. Comply with the Mean Roughness Index requirements shown in the following table for a 0.1 mile
section:
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HMAa Pavement Smoothness Acceptance Criteria
HMA thickness Mean Roughness Index
requirement
> 0.20 foot 60 in/mi or less
<_ 0.20 foot 75 in/mi or less
a Except OGFC
The final surface of HMA must comply with the Mean Roughness Index requirements before placing
OGFC. Correct pavement to the Mean Roughness Index specifications. Localized roughness greater than
160 in/mi must be corrected regardless of the International Roughness Index values of a 0.1-mile section.
For areas that require pavement smoothness determined using a 12-foot straightedge, the HMA
pavement surface must not vary from the lower edge of the straightedge by more than:
1. 0.01 foot when the straightedge is laid parallel with the centerline
2. 0.02 foot when the straightedge is laid perpendicular to the centerline and extends from edge to edge
of a traffic lane
3. 0.02 foot when the straightedge is laid within 24 feet of a pavement conform
Pavement smoothness may be accepted based on your testing in the absence of the Department's
testing.
39-1.01 D(9)(d) Dispute Resolution
You and the Engineer must work together to avoid potential conflicts and to resolve disputes regarding
test result discrepancies. Notify the Engineer within 5 business days of receiving a test result if you
dispute the test result.
If you or the Engineer dispute each other's test results, submit QC test results and copies of paperwork
including worksheets used to determine the disputed test results. An independent third party performs
referee testing. Before the third party participates in a dispute resolution, it must be qualified under
AASHTO Materials Reference Laboratory program, and the Department's Independent Assurance
Program. The independent third party must have no prior direct involvement on this Contract. By mutual
agreement, the independent third party is chosen from:
1. Department laboratory in a district or region not in the district or region the project is located
2. Transportation Laboratory
3. Laboratory not currently employed by you or your HMA producer
If split QC or acceptance samples are not available, the independent third party uses any available
material representing the disputed HMA for evaluation.
If the independent third party determines the Department's test results are valid, the Engineer deducts the
independent third party's testing costs from payments. If the independent third party determines your test
results are valid, the Department pays the independent third party's testing costs.
39-1.02 MATERIALS
39-1.02A General
Reserved
39-1.028 Mix Design
39-1.02B(1) General
The HMA mix design must comply with AASHTO R 35 except:
1. Notes 3, 6, and 10 do not apply
2. AASHTO M 323 does not apply on combinations of aggregate gradation and asphalt binder contents
to determine the OBC and HMA mixture qualities
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The Contractor Hot Mix Asphalt Design Data form must show documentation on aggregate quality.
39-1.02B(2) Hot Mix Asphalt Treatments
If the test results for AASHTO T 283 or AASHTO T 324 (Modified)for untreated plant-produced HMA are
less than the minimum requirements for HMA mix design, determine the plasticity index of the aggregate
blend under California Test 204.
If the plasticity index is greater than 10, do not use that aggregate blend.
If the plasticity index is from 4 to 10, treat the aggregate with dry lime with marination or lime slurry with
marination.
If the plasticity index is less than 4, treat the aggregate with dry lime or lime slurry with marination, or treat
the HMA with liquid antistrip.
39-1.02B(3) Warm Mix Asphalt Technology
For HMA with warm mix asphalt additive technology, produce HMA mix samples for your mix design
using your methodology for inclusion of warm mix asphalt admixture in laboratory-produced HMA. For
warm mix asphalt water injection foam technology, the use of foamed asphalt for mix design is not
required.
39-1.02C Asphalt Binder
Asphalt binder must comply with section 92.
For replace asphalt concrete surfacing or hot mix asphalt(leveling)the grade of asphalt binder for the
HMA must be PG 64-10 or PG 64-16.
39-1.02D Aggregate
39-1.02D(1) General
Aggregate must be clean and free from deleterious substances.
The aggregate for replace asphalt concrete surfacing and hot mix asphalt(leveling) must comply with the
gradation specifications for Type A HMA in section 39-2.02.
39-1.02D(2) Aggregate Gradations
Aggregate gradation must be determined before the addition of asphalt binder and must include
supplemental fines. Test for aggregate gradation under AASHTO T 27. Note 4 of AASHTO T 27 and
AASHTO T 11 do not apply. Use a mechanical sieve shaker. Aggregate shaking time must not exceed 10
minutes for each coarse and fine aggregate portion.
Choose a target value within the target value limits shown in the tables titled "Aggregate Gradations."
Gradations are based on nominal maximum aggregate size.
39-1.02D(3) Aggregate Lime Treatments
39-1.02D(3)(a) General
If aggregate lime treatment is required, virgin aggregate must comply with the aggregate quality
specifications.
Lime for treating aggregate must comply with section 24-2.028.
Water for lime treatment of aggregate with lime slurry must comply with section 24-2.02C.
Notify the Engineer at least 24 hours before the start of aggregate treatment.
Do not treat RAP.
The lime ratio is the pounds of dry lime per 100 Ib of dry virgin aggregate expressed as a percentage.
Water content of slurry or untreated aggregate must not affect the lime ratio.
Coarse and fine aggregate fractions must have the lime ratio ranges shown in the following table:
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Aggregate fractions Lime ratio
percent
Coarse 0.4-1.0
Fine 1.5-2.0
Combined 0.8-1.5
The lime ratio for fine and coarse aggregate must be within ±0.2 percent of the lime ratio in the accepted
JMF. The lime ratio must be within ±0.2 percent of the authorized lime ratio when you combine the
individual aggregate sizes in the JMF proportions. The lime ratio must be determined before the addition
of RAP.
If marination is required, marinate treated aggregate in stockpiles from 24 hours to 60 days before using
in HMA. Do not use aggregate marinated longer than 60 days.
Treated aggregate must not have lime balls or clods.
39-1.02D(3)(b) Dry Lime
If marination is required:
1. Treat and marinate coarse and fine aggregates separately
2. Treat the aggregate and stockpile for marination only once
3. Treat the aggregate separate from HMA production
Proportion dry lime by weight with an automatic continuous proportioning system.
If you use a batch-type proportioning system for HMA production, control proportioning in compliance with
the specifications for continuous mixing plants. Use a separate dry lime aggregate treatment system for
HMA batch mixing including:
1. Pugmill mixer
2. Controller
3. Weigh belt for the lime
4. Weigh belt for the aggregate
If using a continuous mixing plant for HMA production without lime marinated aggregates, use a controller
that measures the blended aggregate weight after any additional water is added to the mixture. The
controller must determine the quantity of lime added to the aggregate from the aggregate weigh belt input
in connection with the manually input total aggregate moisture, the manually input target lime content,
and the lime proportioning system output. Use a continuous aggregate weigh belt and pugmill mixer for
lime treatment in addition to the weigh belt for the aggregate proportioning to asphalt binder in the HMA
plant. If you use a water meter for moisture control for lime treatment, the meter must comply with
Department's Material Plant Quality Program manual.
At the time of mixing dry lime with aggregate, the aggregate moisture content must ensure complete lime
coating. The aggregate moisture content must not cause aggregate to be lost between the point of
weighing the combined aggregate continuous stream and the dryer. Add water to the aggregate for
mixing and coating before dry lime addition. Immediately before mixing lime with aggregate, water must
not visibly separate from the aggregate.
Mix aggregate, water, and dry lime with a continuous pugmill mixer with twin shafts. Immediately before
mixing lime with aggregate, water must not visibly separate from the aggregate. Store dry lime in a
uniform and free-flowing condition. Introduce dry lime to the pugmill in a continuous process. The
introduction must occur after the aggregate cold feed and before the point of proportioning across a weigh
belt and the aggregate dryer. Prevent loss of dry lime.
The pugmill must be equipped with paddles arranged to provide sufficient mixing action and mixture
movement. The pugmill must produce a homogeneous mixture of uniformly coated aggregates at mixer
discharge.
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If the aggregate treatment process is stopped longer than 1 hour, clean the equipment of partially treated
aggregate and lime.
Aggregate must be completely treated before introduction into the mixing drum.
39-1.02D(3)(c) Lime Slurry
For lime slurry aggregate treatment, treat aggregate separate from HMA production. Stockpile and
marinate the aggregate.
Proportion lime and water with a continuous or batch mixing system.
Add lime to the aggregate as slurry consisting of mixed dry lime and water at a ratio of 1 part lime to from
2 to 3 parts water by weight. The slurry must completely coat the aggregate.
Immediately before mixing lime slurry with the aggregate, water must not visibly separate from the
aggregate.
Proportion lime slurry and aggregate by weight in a continuous process.
39-1.02E Liquid Antistrip Treatment
Liquid antistrip must be from 0.25 to 1.0 percent by weight of asphalt binder. Do not use liquid antistrip as
a substitute for asphalt binder.
Liquid antistrip total amine value must be 325 minimum when tested under ASTM D2074.
Use only 1 liquid antistrip type or brand at a time. Do not mix liquid antistrip types or brands.
Store and mix liquid antistrip under the manufacturer's instructions.
39-1.02F-39-1.02G Reserved
39-1.02H Hot Mix Asphalt Production
39-1.02H(1) General
Do not start HMA production before verification and authorization of JMF.
HMA plants must be Department-qualified. Before production, the HMA plant must have a current
qualification under the Department's Materials Plant Quality Program.
For lime treated aggregate, the HMA plant must be equipped with a bag-house dust system. Material
collected in the dust system must be returned to the mix.
Weighing and metering devices used for the production of HMA modified with additives must comply with
the requirements of the Department's Material Plant Quality Program. If a loss-in-weight meter is used for
dry HMA additive, the meter must have an automatic and integral material delivery control system for the
refill cycle.
Calibrate the loss-in-weight meter by:
1. Including at least 1 complete system refill cycle during each calibration test run
2. Operating the device in a normal run mode for 10 minutes immediately before starting the calibration
process
3. Isolating the scale system within the loss-in-weight feeder from surrounding vibration
4. Checking the scale system within the loss-in-weight feeder for accuracy before and after the
calibration process and daily during mix production
5. Using a 15-minute or 250-pound-minimum test run size for a dry ingredient delivery rate of less than 1
ton per hour.
6. Complying with the limits of Table B, "Conveyor Scale Testing Extremes," in the Department's
Material Plant Quality Program
Proportion aggregate by hot or cold-feed control. During production, you may adjust hot or cold-feed
proportion controls for virgin aggregate and RAP.
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Aggregate temperature must not be more than 375 degrees F when mixed with the asphalt binder.
Temperature requirements do not apply to RAP.
Asphalt binder temperature must be from 275 to 375 degrees F when mixed with aggregate.
Mix HMA ingredients into a homogeneous mixture of coated aggregates.
HMA with or without RAP must not be more than 325 degrees F.
For HMA produced using warm mix asphalt technology, HMA must be at a temperature between 240 and
325 degrees F.
If method compaction is used, HMA must be produced at a temperature between 305 and 325 degrees F.
If you stop production for longer than 30 days, a production start-up evaluation is required.
39-1.02H(2) Liquid Antistrip
If 3 consecutive sets of recorded production data show actual delivered liquid antistrip weight is more
than ±1 percent of the authorized mix design liquid antistrip weight, stop production and take corrective
action.
If a set of recorded production data shows actual delivered liquid antistrip weight is more than ±2 percent
of the authorized mix design liquid antistrip weight, stop production. If the liquid antistrip weight exceeds
1.2 percent of the asphalt binder weight, do not use the HMA represented by that data.
The continuous mixing plant controller proportioning the HMA must produce a production data log. The
log consists of a series of data sets captured at 10-minute intervals throughout daily production. The data
must be a production activity register and not a summation. The material represented by the data is the
quantity produced 5 minutes before and 5 minutes after the capture time. For the duration of the Contract,
collected data must be stored by the plant controller or a computer's memory at the plant.
The Engineer orders proportioning activities stopped for any of the following:
1. You do not submit data
2. You submit incomplete, untimely, or incorrectly formatted data
3. You do not take corrective actions
4. You take late or unsuccessful corrective actions
5. You do not stop production when proportioning tolerances are exceeded
6. You use malfunctioning or failed proportioning devices
If you stop production, notify the Engineer of any corrective actions taken before resuming.
39-1.02H(3) Warm Mix Asphalt Technology
Proportion all ingredients by weight. The HMA plant process controller must be the sole source of
ingredient proportioning control and be fully interfaced with all scales and meters used in the production
process. The addition of the HMA additive must be controlled by the plant process controller.
Liquid ingredient additive, including a normally dry ingredient made liquid, must be proportioned with a
mass flow meter at continuous mixing plants. Use a mass flow meter or a container scale to proportion
liquid additives at batch mixing plants.
Continuous mixing plants using HMA additives must comply with the following:
1. Dry ingredient additives for continuous production must be proportioned with a conveyor scale or a
loss-in-weight meter.
2. HMA plant process controller and ingredient measuring systems must be capable of varying all
ingredient feed rates proportionate with the dry aggregate delivery at all production rates and rate
changes.
3. Liquid HMA additive must enter the production stream with the binder. Dry HMA additive must enter
the production stream at or before the mixing area.
4. If dry HMA additives are used at continuous mixing HMA plants, baghouse dust systems must return
all captured material to the mix.
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5. HMA additive must be proportioned to within ±0.3 percent of the target additive rate.
Batch mixing plants using HMA additives must comply with the following:
1. Metered HMA additive must be placed in an intermediate holding vessel before being added to the
stream of asphalt binder as it enters the pugmill.
2. If a container scale is used, weigh additive before combining with asphalt binder. Keep the container
scale separate from other ingredient proportioning. The container scale capacity must be no more
than twice the volume of the maximum additive batch size. The container scale's graduations must be
smaller than the proportioning tolerance or 0.001 times the container scale capacity.
3. Dry HMA additive proportioning devices must be separate from metering devices for the aggregates
and asphalt binder. Proportion dry HMA additive directly into the pugmill or place in an intermediate
holding vessel to be added to the pugmill at the appropriate time in the batch cycle. Dry ingredients
for batch production must be proportioned with a hopper scale.
4. Zero tolerance for the HMA additive batch scale is ±0.5 percent of the target additive weight. The
indicated HMA additive batch scale weight may vary from the preselected weight setting by up to ±1.0
percent of the target additive weight.
39-1.021 Geosynthetic Pavement Interlayer
Geosynthetic pavement interlayer must comply with the specifications for pavement fabric, paving mat,
paving grid, paving geocomposite grid, or geocomposite strip membrane as shown.
The asphalt binder for geosynthetic pavement interlayer must be PG 64-10, PG 64-16, or PG 70-10.
39-1.02J Tack Coat
Tack coat must comply with the specifications for asphaltic emulsion or asphalt binder. Choose the type
and grade.
39-1.02K Miscellaneous Areas and Dikes
For miscellaneous areas and dikes:
1. Choose either the 3/8-inch or 1/2-inch aggregate gradation for Type A HMA.
2. Minimum asphalt binder content must be 6.8 percent for 3/8-inch aggregate and 6.0 percent for 1/2-
inch aggregate. If you request and the Engineer authorizes, you may reduce the minimum asphalt
binder content.
3. Choose asphalt binder Grade PG 64-10, PG 64-16 or PG 70-10.
For HMA used in miscellaneous areas and dikes, sections 39-1.01 C, 39-1.01 D, 39-1.028, 39-1.02D(3),
and 39-1.02E—J do not apply.
39-1.03 CONSTRUCTION
39-1.03A General
Do not place HMA on wet pavement or frozen surface.
You may deposit HMA in a windrow and load it in the paver if:
1. Paver is equipped with a hopper that automatically feeds the screed
2. Loading equipment can pick up the windrowed material and deposit it in the paver hopper without
damaging base material
3. Activities for deposit, pickup, loading, and paving are continuous
4. HMA temperature in the windrow does not fall below 260 degrees F
HMA placed in a windrow on the roadway surface must not extend more than 150 feet in front of the
loading equipment or material transfer vehicle.
You may place HMA in 1 or more layers on areas less than 5 feet wide and outside the traveled way,
including shoulders. You may use mechanical equipment other than a paver for these areas. The
equipment must produce uniform smoothness and texture.
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HMA handled, spread, or windrowed must not stain the finished surface of any improvement, including
pavement.
Do not use petroleum products such as kerosene or diesel fuel to release HMA from trucks, spreaders, or
compactors.
HMA must be free of:
1. Segregation
2. Coarse or fine aggregate pockets
3. Hardened lumps
Where density or data core samples are taken, backfill and compact holes with authorized material.
Complete finish rolling activities before the pavement surface temperature is:
1. Below 150 degrees F for HMA with unmodified binder
2. Below 140 degrees F for HMA with modified binder
3. Below 130 degrees F for HMA with warm mix asphalt technology
39-1.038 Spreading and Compacting Equipment
39-1.03B(1) General
Paving equipment for spreading must be:
1. Self-propelled
2. Mechanical
3. Equipped with a screed or strike-off assembly that can distribute HMA the full width of a traffic lane
4. Equipped with a full-width compacting device
5. Equipped with automatic screed controls and sensing devices that control the thickness, longitudinal
grade, and transverse screed slope
Install and maintain grade and slope references.
The screed must be heated and produce a uniform HMA surface texture without tearing, shoving, or
gouging.
The paver must not leave marks such as ridges and indentations unless you can eliminate them by
rolling.
Rollers must be equipped with a system that prevents HMA from sticking to the wheels. You may use a
parting agent that does not damage the HMA or impede the bonding of layers.
In areas inaccessible to spreading and compacting equipment:
1. Spread the HMA by any means to obtain the specified lines, grades, and cross sections
2. Use a pneumatic tamper, plate compactor, or equivalent to achieve thorough compaction
39-1.03B(2) Material Transfer Vehicle
If a material transfer vehicle is specified, the material transfer vehicle must have sufficient capacity to
prevent stopping the paver and must be capable of:
1. Either receiving HMA directly from trucks or using a windrow pickup head to load it from a windrow
deposited on the roadway surface
2. Remixing the HMA with augers before transferring into the paver's receiving hopper or feed system
3. Transferring HMA directly into the paver's receiving hopper or feed system
39-1.03B(3) Method Compaction Equipment
For method compaction, each paver spreading HMA must be followed by 3 rollers:
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1. One vibratory roller specifically designed to compact HMA. The roller must be capable of at least
2,500 vibrations per minute and must be equipped with amplitude and frequency controls. The roller's
gross static weight must be at least 7.5 tons.
2. One oscillating type pneumatic-tired roller at least 4 feet wide. Pneumatic tires must be of equal size,
diameter, type, and ply. The tires must be inflated to 60 psi minimum and maintained so that the air
pressure does not vary more than 5 psi.
3. One steel-tired, 2-axle tandem roller. The roller's gross static weight must be at least 7.5 tons.
Each roller must have a separate operator. Rollers must be self-propelled and reversible.
39-1.038(4)-39-1.038(6) Reserved
39-1.03C Surface Preparation
39-1.03C(1) General
Before placing HMA, remove loose paving particles, dirt, and other extraneous material by any means
including flushing and sweeping.
39-1.03C(2) Subgrade
Prepare subgrade to receive HMA under the sections for the material involved. Subgrade must be free of
loose and extraneous material.
39-1.03C(3) Reserved
39-1.03C(4) Prepaving Inertial Profiler
Section 39-1.03C(4)applies to existing asphalt concrete surfaces receiving an HMA overlay if a bid item
for prepaving inertial profiler is shown in the Bid Item List.
Before starting paving activities, perform prepaving inertial profiler measurements. Prepaving inertial
profiler includes taking profiles of the existing pavement, analyzing the data with ProVAL to determine
existing pavement International Roughness Index, Mean Roughness Index, and areas of localized
roughness.
If the Contract includes cold planing, perform prepaving inertial profiler measurements before cold
planning.
If the Contract includes replace asphalt concrete surfacing, perform prepaving inertial profiler
measurements after replacing the asphalt concrete surfacing.
39-1.03C(5) Prepaving Grinding
Section 39-1.03C(5)applies to all existing asphalt concrete surfaces that will not be cold planned or
milled and that will receive an HMA overlay less than or equal to 0.20 foot exclusive of OGFC if a bid item
for prepaving grinding day is shown in the Bid Item List.
After performing prepaving inertial profiling, correct areas of localized roughness greater than 180 in/mi.
Prepaving grinding day includes correcting areas of localized roughness, taking profiles of the corrected
areas, and submitting profile data as specified in section 39-1.01C(13)(d).
Notify the Engineer of those areas of localized roughness that cannot be corrected by prepaving grinding.
The Engineer responds to your notification within 5 business days.
For those areas of localized roughness that cannot be corrected by grinding, the Engineer may order you
to either(1) not correct the areas of localized roughness or(2)correct areas of localized roughness by a
different method and take profiles of the corrected areas with an inertial profiler. Corrective work
performed by a different method, including taking profiles of the corrected areas and associated traffic
control, is change order work.
If ordered not to correct areas of localized roughness, the smoothness specifications do not apply to the
final pavement surface placed in those areas.
Correct prepaving areas of localized roughness that you predict will cause the final surface of HMA
pavement to be noncompliant with the smoothness specifications. After correcting prepaving areas of
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localized roughness, take profiles of the corrected area and submit profile data as specified in section 39-
1.01 C(13)(d).
Dispose of grinding residue.
Pave within 7 days of correcting areas.
The final pavement surface must comply with section 39-1.01 D(9)(c).
If the Engineer determines more time is required for prepaving grinding than the Contract allows for and if
prepaving grinding is a controlling activity, the Engineer makes a time adjustment.
39-1.03C(6) Tack Coat
Apply tack coat:
1. To existing pavement including planed surfaces
2. Between HMA layers
3. To vertical surfaces of:
3.1. Curbs
3.2. Gutters
3.3. Construction joints
Before placing HMA, apply tack coat in 1 application at the minimum residual rate shown in the following
table for the condition of the underlying surface:
Tack Coat Application Rates for HMA
Minimum Residual Rates (gal/sq yd)
CSS1/CSS1 h, CRS1/CRS2, Asphalt Binder and
HMA over: SS1/SS1 h and RS1/RS2 and PMRS2/PMCRS2
QS1 h/CQS1 h QS1/CQS1 and
Asphaltic Asphaltic PMRS2h/PMCRS2h
Emulsion Emulsion Asphaltic Emulsion
New HMA(between layers) 0.02 0.03 0.02
PCC and existing AC 0.03 0.04 0.03
surfacing
Planed pavement 0.05 0.06 0.04
Notify the Engineer if you dilute asphaltic emulsion with water. The weight ratio of added water to
asphaltic emulsion must not exceed 1 to 1.
Measure added water either by weight or volume under section 9-1.02 or you may use water meters from
water districts, cities, or counties. If you measure water by volume, apply a conversion factor to determine
the correct weight.
With each dilution, submit:
1. Weight ratio of water to bituminous material in the original asphaltic emulsion
2. Weight of asphaltic emulsion before diluting
3. Weight of added water
4. Final dilution weight ratio of water to asphaltic emulsion
Apply to vertical surfaces with a residual tack coat rate that will thoroughly coat the vertical face without
running off.
If you request and the Engineer authorizes, you may:
1. Change tack coat rates
2. Omit tack coat between layers of new HMA during the same work shift if:
2.1. No dust, dirt, or extraneous material is present
2.2. Surface is at least 140 degrees F
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Immediately in advance of placing HMA, apply additional tack coat to damaged areas or where loose or
extraneous material is removed.
Close areas receiving tack coat to traffic. Do not track tack coat onto pavement surfaces beyond the job
site.
Asphalt binder tack coat temperature must be from 285 to 350 degrees F when applied.
39-1.03C(7) Geosynthetic Pavement Interlayer
If specified, place geosynthetic pavement interlayer over a coat of asphalt binder. Place geosynthetic
pavement interlayer in compliance with the manufacturer's instructions.
Before placing the geosynthetic pavement interlayer and asphalt binder:
1. Repair cracks 1/4 inch and wider, spalls, and holes in the pavement. Repairing cracks is change
order work.
2. Clean the pavement of loose and extraneous material.
Immediately before placing the interlayer, apply 0.25 ± 0.03 gallon of asphalt binder per square yard of
interlayer or until the fabric is saturated. Apply asphalt binder the width of the geosynthetic pavement
interlayer plus 3 inches on each side. At an interlayer overlap, apply asphalt binder on the lower interlayer
the same overlap distance as the upper interlayer.
Align and place the interlayer with no overlapping wrinkles, except a wrinkle that overlaps may remain if it
is less than 1/2 inch thick. If the overlapping wrinkle is more than 1/2 inch thick, cut the wrinkle out and
overlap the interlayer no more than 2 inches.
The minimum HMA thickness over the interlayer must be 0.12 foot thick including conform tapers. Do not
place the interlayer on a wet or frozen surface.
Overlap the interlayer borders between 2 to 4 inches. In the direction of paving, overlap the following roll
with the preceding roll at any break.
You may use rolling equipment to correct distortions or wrinkles in the interlayer.
If asphalt binder tracked onto the interlayer or brought to the surface by construction equipment causes
interlayer displacement, cover it with a small quantity of HMA.
Before placing HMA on the interlayer, do not expose the interlayer to:
1. Traffic except for crossings under traffic control and only after you place a small HMA quantity
2. Sharp turns from construction equipment
3. Damaging elements
Pave HMA on the interlayer during the same work shift.
39-1.03D Longitudinal Joints
39-1.03D(1) General
Longitudinal joints in the top layer must match lane lines. Alternate the longitudinal joint offsets in the
lower layers at least 0.5 foot from each side of the lane line. You may request other longitudinal joint
placement patterns.
A vertical longitudinal joint of more than 0.15 foot is not allowed at any time between adjacent lanes open
to traffic.
For HMA thickness of 0.15 foot or less, the distance between the ends of the adjacent surfaced lanes at
the end of each day's work must not be greater than can be completed in the following day of normal
paving.
For HMA thickness greater than 0.15 foot, you must place HMA on adjacent traveled way lanes or
shoulder so that at the end of each work shift the distance between the ends of HMA layers on adjacent
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lanes is from 5 to 10 feet. Place additional HMA along the transverse edge at each lane's end and along
the exposed longitudinal edges between adjacent lanes. Hand rake and compact the additional HMA to
form temporary conforms.You may place kraft paper or other authorized release agent under the
conform tapers to facilitate the taper removal when paving activities resume.
If placing HMA against the edge of existing pavement, sawcut or grind the pavement straight and vertical
along the joint and remove extraneous material.
39-1.03D(2) Tapered Notched Wedge
For divided highways with an HMA lift thickness greater than 0.15 foot, you may construct a 1-foot wide
tapered notched wedge joint as a longitudinal joint between adjacent lanes open to traffic. A vertical notch
of 0.75 inch maximum must be placed at the top and bottom of the tapered wedge.
The tapered notched wedge must retain its shape while exposed to traffic. Pave the adjacent lane within
1 day.
Construct the tapered portion of the tapered notched wedge with an authorized strike-off device. The
strike-off device must provide a uniform slope and must not restrict the main screed of the paver.
You may use a device attached to the screed to construct longitudinal joints that will form a tapered
notched wedge in a single pass. The tapered notched wedge must be compacted to a minimum of 91
percent compaction.
39-1.03E Edge Treatments
Construct edge treatment on the HMA pavement as shown.
Where a safety edge is required, use the same type of HMA used for the adjacent lane or shoulder.
The edge of roadway where the safety edge treatment is to be placed must have a solid base, free of
debris such as loose material, grass, weeds, or mud. Grade areas to receive the safety edge as required.
The safety edge treatment must be placed monolithic with the adjacent lane or shoulder and shaped and
compacted with a device attached to the paver.
The device must be capable of shaping and compacting HMA to the required cross section as shown.
Compaction must be by constraining the HMA to reduce the cross sectional area by 10 to 15 percent. The
device must produce a uniform surface texture without tearing, shoving, or gouging and must not leave
marks such as ridges and indentations. The device must be capable of transition to cross roads,
driveways, and obstructions.
For safety edge treatment, the angle of the slope must not deviate by more than ±5 degrees from the
angle shown. Measure the angle from the plane of the adjacent finished pavement surface.
If paving is done in multiple lifts, the safety edge treatment must be placed with each lift.
Short sections of hand work are allowed to construct transitions for safety edge treatment.
39-1.03F Widening Existing Pavement
If widening existing pavement, construct new pavement structure to match the elevation of the existing
pavement's edge before placing HMA over the existing pavement.
39-1.03G Shoulders, Medians, and Other Road Connections
Until the adjoining through lane's top layer has been paved, do not pave the top layer of:
1. Shoulders
2. Tapers
3. Transitions
4. Road connections
5. Driveways
6. Curve widenings
7. Chain control lanes
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8. Turnouts
9. Turn pockets
If the number of lanes changes, pave each through lane's top layer before paving a tapering lane's top
layer. Simultaneous to paving a through lane's top layer, you may pave an adjoining area's top layer,
including shoulders. Do not operate spreading equipment on any area's top layer until completing final
compaction.
If shoulders or median borders are shown, pave shoulders and median borders adjacent to the lane
before opening a lane to traffic.
If shoulder conform tapers are shown, place conform tapers concurrently with the adjacent lane's paving.
If a driveway or a road connection is shown, place additional HMA along the pavement's edge to conform
to road connections and driveways. Hand rake, if necessary, and compact the additional HMA to form a
smooth conform taper.
39-1.03H Leveling
Section 39-1.03H applies if a bid item for hot mix asphalt(leveling), is shown on the Bid Item List.
Fill and level irregularities and ruts with HMA before spreading HMA over the base, existing surfaces, or
bridge decks. You may use mechanical equipment other than a paver for these areas. The equipment
must produce uniform smoothness and texture. HMA used to change an existing surface's cross slope or
profile is not paid for as hot mix asphalt(leveling).
39-1.031 Miscellaneous Areas and Dikes
Prepare the area to receive HMA for miscellaneous areas and dikes, including excavation and backfill as
needed.
Spread miscellaneous areas in 1 layer and compact to the specified lines and grades.
In median areas adjacent to slotted median drains, each layer of HMA must not exceed 0.20 foot
maximum compacted thickness.
The finished surface must be:
1. Textured uniformly
2. Compacted firmly
3. Without depressions, humps, and irregularities
39-1.03J Replace Asphalt Concrete Surfacing
Where replace asphalt concrete surfacing is shown, remove existing asphalt concrete surfacing and
replace with HMA. The Engineer determines the exact limits of asphalt concrete surfacing to be replaced.
Replace asphalt concrete in a lane before the lane is specified to be opened to traffic.
Before removing asphalt concrete, outline the replacement area and cut neat lines with a saw or grind to
full depth of the existing asphalt concrete. Do not damage asphalt concrete and base remaining in place.
If the base is excavated beyond the specified plane, replace it with HMA. The Department does not pay
for this HMA.
Do not use a material transfer vehicle if replace asphalt concrete surfacing is specified.
39-1.03K-39-1.03N Reserved
39-1.030 Compaction
39-1.030(1) General
Rolling must leave the completed surface compacted and smooth without tearing, cracking, or shoving.
If a vibratory roller is used as a finish roller, turn the vibrator off.
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Do not open new HMA pavement to traffic until the surface temperature is below 130 degrees F.
If the surface to be paved is both in sunlight and shade, pavement surface temperatures are taken in the
shade.
39-1.030(2) Method Compaction
Use method compaction for any of the following conditions:
1. Specified paved thickness is less than 0.15 foot
2. Specified paved thickness is less than 0.20 foot and a 3/4-inch aggregate gradation is specified and
used
3. Specified paved thickness is less than 0.25 foot and a 1-inch aggregate gradation is specified and
used
4. Replace asphalt concrete surfacing
5. Leveling courses
6. Areas the Engineer determines conventional compaction and compaction measurement methods are
impeded
HMA compaction coverage is the number of passes needed to cover the paving width. A pass is 1 roller's
movement parallel to the paving in either direction. Overlapping passes are part of the coverage being
made and are not a subsequent coverage. Do not start a coverage until completing the prior coverage.
Method compaction must consist of performing:
1. Breakdown compaction of each layer with 3 coverages using a vibratory roller. The speed of the
vibratory roller in miles per hour must not exceed the vibrations per minute divided by 1,000. If the
HMA layer thickness is less than 0.08 foot, turn the vibrator off.
2. Intermediate compaction of each layer of HMA with 3 coverages using a pneumatic-tired roller at a
speed not to exceed 5 mph.
3. Finish compaction of HMA with 1 coverage using a steel-tired roller.
Start rolling at the lower edge and progress toward the highest part.
The Engineer may order fewer coverages if the layer thickness of HMA is less than 0.15 foot.
39-1.030(3)-39-1.030(5) Reserved
39-1.03P Smoothness Corrections
If the final surface of the pavement does not comply with the smoothness specifications, grind the
pavement to within specified tolerances, remove and replace it, or place an overlay of HMA. Do not start
corrective work until your method is authorized.
Do not use equipment with carbide cutting teeth to grind the pavement unless authorized.
Smoothness correction of the final pavement surface must leave at least 75 percent of the specified HMA
thickness. If ordered, core the pavement at the locations determined by the Engineer. Coring, including
traffic control, is change order work. Remove and replace deficient pavement areas where the overlay
thickness is less than 75 percent of the thickness specified as determined by the Engineer.
Corrected HMA pavement areas must be uniform rectangles with edges:
1. Parallel to the nearest HMA pavement edge or lane line
2. Perpendicular to the pavement centerline
On ground areas not to be overlaid with OGFC, apply fog seal coat under section 37-2.
Where corrections are made within areas requiring testing with inertial profiler, reprofile the entire lane
length with the inertial profiler device.
Where corrections are made within areas requiring testing with a 12-foot straightedge, retest the
corrected area with the straightedge.
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39-1.03Q Data Cores
Section 39-1.03Q applies if a bid item for data core is shown on the Bid Item List.
Take data cores of the completed HMA pavement, underlying base, and subbase material. Notify the
Engineer 3 business days before coring.
Protect data cores and surrounding pavement from damage.
Take 4-inch or 6-inch diameter data cores:
1. At the beginning, end, and every 1/2 mile within the paving limits of each route on the project
2. After all paving is complete
3. From the center of the specified lane
On a 2-lane roadway, take data cores from either lane. On a 4-lane roadway, take data cores from each
direction in the outermost lane. On a roadway with more than 4 lanes, take data cores from the median
lane and the outermost lane in each direction.
Each core must include the stabilized materials encountered. You may choose not to recover unstabilized
material but you must identify the material. Unstabilized material includes:
1. Granular material
2. Crumbled or cracked stabilized material
3. Sandy or clayey soil
After data core summary and photograph submittal, dispose of cores.
39-1.04 PAYMENT
Geosynthetic pavement interlayer is measured by the square yard for the actual pavement area covered.
If tack coat, asphalt binder, and asphaltic emulsion are paid as separate bid items, their bid items are
measured under section 92 or section 94.
The Department does not adjust the unit price for an increase or decrease in the tack coat quantity.
HMA of the type shown in the Bid Item List is measured based on the combined mixture weight. If
recorded batch weights are printed automatically, the bid item for HMA is measured by using the printed
batch weights, provided:
1. Total aggregate and supplemental fine aggregate weight per batch is printed. If supplemental fine
aggregate is weighed cumulatively with the aggregate, the total aggregate batch weight must include
the supplemental fine aggregate weight.
2. Total asphalt binder weight per batch is printed.
3. Each truckload's zero tolerance weight is printed before weighing the first batch and after weighing
the last batch.
4. Time, date, mix number, load number and truck identification is correlated with a load slip.
5. Copy of the recorded batch weights is certified by a licensed weigh master and submitted.
Place hot mix asphalt dike of the type shown in the Bid Item List is measured along the completed length.
Payment for the HMA used to construct the dike is not included in the payment for place hot mix asphalt
dike.
Place hot mix asphalt(miscellaneous areas) is measured as the in-place compacted area. Payment for
the HMA used for miscellaneous areas is not included in the payment for place hot mix asphalt
(miscellaneous areas).
If replace asphalt concrete surfacing is shown, the bid item for replace asphalt concrete is measured
based on the specified dimensions and any adjustments ordered.
The Department does not adjust the unit price for an increase or decrease in the prepaving grinding day
quantity.
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The Department reduces payment for noncompliance of HMA density based on the factors shown in the
following table:
Reduced Payment Factors for Percent of Maximum Theoretical Density
HMA percent of Reduced payment HMA percent of Reduced payment
maximum factor maximum factor
theoretical density theoretical density
91.0 0.0000 97.0 0.0000
90.9 0.0125 97.1 0.0125
90.8 0.0250 97.2 0.0250
90.7 0.0375 97.3 0.0375
90.6 0.0500 97.4 0.0500
90.5 0.0625 97.5 0.0625
90.4 0.0750 97.6 0.0750
90.3 0.0875 97.7 0.0875
90.2 0.1000 97.8 0.1000
90.1 0.1125 97.9 0.1125
90.0 0.1250 98.0 0.1250
89.9 0.1375 98.1 0.1375
89.8 0.1500 98.2 0.1500
89.7 0.1625 98.3 0.1625
89.6 0.1750 98.4 0.1750
89.5 0.1875 98.5 0.1875
89.4 0.2000 98.6 0.2000
89.3 0.2125 98.7 0.2125
89.2 0.2250 98.8 0.2250
89.1 0.2375 98.9 0.2375
89.0 0.2500 99.0 0.2500
< 89.0 Remove and > 99.0 Remove and
replace replace
39-2 TYPE A HOT MIX ASPHALT
39-2.01 GENERAL
39-2.01A Summary
Section 39-2 includes specifications for producing and placing Type A hot mix asphalt.
You may produce Type A HMA using an authorized warm mix asphalt technology.
39-2.0113 Definitions
Reserved
39-2.01C Submittals
39-2.01C(l) General
Reserved
39-2.01C(2) Job Mix Formula
The JMF must be based on an HMA mix design determined as described in the Superpave Mix Design
SP-2 Manual by the Asphalt Institute.
39-2.01 C(3) Reclaimed Asphalt Pavement
Submit QC test results for RAP gradation with the combined aggregate gradation within 2 business days
of taking RAP samples during HMA production.
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39-2.01C(4)-39-2.01C(6) Reserved
39-2.01 D Quality Control and Assurance
39-2.01 D(1) General
Reserved
39-2.01 D(2) Quality Control
39-2.01 D(2)(a) General
Reserved
39-2.01 D(2)(b) Aggregate
Test the quality characteristics of aggregate under the test methods and frequencies shown in the
following table:
Aggregate Testing Frequencies
Quality characteristic Test method Minimum testing frequency
Gradation AASHTO T 27 1 per 750 tons and any
Sand equivalent'),° AASHTO T 176 remaining part
Moisture content AASHTO T 329
Crushed particles AASHTO T 335
Los Angeles rattler AASHTO T 96
Flat and elongated ASTM D4791 1 per 10,000 tons or 2 per
particles project whichever is greater
Fine aggregate AASHTO T 304
angularity Method A
aIf RAP is used, test the combined aggregate gradation under California Test
384.
bReported value must be the average of 3 tests from a single sample.
°Use of a sand reading indicator is required as shown in AASHTO T 176,
Figure 1. Sections 4.7, 4.8, 7.1.2, 8.4.2 and 8.4.3 do not apply.
dTest at continuous mixing plants only. If RAP is used, test the RAP moisture
content at continuous mixing plant and batch mixing plant.
For lime treated aggregate, test aggregate before treatment and test for gradation and moisture content
during HMA production.
39-2.01 D(2)(c) Reclaimed Asphalt Pavement
Sample and test processed RAP at a minimum frequency of 1 sample per 1000 tons with a minimum of 6
samples per fractionated stockpile. If a fractionated RAP stockpile is augmented, sample and test
processed RAP quality characteristics at a minimum frequency of 1 sample per 500 tons of augmented
RAP.
The combined RAP sample when tested under AASHTO T 164 must be within ±2.0 percent of the
average asphalt binder content reported on page 4 of your Contractor Hot Mix Asphalt Design Data form.
If new fractionated RAP stockpiles are required, the average binder content of the new fractionated RAP
stockpile must be within ±2.0 percent of the average binder reported on page 4 of your Contractor Hot Mix
Asphalt Design Data form.
The combined RAP sample when tested under AASHTO T 209 must be within ±0.06 of the average
maximum specific gravity reported on page 4 of your Contractor Hot Mix Asphalt Design Data form.
During HMA production, sample RAP twice daily and perform QC testing for:
1. Aggregate gradation at least once a day under California Test 384
2. Moisture content at least twice a day
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39-2.01 D(2)(d) Hot Mix Asphalt Production
Test the quality characteristics of HMA under the test methods and frequencies shown in the following
table:
Hot Mix Asphalt Testing Frequencies
Quality characteristic Test method Minimum testing
frequency
Asphalt binder content AASHTO T 308 1 per 750 tons and any
Method A remaining part
HMA moisture content AASHTO T 329 1 per 2,500 tons but not
less than 1 per paving day
Air voids content AASHTO T 269 1 per 4,000 tons or 2
every 5 paving days,
whichever is greater
Voids in mineral aggregate SP-2 Asphalt
Mixture 1 per 10,000 tons or 2 per
Volumetrics project whichever is
Dust proportion SP-2 Asphalt greater
Mixture
Volumetrics
Density of core California Test 2 per paving day
375
Nuclear gauge density California Test 3 per 250 tons or 3 per
375 paving day, whichever is
greater
Hamburg wheel track AASHTO T 324 1 per 10,000 tons or 1 per
(Modified) project, whichever is
Moisture susceptibility AASHTO T 283 greater
39-2.01D(3)-39-2.01D(4) Reserved
39-2.01 D(5) Department Acceptance
The Department accepts Type A HMA based on compliance with:
1. Aggregate quality requirements shown in the following table:
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Aggregate Quality
Quality characteristic Test method Requirement
Aggregate gradation AASHTO T 27 JMF ±
Tolerance
Percent of crushed particles
Coarse aggregate (min, %)
One-fractured face 95
Two-fractured faces AASHTO T 335 90
Fine aggregate (min, %)
(Passing No. 4 sieve
and retained on No. 8 sieve.)
One fractured face 70
Los Angeles Rattler(max, %)
Loss at 100 Rev. AASHTO T 96 12
Loss at 500 Rev. 40
Sand equivalent(min.)'),° AASHTO T 176 47
Flat and elongated particles (max, % ASTM D4791 10
by weight at 5:1)
Fine aggregate angularity(min, %) AASHTO T 304 45
Method A
aThe Engineer determines combined aggregate gradations containing RAP under
California Test 384.
bReported value must be the average of 3 tests from a single sample.
°Use of a sand reading indicator is required as shown in AASHTO T 176, Figure 1.
Sections 4.7, 4.8, 7.1.2, 8.4.2 and 8.4.3 do not apply.
d The Engineer waives this specification if HMA contains 10 percent or less of
nonmanufactured sand by weight of total aggregate. Manufactured sand is fine
aggregate produced by crushing rock or gravel.
2. If RAP is used, RAP quality requirements shown in the following table:
Reclaimed Asphalt Pavement Quality
Quality characteristic Test method Requirement
Binder content (%within the average AASHTO T 164 ±2.0
value reported)
Specific gravity(within the average ±0.06
value reported) AASHTO T 209
3. In-place HMA quality requirements shown in the following table:
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Type A HMA Acceptance In Place
Quality characteristic F Test method Requirement
Asphalt binder content(%) AASHTO T 308
JMF-0.3, +0.5
Method A
HMA moisture content(max, %) AASHTO T 329 1
Air voids content at Ndesi n (%)a' AASHTO T 269 4 ± 1.5
Voids in mineral aggregate on plant-produced SP-2 Asphalt
HMA(min, %)a Mixture
Gradation: Volumetrics°
No. 4 15.5-18.5
3/8-inch 14.5-17.5
1/2-inch 13.5-16.5
3/4-inch 12.5-15.5
1-inch
with NMASg = 1-inch 12.5-15.5
with NMASg = 3/4-inch 13.5-16.5
Dust proportion SP-2 Asphalt
Mixture 0.6-1.3
Volumetrics
Density of core (%of max theoretical California Test
density)e,f 375 91-97
Hamburg wheel track AASHTO T 324
(min number of passes at 0.5-inch rut depth) (Modified)
Binder grade:
PG 58 10,000
PG 64 15,000
PG 70 20,000
PG 76 or higher 25,000
Hamburg wheel track AASHTO T 324
(min number of passes at inflection point) (Modified)
Binder grade:
PG 58 10,000
PG 64 10,000
PG 70 12,500
PG 76 or higher 15,000
Moisture susceptibility(min, psi, dry strength) AASHTO T 283 100
Moisture susceptibility(min, psi, wet strength) AASHTO T 283 70
aPrepare 3 briquettes. Report the average of 3 tests.
bThe Engineer determines the bulk specific gravity of each lab-compacted briquette under
AASHTO T 275, Method A, and theoretical maximum specific gravity under AASHTO T 209,
Method A.
°Determine bulk specific gravity under AASHTO T 275, Method A.
dThe Engineer determines the laboratory-prepared HMA value for mix design verification only.
eThe Engineer determines percent of theoretical maximum density under California Test 375
except the Engineer uses:
1. AASHTO T 275 to determine in-place density of each density core
2. AASHTO T 209, Method A to determine theoretical maximum density instead of
calculating test maximum density
fThe Engineer determines theoretical maximum density under AASHTO T 209, Method A, at the
frequency specified in California Test 375, Part 5. D.
9NMAS means nominal maximum aggregate size.
39-2.02 MATERIALS
39-2.02A General
Reserved
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39-2.028 Mix Design
The mix design must comply with the requirements shown in the following table:
Type A HMA Mix Design Requirements
Quality characteristic Test method Requirement
Air voids content(%) AASHTO T 2695 Ninitia > 8.0
Ndesign =4.0
(Ndesign = 5.0 for 1-inch aggregate)
Nmax >2.0
Gyration compaction (no. of AASHTO T 312 Ninitial = 8
gyrations) Ndesign = 85.0
Nmax = 130
Voids in mineral aggregate (min, SP-2
%)b Asphalt Mixture
Gradation: Volumetrics
No. 4 16.5-19.5
3/8-inch 15.5-18.5
1/2-inch 14.5-17.5
3/4-inch 13.5-16.5
1-inch
with NMASe = 1-Inch 13.5-16.5
with NMASe = 3/4-Inch 14.5-17.5
Dust proportion SP-2 0.6-1.3
Asphalt Mixture
Volumetrics
Hamburg wheel track AASHTO T 324
(min number of passes at 0.5-inch (Modified)°
rut depth)
Binder grade:
PG 58 10,000
PG 64 15,000
PG 70 20,000
PG 76 or higher 25,000
Hamburg wheel track AASHTO T 324
(min number of passes at the (Modified)°
inflection point)
Binder grade:
PG 58 10,000
PG 64 10,000
PG 70 12,500
PG 76 or higher 15,000
Moisture susceptibility, dry AASHTO T 283° 100
strength (min, psi)
Moisture susceptibility, wet AASHTO T 283°, 70
strength (min, psi)
SCalculate the air voids content of each specimen using AASHTO T 275, Method A, to
determine bulk specific gravity. Use AASHTO T 209, Method A, to determine theoretical
maximum specific gravity. Use a digital manometer and pycnometer when performing AASHTO
T 209.
bMeasure bulk specific gravity using AASHTO T 275, Method A.
°Test plant produced HMA.
dFreeze thaw required.
eWAS means nominal maximum aggregate size.
For HMA mixtures using RAP, the maximum binder replacement is 25.0 percent for surface course and
40.0 percent for lower courses.
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For HMA with a binder replacement percent less than or equal to 25 percent of your specified OBC, you
may request that the performance graded asphalt binder grade with upper and lower temperature
classifications be reduced by 6 degrees C from the specified grade.
For HMA with a binder replacement greater than 25 percent of your specified OBC and less than or equal
to 40 percent of OBC, you must use a performance graded asphalt binder grade with upper and lower
temperature classifications reduced by 6 degrees C from the specified grade.
39-2.02C Asphalt Binder
Reserved
39-2.02D Aggregates
39-2.02D(1) General
Before the addition of asphalt binder and lime treatment, the aggregate must comply with the
requirements shown in the following table:
Aggregate Quality
Quality characteristic Test method Requirement
Percent of crushed particles
Coarse aggregate (min, %)
One-fractured face 95
Two-fractured faces AASHTO T 335 90
Fine aggregate (min, %)
(Passing No. 4 sieve
and retained on No. 8 sieve.)
One fractured face 70
Los Angeles Rattler(max, %)
Loss at 100 Rev. AASHTO T 96 12
Loss at 500 Rev. 40
Sand equivalent(min)a AASHTO T 176 47
Flat and elongated particles (max, % ASTM D4791 10
by weight at 5:1)
Fine aggregate angularity(min, %)° AASHTO T 304 45
Method A
aReported value must be the average of 3 tests from a single sample.
bUse of a Sand Reader Indicator is required as shown in AASHTO T 176, Figure 1.
Sections 4.7, 4.8, 7.1.2, 8.4.2 and 8.4.3 do not apply.
°The Engineer waives this specification if HMA contains 10 percent or less of
nonmanufactured sand by weight of total aggregate, except if your JMF fails
verification. Manufactured sand is fine aggregate produced by crushing rock or
gravel.
39-2.02D(2) Aggregate Gradations
The aggregate gradations for Type A HMA must comply with the requirements shown in the following
table:
Aggregate Gradation Requirements
Type A HMA pavement thickness Gradation
0.10 foot 3/8 inch
Greater than 0.10 to less than 0.20 1/2 inch
foot
0.20 foot and greater 3/4 inch
0.30 foot or greater 1 inch
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Aggregate gradation must be within the target value limits for the specified sieve size shown in the
following tables:
Aggregate Gradations
(Percentage Passing)
1-inch
Sieve size Target value limit Allowable tolerance
1" 100 --
3/4" 88-93 TV±5
1/2" 72-85 TV±6
3/8" 55-70 TV±6
No. 4 35-52 TV±7
No. 8 22-40 TV±5
No. 30 8-24 TV±4
No. 50 5-18 TV±4
No. 200 3-7 TV±2
3/4-inch
Sieve size Target value limit Allowable tolerance
1" 100 --
3/4" 90-98 TV±5
1/2" 70-90 TV±6
No. 4 42-58 TV±5
No. 8 29-43 TV±5
No. 30 10-23 TV±4
No. 200 2-7 TV±2
1/2-inch
Sieve sizes Target value limit Allowable tolerance
3/4" 100
1/2" 95-98 TV±5
3/8" 72-95 TV±5
No. 4 52-69 TV±5
No. 8 35-55 TV±5
No. 30 15-30 TV±4
No. 200 2-8 TV±2
3/8-inch
Sieve sizes Target value limits Allowable tolerance
1/2" 100 --
3/8" 95-98 TV±5
No. 4 55-75 TV±5
No. 8 30-50 TV±5
No. 30 15-35 TV±5
No. 200 2-9 TV±2
No. 4
Sieve sizes Target value limits Allowable tolerance
3/8" 100
No. 4 95-98 TV±5
No. 8 70-80 TV±6
No. 30 34-45 TV±5
No. 200 2-12 TV±4
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39-2.02E Reclaimed Asphalt Pavement
You may substitute RAP for part of the virgin aggregate in a quantity up to a maximum of 25 percent of
the aggregate blend.
Provide enough space for meeting all RAP handling requirements at your facility. Provide a clean, graded
base, well drained area for stockpiles.
If RAP is from multiple sources, blend the RAP thoroughly and completely before fractionating.
For RAP substitution of 15 percent or less, fractionation is not required.
For RAP substitution greater than 15 percent, fractionate RAP stockpiles into 2 sizes, a coarse fraction
RAP retained on 3/8-inch sieve, and a fine fraction RAP passing 3/8-inch sieve.
The RAP fractionation must comply with the requirements shown in the following table:
RAP Stockpile Fractionation Gradation Requirements
Quality characteristic Test method Requirement
Coarse (% passing the 1-inch sieve) California Test 202a 100
Fine (% passing the 3/8-inch sieve) California Test 202- 98-100
aMaximum mechanical shaking time is 10 minutes
You may use the coarse fractionated stockpile, the fine fractionated stockpile, or a combination of the
coarse and fine fractionated stockpiles.
Isolate the processed RAP stockpiles from other materials. Store processed RAP in conical or
longitudinal stockpiles. Processed RAP must not be agglomerated or be allowed to congeal in large
stockpiles.
39-2.02F Hot Mix Asphalt Production
If RAP is used, the asphalt binder set point target value for HMA with RAP must be:
BCOBC BCRAP
( 1 _ BCOBC RRAP) ( 1 _ BCRAP )
100 100
Asphalt Binder Set Point Target Value = x 100
100 + BCOBC
1 _ BCOBC )
100
Where:
BCOBC=optimum asphalt binder content, percent based on total weight of mix
RRAP = RAP ratio by weight of aggregate
BCRAP = asphalt binder content of RAP, percent based on total weight of RAP mix
39-2.03 CONSTRUCTION
Spread Type A HMA at the atmospheric and surface temperatures shown in the following table:
Minimum Atmospheric and Surface Temperatures for Type A HMA
Compacted layerAtmos heric,°F Surface,°F
thickness, feet Unmodified Modified asphalt Unmodified Modified asphalt
asphalt binder binder asphalt binder binder
<0.15 55 50 60 55
0.15 -0.25 45 45 50 50
For Type A HMA placed under method compaction, if the asphalt binder is:
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1. Unmodified, complete:
1.1. 1st coverage of breakdown compaction before the surface temperature drops below 250
degrees F
1.2. Breakdown and intermediate compaction before the surface temperature drops below 190
degrees F
1.3. Finish compaction before the surface temperature drops below 150 degrees F
2. Modified, complete:
2.1. 1st coverage of breakdown compaction before the surface temperature drops below 240
degrees F
2.2. Breakdown and intermediate compaction before the surface temperature drops below 180
degrees F
2.3. Finish compaction before the surface temperature drops below 140 degrees F
If you request and the Engineer authorizes, you may cool Type A HMA with water when rolling activities
are complete. Apply water under section 17.
39-2.04 PAYMENT
Not Used
39-3 RUBBERIZED HOT MIX ASPHALT—GAP GRADED
39-3.01 GENERAL
39-3.01A Summary
Section 39-3 includes specifications for producing and placing rubberized hot mix asphalt—gap graded.
You may produce RHMA-G using a warm mix asphalt technology.
39-3.01B Definitions
Reserved
39-3.01C Submittals
39-3.01C(l) General
Reserved
39-3.01C(2) Job Mix Formula
With your proposed JMF include MSDS for:
1. Base asphalt binder
2. CRM and asphalt modifier
3. Blended asphalt rubber binder components
The JMF must be based on an HMA mix design determined as described in the Superpave Mix Design
SP-2 Manual by the Asphalt Institute.
39-3.01C(3) Asphalt Rubber Binder
Submit a proposal for asphalt rubber binder design and profile. In the design, include the asphalt binder,
asphalt modifier, and CRM and their proportions.
If you change asphalt rubber binder supplier or any component material used in asphalt rubber binder or
its percentage, submit a new JMF.
For the asphalt rubber binder used, submit:
1. Log of production daily.
2. Certificate of compliance with test results for CRM and asphalt modifier with each truckload delivered
to the HMA plant. The certificate of compliance for asphalt modifier must represent no more than
5,000 Ib.
3. Submit certified weight slips for the CRM and asphalt modifier furnished.
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Submit a certificate of compliance for the asphalt rubber binder. With the certificate of compliance, submit
test results for CRM and asphalt modifier with each truckload delivered to the HMA plant. A certificate of
compliance for asphalt modifier must not represent more than 5,000 Ib.
39-3.01 D Quality Control and Assurance
39-3.01D(l) General
Reserved
39-3.01D(2) Job Mix Formula Verification
If you request, the Engineer verifies RHMA-G quality requirements within 7 days of receiving all
verification samples and after the JMF document submittal has been accepted.
39-3.01D(3) Quality Control
39-3.01 D(3)(a) General
Reserved
39-3.01 D(3)(b) Asphalt Rubber Binder
39-3.01 D(3)(b)(i) General
The asphalt rubber binder blending plant must be authorized under the Department's Material Plant
Quality Program.
Take asphalt rubber binder samples from the feed line connecting the asphalt rubber binder tank to the
HMA plant. Use an AASHTO-certified laboratory for testing.
39-3.01 D(3)(b)(ii) Asphalt Modifier
Test asphalt modifier under the test methods and frequencies shown in the following table:
Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Frequency
Viscosity ASTM D445
Flash point ASTM D92 1 per shipment
Molecular Analysis
As haltenes ASTM D2007
Aromatics ASTM D2007 1 per shipment
39-3.01 D(3)(b)(iii) Crumb Rubber Modifier
Sample and test scrap tire CRM and high natural CRM separately. Test CRM under the test methods and
frequencies shown in the following table:
Crumb Rubber Modifier for Asphalt Rubber Binder
Quality characteristic Test method Frequency
Scrap tire CRM gradation California Test 385 1 per 10,000 Ib
High natural CRM California Test 385 1 per 3,400 Ib
gradation
Wire in CRM California Test 385
Fabric in CRM California Test 385 1 per 10,000 Ib
CRM particle length --
CRM specific gravity California Test 208
Natural rubber content in ASTM D297 1 per 3,400 Ib
high natural CRM
Sample and test scrap tire CRM and high natural CRM separately.
39-3.01 D(3)(b)(iv) Asphalt Rubber Binder
Test asphalt rubber binder under the test methods and frequencies shown in the following table:
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Quality characteristic Test method Frequency
Cone penetration ASTM D217
Resilience ASTM D5329 1 per lot
Softening point ASTM D36
Viscosity ASTM D7741 1 per hour
39-3.01 D(3)(c) Aggregate
Test the quality characteristics of aggregate under the test methods and frequencies shown in the
following table:
Aggregate Testing Frequencies
Quality characteristic Test method Minimum testing frequency
Gradation AASHTO T 27 1 per 750 tons and any
Sand equivalents AASHTO T 176
Moisture content° AASHTO T 329 remaining part
Crushed particles AASHTO T 335
Los Angeles rattler AASHTO T 96
Flat and elongated ASTM D4791 1 per 10,000 tons or 2 per
particles project, whichever is greater
Fine aggregate angularity AASHTO T 304
Method A
aReported value must be the average of 3 tests from a single sample.
bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1.
Sections 4.7, 4.8, 7.1.2, 8.4.2 and 8.4.3 do not apply.
°Test at continuous mixing plants only
For lime treated aggregate, test aggregate before treatment and test for gradation and moisture content
during RHMA-G production.
39-3.01 D(3)(d) Hot Mix Asphalt Production
Test the quality characteristics of RHMA-G under the test methods and frequencies shown in the
following table:
RHMA-G Mix Asphalt Testing Frequencies
Quality characteristic Test method Minimum testing frequency
Asphalt binder content AASHTO T 308 1 per 750 tons and any
Method A remaining part
HMA moisture content AASHTO T 329 1 per 2,500 tons but not less
than 1 per paving day
Air voids content AASHTO T 269 1 per 4,000 tons or 2 every 5
paving days, whichever is
greater
Voids in mineral SP-2 Asphalt 1 per 10,000 tons or 2 per
aggregate Mixture Volumetrics project whichever is greater
Dust proportion SP-2 Asphalt
Mixture Volumetrics
Density of core California Test 375 2 per paving day
Nuclear gauge density California Test 375 3 per 250 tons or 3 per paving
day, whichever is greater
Hamburg wheel track AASHTO T 324 1 per 10,000 tons or 1 per
(Modified) project, whichever is greater
Moisture susceptibility AASHTO T 283
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39-3.01 D(4) Reserved
39-3.01 D(5) Department Acceptance
39-3.01 D(5)(a) General
The Department accepts RHMA-G based on compliance with:
1. Aggregate quality requirements shown in the following table:
Aggregate Quality
Quality characteristic Test method Requirement
Aggregate gradation AASHTO T 27 JMF ±
Tolerance
Percent of crushed particles
Coarse aggregate (min, %)
One-fractured face --
Two-fractured faces AASHTO T 335 90
Fine aggregate (min, %)
(Passing No. 4 sieve
and retained on No. 8 sieve.)
One fractured face 70
Los Angeles Rattler(max, %)
Loss at 100 Rev. AASHTO T 96 12
Loss at 500 Rev. 40
Sand equivalent(min)a AASHTO T 176 47
Flat and elongated particles (max, % ASTM D4791 Report only
by weight at 5:1)
Fine aggregate angularity(min, %)° AASHTO T 304 45
Method A
aReported value must be the average of 3 tests from a single sample.
bUse of a sand reading Indicator is required as shown in AASHTO T 176, Figure 1.
Sections 4.7, 4.8, 7.1.2, 8.4.2 and 8.4.3 do not apply.
°The Engineer waives this specification if RHMA-G contains 10 percent or less of
nonmanufactured sand by weight of total aggregate. Manufactured sand is fine
aggregate produced by crushing rock or gravel.
2. In-place RHMA-G quality requirements shown in the following table:
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RHMA-G In-Place Acceptance
Quality characteristic F Test method Requirement
Asphalt binder content(%) AASHTO T 308
JMF-0.4, +0.5
Method A
HMA moisture content(max, %) AASHTO T 329 1
Air voids content @ Ndesi , (%)a' AASHTO T 269 4.0 ± 1.5
Voids in mineral aggregate on laboratory- SP-2 Asphalt
produced HMAd (min, %) Mixture
Gradation: Volumetrics°
1/2-inch and 3/4-inch 18.0-23.0
Voids in mineral aggregate on plant-produced SP-2 Asphalt
HMA(min, %)a Mixture
Gradation: Volumetrics°
1/2-inch and 3/4-inch 18.0-23.0
Dust proportion SP-2 Asphalt
Mixture Report only
Volumetrics
Density of core (%of max theoretical California Test
density)e,f 375 91-97
Hamburg wheel track (min number of passes AASHTO T 324
at 0.5-inch rut depth) (Modified)
Binder grade:
PG 58 15,000
PG 64 20,000
PG 70 25,000
Hamburg wheel track (min number of passes AASHTO T 324
at inflection point) (Modified)
Binder grade:
PG 58 10,000
PG 64 12,500
PG 70 15,000
Moisture susceptibility(min, psi, dry strength) AASHTO T 283 100
Moisture susceptibility(min, psi, wet strength) AASHTO T 283 70
aPrepare 3 briquettes. Report the average of 3 tests.
bThe Engineer determines the bulk specific gravity of each lab-compacted briquette under
AASHTO T 275, Method A, and theoretical maximum specific gravity under AASHTO T 209,
Method A.
°Determine bulk specific gravity under AASHTO T 275, Method A.
dThe Engineer determines the laboratory-prepared RHMA-G value for mix design verification
only.
eThe Engineer determines percent of theoretical maximum density under California Test 375
except the Engineer uses:
1. AASHTO T 275, Method A, to determine in-place density of each density core instead of
using the nuclear gauge
2. AASHTO T 209, Method A to determine theoretical maximum density instead of
calculating test maximum density.
fThe Engineer determines theoretical maximum density under AASHTO T 209, Method A, at the
frequency specified in California Test 375, Part 5. D.
39-3.01 D(5)(b) Asphalt Rubber Binder
39-3.01 D(5)(b)(i) General
The Department does not use asphalt rubber binder design profile for production acceptance.
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39-3.01 D(5)(b)(ii) Asphalt Modifier
The Department accepts asphalt modifier based on compliance with the requirements shown in the
following table:
Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Viscosityat 100 °C (M2/S x 10-6) ASTM D445 X ±3a
Flash point min, °C ASTM D92 207
Molecular Analysis
Asphaltenes (max, % by mass ASTM D2007 0.1
(max)
Aromatics (min % by mass) ASTM D2007 55
aThe symbol "X" is the asphalt modifier viscosity.
39-3.01 D(5)(b)(iii) Crumb Rubber Modifier
The Department accepts scrap tire CRM and high natural CRM based on compliance with the
requirements shown in the following table:
Crumb Rubber Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Scrap tire CRM gradation California Test 385 100
(% passing No. 8 sieve)
High natural CRM gradation California Test 385 100
(% passing No. 10 sieve)
Wire in CRM (max, %) California Test 385 0.01
Fabric in CRM (max, %) California Test 385 0.05
CRM particle length (max, in) -- 3/16
CRM specific gravity California Test 208 1.1-1.2
Scrap tire CRM and high natural CRM are sampled and tested separately.
39-3.01 D(5)(b)(iv) Asphalt Rubber Binder
The Department accepts asphalt rubber binder based on compliance with the requirements shown in the
following table:
Quality characteristic Test method Requirement
Cone penetration at 25 °C (0.10 mm) ASTM D217 25-70
Resilience at 25 °C (min, % rebound) ASTM D5329 18
Softening point(°C) ASTM D36 52-74
Viscosity at 190 °C (centipoises) ASTM D7741 1,500-4,000
39-3.011)(5)(c)-39-3.011)(5)(f) Reserved
39-3.02 MATERIALS
39-3.02A General
Reserved
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39-3.028 Mix Design
For RHMA-G, the mix design must comply with the requirements shown in the following table:
RHMA-G Mix Design Requirements
Quality characteristic Test method Requirement
Air voids content(%) AASHTO T 2695 Ndesi n =4.0
Gyration compaction (no. of AASHTO T 312 Ndesign = 50-150
rations
Voids in mineral aggregate (min, SP-2 18.0-23.0
%) Asphalt Mixture
Volumetrics°
Dust proportion SP-2 Report only
Asphalt Mixture
Volumetrics
Hamburg wheel track AASHTO T 324
(min number of passes at 0.5-inch (Modified)d
rut depth)
Binder grade:
PG 58 15,000
PG 64 20,000
PG 70 25,000
Hamburg wheel track AASHTO T 324
(min number of passes at the (Modified)d
inflection point)
Binder grade:
PG 58 10,000
PG 64 10,000
PG 70 12,500
Moisture susceptibility, dry AASHTO T 283 100
strength (min, psi)
Moisture susceptibility, wet AASHTO T 283 ,e 70
strength (min, psi)
SCalculate the air voids content of each specimen using AASHTO T 275, Method A, to
determine bulk specific gravity and AASHTO T 209, Method A, to determine theoretical
maximum specific gravity. Under AASHTO T 209 use a digital manometer and pycnometer
when performing AASHTO T 209.
bSuperpave gyratory compactor ram pressure may be increased to a maximum of 825kPa, and
specimens may be held at a constant height for a maximum of 90 minutes.
°Measure bulk specific gravity using AASHTO T 275, Method A.
dTest plant produced HMA.
eFreeze thaw required.
Determine the amount of asphalt rubber binder to be mixed with the aggregate for RHMA-G as follows:
1. Base the calculations on the average of 3 briquettes produced at each asphalt rubber binder content.
2. Plot asphalt rubber binder content versus average air voids content for each set of 3 specimens and
connect adjacent points with a best-fit curve.
3. Calculate voids in mineral aggregate for each specimen, average each set, and plot the average
versus asphalt rubber binder content.
4. Calculate the dust proportion and plot versus asphalt rubber binder content.
5. From the curve plotted, select the theoretical asphalt rubber binder content at 4 percent air voids.
6. At the selected asphalt rubber binder content, calculate dust proportion.
7. Record the asphalt rubber binder content in the Contractor Hot Mix Asphalt Design Data Form as the
OBC.
The OBC must not fall below 7.5 percent by total weight of the mix.
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Laboratory mixing and compaction must comply with AASHTO R 35, except the mixing temperature of the
aggregate must be between 300 and 325 degrees F. The mixing temperature of the asphalt rubber binder
must be between 375 and 425 degrees F. The compaction temperature of the combined mixture must be
between 290 and 320 degrees F.
39-3.02C Asphalt Rubber Binder
39-3.02C(1) General
Asphalt rubber binder must be a combination of:
1. Asphalt binder
2. Asphalt modifier
3. CRM
The combined asphalt binder and asphalt modifier must be 80.0 ±2.0 percent by weight of the asphalt
rubber binder.
39-3.02C(2) Asphalt Modifier
Asphalt modifier must be a resinous, high flash point, and aromatic hydrocarbon, and must comply with
the requirements shown in the following table:
Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Viscosity at 100 °C (m /s x 10 ) ASTM D445 X ±3a
Flash point(min, °C) ASTM D92 207
Molecular Analysis
Asphaltenes (max, % by mass) ASTM D2007 0.1
Aromatics (min, % by mass) ASTM D2007 55
aThe symbol "X" is the proposed asphalt modifier viscosity. "X" must be between 19 and
36. A change in "X" requires a new asphalt rubber binder design.
Asphalt modifier must be from 2.0 to 6.0 percent by weight of the asphalt binder in the asphalt rubber
binder.
39-3.02C(3) Crumb Rubber Modifier
CRM must be a ground or granulated combination of scrap tire CRM and high natural CRM. CRM must
be 75.0 ±2.0 percent scrap tire CRM and 25.0 ±2.0 percent high natural CRM by total weight of CRM.
Scrap tire CRM must be from any combination of automobile tires, truck tires, or tire buffings.
The CRM must comply with the requirements shown in the following table:
Crumb Rubber Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Scrap tire CRM gradation California Test 385 100
passing No. 8 sieve
High natural CRM gradation California Test 385 100
(% passing No. 10 sieve)
Wire in CRM (max, %) California Test 385 0.01
Fabric in CRM (max, %) California Test 385 0.05
CRM particle length (max, in)a -- 3/16
CRM specific gravity California Test 208 1.1-1.2
Natural rubber content in high natural CRM ASTM D297 40.0-48.0
aTest at mix design and for certificate of compliance.
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CRM must be ground or granulated at ambient temperature. If steel and fiber are cryogenically separated,
separation must occur before grinding or granulating. Cryogenically produced CRM particles must be
ground or granulated and not pass through the grinder or granulator.
CRM must be dry, free-flowing particles that do not stick together. CRM must not cause foaming when
combined with the asphalt binder and asphalt modifier. You may add calcium carbonate or talc up to 3
percent by weight of CRM.
39-3.02C(4) Design and Profile
Design the asphalt rubber binder from testing you perform for each quality characteristic and for the
reaction temperatures expected during production. The profile must include the same component sources
for the asphalt rubber binder used. The 24-hour(1,440-minute) interaction period determines the design
profile. At a minimum, mix asphalt rubber binder components, take samples, and perform and record the
tests shown in the following table:
Asphalt Rubber Binder Reaction Design Profile
Quality Test Minutes of reaction a Limits
characteristic Method 45 60 90 120 240 360 1 1440
Cone penetration at ASTM X X X 25-70
25 °C 0.10 mm D217
Resilience at 25 °C ASTM X X X 18
min, % rebound D5329
Field softening point ASTM X X X 52-74
°C D36
Viscosity ASTM X X X X X X X 1,500—
centi oises D7741 4,000
aSix hours (360 minutes)after CRM addition, reduce the oven temperature to 275 °F for 16 hours.
After the 16-hour(960 minutes) cool down after CRM addition, reheat the binder to the reaction
temperature expected during production for sampling and testing at 24 hours (1,440 minutes).
b"X"denotes required testing
39-3.02C(5) Asphalt Rubber Binder Production
39-3.02C(5)(a) General
Deliver scrap tire CRM and high natural CRM in separate bags.
39-3.02C(5)(b) Mixing
Proportion and mix asphalt binder, asphalt modifier, and CRM simultaneously or premix the asphalt
binder and asphalt modifier before adding CRM. If you premix asphalt binder and asphalt modifier, mix
them for at least 20 minutes. When you add CRM, the asphalt binder and asphalt modifier must be from
375 to 440 degrees F.
After interacting for at least 45 minutes, the quality characteristics of asphalt rubber binder must comply
with the requirements shown in the following table:
Quality characteristic Test method Requirement
Cone penetration at 25 °C 0.10 mm ASTM D217 25-70
Resilience at 25 °C min, % rebound ASTM D5329 18
Softening point °C ASTM D36 52-74
Viscosity at 190 °C centi oises ASTM D7741 1,500-4,000
Do not use asphalt rubber binder during the first 45 minutes of the reaction period. During this period, the
asphalt rubber binder mixture must be between 375 degrees F and the lower of 425 or 25 degrees F
below the asphalt binder's flash point indicated in the MSDS.
If any asphalt rubber binder is not used within 4 hours after the reaction period, discontinue heating. If the
asphalt rubber binder drops below 375 degrees F, reheat before use. If you add more scrap tire CRM to
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the reheated asphalt rubber binder, the binder must undergo a 45-minute reaction period. The added
scrap tire CRM must not exceed 10 percent of the total asphalt rubber binder weight. Reheated and
reacted asphalt rubber binder must comply with the viscosity specifications. Do not reheat asphalt rubber
binder more than twice.
39-3.02D Aggregates
39-3.02D(1) General
For RHMA-G, before the addition of asphalt binder and lime treatment, the aggregate must comply with
the requirements shown in the following table:
Aggregate Quality
Quality characteristic Test method Requirement
Percent of crushed particles
Coarse aggregate (min, %)
One-fractured face --
Two-fractured faces AASHTO T 335 90
Fine aggregate (min, %)
(Passing No. 4 sieve
and retained on No. 8 sieve.)
One fractured face 70
Los Angeles Rattler(max, %)
Loss at 100 Rev. AASHTO T 96 12
Loss at 500 Rev. 40
Sand equivalent(min)a AASHTO T 176 47
Flat and elongated particles (max, % ASTM D4791 Report only
by weight at 5:1)
Fine aggregate angularity(min, %)° AASHTO T 304 45
Method A
aReported value must be the average of 3 tests from a single sample.
bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1.
Sections 4.7, 4.8, 7.1.2, 8.4.2 and 8.4.3 do not apply.
°The Engineer waives this specification if HMA contains 10 percent or less of
nonmanufactured sand by weight of total aggregate, except if your JMF fails
verification. Manufactured sand is fine aggregate produced by crushing rock or
gravel.
39-3.02D(2) Aggregate Gradations
The aggregate gradations for RHMA-G must comply with the requirements shown in the following table:
Aggregate Gradation Requirements
Type A HMA pavement thickness Gradation
0.10 to less than 0.20 foot 1/2 inch
0.20 foot and greater 3/4 inch
For RHMA-G, the aggregate gradations must be within the target value limits for the specified sieve size
shown in the following tables:
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Aggregate Gradation
(Percentage Passing)
Rubberized Hot Mix Asphalt-Gap Graded (RHMA-G)
3/4-inch RHMA-G
Sieve Sizes Target Value Limits Allowable Tolerance
1" 100 --
3/4" 95-98 TV± 5
1/2" 83-87 TV± 6
3/8" 65-70 TV± 5
No. 4 28-42 TV± 6
No. 8 14-22 TV± 5
No. 200 0-6 TV±2
1/2-inch RHMA-G
Sieve Sizes Target Value Limits Allowable Tolerance
3/4" 100
1/2" 90-98 TV± 6
3/8" 83-87 TV± 5
No. 4 28-42 TV± 6
No. 8 14-22 TV± 5
No. 200 0-6 TV±2
39-3.02E Rubberized Hot Mix Asphalt Production
Asphalt rubber binder must be from 375 to 425 degrees F when mixed with aggregate.
If the dry and wet moisture susceptibility test result for treated plant-produced RHMA-G is less than the
RHMA-G mix design requirement for dry and wet moisture susceptibility strength, the minimum dry and
wet strength requirement is waived, but you must use one of the following treatments:
1. Aggregate lime treatment using the slurry method
2. Aggregate lime treatment using the dry lime method
3. Liquid antistrip treatment of HMA
39-3.03 CONSTRUCTION
Use a material transfer vehicle when placing RHMA-G.
Do not use a pneumatic tired roller to compact RHMA-G.
For RHMA-G placed under method compaction:
1. Only spread and compact if the atmospheric temperature is at least 55 degrees F and the surface
temperature is at least 60 degrees F.
2. Complete the 1st coverage of breakdown compaction before the surface temperature drops below
285 degrees F.
3. Complete breakdown and intermediate compaction before the surface temperature drops below 250
degrees F.
4. Complete finish compaction before the surface temperature drops below 200 degrees F.
5. If the atmospheric temperature is below 70 degrees F, cover loads in trucks with tarps. The tarps
must completely cover the exposed load until you transfer the mixture to the paver's hopper or to the
pavement surface. Tarps are not required if the time from discharge to truck until transfer to the
paver's hopper or the pavement surface is less than 30 minutes.
Spread sand at a rate between 1 and 2 Ib/sq yd on new RHMA-G pavement when finish rolling is
complete. Sand must be free of clay or organic matter. Sand must comply with section 90-1.02C(3). Keep
traffic off the pavement until spreading sand is complete.
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39-3.04 PAYMENT
Not Used
39-4 OPEN GRADED FRICTION COURSES
39-4.01 GENERAL
39-4.01A Summary
Section 39-4 includes specifications for producing and placing open graded friction courses. Open graded
friction courses include HMA-O, RHMA-O, and RHMA-O-HB.
You may produce OGFC using a warm mix asphalt technology.
39-4.01B Definitions
Reserved
39-4.01C Submittals
Submit a complete JMF, except do not specify an asphalt binder content.
39-4.01 D Quality Control and Assurance
39-4.01 D(1) General
Reserved
39-4.01 D(2) Quality Control
39-4.01 D(2)(a) General
Reserved
39-4.01 D(2)(b) Asphalt Rubber Binder
For RHMA-O and RHMA-O-HB, the asphalt rubber binder must comply with the specifications in 39-
3.01 D(2)(b).
39-4.01 D(2)(c) Aggregate
Test the quality characteristics of aggregate under the test methods and frequencies shown in the
following table:
Aggregate Testing Frequencies
Quality characteristic Test method Minimum testing frequency
Gradation AASHTO T 27 1 per 750 tons and any
remaining part
Moisture contents AASHTO T 329 1 per 1500 tons and any
remaining part
Crushed particles AASHTO T 335 1 per 10,000 tons or 2 per
Los Angeles rattler AASHTO T 96 project, whichever is greater
Flat and elongated ASTM D4791
particles
aTest at continuous mixing plants only
For lime treated aggregate, test aggregate before treatment and test for gradation and moisture content
during OGFC production.
39-4.01 D(2)(d) Hot Mix Asphalt Production
Test the quality characteristics of OGFC under the test methods and frequencies shown in the following
table:
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OGFC Testing Frequencies
Quality characteristic Test method Minimum testing
frequency
Asphalt binder content AASHTO T 308 1 per 750 tons and any
Method A remaining part
HMA moisture content AASHTO T 329 1 per 2,500 tons but not
less than 1 per paving day
39-4.01D(3) Department Acceptance
39-4.01 D(3)(a) General
The Department accepts OGFC based on compliance with:
1. Aggregate quality requirements shown in the following table:
Aggregate Quality
Quality characteristic Test method Requirement
Aggregate gradation AASHTO T 27 JMF ±
Tolerance
Percent of crushed particles
Coarse aggregate (min, %)
One-fractured face 90
Two-fractured faces AASHTO T 335 90
Fine aggregate (min, %)
(Passing No. 4 sieve
and retained on No. 8 sieve.)
One fractured face 90
Los Angeles Rattler(max, %)
Loss at 100 Rev. AASHTO T 96 12
Loss at 500 Rev. 40
Flat and elongated particles (max, % ASTM D4791 Report only
by weight 5:1)
2. In-place OGFC quality requirements shown in the following table:
OGFC Acceptance In Place
Quality characteristic Test method Requirement
Asphalt binder content(%) AASHTO T 308
JMF-0.4, +0.5
Method A
HMA moisture content(max, %) AASHTO T 329 1
39-4.01 D(3)(b) Asphalt Rubber Binder
The Department accepts asphalt rubber binder in RHMA-O and RHMA-O-HB under 39-3.01 D(5)(b).
39-4.01 D(3)(c) Pavement Smoothness
Pavement smoothness of OGFC must comply with the Mean Roughness Index requirements shown in
the following table for a 0.1 mile section:
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OGFC Pavement Smoothness Acceptance Criteria
OGFC placement on Mean Roughness Index
requirement
New construction or HMA overlay 60 in/mi or less
Existing pavement 75 in/mi or less
Milled surface 75 in/mi or less
39-4.01 D(3)(d)-39-4.01 D(3)(f) Reserved
39-4.02 MATERIALS
39-4.02A General
When mixed with asphalt binder, aggregate must not be more than 325 degrees F except aggregate for
OGFC with unmodified asphalt binder must be not more than 275 degrees F.
39-4.028 Mix Design
The Department determines the asphalt binder content under California Test 368 within 20 days of your
complete JMF submittal and provides you a Caltrans Hot Mix Asphalt Verification form.
For OGFC, the 1st paragraph of section 39-1.02B(1)does not apply.
39-4.02C Asphalt Binder
Asphalt rubber binder in RHMA-O and RHMA-O-HB must comply with section 39-3.02B.
39-4.02D Aggregate
39-4.02D(1) General
Aggregate must comply with the requirements shown in the following table:
Aggregate Quality
Quality characteristic Test method Requirement
Percent of crushed particles
Coarse aggregate (min, %)
One-fractured face --
Two-fractured faces AASHTO T 335 90
Fine aggregate (min, %)
(Passing No. 4 sieve
and retained on No. 8 sieve.)
One fractured face 90
Los Angeles Rattler(max, %)
Loss at 100 Rev. AASHTO T 96 12
Loss at 500 Rev. 40
Flat and elongated particles (max, % ASTM D4791 Report only
by weight at 5:1)
39-4.02D(2) Aggregate Gradations
The aggregate gradations for HMA-0 must comply with the requirements shown in the following table:
Aggregate Gradation Requirements
HMA-0 pavement thickness Gradation
Greater than 0.10 to less than 0.15 foot 1/2 inch
0.15 foot and greater 1 inch
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The aggregate gradations for RHMA-O and RHMA-O-HB must comply with the requirements shown in
the following table:
Aggregate Gradation Requirements
RHMA-O and RHMA-O-HB pavement Gradation
thickness
Greater than 0.10 foot 1/2 inch
For RHMA-O and RHMA-O-HB, the 1-inch aggregate gradation is not allowed.
For OGFC, the aggregate gradations must be within the target value limits for the specified sieve size
shown in the following tables:
Aggregate Gradations
(Percentage Passing)
Open Graded Friction Course (OGFC)
1-inch OGFC
Sieve size Target value limit Allowable tolerance
1 1/2" 100 --
1" 99-100 TV± 5
3/4" 85-96 TV± 5
1/2" 55-71 TV± 6
No. 4 10-25 TV± 7
No. 8 6-16 TV± 5
No. 200 0-6 TV±2
1/2-inch OGFC
Sieve size Target value limit Allowable tolerance
3/4" 100
1/2" 95-100 TV± 6
3/8" 78-89 TV± 6
No. 4 28-37 TV± 7
No. 8 7-18 TV± 5
No. 30 0-10 TV±4
No. 200 0-3 TV±2
If lime treatment is required, you may reduce the lime ratio for the combined aggregate from 1.0 to 0.5
percent for OGFC.
39-4.03 CONSTRUCTION
Use a material transfer vehicle when placing OGFC.
If the atmospheric temperature is below 70 degrees F, cover loads in trucks with tarps. The tarps must
completely cover the exposed load until you transfer the mixture to the paver's hopper or to the pavement
surface. Tarps are not required if the time from discharge to truck until transfer to the paver's hopper or
the pavement surface is less than 30 minutes.
Apply a tack coat before placing OGFC. The tack coat application rate must comply with the requirements
of the following table:
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Tack Coat Application Rates for OGFC
Minimum Residual Rates (gal/sq yd)
CSS1/CSS1 h, CRS1/CRS2, Asphalt Binder and
OGFC over: SS1/SS1 h and RS1/RS2 and PMRS2/PMCRS2
QS h/CQS1 h QS1/CQS1 and
Asphaltic Asphaltic PMRS2h/PMCRS2h
Emulsion Emulsion Asphaltic Emulsion
New HMA 0.03 0.04 0.03
PCC and existing AC surfacing 0.05 0.06 0.04
Planed pavement 0.06 0.07 0.05
Compact OGFC with steel-tired, 2-axle tandem rollers. If placing over 300 tons of OGFC per hour, use at
least 3 rollers for each paver. If placing less than 300 tons of OGFC per hour, use at least 2 rollers for
each paver. Each roller must weigh between 126 to 172 Ib per linear inch of drum width. Turn the vibrator
off.
Compact OGFC with 2 coverages. The Engineer may order fewer coverages if the layer thickness of
OGFC is less than 0.20 foot.
For HMA-0 with unmodified asphalt binder:
1. Spread and compact only if the atmospheric temperature is at least 55 degrees F and the surface
temperature is at least 60 degrees F.
2. Complete the 1st coverage using 2 rollers before the surface temperature drops below 240 degrees
F.
3. Complete all compaction before the surface temperature drops below 200 degrees F.
For HMA-0 with modified asphalt binder except asphalt rubber binder:
1. Spread and compact only if the atmospheric temperature is at least 50 degrees F and the surface
temperature is at least 50 degrees F.
2. Complete the 1st coverage using 2 rollers before the surface temperature drops below 240 degrees
F.
3. Complete all compaction before the surface temperature drops below 180 degrees F.
For RHMA-O and RHMA-O-HB:
1. Spread and compact only if the atmospheric temperature is at least 55 degrees F and surface
temperature is at least 60 degrees F.
2 Complete the 1st coverage using 2 rollers before the surface temperature drops below 280 degrees
F.
3. Complete compaction before the surface temperature drops below 250 degrees F.
Spread sand at a rate between 1 and 2 Ib/sq yd on new RHMA-O and RHMA-O-HB pavement when
finish rolling is complete. Sand must be free of clay or organic matter. Sand must comply with section 90-
1.02C(3). Keep traffic off the pavement until spreading sand is complete.
If you choose to correct OGFC for smoothness, the Engineer determines if the corrective method causes
raveling. OGFC that is raveling must be removed and replaced.
39-4.04 PAYMENT
Not Used
39-5 BONDED WEARING COURSES
39-5.01 GENERAL
39-5.01A General
39-5.01A(1) Summary
Section 39-5 includes specifications for producing and placing bonded wearing courses.
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BWC includes placing a polymer modified asphaltic emulsion and the specified HMA in a single pass with
an integrated paving machine.
BWC using RHMA-G, RHMA-O, or HMA-0 must comply with the specifications for RHMA-G, RHMA-O, or
HMA-O.
39-5.01A(2) Definitions
Reserved
39-5.01A(3) Submittals
With your JMF submittal, include:
1. Asphaltic emulsion membrane target residual rate
2. Weight ratio of water to bituminous material in the original asphaltic emulsion
Within 3 business days following the 1 st job site delivery, submit test results for asphaltic emulsion
properties performed on a sample taken from the asphaltic emulsion delivered.
Within 1 business day of each job site delivery of asphaltic emulsion, submit to METS a 2-quart sample
and a certificate of compliance. Ship each sample so that it is received at METS within 48 hours of
sampling.
Each day BWC is placed, submit the residual and application rate for the asphaltic emulsion membrane.
During production, submit certified volume or weight slips for the materials supplied.
39-5.01A(4) Quality Control and Assurance
39-5.01A(4)(a) General
For each job site delivery of asphaltic emulsion, take a 2-quart sample in the presence of the Engineer.
Take samples from the delivery truck at mid-load from a sampling tap or thief. If the sample is taken from
the tap, draw and discard 4 quarts before sampling.
If you unload asphalt binder or asphaltic emulsion into a bulk storage tank, do not use material from the
tank until you submit test results for a sample taken from the bulk storage tank. Testing must be
performed by an AASHTO-accredited laboratory.
39-5.01A(4)(b) Quality Control
Sample BWC in two 1-gallon metal containers.
The asphaltic emulsion membrane must be tested under ASTM D2995 at least once per paving day at
the job site.
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39-5.01A(4)(c) Department Acceptance
The Department accepts asphaltic emulsion membrane based on compliance with the requirements
shown in the following tables:
Asphaltic Emulsion Membrane
Quality characteristic Test method Requirement
Saybolt Furol Viscosity at 25 °C (SFS)a AASHTO T 59 20-100
Sieve test on original emulsion at time of AASHTO T 59 0.05
delivery(max, %)
24-hour storage stability(max, %) AASHTO T 59 1
Residue by evaporation (min, %) California Test 63
331
Tests on residue from evaporation test:
Torsional recovery, measure entire arc of California Test 40
recovery at 25 °C min, % 332
Penetration at 25 °C (0.01 mm) AASHTO T 49
PG76-22 M 50-70
PG64-28 M 150-200
a SFS means Saybolt Furol seconds
The Department accepts the BWC based on the submitted asphaltic emulsion membrane target residual
rate±0.02 gal/sq yd when tested under ASTM D2995.
39-5.01B Materials
39-5.01B(l) General
Reserved
39-5.01 B(2) Asphaltic Emulsion Membrane
The asphaltic emulsion membrane must comply with the requirements shown in the following table:
Asphaltic Emulsion Membrane
Quality characteristic Test method Requirement
Saybolt Furol Viscosity at 25 °C (SFS)a AASHTO T 59 20-100
Sieve test on original emulsion at time of AASHTO T 59 0.05
delivery(max, %)
24-hour storage stability(max, %) AASHTO T 59 1
Residue by evaporation (min, %) California Test 63
331
Tests on residue from evaporation test:
Torsional recovery, measure entire arc of California Test 40
recovery at 25 °C (min, %) 332
Penetration at 25 °C (0.01 mm) AASHTO T 49
PG76-22 M 50-70
PG64-28 M 150-200
a SFS means Saybolt Furol seconds
39-5.01B(3) Reserved
39-5.01C Construction
39-5.01C(l) General
Use method compaction for BWC.
Do not dilute the asphaltic emulsion.
Do not place BWC if rain is forecast for the project area within 24 hours by the National Weather Service.
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39-5.01C(2) Spreading and Compacting Equipment
Use a material transfer vehicle when placing BWC.
Use an integrated distributor paver capable of spraying the asphaltic emulsion membrane, spreading the
HMA, and leveling the mat surface in 1 pass.
Apply asphaltic emulsion membrane at a uniform rate for the full paving width. The asphaltic emulsion
membrane must not be touched by any part of the paver including wheels or tracks.
If the spray bar is adjusted for changing pavement widths, the paver must prevent excess spraying of
asphaltic emulsion beyond 2 inches of the HMA edge.
39-5.01C(3) Applying Asphaltic Emulsion
Before spreading HMA, apply asphaltic emulsion membrane on dry or damp pavement with no free water.
Apply asphaltic emulsion when the atmospheric and pavement temperatures are above:
1. 50 degrees F if PG 76-22 M is specified
2. 45 degrees F if PG 64-28 M is specified
Apply emulsion at a temperature from 120 to 180 degrees F and in a single application at the residual
rate specified for the condition of the underlying surface. Asphaltic emulsion membrane must have a
target residual rate for the surfaces to receive the emulsion as shown in the following table:
Asphaltic Emulsion Membrane Target Residual Rate
Surface to receive asphaltic emulsion membrane Target residual rates (gal/sq yd)
PCC pavement 0.09-0.11
Dense, compacted, new HMA pavement 0.11-0.14
Open textured, dry, aged or oxidized existing AC 0.13-0.17
pavement
If requested and authorized, you may change the asphaltic emulsion membrane application rates.
39-5.01C(4) Placing and Compacting Hot Mix Asphalt
Construct a transverse joint if the HMA remains in the paver for more than 30 minutes.
Do not reintroduce HMA spread over asphaltic emulsion membrane into the paving process.
Do not overlap or hot lap HMA. Pave through lanes after paving adjacent:
1. Shoulders
2. Tapers
3. Transitions
4. Road connections
5. Driveways
6. Curve widenings
7. Chain control lanes
8. Turnouts
9. Turn pockets
10. Ramps
For BWC placed on areas adjacent to through lanes that extend into the through lanes, cut the BWC to a
neat, straight vertical line at the lane line.
If you spill asphaltic emulsion into the paver hopper, stop paving and remove the contaminated material.
39-5.01D Payment
Not Used
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39-5.02 BONDED WEARING COURSES-GAP GRADED
39-5.02A General
39-5.02A(1) Summary
Section 39-5.02 includes specifications for producing bonded wearing course-gap graded.
39-5.02A(2) Definitions
Reserved
39-5.02A(3) Submittals
Include film thickness and calculations and AASHTO T 305 results with your JMF submittal.
39-5.02A(4) Quality Control and Assurance
39-5.02A(4)(a) General
Reserved
39-5.02A(4)(b) Quality Control
39-5.02A(4)(b)(i) General
Reserved
39-5.02A(4)(b)(ii) Aggregate
Test the quality characteristics of aggregate under the test methods and frequencies shown in the
following table:
Aggregate Testing Frequencies
Quality characteristic Test method Minimum testing frequency
Gradation AASHTO T 27 1 per 750 tons and any
Sande uivalenta AASHTO T 176 remaining part
Moisture content° AASHTO T 329 1 per 1500 tons and any
remaining part
Crushed particles AASHTO T 335
Los Angeles rattler AASHTO T 96
Flat and elongated ASTM D4791 1 per 10,000 tons or 2 per
particles project, whichever is greater
Fine aggregate AASHTO T 304
angularity Method A
aReported value must be the average of 3 tests from a single sample.
bUse of a sand reading indicator is required as shown in AASHTO T 176,
Figure 1. Sections 4.7, 4.8, 7.1.2, 8.4.2, and 8.4.3 do not apply.
°Test at continuous mixing plants only.
For lime treated aggregate, test aggregate before treatment and test for gradation and moisture content
during BWC-G production.
39-5.02A(4)(b)(iii) Hot Mix Asphalt Production
Sample BWC in two 1-gallon metal containers.
Test the quality characteristics of BWC-G under the test methods and frequencies shown in the following
table:
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BWC-G Testing Frequencies
Quality characteristic Test method Minimum testing
frequency
Asphalt binder content AASHTO T 308 1 per 750 tons and any
Method A remaining part
HMA moisture content AASHTO T 329 1 per 2,500 tons but not
less than 1 per paving day
39-5.02A(4)(b)(iv)-39-5.02A(4)(b)(vii) Reserved
39-5.02A(4)(c) Department Acceptance
The Department accepts BWC-G based on compliance with:
1. Asphalt binder content at JMF-0.4, +0.5 percent when tested under AASHTO T 308, Method A.
2. Aggregate quality requirements shown in the following table:
Aggregate Quality
Quality characteristic Test method Requirement
Aggregate gradation AASHTO T 27 JMF ±
Tolerance
Percent of crushed particles
Coarse aggregate (min, %)
One-fractured face --
Two-fractured faces AASHTO T 335 90
Fine aggregate (min, %)
(Passing No. 4 sieve
and retained on No. 8 sieve.)
One fractured face 85
Los Angeles Rattler(max, %)
Loss at 100 Rev. AASHTO T 96 12
Loss at 500 Rev. 35
Sand equivalent(min) AASHTO T 176 47
Flat and elongated particles (max, % ASTM D4791 25
by weight at 5:1)
Fine aggregate angularity(min, %) AASHTO T 304 45
Method A
aReported value must be the average of 3 tests from a single sample.
bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1.
Sections 4.7, 4.8, 7.1.2, 8.4.2 and 8.4.3 do not apply.
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The Department accepts asphaltic emulsion membrane based on compliance with the requirements
shown in the following tables:
Asphaltic Emulsion Membrane
Quality characteristic Test method Requirement
Saybolt Furol Viscosity at 25 °C (SFS)a AASHTO T 59 20-100
Sieve test on original emulsion at time of AASHTO T 59 0.05
delivery(max, %)
24-hour storage stability(max, %) AASHTO T 59 1
Residue by evaporation (min, %) California Test 63
331
Tests on residue from evaporation test:
Torsional recovery, measure entire arc of California Test 40
recovery at 25 °C (min, %) 332
Penetration at 25 °C (0.01 mm) AASHTO T 49
PG76-22 M 50-70
PG64-28 M 150-200
a SFS means Saybolt Furol seconds
39-5.028 Materials
39-5.02B(1) General
Reserved
39-5.028(2) Mix Design
For BWC-G, the 1st paragraph of section 39-1.02B(1)does not apply.
Determine the proposed OBC from a mix design that complies with the requirements shown in the
following table:
Hot Mix Asphalt Mix Design Requirements
Quality characteristic Test method Requirement
Film thickness (min, µm) Asphalt Institute MS-2 12
Table 6.1 a
Drain down (max, %) AASHTO T 305 0.1
a Film thickness is calculated based on the effective asphalt content and
determined as follows:
FT = ( Pbe SA x Gb x 1000 ) 10 6
Where:
FT = Film thickness in µm
Pbe = Effective asphalt content by total weight of mix using SP-2
Asphalt Mixture
SA= Estimated surface area of the aggregate blend in m2/kg from
Table 6.1 in the Asphalt Institute Manual Series No. 2 (MS-2).
Gb= Specific gravity of asphalt binder
b Combine aggregate and asphalt at the asphalt binder supplier's
instructed mixing temperature. Coated aggregates that fall through the
wire basket during loading must be returned to the basket before
conditioning at 350 °F for 1 hour.
The OBC must be greater than 4.9 percent by total weight of mix.
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39-5.02B(3) Asphalt Binder
Reserved
39-5.02B(4) Aggregate
The aggregate must comply with the requirements shown in the following table:
Aggregate Quality
Quality characteristic Test method Requirement
Percent of crushed particles
Coarse aggregate (min, %)
One-fractured face --
Two-fractured faces AASHTO T 335 90
Fine aggregate (min, %)
(Passing No. 4 sieve
and retained on No. 8 sieve.)
One fractured face 85
Los Angeles Rattler(max, %)
Loss at 100 Rev. AASHTO T 96 12
Loss at 500 Rev. 35
Sandequivalent min AASHTO T 176 47
Flat and elongated particles (max, % ASTM D4791 25
by weight @ 5:1)
Fine aggregate angularity(min, %) AASHTO T 304 45
Method A
aReported value must be the average of 3 tests from a single sample.
bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1.
Sections 4.7, 4.8, 7.1.2, 8.4.2 and 8.4.3 do not apply.
The aggregate gradations for BWC-G must comply with the requirements shown in the following table:
Aggregate Gradation Requirements
BWC-G pavement thickness Gradation
less than 0.08 footNo. 4 or 3/8 inch
0.08 foot and greater 1 1/2 inch
The proposed aggregate gradation must be within the TV limits for the specified sieve sizes shown in the
following tables:
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329
Aggregate Gradation
(Percentage Passing)
Bonded Wearing Course—Gap Graded
1/2-inch BWC-G
Sieve sizes Target value limits Allowable tolerance
3/4" 100
1/2" 80-100 TV±6
3/8" 55-80 TV±6
No. 4 25-40 TV±7
No. 8 19-32 TV±5
No. 16 16-22 TV±5
No. 30 10-18 TV±4
No. 50 8-13 TV±4
No. 100 6-10 TV±2
No. 200 4.0-7.0 TV±2
3/8-inch BWC-G
Sieve sizes Target value limits Allowable tolerance
1/2" 100 --
3/8" 80-100 TV±6
No. 4 25-40 TV±7
No. 8 19-32 TV±5
No. 16 16-22 TV±5
No. 30 10-18 TV±4
No. 50 8-13 TV±4
No. 100 7-11 TV±2
No. 200 6.0-10.0 TV±2
No. 4 BWC-G
Sieve sizes Target value limits Allowable tolerance
1/2" 100 --
3/8" 95-100 TV±2
No. 4 42-55 TV±7
No. 8 19-32 TV±5
No. 16 16-22 TV±5
No. 30 10-18 TV±4
No. 50 8-13 TV±4
No. 100 7-11 TV±2
No. 200 6.0-10.0 TV±2
39-5.02C Construction
Not Used
39-5.02D Payment
Not Used
39-6 HOT MIX ASPHALT ON BRIDGE DECKS
39-6.01 GENERAL
Section 39-6 includes specifications for producing and placing hot mix asphalt on bridge decks.
HMA used for bridge decks must comply with the specifications for Type A HMA in section 39-2.
39-6.02 MATERIALS
Do not use the 1-inch or 3/4-inch aggregate gradation for HMA on bridge decks.
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The grade of asphalt binder for HMA must be PG 64-10 or PG 64-16.
39-6.03 CONSTRUCTION
Spread and compact HMA on bridge decks using method compaction.
If a concrete expansion dam is to be placed at a bridge deck expansion joint, tape oil-resistant
construction paper to the deck over the area to be covered by the dam before placing the tack coat and
HMA across the joint.
Apply tack coat at the minimum residual rate specified in section 39-1.03C(5). For HMA placed on a deck
seal, use the minimum residual rate specified for PCC.
For HMA placed on a deck seal:
1. Place the HMA within 7 days after installing the deck seal.
2. If a paper mask is placed on the deck under section 54-5.03, place the HMA continuously across the
paper mask.
3. Place HMA in at least 2 approximately equal layers.
4. For placement of the 1st HMA layer:
4.1. Comply with the HMA application temperature recommended by the deck seal manufacturer.
4.2. Deliver and place HMA using equipment with pneumatic tires or rubber-faced wheels. Do not
operate other vehicles or equipment on the bare deck seal.
4.3. Deposit HMA on the deck seal in such a way that the deck seal is not damaged. Do not use a
windrow.
4.4. Place HMA in a downhill direction on bridge decks with grades over 2 percent.
4.5. Self-propelled spreading equipment is not required.
39-6.04 PAYMENT
Not Used
39-7 MINOR HOT MIX ASPHALT
39-7.01 GENERAL
39-7.01A Summary
Section 39-7 includes specifications for producing and placing minor hot mix asphalt.
Minor HMA must comply with section 39-2 except as specified in this section 39-7.
39-7.0113 Definitions
Reserved
39-7.01C Submittals
The QC plan, test results, and inertial profiler specifications in sections 39-1.01C(3), 39-1.01C(4), 39-
1.01 C(13)(c)—(d)do not apply.
39-7.01 D Quality Control and Assurance
39-7.01 D(1) General
For minor HMA, the JMF renewal, inertial profiler certifications and testing, and prepaving meeting
specifications in sections 39-1.01 D(4), 39-1.01 D(6)(c), and 39-1.01 D(7)do not apply.
Test pavement smoothness with a 12 foot straightedge.
39-7.01 D(2) Quality Control
For minor HMA, section 39-2.01 D(2)applies except testing for compliance with the following quality
characteristics is not required:
1. Flat and elongated particles
2. Fine aggregate angularity
3. Hamburg wheel track
4. Moisture susceptibility
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39-7.01 D(3) Department Acceptance
The Department accepts minor HMA under section 39-2.01 D(5)except compliance with the following
quality characteristics is not required:
1. Flat and elongated particles
2. Fine aggregate angularity
3. Hamburg wheel track
4. Moisture susceptibility
39-7.02 MATERIALS
39-7.02A General
Reserved
39-7.0213 Mix Design
The mix design for minor HMA must comply with section 39-2.028 except the Hamburg wheel track and
moisture susceptibility requirements do not apply.
39-7.02C Asphalt Binder
The grade of asphalt binder for minor HMA must be PG-64-10 or PG-64-16.
39-7.02D Liquid Antistrip Treatment
Treat minor HMA with liquid antistrip.
39-7.03 CONSTRUCTION
Not Used
39-7.04 PAYMENT
Not Used
39-8-39-10 RESERVED
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
40 CONCRETE PAVEMENT
07-19-13
Replace the headings and paragraphs in section 40 with:
07-19-13
40-1 GENERAL
40-1.01 GENERAL
40-1.01A Summary
Section 40-1 includes general specifications for constructing concrete pavement.
40-1.0113 Definitions
concrete raveling: Progressive disintegration of the pavement surface resulting from dislodged
aggregate.
full depth crack: Crack that runs from one edge of the slab to the opposite or adjacent side of the slab,
except a crack parallel to and within 0.5 foot of either side of a planned contraction joint
working crack: Crack that extends through the full depth of the slab and is parallel to and within 0.5 foot
of either side of a planned contraction joint.
action limit: Value at which corrective actions must be made while production may continue.
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suspension limit: Value at which production must be suspended while corrections are made.
40-1.01C Submittals
40-1.01C(l) General
At least 15 days before delivery to the job site, submit manufacturer's recommendations and instructions
for storage and installation of:
1. Threaded tie bar splice couplers
2. Joint filler
As an informational submittal, submit calibration documentation and operational guidelines for frequency
measuring devices (tachometer)for concrete consolidation vibrators.
Submit updated quality control charts each paving day.
40-1.01C(2) Certificates of Compliance
Submit a certificate of compliance for:
1. Tie bars
2. Threaded tie bar splice couplers
3. Dowel bars
4. Tie bar baskets
5. Dowel bar baskets
6. Joint filler
7. Epoxy powder coating
40-1.01 C(3) Quality Control Plan
Submit a concrete pavement QC plan. Allow 30 days for review.
40-1.01C(4) Mix Design
At least 15 days before testing for mix proportions, submit a copy of the AASHTO accreditation for your
laboratory determining the mix proportions. At least 15 days before starting field qualification, submit the
proposed concrete mix proportions, the corresponding mix identifications, and laboratory test reports
including the modulus of rupture for each trial mixture at 10, 21, 28, and 42 days.
40-1.01C(5) Concrete Field Qualification
Submit field qualification data and test reports including:
1. Mixing date
2. Mixing equipment and procedures used
3. Batch volume in cubic yards. The minimum batch size is 5 cu yd.
4. Type and source of ingredients used
5. Penetration of the concrete
6. Air content of the plastic concrete
7. Age and strength at time of concrete beam testing
Field qualification test reports must be certified with a signature by an official in responsible charge of the
laboratory performing the tests.
40-1.01C(6) Cores
Submit for authorization the name of the laboratory you propose to use for testing the cores for air
content.
Submit each core in an individual plastic bag marked with a location description.
40-1.01C(7) Profile Data and Straightedge Measurements
At least 5 business days before start of initial profiling or changing profiler or operator, submit:
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1. Inertial profiler(IP) certification issued by the Department. The certification must not be more than 12
months old.
2. Operator certification for the IP issued by the Department. The operator must be certified for each
different model of IP device operated. The certification must not be more than 12 months old.
3. List of manufacturer's recommended test procedures for IP calibration and verification.
Within 2 business days after cross correlation testing, submit ProVAL profiler certification analysis report
for cross correlation test results performed on test section. ProVAL is FHWA's software. Submit the
certification analysis report to the Engineer and to the electronic mailbox address:
smoothness@dot.ca.gov
Within 2 business days after each day of inertial profiling, submit profile data to the Engineer and to the
electronic mailbox address:
smoothness@dot.ca.gov
Within 2 business days of performing straightedge testing, submit a report of areas requiring smoothness
correction.
40-1.01C(8)-40-1.01C(12) Reserved
40-1.01 D Quality Control and Assurance
40-1.01D(l) General
If the pavement quantity is at least 2000 cu yd, provide a QC manager.
Core pavement as described for, thickness, bar placement, and air content.
For the Department's modulus of rupture testing, assist the Engineer in fabricating test beams by
providing materials and labor.
Allow at least 25 days for the Department to schedule testing for coefficient of friction. Notify the Engineer
when the pavement is scheduled to be opened to traffic. Notify the Engineer when the pavement is ready
for testing which is the latter of:
1. Seven days after paving
2. When the pavement has attained a modulus of rupture of at least 550 psi
The Department tests for coefficient of friction within 7 days of receiving notification that the pavement is
ready for testing.
40-1.01D(2) Prepaving Conference
Schedule a prepaving conference at a mutually agreed upon time and place to meet with the Engineer.
Make the arrangements for the conference facility. Discuss QC plan and methods of performing each
item of the work.
Prepaving conference attendees must sign an attendance sheet provided by the Engineer. The prepaving
conference must be attended by your:
1. Project superintendent
2. QC manager
3. Paving construction foreman
4. Workers and your subcontractor's workers, including:
4.1. Foremen including subcontractor's Foremen
4.2. Concrete plant manager
4.3. Concrete plant operator
Do not start paving activities including test strips until the listed personnel have attended a prepaving
conference.
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40-1.01 D(3) Just-In-Time-Training
Reserved
40-1.01 D(4) Quality Control Plan
Establish, implement, and maintain a QC plan for pavement. The QC plan must describe the organization
and procedures used to:
1. Control the production process
2. Determine if a change to the production process is needed
3. Implement a change
The QC plan must include action and suspension limits and details of corrective action to be taken if any
process is out of those limits. Suspension limits must not exceed specified acceptance criteria.
The QC plan must address the elements affecting concrete pavement quality including:
1. Mix proportions
2. Aggregate gradation
3. Materials quality
4. Stockpile management
5. Line and grade control
6. Proportioning
7. Mixing and transportation
8. Placing and consolidation
9. Contraction and construction joints
10. Bar reinforcement placement and alignment
11. Dowel bar placement, alignment, and anchorage
12. Tie bar placement
13. Modulus of rupture
14. Finishing and curing
15. Protecting pavement
16. Surface smoothness
40-1.01 D(5) Mix Design
Use a laboratory that complies with ASTM C 1077 to determine the mix proportions for concrete
pavement. The laboratory must have a current AASHTO accreditation for:
1. AASHTO T 97 or ASTM C 78
2. ASTM C 192/C 192M
Make trial mixtures no more than 24 months before field qualification.
Using your trial mixtures, determine the minimum cementitious materials content. Use your value for
minimum cementitious material content for MC in equation 1 and equation 2 of section 90-1.02B(3).
To determine the minimum cementitious materials content or maximum water to cementitious materials
ratio, use modulus of rupture values of at least 570 psi for 28 days age and at least 650 psi for 42 days
age.
If changing an aggregate supply source or the mix proportions, produce a trial batch and field-qualify the
new concrete. The Engineer does not adjust contract time for performing sampling, testing, and qualifying
new mix proportions or changing an aggregate supply source.
40-1.01 D(6) Quality Control Testing
40-1.01 D(6)(a) General
Testing laboratories and testing equipment must comply with the Department's Independent Assurance
Program.
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40-1.01 D(6)(b) Concrete Mix
Before placing pavement, your mix design must be field qualified. Use an ACI certified "Concrete
Laboratory Technician, Grade I"to perform field qualification tests and calculations. Test for modulus of
rupture under California Test 523 at 10, 21, and 28 days of age.
When placing pavement, your quality control must include testing properties at the frequencies shown in
the following table:
QC Testing Frequency
Property Test method Minimum frequency
Cleanness value California Test 227 2 per da
Sandequivalent California Test 217 2 per da
Aggregate radation California Test 202 2 per da
Air content air entrainment specified) California Test 504 1 per hour
Air content(air entrainment not California Test 504 1 per 4 hours
specified)
Density California Test 518 1 per 4 hours
Penetration California Test 533 1 per 4 hours
Aggregate moisture meter calibration California Test 223 or 1 per day
California Test 226
a Check calibration of the plant moisture meter by comparing moisture meter readings
with California Test 223 or California Test 226 test results.
Maintain control charts to identify potential problems and assignable causes. Post a copy of each control
chart at a location determined by the Engineer.
Individual measurement control charts must use the target values in the mix proportions as indicators of
central tendency.
Develop linear control charts for:
1. Cleanness value
2. Sand equivalent
3. Fine and coarse aggregate gradation
4. Air content
5. Penetration
Control charts must include:
1. Contract number
2. Mix proportions
3. Test number
4. Each test parameter
5. Action and suspension limits
6. Specification limits
7. Quality control test results
For fine and coarse aggregate gradation control charts, record the running average of the previous 4
consecutive gradation tests for each sieve and superimpose the specification limits.
For air content control charts, the action limit is ±1.0 percent of the specified value. If no value is
specified, the action limit is ±1.0 percent of the value used for your approved mix design.
As a minimum, a process is out of control if any of the following occurs:
1. For fine and coarse aggregate gradation, 2 consecutive running averages of 4 tests are outside the
specification limits
2. For individual penetration or air content measurements:
2.1. One point falls outside the suspension limit line
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2.2. Two points in a row fall outside the action limit line
Stop production and take corrective action for out of control processes or the Engineer rejects
subsequent material.
Before each day's concrete pavement placement and at intervals not to exceed 4 hours of production,
use a tachometer to test and record vibration frequency for concrete consolidation vibrators.
40-1.01 D(6)(c) Pavement Smoothness
40-1.01 D(6)(c)(i) General
Notify the Engineer 2 business days before performing smoothness testing including IP calibration and
verification testing. The notification must include start time and locations by station.
Before testing the pavement smoothness, remove foreign objects from the surface, and mark the
beginning and ending station on the pavement shoulder.
Test pavement smoothness using an IP except use a 12-foot straightedge at the following locations:
1. Traffic lanes less than 1,000 feet in length including ramps, turn lanes, and acceleration and
deceleration lanes
2. Areas within 15 feet of manholes
3. Shoulders
4. Weigh-in-motion areas
5. Miscellaneous areas such as medians, gore areas, turnouts, and maintenance pullouts
40-1.01 D(6)(c)(ii) Straightedge Testing
Identify locations of areas requiring correction by:
1. Location Number
2. District-County-Route
3. Beginning station or post mile to the nearest 0.01 mile
4. For correction areas within a lane:
4.1. Lane direction as NB, SB, EB, or WB
4.2. Lane number from left to right in direction of travel
4.3. Wheel path as "L" for left, "R"for right, or"B"for both
5. For correction areas not within a lane:
5.1. Identify pavement area (e.g., shoulder, weight station, turnout)
5.2. Direction and distance from centerline as "L" for left or"R" for right
6. Estimated size of correction area
40-1.01 D(6)(c)(iii) Inertial Profile Testing
IP equipment must display a current certification decal with expiration date.
Conduct cross correlation IP verification test in the Engineer's presence before performing initial profiling.
Verify cross correlation IP verification test at least annually. Conduct 5 repeat runs of the IP on an
authorized test section. The test section must be on an existing concrete pavement surface 0.1 mile long.
Calculate a cross correlation to determine the repeatability of your device under Section 8.3.1.2 of
AASHTO R 56 using ProVAL profiler certification analysis with a 3 feet maximum offset. The cross
correlation must be a minimum of 0.92.
Conduct the following IP calibration and verification tests in the Engineer's presence each day before
performing inertial profiling:
1. Block test. Verify the height sensor accuracy under AASHTO R 57, section 5.3.2.3.
2. Bounce test. Verify the combined height sensor and accelerometer accuracy under AASHTO R 57,
section 5.3.2.3.2.
3. DMI test. Calibrate the accuracy of the testing procedure under AASHTO R 56, section 8.4.
4. Manufacturer's recommended tests.
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Collect IP data using the specified ProVAL analysis with 250 mm and IRI filters. Comply with the
requirements for data collection under AASHTO R 56.
For IP testing, wheel paths are 3 feet from and parallel to the edge of a lane. Left and right are relative to
the direction of travel. The IRI is the pavement smoothness along a wheel path of a given lane. The MRI
is the average of the IRI values for the left and right wheel path from the same lane.
Operate the IP according to the manufacturer's recommendations and AASHTO R 57 at 1-inch recording
intervals and a minimum 4 inch line laser sensor.
Collect IP data under AASHTO R 56.IP data must include:
1. Raw profile data for each lane.
2. ProVAL ride quality analysis report for the international roughness index(IRI)of left and right wheel
paths of each lane. Submit in pdf file format.
3. ProVAL ride quality analysis report for the mean roughness index(MRI)of each lane. Submit in pdf
file format.
4. ProVAL smoothness assurance analysis report for IRIs of left wheel path. Submit in pdf file format.
5. ProVAL smoothness assurance analysis report for IRIs of right wheel path. Submit in pdf file format.
6. GPS data file for each lane in GPS exchange. Submit in GPS eXchange file format.
7. Manufacturer's recommended IP calibration and verification tests results.
8. AASHTO IP calibration and verification test results including bounce, block, and distance
measurement instrument(DMI).
Submit the IP raw profile data in unfiltered electronic pavement profile file (PPF)format. Name the PPF
file using the following naming convention:
YYYYMM DD_TTCCCRRR_D_L_W_S_X_PT.PP F
where:
YYYY= year
MM = Month, leading zero
DD = Day of month, leading zero
TT = District, leading zero
CCC = County, 2 or 3 letter abbreviation as shown in section 1-1.08
RRR= Route number, no leading zeros
D =Traffic direction as NB, SB, WB, or EB
L = Lane number from left to right in direction of travel
W=Wheel path as "L"for left, "R"for right, or"B"for both
S = Beginning station to the nearest foot(e.g., 10+20)or beginning post mile to the nearest
hundredth (e.g., 25.06) no leading zero
X = Profile operation as "EXIST"for existing pavement, "PAVE"for after paving, or"CORR"for after
final surface pavement correction
PT= Pavement type (e.g., "concrete", etc.)
Determine IRIs using the ProVAL ride quality analysis with a 250 mm and IRI filters. While collecting the
profile data to determine IRI, record the following locations in the raw profile data:
1. Begin and end of all bridge approach slabs
2. Begin and end of all bridges
3. Begin and end of all culverts visible on the roadway surface
For each 0.1 mile section, your IRI values must be within 10 percent of the Department's IRI values. The
Engineer may order you to recalibrate your IP equipment and reprofile. If your results are inaccurate due
to operator error, the Engineer may disqualify your IP operator.
Determine the MRI for 0.1-mile fixed sections. A partial section less than 0.1 mile that is the result of an
interruption to continuous pavement surface must comply with the MRI specifications for a full section.
Adjust the MRI for a partial section to reflect a full section based on the proportion of a section paved.
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Determine the areas of localized roughness. Use the ProVAL smoothness assurance with a continuous
IRI for each wheel path, 25-foot interval, and 250 mm and IRI filters.
40-1.01 D(6)(c)(iv) Reserved
40-1.01 D(6)(d)-40-1.01 D(6)(h) Reserved
40-1.01D(7) Pavement Acceptance
40-1.01 D(7)(a) Acceptance Testing
40-1.01 D(7)(a)(i) General
The Department's acceptance testing includes testing the pavement properties at the minimum
frequencies shown in the following table:
Acceptance Testing
Property Test Method Frequency'
CRCP JPCP
Modulus of rupture (28 day) California Test 523 1,000 cu yd
Air content California Test 504 1 day's paving
Dowel bar placement -- Measurement' 700 sq yd
Tie bar placement -- Measurement' 4,000 sq yd
Thickness California Test 531 1,200 sq yd
Coefficient of friction California Test 342 1 day's paving
'A single test represents no more than the frequency specified.
bTested only when air entrainment is specified.
Pavement smoothness may be accepted based on your testing in the absence of the Department's
testing.
40-1.01 D(7)(a)(ii) Air Content
If air-entraining admixtures are specified, the Engineer uses a t-test to compare your QC test results with
the Department's test results. The t-value for test data is determined using the following equation:
t— 11 and S2_S,(11-1)+S,?(�,-1)
+— p rj+A,-2
7k 7�,
where:
n, = Number of your quality control tests (minimum of 6 required)
n, = Number of Department's tests (minimum of 2 required)
X, = Mean of your quality control tests
X„ = Mean of the Department's tests
Sp = Pooled standard deviation
(When n,= 1, Sp= S,)
S, = Standard deviation of your quality control tests
S, = Standard deviation of the Department's tests (when n,> 1)
The Engineer compares your QC test results with the Department's test results at a level of significance
of a= 0.01. The Engineer compares the t-value to tcrit, using degrees of freedom showing in the following
table:
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degrees of tcrit
freedom (for a= 0.01)
(nc+nv-2)
1 63.657
2 9.925
3 5.841
4 4.604
5 4.032
6 3.707
7 3.499
8 3.355
9 3.250
10 3.169
If the t-value calculated is less than or equal to tcrit, your quality control test results are verified. If the t-
value calculated is greater than tcrit, quality control test results are not verified.
If your quality control test results are not verified, core at least 3 specimens from concrete pavement
under section 40-1.03P. The Engineer selects the core locations. The authorized laboratory must test
these specimens for air content under ASTM C 457. The Engineer compares these test results with your
quality control test results using the t-test method. If your quality control test results are verified based on
this comparison, the Engineer uses the quality control test results for acceptance of concrete pavement
for air content. If your quality control test results are not verified based on this comparison, the Engineer
uses the air content of core specimens determined by the authorized laboratory under ASTM C 457 for
acceptance.
40-1.01 D(7)(a)(iii) Dowel and Tie Bar Placement
For JPCP, drill cores under section 40-1.03P for the Department's acceptance testing.
The Engineer identifies which joint and dowel or tie bar are to be tested. Core each day's paving within 2
business days. Each dowel or tie bar test consists of 2 cores, 1 on each bar end to expose both ends and
allow measurement.
If the tests indicate dowel or tie bars are not placed within the specified tolerances or if there is
unconsolidated concrete around the dowel or tie bars, core additional specimens identified by Engineer to
determine the limits of unacceptable work.
40-1.01 D(7)(a)(iv) Thickness
Drill cores under section 40-1.03P for the Department's acceptance testing in the primary area, which is
the area placed in 1 day for each thickness. Core at locations determined by the Engineer and in the
Engineer's presence.
Do not core until any grinding has been completed.
The core specimen diameter must be 4 inches. To identify the limits of concrete pavement deficient in
thickness by more than 0.05 foot, you may divide primary areas into secondary areas. The Engineer
measures cores under California Test 531 to the nearest 0.01 foot. Core at least 1 foot from existing,
contiguous, and parallel concrete pavement not constructed as part of this Contract.
You may request the Engineer make additional thickness measurements and use them to determine the
average thickness variation. The Engineer determines the locations with random sampling methods.
If each thickness measurement in a primary area is less than 0.05 foot deficient, the Engineer calculates
the average thickness deficiency in that primary area. The Engineer uses 0.02 foot for a thickness
difference more than 0.02 foot over the specified thickness.
For each thickness measurement in a primary area deficient by more than 0.05 foot, the Engineer
determines a secondary area where the thickness deficiency is more than 0.05 foot. The Engineer
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determines this secondary area by measuring the thickness of each concrete pavement slab adjacent to
the measurement found to be more than 0.05 foot deficient. The Engineer continues to measure the
thickness until an area that is bound by slabs with thickness deficient by 0.05 foot or less is determined.
Slabs without bar reinforcement are defined by the areas bound by longitudinal and transverse joints and
concrete pavement edges. Slabs with bar reinforcement are defined by the areas bound by longitudinal
joints and concrete pavement edges and 15-foot lengths. Secondary area thickness measurements in a
slab determine that entire slab's thickness.
The Engineer measures the remaining primary area thickness after removing the secondary areas from
consideration for determining the average thickness deficiency.
40-1.01 D(7)(a)(v)-40-1.01 D(7)(a)(ix) Reserved
40-1.01 D(7)(b) Acceptance Criteria
40-1.01 D(7)(b)(i) General
Reserved
40-1.01 D(7)(b)(ii) Modulus of Rupture
For field qualification, the modulus of rupture at no later than 28 days must be at least:
1. 550 psi for each single beam
2. 570 psi for the average of 5 beams
For production, the modulus of rupture for the average of the individual test results of 2 beams aged for
28 days must be at least 570 psi.
40-1.01 D(7)(b)(iii) Air Content
The air content must be within ±1.5 percent of the specified value. If no value is specified, the air content
must be within ±1.5 percent of, the value used for your approved mix design.
40-1.01 D(7)(b)(iv) Bar Reinforcement
In addition to requirements of Section 52, bar reinforcement must be more than 1/2 inch below the saw
cut depth at concrete pavement joints.
40-1.01 D(7)(b)(v) Dowel Bar and Tie Bar Placement
Tie bar placement must comply with the tolerances shown in the following table:
Tie Bar Tolerance
Dimension I Tolerance
Horizontal and vertical skew 5 1/4 inch, max
Longitudinal translation ±2 inch
Horizontal offset(embedment) ±2 inch
Vertical depth 1. At least 1/2 inch below the bottom of
the saw cut
2. When measured at any point along
the bar, not less than 2 inches clear of
the pavement's surface and bottom
NOTE: Tolerances are measured relative to the completed joint.
Dowel bar placement must comply with the tolerances shown in the following table:
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Dowel Bar Tolerances
Dimension Tolerance
Horizontal offset ±1 inch
Longitudinal translation ±2 inch
Horizontal skew 5/8 inch, max
Vertical skew 5/8 inch, max
Vertical depth The minimum distance measured
from concrete pavement surface
to any point along the top of
dowel bar must be:
DB + 1/2 inch
where:
DB =one third of pavement
thickness in inches, or the
saw cut depth, whichever is
greater
The maximum distance below
the depth shown must be 5/8
inch.
NOTE: Tolerances are measured relative to the completed joint.
The Engineer determines the limits for removal and replacement.
40-1.01 D(7)(b)(vi) Pavement Thickness
Concrete pavement thickness must not be deficient by more than 0.05 foot.
The minimum thickness is not reduced for specifications that may affect concrete pavement thickness
such as allowable tolerances for subgrade construction.
The Engineer determines the areas of noncompliant pavement, the thickness deficiencies, and the limits
where removal is required.
Pavement with an average thickness deficiency less than 0.01 foot is acceptable. If the thickness
deficiency is 0.01 foot or more and less than 0.05 foot, you may request authorization to leave the
pavement in place and accept a pay adjustment. If the deficiency is more than 0.05 foot the pavement
must be removed and replaced.
40-1.01 D(7)(b)(vii) Pavement Smoothness
Where testing with an IP is required, the pavement surface must have:
1. No areas of localized roughness with an IRI greater than 120 in/mi
2. MRI of 60 in/mi or less within a 0.1 mile section
Where testing with a straightedge is required, the pavement surface must not vary from the lower edge of
the straightedge by more than:
1. 0.01 foot when the straightedge is laid parallel with the centerline
2. 0.02 foot when the straightedge is laid perpendicular to the centerline and extends from edge to edge
of a traffic lane
3. 0.02 foot when the straightedge is laid within 24 feet of a pavement conform
40-1.01 D(7)(b)(viii) Coefficient of Friction
Initial and final texturing must produce a coefficient of friction of at least 0.30. Do not open the pavement
to traffic unless the coefficient of friction is at least 0.30.
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40-1.01 D(7)(b)(ix)-40-1.01 D(7)(b)(xii) Reserved
40-1.02 MATERIALS
40-1.02A General
Water for coring must comply with section 90.
Tack coat must comply with section 39.
40-1.02B Concrete
40-1.02B(1) General
PCC for pavement must comply with section 90-1 except as otherwise specified.
40-1.02B(2) Cementitious Material
Concrete must contain from 505 pounds to 675 pounds cementitious material per cubic yard. The
specifications for reducing cementitious material content in section 90-1.02E(2)do not apply.
40-1.02B(3) Aggregate
Aggregate must comply with section 90-1.02C except the specifications for reduction in operating range
and contract compliance for cleanness value and sand equivalent specified in section 90-1.02C(2) and
section 90-1.02C(3)do not apply.
For coarse aggregate in high desert and high mountain climate regions, the loss must not exceed 25
percent when tested under California Test 211 with 500 revolutions.
For combined aggregate gradings, the difference between the percent passing the 3/8-inch sieve and the
percent passing the no. 8 sieve must not be less than 16 percent of the total aggregate.
40-1.02B(4) Air Entrainment
The second paragraph of section 90-1.021(2)(a)does not apply.
For a project shown in the low and south mountain climate regions, add air-entraining admixture to the
concrete at the rate required to produce an air content of 4 percent in the freshly mixed concrete.
For a project shown in the high desert and high mountain climate regions, add air-entraining admixture to
the concrete at the rate required to produce an air content of 6 percent in the freshly mixed concrete.
40-1.02B(5)-40-1.02B(8) Reserved
40-1.02C Reinforcement, Bars, and Baskets
40-1.02C(1) Bar Reinforcement
Bar reinforcement must be deformed bars.
If the project is not shown to be in high desert or any mountain climate region, bar reinforcement must
comply with section 52.
If the project is shown to be in high desert or any mountain climate regions, bar reinforcement must be
one of the following:
1. Epoxy-coated bar reinforcement under section 52-2.03B except bars must comply with either ASTM
A 706/A 706M; ASTM A 996/A 996M; or ASTM A 615/A 615M, Grade 40 or 60. Bars must be handled
under ASTM D 3963/D 3963M and section 52-2.02C.
2. Low carbon, chromium steel bar complying with ASTM A 1035/A 1035M
40-1.02C(2) Dowel Bars
Dowel bars must be plain bars. Fabricate, sample, and handle epoxy-coated dowel bars under ASTM D
3963/D 3963M and section 52-2.03C except each sample must be 18 inches long.
If the project is not shown to be in high desert or any mountain climate region, dowel bars must be one of
the following:
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1. Epoxy-coated bars. Bars must comply with ASTM A 615/A 615M, Grade 40 or 60. Epoxy coating
must comply with either section 52-2.02B or 52-2.03B.
2. Stainless-steel bars. Bars must be descaled solid stainless-steel bars under ASTM A 955/A 955M,
UNS Designation S31603 or S31803.
3. Low carbon, chromium-steel bars under ASTM A 1035/A 1035M.
If the project is shown to be in high desert or any mountain climate region, dowel bars must be one of the
following:
1. Epoxy-coated bars. Bars must comply with ASTM A 615/A 615M, Grade 40 or 60. Epoxy coating
must comply with section 52-2.03B.
2. Stainless-steel bars. Bars must be descaled solid stainless-steel bars under ASTM A 955/A 955M,
UNS Designation S31603 or S31803.
40-1.02C(3) Tie Bars
Tie bars must be deformed bars.
If the project is not shown to be in high desert or any mountain climate region, tie bars must be one of the
following:
1. Epoxy-coated bar reinforcement. Bars must comply with either section 52-2.02B or 52-2.03B except
bars must comply with either ASTM A 706/A 706M; ASTM A 996/A 996M; or ASTM A 615/A 615M,
Grade 40 or 60.
2. Stainless-steel bars. Bars must be descaled solid stainless-steel bars under ASTM A 955/A 955M,
UNS Designation S31603 or S31803.
3. Low carbon, chromium-steel bars under ASTM A 1035/A 1035M.
If the project is shown to be in high desert or any mountain climate region, tie bars must be one of the
following:
1. Epoxy-coated bar reinforcement. Bars must comply with section 52-2.03B except bars must comply
with either ASTM A 706/A 706M; ASTM A 996/A 996M; or ASTM A 615/A 615M, Grade 40 or 60.
2. Stainless-steel bars. Bars must be descaled solid stainless-steel bars under ASTM A 955/A 955M,
UNS Designation S31603 or S31803.
Fabricate, sample, and handle epoxy-coated tie bars under ASTM D 3963/D 3963M, section 52-2.02, or
section 52-2.03.
Do not bend tie bars.
40-1.02C(4) Dowel and Tie Bar Baskets
For dowel and tie bar baskets, wire must comply with ASTM A 82/A 82M and be welded under ASTM A
185/A 185M, Section 7.4. The minimum wire-size no. is W10. Use either U-frame or A-frame shaped
assemblies.
If the project is not shown to be in high desert or any mountain climate region, baskets may be epoxy-
coated, and the epoxy coating must comply with either section 52-2.02B or 52-2.03B.
If the project is shown to be in high desert or any mountain climate region, wire for dowel bar and tie bar
baskets must be one of the following:
1. Epoxy-coated wire complying with section 52-2.03B
2. Stainless-steel wire. Wire must be descaled solid stainless-steel. Wire must comply with (1)the
chemical requirements in ASTM A 276/A 276M, UNS Designation S31603 or S31803 and (2)the
tension requirements in ASTM A 1022/A 1022M.
Handle epoxy-coated tie bar and dowel bar baskets under ASTM D 3963/D 3963M and either section 52-
2.02 or 52-2.03.
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Fasteners must be driven fasteners under ASTM F 1667. Fasteners on lean concrete base or HMA must
have a minimum shank diameter of 3/16 inch and a minimum shank length of 2-1/2 inches. For asphalt
treated permeable base or cement treated permeable base, the shank diameter must be at least 3/16
inch and the shank length must be at least 5 inches.
Fasteners, clips, and washers must have a minimum 0.2-mil thick zinc coating applied by either
electroplating or galvanizing.
40-1.02D Dowel Bar Lubricant
Dowel bar lubricant must be petroleum paraffin based or a curing compound. Paraffin-based lubricant
must be Dayton Superior DSC BB-Coat or Valvoline Tectyl 506 or an approved equal and must be
factory-applied. Curing compound must be curing compound no. 3.
40-1.02E Joint Filler
Joint filler for isolation joint must be preformed expansion joint filler for concrete (bituminous type) under
ASTM D 994.
40-1.02F Curing Compound
Curing compound must be curing compound no. 1 or 2.
40-1.02G Nonshrink Hydraulic Cement Grout
Nonshrink hydraulic cement grout must comply with ASTM C 1107/C 1107M. Clean, uniform, rounded
aggregate filler may be used to extend the grout. Aggregate filler must not exceed 60 percent of the grout
mass or the maximum recommended by the manufacturer, whichever is less. Aggregate filler moisture
content must not exceed 0.5 percent when tested under California Test 223 or California Test 226.
Aggregate filler tested under California Test 202 must comply with the grading shown in the following
table:
Aggregate Filler Grading
Sieve size Percentage passing
1/2-inch 100
3/8-inch 85-100
No. 4 10-30
No. 8 0-10
No. 16 0-5
40-1.02H Temporary Roadway Pavement Structure
Temporary roadway pavement structure must comply with section 41-1.02E.
40-1.021-40-1.02N Reserved
40-1.03 CONSTRUCTION
40-1.03A General
Aggregate and bulk cementitious material must be proportioned by weight by means of automatic
proportioning devices of approved types.
For widenings and lane reconstruction, construct only the portion of pavement where the work will be
completed during the same lane closure. If you fail to complete the construction during the same lane
closure, construct a temporary pavement structure under section 41-1.
40-1.03B Water Supply
Before placing concrete pavement, develop enough water supply.
40-1.03C Test Strips
Construct a test strip for each type of pavement with a quantity of more than 2,000 cu yd. Obtain
authorization of the test strip before constructing pavement. Test strips must be:
1. 700 to 1,000 feet long
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2. Same width as the planned paving, and
3. Constructed using the same equipment proposed for paving
The Engineer selects from 6 to 12 core locations for dowel bars and up to 6 locations for tie bars per test
strip. If you use mechanical dowel bar inserters, the test strip must demonstrate they do not leave voids,
segregations, or surface irregularities such as depressions, dips, or high areas.
Test strips must comply with the acceptance criteria for:
1. Smoothness, except IP is not required
2. Dowel bars and tie bars placement
3. Pavement thickness
4. Final finishing, except the coefficient of friction is not considered
Allow 3 business days for evaluation. If the test strip is noncompliant, stop paving and submit a plan for
changed materials, methods, or equipment. Allow 3 business days for authorization of the plan. Construct
another test strip per the authorized plan.
Remove and dispose of noncompliant test strips.
If the test strip is compliant except for smoothness and final finishing, you may grind the surface. After
grinding retest the test strip smoothness under section 40-1.01 D(6)(c).
If the test strip is compliant for smoothness and thickness, construction of an additional test strip is not
required and the test strip may remain in place.
Construct additional test strips if you:
1. Propose different paving equipment including:
1.1. Paver
1.2. Dowel bar inserter
1.3. Tie bar inserter
1.4. Tining
1.5. Curing equipment
2. Change concrete mix proportions
You may request authorization to eliminate the test strip if you use paving equipment and personnel from
a Department project(1)for the same type of pavement and (2)completed within the past 12 months.
Submit supporting documents and previous project information with your request.
40-1.03D Joints
40-1.03D(1) General
Do not bend tie bars or reinforcement in existing concrete pavement joints.
For contraction joints and isolation joints, saw cut a groove with a power-driven saw. After cutting,
immediately wash slurry from the joint with water at less than 100 psi pressure.
Keep joints free from foreign material including soil, gravel, concrete, and asphalt. To keep foreign
material out of the joint, you may use filler material. Filler material must not react adversely with the
concrete or cause concrete pavement damage. After sawing and washing, install filler material that keeps
moisture in the adjacent concrete during the 72 hours after paving. If you install filler material, the
specifications for spraying the sawed joint with additional curing compound in section 40-1.03K does not
apply. If using absorptive filler material, moisten the filler immediately before or after installation.
40-1.03D(2) Construction Joints
Construction joints must be vertical.
Before placing fresh concrete against hardened concrete, existing concrete pavement, or structures,
apply curing compound no. 1 or 2 to the vertical surface of the hardened concrete, existing concrete
pavement, or structures and allow it to dry.
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At joints between concrete pavement and HMA, apply tack coat between the concrete pavement and
HMA.
Use a metal or wooden bulkhead to form transverse construction joints. If dowel bars are described, the
bulkhead must allow dowel bar installation.
40-1.03D(3) Contraction Joints
Saw contraction joints before cracking occurs and after the concrete is hard enough to saw without
spalling, raveling, or tearing.
Saw cut using a power saw with a diamond blade. After cutting, immediately wash slurry from the joint
with water at less than 100 psi pressure.
Except for longitudinal joints parallel to a curving centerline, transverse and longitudinal contraction joints
must not deviate by more than 0.1 foot from either side of a 12-foot straight line
Cut transverse contraction joints within 0.5 foot of the spacing described. Adjust spacing if needed such
that slabs are at least 10 feet long.
For widenings, do not match transverse contraction joints with existing joint spacing or skew unless
otherwise described.
Cut transverse contraction joints straight across the full concrete pavement width, between isolation joints
and edges of pavement. In areas of converging and diverging pavements, space transverse contraction
joints such that the joint is continuous across the maximum pavement width. Longitudinal contraction
joints must be parallel with the concrete pavement centerline, except when lanes converge or diverge.
40-1.03D(4) Isolation Joints
Before placing concrete at isolation joints, prepare the existing concrete face and secure joint filler.
Prepare by saw cutting and making a clean flat vertical surface. Make the saw cut the same depth as the
depth of the new pavement.
40-1.03E Bar Reinforcement
Place bar reinforcement under section 52.
40-1.03F Dowel Bar Placement
If using curing compound as lubricant, apply the curing compound to dowels in 2 separate applications.
Lubricate each dowel bar entirely before placement. The last application must be applied not more than 8
hours before placing the dowel bars. Apply each curing compound application at a rate of 1 gallon per
150 square feet.
Install dowel bars using one of the following methods:
1. Drill and bond bars. Comply with section 41-10.
2. Mechanical insertion. Eliminate evidence of the insertion by reworking the concrete over the dowel
bars.
3. Dowel bar baskets. Anchor baskets with fasteners. Use at least 1 fastener per foot for basket
sections. Baskets must be anchored at least 200 feet in advance of the concrete placement activity
unless your waiver request is authorized. If requesting a waiver, describe the construction limitations
or restricted access preventing the advanced anchoring.After the baskets are anchored and before
the concrete is placed, cut and remove temporary spacer wires and demonstrate the dowel bars do
not move from their specified depth and alignment during concrete placement.
If dowel bars are noncompliant, stop paving activities, demonstrate your correction, and obtain verbal
approval from the Engineer.
40-1.03G Tie Bar Placement
Install tie bars at longitudinal joints using one of the following methods:
1. Drill and bond bars. Comply with section 41-10.
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2. Insert bars. Mechanically insert tie bars into plastic slip-formed concrete before finishing. Inserted tie
bars must have full contact between the bar and the concrete. Eliminate evidence of the insertion by
reworking the concrete over the tie bars.
3. Threaded couplers. Threaded tie bar splice couplers must be fabricated from deformed bar
reinforcement and free of external welding or machining.
4. Tie bar baskets. Anchor baskets at least 200 feet in advance of pavement placement activity. If you
request a waiver, describe the construction limitations or restricted access preventing the advanced
anchoring. After the baskets are anchored and before paving, demonstrate the tie bars do not move
from their specified depth and alignment during paving. Use fasteners to anchor tie bar baskets.
If tie bars are noncompliant, stop paving activities, demonstrate your correction, and obtain verbal
approval from the Engineer.
40-1.03H Placing Concrete
40-1.03H(1) General
Immediately prior to placing concrete, the surface to receive concrete must be:
1. In compliance with specified requirements, including compaction and elevation tolerances
2. Free of loose and extraneous material
3. Uniformly moist, but free of standing or flowing water
Place concrete pavement with stationary side forms or slip-form paving equipment.
Place consecutive concrete loads within 30 minutes of each other. Construct a transverse construction
joint when concrete placement is interrupted by more than 30 minutes. The transverse construction joint
must coincide with the next contraction joint location, or you must remove fresh concrete pavement to the
preceding transverse joint location.
Place concrete pavement in full slab widths separated by construction joints or monolithically in multiples
of full lane widths with a longitudinal contraction joint at each traffic lane line.
Do not retemper concrete.
If the concrete pavement surface width is constructed as specified, you may construct concrete pavement
sides on a batter not flatter than 6:1 (vertical:horizontal).
40-1.03H(2) Paving Adjacent to Existing Concrete Pavement
Where pavement is placed adjacent to existing concrete pavement:
1. Grinding adjacent pavement must be completed before placing the pavement
2. Use paving equipment with padded crawler tracks or rubber-tired wheels with enough offset to
prevent damage
3. Match pavement grade with the elevation of existing concrete pavement after grinding.
40-1.03H(3) Concrete Pavement Transition Panel
For concrete pavement placed in a transition panel, texture the surface with a drag strip of burlap, broom,
or spring steel tine device that produces scoring in the finished surface. Scoring must be either parallel or
transverse to the centerline. Texture at the time that produces the coarsest texture.
40-1.03H(4) Stationary Side Form Construction
Stationary side forms must be straight and without defects including warps, bends, and indentations. Side
forms must be metal except at end closures and transverse construction joints where other materials may
be used.
You may build up side forms by attaching a section to the top or bottom. If attached to the top of metal
forms, the attached section must be metal.
The side form's base width must be at least 80 percent of the specified concrete pavement thickness.
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Side forms including interlocking connections with adjoining forms must be rigid enough to prevent
springing from subgrading and paving equipment and concrete pressure.
Construct subgrade to final grade before placing side forms. Side forms must bear fully on the foundation
throughout their length and base width. Place side forms to the specified grade and alignment of the
finished concrete pavement's edge. Support side forms during concrete placing, compacting, and
finishing.
After subgrade work is complete and immediately before placing concrete, true side forms and set to line
and grade for a distance that avoids delays due to form adjustment.
Clean and oil side forms before each use.
Side forms must remain in place for at least 1 day after placing concrete and until the concrete pavement
edge no longer requires protection from the forms.
Spread, screed, shape, and consolidate concrete with 1 or more machines. The machines must uniformly
distribute and consolidate the concrete. The machines must operate to place the concrete pavement to
the specified cross section with minimal hand work.
Consolidate the concrete without segregation. If vibrators are used:
1. The vibration rate must be at least 3,500 cycles per minute for surface vibrators and 5,000 cycles per
minute for internal vibrators
2. Amplitude of vibration must cause perceptible concrete surface movement at least 1 foot from the
vibrating element
3. Use a calibrated tachometer for measuring frequency of vibration
4. Vibrators must not rest on side forms or new concrete pavement
5. Power to vibrators must automatically cease when forward or backward motion of the paving machine
is stopped
6. Uniformly consolidate the concrete across the paving width including adjacent to forms by using high-
frequency internal vibrators within 15 minutes of depositing concrete on the subgrade
7. Do not shift the mass of concrete with vibrators.
40-1.03H(5) Slip-Form Construction
If slip-form construction is used, spread, screed, shape, and consolidate concrete to the specified cross
section with slip-form machines and minimal hand work. Slip-form paving machines must be equipped
with traveling side forms and must not segregate the concrete.
Do not deviate from the specified concrete pavement alignment by more than 0.1 foot.
Slip-form paving machines must use high frequency internal vibrators to consolidate concrete. You may
mount vibrators with their axes parallel or normal to the concrete pavement alignment. If mounted with
axes parallel to the concrete pavement alignment, space vibrators no more than 2.5 feet measured center
to center. If mounted with axes normal to the concrete pavement alignment, space the vibrators with a
maximum 0.5-foot lateral clearance between individual vibrators.
Each vibrator must have a vibration rate from 5,000 to 8,000 cycles per minute. The amplitude of vibration
must cause perceptible concrete surface movement at least 1 foot from the vibrating element. Use a
calibrated tachometer to measure frequency of vibration.
40-1.031 Edge Treatment
Construct edge treatments as shown. Regrade when required for the preparation of safety edge areas.
Sections 40-1.03J(2) and 40-1.03J(3)do not apply to safety edges.
For safety edges placed after the concrete pavement is complete, concrete may comply with the
requirements for minor concrete.
For safety edges placed after the concrete pavement is complete, install connecting bar reinforcement
under section 52.
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Saw cutting or grinding may be used to construct safety edges.
For safety edges, the angle of the slope must not deviate by more than ±5 degrees from the angle
shown. Measure the angle from the plane of the adjacent finished pavement surface.
40-1.03J Finishing
40-1.03J(1) General
Reserved
40-1.03J(2) Preliminary Finishing
40-1.03J(2)(a) General
Preliminary finishing must produce a smooth and true-to-grade finish. After preliminary finishing, mark
each day's paving with a stamp. The stamp must be authorized before paving starts. The stamp must be
approximately 1 by 2 feet in size. The stamp must form a uniform mark from 1/8 to 1/4 inch deep. Locate
the mark 20 ±5 feet from the transverse construction joint formed at each day's start of paving and 1 ±
0.25 foot from the pavement's outside edge. The stamp mark must show the month, day, and year of
placement and the station of the transverse construction joint. Orient the stamp mark so it can be read
from the pavement's outside edge.
Do not apply water to the pavement surface before float finishing.
40-1.03J(2)(b) Stationary Side Form Finishing
If stationary side form construction is used, give the pavement a preliminary finish by the machine float
method or the hand method.
If using the machine float method:
1. Use self-propelled machine floats.
2. Determine the number of machine floats required to perform the work at a rate equal to the pavement
delivery rate. If the time from paving to machine float finishing exceeds 30 minutes, stop pavement
delivery. When machine floats are in proper position, you may resume pavement delivery and paving.
3. Run machine floats on side forms or adjacent pavement lanes. If running on adjacent pavement,
protect the adjacent pavement surface under section 40-1.03L. Floats must be hardwood, steel, or
steel-shod wood. Floats must be equipped with devices that adjust the underside to a true flat
surface.
If using the hand method, finish pavement smooth and true to grade with manually operated floats or
powered finishing machines.
40-1.03J(2)(c) Slip-Form Finishing
If slip-form construction is used, the slip-form paver must give the pavement a preliminary finish. You may
supplement the slip-form paver with machine floats.
Before the pavement hardens, correct pavement edge slump in excess of 0.02 foot exclusive of edge
rounding.
40-1.03J(3) Final Finishing
After completing preliminary finishing, round the edges of the initial paving widths to a 0.04-foot radius.
Round transverse and longitudinal construction joints to a 0.02-foot radius.
Before curing, texture the pavement. Perform initial texturing with a burlap drag or broom device that
produces striations parallel to the centerline. Perform final texturing with a steel-tined device that
produces grooves parallel with the centerline.
Construct longitudinal grooves with a self-propelled machine designed specifically for grooving and
texturing pavement. The machine must have tracks to maintain constant speed, provide traction, and
maintain accurate tracking along the pavement surface. The machine must have a single row of
rectangular spring steel tines. The tines must be from 3/32 to 1/8 inch wide, on 3/4-inch centers, and must
have enough length, thickness, and resilience to form grooves approximately 3/16 inch deep. The
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machine must have horizontal and vertical controls. The machine must apply constant down pressure on
the pavement surface during texturing. The machines must not cause raveling.
Construct grooves over the entire pavement width in a single pass except do not construct grooves 3
inches from the pavement edges and longitudinal joints. Final texture must be uniform and smooth. Use a
guide to properly align the grooves. Grooves must be parallel and aligned to the pavement edge across
the pavement width. Grooves must be from 1/8 to 3/16 inch deep after the pavement has hardened.
For irregular areas and areas inaccessible to the grooving machine, you may hand-construct grooves
using the hand method. Hand-constructed grooves must comply with the specifications for machine-
constructed grooves.
For ramp termini, use heavy brooming normal to the ramp centerline to produce a coefficient of friction of
at least 0.35 determined on the hardened surface under California Test 342.
40-1.03K Curing
Cure the concrete pavement's exposed area under section 90-1.036 using the waterproof membrane
method or curing compound method. If using the curing compound method use curing compound no. 1 or
2. When side forms are removed within 72 hours of the start of curing, also cure the concrete pavement
edges.
Apply curing compound with mechanical sprayers. Reapply curing compound to saw cuts and disturbed
areas.
40-1.03L Protecting Concrete Pavement
Protect concrete pavement under section 90-1.03C.
Maintain the concrete pavement surface temperature at not less than 40 degrees F for the initial 72
hours.
Protect the concrete pavement surface from activities that cause damage and reduce texture and
coefficient of friction. Do not allow soil, gravel, petroleum products, concrete, or asphalt mixes on the
concrete pavement surface.
Construct crossings for traffic convenience. If authorized, you may use RSC for crossings. Do not open
crossings until the Department determines that the pavement's modulus of rupture is at least 550 psi
under California Test 523 or California Test 524.
Do not open concrete pavement to traffic or use equipment on the concrete pavement for 10 days after
paving nor before the concrete has attained a modulus of rupture of 550 psi based on Department's
testing except:
1. If the equipment is for sawing contraction joints
2. If authorized, one side of paving equipment's tracks may be on the concrete pavement after a
modulus of rupture of 350 psi has been attained, provided:
2.1. Unit pressure exerted on the concrete pavement by the paver does not exceed 20 psi
2.2. You change the paving equipment tracks to prevent damage or the paving equipment tracks
travel on protective material such as planks
2.3. No part of the track is closer than 1 foot from the concrete pavement's edge
If concrete pavement damage including visible cracking occurs, stop operating paving equipment on the
concrete pavement and repair the damage.
40-1.03M Early Use of Concrete Pavement
If requesting early use of concrete pavement:
1. Furnish molds and machines for modulus of rupture testing
2. Sample concrete
3. Fabricate beam specimens
4. Test for modulus of rupture under California Test 523
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If you request early use, concrete pavement must have a modulus of rupture of at least 350 psi. Protect
concrete pavement under section 40-1.03L.
40-1.03N Reserved
40-1.030 Shoulder Rumble Strip
40-1.030(1) General
Construct shoulder rumble strips by rolling or grinding indentations in new concrete pavement.
Do not construct shoulder rumble strips on structures or approach slabs.
Construct rumble strips within 2 inches of the specified alignment. Rumble strip equipment must be
equipped with a sighting device enabling the operator to maintain the rumble strip alignment.
Indentations must not vary from the specified dimensions by more than 1/16 inch in depth nor more than
10 percent in length and width.
Grind or remove and replace noncompliant rumble strip indentations at locations determined by the
Engineer. Ground surface areas must be neat and uniform in appearance.
Remove grinding residue under section 42-1.036.
40-1.030(2) Rolled-In Indentations
Construct rolled-in indentations before final concrete set. Indentation construction must not displace
adjacent concrete.
40-1.030(3) Ground-In Indentations
Concrete pavement must be hardened before grinding rumble strips indentations. Do not construct
indentations until the following occurs:
1. 10 days elapse after concrete placement
2. Concrete has developed a modulus of rupture of 550 psi determined under California Test 523,
40-1.03P Drilling Cores
Drill concrete pavement cores under ASTM C 42/C 42M. Use diamond impregnated drill bits.
Clean, dry, and fill core holes with hydraulic cement grout(nonshrink)or pavement concrete. Coat the
core hole walls with epoxy adhesive for bonding new concrete to old concrete under section 95. Finish
the backfill to match the adjacent surface elevation and texture.
40-1.03Q Pavement Repair and Replacement
40-1.03Q(1) General
If surface raveling or full-depth cracks occur within one year of Contract acceptance, repair or replace the
pavement under section 6-3.06.
Repair and replace pavement in the following sequence:
1. Replace pavement
2. Repair spall, ravel, and working cracks
3. Correct smoothness and coefficient of friction
4. Treat partial depth cracks
5. Replace damaged joint seals under section 41-5
In addition to removing pavement for other noncompliance, remove and replace JPCP slabs that:
1. Have one or more full depth crack
2. Have raveled surfaces such that either:
2.1. Combined raveled areas are more than 5 percent of the total slab area
2.2. Single area is more than 4 sq ft
Remove and replace JPCP 3 feet on both sides of a joint with a rejected dowel bar.
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40-1.03Q(2) Spall and Ravel Repair
Repair spalled or raveled areas that are:
1. Deeper than 0.05 foot
2. Wider than 0.10 foot
3. Longer than 0.3 foot
Repairs must comply with section 41-4 and be completed before opening pavement to traffic.
40-1.03Q(3) Crack Repair
Treat partial depth cracks for JPCP under section 41-3.
If the joints are sealed, repair working cracks by routing and sealing. Use a powered rotary router
mounted on wheels, with a vertical shaft and a routing spindle that casters as it moves along the crack.
Form a reservoir 3/4 inch deep by 3/8 inch wide in the crack. Equipment must not cause raveling nor
spalling
Treat the contraction joint adjacent to the working crack by either:
1. Epoxy resin under ASTM C 881/C 881 M, Type IV, Grade 2
2. Pressure injecting epoxy resin under ASTM C 881/C881 M, Type IV, Grade 1
40-1.03Q(4) Smoothness and Friction Correction
Correct pavement that is noncompliant for:
1. Smoothness by grinding under section 42-3
2. Coefficient of friction by grooving or grinding under section 42
Do not start corrective work until:
1. Pavement has cured 10 days
2. Pavement has at least a 550 psi modulus of rupture
3. Your corrective method is authorized
Correct the entire lane width. Begin and end grinding at lines perpendicular to the roadway centerline.
The corrected area must have a uniform texture and appearance.
If corrections are made within areas where testing with an IP is required, retest the entire lane length with
an IP under sections 40-1.01 D(6)(c)and 40-1.01 D(7)(b)(vii).
If corrections are made within areas where testing with a 12-foot straightedge is required, retest the
corrected area with a straightedge under sections 40-1.01 D(6)(c)and 40-1.01 D(7)(b)(vii).
Allow 25 days for the Department's coefficient of friction retesting.
40-1.03R-40-1.03U Reserved
40-1.04 PAYMENT
The payment quantity for pavement is based on the dimensions shown.
The deduction for pavement thickness deficiency in each primary area is shown in the following table:
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Deduction for Thickness Deficiency
Average thickness Deduction($/sq yd)
deficiency(foot)a
0.01 0.90
0.02 2.30
0.03 4.10
0.04 6.40
0.05 9.11
aVa lues greater than 0.01 are rounded to the
nearest 0.01 foot.
Shoulder rumble strips are measured by the station along each shoulder on which the rumble strips are
constructed without deductions for gaps between indentations.
If the initial cores show that dowel bars or tie bars are within alignment tolerances and the Engineer
orders more dowel or tie bar coring, the additional cores are paid for as change order work.
The Department does not pay for additional coring to check dowel or tie bar alignment which you request.
If the Engineer accepts a test strip and it remains as part of the paving surface, the test strip is paid for as
the type of pavement involved.
If the curvature of a slab affects tie bar spacing and additional tie bars are required, no additional
payment is made for the additional tie bars.
Payment for grinding existing pavement is not included in the payment for the type of pavement involved.
40-2 CONTINUOUSLY REINFORCED CONCRETE PAVEMENT
40-2.01 GENERAL
40-2.01A Summary
Section 40-2 includes specifications for constructing CRCP.
Terminal joints include saw cutting, dowel bars, drill and bond dowel bars, support slab, support slab
reinforcement, tack coat, and temporary hot mix asphalt.
Expansion joints include polystyrene, support slab, support slab reinforcement, dowel bars, drill and bond
dowel bars, and bond breaker.
Wide flange beam terminals include polyethylene foam, support slab, and support slab reinforcement.
Pavement anchors include cross drains, anchor reinforcement, filter fabric, and permeable material.
40-2.01B Definitions
Reserved
40-2.01C Submittals
Reserved
40-2.01 D Quality Control and Assurance
40-2.01D(1) General
Reserved
40-2.01 D(2) Testing for Coefficient of Thermal Expansion
For field qualification, test coefficient of thermal expansion under AASHTO T 336. The coefficient of
thermal expansion must not exceed 6.0 microstrain/degree Fahrenheit.
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40-2.02 MATERIALS
40-2.02A General
Class 1 permeable material, filter fabric, and slotted plastic pipe cross drain as shown for pavement
anchors must comply with section 68-3.
40-2.0213 Concrete
Concrete for terminal joints, support slabs, and pavement anchors must comply with section 40-1.02.
40-2.02C Transverse Bar Assembly
Instead of transverse bar and other support devices, you may use transverse bar assemblies to support
longitudinal bar. Bar reinforcement and wire must comply with section 40-1.02C.
40-2.02D Wide Flange Beam
Wide flange beams and studs must be either rolled structural steel shapes under ASTM A 36/A 36M or
structural steel under ASTM A 572/A 572M.
40-2.02E Joints
Joint seals for wide flange beam terminals must comply with section 51-2.02.
Joint seals for transverse expansion joints must comply with section 51-2.02.
Expanded polystyrene for transverse expansion joints must comply with section 51-2.01 B(1).
40-2.03 CONSTRUCTION
40-2.03A General
Reserved
40-2.038 Test Strips
Comply with section 40-1.03C except during the evaluation, the Engineer visually checks reinforcement,
dowel and tie bar placement.
40-2.03C Construction Joints
Transverse construction joints must be perpendicular to the lane line. Construct joints to allow for lap
splices of the longitudinal bar. Comply with the lap splice lengths shown for CRCP.
Clean construction joint surfaces before placing fresh concrete against the joint surfaces. Remove
surface laitance, curing compound, and other foreign materials.
40-2.03D Bar Reinforcement
Place bar reinforcement under section 52-1.03D, except you may request to use plastic chairs. Plastic
chairs will only be considered for support directly under the transverse bars. Your request to use plastic
chairs must include a sample of the plastic chair, the manufacturer's written recommendations for the
applicable use and load capacity, chair spacing, and your calculation for the load on a chair for the area
of bar reinforcement sitting on it. Vertical and lateral stability of the bar reinforcement and plastic chairs
must be demonstrated during construction of the test strip. Obtain authorization before using the
proposed plastic chairs for work after the test strip is accepted.
For transverse bar in a curve with a radius under 2,500 feet, place the reinforcement in a single
continuous straight line across the lanes and aligned with the radius point as shown.
40-2.03E Wide Flange Beams
Weld stud ends with an electric arc welder completely fusing the studs to the wide flange beam. Replace
studs dislodged in shipping or that can be dislodged with a hammer.
40-2.03F Repair and Replacement
40-2.03F(1) General
Requirements for repair of cracks under section 40-1.03Q do not apply to CRCP. High molecular weight
methacrylate is not to be applied to cracks in CRCP.
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New CRCP will be monitored for 1 year from contract acceptance or relief from maintenance, whichever
is less. CRCP that develops raveling areas of 6 inches by 6 inches or greater will require partial depth
repair under section 6-3.06. CRCP that develops one or more full-depth transverse cracks with faulting
greater than 0.25 inch or one or more full-depth longitudinal cracks with faulting greater 0.50 inch will
require full depth repair.
40-2.03F(2) Partial Depth Repair
Partial depth repair must comply with section 41-4 except:
1. Determine a rectangular boundary which extends 6 inches beyond the damaged area. The limits of
saw depth must be between 2 inches from the surface to 1/2 inch above the longitudinal bars.
2. If each length of the repair boundaries is equal to or greater than 3 ft, additional reinforcement is
needed for the repair area. Submit a plan for authorization before starting the repair.
40-2.03F(3) Full Depth Repair
40-2.03F(3)(a) General
Removal of CRCP must be full depth except for portion of reinforcement to remain. Provide continuity of
reinforcement. Comply with section 52-6. Submit a plan for authorization, before starting the repair. Do
not damage the base, concrete and reinforcement to remain. Place concrete in the removal area.
40-2.03F(3)(b) Transverse Cracks
Make initial full-depth transverse saw cuts normal to the lane line a distance of 3 feet on each side of the
transverse crack.
40-2.03F(3)(c) Longitudinal Cracks
Remove the cracked area normal to the lane line for the full width of the lane a distance of 1 foot beyond
the ends of the crack. You may propose alternate limits with your repair plan for authorization.
40-2.03G Reserved
40-2.04 PAYMENT
Not Used
40-3 RESERVED
40-4 JOINTED PLAIN CONCRETE PAVEMENT
40-4.01 GENERAL
40-4.01A Summary
Section 40-4 includes specifications for constructing JPCP.
40-4.01B Definitions
Reserved
40-4.01C Submittals
40-4.01C(l) General
Reserved
40-4.01C(2) Early Age Crack Mitigation System
At least 24 hours before each paving shift, submit the following information as an informational submittal:
1. Early age stress and strength predictions
2. Scheduled sawing and curing activities
3. Contingency plan if cracking occurs
40-4.01C(3)-40-4.01C(8) Reserved
40-4.01 D Quality Control and Assurance
40-4.01D(l) General
Reserved
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40-4.01 D(2) Quality Control Plan
The QC plan must include a procedure for identifying transverse contraction joint locations relative to the
dowel bars longitudinal center and a procedure for consolidating concrete around the dowel bars.
40-4.01 D(3) Early Age Crack Mitigation System
For JPCP, develop and implement a system for predicting stresses and strength during the initial 72
hours after paving. The system must include:
1. Subscription to a weather service to obtain forecasts for wind speed, ambient temperatures, humidity,
and cloud cover
2. Portable weather station with an anemometer, temperature and humidity sensors, located at the
paving site
3. Early age concrete pavement stress and strength prediction plan
4. Analyzing, monitoring, updating, and reporting the system's predictions
40-4.01D(4)-40-4.01D(9) Reserved
40-4.02 MATERIALS
Not Used
40-4.03 CONSTRUCTION
40-4.03A General
Transverse contraction joints on a curve must be on a single straight line through the curve's radius point.
If transverse joints do not align in a curve, drill a full depth 2" diameter hole under ASTM C 42/C 42M
where the joint meets the adjacent slab. Fill the hole with joint filler. If joints are not sealed, avoid joint
filler material penetration into the joint.
40-4.036 Repair and Replacement
If replacing concrete, saw cut and remove to full depth.
Saw cut full slabs at the longitudinal and transverse joints. Saw cut partial slabs at joints and at locations
determined by the Engineer. Saw cut must be vertical.
After lifting the slab, paint the cut ends of dowels and tie bars.
Construct transverse and longitudinal construction joints between the new slab and existing concrete. If
slabs are constrained at both longitudinal edges by existing pavement, use dowel bars instead of tie bars.
For longitudinal joints, offset dowel bar holes from original tie bars by 3 inches. For transverse joints,
offset dowel bar holes from the original dowel bar by 3 inches.
Drill and bond bars to the existing concrete. Comply with section 41-10. Clean the faces of joints and
underlying base from loose material and contaminants. Coat the faces with a double application of
pigmented curing compound under section 28-2.03F. For partial slab replacements, place preformed
sponge rubber expansion joint filler at new transverse joints under ASTM D 1752. Place concrete in the
removal area.
40-4.03C-40-4.03G Reserved
40-4.04 PAYMENT
Not Used
40-5 JOINTED PLAIN CONCRETE PAVEMENT WITH RAPID STRENGTH CONCRETE
Reserved
40-6-40-15 RESERVED
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
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41 CONCRETE PAVEMENT REPAIR
04-18-14
Replace the headings and paragraphs in section 41 with:
07-19-13
41-1 GENERAL
41-1.01 GENERAL
41-1.01A Summary
Section 41-1 includes general specifications for repairing concrete pavement.
Dowel bars must comply with section 40-1.
41-1.018 Definitions
Reserved
41-1.01C Submittals
At least 15 days before delivering fast-setting concrete, polyester resin binder, or bonding agent to the job
site, submit the manufacturer's recommendations, instructions, and MSDS. Notify the Engineer if
polyester resin binder will be stored in containers over 55 gallons.
41-1.01D Quality Control and Assurance
41-1.01 D(1) General
Before using polyester concrete, allow 14 days for sampling and testing of the polyester resin binder.
41-1.01 D(2) Reserved
41-1.02 MATERIALS
41-1.02A General
Water for washing aggregates, mixing concrete, curing, and coring must comply with section 90-1.02D.
Use the minimum amount of water to produce workable concrete and comply with the manufacturer's
instructions.
41-1.028 Fast-Setting Concrete
Fast-setting concrete must be one of the following:
1. Magnesium phosphate concrete that is either:
1.1. Single component water activated
1.2. Dual component with a prepackaged liquid activator
2. Modified high-alumina based concrete
3. Portland cement based concrete
Fast-setting concrete must be stored in a cool and dry environment.
If used, the addition of retarders must comply with the manufacturer's instructions.
You may use any accelerating chemical admixtures complying with ASTM C494/C494M, Type C and
section 90-1.02E.
Fast-setting concrete properties must have the values shown in the following table:
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Fast-Setting Concrete
Property Test method Value
Compressive strength (psi, min)
at 3 hours California Test 551 3,000
at 24 hours California Test 551 5,000
Flexural strength (psi, min, at 24 hours) California Test 551 500
Bond strength (psi, min, at 24 hours)
Saturated surface dry concrete California Test 551 300
Dry concrete California Test 551 400
Water absorption %, max California Test 551 10
Abrasion resistances , max, at 24 hours California Test 550 25
Drying shrinkage %, max, at 4 days) ASTM C596 0.13
Water soluble chlorides %, max, by weight) California Test 422 0.05
Water soluble sulfates %, max, by weight) California Test 417 0.25
Thermal stability %, min California Test 553 90
aPerform test with aggregate filler if used.
bTest must be performed on a cube specimen, fabricated under California Test 551,
cured at least 14 days, and then pulverized to 100% passing the no. 50 sieve.
Aggregate filler may be used to extend prepackaged concrete. Aggregate filler must:
1. Be clean and uniformly rounded.
2. Have a moisture content of 0.5-percent by weight or less when tested under California Test 226.
3. Comply with sections 90-1.02C(2)and 90-1.02C(3).
4. Not exceed 50 percent of the concrete volume or the maximum recommended by the fast-setting
concrete manufacturer, whichever is less.
When tested under California Test 202, aggregate filler must comply with the grading in the following
table:
Aggregate Filler Grading
Sieve size Percentage passing
3/8 inch 100
No. 4 50-100
No. 16 0-5
41-1.02C Polyester Concrete
Polyester concrete consists of polyester resin binder and dry aggregate. The polyester resin binder must
be an unsaturated isophthalic polyester-styrene copolymer.
Polyester resin binder properties must have the values shown in the following table:
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Polyester Resin Binder
Property Test method Value
Viscositya (Pa.S) ASTM D2196 0.075–
RVT, No. 1 spindle, 20 RPM at 77 °F 0.200
Specific gravitya (77 °F) ASTM D1475 1.05-1.10
Elongation (%, min) ASTM D638 35
Type I specimen, 0.25 ±0.03 inch
thick
Speed of testing = 0.45 inch/minute
Condition 18/25/50+5/70: T-23/50 ASTM D618
Tensile strength (psi, min) ASTM D638 2,500
Type I specimen, 0.25 ±0.03 inch
thick
Speed of testing = 0.45 inch/minute
Condition 18/25/50+5/70: T-23/50 ASTM D618
Styrene contents (%, by weight) ASTM D2369 40-50
Silane coupler(%, min, by weight of -- 1.0
polyester resin binder)
PCC saturated surface-dry bond strength California Test 551 500
at 24 hours and 70 ±2 °F (psi, min)
Static volatile emissionsa (g/sq m, max) South Coast Air Quality 60
Management District,
Method 309-91 b
aPerform the test before adding initiator.
bFor the test method, go to:
http://www.aqmd.gov/tao/methods/lab/309-9l.pdf
Silane coupler must be an organosilane ester, gamma-methacryloxypropyltrimethoxysilane. Promoter
must be compatible with suitable methyl ethyl ketone peroxide (MEKP) and cumene hydroperoxide (CHP)
initiators.
Aggregate for polyester concrete must comply with section 90-1.02C(1), 90-1.02C(2), and 90-1.02C(3).
When tested under California Test 202, the combined aggregate grading must comply with one of the
gradations in the following table:
Combined Aggregate Grading
Sieve Percentage passing
size A B C
1/2" 100 100 100
3/8" 83-100 100 100
No. 4 65-82 62-85 45-80
No. 8 45-64 45-67 35-67
No. 16 27-48 29-50 25-50
No. 30 12-30 16-36 15-36
No. 50 6-17 5-20 5-20
No. 100 0-7 0-7 0-9
No. 200 0-3 0-3 0-6
Aggregate retained on the no. 8 sieve must have a maximum of 45 percent crushed particles under
California Test 205. Fine aggregate must be natural sand.
The weighted average absorption must not exceed 1 percent when tested under California Tests 206 and
207.
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You may submit an alternative grading or request to use manufactured sand as fine aggregate but 100
percent of the combined grading must pass the 3/8 inch sieve. Allow 21 days for authorization.
Polyester concrete must have a minimum compressive strength of 1250 psi at 3 hours and 30 minutes
under California Test 551 or ASTM C109.
41-1.02D Bonding Agent
Bonding agent must comply with the concrete manufacturer's recommendations.
41-1.02E Temporary Pavement Structure
Temporary pavement structure consists of RSC or aggregate base with HMA. RSC not conforming to the
specifications may serve as temporary pavement structure if:
1. The modulus of rupture is at least 200 psi before opening to traffic
2. RSC thickness is greater than or equal to the existing concrete pavement surface layer
3. RSC is replaced during the next paving shift
Aggregate base for temporary pavement structure must comply with the 3/4-inch maximum grading
specified in section 26-1.028.
04-18-14
HMA must comply with the specifications for minor HMA in section 39.
07-19-13
41-1.02F Reserved
41-1.03 CONSTRUCTION
41-1.03A General
Repair only the portion of pavement where the work will be completed during the same lane closure. If
removal is required, remove only the portion of pavement where the repair will be completed during the
same traffic closure. Completion of concrete repair includes curing until the concrete attains the specified
minimum properties required before opening the repaired pavement to traffic.
If you fail to complete the concrete pavement repair during the same lane closure, construct temporary
pavement before opening the lane to traffic.
Before starting repair work, except saw cutting: the equipment, materials, and personnel for constructing
temporary pavement structure must be at the job site or an approved location. If HMA can be delivered to
the job site within 1 hour, you may request 1-hour delivery as an alternative to having the HMA at the job
site.
Maintain the temporary pavement structure and replace it as a first order of work as soon as you resume
concrete pavement repair work.
After removing temporary pavement structure, you may stockpile that aggregate base at the job site and
reuse it for temporary pavement structure.
41-1.03B Mixing and Applying Bonding Agent
Mix and apply the bonding agent at the job site under the manufacturer's instructions and in small
quantities.
Apply bonding agent after cleaning the surface and before placing concrete.
Apply a thin, even coat of bonding agent with a stiff bristle brush until the entire repair surface is scrubbed
and coated with bonding agent.
41-1.03C Mixing Concrete
41-1.03C(1) General
Mix concrete in compliance with the manufacturer's instructions. For repairing spalls, mix in a small
mobile drum or paddle mixer. Comply with the manufacturer's recommended limits for the quantity of
aggregate filler, water, and liquid activator.
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Mix the entire contents of prepackaged dual-component magnesium phosphate concrete as supplied by
the manufacturer. Use the full amount of each component and do not add water to dual-component
magnesium phosphate concrete.
Magnesium phosphate concrete must not be mixed in containers or worked with tools containing zinc,
cadmium, aluminum, or copper.
Modified high-alumina based concrete must not be mixed in containers or worked with tools containing
aluminum.
41-1.03C(2) Polyester Concrete
When mixing with resin, the moisture content of the combined aggregate must not exceed 1/2 of the
average aggregate absorption when tested under California Test 226.
Proportion the polyester resin and aggregate to produce a mixture with suitable workability for the
intended work. Only a minimal amount of resin may rise to the surface after finishing.
41-1.03D Placing Concrete
The pavement surface temperature must be at least 40 degrees F before placing concrete. You may
propose methods to heat the surfaces.
Place magnesium phosphate concrete on a dry surface.
Place portland cement and modified high-alumina concrete on surfaces treated with a bonding agent
recommended by the concrete manufacturer. If no bonding agent is recommended by the manufacturer,
place concrete on damp surfaces that are not saturated.
Do not retemper concrete. Use dry finishing tools cleaned with water before working the concrete.
41-1.03E Curing Concrete
Cure concrete under the manufacturer's instructions. When curing compound is used, comply with section
90-1.038 for curing compound no. 1 or 2.
41-1.03F Reserved
41-1.04 PAYMENT
Not Used
41-2 SUBSEALING AND JACKING
41-2.01 GENERAL
41-2.01A Summary
Section 41-2 includes specifications for filling voids under existing concrete pavement.
41-2.01B Definitions
Reserved
41-2.01C Submittals
Submit shipping invoices with packaged or bulk fly ash and cement.
Before grouting activities begin, submit a proposal for the materials to be used. Include authorized
laboratory test data for the grout indicating:
1. Time of initial setting under ASTM C266.
2. Compressive strength results at 1, 3, and 7 days for 10, 12, and 14-second grout efflux times.
If requesting a substitution of grout materials, submit a proposal that includes test data.
41-2.01D Quality Control and Assurance
Reserved
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41-2.02 MATERIALS
41-2.02A General
Reserved
41-2.028 Grout
Grout must consist of Type II portland cement, fly ash, and water. Use from 2.4 to 2.7 parts fly ash to 1
part portland cement by weight. Use enough water to produce the following grout efflux times determined
under California Test 541, Part D:
1. From 10 to 16 seconds for subsealing
2. From 10 to 26 seconds for jacking
Cement for grout must comply with the specifications for Type II portland cement in section 90-1.02B(2).
Fly ash must comply with AASHTO M 295, Class C or Class F. Fly ash sources must be on the
Authorized Material List.
You may use chemical admixtures and calcium chloride. Chemical admixtures must comply with section
90-1.02E(2). Calcium chloride must comply with ASTM D98.
Test grout compressive strength under California Test 551, Part 1 at 7-days with 12 seconds efflux time.
Follow the procedures for moist cure. The 7-day compressive strength must be at least 750 psi.
41-2.02C Mortar
Mortar must be a prepackaged fast-setting mortar that complies with ASTM C928.
41-2.021) Reserved
41-2.03 CONSTRUCTION
41-2.03A General
Drill holes in the pavement, inject grout, plug the holes, and finish the holes with mortar.
Drill holes through the pavement and underlying base to a depth from 15 to 18 inches below the
pavement surface. The hole diameter must match the fitting for the grout injecting equipment.
41-2.038 Injecting Grout
41-2.03B(1) General
Inject grout within 2 days of drilling holes.
Immediately before injecting grout, clean the drilled holes with water at a minimum pressure of 40 psi.
The cleaning device must have at least 4 jets that direct water horizontally at the slab-base interface.
Do not inject grout if the atmospheric or subgrade temperature is below 40 degrees F. Do not inject grout
in inclement weather. If water is present in the holes, obtain the Engineer's authorization before injecting
grout.
Do not inject grout until at least 2 consecutive slabs requiring subsealing are drilled ahead of the grouting
activities.
The grout plant must have a positive displacement cement injection pump and a high-speed colloidal
mixer capable of operating from 800 to 2,000 rpm. The injection pump must sustain 150 psi if pumping
grout with a 12-second efflux time. A pressure gauge must be located immediately adjacent to the supply
valve of the grout hose supply valve and positioned for easy monitoring.
Before mixing, weigh dry cement and fly ash if delivered in bulk. If the materials are packaged, each
container must weigh the same.
Introduce water to the mixer through a meter or scale.
Inject grout under pressure until the voids under the pavement slab are filled. The injection nozzle must
not leak. Do not inject grout if the nozzle is below the bottom of the slab. Inject grout 1 hole at a time.
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Stop injecting grout in a hole if either:
1. Grout does not flow under a sustained pump gauge pressure of 150 psi after 7 seconds and there is
no indication the slab is moving.
2. Injected grout rises to the surface at any joint or crack, or flows into an adjacent hole.
Dispose of unused grout within 1 hour of mixing.
41-2.036(2) Subsealing
If a slab raises more than 1/16 inch due to grout injection, stop injecting grout in that hole.
41-2.036(3) Jacking
The positive displacement pump used for grout injection must be able to provide a sustained gauge
pressure of 200 psi. Gauge pressures may be from 200 to 600 psi for brief periods to start slab
movement.
You may add additional water to initiate pressure injection of grout. Do not reduce the grout efflux time
below 10 seconds.
Raise the slabs uniformly. Use string lines to monitor the pavement movement.
Do not move adjacent slabs not specified for pavement jacking. If you move adjacent slabs, correct the
grade within the tolerances for final pavement elevation.
41-2.036(4) Finishing
Immediately after removing the injection nozzle, plug the hole with a round, tapered wooden plug. Do not
remove plugs until adjacent holes are injected with grout and no grout surfaces through previously
injected holes.
After grouting, remove grout from drilled holes at least 4 inches below the pavement surface. Clean holes
and fill with mortar. Finish filled holes flush with the pavement surface.
41-2.036(5) Tolerances
The final pavement elevation must be within 0.01 foot of the required grade. If the final pavement
elevation is between 0.01 and 0.10 foot higher than the required grade, grind the noncompliant pavement
surface under section 42 to within 0.01 foot of the required grade.
If the final pavement elevation is higher than 0.10 foot from the required grade, remove and replace the
noncompliant pavement under section 41-9.
41-2.04 PAYMENT
The payment quantity for subsealing is calculated by adding the dry weight of cement and fly ash used for
the placed grout. The payment quantity for jacking is calculated by adding the dry weight of cement and
fly ash used for the placed grout.
The Department does not pay for wasted grout.
The Department does not adjust the unit price for an increase or decrease in the subsealing quantity.
The Department does not adjust the unit price for an increase or decrease in the jacking quantity.
41-3 CRACK TREATMENT
41-3.01 GENERAL
41-3.01A Summary
Section 41-3 includes specifications for applying high-molecular-weight methacrylate (HMWM)to
concrete pavement surface cracks that do not extend the full slab depth.
41-3.016 Definitions
Reserved
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41-3.01C Submittals
41-3.01C(1) General
Submit HMWM samples 20 days before use.
If sealant is to be removed, submit the proposed removal method at least 7 days before sealant removal.
Do not remove sealant until the proposed sealant removal method is authorized.
41-3.01C(2) Public Safety and Placement Plans
Before starting crack treatment, submit a public safety plan for HMWM and a placement plan for
construction activity as shop drawings.
The public safety and placement plans must identify the materials, equipment, and methods to be used.
In the public safety plan, include the MSDS for each component of HMWM and details for:
1. Shipping
2. Storage
3. Handling
4. Disposal of residual HMWM and containers
If the project is in an urban area adjacent to a school or residence, the public safety plan must also
include an airborne emissions monitoring plan prepared by a CIH certified in comprehensive practice by
the American Board of Industrial Hygiene. Submit a copy of the CIH's certification. The CIH must monitor
the emissions at a minimum of 4 points including the mixing point, the application point, and the point of
nearest public contact. At work completion, submit a report by the industrial hygienist with results of the
airborne emissions monitoring plan.
The placement plan must include:
1. Crack treatment schedule including coefficient of friction testing
2. Methods and materials including:
2.1. Description of equipment for applying HMWM
2.2. Description of equipment for applying sand
2.3. Gel time range and final cure time for resin
Revise rejected plans and resubmit.With each plan rejection, the Engineer gives revision directions
including detailed comments in writing. The Engineer notifies you of a plan's acceptance or rejection
within 2 weeks of receiving that plan.
41-3.01C(3) Reserved
41-3.01D Quality Control and Assurance
41-3.01 D(1) General
Use test tiles to evaluate the HMWM cure time. Coat at least one 4 by 4 inch smooth glazed tile for each
batch of HMWM. Place the coated tile adjacent to the area being treated. Do not apply sand to the test
tiles.
Use the same type of crack treatment equipment for testing and production.
41-3.01 D(2) Test Area
Before starting crack treatment, treat a test area of at least 500 square feet within the project limits at a
location accepted by the Engineer. Use test areas outside the traveled way if available.
Treat the test area under weather and pavement conditions similar to those expected during crack
treatment production.
The Engineer evaluates the test area based on the acceptance criteria. Do not begin crack treatment until
the Engineer accepts the test area.
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41-3.011)(3) Reserved
41-3.01D(4) Acceptance Criteria
The Engineer accepts a treated area if:
1. Corresponding test tiles are dry to the touch
2. Treated surface is tack-free and not oily
3. Sand cover adheres enough to resist hand brushing
4. Excess sand is removed
5. Coefficient of friction is at least 0.30 when tested under California Test 342
41-3.02 MATERIALS
HMWM consists of compatible resin, promoter, and initiator. HMWM resin may be prepromoted by mixing
promoter and resin together before filling containers. Identify prepromoted resin on the container label.
Adjust the gel time to compensate for temperature changes throughout the application.
HMWM resin properties must have the following values:
Property Test method Value
Viscosity a (CP, Max, ASTM D2196 25
Brookfield RVT with UL
adapter, 50 RPM at 77 °F)
Specific gravitya (min, at ASTM D1475 0.90
77 °F)
Flash points (°F, min) ASTM D3278 180
Vapor pressure (mm Hg, ASTM D323 1.0
max, at 77 °F)
Tack-free time (minutes, Specimen prepared under 400
max, at 77 °F) California Test 551
Volatile contents (%, Max) ASTM D2369 30
PCC saturated surface-dry California Test 551 500
bond strength (psi, min, at
24 hours and 77 ±2 °F)
aPerform the test before adding initiator.
Sand must be commercial quality dry blast sand. At least 95 percent of the sand must pass the no. 8
sieve and at least 95 percent must be retained on the no. 20 sieve when tested under California Test 202.
41-3.021) Reserved
41-3.03 CONSTRUCTION
41-3.03A General
Before applying HMWM, clean the pavement surface by abrasive blasting and blow loose material from
visible cracks with high-pressure air. Remove concrete curing seals from the pavement to be treated. The
pavement must be dry when blast cleaning is performed. If the pavement surface becomes contaminated
before applying the HMWM, clean the pavement surface by abrasive blasting.
If performing abrasive blasting within 10 feet of a lane occupied by traffic, operate abrasive blasting
equipment with a concurrently operating vacuum attachment.
During pavement treatment, protect pavement joints, working cracks, and surfaces not being treated.
The equipment applying HMWM must combine the components by either static in-line mixers or by
external intersecting spray fans. The pump pressure at the spray bars must not cause atomization. Do not
use compressed air to produce the spray. Use a shroud to enclose the spray bar apparatus.
You may apply HMWM manually to prevent overspray onto adjacent traffic. If applying resin manually,
limit the batch quantity of HMWM to 5 gallons.
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Apply HMWM at a rate of 90 square feet per gallon. The prepared area must be dry and the surface
temperature must be from 50 to 100 degrees F while applying HMWM. Do not apply HMWM if the
ambient relative humidity is more than 90 percent.
Protect existing facilities from HMWM. Repair or replace existing facilities contaminated with HMWM at
yourexpense.
Flood the treatment area with HMWM to penetrate the pavement and cracks. Apply HMWM within 5
minutes after complete mixing. Mixed HMWM viscosity must not increase. Redistribute excess material
with squeegees or brooms within 10 minutes of application. Remove excess material from tined grooves.
Wait at least 20 minutes after applying HMWM before applying sand. Apply sand at a rate of
approximately 2 pounds per square yard or until refusal. Remove excess sand by vacuuming or
sweeping.
Do not allow traffic on the treated surface until:
1. Treated surface is tack-free and non-oily
2. Sand cover adheres enough to resist hand brushing
3. Excess sand is removed
4. Coefficient of friction is at least 0.30 determined under California Test 342
41-3.04 PAYMENT
Not Used
41-4 SPALL REPAIR
41-4.01 GENERAL
Section 41-4 includes specifications for repairing spalls in concrete pavement.
41-4.02 MATERIALS
Repair spalls using polyester concrete with a bonding agent. The bonding agent must comply with the
requirements for HMWM in section 41-3.02 except tack-free time requirements do not apply and the
HMWM must not contain wax.
Form board must be corrugated cardboard with a 6-mil polyethylene covering.
41-4.03 CONSTRUCTION
41-4.03A General
Prepare spall areas by removing concrete and cleaning. Use a form board to provide compression relief
atjoints and cracks.
After completing spall repairs do not allow traffic on the repairs for at least 2 hours after the time of final
setting under ASTM C403/403M.
41-4.038 Remove Pavement
The Engineer determines the rectangular limits of unsound concrete pavement. Before removing
pavement, mark the saw cut lines and spall repair area on the pavement surface.
Do not remove pavement until the Engineer verbally authorizes the saw cut area.
Use a power-driven saw with a diamond blade.
Remove pavement as shown and:
1. From the center of the repair area towards the saw cut
2. To the full saw cut depth
3. At least 2 inches beyond the saw cut edge to produce a rough angled surface
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Produce a rough surface by chipping or other removal methods that do not damage the pavement
remaining in-place. Completely remove any saw overcuts. Pneumatic hammers used for concrete
removal must weigh 15 lbs or less.
If you damage concrete pavement outside the removal area, enlarge the area to remove the damaged
pavement.
If dowel bars are exposed during removal, remove concrete from the exposed surface and cover with
duct tape.
41-4.03C Cleaning
After pavement has been removed, clean the exposed faces of the concrete by:
1. Sand or water blasting. Water blasting equipment must be capable of producing a blast pressure of
3,000 to 6,000 psi.
2. Blowing the exposed concrete area with compressed air free of moisture and oil to remove debris
after blasting. Air compressors must deliver air at a minimum of 120 cfm and develop 90 psi of nozzle
pressure.
41-4.03D Form Board Installation
After cleaning, place the form board to match the existing joint or crack alignment. Extend the form board
at least 3 inches beyond each end of the repair and at least 1 inch deeper than the repair. Remove the
form board before sealing joints or cracks.
41-4.03E-41-4.031 Reserved
41-4.04 PAYMENT
Payment is calculated based on the authorized saw cut area.
The Department does not adjust the unit price for an increase or decrease in the spall repair quantity.
41-5 JOINT SEALS
41-5.01 GENERAL
41-5.01A Summary
Section 41-5 includes specifications for sealing concrete pavement joints or replacing existing concrete
pavement joint seals. Pavement joints include isolation joints.
41-5.01B Definitions
Reserved
41-5.01C Submittals
At least 15 days before delivery to the job site, submit a certificate of compliance, MSDS, manufacturer's
recommendations, and instructions for storage and installation of:
1. Liquid joint sealant.
2. Backer rods. Include the manufacturer data sheet verifying compatibility with the liquid joint sealant.
3. Preformed compression joint seal. Include the manufacturer data sheet used to verify the seal for the
joint dimensions shown.
4. Lubricant adhesive.
Asphalt rubber joint sealant containers must comply with ASTM D6690. Upon delivery of asphalt rubber
joint sealant to the job site, submit a certified test report for each lot based on testing performed within 12
months.
Submit a work plan for removing pavement and joint materials. Allow 10 days for authorization. Include
descriptions of the equipment and methods for removal of existing pavement and joint material.
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41-5.01D Quality Control and Assurance
41-5.011)(1) General
Before sealing joints, arrange for a representative from the manufacturer to provide training on cleaning
and preparing the joint and installing the liquid joint sealant or preformed compression joint seal. Do not
seal joints until your personnel and the Department's personnel have been trained.
The Engineer accepts joint seals based on constructed dimensions and visual inspection of completed
seals for voids.
41-5.011)(2) Reserved
41-5.02 MATERIALS
41-5.02A General
Use the type of seal material described.
Silicone or asphalt rubber joint sealant must not bond or react with the backer rod.
41-5.028 Silicone Joint Sealant
Silicone joint sealant must be on the Authorized Material List.
41-5.02C Asphalt Rubber Joint Sealant
Asphalt rubber joint sealant must:
1. Be paving asphalt mixed with not less than 10 percent ground rubber by weight. Ground rubber must
be vulcanized or a combination of vulcanized and devulcanized materials that pass a no. 8 sieve.
2. Comply with ASTM D6690 for Type II.
3. Be capable of melting at a temperature below 400 degrees F and applied to cracks and joints.
41-5.021) Backer Rods
Backer rods must:
1. Comply with ASTM D5249:
1.1. Type 1 for asphalt rubber joint sealant
1.2. Type 1 or Type 3 for silicone joint sealant
2. Be expanded, closed-cell polyethylene foam
3. Have a diameter at least 25 percent greater than the saw cut joint width
41-5.02E Preformed Compression Joint Seals
Preformed compression joint seals must:
1. Comply with ASTM D2628
2. Have 5 or 6 cells, except seals 1/2 inch wide or less may have 4 cells
Lubricant adhesive used to install seals must comply with ASTM D2835.
41-5.02F-41-5.02K Reserved
41-5.03 CONSTRUCTION
41-5.03A General
If joint sealing is described for new concrete pavement, do not start joint sealing activities until the
pavement has been in place for at least 7 days. Seal new concrete pavement joints at least 7 days after
concrete pavement placement if shown.
Remove existing pavement and joint material by sawing, rectangular plowing, cutting, or manual labor.
Saw cut the reservoir before cleaning the joint. Use a power-driven saw with a diamond blade.
If you damage a portion of the pavement to remain in place, repair the pavement under section 41-4.
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41-5.03B Joint Cleaning
41-5.03B(1) General
Clean the joint after removal and any repair is complete before installing joint seal material. Cleaning
must be completed no more than 4 hours before installing backer rods, liquid joint seal, or preformed
compression seals using the following sequence:
1. Removing debris
2. Drying
3. Sandblasting
4. Air blasting
5. Vacuuming
Clean in 1 direction to minimize contamination of surrounding areas.
41-5.03B(2) Removing Debris
Remove debris including dust, dirt, and visible traces of old sealant from the joint after sawing, plowing,
cutting, or manual removal. Do not use chemical solvents to wash the joint.
41-5.03B(3) Drying
After removing debris, allow the reservoir surfaces to dry or remove moisture and dampness at the joint
with compressed air that may be moderately hot.
41-5.03B(4) Sandblasting
After the joint is dry, sandblast the reservoir to remove remaining residue using a 1/4-inch diameter
nozzle and 90 psi minimum pressure. Do not sandblast straight into the reservoir. Angle the sandblasting
nozzle within 1 to 2 inches from the concrete and make at least 1 pass to clean each reservoir face.
41-5.03B(5) Air Blasting
After sandblasting, air blast the reservoir to remove sand, dirt, and dust 1 hour before sealing the joint.
Use compressed air free of oil and moisture delivered at a minimum rate of 120 cfm and 90 psi nozzle
pressure.
41-5.03B(6) Vacuuming
After air blasting, use a vacuum sweeper to remove debris and contaminants from the pavement surfaces
surrounding the joint.
41-5.03B(7) Reserved
41-5.03C Installing Liquid Joint Sealant
Where backer rods are shown, place the rods before installing liquid joint sealant. Place backer rods
under the manufacturer's instructions unless otherwise specified. The pavement and reservoir surfaces
must be dry and the ambient air temperature must be at least 40 degrees F and above the dew point. The
reservoir surface must be free of residue or film. Do not puncture the backer rod.
Immediately after placing the backer rod, install liquid joint sealant under the manufacturer's instructions
unless otherwise specified. Before installing, demonstrate that fresh liquid sealant is ejected from the
nozzle free of cooled or cured material. For asphalt rubber joint sealant, the pavement surface
temperature must be at least 50 degrees F before installing.
Pump liquid joint sealant through a nozzle sized for the width of the reservoir so that liquid joint sealant is
placed directly onto the backer rod. The installer must draw the nozzle toward his body and extrude liquid
joint sealant evenly. Liquid joint sealant must maintain continuous contact with the reservoir walls during
extrusion.
After placing liquid joint sealant, recess it to the depth shown within 10 minutes of installation and before
a skin begins to form.
After each joint is sealed, remove excess liquid joint sealant on the pavement surface. Do not allow traffic
over the sealed joints until the liquid joint sealant is set, tack free, and firm enough to prevent embedment
of roadway debris.
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41-5.03D Installing Preformed Compression Joint Seals
Install preformed compression joint seals using lubricant adhesive as shown and under the
manufacturer's instructions.
Install longitudinal seals before transverse seals. Longitudinal seals must be continuous except splicing is
allowed at intersections with transverse seals. Transverse seals must be continuous for the entire
transverse length of concrete pavement except splices are allowed for widening and staged construction.
With a sharp instrument, cut across the longitudinal seal at the intersection with transverse construction
joints. If the longitudinal seal does not relax enough to properly install the transverse seal, trim the
longitudinal seal to form a tight seal between the 2 joints.
If splicing is authorized, comply with the manufacturer's instructions.
Use a machine specifically designed for preformed compression joint seal installation. The machine must
install the seal:
1. To the specified depth
2. To make continuous contact with the joint walls
3. Without cutting, nicking, or twisting the seal
4. Without stretching the seal more than 4 percent
Cut preformed compression joint seal material to the exact length of the pavement joint to be sealed. The
Engineer measures this length. After you install the preformed compression joint seal, the Engineer
measures the excess length of material at the joint end. The Engineer divides the excess length by the
measured cut length to determine the stretch percentage.
Seals must be compressed from 30 to 50 percent of the joint width when complete in place.
41-5.03E Reserved
41-5.04 PAYMENT
Not Used
41-6 CRACK AND SEAT
41-6.01 GENERAL
41-6.01A Summary
Section 41-6 includes specifications for cracking, seating, and preparing the surface of existing concrete
pavement.
41-6.016 Definitions
Reserved
41-6.01C Submittals
Submit each core in a plastic bag or tube for acceptance at the time of sampling. Mark each core with a
location description.
41-6.01D Quality Control and Assurance
41-6.01 D(1) General
If cracking is noncompliant:
1. Stop crack and seat work
2. Modify your equipment and procedures and crack the noncompliant pavement again
3. Construct another test section
4. Take additional core samples to verify compliance
5. Construct an inspection strip if the concrete pavement has HMA on the surface
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41-6.01 D(2) Test Section
The Engineer determines and marks a test section up to 1000 square feet within the crack and seat area
shown. Construct the test section and obtain the Engineer's verbal authorization before starting crack and
seat work.
Immediately before cracking the test section, apply water to the pavement surface so that cracking can be
readily evaluated. Crack the test section and vary impact energy and striking patterns to verify your
procedure.
41-6.01D(3) Coring
Drill cores at least 6 inches in diameter under ASTM C42 to verify cracking in the Engineer's presence.
Take at least 2 cores per test section and 1 core per lane mile for each pavement cracking machine used.
The Engineer determines the core locations.
41-6.01D(4) Reserved
41-6.02 MATERIALS
41-6.02A General
Use fast-setting or polyester concrete to fill core holes.
41-6.03 CONSTRUCTION
41-6.03A Cracking
Crack existing concrete pavement using the procedures and equipment from the authorized test section.
Do not allow flying debris during cracking operations.
Crack existing concrete pavement into segments that nominally measure 6 feet transversely by 4 feet
longitudinally. If the existing pavement is already cracked into segments, crack it into equal-sized square
or rectangular pieces that nominally measure not more than 6 feet transversely and from 3 to 5 feet
longitudinally. Do not impact the pavement within 1 foot of another break line, pavementjoint, or edge of
pavement.
Cracks must be vertical, continuous, and penetrate the full depth of pavement. Cracks must be within 6
inches of vertical along the full depth of pavement. Do not cause surface spalling over 0.10-foot deep or
excessive shattering of the pavement or base.
Cracking equipment must impact the pavement with a variable force in a controlled location. Do not use
unguided free-falling weights such as "headache balls."
If the concrete pavement has no more than 0.10 foot of asphalt concrete on the surface, you may crack
the pavement without removing the asphalt concrete. After cracking, construct an inspection strip by
removing at least 500 square feet of asphalt concrete at a location determined by the Engineer. Construct
additional inspection strips to demonstrate compliance where ordered by the Engineer.
After cracking, allow public traffic on the cracked or initial pavement layer for no more than 15 days.
41-6.036 Seating
Seat cracked concrete by making at least 5 passes over the cracked concrete with either:
04-18-14
1. Oscillating type pneumatic-tired roller at least 4 feet wide. Pneumatic tires must be of equal size,
diameter, type, and ply. The tires must be inflated to 60 psi minimum and maintained so that the air
pressure does not vary more than 5 psi. The roller's gross static weight must be at least 15 tons.
07-19-13
2. Vibratory pad-foot roller exerting a dynamic centrifugal force of at least 10 tons
A pass is 1 movement of a roller in either direction at 5 mph or less.
After all segments have been seated, clean loose debris from joints and cracks using compressed air free
of moisture and oil.
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Reseat any segment of cracked pavement that has not been overlaid within 24 hours of seating.
41-6.03C Surface Preparation
Before opening cracked and seated pavement to traffic or overlaying:
04-18-14
1. Fill joints, cracks, and spalls wider than 3/4 inch and deeper than 1 inch by applying tack coat and
placing minor HMA under section 39. Use the no. 4 gradation.
07-19-13
2. Remove all loose debris and sweep the pavement.
41-6.03D Reserved
41-6.04 PAYMENT
Crack and seat existing concrete pavement is measured from the area of pavement cracked and seated.
No deduction is made for existing cracked segments. The Department does not pay for HMA used to fill
joints, cracks, and spalls.
41-7 TRANSITION TAPER
41-7.01 GENERAL
Section 41-7 includes specifications for constructing transition tapers in existing pavement.
41-7.02 MATERIALS
Not Used
41-7.03 CONSTRUCTION
Construct transition tapers by either grinding or removing and replacing the existing concrete. Do not
allow flying debris during the construction of tapers.
Grinding must comply with section 42.
Replacement concrete must comply with section 41-9 except place concrete to the taper level shown and
finish the surface with a coarse broom.
04-18-14
If the transition taper will be overlaid with HMA that is not placed before opening to traffic and there is a
grade difference of more than 0.04 foot, construct a temporary taper by placing minor HMA that complies
with section 39. Remove the temporary HMA taper before constructing the transition taper.
07-19-13
41-7.04 PAYMENT
Pavement transition tapers are measured using the dimensions shown. The Department does not pay for
temporary HMA tapers.
41-8 DOWEL BAR RETROFIT
Reserved
41-9 INDIVIDUAL SLAB REPLACEMENT WITH RAPID STRENGTH CONCRETE
41-9.01 GENERAL
41-9.01A Summary
Section 41-9 includes specifications for removing existing concrete pavement and constructing individual
slab replacement with rapid strength concrete (ISR—RSC).
41-9.01B Definitions
concrete raveling: Disintegration of the concrete surface layer from aggregate loss.
early age: Any age less than 10 times the time of final setting for concrete determined under ASTM
C403/C403M.
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full-depth crack: Crack that runs from one edge of the concrete slab to the opposite or adjacent side of
the slab.
opening age: Age when the minimum modulus of rupture specified for opening to traffic and equipment is
attained.
time of final setting: Elapsed time required to develop a concrete penetration resistance that is at least
4,000 psi under ASTM C403/C403M.
41-9.01C Submittals
41-9.01C(1) General
At least 15 days before delivery to the job site, submit manufacturer's recommendations, MSDS and
instructions for storage and installation of joint filler material.
At least 45 days before starting ISR—RSC work submit a sample of cement from each proposed lot and
samples of proposed admixtures in the quantities ordered by the Engineer.
During ISR—RSC placement operations, submit uniformity reports for hydraulic cement at least once
every 30 days to the Engineer and METS, attention Cement Laboratory. Uniformity reports must comply
with ASTM C917 except testing age and water content may be modified to suit the particular material.
Except for modulus of rupture tests, submit QC test result forms within 48 hours of the paving shift.
Submit modulus of rupture results within:
1. 15 minutes of opening age test completion
2. 24 hours of 3-day test completion
41-9.01C(2) Quality Control Plan
If the quantity of ISR—RSC is at least 300 cu yd, submit a QC plan at least 20 days before placing trial
slabs. If the quantity of ISR—RSC is less than 300 cu yd, submit proposed forms for RSC inspection,
sampling, and testing.
41-9.01C(3) Mix Design
At least 10 days before use in a trial slab, submit a mix design. The maximum ambient temperature range
for a mix design is 18 degrees F. Submit more than 1 mix design based on ambient temperature
variations anticipated during RSC placement. Each mix design must include:
1. Mix design identification number
2. Aggregate source
3. Opening age
4. Aggregate gradation
5. Types of cement and chemical admixtures
6. Mix proportions
7. Maximum time allowed between batching and placing
8. Range of effective ambient temperatures
9. Time of final setting
10. Modulus of rupture development data from laboratory-prepared samples, including tests at:
10.1. 1 hour before opening age
10.2. Opening age
10.3. 1 hour after opening age
10.4. 1 day
10.5. 3 days
10.6. 7 days
10.7. 28 days
11. Shrinkage test data
12. Any special instructions or conditions such as water temperature requirements
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41-9.01C(4) Reserved
41-9.01D Quality Control and Assurance
41-9.01 D(1) General
Designate a QC manager and assistant QC managers to administer the QC plan. The QC managers
must hold current American Concrete Institute (ACI) certification as a Concrete Field Testing Technician-
Grade I and a Concrete Laboratory Testing Technician-Grade II, except the assistant QC managers may
hold Concrete Laboratory Testing Technician-Grade I instead of Grade II.
The QC manager responsible for the production period involved must review and sign the sampling,
inspection, and test reports before submitting them. The QC manager must be present for:
1. Each stage of mix design
2. Trial slab construction
3. Production and construction of RSC
4. Meetings with the Engineer relating to production, placement, or testing
The QC manager must not be a member of this project's production or paving crews, an inspector, or a
tester. The QC manager must have no duties during the production and placement of RSC except those
specified.
Testing laboratories and equipment must comply with the Department's Independent Assurance Program.
At the time of the QC plan submittal, the Department evaluates the quality control samplers and testers.
41-9.01D(2) Just-in-time Training
Reserved
41-9.01D(3) Quality Control Plan
Establish, implement, and maintain a QC plan for pavement The QC plan must describe the organization
and procedures used to:
1. Control the production process
2. Determine if a change to the production process is needed
3. Implement a change
The QC plan must include:
1. Names, qualifications, and certifications of QC personnel, including:
1.1. QC manager
1.2. Assistant QC managers
1.3. Samplers and testers
2. Outline of procedure for the production, transportation, placement, and finishing of RSC
3. Outline of procedure and forms for concrete QC, sampling, and testing to be performed during and
after RSC construction, including testing frequencies for modulus of rupture
4. Contingency plan for identifying and correcting problems in production, transportation, placement, or
finishing RSC including:
4.1. Action limits
4.2. Suspension limits that do not exceed specified material requirements
4.3. Detailed corrective action if limits are exceeded
4.4. Temporary pavement structure provisions, including:
4.4.1. The quantity and location of standby material
4.4.2. Determination of need
5. Location of your quality control testing laboratory and testing equipment during and after paving
operations
6. List of the testing equipment to be used, including the date of last calibration
7. Production target values for material properties that impact concrete quality or strength including
cleanness value and sand equivalent
8. Outline procedure for placing and testing trial slabs, including:
8.1. Locations and times
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8.2. Production procedures
8.3. Placing and finishing methods
8.4. Sampling methods, sample curing, and sample transportation
8.5. Testing and test result reporting
9. Name of source plant with approved Material Plant Quality Program (MPQP)
10. Procedures or methods for controlling pavement quality including:
10.1. Materials quality
10.2. Contraction and construction joints
10.3. Protecting pavement before opening to traffic
41-9.01D(4) Prepaving Conference
Schedule a prepaving conference and provide a facility to meet with the Engineer.
Prepaving conference attendees must sign an attendance sheet provided by the Engineer. The prepaving
conference must be attended by your:
1. Project superintendent
2. Project manager
3. QC manager
4. Workers and your subcontractor's workers, including:
4.1. Foremen
4.2. Concrete plant manager
4.3. Concrete plant operator
4.4. Concrete plant inspectors
4.5. Personnel performing saw cutting and joint sealing
4.6. Paving machine operators
4.7. Inspectors
4.8. Samplers
4.9. Testers
The purpose of the prepaving conference is to familiarize personnel with the project's specifications.
Discuss the QC plan and processes for constructing each item of work, including:
1. Production
2. Transportation
3. Trial slabs
4. Pavement structure removal
5. Placement
6. Contingency plan
7. Sampling
8. Testing
9. Acceptance
Do not start trial slabs or paving activities until the listed personnel have attended the prepaving
conference.
41-9.01D(5) Trial Slabs
Before starting individual slab replacement work, complete 1 trial slab for each mix design.
Place trial slabs near the job site at a mutually-agreed location that is neither on the roadway nor within
the project limits. Trial slabs must be 10 by 20 feet and at least 10 inches thick.
During trial slab construction, sample and split the aggregate for grading, cleanness value, and sand
equivalent testing.
Fabricate and test beams under California Test 524 to determine the modulus of rupture values.
Cure beams fabricated for early age testing such that the monitored temperatures in the beams and the
slab are always within 5 degrees F of each other.
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Monitor and record the internal temperatures of trial slabs and early age beams at intervals of at least 5
minutes. Install thermocouples or thermistors connected to strip-chart recorders or digital data loggers to
monitor the temperatures. Temperature recording devices must be accurate to within 2 degrees F.
Measure internal temperatures at 1 inch from the top, 1 inch from the bottom, and no closer than 3 inches
from any edge until early age testing is completed.
Cure beams fabricated for 3-day testing under California Test 524 except place them into sand at a time
that is from 5 to 10 times the time of final setting measured under ASTM C403/403M or 24 hours,
whichever is earlier.
Trial slabs must have an opening age modulus of rupture of not less than 400 psi and a 3-day modulus of
rupture of not less than 600 psi.
After authorization, remove and dispose of trial slabs and testing materials.
41-9.01D(6) Quality Control Testing
41-9.01D(6)(a) General
Provide continuous process control and quality control sampling and testing throughout RSC production
and placement. Notify the Engineer at least 2 business days notice before any sampling and testing.
Establish a testing facility at the job site or at an authorized location.
Sample under California Test 125.
During ISR—RSC placement, sample and fabricate beams for modulus of rupture testing within the first
30 cubic yards, at least once every 130 cu yd, and within the final truckload. Submit split samples and
fabricate test beams for the Department's testing unless the Engineer informs you otherwise.
Determine the modulus of rupture at opening age under California Test 524, except beam specimens
may be fabricated using an internal vibrator under ASTM C 31. Cure beams under the same conditions
as the pavement until 1 hour before testing. Test 3 beam specimens in the presence of the Engineer and
average the results. A single test represents no more than that day's production or 130 cu yd, whichever
is less.
Determine the modulus of rupture at other ages using beams cured and tested under California Test 524
except place them in sand from 5 to 10 times the time of final setting under ASTM C403/C403M or 24
hours, whichever is earlier.
41-9.01D(6)(b) Rapid Strength Concrete
Your quality control must include testing RSC for the properties at the frequencies shown in the following
table:
RSC Minimum Quality Control
Property Test method Minimum testing frequencya
Cleanness value California Test 227 650 cu yd or 1 per shift
Sand equivalent California Test 217 650 cu yd or 1 per shift
Aggregate gradation California Test 202 650 cu yd or 1 per shift
Air content California Test 504 130 cu yd or 2 per shift
Yield California Test 518 2 per shift
Slump or penetration ASTM C143 or California Test 533 1 per 2 hours of paving
Unit weight California Test 518 650 cubic yards or 2 per shift
Aggregate Moisture Meter California Test 223 or California 1 per shift
Calibration Test 226
Modulus of rupture California Test 524 Comply with section 41-
9.01 D(6)(a)
aTest at the most frequent interval.
bCheck calibration of the plant moisture meter by comparing moisture meter readings with
California Test 223 or California Test 226 test results
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Maintain control charts to identify potential problems and causes. Post a copy of each control chart at a
location determined by the Engineer.
Individual measurement control charts must use the target values in the mix proportions as indicators of
central tendency.
Develop linear control charts for:
1. Cleanness value
2. Sand equivalent
3. Fine and coarse aggregate gradation
4. Air content
5. Penetration
Control charts must include:
1. Contract number
2. Mix proportions
3. Test number
4. Each test parameter
5. Action and suspension limits
6. Specification limits
7. Quality control test results
For fine and coarse aggregate gradation control charts, record the running average of the previous 4
consecutive gradation tests for each sieve and superimpose the specification limits.
For air content control charts, the action limit is ±1.0 percent and the suspension limit is ±1.5 percent of
the specified values. If no value is specified, apply the air content value used in the approved mix design.
As a minimum, a process is out of control if any of the following occurs:
1. For fine and coarse aggregate gradation, 2 consecutive running averages of 4 tests are outside the
specification limits
2. For individual penetration or air content measurements:
2.1. One point falls outside the suspension limit line
2.2. Two points in a row fall outside the action limit line
Stop production and take corrective action for out of control processes or the Engineer rejects
subsequent RSC.
Before each day's concrete pavement placement and at intervals not to exceed 4 hours of production,
use a tachometer to test and record vibration frequency for concrete consolidation vibrators.
41-9.01 D(6)(c) Reserved
41-9.01D(7) Acceptance Criteria
41-9.01D(7)(a) General
The final texture of ISR—RSC must pass visual inspection and have a coefficient of friction of at least
0.30 determined under California Test 342.
Allow at least 25 days for the Department to schedule testing for coefficient of friction. Notify the Engineer
when the pavement is scheduled to be opened to traffic.
41-9.01D(7)(b) Modulus of Rupture
ISR—RSC is accepted based on your testing for modulus of rupture at opening age and the Department's
testing for modulus of rupture at 3 days.
ISR—RSC must have a modulus of rupture at opening age that is at least 400 psi and a modulus of
rupture at 3 days that is at least 600 psi.
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Calculate the test result as the average from testing 3 beams for each sample. The test result represents
1 paving shift or 130 cu yd, whichever is less.
41-9.01D(7)(c) Concrete Pavement Smoothness
The Department tests for concrete pavement smoothness using a 12-foot straightedge. Straightedge
smoothness specifications do not apply to the pavement surface placed within 12 inches of existing
concrete pavement except parallel to the centerline at the midpoint of a transverse construction joint.
The concrete pavement surface must not vary from the lower edge of a 12-foot straightedge by more
than:
1. 0.01 feet when parallel to the centerline
2. 0.02 feet when perpendicular to the centerline extending from edge to edge of a traffic lane
41-9.01D(7)(d) Cracking and Raveling
The Engineer rejects an ISR—RSC slab under section 6-3.06 if within 1 year of contract acceptance there
is either:
1. Partial or full-depth cracking
2. Concrete raveling consisting of either:
2.1. Combined raveled areas more than 5 percent of each ISR—RSC slab area
2.2. Any single raveled area of more than 4 sq ft
41-9.01 D(8) Reserved
41-9.02 MATERIALS
41-9.02A General
Reserved
41-9.028 Rapid Strength Concrete
RSC for ISR—RSC must comply with section 90-3.
Use either the 1-1/2 inch maximum or the 1-inch maximum combined grading specified in section 90-
1.02C(4)(d).
Air content must comply with the minimum requirements in section 40-1.028(4).
41-9.02C Base Bond Breaker
Use base bond breaker no. 3, 4, or 5 under section 36-2.
41-9.02D Reserved
41-9.03 CONSTRUCTION
41-9.03A General
Complete ISR—RSC adjacent to new pavement or existing pavement shown for construction as a 1 st
order of work. Replace individual slabs damaged during construction before placing final pavement
delineation.
41-9.038 Removing Existing Pavement
Remove pavement under section 15-2.02. The Engineer determines the exact ISR—RSC limits after
overlying layers are removed.
After removing pavement to the depth shown, grade to a uniform plane. Water as needed and compact
the material remaining in place to a firm and stable base. The finished surface of the remaining material
must not extend above the grade established by the Engineer.
41-9.03C Drill and Bond Dowel Bars
Drill existing concrete and bond dowel bars under section 41-10 if described. Do not install dowel bars in
contraction joints.
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41-9.03D Base Bond Breaker
Place base bond breaker before placing ISR—RSC. Comply with section 36-2.
41-9.03E Placing Rapid Strength Concrete
Do not place RSC if the ambient air temperature is forecast by the National Weather Service to be less
than 40 degrees F within 72 hours of final finishing.
Before placing RSC against existing concrete, place 1/4-inch thick commercial quality polyethylene
flexible foam expansion joint filler across the original transverse and longitudinal joint faces and extend
the full depth of pavement to the top of the base layer. Place the top of the joint filler flush with the top of
the pavement. Secure joint filler to the joint face of the existing pavement to prevent the joint filler from
moving during the placement of RSC.
Use metal or wood side forms. Wood side forms must not be less than 1-1/2 inches thick. Side forms and
connections must be of sufficient rigidity that movement will not occur under forces from equipment or
RSC. Clean and oil side forms before each use. Side forms must remain in place until the pavement edge
no longer requires the protection of forms.
After you place RSC, consolidate it using high-frequency internal vibrators adjacent to forms and across
the full paving width. Place RSC as nearly as possible to its final position. Do not use vibrators for
extensive shifting of concrete pavement.
Spread and shape RSC with powered finishing machines supplemented by hand finishing. After you mix
and place RSC, do not add water to the surface to facilitate finishing. You may request authorization to
use surface finishing additives. Submit the manufacturer's instructions with your request.
Place consecutive concrete loads without interruption. Do not allow cold joints where a visible lineation
forms after concrete is placed, sets, and hardens before additional concrete placed.
Where the existing transverse joint spacing in an adjacent lane exceeds 15 feet, construct an additional
transverse contraction joint midway between the existing joints. Complete sawing of contraction joints
within 2 hours of completion of final finishing.
Cut contraction joints a minimum of 1/3 the slab depth.
41-9.03F Final Finishing
After preliminary finishing, round the edges of the initial paving width to a 0.04-foot radius. Round
transverse and longitudinal construction joints to a 0.02-foot radius. Mark each ISR—RSC area with a
stamp. The stamp mark must show the month, day, and year of placement and contract number. Level
the location of the stamp with a steel trowel below the pavement texture. Orient the stamp mark so it can
be read from the outside edge of ISR—RSC.
Before curing, texture the pavement. Perform initial texturing with a burlap drag or broom device that
produces striations parallel to the centerline. Perform final texturing with a steel-tined device that
produces grooves parallel with the centerline.
Tines must be from 3/32 to 1/8 inch wide on 3/4-inch centers and have enough length, thickness, and
resilience to form grooves from 1/8 to 3/16 inch deep after the concrete has hardened. Grooves must
extend over the entire pavement width except do not construct grooves 3 inches from longitudinal
pavement edges or joints.
Final texture must be uniform and smooth. Grooves must be parallel and aligned to the pavement edge
across the pavement width. The groove alignment must not vary more than 0.1 foot for every 12 foot
length.
Protect RSC under section 90-1.03C.
41-9.03G Temporary Pavement Structure
Temporary pavement structure must be RSC or 3-1/2 inch thick HMA over aggregate base.
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41-9.03H Noncompliant Individual Slab Replacement
Replace an ISR—RSC slab with any of the following:
1. One or more full-depth cracks.
2. Concrete raveling.
3. Noncompliant smoothness except you may request authorization for grinding under section 42 and
retesting. Grinding that causes a depression will not be considered. Smoothness must be corrected
within 48 hours of placing ISR—RSC.
4. Noncompliant modulus of rupture.
If the modulus of rupture at opening age is at least 400 psi and the modulus of rupture at 3 days is at
least 500 psi but less than 600 psi, you may request authorization to leave the ISR—RSC in place and
accept the specified deduction.
If pavement is noncompliant for coefficient of friction, groove or grind the pavement under section 42.
Comply with section 40-1.03Q(4)and groove or grind before the installation of any required joint seal or
edge drains adjacent to the areas to the noncompliant area.
If an ISR—RSC slab has partial depth cracking, treat it with high-molecular-weight methacrylate under
section 41-3.
41-9.031 Replace Pavement Delineation
Replace traffic stripes, pavement markings, and markers that are removed, obliterated, or damaged by
ISR—RSC under sections 84 and 85.
41-9.03J Reserved
41-9.04 PAYMENT
Replace base is not included in the payment for individual slab replacement(RSC).
Drill and bond dowel bars are not included in payment for individual slab replacement(RSC).
For individual slab replacement(RSC)with a modulus of rupture at opening age that is at least 400 psi
and a modulus of rupture at 3 days that is greater than or equal to 500 psi but less than 550 psi, the
Department deducts 10 percent of the payment for individual slab replacement(RSC).
For individual slab replacement(RSC)with a modulus of rupture at opening age that is at least 400 psi
and a modulus of rupture at 3 days that is greater than or equal to 550 psi but less than 600 psi, the
Department deducts 5 percent of the payment for individual slab replacement(RSC).
41-10 DRILL AND BOND BARS
41-10.01 GENERAL
41-10.01A Summary
Section 41-10 includes specifications for drilling, installing, and bonding tie bars and dowel bars in
concrete pavement.
41-10.01B Definitions
Reserved
41-10.01C Submittals
Submit a certificate of compliance for:
1. Tie bars
2. Dowel bars
3. Dowel bar lubricant
4. Chemical adhesive
5. Epoxy powder coating
At least 15 days before delivery to the job site, submit the manufacturer's recommendations and
instructions for storage, handling, and use of chemical adhesive.
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41-10.01D Quality Control and Assurance
41-10.01 D(1) General
Drill and bond bar is accepted based on inspection before concrete placement.
41-10.01 D(2) Reserved
41-10.02 MATERIALS
41-10.02A General
Dowel bar lubricant must comply with section 40-1.02D.
Chemical adhesive for drilling and bonding bars must be on the Authorized Material List. The Authorized
Material List indicates the appropriate chemical adhesive system for concrete temperature and installation
conditions.
Each chemical adhesive system container must clearly and permanently show the following:
1. Manufacturer's name
2. Model number of the system
3. Manufacture date
4. Batch number
5. Expiration date
6. Current International Conference of Building Officials Evaluation Report number
7. Directions for use
8. Storage requirement
9. Warnings or precautions required by state and federal laws and regulations
41-10.02B Reserved
41-10.03 CONSTRUCTION
41-10.03A General
Drill holes for bars. Clean drilled holes in compliance with the chemical adhesive manufacturer's
instructions. Holes must be dry at the time of placing the chemical adhesive and bars. Use a grout
retention ring when drilling and bonding dowel bars. Immediately after inserting the bar into the chemical
adhesive, support the bar to prevent movement until chemical adhesive has cured the minimum time
recommended by the manufacturer.
Apply dowel bar lubricant to the entire exposed portion of the dowel bar.
If the Engineer rejects a bar installation: stop paving, drilling, and bonding activities. Adjust your
procedures and obtain the Engineer's verbal authorization before resuming paving, drilling, and bonding.
Cut the rejected bar flush with the pavement joint surface and coat the exposed end of the bar with
chemical adhesive. Offset the new hole 3 inches horizontally from the rejected hole's center.
41-10.03B Tie Bar Tolerance
Place tie bars within the tolerances shown in the following table:
Tie Bar Tolerances
Dimension Tolerance
Horizontal skew (vertical skew: bar length) 1:6
Vertical skew (vertical skew: bar length) 1:6
Longitudinal translation (inch) ±1
Horizontal offset(embedment, inch) ±1
Height relative to the adjacent bar ±1
Vertical Depth (clearance from the 3
pavement surface or bottom, inches, min)
41-10.03C Dowel Bar Tolerance
Place dowel bars within the tolerances specified in section 40-1.01 D(7)(b)(v).
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41-10.03D Reserved
41-10.04 PAYMENT
Not Used
41-11-41-15 RESERVED
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42 GROOVE AND GRIND CONCRETE
07-19-13
Replace the paragraph of section 42-1.01A with:
07-19-13
Section 42-1 includes general specifications for grooving and grinding concrete.
Replace the headings and paragraphs in section 42-3 with:
07-19-13
42-3.01 GENERAL
42-3.01A Summary
Section 42-3 includes specifications for grinding the surfaces of pavement, bridge decks, and approach
slabs.
42-3.01 B Definitions
Reserved
42-3.01C Submittals
Reserved
42-3.01 D Quality Control and Assurance
Reserved
42-3.02 MATERIALS
Not Used
42-3.03 CONSTRUCTION
42-3.03A General
Grind surfaces in the longitudinal direction of the traveled way and grind the full lane width. Begin and end
grinding at lines perpendicular to the roadway centerline.
Grinding must result in a parallel corduroy texture with grooves from 0.08 to 0.12 inch wide and from 55 to
60 grooves per foot of width. Grooves must be from 0.06 to 0.08 inch from the top of the ridge to the
bottom of the groove.
Grind with abrasive grinding equipment using diamond cutting blades mounted on a self-propelled
machine designed for grinding and texturing concrete pavements.
42-3.03B Pavement
Grind existing concrete pavement that is adjacent to an individual slab replacement. Grind the replaced
individual slab and all the existing slabs immediately surrounding it. Grind after the individual slab is
replaced.
Grind existing concrete pavement that is adjacent to new lanes of concrete pavement. Grind before
paving.
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After grinding, the existing pavement must comply with requirements for smoothness and coefficient of
friction in section 40 except:
1. At the midpoint of a joint or crack, test smoothness with a straightedge. Both sides must have uniform
texture.
2. Straightedge and inertial profiler requirements do not apply to areas abnormally depressed from
subsidence or other localized causes. End smoothness testing 15 feet before and resume 15 feet
after these areas.
3. Cross-slope must be uniform and have positive drainage across the traveled way and shoulder.
As an alternative to grinding existing concrete pavement, you may replace the existing pavement. The
new concrete pavement must be the same thickness as the removed pavement. Replace existing
pavement between longitudinal joints or pavement edges and transverse joints. Do not remove portions
of slabs.
Replacement of existing concrete pavement must comply with requirements for individual slab
replacement in section 41-9.
42-3.03C Bridge Decks, Approach Slabs, and Approach Pavement
Grind bridge decks, approach slabs, and approach pavement only if described.
The following ground areas must comply with the specifications for smoothness and concrete cover over
reinforcing steel in section 51-1.01D(4):
1. Bridge decks
2. Approach slabs
3. Adjacent 50 feet of approach pavement
After grinding, the coefficient of friction must comply with section 51-1.01 D(4).
42-3.04 PAYMENT
Grinding existing approach slabs and adjacent 50 feet of approach pavement is paid for as grind existing
bridge deck.
The Department does not pay for grinding replacement concrete pavement or for additional grinding to
comply with smoothness requirements.
Add to section 42:
07-19-13
42-4-42-9 RESERVED
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DIVISION VI STRUCTURES
46 GROUND ANCHORS AND SOIL NAILS
07-19-13
Replace the 1st paragraph of section 46-1.01C(2)with:
04-19-13
Submit 5 copies of shop drawings to OSD, Documents Unit. Notify the Engineer of the submittal. Include
in the notification the date and contents of the submittal. Allow 30 days for the Department's review. After
review, submit from 6 to 12 copies, as requested, for authorization and use during construction.
Shop drawings and calculations must be sealed and signed by an engineer who is registered as a civil
engineer in the State.
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Replace the 3rd paragraph of section 46-1.01C(2)with:
01-18-13
Ground anchor shop drawings must include:
1. Details and specifications for the anchorage system and ground anchors.
2. Details for the transition between the corrugated plastic sheathing and the anchorage assembly.
3. If shims are used during lock-off, shim thickness and supporting calculations.
4. Calculations for determining the bonded length. Do not rely on any capacity from the grout-to-ground
bond within the unbonded length.
01-18-13
Delete the 5th and 6th paragraphs of section 46-1.01C(2).
Replace the 4th paragraph of section 46-1.01 D(2)(b)with:
01-18-13
Each jack and its gage must be calibrated as a unit under the specifications forjacks used to tension
prestressing steel permanently anchored at 25 percent or more of its specified minimum ultimate tensile
strength in section 50-1.01 D(3).
Replace the 3rd paragraph of section 46-1.01 D(2)(d)with:
07-19-13
The Department may verify the test loads using the Department's load cells. If requested, install and
support the Department's testing equipment during testing and remove the equipment after testing is
complete.
Add to section 46-1.02:
07-19-13
46-1.02C Grout
Grout must consist of cement and water and may contain an admixture if authorized. Cement must
comply with section 90-1.026(2). Water must comply with section 90-1.02D. Admixtures must comply with
section 90, except they must not contain chloride ions in excess of 0.25 percent by weight. Do not exceed
5 gallons of water per 94 Ib of cement.
Mix the grout as follows:
1. Add water to the mixer followed by cement and any admixtures or fine aggregate.
2. Mix the grout with mechanical mixing equipment that produces a uniform and thoroughly mixed grout.
3. Agitate the grout continuously until the grout is pumped.
4. Do not add water after the initial mixing.
Add to section 46-1.036:
04-20-12
Dispose of drill cuttings under section 19-2.036.
Add to the end of section 46-1.03C:
07-19-13
Grouting equipment must be:
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1. Capable of grouting at a pressure of at least 100 psi
2. Equipped with a pressure gage having a full-scale reading of not more than 300 psi
07-19-13
Delete the 3rd paragraph of section 46-2.01A.
Add to the beginning of section 46-2.01C:
07-19-13
Submittals for strand tendons, bar tendons, bar couplers, and anchorage assemblies must comply with
section 50-1.01C.
Add to section 46-2.01 D:
07-19-13
46-2.01 D(3) Steel
Strand tendons, bar tendons, bar couplers, and anchorage assemblies must comply with section 50-
1.01 D.
46-2.01D(4) Grout
The Department tests the efflux time of the grout under California Test 541.
Add to the beginning of section 46-2.026:
07-19-13
Strand tendons, bar tendons, and bar couplers must comply with section 50-1.026.
Replace the 1st paragraph of section 46-2.02E with:
07-19-13
The efflux time of the grout immediately after mixing must be at least 11 seconds.
Add between the 13th and 14th paragraphs of section 46-2.03A:
07-19-13
If hot weather conditions will contribute to quick stiffening of the grout, cool the grout by authorized
methods as necessary to prevent blockages during pumping activities.
Add between the 1 stand 2nd paragraphs of section 46-2.03D:
07-19-13
Secure the ends of strand tendons with a permanent type anchorage system that:
1. Holds the prestressing steel at a force producing a stress of at least 95 percent of the specified
ultimate tensile strength of the steel
2. Permanently secures the ends of the prestressing steel
Replace the 2nd sentence of the 1st paragraph of section 46-3.02A with:
07-19-13
The epoxy-coated prefabricated reinforcing bar must comply with section 52-2.03, except the epoxy
thickness must be from 10 to 12 mils.
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Replace the 2nd paragraph of section 46-3.0213 with:
07-19-13
Concrete anchors on bearing plates must comply with the specifications for studs in clause 7 of AWS
D1.1.
07-19-13
Delete the 1st paragraph of section 46-3.02E.
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47 EARTH RETAINING SYSTEMS
07-19-13
Replace the 2nd paragraph of section 47-2.01 D with:
02-17-12
Coupler test samples must comply with minimum tensile specifications for steel wire in ASTM A 82/A
82M. Total wire slip must be at most 3/16 inch when tested under the specifications for tension testing of
round wire test samples in ASTM A 370.
Replace "78-80" in the 1st table in the 2nd paragraph of section 47-2.02C with:
10-19-12
78-100
Replace the value for the sand equivalent requirement in the 2nd table in the 3rd paragraph of
section 47-2.02C with:
01-20-12
12 minimum
Replace the 1st paragraph of section 47-2.02E with:
02-17-12
Steel wire must comply with ASTM A 82/A 82M. Welded wire reinforcement must comply with ASTM A
185/A 185M.
Replace section 47-3 with:
07-19-13
47-3 REINFORCED CONCRETE CRIB WALLS
47-3.01 General
Section 47-3 includes specifications for constructing reinforced concrete crib walls.
Reinforced concrete crib walls must comply with section 51.
Reinforcement must comply with section 52.
Concrete crib walls consist of a series of rectangular cells composed of interlocking, precast, reinforced
concrete headers, stretchers, and blocks.
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47-3.02 Materials
47-3.02A General
Pads shown to be placed between bearing surfaces must either be (1) neoprene complying with the
specifications for strip waterstops in section 51-2.05 or(2) commercial quality no. 30 asphalt felt. The
protective board is not required for neoprene pads.
47-3.026 Crib Members
47-3.026(1) General
All members may be manufactured to dimensions 1/8 inch greater in thickness than shown. The
thickness of the lowest step must not be less than the dimension shown.
Stretchers may be manufactured 1/2 inch less in length than shown.
When an opening is shown in the face of the wall, special length stretchers and additional headers may
be necessary.
For non-tangent wall alignments, special length stretchers may be required.
For non-tangent wall alignments and at locations where filler blocks are required, special length front face
closure members may be required.
47-3.026(2) Reinforcement
Reinforcing wire must comply with ASTM A 496/A 496M.
For hoops or stirrups use either(1) reinforcing wire or(2)deformed steel welded wire reinforcement. The
size must be equivalent to the reinforcing steel shown. Deformed steel welded wire reinforcement must
comply with ASTM A 497/A 497M.
47-3.026(3) Concrete
Concrete test cylinders must comply with section 90-1.01 D(5), except when the penetration of fresh
concrete is less than 1 inch, the concrete in the test mold must be consolidated by vibrating the mold
equivalent to the consolidating effort being used to consolidate the concrete in the members.
Cure crib members under section 51-4.02C.
When removed from forms, the members must present a true surface of even texture, free from
honeycombs and voids larger than 1 inch in diameter and 5/16 inch in depth. Clean and fill other pockets
with mortar under sections 51-1.02F and 51-1.03E(2).
External vibration resulting in adequate consolidation may be used.
If the Engineer determines that rock pockets are of the extent or character as to affect the strength of the
member or to endanger the life of the steel reinforcement, replace the member.
Finish concrete-to-concrete bearing surfaces to a smooth plane. Section 51-1.03F does not apply to
concrete crib members.
47-3.03 Construction
Place reinforced concrete crib walls to the lines and grades established by the Engineer. The foundation
must be accepted by the Engineer before any crib members are placed.
The gap between bearing surfaces must not exceed 1/8 inch.
Where a gap of 1/16 inch to 1/8 inch exists or where shown, place a 1/16-inch pad of asphalt felt or sheet
neoprene between the bearing surfaces.
47-3.04 Payment
The area of reinforced concrete crib wall is measured on the batter at the outer face for the height from
the bottom of the bottom stretcher to the top of the top stretcher and for a length measured from end to
end of each section of wall.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
388
Add between the 3rd and 4th paragraphs of section 47-5.01:
10-19-12
Reinforcement must comply with section 52.
Add to section 47-6.01 A:
10-19-12
The alternative earth retaining system must comply with the specifications for the type of wall being
constructed.
Replace "sets"at each occurrence in the 1st paragraph of section 47-6.01C with:
04-19-13
copies
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
48 TEMPORARY STRUCTURES
07-19-13
Replace "previously welded splice"and its definition in section 48-2.01 B with:
04-19-13
previously welded splice: Splice made in a falsework member in compliance with AWS D1.1 or other
recognized welding standard before contract award.
Add to section 48-2.01 B:
07-19-13
independent support system: Support system that is in addition to the falsework removal system
employing methods of holding falsework from above by winches, hydraulic jacks with prestressing
steel, HS rods, or cranes.
04-19-13
Delete "field" in the 1st sentence of the 5th paragraph of section 48-2.01C(1).
Replace item 1 in the list in the 6th paragraph of section 48-2.01C(1)with:
04-19-13
1. Itemize the testing, inspection methods, and acceptance criteria used
Replace "sets"at each occurrence in the 4th paragraph of section 48-2.01C(2) with:
07-19-13
copies
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
389
Replace the 7th paragraph of section 48-2.01C(2)with:
09-16-11
If you submit multiple submittals at the same time or additional submittals before review of a previous
submittal is complete:
1. You must designate a review sequence for submittals
2. Review time for any submittal is the review time specified plus 15 days for each submittal of higher
priority still under review
Add to section 48-2.01C(2):
07-19-13
Shop drawings and calculations for falsework removal systems employing methods of holding falsework
from above by winches, hydraulic jacks with prestressing steel, HS rods, or cranes must include:
1. Design code used for the analysis of the structural members of the independent support system
2. Provisions for complying with current Cal/OSHA requirements
3. Load tests and ratings within 1 year of intended use of hydraulic jacks and winches
4. Location of the winches, hydraulic jacks with prestressing steel, HS rods, or cranes
5. Analysis showing that the bridge deck and overhang are capable of supporting all loads at all time
6. Analysis showing that winches will not overturn or slide during all stages of loading
7. Location of deck and soffit openings if needed
8. Details of repair for the deck and soffit openings after falsework removal
Replace the 1 st paragraph of section 48-2.01 D(2)with:
04-19-13
Welding must comply with AWS D1.1 or other recognized welding standard, except for fillet welds where
the load demands are 1,000 Ib or less per inch for each 1/8 inch of fillet weld.
Replace the 1st through 3rd sentences in the 2nd paragraph of section 48-2.01D(2)with:
04-19-13
Perform NDT on welded splices using UT or RT. Each weld and any repair made to a previously welded
splice must be tested.
Replace the 3rd paragraph of section 48-2.01 D(2)with:
04-19-13
For previously welded splices, perform and document all necessary testing and inspection required to
certify the ability of the falsework members to sustain the design stresses.
Add to section 48-2.01 1)(3)(a):
07-19-13
Falsework removal system employing methods of holding falsework from above and members of the
independent support system must support the sum of the actual vertical and horizontal loads due to
falsework materials, equipment, construction sequence or other causes, and wind loading. Identifiable
mechanical devices used in the falsework removal plan must meet applicable industry standards and
manufacturer instructions for safe load carrying capacity. Unidentifiable winches must be capable of
carrying twice the design load.
The load used for the analysis of overturning moment and sliding of the winch system must be 150
percent of the design load.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
390
Add to section 48-2.03D:
07-19-13
Falsework removal employing methods of holding falsework by winches, hydraulic jacks with prestressing
steel, HS rods, or cranes must also be supported by an independent support system when the system is
not actively lowering the falsework at vehicular, pedestrian, or railroad traffic openings.
Bridge deck openings used to facilitate falsework removal activities must be formed and located away
from the wheel path. The formed openings must be wedge shaped with a 5-inch maximum diameter at
the top and a 3-inch maximum diameter at the bottom.
Anchor 10-inch-square aluminum or galvanized steel wire, 1/4-inch-mesh hardware cloth with a 0.025-
inch minimum wire diameter firmly to the inside of the soffit openings. Construct a 1/2-inch drip groove to
the outside of soffit openings.
Clean and roughen openings made in the bridge deck. Fill the deck openings with rapid setting concrete
complying with section 15-5.02.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
49 PILING
07-19-13
Replace "sets" in the 1st paragraph of section 49-1.01C(2)with:
04-19-13
copies
Replace "set" in the 2nd paragraph of section 49-1.01C(2)with:
04-19-13
copy
Replace "Load Applied to Pile by Hydraulic Jack(s)Acting at One End of Test Beam(s) Anchored
to the Pile" in the 5th paragraph of section 49-1.01 D(2)with:
07-20-12
"Tensile Load Applied by Hydraulic Jack(s)Acting Upward at One End of Test Beam(s)"
Add to section 49-1.03:
04-20-12
Dispose of drill cuttings under section 19-2.038.
Replace the paragraph of section 49-2.01A(1)with:
07-19-13
Section 49-2.01 includes general specifications for fabricating and installing driven piles.
Epoxy-coated bar reinforcing steel used for pile anchors must comply with section 52-2.02.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
391
Replace the 2nd paragraph of section 49-2.01 D with:
01-20-12
Furnish piling is measured along the longest side of the pile from the specified tip elevation shown to the
plane of pile cutoff.
Replace the paragraph of section 49-2.02A(1)with:
07-19-13
Section 49-2.02 includes specifications for fabricating and installing steel pipe piles.
Replace the definitions in section 49-2.02A(2)with:
07-19-13
shop welding: Welding performed at a plant on the Department's Authorized Facility Audit List.
field welding: Welding not performed at a plant on the Department's Authorized Facility Audit List.
Replace item 2 in the list in the paragraph of section 49-2.02A(3)(b)with:
07-19-13
2. Certified mill test reports for each heat number of steel used in pipe piles being furnished.
Replace the paragraph of section 49-2.02A(4)(a)with:
07-19-13
Section 11-3.02 does not apply to shop welds in steel pipe piles fabricated at a facility on the
Department's Authorized Facility Audit List.
For groove welds using submerged arc welding from both sides without backgouging, qualify the WPS
under Table 4.5 of AWS D1.1.
Replace "0.45" in the 2nd paragraph of section 49-2.02B(1)(a)with:
07-19-13
0.47
Replace the 1st paragraph of section 49-2.02B(1)(b)with:
07-19-13
Welds must comply with AWS D1.1. Circumferential welds must be UP welds.
07-19-13
Delete the 5th paragraph of section 49-2.02B(1)(b).
Add to section 49-2.02B(1):
07-19-13
49-2.02B(1)(d) Reserved
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
392
Replace "4.8.4" in item 2.3 in the list in the 2nd paragraph of section 49-2.026(2)with:
07-19-13
4.9.4
07-19-13
Delete the 3rd paragraph of section 49-2.02C(2).
Replace the paragraph of section 49-2.03A(1)with:
07-19-13
Section 49-2.03 includes specifications for fabricating and installing structural shape steel piles.
Replace the paragraph of section 49-2.03A(3)with:
07-19-13
Submit a certified material test report and a certificate of compliance that includes a statement that all
materials and workmanship incorporated in the work and all required tests and inspections of this work
have been performed as described.
Replace the 1st paragraph of section 49-2.036 with:
07-19-13
Structural shape steel piles must comply with ASTM A 36/A 36M, ASTM A 572/A 572M, ASTM A 709/A
709M, or ASTM A 992/A 992M.
Replace "sets" in the 1st paragraph of section 49-2.04A(3)with:
04-19-13
copies
07-19-13
Delete the 1st paragraph of section 49-2.04A(4).
Replace the 3rd and 4th paragraphs of section 49-2.046(2)with:
10-19-12
Piles in a corrosive environment must be steam or water cured under section 90-4.03.
If piles in a corrosive environment are steam cured, either:
1. Keep the piles continuously wet for at least 3 days. The 3 days includes the holding and steam curing
periods.
2. Apply curing compound under section 90-1.036(3) after steam curing.
Replace the 1st paragraph of section 49-3.01A with:
07-19-13
Section 49-3.01 includes general specifications for constructing CIP concrete piles.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
393
Add to section 49-3.01 A:
01-20-12
Concrete must comply with section 51.
Replace the 1st paragraph of section 49-3.01C with:
01-20-12
Except for CIDH concrete piles constructed under slurry, construct CIP concrete piles such that the
excavation methods and the concrete placement procedures provide for placing the concrete against
undisturbed material in a dry or dewatered hole.
Replace "Reserved" in section 49-3.02A(2)with:
01-20-12
dry hole:
1. Except for CIDH concrete piles specified as end bearing, a drilled hole that:
1.1. Accumulates no more than 12 inches of water in the bottom of the drilled hole during a period
of 1 hour without any pumping from the hole during the hour.
1.2. Has no more than 3 inches of water in the bottom of the drilled hole immediately before placing
concrete.
2. For CIDH concrete piles specified as end bearing, a drilled hole free of water without the use of
pumps.
Replace "Reserved" in section 49-3.02A(3)(a)with:
01-20-12
If plastic spacers are proposed for use, submit the manufacturer's data and a sample of the plastic
spacer. Allow 10 days for review.
Replace item 5 in the list in the 1st paragraph of section 49-3.02A(3)(b)with:
10-19-12
5. Methods and equipment for determining:
5.1. Depth of concrete
5.2. Theoretical volume of concrete to be placed, including the effects on volume if casings are
withdrawn
5.3. Actual volume of concrete placed
Add to the list in the 1st paragraph of section 49-3.02A(3)(b):
01-18-13
8. Drilling sequence and concrete placement plan.
Replace item 2 in the list in the 1st paragraph of section 49-3.02A(3)(g)with:
01-20-12
2. Be sealed and signed by an engineer who is registered as a civil engineer in the State. This
requirement is waived for either of the following conditions:
2.1. The proposed mitigation will be performed under the current Department-published version of
ADSC Standard Mitigation Plan W-Basic Repair without exception or modification.
2.2. The Engineer determines that the rejected pile does not require mitigation due to structural,
geotechnical, or corrosion concerns, and you elect to repair the pile using the current
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
394
Department-published version of ADSC Standard Mitigation Plan 'B'- Grouting Repair without
exception or modification.
Replace "49-2.03A(4)(d)" in the 1st paragraph of section 49-3.02A(4)(d)(i)with:
07-19-13
49-3.02A(4)(d)
Add to the beginning of section 49-3.02A(4)(d)(ii):
07-19-13
If the drilled hole is dry or dewatered without the use of temporary casing to control ground water,
installation of inspection pipes is not required.
Replace item 1 in the list in the 1st paragraph of section 49-3.02A(4)(d)(ii)with:
01-20-12
1. Inspection pipes must be schedule 40 PVC pipe complying with ASTM D 1785 with a nominal pipe
size of 2 inches. Watertight PVC couplers complying with ASTM D 2466 are allowed to facilitate pipe
lengths in excess of those commercially available. Log the location of the inspection pipe couplers
with respect to the plane of pile cutoff.
Add to section 49-3.02A(4)(d)(iv):
01-20-12
If the Engineer determines it is not feasible to use one of ADSC's standard mitigation plans to mitigate the
pile, schedule a meeting and meet with the Engineer before submitting a nonstandard mitigation plan.
The meeting attendees must include your representatives and the Engineer's representatives involved in
the pile mitigation. The purpose of the meeting is to discuss the type of pile mitigation acceptable to the
Department.
Provide the meeting facility. The Engineer conducts the meeting.
Replace the 1st paragraph of section 49-3.026(5)with:
07-19-13
Grout must consist of cementitious material and water, and may contain an admixture if authorized. Do
not exceed 5 gallons of water per 94 Ib of cement.
Cementitious material must comply with section 90-1.026, except SCMs are not required.
Water must comply with section 90-1.02D. If municipally supplied potable water is used, the testing
specified in section 90-1.02D is waived.
Admixtures must comply with section 90, except admixtures must not contain chloride ions in excess of
0.25 percent by weight.
Use aggregate to extend the grout as follows:
1. Aggregate must consist of at least 70 percent fine aggregate and approximately 30 percent pea
gravel, by weight.
2. Fine aggregate must comply with section 90-1.02C(3).
3. Size of pea gravel must be such that 100 percent passes the 1/2-inch sieve, at least 85 percent
passes the 3/8-inch sieve, and not more than 5 percent passes the no. 8 sieve.
4. Minimum cementitious material content of the grout must not be less than 845 Ib/cu yd of grout.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
395
Mix the grout as follows:
1. Add water to the mixer followed by cementitious material, aggregates, and any admixtures.
2. Mix the grout with mechanical mixing equipment that produces a uniform and thoroughly mixed grout.
3. Agitate the grout continuously until the grout is pumped.
4. Do not add water after initial mixing.
Replace section 49-3.02B(8)with:
01-20-12
49-3.02B(8) Spacers
Spacers must comply with section 52-1.03D, except you may use plastic spacers.
Plastic spacers must:
1. Comply with sections 3.4 and 3.5 of the Concrete Reinforcing Steel Institute's Manual of Standard
Practice
2. Have at least 25 percent of their gross plane area perforated to compensate for the difference in the
coefficient of thermal expansion between the plastic and concrete
3. Be of commercial quality
Add between the 1 stand 2nd paragraphs of section 49-3.02C(2):
07-19-13
For CIDH concrete piles with a pile cap, the horizontal tolerance at the center of each pile at pile cut-off is
the larger of 1/24 of the pile diameter or 3 inches. The horizontal tolerance for the center-to-center
spacing of 2 adjacent piles is the larger of 1/24 of the pile diameter or 3 inches.
Add to section 49-3.02C(4):
01-20-12
Unless otherwise shown, the bar reinforcing steel cage must have at least 3 inches of clear cover
measured from the outside of the cage to the sides of the hole or casing.
Place spacers at least 5 inches clear from any inspection tubes.
Place plastic spacers around the circumference of the cage and at intervals along the length of the cage,
as recommended by the manufacturer.
07-19-13
For a single CIDH concrete pile supporting a column:
1. If the pile and the column share the same reinforcing cage diameter, this cage must be accurately
placed as shown
2. If the pile reinforcing cage is larger than the column cage and the concrete is placed under dry
conditions, maintain a clear horizontal distance of at least 3.5 inches between the two cages
3. If the pile reinforcing cage is larger than the column cage and the concrete is placed under slurry,
maintain a clear horizontal distance of at least 5 inches between the two cages
Replace section 49-3.02C(6)with:
07-19-13
49-3.02C(6) Construction Joint
Section 49-3.02C(6)applies to CIDH concrete piles where a construction joint is shown.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
396
If a permanent steel casing is not shown, you must furnish and install a permanent casing. The
permanent casing must:
1. Be watertight and of sufficient strength to prevent damage and to withstand the loads from installation
procedures, drilling and tooling equipment, lateral concrete pressures, and earth pressures.
2. Extend at least 5 feet below the construction joint. If placing casing into rock, the casing must extend
at least 2 feet below the construction joint.
3. Not extend above the top of the drilled hole or final grade whichever is lower.
4. Not increase the diameter of the CIDH concrete pile more than 2 feet.
5. Be installed by impact or vibratory hammers, oscillators, rotators, or by placing in a drilled hole.
Casings placed in a drilled hole must comply with section 49-3.02C(5).
Section 49-2.01A(4)(b)does not apply to permanent casings specified in this section.
Add to section 49-4.01:
07-19-13
Steel soldier piles must comply with section 49-2.03.
Replace the headings and paragraphs in section 49-4.02 with:
07-19-13
Concrete anchors must comply with the specifications for studs in clause 7 of AWS D1.1.
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50 PRESTRESSING CONCRETE
07-19-13
Replace "sets"at each occurrence in the 2nd and 3rd paragraphs of section 50-1.01C(3)with:
04-19-13
copies
Add to section 50-1.01C(3):
07-19-13
Include a grouting plan with your shop drawing submittal. The grouting plan must include:
1. Detailed grouting procedures
2. Type, quantity, and brand of materials to be used
3. Type of equipment to be used including provisions for backup equipment
4. Types and locations of grout inlets, outlets, and vents
5. Methods to clean ducts before grouting
6. Methods to control the rate of flow within ducts
7. Theoretical grout volume calculations for each duct
8. Duct repair procedures due to an air pressure test failure
9. Mixing and pumping procedures
10. Direction of grouting
11. Sequence of use of inlets and outlets
12. Procedure for handling blockages
13. Proposed forms for recording grouting information
14. Procedure for secondary grouting
15. Names of people who will perform grouting activities including their relevant experience and
certifications
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
397
Add to section 50-1.01C:
07-19-13
50-1.01C(5) Grout
Submit a daily grouting report for each day grouting is performed. Submit the report within 3 days after
grouting. The report must be signed by the technician supervising the grouting activity. The report must
include:
1. Identification of each tendon
2. Date grouting occurred
3. Time the grouting started and ended
4. Date of placing the prestressing steel in the ducts
5. Date of stressing
6. Type of grout used
7. Injection end and applied grouting pressure
8. Actual and theoretical quantity of grout used to fill duct
9. Ratio of actual to theoretical grout quantity
10. Records of air, grout, and structure surface temperatures during grouting.
11. Summary of tests performed and results, except submit compressive strength and chloride ion test
results within 48 hours of test completion
12. Names of personnel performing the grouting activity
13. Summary of problems encountered and corrective actions taken
14. Summary of void investigations and repairs made
Replace the introductory clause in the 1st paragraph of section 50-1.01C(4)with:
07-19-13
Submit test samples for the materials shown in the following table to be used in the work:
Add between "the"and "test samples" in the 1st paragraph of section 50-1.01 D(2):
07-19-13
prestressing steel
Replace the 3rd paragraph of section 50-1.01 D(2)with:
10-19-12
The Department may verify the prestressing force using the Department's load cells.
Replace the 3rd paragraph in section 50-1.01 D(3)with:
07-19-13
Each pressure gage must be fully functional and have an accurately reading, clearly visible dial or
display. The dial must be at least 6 inches in diameter and graduated in 100 psi increments or less.
Add between the 5th and 6th paragraphs of section 50-1.01 D(3):
07-19-13
Each jack and its gages must be calibrated as a unit.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
398
Replace the 6th paragraph in section 50-1.01 D(3)with:
07-19-13
Each jack used to tension prestressing steel permanently anchored at 25 percent or more of its specified
minimum ultimate tensile strength must be calibrated by METS within 1 year of use and after each repair.
You must:
1. Schedule the calibration of the jacking equipment with METS
2. Mechanically calibrate the gages with a dead weight tester or other authorized means before
calibration of the jacking equipment by METS
3. Verify that the jack and supporting systems are complete, with proper components, and are in good
operating condition
4. Provide labor, equipment, and material to (1) install and support the jacking and calibration equipment
and (2) remove the equipment after the calibration is complete
5. Plot the calibration results
Each jack used to tension prestressing steel permanently anchored at less than 25 percent of its specified
minimum ultimate tensile strength must be calibrated by an authorized laboratory within 6 months of use
and after each repair.
Add to section 50-1.01 D:
07-19-13
50-1.01 D(4) Pressure Testing Ducts
For post-tensioned concrete bridges, pressure test each duct with compressed air after stressing. To
pressure test the ducts:
1. Seal all inlets, outlets, and grout caps.
2. Open all inlets and outlets on adjacent ducts.
3. Attach an air compressor to an inlet at 1 end of the duct. The attachment must include a valve that
separates the duct from the air source.
4. Attach a pressure gage to the inlet at the end of the duct.
5. Pressurize the duct to 50 psi.
6. Lock-off the air source.
7. Record the pressure loss after 1 minute.
8. If there is a pressure loss exceeding 25 psi, repair the leaks with authorized methods and retest.
Compressed air used to clear and test the ducts must be clean, dry, and free of oil or contaminants.
50-1.01 D(5) Duct Demonstration of Post-Tensioned Members
Before placing forms for deck slabs of box girder bridges, demonstrate that any prestressing steel placed
in the ducts is free and unbonded. If no prestressing steel is in the ducts, demonstrate that the ducts are
unobstructed.
If prestressing steel is installed after the concrete is placed, demonstrate that the ducts are free of water
and debris immediately before installing the steel.
Before post-tensioning any member, demonstrate that the prestressing steel is free and unbonded in the
duct.
The Engineer must witness all demonstrations.
50-1.01 D(6) Void Investigation
In the presence of the Engineer, investigate the ducts for voids between 24 hours and 72 hours after
grouting completion. As a minimum, inspect the inlet and outlet ports at the anchorages and at high points
in the tendons for voids after removal. Completely fill any voids found with secondary grout.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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50-1.01 D(7) Personnel Qualifications
Perform post-tensioning field activities, including grouting, under the direct supervision of a technician
certified as a level 2 Bonded PT Field Specialist through the Post-Tensioning Institute. Grouting activities
may be performed under the direct supervision of a technician certified as a Grouting Technician through
the American Segmental Bridge Institute.
Replace the 6th paragraph of section 50-1.026 with:
07-19-13
Package the prestressing steel in containers or shipping forms that protect the steel against physical
damage and corrosion during shipping and storage.
Replace the 13th paragraph of section 50-1.026 with:
07-19-13
Prestressing steel is rejected if surface rust either:
1. Cannot be removed by hand-cleaning with a fine steel wool pad
2. Leaves pits visible to the unaided eye after cleaning
Replace the 4th paragraph of section 50-1.02C with:
07-19-13
Admixtures must comply with section 90, except admixtures must not contain chloride ions in excess of
0.25 percent by weight.
07-19-13
Delete the 5th paragraphs of section 50-1.02C.
Add to section 50-1.02C:
07-19-13
Secondary grout must:
1. Comply with ASTM C 1107
2. Not have a deleterious effect on the steel, concrete, or bond strength of the steel to concrete
Replace item 9 including items 9.1 and 9.2 in the list in the 1st paragraph of section 50-1.02D with:
07-19-13
9. Have an inside cross-sectional area of at least 2.5 times the net area of the prestressing steel for
multistrand tendons
Replace "3/8" in item 10 in the list in the 1st paragraph of section 50-1.02D with:
07-19-13
1/2
07-19-13
Delete the 2nd sentences in the 1st paragraph of section 50-1.02E.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
400
Replace section 50-1.02F with:
07-19-13
50-1.02F Permanent Grout Caps
Permanent grout caps for anchorage systems of post-tensioned tendons must:
1. Be glass-fiber-reinforced plastic with antioxidant additives. The environmental stress-cracking failure
time must be at least 192 hours under ASTM D 1693, Condition C.
2. Completely cover and seal the wedge plate or anchorage head and all exposed metal parts of the
anchorage against the bearing plate using neoprene O-ring seals.
3. Have a grout vent at the top of the cap.
4. Be bolted to the anchorage with stainless steel complying with ASTM F 593, alloy 316. All fasteners,
including nuts and washers, must be alloy 316.
5. Be pressure rated at or above 150 psi.
Add to section 50-1.02:
09-16-11
50-1.02G Sheathing
Sheathing for debonding prestressing strand must:
1. Be split or un-split flexible polymer plastic tubing
2. Have a minimum wall thickness of 0.025 inch
3. Have an inside diameter exceeding the maximum outside diameter of the strand by 0.025 to 0.14 inch
Split sheathing must overlap at least 3/8 inch.
Waterproofing tape used to seal the ends of the sheathing must be flexible adhesive tape.
The sheathing and waterproof tape must not react with the concrete, coating, or steel.
Replace the 2nd paragraph of section 50-1.03A(3)with:
07-19-13
After installation, cover the duct ends and vents to prevent water or debris from entering.
Add to section 50-1.03A(3):
07-19-13
Support ducts vertically and horizontally during concrete placement at a spacing of at most 4 feet.
07-19-13
Delete "at least" in the 1st paragraph of section 50-1.03B(1).
Add to section 50-1.03B(1):
01-20-12
After seating, the maximum tensile stress in the prestressing steel must not exceed 75 percent of the
minimum ultimate tensile strength shown.
07-19-13
Delete the 1st through 4th paragraphs of section 50-1.03B(2)(a).
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
401
Replace "temporary tensile strength" in the 7th paragraph of section 50-1.03B(2)(a)with:
07-19-13
temporary tensile stress
Add to section 50-1.03B(2)(a):
07-19-13
If prestressing strand is installed using the push-through method, use guide caps at the front end of each
strand to protect the duct from damage.
Add to the list in the 2nd paragraph of section 50-1.03B(2)(c):
07-19-13
3. Be equipped with permanent grout caps
Replace section 50-1.03B(2)(d)with:
07-19-13
50-1.03B(2)(d) Bonding and Grouting
50-1.03B(2)(d)(i) General
Bond the post-tensioned prestressing steel to the concrete by completely filling the entire void space
between the duct and the prestressing steel with grout.
Ducts, vents, and grout caps must be clean and free from water and deleterious materials that would
impair bonding of the grout or interfere with grouting procedures. Compressed air used for cleaning must
be clean, dry, and free of oil or contaminants.
Prevent the leakage of grout through the anchorage assembly by positive mechanical means.
Before starting daily grouting activities, drain the pump system to remove any water from the piping
system.
Break down and thoroughly clean the pump and piping system after each grouting session.
After completing duct grouting activities:
1. Abrasive blast clean and expose the aggregate of concrete surfaces where concrete is to be placed
to cover and encase the anchorage assemblies
2. Remove the ends of vents 1 inch below the roadway surface
50-1.03B(2)(d)(ii) Mixing and Proportioning
Proportion solids by weight to an accuracy of 2 percent.
Proportion liquids by weight or volume to an accuracy of 1 percent.
Mix the grout as follows:
1. Add water to the mixer followed by the other ingredients.
2. Mix the grout with mechanical mixing equipment that produces a uniform and thoroughly mixed grout
without an excessive temperature increase or loss of properties of the mixture.
3. Do not exceed 5 gal of water per 94 Ib of cement or the quantity of water in the manufacturer's
instructions, whichever is less.
4. Agitate the grout continuously until the grout is pumped. Do not add water after the initial mixing.
50-1.03B(2)(d)(iii) Placing
Pump grout into the duct within 30 minutes of the 1 st addition of the mix components.
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Inject grout from the lowest point of the duct in an uphill direction in 1 continuous operation maintaining a
one-way flow of the grout. You may inject from the lowest anchorage if complete filling is ensured.
Before injecting grout, open all vents.
Continuously discharge grout from the vent to be closed. Do not close any vent until free water, visible
slugs of grout, and entrapped air have been ejected and the consistency of the grout flowing from the
vent is equivalent to the injected grout.
Pump the grout at a rate of 16 to 50 feet of duct per minute.
Conduct grouting at a pressure range of 10 to 50 psi measured at the grout inlet. Do not exceed
maximum pumping pressure of 150 psi at the grout inlet.
As grout is injected, close the vents in sequence in the direction of flow starting with the closest vent.
Before closing the final vent at the grout cap, discharge at least 2 gal of grout into a clean receptacle.
Bleed all high point vents.
Lock a pressure of 5 psi into the duct by closing the grout inlet valve.
50-1.03B(2)(d)(iv) Weather Conditions
If hot weather conditions will contribute to quick stiffening of the grout, cool the grout by authorized
methods as necessary to prevent blockages during pumping activities.
If freezing weather conditions are anticipated during and following the placement of grout, provide
adequate means to protect the grout in the ducts from damage by freezing.
50-1.03B(2)(d)(v) Curing
During grouting and for a period of 24 hours after grouting, eliminate vibration from contractor controlled
sources within 100 feet of the span in which grouting is taking place, including from moving vehicles,
jackhammers, large compressors or generators, pile driving activities, soil compaction, and falsework
removal. Do not vary loads on the span.
For PC concrete members, do not move or disturb the members after grouting for 24 hours. If ambient
temperature drops below 50 degrees F, do not move or disturb the members for 48 hours.
Do not remove or open valves until grout has cured for at least 24 hours.
50-1.03B(2)(d)(vi) Grouting Equipment
Grouting equipment must be:
1. Capable of grouting at a pressure of at least 100 psi
2. Equipped with a pressure gage having a full-scale reading of not more than 300 psi
3. Able to continuously grout the longest tendon on the project in less than 20 minutes
Grout must pass through a screen with clear openings of 1/16 inch or less before entering the pump.
Fit grout injection pipes, ejection pipes, and vents with positive mechanical shutoff valves capable of
withstanding the pumping pressures. Do not remove or open valves until the grout has set. If authorized,
you may substitute mechanical valves with suitable alternatives after demonstrating their effectiveness.
Provide a standby grout mixer and pump.
50-1.03B(2)(d)(vii) Grout Storage
Store grout in a dry environment.
50-1.03B(2)(d)(viii) Blockages
If the grouting pressure reaches 150 psi, close the inlet and pump the grout at the next vent that has just
been or is ready to be closed as long as a one-way flow is maintained. Do not pump grout into a
succeeding outlet from which grout has not yet flowed.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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When complete grouting of the tendon cannot be achieved by the steps specified, stop the grouting
operation.
50-1.03B(2)(d)(ix) Secondary Grouting
Perform secondary grouting by vacuum grouting under the direct supervision of a person who has been
trained and has experience in the use of vacuum grouting equipment and procedures.
The vacuum grouting process must be able to determine the size of the void and measure the volume of
grout filling the void.
Vacuum grouting equipment must consist of:
1. Volumeter for the measurement of void volume
2. Vacuum pump with capacity of at least 10 cfm and equipped with a flow meter capable of measuring
the amount of grout being injected
50-1.03B(2)(d)(x) Vertical Tendon Grouting
Provide a standpipe at the upper end of the tendon to collect bleed water and allow it to be removed from
the grout. The standpipe must be large enough to prevent the grout elevation from dropping below the
highest point of the upper anchorage device. If the grout level drops to the highest point of the upper
anchorage device, immediately add grout to the standpipe.
Remove the standpipe after the grout has hardened.
For vertical tendons in excess of 100 feet high or if grouting pressure exceeds 145 psi, inject grout at a
higher vent from which grout has already flowed to maintain one-way flow.
50-1.03B(2)(d)(xi) Vents
Place vents at the following locations:
1. Anchorage areas at both ends of the tendon
2. Each high point
3. 4 feet upstream and downstream of each crest of a high point
4. Each change in the cross section of duct
Add to section 50-1.03B(2):
09-16-11
50-1.03B(2)(e) Debonding Prestressing Strands
Where shown, debond prestressing strands by encasing the strands in plastic sheathing along the entire
length shown and sealing the ends of the sheathing with waterproof tape.
Distribute the debonded strands symmetrically about the vertical centerline of the girder. The debonded
lengths of pairs of strands must be equal.
Do not terminate debonding at any one cross section of the member for more than 40 percent of the
debonded strands or 4 strands, whichever is greater.
Thoroughly seal the ends with waterproof tape to prevent the intrusion of water or cement paste before
placing the concrete.
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Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
404
51 CONCRETE STRUCTURES
04-18-14
Replace the paragraphs of section 51-1.01A with:
10-19-12
Section 51-1 includes general specifications for constructing concrete structures.
Earthwork for the following concrete structures must comply with section 19-3:
1. Sound wall footings
2. Sound wall pile caps
3. Culverts
4. Barrier slabs
5. Junction structures
6. Minor structures
7. Pipe culvert headwalls, endwalls, and wingwalls for a pipe with a diameter of 5 feet or greater
Falsework must comply with section 48-2.
Joints must comply with section 51-2.
Elastomeric bearing pads must comply with section 51-3.
Reinforcement for the following concrete structures must comply with section 52:
1. Sound wall footings
2. Sound wall pile caps
3. Barrier slabs
4. Junction structures
5. Minor structures
6. PC concrete members
You may use RSC for a concrete structure only where the specifications allow the use of RSC.
Replace "sets" in the 1st paragraph of section 51-1.01C(2)with:
07-19-13
copies
Replace the heading of section 51-1.01D(4)with:
04-19-13
Testing Concrete Surfaces
Add to section 51-1.01 D(4)(a):
04-19-13
The Engineer tests POC deck surfaces for smoothness and crack intensity.
Add to the list in the 1st paragraph of section 51-1.01 D(4)(b):
04-19-13
3. Completed deck surfaces, including ramps and landings of POCs
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Replace the 4th paragraph in section 51-1.01 D(4)(b)with:
04-19-13
Except for POCs, surface smoothness is tested using a bridge profilograph under California Test 547.
Two profiles are obtained in each lane approximately 3 feet from the lane lines and 1 profile is obtained in
each shoulder approximately 3 feet from the curb or rail face. Profiles are taken parallel to the direction of
traffic.
Add between the 5th and 6th paragraphs of section 51-1.011)(4)(b):
04-19-13
POC deck surfaces must comply with the following smoothness requirements:
1. Surfaces between grade changes must not vary more than 0.02 foot from the lower edge of a 12-foot-
long straightedge placed parallel to the centerline of the POC
2. Surface must not vary more than 0.01 foot from the lower edge of a 6-foot-long straightedge placed
perpendicular to the centerline of the POC
Add to section 51-1.011)(4)(d):
04-19-13
The Engineer measures crack intensity of POC deck surfaces after curing, before prestressing, and
before falsework release. Clean the surface for the Engineer to measure surface crack intensity.
In any 100 sq ft portion of a new POC deck surface, if there are more than 10 feet of cracks having a
width at any point of over 0.02 inch, treat the deck with methacrylate resin under section 15-5.05. Treat
the entire deck width between the curbs to 5 feet beyond where the furthest continuous crack emanating
from the 100 sq ft section is 0.02 inch wide. Treat the deck surface before grinding.
Replace the 2nd paragraph of section 51-1.026 with:
07-19-13
Except for minor structures, the minimum required 28-day compressive strength for concrete in structures
or portions of structures is the compressive strength described or 3,600 psi, whichever is greater.
Add to section 51-1.03C(2)(c)(i):
04-20-12
Permanent steel deck forms are only allowed where shown or if specified as an option in the special
provisions.
Replace the 3rd paragraph of section 51-1.03C(2)(c)(ii)with:
04-20-12
Compute the physical design properties under AISI's North American Specification for the Design of Cold-
Formed Steel Structural Members.
Replace the 8th paragraph of section 51-1.031)(1)with:
10-19-12
Except for concrete placed as pipe culvert headwalls and endwalls, slope paving and aprons, and
concrete placed underwater, consolidate concrete using high-frequency internal vibrators within 15
minutes of placing concrete in the forms. Do not attach vibrators to or hold them against forms or
reinforcing steel. Do not displace reinforcement, ducts, or prestressing steel during vibrating.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Add to section 51-1.03E(5):
08-05-11
Drill the holes without damaging the adjacent concrete. If reinforcement is encountered during drilling
before the specified depth is attained, notify the Engineer. Unless coring through the reinforcement is
authorized, drill a new hole adjacent to the rejected hole to the depth shown.
Add to section 51-1.03F(5)(a):
04-19-13
For approach slabs, sleeper slabs, and other roadway surfaces of concrete structures, texture the
roadway surface as specified for bridge deck surfaces in section 51-1.03F(5)(b).
Replace 'Reserved" in section 51-1.03F(5)(b)with:
04-20-12
51-1.03F(5)(b)(i) General
Except for bridge widenings, texture the bridge deck surfaces longitudinally by grinding and grooving or
by longitudinal tining.
10-19-12
For bridge widenings, texture the deck surface longitudinally by longitudinal tining.
04-20-12
In freeze-thaw areas, do not texture PCC surfaces of bridge decks.
51-1.03F(5)(b)(ii) Grinding and Grooving
When texturing the deck surface by grinding and grooving, place a 1/4 inch of sacrificial concrete cover
on the bridge deck above the finished grade shown. Place items to be embedded in the concrete based
on the final profile grade elevations shown. Construct joint seals after completing the grinding and
grooving.
Before grinding and grooving, deck surfaces must comply with the smoothness and deck crack treatment
requirements.
Grind and groove the deck surface as follows:
1. Grind the surface to within 18 inches of the toe of the barrier under section 42-3. Grinding must not
reduce the concrete cover on reinforcing steel to less than 1-3/4 inches.
2. Groove the ground surfaces longitudinally under section 42-2. The grooves must be parallel to the
centerline.
51-1.03F(5)(b)(iii) Longitudinal Tining
When texturing the deck surface by longitudinal tining, perform initial texturing with a burlap drag or
broom device that produces striations parallel to the centerline. Perform final texturing with spring steel
tines that produce grooves parallel with the centerline.
The tines must:
1. Be rectangular in cross section
2. Be from 3/32 to 1/8 inch wide on 3/4-inch centers
3. Have enough length, thickness, and resilience to form grooves approximately 3/16 inch deep
Construct grooves to within 6 inches of the layout line of the concrete barrier toe. Grooves must be from
1/8 to 3/16 inch deep and 3/16 inch wide after concrete has hardened.
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For irregular areas and areas inaccessible to the grooving machine, you may hand construct grooves.
Hand-constructed grooves must comply with the specifications for machine-constructed grooves.
Tining must not cause tearing of the deck surface or visible separation of coarse aggregate at the
surface.
Add to section 51-1.03F:
04-19-13
51-1.03F(6) Finishing Pedestrian Overcrossing Surfaces
Construct deck surfaces, including ramps and landings of POCs to the grade and cross section shown.
Surfaces must comply with the specified smoothness, surface texture, and surface crack requirements.
The Engineer sets deck elevation control points for your use in establishing the grade and cross section
of the deck surface. The grade established by the deck elevation control points includes all camber
allowances. Except for landings, elevation control points include the beginning and end of the ramp and
will not be closer together than approximately 8 feet longitudinally and 4 feet transversely to the POC
centerline. Landing elevation control points are at the beginning and the end of the landing.
Broom finish the deck surfaces of POCs. Apply the broom finish perpendicular to the path of travel. You
may apply water mist to the surface immediately before brooming.
Clean any discolored concrete by abrasive blast cleaning or other authorized methods.
Replace the paragraphs of section 51-1.04 with:
10-19-12
If concrete involved in bridge work is not designated by type and is not otherwise paid for under a
separate bid item, the concrete is paid for as structural concrete, bridge.
The payment quantity for structural concrete includes the volume in the concrete occupied by bar
reinforcing steel, structural steel, prestressing steel materials, and piling.
The payment quantity for seal course concrete is the actual volume of seal course concrete placed except
the payment quantity must not exceed the volume of concrete contained between vertical planes 1 foot
outside the neat lines of the seal course shown. The Department does not adjust the unit price for an
increase or decrease in the seal course concrete quantity.
Structural concrete for pier columns is measured as follows:
1. Horizontal limits are vertical planes at the neat lines of the pier column shown.
2. Bottom limit is the bottom of the foundation excavation in the completed work.
3. Upper limit is the top of the pier column concrete shown.
The payment quantity for drill and bond dowel is determined from the number and depths of the holes
shown.
Replace section 51-2.01B(2)with:
04-19-13
51-2.01B(2) Reserved
04-19-13
Delete the 4th paragraph of section 51-2.01C.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Replace "SSPC-QP 3" in the 1st paragraph of section 51-2.02A(2)with:
10-19-12
AISC-420-10/SSPC-QP 3
Replace the 2nd and 3rd paragraphs of section 51-2.02B(3)(b)with:
04-20-12
Concrete saws for cutting grooves in the concrete must have diamond blades with a minimum thickness
of 3/16 inch. Cut both sides of the groove simultaneously for a minimum 1st pass depth of 2 inches. The
completed groove must have:
1. Top width within 1/8 inch of the width shown or ordered
2. Bottom width not varying from the top width by more than 1/16 inch for each 2 inches of depth
3. Uniform width and depth
Cutting grooves in existing decks includes cutting any conflicting reinforcing steel.
Replace "sets" in the 1st and 2nd paragraphs of section 51-2.021)(1)(c)(ii)with:
04-19-13
copies
Replace "set" in the 7th paragraph of section 51-2.021)(1)(c)(ii)with:
04-19-13
copy
Add to the 1st paragraph of section 51-2.021)(3):
04-19-13
POC deck surfaces must comply with section 51-1.03F(6) before placing and anchoring joint seal
assemblies.
Replace "sets" in the 2nd paragraph of section 51-2.02E(1)(c)with:
04-19-13
copies
Replace "set" in the 6th paragraph of section 51-2.02E(1)(c)with:
04-19-13
copy
Replace the 2nd paragraph of section 51-2.02E(1)(e)with:
08-05-11
Except for components in contact with the tires, the design loading must be the AASHTO LRFD Bridge
Design Specifications Design Truck with 100 percent dynamic load allowance. Each component in
contact with the tires must support a minimum of 80 percent of the AASHTO LRFD Bridge Design
Specifications Design Truck with 100 percent dynamic load allowance. The tire contact area must be 10
inches measured normal to the longitudinal assembly axis by 20 inches wide. The assembly must provide
a smooth-riding joint without slapping of components or tire rumble.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
409
Replace "sets" in the 1st and 2nd paragraphs of section 51-2.02F(1)(c)with:
04-19-13
copies
Add between the 1st and 2nd paragraphs of section 51-4.01 A:
10-19-12
Prestressing concrete members must comply with section 50.
04-20-12
Delete the 2nd paragraph of section 51-4.01A.
Replace the 3rd paragraph of section 51-4.01C(2)with:
04-20-12
For segmental or spliced-girder construction, shop drawings must include the following additional
information:
1. Details showing construction joints or closure joints
2. Arrangement of bar reinforcing steel, prestressing tendons, and pressure-grouting pipe
3. Materials and methods for making closures
4. Construction joint keys and surface treatment
5. Other requested information
For segmental girder construction, shop drawings must include concrete form and casting details.
Replace "sets" in the 1st paragraph of section 51-4.01C(3)with:
04-19-13
copies
10-19-12
Delete the 1st and 2nd paragraphs of section 51-4.02A.
Replace the 3rd paragraph of section 51-4.026(2)with:
04-20-12
For segmental or spliced-girder construction, materials for construction joints or closure joints at exterior
girders must match the color and texture of the adjoining concrete.
Add to section 51-4.026(2):
04-20-12
At spliced-girder closure joints:
1. If shear keys are not shown, the vertical surfaces of the girder segment ends must be given a coarse
texture as specified for the top surface of PC members.
2. Post-tensioning ducts must extend out of the vertical surface of the girder segment closure end
sufficiently to facilitate splicing of the duct.
For spliced girders, pretension strand extending from the closure end of the girder segment to be
embedded in the closure joint must be free of mortar, oil, dirt, excessive mill scale and scabby rust, and
other coatings that would destroy or reduce the bond.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Add to section 51-4.038:
04-20-12
The specifications for prestressing force distribution and sequencing of stressing in the post-tensioning
activity in 50-1.03B(2)(a)do not apply if post-tensioning of spliced girders before starting deck
construction is described. The composite deck-girder structure must be post-tensioned in a subsequent
stage.
Temporary spliced-girder supports must comply with the specifications for falsework in section 48-2.
Before post-tensioning of spliced girders, remove the forms at CIP concrete closures and intermediate
diaphragms to allow inspection for concrete consolidation.
Add to section 51-5.01 A:
07-19-13
Structure excavation and backfill must comply with section 19-3.
Treated permeable base must comply with section 29.
Replace the paragraph in section 51-5.02G with:
04-18-14
HMA for a temporary roadway structural section must comply with the specifications for minor HMA in
section 39.
07-19-13
Delete the 1st paragraph of section 51-5.038(3).
07-19-13
Delete the 2nd paragraph of section 51-5.03D(1).
Add between the 1st and 2nd paragraphs of section 51-7.01 A:
10-19-12
Minor structures include:
1. Pipe culvert headwalls and endwalls for a pipe with a diameter less than 5 feet
2. Drainage inlets
3. Other structures described as minor structures
10-19-12
Delete the 4th paragraph of section 51-7.01A.
Replace the 1st and 2nd paragraphs of section 51-7.018 with:
10-19-12
Concrete must comply with the specifications for minor concrete.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Add to section 51:
10-19-12
51-8-51-15 RESERVED
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52 REINFORCEMENT
01-18-13
Add to section 52-1.01 A:
07-20-12
Splicing of bar reinforcement must comply with section 52-6.
Replace the 1st and 2nd paragraphs of section 52-1.02B with:
10-19-12
Reinforcing bars must be deformed bars complying with ASTM A 706/A 706M, Grade 60, except you may
use:
1. Deformed bars complying with ASTM A 615/A 615M, Grade 60, in:
1.1. Junction structures
1.2. Sign and signal foundations
1.3. Minor structures
1.4. Concrete crib members
1.5. Mechanically-stabilized-embankment concrete panels
1.6. Masonry block sound walls
2. Deformed or plain bars complying with ASTM A 615/A 615M, Grade 40 or 60, in:
2.1. Slope and channel paving
2.2. Concrete barriers Type 50 and 60
3. Plain bars for spiral or hoop reinforcement in structures and concrete piles
Add to the list in the 3rd paragraph of section 52-1.02B:
04-20-12
9. Shear reinforcement stirrups in PC girders
Replace the 6th paragraph of section 52-6.01 D(4)(a)with:
01-18-13
Before performing service splice or ultimate butt splice testing, perform total slip testing on the service
splice or ultimate butt splice test samples under section 52-6.01 D(4)(b).
Replace section 52-6.02D with:
10-21-11
52-6.02D Ultimate Butt Splice Requirements
When tested under California Test 670, ultimate butt splice test samples must demonstrate necking as
either of the following:
1. For"Necking (Option I),"the test sample must rupture in the reinforcing bar outside of the affected
zone and show visible necking.
2. For"Necking (Option 11)," the largest measured strain must be at least:
2.1. Six percent for no. 11 and larger bars
2.2. Nine percent for no. 10 and smaller bars
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Replace the 2nd and 3rd paragraphs of section 52-6.036 with:
01-18-13
Do not splice the following by lapping:
1. No. 14 bars
2. No. 18 bars
3. Hoops
4. Reinforcing bars where you cannot provide a minimum clear distance of 2 inches between the splice
and the nearest adjacent bar
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53 SHOTCRETE
07-19-13
Replace the 2nd and 3rd paragraphs of section 53-2.01 D(1)with:
07-19-13
Obtain and test all cores for compressive strength under ASTM C 42/C 42M at an authorized laboratory.
The compressive strength is the average strength of the 3 cores.
Shotcrete must have a minimum compressive strength of 3,600 psi, unless otherwise described. The
shotcrete must attain the minimum compressive strength at 28 days, except 42 days are allowed for
shotcrete with a described minimum compressive strength greater than 3,600 psi.
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54 WATERPROOFING
04-18-14
Add between "be"and "3/8 inch" in the 3rd paragraph of section 54-4.02C:
04-20-12
at least
04-18-14
Delete the 3rd paragraph of section 54-5.01A.
04-18-14
Delete "and HMA" in the 2nd paragraph of section 54-5.03.
Replace the last paragraph of section 54-5.03 with:
04-18-14
Do not allow traffic on the seal until HMA is placed over it.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
413
Add to section 54:
07-19-13
54-7 SILANE WATERPROOFING TREATMENT
Reserved
54-8-54-10 RESERVED
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55 STEEL STRUCTURES
07-19-13
07-19-13
Delete the 3rd paragraph in section 55-1.01C(1).
Replace the 3rd sentence of the 4th paragraph in section 55-1.01C(1)with:
07-19-13
For ASTM F 1554 anchor bolts, include chemical composition and carbon equivalence for each heat of
steel.
Add to section 55-1.01 C(1):
07-19-13
For HS connections, submit a record of which lots are used in each joint as an informational submittal.
Replace "sets"at each occurrence in the 1st paragraph of section 55-1.01C(2)with:
04-19-13
copies
Replace the list in the 2nd paragraph of section 55-1.01C(2)with:
07-19-13
1. Sequence of shop and field assembly and erection. For continuous members, include proposed steel
erection procedures with calculations that show girder capacity and geometry will be correct.
2. Welding sequences and procedures.
3. Layout drawing of the entire structure with locations of butt welded splices.
4. Locations of temporary supports and welds.
5. Vertical alignment of girders at each stage of erection.
6. Match-marking diagrams.
7. Details for connections not shown or dimensioned on the plans.
8. Details of allowed options incorporated in the work.
9. Direction of rolling of plates where orientation is specified.
10. Distortion control plan.
11. Dimensional tolerances. Include measures for controlling accumulated error to meet overall
tolerances.
12. Material specification and grade listed on the bill of materials.
13. Identification of tension members and fracture critical members.
14. Proposed deviations from plans, specifications, or previously submitted shop drawings.
15. Contract plan sheet references for details.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
414
Replace items 2 and 3 in the list in the 1st paragraph of section 55-1.01C(3)with:
07-19-13
2. Tension flanges and webs of horizontally curved girders
3. Hanger plates
Replace the 2nd paragraph of section 55-1.01C(3)with:
07-19-13
Furnish plates, shapes, or bars with extra length to provide for removal of check samples.
07-19-13
Delete the 1st and 2nd sentences in the 3rd paragraph of section 55-1.01C(3).
Replace the 4th paragraph of section 55-1.01C(3)with:
07-19-13
Remove material for test samples in the Engineer's presence. Test samples for plates over 24 inches
wide must be 10 by 12 inches with the long dimension transverse to the direction of rolling. Test samples
for other products must be 12 inches long taken in the direction of rolling with a width equal to the product
width.
Replace the 1st sentence of the 6th paragraph in section 55-1.01C(3)with:
07-19-13
Results of check testing are delivered to you within 20 days of receipt of samples at METS.
07-19-13
Delete the 2nd paragraph of section 55-1.01 D(1).
Replace the 2nd sentence of the 4th paragraph in section 55-1.01D(1)with:
07-19-13
The calibration must be performed by an authorized repair and calibration center approved by the tool
manufacturer.
Add to section 55-1.01 D(1):
07-19-13
For bolts installed as snug tight, rotational capacity testing and installation tension testing are not
required.
In addition to NDT requirements in AWS D1.5, ultrasonically test 25 percent of all main member tension
butt welds in material over 1/2 inch thick.
Perform NDT on 100 percent of each pin as follows:
1. MT under ASTM A 788, S 18, with no linear indication allowed exceeding 3 mm
2. UT under ASTM A 788, S 20, level Sand level DA in two perpendicular directions
The Engineer determines the location of all NDT testing for welding.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
415
07-19-13
Delete the 2nd paragraph of section 55-1.01 D(3)(a).
Replace section 55-1.01 D(4)(b)with:
07-19-13
Perform rotational capacity testing on each rotational capacity lot under section 55-1.01 D(3)(b) at the job
site before installation.
Replace the 1st sentence of the 2nd paragraph in section 55-1.01 D(4)(c)with:
07-19-13
Test 3 representative HS fastener assemblies under section 8 of Specification for Structural Joints Using
High-Strength Bolts of the RCSC.
Replace the 1st paragraph in section 55-1.01D(4)(d)with:
07-19-13
Perform fastener tension testing to verify minimum tension in HS bolted connections no later than 48
hours after all fasteners in a connection have been tensioned.
Replace the 3rd paragraph in section 55-1.01 D(4)(d)with:
07-19-13
Test 10 percent of each type of fastener assembly in each HS bolted connection for minimum tension
using the procedure described in section 10 of Specification for Structural Joints Using High-Strength
Bolts of the RCSC. Check at least 2 assemblies per connection. For short bolts, determine the inspection
torque using steps 1 through 7 of"Arbitration of Disputes, Torque Method-Short Bolts" in Structural
Bolting Handbook of the Steel Structures Technology Center.
Replace the 1st table in the 1st paragraph of section 55-1.02A(1)with:
07-19-13
Structural Steel
Material Specification
Carbon steel ASTM A 709/A 709M, Grade 36 or
{ASTM A36/A36M}a
HS low alloy columbium ASTM A 709/A 709M, Grade 50 or
vanadium steel {ASTM A 992/A 992M or
ASTM A 572/A 572M, Grade 50}a
HS low alloy structural steel ASTM A 709/A 709M, Grade 50W or
Grade HPS 50W, or {ASTM A 588/A 588M}a
HS low alloy structural steel ASTM A 709/A 709M, Grade HPS 70W
plate
High-yield strength quenched ASTM A 709/A 709M, Grade 100, Grade 100W,
and tempered alloy steel or Grade HPS 100W, or
plate suitable for welding {ASTM A 514/A 514M}a
aGrades you may substitute for the equivalent ASTM A 709 steel subject to the
modifications and additions specified and to the requirements of ASTM A 709.
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416
Replace the 2nd table in the 1st paragraph of section 55-1.02A(1)with:
07-19-13
Fasteners
Material Specification
Steel fastener components
for general applications:
Bolts and studs ASTM A 307
Anchor bolts ASTM F 1554a
HS bolts and studs ASTM A 449, Type 1 a
HS threaded rods ASTM A 449, Type 1 a
HS nonheaded anchor ASTM F 1554, Grade 105, Class 2A
bolts
Nuts ASTM A 563, including appendix X1
Washers ASTM F 844
Hardened Washers ASTM F 436, Type 1, including
S1 supplementary requirements
Components of HS steel
fastener assemblies for use
in structural steel joints:
Bolts ASTM A 325, Type 1
Tension control bolts ASTM F 1852, Type 1
Nuts ASTM A 563, including appendix X1
Hardened washers ASTM F 436, Type 1, Circular, including
S1 supplementary requirements
Direct tension indicators ASTM F 959, Type 325, zinc-coated
aUse hardened washers.
bZinc-coated nuts tightened beyond snug or wrench tight must be furnished with
a dry lubricant complying with supplementary requirement S2 in ASTM A 563.
Replace the 3rd table in the 1st paragraph of section 55-1.02A(1)with:
07-19-13
Other Materials
Material Specification
Carbon steel for forgings, ASTM A 668/A 668M, Class D
ins, and rollers
Alloy steel for forgings ASTM A 668/A 668M, Class G
Pin nuts ASTM A 709/A 709M or
ASTM A 563, including appendix X1 a
Carbon-steel castings ASTM A 27/A 27M, Grade 65-35, Class 1
Malleable iron castings ASTM A 47/A 47M, Grade 32510
Gray iron castings ASTM A 48, Class 30B
Carbon steel structural tubing ASTM A 500/A 500M, Grade B, ASTM A 501,
ASTM A 847/A 847M, or ASTM A 1085
Steel pipe ASTM A 53, Type E or S, Grade B;
ASTM A 106, Grade B; or ASTM A 139, Grade B
Stud connectors ASTM A 108
aZinc-coated nuts tightened beyond snug or wrench tight must be furnished with
a dry lubricant complying with supplementary requirement S2 in ASTM A 563.
bHydrostatic testing will not apply.
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417
Replace the table in the 1st paragraph in section 55-1.02A(2)with:
07-19-13
Material complying with CVN impact value
ASTM A 709/A 709M (ft-Ib at temperature)
Grade 36 15 at 40 OF
Grade 505 (Thickness up to 2 inches) 15 at 40 OF
Grade 50W5 (Thickness up to 2 inches) 15 at 40 OF
Grade 505 20 at 40 OF
(Thickness over 2 inches up to 4 inches )
Grade 50W5(Thickness over 2 inches up to 4 20 at 40 OF
inches)
Grade HPS 50W5 (Thickness up to 4 inches) 20 at 10 OF
Grade HPS 70W(Thickness up to 4 inches) 25 at-10 OF
Grade 100 (Thickness of 2-1/2 inches or less) 25 at 0 OF
Grade 100W (Thickness over 2-1/2 inches up to 35 at 0 OF
4 inches)
Grade HPS 10OW (Thickness of 2-1/2 inches or 25 at-30 OF
less)
Grade HPS 100W (Thickness over 2-1/2 inches 35 at-30 OF
up to 4 inches)
51f the material yield strength is more than 65,000 psi, reduce the
temperature for the CVN impact value 15 degrees F for each increment of
10,000 psi above 65,000 psi.
Replace the 1st sentence of the 1st paragraph in section 55-1.02A(5)with:
07-19-13
Steel, gray iron, and malleable iron castings must have continuous fillets cast in place in reentrant angles.
07-19-13
Delete the 3rd and 4th sentences in the 2nd paragraph in section 55-1.02A(5).
Replace the 1st paragraph of section 55-1.026(1)with:
07-19-13
Section 55-1.026(1) applies to work performed at the source and at the job site.
Replace the 4th paragraph in section 55-1.026(1)with:
07-19-13
Ends of girder stiffeners shown as tight-fit must bear on the girder flange with at least point bearing. Local
clearances between the end of the stiffener and the girder flange must be at most 1/16 inch.
Replace the 1st sentence of the 5th paragraph in section 55-1.026(1)with:
07-19-13
Fabricate floor beams, stringers, and girders having end connection angles to exact length back to back
of connection angles.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
418
Add to the 7th paragraph in section 55-1.02B(1):
07-19-13
Use low-stress stamps for fracture critical members and tension members.
Replace the 2nd sentence of the 9th paragraph in section 55-1.02B(1)with:
07-19-13
Slightly round edges and sharp corners, including edges marred, cut, or roughened during handling or
erection.
Replace the 3rd paragraph in section 55-1.02B(2)with:
07-19-13
Instead of machining, you may heat straighten steel not in contact with other metal bearing surfaces if the
above tolerances are met.
Replace item 2 in the list in the 1st paragraph of section 55-1.02B(3)with:
07-19-13
2. Radius of bend measured to the concave face must comply with Manual of Steel Construction of the
AISC
Replace the 1st sentence of the 2nd paragraph in section 55-1.02B(3)with:
07-19-13
Plates to be bent to a smaller radius than specified in Manual of Steel Construction of the AISC must be
bent hot.
Replace the introductory clause of the 2nd paragraph of section 55-1.02B(4)with:
07-19-13
Threads for pin ends and pin nuts 1-1/2 inches or more in diameter must comply with the following:
Replace the 3rd paragraph in section 55-1.02B(5)with:
07-19-13
Holes for pins must be:
1. True to the diameter specified.
2. At right angles to the member axis.
3. Parallel with each other except for pins where nonparallel holes are required.
4. Smooth and straight with the final surface produced by a finishing cut.
Replace the 1st paragraph in section 55-1.02B(6)(c)with:
07-19-13
Bolted connections using HS fastener assemblies must comply with Specification for Structural Joints
Using High-Strength Bolts of the RCSC.
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Replace the 7th paragraph in section 55-1.02B(6)(c)with:
07-19-13
For all bolts, thread stickout after tensioning must be at least flush with the outer nut face.At least 3 full
threads must be located within the grip of the connection.
07-19-13
Delete the 3rd paragraph in section 55-1.02B(7)(a).
Add to section 55-1.02B(7)(a):
07-19-13
For welds indicated to be subject to tensile forces that are to receive RT, grind smooth and flush on both
sides of welds before testing.
For groove weld surface profiles that interfere with NDT procedures, grind welds smooth and blend with
the adjacent material.
For fillet weld surface profiles that interfere with NDT procedures, grind welds and blend the toes
smoothly with the adjacent base metal.
Add to section 55-1.02B(7):
07-19-13
55-1.02B(7)(c) Steel Pedestrian Bridges
Reserved
Replace the 1st paragraph in section 55-1.02B(9)with:
07-19-13
Prepare and paint contact surfaces of HS bolted connections before assembly. Thoroughly clean all other
surfaces of metal in contact to bare metal before assembly. Remove all rust, mill scale, and foreign
material.
Replace the 1st sentence of the 4th paragraph in section 55-1.02B(9)with:
07-19-13
Preassemble truss work in lengths of at least 3 abutting panels and adjust members for line and camber.
Replace the 1st sentence of the 5th paragraph in section 55-1.02B(9)with:
07-19-13
Preassemble bolted splice joints for plate girders in lengths of at least 3 abutting sections and adjust
abutting sections for line and camber.
Replace the 6th paragraph in section 55-1.02B(9)with:
07-19-13
Preassemble prepared splice joints for welded girders with abutting members and adjust for line and
camber.
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Replace the paragraphs in section 55-1.03C(1)with:
07-19-13
Reserved
Replace the 3rd sentence of the 1st paragraph in section 55-1.03C(2)with:
07-19-13
Attain full bearing on the concrete under bearing assemblies.
Replace the 3rd paragraph in section 55-1.03C(2)with:
07-19-13
During welding, protect bearings and bearing surfaces using authorized methods.
Replace section 55-1.03C(4)with:
07-19-13
55-1.03C(4) Continuous Members
Unless otherwise shown, structural steel girders are designed for continuity in supporting girder dead
load. If erection procedures provide girder continuity for dead load, preassemble members with field joints
in a no-load condition in a horizontal or an upright condition.
You may erect structural steel girders such that dead load girder continuity is not provided. If erection
procedures do not provide girder continuity for dead load:
1. You may increase cross-sectional areas or change grades of steel to provide the specified capacity if
authorized.
2. After erection, the erected structure must have a load-carrying capacity at least equal to the structure
shown.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
56 SIGNS
07-19-13
Replace the 4th paragraph of section 56-3.01A with:
07-19-13
The types of sign structures include:
1. Truss
2. Bridge mounted
3. Tubular
Replace "sets" in the 1st paragraph of section 56-3.01C(2)with:
04-19-13
copies
07-20-12
Delete the 7th paragraph of section 56-3.02K(2).
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
421
Replace the 1st paragraph of section 56-3.02M(1)with:
07-19-13
Galvanize all ferrous metal parts of the following sign structure types:
1. Truss
2. Bridge mounted
3. Tubular
Add between the 1 stand 2nd paragraphs of section 56-3.02M(1):
04-19-13
Clean and paint all ferrous metal parts of tubular sign structures after galvanizing, including the areas to
be covered by sign panels. Do not paint sign structures other than tubular type unless specified in the
special provisions.
Replace the headings and paragraphs in section 56-3.02M(3)with:
04-19-13
Where specified, clean and paint sign structures under section 59-5.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
57 WOOD AND PLASTIC LUMBER STRUCTURES
04-19-13
Replace "51-2.01C(3)" in the 1st paragraph of section 57-2.01C(3)(a)with:
10-19-12
57-2.01C(3)
Replace "sets"at each occurrence in the 1st paragraph of section 57-3.01C with:
04-19-13
copies
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
58 SOUND WALLS
04-19-13
10-19-12
Delete the 3rd paragraph of section 58-1.01.
Replace the 1 st paragraph of section 58-2.01 D(5)(a)with:
08-05-11
You must employ a special inspector and an authorized laboratory to perform Level 1 inspections and
structural tests of masonry to verify the masonry construction complies with section 1704, "Special
Inspections," and section 2105, "Quality Assurance,"of the 2007 CBC.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
422
10-19-12
Delete the 1st paragraph of section 58-2.02F.
Replace "sets"at each occurrence in the 1st paragraph of section 58-4.01C with:
04-19-13
copies
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
59 PAINTING
11-15-13
Replace "SSPC-SP 10"at each occurrence in section 59 with:
10-19-12
SSPC-SP 10/NACE no. 2
Replace "SSPC-SP 6"at each occurrence in section 59 with:
10-19-12
SSPC-SP 6/NACE no. 3
Replace "SSPC-CS 23.00"at each occurrence in section 59 with:
10-19-12
SSPC-CS 23.00/AWS C 2.23M/NACE no. 12
Replace "Specification for Structural Joints Using ASTMA325 orA 490 Bolts" in the 1st paragraph
of section 59-2.01 C(1)with:
07-19-13
Specification for Structural Joints Using High-Strength Bolts
Replace "SSPC-QP 3 or AISC SPE, Certification P-1 Enclosed" in item 3 in the list in the 1st
paragraph of section 59-2.01 D(1)with:
10-19-12
AISC-420-10/SSPC-QP 3 (Enclosed Shop)
Replace "Specification for Structural Joints Using ASTMA325 orA 490 Bolts" in the 1st paragraph
of section 59-2.02 with:
07-19-13
Specification for Structural Joints Using High-Strength Bolts
Replace the paragraphs in section 59-2.03A with:
10-19-12
Clean and paint all exposed structural steel and other metal surfaces.
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423
You must provide enclosures for cleaning and painting structural steel. Cleaning and painting of new
structural steel must be performed in an Enclosed Shop as defined in AISC-420-10/SSPC-QP 3. Maintain
atmospheric conditions inside enclosures within specified limits.
Except for blast cleaning within closed buildings, perform blast cleaning and painting during daylight
hours.
Add to section 59-2.03B:
07-19-13
59-2.03B(3) Containment Systems
59-2.03B(3)(a) General
Construct containment systems when disturbing existing paint systems during bridge rehabilitation.
The containment system must be one of the following:
1. Ventilated containment system
2. Vacuum-shrouded surface preparation equipment and drapes and ground covers
3. Equivalent containment system if authorized
The containment system must contain all water, resulting debris, and visible dust produced when the
existing paint system is disturbed.
Properly maintain the containment system while work is in progress and do not change the containment
system unless authorized.
Containment systems over railroad property must provide the minimum clearances as specified in section
5-1.20C for the passage of railroad traffic.
59-2.03B(3)(b) Ventilated Containment Systems
59-2.03B(3)(b)(i) General
If flexible framing is used, support and fasten it to (1) prevent the escape of abrasive and blast materials
due to whipping from traffic or wind and (2) maintain clearances.
If the wind speed reaches 50 mph or greater, relieve the wind pressure on the containment system using
an authorized method.
59-2.03B(3)(b)(ii) Design Criteria
Scaffolding or supports for the ventilated containment system must not extend below the vertical
clearance level nor to the ground line at locations within the roadbed.
For truss-type bridges, all connections of the ventilated containment system to the existing structure must
be made through the deck, girder, stringer, or floor beam system. No connections are allowed that will
cause bending stresses in a truss member.
The ventilated containment system must comply with section 7-1.02K(6)(e).
The minimum total design load for the ventilated containment system must consist of the sum of the dead
and live vertical loads.
Dead and live loads are as follows:
1. Dead load must consist of the actual load of the ventilated containment system
2. Live loads for bridges with only spot blast cleaning work must consist of:
2.1. Uniform load of at least 25 psf applied over the supported area
2.2. Moving concentrated load of 1000 Ib to produce maximum stress in the main supporting
elements of the ventilated containment system
3. Live loads for bridges with 100 percent blast cleaning to bare metal must consist of:
3.1. Uniform load of at least 45 psf, which includes 20 psf of sand load, applied over the supported
area
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424
3.2. Moving concentrated load of 1000 Ib to produce maximum stress in the main supporting
elements of the ventilated containment system
Assumed horizontal loads do not need to be included in the design of the ventilated containment system.
Maximum allowable stresses must comply with section 48-2.01 D(3)(c).
59-2.03B(3)(b)(iii) Ventilation
The ventilation system in the ventilated containment system must be of the forced input airflow type with
fans or blowers.
Negative air pressure must be employed within the ventilated containment system and will be verified by
visual methods by observing the concave nature of the ventilated containment system while taking into
account wind effects or by using smoke or other visible means to observe airflow. The input airflow must
be properly balanced with the exhaust capacity throughout the range of operations.
The exhaust airflow of the ventilation system in the ventilated containment system must be forced into wet
or dry dust collectors or bag houses.
Replace item 1 in the list in the 2nd paragraph of section 59-2.03C(1)with:
10-19-12
1. Apply a stripe coat of undercoat paint on all edges, corners, seams, crevices, interior angles,
junctions of joining members, weld lines, and similar surface irregularities. The stripe coat must
completely hide the surface being covered. If spot blast cleaning portions of the bridge, apply the
stripe coat of undercoat paint before each undercoat and follow with the undercoat as soon as
practical. If removing all existing paint from the bridge, apply the undercoat first as soon as practical
and follow with the stripe coat of undercoat paint for each undercoat.
Replace the heading of section 59-2.03C(2)with:
04-19-13
Zinc Coating System
Add to section 59-2.03C(2)(a):
04-19-13
Coatings for new structural steel and connections between new and existing structural steel must comply
with the requirements shown in the following table:
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Zinc Coating System
Description Coating Dry film thickness
(mils)
All new surfaces:
Undercoat Inorganic zinc primer, 4-8
AASHTO M 300 Type I or II
Finish coata Exterior grade latex), 2 minimum each coat,
2 coats 4-8 total
Total thickness, all coats 8-14
Connections to existing
structural steel:°
Undercoat Inorganic zinc primer, 4-8
AASHTO M 300 Type I or II
Finish coats Exterior grade latex), 2 minimum each coat,
2 coats 4-8 total
Total thickness, all coats 8-14
aIf no finish coats are described, a final coat of inorganic zinc primer is required.
bExterior grade latex must comply with section 91-2.02 unless otherwise specified.
°Includes the following locations:
1. New and existing contact surfaces
2. Existing member surfaces under new HS bolt heads, nuts, or washers
3. Bare surfaces of existing steel after trimming, cutting, drilling, or reaming
4. Areas within a 4-inch radius from the point of application of heat for welding or
flame cutting
Replace "Specification for Structural Joints Using ASTMA325 orA 490 Bolts" in the 7th
paragraph of section 59-2.03C(2)(b)(i)with:
07-19-13
Specification for Structural Joints Using High-Strength Bolts
Add to section 59-2.03C:
04-19-13
59-2.03C(3) Moisture-Cured Polyurethane Coating System
Reserved
59-2.03C(4) State Specification Paint Waterborne Coating System
59-2.03C(4)(a) General
The State Specification PWB coating system for existing structural steel must comply with the
requirements shown in the following table:
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State Specification PWB Coating System
St
Surface Description ate Specification Dry film thickness
PWB Coating (mils)
Surfaces cleaned to 1st undercoat 145 2-3
bare meta a: 2nd undercoat 146 2-3
1stfinish coat 171 1.5-3
2nd finish coat 172 1.5-3
Total thickness, all coats -- 7-12
Existing painted Undercoat 146 2-3
surfaces to be 1st finish coat 171 1.5-3
topcoated: 2nd finish coat 172 1.5-3
Total thickness, new coats -- 5-9
aIncludes locations of spot blast cleaning
59-2.03C(4)(b) Finish Coats
11-15-13
Reserved
Add to section 59-5.01:
04-19-13
Where specified, prepare and paint sign structures under sections 59-2 and 59-3.
Instead of submitting proof of the certification complying with SSPC-QP 1, you may submit documentation
with the painting quality work plan showing compliance with the requirements in section 3 of SSPC-QP 1.
Instead of submitting proof of the certification complying with SSPC-QP 2, you may submit documentation
with the painting quality work plan showing compliance with the requirements in sections 4.2 through 4.4
of SSPC-QP 2, Category A.
Instead of submitting proof of the certification complying with AISC-420-10/SSPC-QP 3 (Enclosed Shop),
you may submit documentation with the painting quality work plan showing compliance with the
requirements in sections 5 through 18 of AISC-420-10/SSPC-QP3.
Replace the paragraphs of section 59-5.03 with:
04-19-13
59-5.03A General
You may prepare and paint sign structures before or after erection. After erection, repair damaged paint
to the satisfaction of the Engineer.
The total dry film thickness of finish coats on contact surfaces of galvanized HS bolted connections (1)
must be from 1 to 4 mils and (2) may be applied in 1 application.
59-5.038 Undercoating of Ungalvanized Surfaces
Blast-cleaned surfaces must receive a single undercoat consisting of an inorganic zinc coating as
specified in AASHTO M 300, Type I or Type II, except:
1. The first 2 sentences of section 5.6 do not apply
2. Section 5.6.1 does not apply
If you propose to use a coating that is not on the Authorized Material List, submit the required
documentation specified in section 5.6 of AASHTO M 300. Allow 30 days for the Engineer's review.
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59-5.03C Testing of Inorganic Zinc Coating
Perform adhesion and hardness testing no sooner than 72 hours after application of the single undercoat
of inorganic zinc coating.
59-5.03D Finish Coating
The exposed area of inorganic zinc coating must receive a minimum of 2 finish coats of exterior grade
latex paint.
The 1 st finish coat color must match no. 24558 of FED-STD-595. The 2nd finish coat color must match
no. 24491 of FED-STD-595. The total dry film thickness of the applications of the 2nd finish coat must be
not less than 2 mils.
Replace section 59-7 with:
07-19-13
59-7 STAINING CONCRETE AND SHOTCRETE
59-7.01 GENERAL
59-7.01A General
59-7.01A(1) Summary
Section 59-7.01 includes specifications for preparing and staining concrete and shotcrete surfaces using
an acid stain.
59-7.01A(2) Definitions
Reserved
59-7.01A(3) Submittals
Submit stain manufacturer's product data and application instructions at least 7 days before starting
staining activities.
59-7.01A(4) Quality Control and Assurance
Reserved
59-7.01B Materials
59-7.01B(l) General
Reserved
59-7.01B(2) Stain
Stain must:
1. Be a water-based solution of inorganic metallic salts
2. Contain dilute acid that penetrates and etches the concrete or shotcrete surface
3. Be a commercial quality product designed specifically for exterior applications
4. Produce abrasion-resistant color deposits
59-7.01B(3) Sealer
Reserved
59-7.0113(4) Joint Sealing Compound
Reserved
59-7.01C Construction
59-7.01C(l) General
Seal joints between concrete and shotcrete surfaces to be stained and adjacent metal with joint sealing
compound before applying the stain.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
428
Test surfaces for acceptance of the stain before applying the stain. Clean surfaces that resist accepting
the stain and retest until passing.
Apply the stain under the manufacturer's instructions.
Before staining, the concrete or shotcrete surfaces must be:
1. At least 28 days old
2. Prepared under SSPC-SP 13/NACE no. 6
3. Thoroughly dry
Apply the stain uniformly to avoid excessive rundown. Work the stain into the concrete using a nylon
bristle brush in a circular motion.
After the last coat of stain has dried, rinse stained surfaces with water and wet scrub with a stiff bristle
nylon brush until the rinse water runs clear. Collect all rinse water.
Protect adjacent surfaces during staining.
Thoroughly cure each application of the stain and correct skips, holidays, thin areas, or other deficiencies
before the next application.
Drips, puddles, or other irregularities must be worked into the concrete or shotcrete surface.
59-7.01C(2) Test Panel
For staining concrete or shotcrete, stain a test panel complying with section 51-1.01 D(3).
For staining sculpted shotcrete, stain a test panel complying with section 53-3.01 D(3).
The test panel must be:
1. Stained using the same personnel, materials, equipment and methods to be used in the work
2. Accessible for viewing
3. Displayed in an upright position near the work
4. Authorized for staining before starting the staining work
If ordered, construct additional test panels until a satisfactory color is attained.
The Engineer uses the authorized stained test panel to determine the acceptability of the stained surface.
Dispose of the test panels after the staining work is complete and authorized. Notify the Engineer before
disposing of the test panels.
59-7.01D Payment
Not Used
59-7.02 SCULPTED SHOTCRETE AND TEXTURED CONCRETE
59-7.02A General
59-7.02A(1) Summary
Section 59-7.02 includes specifications for preparing and staining sculpted shotcrete and textured
concrete surfaces using an acid stain.
59-7.02A(2) Definitions
Reserved
59-7.02A(3) Submittals
59-7.02A(3)(a) General
Reserved
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
429
59-7.02A(3)(b) Experience Qualifications
Submit the following documentation of the staining subcontractor's experience at least 10 days before the
preconstruction meeting:
1. Summary of the staining subcontractor's experience that demonstrates compliance with section 59-
7.02A(4)(b).
2. List of at least 3 projects completed in the last 5 years that demonstrate the staining subcontractor's
ability to stain textured concrete or sculpted shotcrete surfaces similar to the textured concrete or
sculpted shotcrete for this project. For each project include:
2.1. Project description
2.2. Name and phone number of the owner
2.3. Staining completion date
2.4. Color photos of the completed stained surface
59-7.02A(3)(c) Installation Plan
Submit an installation plan at least 10 days before the preconstruction meeting. The installation plan must
include details for preparing and staining the textured concrete or sculpted shotcrete to achieve the
required color, including:
1. Number of applications that will be used to apply the stain
2. For each application of the stain, a description of:
2.1. Manufacturer, color, finish, and percentage strength mixture of the stain that will be applied
2.2. Methods and tools that will be used to apply the stain
3. Methods for protecting adjacent surfaces during staining
4. Rinse water collection plan for containing all liquid, effluent, and residue resulting from preparing and
staining textured concrete or sculpted shotcrete
59-7.02A(4) Quality Control and Assurance
59-7.02A(4)(a) General
Reserved
59-7.02A(4)(b) Contractor Qualifications
The staining subcontractor must:
1. Have experience in staining textured concrete or sculpted shotcrete surfaces to simulate the
appearance of natural rock formations or stone masonry
2. Have successfully completed at least 3 projects in the past 5 years involving staining of concrete or
sculpted shotcrete surfaces similar to the textured concrete or sculpted shotcrete for this project
59-7.02A(4)(c) Preconstruction Meeting
Before starting staining activities, conduct a meeting to discuss the installation plan. Meeting attendees
must include the Engineer and all staining subcontractors.
59-7.026 Materials
Not Used
59-7.02C Construction
Not Used
59-7.02D Payment
Prepare and stain concrete and prepare and stain shotcrete are measured by the area of the vertical or
sloped wall face stained.
Replace "solider" in the 5th paragraph of section 59-9.03 with:
04-19-13
soldier
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
430
Replace section 59-11 with:
07-19-13
59-11 STAINING GALVANIZED SURFACES
Reserved
Replace section 59-12 with:
07-19-13
59-12 ROCK STAINING
59-12.01 GENERAL
59-12.01A Summary
Section 59-12 includes specifications for applying stain to the exterior surface of landscape boulders,
native rock that has been damaged or scarred, rock energy dissipaters, rock slope protection and gabion
surfaces.
59-12.0113 Submittals
Submit the following:
1. Work plan showing methods to control overspray and spillage, and to protect adjacent surfaces
2. Product data including the manufacturer's product sheet and the instructions for the application of the
stain
59-12.01C Quality Control and Assurance
59-12.01C(l) General
Reserved
59-12.01C(2) Test Plot
Apply the stain to a test plot rock area of at least 3 by 3 feet at a location designated by the Engineer.
Notify the Engineer at least 7 days before staining the test plot. Prepare and stain the test plot with the
same materials, tools, equipment, and methods to be used in staining the final surfaces. Separate test
plots are required for staining rock slope protection and native rock.
If ordered, prepare additional test plots. Additional test plots are change order work.
Obtain authorization of the test plot before starting the staining work. Use the authorized test plot as the
standard for comparison in determining acceptability of staining. If the test plot is not incorporated into the
work and the Engineer determines it is no longer needed, dispose of it.
59-12.02 MATERIALS
59-12.02A General
Reserved
59-12.026 Stain
Reserved
59-12.03 CONSTRUCTION
59-12.03A General
Reserved
59-12.036 Preparation
Before applying the stain:
1. Identify and obtain authorization for the areas to be stained
2. Remove oils, dirt, and other contaminants from the surfaces to be stained
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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3. Dry all surfaces to be stained
59-12.03C Application
After the areas to be stained have been identified, prepared, and the test plot authorized, stain the
exposed surfaces under the manufacturer's instructions to achieve a color consistent with, or as close as
possible to, the authorized test area color.
Control overspray and protect adjacent surfaces.
Keep stained surfaces dry for at least 20 days following the application of the stain.
59-12.04 PAYMENT
Rock stain areas are measured along the slope face.
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DIVISION VII DRAINAGE
62 ALTERNATIVE CULVERTS
07-19-13
Add to the end of section 62-1.01:
10-19-12
Alternative culverts include concrete collars and concrete tees and reinforcement for connecting new pipe
to existing or new facilities. Concrete for the collars and tees must be minor concrete. Reinforcement for
the concrete collars or tee connections must comply with section 52.
Add to section 62:
07-19-13
62-5 TEMPORARY SLOTTED PIPE
Reserved
62-6-62-10 RESERVED
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64 PLASTIC PIPE
07-19-13
Replace the 2nd paragraph of section 64-1.01A with:
10-19-12
Plastic pipe includes all necessary elbows, wyes, tees, other branches, fittings, coupling systems,
concrete collars or tees, and reinforcement.
Replace item 1 in the list in the 3rd paragraph of section 64-1.02E with:
07-19-13
1. If watertight joints are shown, use Type S corrugated polyethylene pipe with gaskets. If watertight
joints are not shown, use gasketed joints when specified. Gaskets for Type C corrugated
polyethylene pipe must be installed on each side of the joint. Gaskets must comply with ASTM F477
and be factory-installed.
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432
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65 CONCRETE PIPE
07-19-13
Replace the 2nd paragraph of section 65-1.01 with:
10-19-12
Concrete pipe includes all necessary elbows, wyes, tees, other branches, concrete collars or tees, and
reinforcement.
Replace section 65-2.021)with:
07-19-13
65-2.021) Reserved
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68 SUBSURFACE DRAINS
04-18-14
Replace the 5th paragraph of section 68-4.02E with:
04-18-14
HMA for backfilling trenches must comply with HMA for miscellaneous areas as specified in section 39.
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70 MISCELLANEOUS DRAINAGE FACILITIES
07-19-13
Replace section 70-5.02A(2)with:
01-20-12
70-5.02A(2) Plastic Flared End Sections
Plastic flared end sections must comply with ASTM D 3350.
Replace "40-1.03N" in item 2.4 of the 1st paragraph of section 70-5.06C with:
07-19-13
40-1.03K
Replace the 2nd, 3rd, and 4th paragraphs of section 70-7.026 with:
01-18-13
Before shipping, the exterior surfaces of the casing must be cleaned, primed, and coated to comply with
ANSI/AWWA C213 or ANSI/AWWA C214.
Wrapping tape for repairing damaged coating and wrapping field joints and fittings must be a pressure-
sensitive PVC or polyethylene tape with a minimum thickness of 50 mils, 2 inches wide.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
433
Add to section 70-7.03:
01-18-13
Repair damaged coating on the casing and wrap field joints and fittings with wrapping tape as follows:
1. Before wrapping, thoroughly clean and prime the pipe casing,joints, and fittings under the tape
manufacturer's instructions.
2. Wrap the tape tightly with 1/2 uniform lap, free from wrinkles and voids to provide not less than a 100-
mil thickness.
3. Wrapping at joints must extend at least 6 inches over adjacent pipe casing coverings. Apply tension
such that the tape will conform closely to contours of the joint.
Add to section 70:
07-19-13
70-8-70-15 RESERVED
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DIVISION VIII MISCELLANEOUS CONSTRUCTION
72 SLOPE PROTECTION
11-15-13
Replace the table in the 3rd paragraph of section 72-2.02A with:
11-15-13
Rock Material Properties
Property California Test Value
Apparent specific gravity 206 2.5 minimum
Absorption 206 4.2% maximum
Durability Index 229 52 minimum
Notes:
Durability absorption ratio (DAR) = course durability index/(% absorption + 1)
If the DAR is greater than 10, the absorption may exceed 4.2 %
If the DAR is greater than 24, the durability index may be less than 52
Replace the row under"Class" in the table in the 1st paragraph of section 72-3.028 with:
01-20-12
1/2 T 1/4 T Light Facing Cobble
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
434
Replace the table in the 2nd paragraph of section 72-3.0213 with:
11-15-13
Rock Material Properties
Property California Test Value
Apparent specific gravity 206 2.5 minimum
Absorption 206 4.2% maximum
Durability index 229 52 minimum
Notes:
Durability absorption ratio (DAR) = course durability index/(% absorption + 1)
If the DAR is greater than 10, the absorption may exceed 4.2 %
If the DAR is greater than 24, the durability index may be less than 52
Replace the row under"Rock class" in the table in the 2nd paragraph of section 72-3.03E with:
01-20-12
1/2 T 1/4 T Light Facing Cobble
07-19-13
Delete the 5th and 6th paragraphs of section 72-11.01 B.
Add to section 72-11.01 B:
01-18-13
Expanded polystyrene and premolded expansion joint filler must comply with section 51-2.
07-19-13
Delete the 2nd paragraph of section 72-11.01 C(1).
07-19-13
Delete the 7th paragraph of section 72-11.01 C(1).
Add between the 7th and 8th paragraphs of section 72-11.01 C(1):
07-19-13
Schedule the construction of the slope paving such that the work, including placing and finishing concrete
and applying curing compound, is completed on the same day that the work is started.
Replace the 8th paragraph of section 72-11.01C(1)with:
07-19-13
If the Engineer determines that the size of the slope paving is too large to be constructed without an
intermediate construction joint, place a joint at an authorized location. Complete a section of concrete
bounded by permissible construction joints within the same day.
Replace the 1st paragraph of section 72-11.01C(2)with:
01-18-13
Construct and finish minor concrete slope paving under section 51-1.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
435
Replace the 3rd paragraph of section 72-11.01C(2)with:
07-19-13
After striking-off to grade, hand float the concrete with floats that are at least 4 inches wide and 30 inches
long. Broom the entire surface with a stiff-bristled broom to produce a uniform surface. Brooming must be
done when the surface is sufficiently set to prevent deep scarring and must be accomplished by drawing
the broom down the slope, leaving marks parallel to the slope. The Engineer may order you to apply a
fine spray of water to the surface immediately before brooming.
07-19-13
Delete the 3rd paragraph of section 72-11.01 D.
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73 CONCRETE CURBS AND SIDEWALKS
07-19-13
Replace the paragraph in section 73-1.01 A with:
07-19-13
Section 73-1 includes general specifications for constructing minor concrete items including concrete
curbs, sidewalks, gutter depressions, driveways, island paving, and curb ramps; for installing detectable
warning surfaces and precast parking bumpers; and for texturing and coloring concrete surfaces.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
74 PUMPING EQUIPMENT AND CONTROLS
04-19-13
Replace the 1st paragraph of section 74-1.01C(3)with:
04-19-13
Submit at least 5 copies of product data to OSD, Documents Unit. Each copy must be bound together
and include an index stating equipment names, manufacturers, and model numbers. Two copies will be
returned. Notify the Engineer of the submittal. Include in the notification the date and contents of the
submittal.
Replace the 1st sentence of the 1st paragraph in section 74-2.01 D(2)with:
01-20-12
Drainage pumps must be factory certified under ANSI/HI 14.6.
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75 MISCELLANEOUS METAL
07-19-13
Add between 2nd and 3rd paragraphs of section 75-1.03A:
07-19-13
Fabricate expansion joint armor from steel plates, angles, or other structural shapes. Shape the armor to
the section of the concrete deck and match-mark it in the shop. Straighten warped sections of expansion
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
436
joint armor before placing. Secure the expansion joint armor in the correct position during concrete
placement.
Replace "SSPC-QP 3" in the 3rd paragraph of section 75-1.03E(4)with:
10-19-12
AISC-420-10/SSPC-QP3
Replace "metal beam guard railing" in the table in the 1st paragraph of section 75-1.05 with:
07-19-13
guardrail
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Replace section 78 with:
07-20-12
78 INCIDENTAL CONSTRUCTION
07-20-12
78-1 GENERAL
Section 78 includes specifications for incidental bid items that are not closely associated with other
sections.
78-2-78-50 RESERVED
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80 FENCES
10-19-12
Add to section 80-2.02D:
10-19-12
Vertical stays must:
1. Comply with ASTM A641
2. Be 12-1/2 gage
3. Have a Class 3 zinc coating
Replace item 1 in the list in section 80-2.02E with:
10-19-12
Comply with ASTM A 116, Type Z, Grade 60, Class 1
Add after"galvanized wire" in the 1st paragraph of section 80-2.02F:
10-19-12
complying with ASTM A 641
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437
Replace the 3rd and 4th paragraphs of section 80-2.02F with:
10-19-12
Each staple used to fasten barbed wire and wire mesh fabric to wood posts must:
1. Comply with ASTM F 1667
2. Be at least 1-3/4 inches long
3. Be manufactured from 9-gage galvanized wire
Wire ties used to fasten barbed wire and wire mesh to metal posts must be at least 11-gage galvanized
wire complying with ASTM F 626. Clips and hog rings used for metal posts must be at least 9-gage
galvanized wire complying with ASTM F 626.
Replace the 8th through 14th paragraphs of section 80-2.03 with:
10-19-12
Attach the wire mesh and barbed wire to each post.
Securely fasten tension wires to wood posts. Make a single or double loop around each post at each
attachment point and staple the wire to the post. Use wire ties, hog rings, or wire clips to fasten the wires
to the metal posts.
Connect each wood brace to its adjacent post with a 3/8 by 4-inch steel dowel. Twist the tension wires
until the installation is rigid.
Stretch barbed wire and wire mesh fabric and fasten to each wood or steel end, corner, or gate post.
Apply tension according to the manufacturer's instructions using a mechanical stretcher or other device
designed for such use. If no tension is specified by the manufacturer, use 250 pounds for the required
tension. Evenly distribute the pull over the longitudinal wires in the wire mesh such that no more than 50
percent of the original depth of the tension curves is removed. Do not use a motorized vehicle, truck, or
tractor to stretch the wire.
Attach barbed wire and wire mesh fabric to the private-property side of posts. On curved alignments,
place the wire mesh and barbed wire on the face of the post against which the normal pull of the wire
mesh and wire will be exerted. Terminate the wire mesh and barbed wire at each end, corner, pull, and
gate post in the new fence line. Attach wire mesh and barbed wire to each wood or steel end, corner, pull,
or gate post by wrapping each horizontal strand around the post and tying it back on itself with at least 4
tightly-wound wraps.
At line posts, fasten the wire mesh to the post at the top and bottom and at intermediate points not
exceeding 10 inches apart. Fasten each line of barbed wire to each line post. Use wire ties or clips to
fasten the wires to metal posts under the post manufacturer's instructions. Drive staples crosswise with
the grain of the wood and pointed slightly downward. Drive staples just short of actual contact with the
wires to allow free longitudinal movement of those wires and to prevent damage to the wire's protective
coating. Secure all wires to posts to maintain horizontal alignment.
Splices in barbed wire and wire mesh are allowed provided there are no more than 2 splices per 50 feet
of fence. Use commercially-available galvanized mechanical wire splices or a wire splice created by tying
off wire. Install mechanical wire splices with a tool designed for that purpose under the manufacturer's
instructions. Tie off the wire as follows:
1. Carry the ends of each wire 3 inches past the tied-off knot location and wrap around the wire for at
least 6 turns in opposite directions.
2. Remove the splice tool and close the space by pulling the end of the wires together.
3. Cut the unused ends of the wire close and neat.
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438
Add to"<_ 6" in the table in the 4th paragraph of section 80-3.026:
10-19-12
feet
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DIVISION IX TRAFFIC CONTROL FACILITIES
83 RAILINGS AND BARRIERS
11-15-13
Replace "metal beam guard railing"at each occurrence in sections 83-1.02 and 83-1.03 with:
07-19-13
midwest guardrail system
Replace "guard rail"and "guard railing"at each occurrence in sections 83-1.02A and 83-1.026
with:
07-19-13
guardrail
Replace the heading of section 83-1.026 with:
07-19-13
Midwest Guardrail System
Add between "splices at" and "posts" in the 5th paragraph of section 83-1.026:
07-19-13
midspan between
Replace "Metal rail posts, box spacers, and" in item 1 in the list in the 25th paragraph of section
83-1.026 with:
07-19-13
Metal box spacers and
07-19-13
Delete items 6 and 7 in the list in the 25th paragraph of section 83-1.026.
Replace "Type WB"at each occurrence in section 83-1.026(2)with:
07-19-13
Type WB-31
Replace the heading of section 83-1.026(3)with:
07-19-13
Temporary Midwest Guardrail System
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
439
Replace "80-2.02" in the 2nd paragraph of section 83-1.02E with:
10-19-12
80-3.02B
Replace "sets" in the 10th paragraph of section 83-1.02G(2)with:
07-19-13
copies
Replace the 1st sentence of the 1st paragraph of section 83-1.03 with:
11-15-13
Except for guardrail within the pay limits of a terminal system, a transition railing (Type WB-31), an end
anchor assembly, or a rail tensioning assembly, midwest guardrail system is measured along the face of
the rail element from end post to end post of the completed railing.
Add to section 83-2.021)(1):
10-21-11
For a concrete barrier transition:
1. Remove portions of the existing concrete barrier where shown under section 15-3
2. Roughen the contact surface of the existing concrete barrier
3. Drill and bond dowels into the existing concrete barrier under section 51-1
Add to section 83-2.02:
10-19-12
83-2.02H-83-2.02M Reserved
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84 TRAFFIC STRIPES AND PAVEMENT MARKINGS
05-30-14
Replace section 84-1.01C with:
05-30-14
84-1.01C Submittals
For glass beads used in drop-on applications and in thermoplastic formulations, submit a certificate of
compliance and test results for each lot of beads specifying the EPA test methods used and tracing the
lot to the specific test sample. The testing for lead and arsenic content must be performed by an
independent testing laboratory.
Submit retroreflectivity readings for traffic stripes and pavement markings at locations with deficient
retroreflectivity determined by the Engineer.
84-1.01 D Quality Control and Assurance
Test each lot of glass beads for arsenic and lead under EPA Test Method 3052 and 6010B or 6010C.
Applied traffic stripes and pavement markings must be retroreflective. Within 30 days of applying traffic
stripes and pavement markings, the retroreflectivity of the stripes and markings must be a minimum of
250 mcd-m -Ix 1 for white and 125 mcd.m-2.Ix 1 for yellow when measured under ASTM E1710.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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The Engineer will perform a nighttime, drive-through, visual inspection of the retroreflectivity of the traffic
stripes and pavement markings and notify you of any locations with deficient retroreflectivity. Measure the
retroreflectivity of the deficient areas using a retro reflecto meter under ASTM E1710 and the sampling
protocol specified in ASTM D7585.
Replace the paragraph in section 84-1.02 with:
05-30-14
Glass beads applied to paint must comply with State Specification 8010-004.
Glass beads applied to molten thermoplastic material must be Type 2 beads complying with AASHTO M
247. The glass beads must have a coating that promotes adhesion of the beads to thermoplastic.
At least 75 percent of the beads by count must be true spheres that are colorless and do not exhibit dark
spots, air inclusions, or surface scratches when viewed under 20X magnification.
Each lot of glass beads used in pavement markings must contain less than 200 ppm each of arsenic and
lead when tested under EPA Test Method 3052 and 60108 or 6010C.
Replace the 1st paragraph in section 84-2.04 with:
01-20-12
A double extruded thermoplastic traffic stripe consisting of two 4-inch wide yellow stripes is measured as
2 traffic stripes.
A double sprayable thermoplastic traffic stripe consisting of two 4-inch wide yellow stripes is measured as
1 traffic stripe.
Add to section 84:
01-20-12
84-6 THERMOPLASTIC TRAFFIC STRIPES AND PAVEMENT MARKINGS WITH ENHANCED WET
NIGHT VISIBILITY
Reserved
84-7-84-10 RESERVED
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86 ELECTRICAL SYSTEMS
11-15-13
Replace the paragraphs in section 86-1.01 with:
07-19-13
Section 86 includes general specifications for constructing and rehabilitating electrical systems.
Electrical systems must comply with the material and installation specifications in section 86-2.
Section 86-3 includes specifications for constructing controller assemblies.
Section 86-4 includes specifications for constructing traffic signal faces, programmed visibility signal
faces, pedestrian signal faces, flashing beacons, ramp metering signs, and signal mounting assemblies.
Section 86-5 includes specifications for constructing vehicle detectors and pedestrian push button
assemblies.
Section 86-6 includes specifications for constructing lighting systems.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
441
Section 86-7 includes specifications for constructing rehabilitating electrical equipment.
Comply with Part 4 of the California MUTCD. Nothing in section 86 is to be construed as to reduce the
minimum standards in this manual.
The locations shown for electrical systems are approximate; the Engineer determines the final locations.
Replace the paragraphs in section 86-1.015 with:
07-19-13
actuation: Actuation as defined in the California MUTCD.
channel: Discrete information path.
controller assembly: Assembly for controlling a system's operations, consisting of a controller unit and
auxiliary equipment housed in a rainproof cabinet.
controller unit: Part of the controller assembly performing the basic timing and logic functions.
detector: Detector as defined in the California MUTCD.
electrolier: Assembly of a lighting standard and luminaire.
flasher: Device for opening and closing signal circuits at a repetitive rate.
flashing beacon control assembly: Assembly of switches, circuit breakers, terminal blocks, flasher,
wiring, and other necessary electrical components housed in a single enclosure for operating a
beacon.
inductive loop detector: Detector capable of being actuated by an inductance change caused by a
vehicle passing or standing over the loop.
lighting standard: Pole and mast arm supporting the luminaire.
luminaire: Assembly that houses the light source and controls the light emitted from the light source.
magnetic detector: Detector capable of being actuated by an induced voltage caused by a vehicle
passing through the earth's magnetic field.
powder coating: Coating applied electrostatically using exterior-grade UV-stable polymer powder.
pretimed controller assembly: Assembly operating traffic signals under a predetermined cycle length.
pull box: A box with a cover that is installed in an accessible place in a run of conduit to facilitate the
pulling in of wires or cables.
signal face: Signal face as defined in the California MUTCD.
signal head: Signal head as defined in the California MUTCD.
signal indication: Signal indication as defined in the California MUTCD.
signal section: Signal section as defined in the California MUTCD.
signal standard: Pole and mast arm supporting 1 or more signal faces with or without a luminaire mast
arm.
traffic-actuated controller assembly: Assembly for operating traffic signals under the varying demands
of traffic as registered by detector actuation.
traffic phase: Signal phase as defined in the California MUTCD.
vehicle: Vehicle as defined in the California Vehicle Code.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Replace the paragraphs in section 86-1.02 with:
07-19-13
Comply with 8 CA Code of Regs § 2299 et seq.
Electrical equipment must comply with one or more of the following standards:
1. ANSI
2. ASTM
3. EIA
4. NEMA
5. NETA
6. UL
7. Public Utilities Commission, General Order No. 95, "Rules for Overhead Electrical Sign Construction"
8. Public Utilities Commission, General Order No. 128, "Rules for Construction of Underground Electric
Supply and Communication Systems"
Materials and workmanship must comply with:
1. FCC rules
2. ITE standards
3. NEC
4. California Electrical Code
Electrical equipment and materials must be NRTL certified wherever applicable.
Replace the paragraphs in section 86-1.03 with:
07-19-13
Submit a schedule of values within 15 days after Contract approval.
Determine the quantities required to complete the work. Submit the quantities as part of the schedule of
values.
Provide a schedule of values for each lump sum bid item.
Do not include costs for the traffic control system in the schedule of values.
The schedule of values must include the type, size, and installation method for:
1. Foundations
2. Standards and poles
3. Conduit
4. Pull boxes
5. Conductors and cables
6. Service equipment enclosures
7. Telephone demarcation cabinets
8. Vehicle signal heads and hardware
9. Pedestrian signal heads and hardware
10. Push buttons
11. Loop detectors
12. Luminaires and lighting fixtures
13. Materials shown in the quantity tables on plan sheets labeled E
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
443
Replace the paragraphs in section 86-1.04 with:
07-19-13
Within 15 days of Contract approval, submit a list of equipment and materials that you propose to install.
Submit the list before shipping equipment or materials to the job site. The list must include the following
information:
1. Manufacturer's name
2. Make and model number
3. Month and year of manufacture
4. Lot and serial numbers
5. Dimensions
6. List of components
7. Manufacturer's installation instructions
8. Contract number
9. Your contact information
Supplement the list with 2 copies of the following data:
1. Schematic wiring diagrams
2. Scale drawings of cabinets showing location and spacing of shelves, terminal blocks, and equipment,
including dimensions
3. Operation manual
Electrical equipment constructed as shown does not require detailed drawings and diagrams.
Submit 3 sets of computer-generated schematic wiring diagrams for the cabinet.
Place the schematic wiring diagram in a heavy-duty plastic envelope and attach it to the inside of the
cabinet door.
Prepare diagrams, plans, and drawings using graphic symbols in IEEE 315, "Graphic Symbols for
Electrical and Electronic Diagrams."
Replace the 5th paragraph of section 86-2.048(2)with:
07-19-13
HS bolts, nuts, and flat washers used to connect slip base plates must comply with the requirements for
HS fastener assemblies for use in structural steel joints in section 55-1.02A(1) except rotational capacity
testing and tension testing are not required.
07-19-13
Delete the row for standard Type 36-20A in the table in the 6th paragraph of section 86-2.048(2).
Replace the 10th paragraph of section 86-2.048(2)with:
07-19-13
Bolted connections attaching signal or luminaire arm to the pole must be considered slip critical.
Galvanized faying surfaces of plates on luminaire arm, signal arm, and pole must be roughened by hand
using a wire brush before assembly and must comply with requirements for Class C surface conditions for
slip-critical connections in Specification for Structural Joints Using High-Strength Bolts of the RCSC.
Coatings for faying surfaces must comply with the RCSC specification for Class B coatings.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
444
Replace the 1st sentence of item 8 in the list in the 1st paragraph of section 86-2.04B(3)with:
07-19-13
During manufacturing, longitudinal seams on vertical tubular members of cantilevered support structures
must be within 90 degrees circumferentially of the center of the longest mast arm connection.
07-19-13
Delete item 15.3 in the list in the 1st paragraph of section 86-2.04B(3).
Add between "Exposed"and "conduit" in the 2nd paragraph of section 86-2.058:
07-19-13
Type 1
Replace the 1st sentence of the 10th paragraph of section 86-2.05C with:
07-19-13
After installing conduit, install the pull tape.
Replace the 1st sentence of the 15th paragraph of section 86-2.05C with:
11-15-13
Conduit runs shown to be located behind curbs may be installed in the street within 3 feet of and parallel
to the face of the curb by the trenching in pavement method.
Replace the 1st and 2nd sentences of the 2nd paragraph of section 86-2.05D with:
07-19-13
Install an expansion-deflection fitting for expansion joints with a 1-1/2-inch movement rating. The fitting
must be watertight and include a molded neoprene sleeve, a bonding jumper, and 2 silicon bronze or
zinc-plated iron hubs.
Replace section 86-2.06 with:
07-19-13
86-2.06 PULL BOXES
86-2.06A General
86-2.06A(1) Cover Marking
The cover marking must be clearly defined, uniform in depth, and parallel to either the long or short sides
of the cover.
Marking letters must be 1 to 3 inches high.
Before galvanizing steel or cast iron cover, apply marking by one of the following methods:
1. Use cast iron strip at least 1/4 inch thick with letters raised a minimum of 1/16 inch. Fasten strip to
cover with 1/4-inch flathead stainless steel machine bolts and nuts. Peen bolts after tightening.
2. Use sheet steel strip at least 0.027 inch thick with letters raised a minimum of 1/16 inch. Fasten strip
to cover by spot welding, tack welding, or brazing, with 1/4-inch stainless steel rivets or 1/4-inch
roundhead stainless steel machine bolts and nuts. Peen bolts after tightening.
3. Bead weld the letters on cover such that the letters are raised a minimum of 3/32 inch.
86-2.06A(2) Installation and Use
Space pull boxes no more than 200 feet apart. You may install additional pull boxes to facilitate the work.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
445
You may use a larger standard size pull box than that shown on the plans or specified.
A pull box in ground or sidewalk area must be installed as follows:
1. Embed bottom of the pull box in crushed rock.
2. Place a layer of roofing paper on the crushed rock.
3. Place grout over the layer of roofing paper. Grout must be 0.50 to 1 inch thick and sloped toward the
drain hole.
4. Make a 1-inch drain hole in the center of the pull box through the grout and roofing paper.
5. Place grout between the pull box and the pull box extension, and around conduits.
The top of the pull box must be flush with the surrounding grade or the top of an adjacent curb, except in
unpaved areas where the pull box is not immediately adjacent to and protected by a concrete foundation,
pole, or other protective construction. Place the pull box 1-1/4 inches above the surrounding grade.
Where practical, place a pull box shown in the vicinity of curbs or adjacent to a standard on the side of the
foundation facing away from traffic. If a pull box is installed in a sidewalk area, adjust the depth of the pull
box so that the top of the pull box is flush with the sidewalk.
Reconstruct the sump of an existing pull box if disturbed by your activities. Remove old grout and replace
with new if the sump was grouted.
86-2.06B Non—Traffic Pull Boxes
Reserved
86-2.06C Traffic Pull Boxes
The traffic pull box and cover must comply with ASTM C857, "Standard Practice for Minimum Structural
Design Loading for Underground Precast Concrete Utility Structures,"for HS20 loading. You must be able
to place the load anywhere on the box and cover for 1 minute without causing cracks or permanent
deformations.
Frame must be anchored to the box with 1/4 by 2-1/4 inch concrete anchors. Four concrete anchors must
be included for No. 3-1/2(T) pull box; one placed in each corner. Six concrete anchors must be included
for No. 5(T) and No. 6(T) pull boxes; one placed in each corner and one near the middle of each of the
longer sides.
Nuts must be zinc-plated carbon steel, vibration resistant, and have a wedge ramp at the root of the
thread.
After installation of traffic pull box, install the steel cover and keep it bolted down when your activities are
not in progress at the pull box. When the steel cover is placed for the final time, the cover and Z bar frame
must be cleaned of debris and tightened securely.
Steel cover must be countersunk approximately 1/4 inch to accommodate the bolt head. When tightened,
the bolt head must not exceed more than 1/8 inch above the top of the cover.
Concrete placed around and under traffic pull boxes must be minor concrete.
Replace the 11th row in the table in the 1st paragraph of section 86-2.08B with:
07-19-13
Pedestrian push
buttons Wht Blk NBR 14
Grounded Signals and multiple
circuit lighting Wht None NBR 10
conductor Flashing beacons and
sign lighting Wht None NBR 12
Lighting control Wht None C-3 14
Service Wht None NBR 14
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
446
Replace the 1st sentence of the 1st paragraph of section 86-2.08C with:
07-19-13
Circuit conductors, connectors, and terminals must be UL or NRTL listed and rated for 600 V(ac)
operation.
Add to the beginning of section 86-2.09A:
07-19-13
Provide enough traffic signal light conductors for functional operation of the signal. Provide 3 spare
conductors in all conduits containing traffic signal light conductors.
Replace the paragraphs in section 86-2.09C with:
07-19-13
Connectors must be crimp type. Use a manufacturer-recommended tool for connectors and terminals to
join conductors. Comply with SAE-AS7928.
Terminate stranded conductors smaller than no. 14 in crimp style terminal lugs.
Terminate field conductors no. 12 and smaller with spade type terminals. Terminate field conductors no.
10 and larger with spade type or ring type terminals.
Replace the value for resistivity in the table in the 6th paragraph of section 86-2.09E with:
07-19-13
25 x 10130 per inch, minimum
Add between "the"and "head" in the 3rd sentence of the 2nd paragraph of 86-2.09F:
07-19-13
connector
Replace "project" in the 3rd paragraph of section 86-2.11A with:
10-19-12
work
Replace "Contract" in item 2 in the list in the 11th paragraph of section 86-2.11A with:
10-19-12
work
07-19-13
Delete the 12th paragraph of section 86-2.11A.
Replace section 86-2.11 C with:
07-19-13
86-2.11C Electrical Service for Booster Pumps
Provide electrical service from the service point to the booster pump.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
447
Furnish conductors, conduit, and pull boxes from the service point to the booster pump.
Do not use Type 3 conduit unless shown otherwise.
Replace section 86-2.14A with:
07-19-13
86-2.14A General
Deliver material and equipment for acceptance testing to either METS or a testing location as ordered.
Allow 30 days for testing. The Department notifies you when testing is complete. You must pick up the
material or equipment from the test site and deliver it to the job site.
If material or equipment is rejected, allow 30 days for retesting. The retesting period starts when
replacement material or equipment is delivered to the test site.
If material or equipment submitted for testing does not comply with the specifications, remove it within 5
business days after you are notified that the equipment is rejected. If equipment is not removed within
that period, the Department may ship it to you and deduct the shipping cost.
Testing and quality control procedures for traffic signal controller assemblies must comply with NEMA TS
standards for traffic control systems.
Replace the 2nd paragraph of section 86-3.02A(1)with:
07-19-13
The Department furnishes the BBS components under section 6-2.03.
Replace the 9th paragraph of section 86-3.028 with:
07-19-13
The couplings between the external cabinet and Model 332L cabinet must include a conduit for power
connections between the 2 cabinets. Couplings must include:
1. 2-inch nylon-insulated steel chase nipple
2. 2-inch sealing steel Iocknut
3. 2-inch nylon-insulated steel bushing
07-19-13
Delete item 1.3 in the list in the 7th paragraph of section 86-3.04A.
Replace the 2nd paragraph of section 86-4.01A with:
07-19-13
The housing must not fail structurally as described in the following table:
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Housing Structural Failure
Housing type Test method Description of structural failure
Metal California Fracture within the housing assembly or deflection of more than
Test 666 half the lens diameter of the signal section during the wind load
test
Plastic California Fracture within the housing assembly or deflection of more than
Test 605 10 degrees in either the vertical or horizontal plane after the
wind load has been removed from the front of the signal face or
deflection of more than 6 degrees in either the vertical or
horizontal plane after the wind load has been removed from the
back of the signal face
Replace the 1st sentence of section 86-4.01A(1)with:
07-19-13
Each metal housing must have a metal visor.
Replace the 1st sentence of section 86-4.01A(2)with:
07-19-13
Each plastic housing must be molded in 1 piece or fabricated from 2 or more pieces and joined into a
single piece.
07-19-13
Delete item 1 in the list in section 86-4.01 1)(1)(b).
Replace the paragraphs in section 86-4.01D(1)(c)(i)with:
07-19-13
LED signal modules must be on the Authorized Material List for LED traffic signals.
The Department tests modules under section 86-2.14A, ANSI/ASQ Z1.4, and:
1. California Test 604 for LED and circular LED signal modules
2. California Test 3001 for arrow, U-turn, and bicycle LED signal modules
The LED signal modules submitted for testing must be typical production units. LEDs must be spread
evenly across the module.
The Department may test the modules on all parameters specified in section 86-4.01 D.
Replace the 1st and 2nd sentences of the 3rd paragraph of 86-4.01 D(2)(b)with:
07-19-13
The electrical connection for each flashing LED signal module must be 4 secured, color-coded,jacketed
copper wires. The wire must comply with the NEC.
Replace the heading of section 86-4.02 with:
07-19-13
PROGRAMMED VISIBILITY VEHICLE SIGNAL SECTION
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
449
Replace "face" in the 1st paragraph of section 86-4.02 with:
07-19-13
section
Add before the 1st sentence in section 86-4.03A:
07-19-13
The pedestrian signal face must be Type A.
Replace the 1st sentence of the 2nd paragraph of section 86-4.036 with:
07-19-13
The Department tests the pedestrian signal's front screen in a horizontal position with its edges
supported.
07-19-13
Delete items 1 and 4 in the list in section 86-4.031(1)(b).
Replace the paragraphs of section 86-4.031(1)(c)(i)with:
07-19-13
The LED PSF module must be on the Authorized Material List for LED traffic signals.
The Department tests LED PSF modules under section 86-2.14A, ANSI/ASQ Z1.4, and California Test
606.
The LED PSF modules submitted for testing must be representative of typical production units.
The Department may test the modules on all parameters specified in section 86-4.031.
Replace item 1 in the list in the 1st paragraph of section 86-4.031(2)with:
07-19-13
1. Not include reflectors.
Replace item 6 in the list in the 1st paragraph of section 86-4.031(2)with:
07-19-13
6. Be able to replace signal lamp optical units and pedestrian signal faces with LEDs.
Replace the table titled "Chromaticity Standards (CIE Chart)" in the 16th paragraph of section 86-
4.031(2)with:
07-19-13
Chromaticity Standards (CIE Chart)
X: not greater than 0.659 or less than 0.600
Upraised hand Y: not greater than 0.390 or less than 0.331
Y=0.990-X
X: not greater than 0.440 or less than 0.280
Walking person Y: not greater than 0.0483 +0.7917(X) or less
than 0.0983 + 0.7917(X)
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
450
Add between "beacon"and "must" in the 1st sentence of section 86-4.05:
07-19-13
signal face
07-19-13
Delete "face" in item 1 in the list in the 1st paragraph of section 86-4.05.
Replace the row for viscosity in the table in the 2nd paragraph of section 86-5.01A(3)(c)with:
07-19-13
Viscosity, Brookfield Thermosel, D 4402 2.5-3.5 Pa•s
no. 27 Spindle, 20 rpm, 190 °C
Replace the paragraph in section 86-5.01A(3)(d)with:
07-19-13
Use epoxy sealant for repair work in and around sawcuts housing inductive loops.
Replace "all loop conductors" in the 3rd paragraph of section 86-5.01A(4)with:
07-19-13
the detector lead-in cable
Replace "Encase the loop wires" in the 1st sentence of the 3rd paragraph of section 86-5.01A(5)
with:
07-19-13
The loop wires must be encased
Replace section 86-5.02 with:
07-19-13
86-5.02 PUSH BUTTON ASSEMBLIES
The housing for a push button assembly must be die-cast or permanent mold-cast aluminum. The
assembly must be rainproof and shockproof in any weather condition.
The push button's switch must be a single-pole, double-throw switching unit with screw-type terminals
rated 15 A at 125 V(ac). The switch must have:
1. Plunger actuator and a U frame to allow recessed mounting in the push button housing
2. Operating force of 3.5 Ib
3. Maximum pretravel of 5/64 inch
4. Minimum overtravel of 1/32 inch
5. Differential travel from 0.002 to 0.04 inch
6. 2-inch minimum diameter actuator
Where a push button is attached to a pole, the housing must be shaped to fit the pole's curvature. Use
saddles if needed to make a neat and secure fit.
Where a push button is mounted on top of a 2-1/2-inch-diameter post, fit the housing with a slip fitter and
use screws to rigidly secure it to the post.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
451
Install the push button and the sign on the crosswalk side of the pole.
Attach the sign on a Type B push button assembly.
For a Type C push button assembly, mount the instruction sign on the same standard as the assembly
using 2 straps and saddle brackets.
Add to section 86-5:
07-19-13
86-5.03 ACCESSIBLE PEDESTRIAN SIGNAL
Reserved
Replace "Ithe amp" in item 2 in the list in the 1st paragraph of section 86-6.01A(2)with:
07-19-13
the lamp
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
DIVISION X MATERIALS
88 GEOSYNTHETICS
07-19-13
Add to section 88-1.01C:
07-19-13
Geosynthetics must be on the DataMine list for geotextiles and geosynthetics at the National
Transportation Product Evaluation Program Web site. The product name, manufacturing source, and date
of manufacture must be printed every 5 meters along the edge of the material.
Exceptions are:
1. Paving mat
2. Paving grid, Class 2 and 3
3. Biaxial geogrid
Replace the row for hydraulic bursting strength in the table in the 2nd paragraph of section 88-
1.026 with:
10-19-12
Puncture strength, Ib ASTM D 6241 310
min
Trapezoid tearing strength, Ib ASTM D 4533 56
min
Replace the 3rd paragraph in section 88-1.02C with:
10-19-12
Geocomposite wall drain must be from 0.25 to 2 inches thick.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
452
Replace the value for permittivity of woven fabric in the table in the 1st paragraph of section 88-
1.02E with:
01-20-12
0.05
Replace the value for apparent size opening of nonwoven fabric in the table in the 1st paragraph
of section 88-1.02E with:
01-20-12
0.012
Replace the table in the 1st paragraph of section 88-1.02G with:
01-20-12
Sediment Filter Bag
Property Test Values
Woven I Nonwoven
Grab breaking load, Ib, 1-inch grip ASTM D 4632 200 250
min, in each direction
Apparent elongation, percent ASTM D 4632 10 50
min, in each direction
Water flow rate, gal per minute/sq ft ASTM D 4491 100-200 75-200
min and max average roll value
Permittivity, sec ASTM D 4491 1.0 1.0
min
Apparent opening size, inches ASTM D 4751 0.023 0.012
max average roll value
Ultraviolet resistance, %
min retained grab breaking load, ASTM D 4355 70 70
500 hr.
Replace the table in the 1st paragraph of section 88-1.02H with:
01-20-12
Temporary Cover
Property Test Values
Woven Nonwoven
Grab breaking load, Ib, 1-inch grip ASTM D 4632 200 200
min, in each direction
Apparent elongation, percent ASTM D 4632 15 50
min, in each direction
Water flow rate, gal per minute/sq ft ASTM D 4491 4-10 80-120
min and max average roll value
Permittivity, sec' ASTM D 4491 0.05 1.0
min
Apparent opening size, inches ASTM D 4751 0.023 0.012
max average roll value
Ultraviolet resistance, % 70
min retained grab breaking load, 500 hr. ASTM D 4355 70
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Replace section 88-1.02P with:
01-18-13
88-1.02P Biaxial Geogrid
Geosynthetics used for biaxial geogrid must be a punched and drawn polypropylene material formed into
an integrally formed biaxial grid. When tested under the referenced test methods, properties of biaxial
geogrid must have the values shown in the following table:
Biaxial Geogrid
Property Test Value
Aperture size, inch
min and max Calipered 0.8-1.3 x 1.0-1.6
Rib thickness, inch Calipered 0.04
min
Junction thickness, inch Calipered 0.150
min
Tensile strength, 2% strain, Ib/fta ASTM D 6637 410 x 620
min
Tensile strength at ultimate, Ib/fta ASTM D 6637 1,310 x 1,970
min
Ultraviolet resistance, percent ASTM D 4355 100
min retained tensile strength, 500 hours
Junction strength, Ib/fta ASTM D 7737 1,220 x 1,830
min
Overall flexural rigidity, mg-cm ASTM D 7748 750,000
min
Torsional rigidity at 20 cm-kg, mm-kg/deg GRI:GG9 0.65
min
aMachine direction x cross direction
bGeosynthetic Research Institute, Test Method GG9, Torsional Behavior of Bidirectional Geogrids When
Subjected to In-Plane Rotation
Replace section 88-1.02Q with:
07-19-13
88-1.02Q Geosynthetic Bond Breaker
Geosynthetic bond breaker must be nonwoven; needle punched; not heat treated; polypropylene,
polyethylene material.
When tested under the referenced test methods, properties of geosynthetic bond breaker material must
have the values shown in the following table:
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
454
Geosynthetic Bond Breaker
Property Test Value
Mass per unit area, oz/sq yd ASTM D 5261 14.7
min
Thickness at 29 psi, mm ASTM D 5199 1.0
min
Tensile strength at ultimate, lbs/ft ASTM D 4595 685
min
Elongation, percent ASTM D 4595 130
max
Permittivity at 2.9 psi, m/s ASTM D 5493 0.0001
min
Hydraulic transmissivity at 29 psi, m/s ASTM D 6574 0.0002
min
Ultraviolet resistance, percent ASTM D 4355 60
min retained grab breaking load, 500 hours
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
90 CONCRETE
07-19-13
Replace the 3rd paragraph of section 90-1.01C(7)with:
08-05-11
Submit weighmaster certificates in printed form or, if authorized, in electronic media. Present electronic
media in a tab-delimited format on a CD or DVD. Captured data for the ingredients represented by each
batch must be line feed carriage return and one line separate record with sufficient fields for the specified
data.
Replace the 3rd paragraph of section 90-3.01C(5)with:
08-05-11
Production data must be input by hand into a pre-printed form or captured and printed by the
proportioning device. Present electronic media containing recorded production data in a tab-delimited
format on a CD or DVD. Each capture of production data must be followed by a line feed carriage return
with sufficient fields for the specified data.
Replace the 1st paragraph of section 90-4.01A with:
07-19-13
Section 90-4 includes specifications for fabricating PC concrete members.
Replace the paragraphs in section 90-4.01C with:
07-19-13
90-4.01C(l) General
For reports and logs, type or clearly print the name next to the signature of the person signing the report
or log.
Submit expansion test data under section 90-4.02, if required.
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
455
90-4.01C(2) Certificates of Compliance
Submit a certificate of compliance for the cementitious material used in PC concrete members. The
certificate must be signed by the PC concrete product manufacturer.
Submit a certificate of compliance for each PC concrete member. The certificate of compliance for tier 1
and tier 2 members must be signed by the QC manager. The certificate of compliance for tier 3 members
must be signed by the QC Inspector.
90-4.01C(3) Precast Concrete Quality Control Plan
Before performing any precasting activities for tier 1 and tier 2 PC concrete members, submit 3 copies of
the project-specific QC plan for the PC plant. The QC plan must supplement the information from the
authorized facility audit. Submit a separate QC plan for each plant. Allow 25 days for review.
Each project-specific QC plan must include:
1. Name of the precasting plant, concrete plants, and any testing laboratory to be used.
2. Manual prepared by the precasting plant that includes:
2.1. Equipment description
2.2. Testing procedures
2.3. Safety plan
2.4. Personnel names, qualifications, and copies of certifications
3. QC manager and QC inspector names, qualifications, and copies of certifications.
4. Organizational chart showing QC personnel and their assigned QC responsibilities.
5. Methods and frequencies for performing QC procedures including inspections, material testing, and
any survey performed for all components of PC concrete members. Components include
prestressing, concrete, grout, reinforcement, steel, miscellaneous metal, and formwork.
6. System for reporting noncompliant PC concrete members to the Engineer.
7. System for identification and tracking repairs and repair methods.
8. Procedure for the reinspection of repaired PC concrete members.
9. Forms for certificates of compliance, daily production logs, and daily reports.
Submit a revised QC plan for any changes to:
1. Concrete plants
2. Material sources
3. Material testing procedures
4. Testing laboratory
5. Procedures and equipment
6. Updated systems for tracking and identifying PC concrete members
7. QC personnel
After authorization, submit 7 copies of each authorized QC plan and make 1 copy available at each
location where work is performed.
Allow 7 days for review of a revised QC plan.
90-4.01C(4) Daily Production Log
The QC inspector must provide reports to the QC manager for each day that precasting activities are
performed.
The QC manager must maintain a daily production log of PC activities for each day's precasting. PC
activities include setting forms, placing reinforcement, setting prestressing steel, casting, curing, post
tensioning, and form release. This daily log must be available at the precasting plant. The daily log must
include:
1. Plant location
2. Specific description of casting or related activities
3. Any problems or deficiencies discovered
4. Any testing or repair work performed
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5. Names of QC inspectors and the specific QC inspections they performed that day
6. Reports for that day's precasting activities from each QC inspector including before, during, and after
precast inspections
Immediately notify the Engineer when any precasting problems or deficiencies are discovered, and
submit the proposed repair or process changes necessary to correct them.
90-4.01 C(5) Precast Concrete Report
Before shipping PC concrete members, submit a PC concrete report. The report must include:
1. Reports of all material tests and any survey checks
2. Documentation that:
2.1. You have evaluated all tests
2.2. You corrected all rejected deficiencies
2.3. Repairs have been reexamined with the required tests and found acceptable
3. Daily production logs
4. Certificates of compliance
5. Documentation of inspections
Each person who performs a material test or survey check must sign the corresponding report and submit
the report directly to the QC manager.
Replace the paragraphs in section 90-4.01 D with:
07-19-13
90-4.01D(l) General
Quality control and assurance for PC concrete includes:
1. Your QC program
2. Department's acceptance of PC concrete members
PC concrete members are categorized into the following 4 tiers:
1. Tier 1 consists of:
1.1. Components of bridge structures, including girders, deck panels, bent caps, abutments, slabs,
closure wall panels, and piling
1.2. Prestressed pavement
2. Tier 2 consists of:
2.1. Components of earth retaining systems
2.2. Wingwalls
2.3. Types A, B, and C pipe culvert headwalls, endwalls, and wingwalls
2.4. Pavement
2.5. Box culverts
2.6. Sound wall panels and supports
3. Tier 3 consists of:
3.1. Pipes
3.2. Pipe drainage facilities
3.3. Straight and "L" pipe culvert headwalls except those listed under tier 2
3.4. Drainage Inlets
3.5. Flared end sections
4. Tier 4 consists of any member not described as tier 1, tier 2, or tier 3
90-4.01D(2) Quality Control
90-4.01 D(2)(a) General
Fortier 1 and tier 2 PC concrete members:
1. Fabricate PC concrete members at a plant on the Authorized Facility Audit List
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2. Assign a PC concrete QC manager to the plant
3. Assign a QC inspector who is either registered as a civil engineer in the State or:
3.1. For tier 1, has a Plant Quality Personnel Level II certification from the Precast/Prestressed
Concrete Institute
3.2. For tier 2, has a Plant Quality Personnel Level I certification from the Precast/Prestressed
Concrete Institute
4. Prepare a PC concrete QC plan
5. Perform PC concrete materials testing
6. Maintain a daily production log
7. Prepare a PC concrete report
8. Prepare a certificate of compliance
Fortier 3 PC concrete members:
1. Assign a QC inspector who has one of the following qualifications:
1.1. Registration as a civil engineer in the State.
1.2. Plant Quality Personnel, Level I certification from the Precast/Prestressed Concrete Institute.
1.3. Competency to perform inspection of PC operations. An inspector is competent if the individual
has completed training or has experience in PC operations and inspection.
2. Prepare a certificate of compliance
Fortier 4 PC concrete members, prepare a certificate of compliance.
For each ASTM test method specified in this section, the material's test result must comply with the
requirement specified for the comparable test in section 90 unless otherwise specified.
If curing compound is used, provide certificate of compliance as specified in section 90-1.01 C(5).
If PC concrete is manufactured at an established PC concrete plant, a trial batch and prequalification of
the materials, mix proportions, mixing equipment, and procedures under section 90-1.01 D(5)(b)are not
required.
90-4.01 D(2)(b) Quality Control Meeting
After submitting the PC concrete QC plan, hold a meeting to discuss the requirements for PC concrete
QC. The meeting attendees must include the Engineer, the PC concrete QC manager, and a
representative from each plant performing PC concrete activities for the Contract.
90-4.01 D(2)(c) Sampling, Testing, and Inspecting
The QC laboratory testing personnel or the QC inspector must witness sampling. The QC laboratory
testing personnel must perform testing.
QC laboratory testing personnel must have the following certifications, as applicable:
1. ACI Strength Testing Technician
2. ACI Concrete Laboratory Testing Technician Level 1
3. ACI Aggregate Testing Technician Level 2
The QC Inspector must perform inspections before, during, and after casting is complete.
QC field testing and inspection personnel must have an ACI Concrete Field Testing Technician, Grade I
certification.
For each mix design used for tier 1 and tier 2 PC concrete members, perform sampling and testing at the
minimum frequencies shown in the following tables:
Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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Aggregate QC Tests
Property Test method Minimum testing
frequency
Aggregate ASTM C136 Once per 400 cu
gradation yd of concrete cast
Sand equivalent ASTM D2419 or once a week,
Percent fines ASTM C117 whichever is more
under 75 micronsa frequent
Moisture content of ASTM C566, or 1-2 times per each
fine aggregate electronically day of pour,
actuated moisture depending on
meter conditions
aPercent fines under 75 microns test replaces the cleanness
test in section 90-1.02C with the requirements of 1.5 percent
maximum for"Operating Range" and 2.0 percent maximum for
"Contract Compliance."The 5th paragraph of section 90-
1.02C(2)does not apply.
bElectronically actuated moisture meter must be calibrated
once per week per ASTM C566.
Concrete QC Tests
Property Test method Minimum testing
frequency
Compressive ASTM Once per 100 cu
strengthb C172/C172M, yd of concrete
ASTM C31/C31 M, cast, or every day
and ASTM of casting,
C39/C39M whichever is more
Slump ASTM frequent
C143/C143M
Temperature ASTM
C 1064/C 1064 M
Density ASTM C138 Once per 600 cu
yd of concrete cast
or each week of
batching,
whichever is more
frequent
Air content ASTM If concrete is air
C231/C231 M or entrained, once for
ASTM each set of
C173/C173Ma cylinders, and
when conditions
warrant
aASTM C173/C173M must be used for lightweight concrete.
bCylinders must be 6 by 12 inches.
If concrete is batched at more than 1 plant, perform the tests at each plant.
Cure test cylinders for determining time of prestressing loading in the same manner as the concrete in the
member.
Cure test cylinders for determining compliance with 28-day strength requirements in the same manner as
the member until completion of the steam curing process followed by a water bath or moist room at 60 to
80 degrees F until tested.
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For PC concrete that is steam cured, concrete designated by compressive strength is acceptable if its
compressive strength reaches the described 28-day compressive strength in no more than the maximum
number of days specified or allowed after the concrete is cast.
90-4.01 D(3) Quality Assurance
For PC concrete that is steam cured, the Engineer evaluates the compressive strength based on
individual tests representing specific portions of production.
Add between the 1 stand 2nd paragraphs of section 90-4.02:
07-19-13
PC portland cement based repair material must be on the Authorized Material List.
If municipally supplied potable water is used for PC concrete, the testing specified in section 90-1.02D is
waived unless requested.
Add to section 90-4.03:
07-19-13
For dimensional tolerances of PC concrete members, comply with the Precast/Prestressed Concrete
Institute Concrete Institute's Tolerance Manual for Precast and Prestressed Concrete Construction, MNL
135-00.
For tier 1 and tier 2 PC concrete members, apply curing compound using power-operated spraying
equipment. You may request application by hand spraying for small quantities of PC concrete members.
For tier 3 and tier 4 PC concrete members, the application of curing compound may be hand sprayed.
Replace the item 2 in the list in the 2nd paragraph of section 90-4.03 with:
07-19-13
2. To prevent moisture loss on the exposed surfaces during the presteaming period, cover the concrete
as soon as possible after casting or keep the exposed surfaces wet by fog spray, curing compound,
or wet blankets.
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91 PAINT
10-19-12
Add to section 91-2:
10-19-12
91-2.03 MOISTURE-CURED POLYURETHANE COATING
Reserved
Replace "saint" in the 1st paragraph of section 91-4.05 with:
10-19-12
paint
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Town of Truckee CIP 60-03-38, Caltrans EA 03-1C0804, E-FIS: 03-00000231-4
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92 ASPHALTS
07-19-13
Replace 'Reserved" in section 92-1.01 B with:
07-19-13
modified asphalt binder: Asphalt binder modified with polymers, crumb rubber, or both.
Replace the row for dynamic shear for original binder in the table in the 1st paragraph of section
92-1.0213 with:
01-20-12
Dynamic shear,
Test temperature at 10
rad/s, °C T 315 58 64 64 64 70
min G*/sin(delta), kPa 1.00 1.00 1.00 1.00 1.00
max G*/sin(delta), kPa 1 1 2.00 1 2.00 1 2.00 1 2.00 1 2.00
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Replace 2nd paragraph of section 92-1.0213 with:
07-19-13
PG modified asphalt binder must comply with the requirements shown in the following table:
PG Modified Asphalt Binder
Grade
Property AASHTO Test Method PG PG PG
58-34 M 64-28 M 76-22 M
Original Binder
Flash point, min °C T 48 230 230 230
Solubility, min % T 44a 97.5 97.5 97.5
Viscosity at 135 °C°, T 316
max, Pa-s 3.0 3.0 3.0
Dynamic shear,
Test temperature at 10 T 315
rad/s, °C 58 64 76
min G*/sin(delta), kPa 1.00 1.00 1.00
RTFO test , T 240
Mass loss, max, % 1.00 1.00 1.00
RTFO Test Aged Binder
Dynamic shear,
Test temperature at 10 T 315
rad/s, °C 58 64 76
min G*/sin(delta), kPa 2.20 2.20 2.20
Dynamic shear,
Test temperature at 10 T 315
rad/s, °C
max(delta), degree 80e 80e 80e
Elastic recoverv,
Test temperature °C T 301 25 25 25
min recovery, % 75 75 65
PAVI,
R 28
temperature, °C 100 100 110
RTFO Test and PAV Aged Binder
Dynamic shear,
Test temperature at 10 T 315
rad/s, °C 16 22 31
max G*sin(delta), kPa 5000 5000 5000
Creep stiffness,
Test temperature, °C T 313 -24 -18 -12
max S-value, MPa 300 300 300
min M-value 0.300 0.300 0.300
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aThe Department allows ASTM D 5546 or ASTM D 7753 instead of AASHTO T 44. Particles
recovered from ASTM D 5546 or ASTM D 7753 or AASHTO T 44 must be less than 250 lam.
bReport only for spray application.
°The Engineer waives this specification if the supplier provides written certification the asphalt
can be adequately pumped and mixed at temperatures meeting applicable safety standards.
d,,RTFO Test" means the asphaltic residue obtained using the Rolling Thin Film Oven Test,
AASHTO Test Method T 240 or ASTM D 2872. The residue from mass change determination
may be used for other tests.
eTest temperature is the temperature at which G*/sin(delta) is 2.2 kPa. A graph of log
G*/sin(delta) plotted against temperature may be used to determine the test temperature when
G*/sin(delta) is 2.2 kPa. A graph of(delta) versus temperature may be used to determine delta
at the temperature when G*/sin(delta) is 2.2 kPa. The graph must have at least two points that
envelope G*/sin(delta)of 2.2 kPa and the test temperature must not be more than 6 degree C
apart. The Engineer also accepts direct measurement of(delta)at the temperature when
G*/sin(delta) is 2.2 kPa.
(Tests without a force ductility clamp may be performed.
9"PAW means "Pressure Aging Vessel."
Do not modify PG modified asphalt binder using polyphosphoric acid.
Crumb rubber must be from automobile and truck tires and must be free from contaminants including
fabric, metal, minerals, and other non rubber substances.
PG modified asphalt binder modified with crumb rubber must be homogeneous and must not contain
visible particles of crumb rubber.
The supplier of PG modified asphalt binder modified with crumb rubber must:
1. Report the amount of crumb rubber by weight of asphalt binder
2. Certify a minimum of 10 percent of crumb rubber by weight of asphalt binder
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93 LIQUID ASPHALTS
07-19-13
Replace "Celsius"the 1st row in the table in the 8th paragraph of section 93-1.04 with:
07-19-13
Fahrenheit
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94 ASPHALTIC EMULSIONS
03-21-14
Replace the 1st paragraph of section 94-1.04 with:
03-21-14
Asphaltic emulsion is measured by weight under the specifications requiring its use. If water is added to
the asphaltic emulsion, the quantity of asphaltic emulsion is determined before the addition of water.
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