HomeMy Public PortalAboutDraft Standard Construction Specifications 2022
I
Standard Construction Specifications
for
Sewers and Drainage Facilities
Metropolitan St. Louis Sewer District
TABLE OF CONTENTS
Customer Service Statement
PART 1 GENERAL CONDITIONS PAGE
Section
A. Purpose and Application ----------------------------------------------------------1
B. Definitions ----------------------------------------------------------------------1
C. Scope of Work
1. Meaning of Plans and Specifications ----------------------------------------5
2. Decision of Director Conclusive --------------------------------------------5
3. Or Equal Clause ------------------------------------------------------------5
4. Ambiguity of Plans or Specifications ---------------------------------------5
5. Right-of-Way and Easements -------------------------------------------------5
6. Additions or Omissions of Work ---------------------------------------------5
7. Work Change Directive ------------------------------------------------------6
8. Changes Requested by the Contractor ----------------------------------------6
9. Changed and Unforeseen Conditions ------------------------------------------6
10. Submittal of Claims --------------------------------------------------------6
11. Asbestos, PCBs, Petroleum, Hazardous Waste, or Radioactive Material --------7
D. Control of Work
1. Subcontract ----------------------------------------------------------------7
2. Contractor’s Responsibilities for Work as a Whole --------------------------7
3. Authority of the District Representative -----------------------------------8
4. District to Stake Out Work -------------------------------------------------8
5. Notice to Proceed ----------------------------------------------------------8
6. Contract Submittals --------------------------------------------------------8
7. Methods and Appliances -----------------------------------------------------9
8. Inspection of Work ---------------------------------------------------------9
9. Rejected or Unauthorized Work ---------------------------------------------10
E. Prosecution, Progress and Acceptance of the Work
1. Time of Commencement ------------------------------------------------------10
2. Order of Work -------------------------------------------------------------10
3. Work During Unsuitable Weather --------------------------------------------10
4. District’s Liability for Delays -------------------------------------------11
5. Contractor’s Delays or Abandonment ----------------------------------------11
6. Contractor’s Liability for Exceeding the Contract Period ------------------11
7. District’s Right to Use Work Prior to Acceptance --------------------------12
8. Contractor’s Relief from Maintenance and Responsibility -------------------12
9. Field Approval of the Work – Substantial Completion -----------------------12
10. Acceptance of the Work ----------------------------------------------------12
11. Time of Completion --------------------------------------------------------13
F. Responsibilities of the Contractor
1. Observance of Laws and Regulations ----------------------------------------13
2. Superintendence -----------------------------------------------------------15
3. Labor Competency ----------------------------------------------------------15
4. Project Site Maintenance --------------------------------------------------15
5. Public Convenience and Safety ---------------------------------------------15
6. Overhead High Voltage Powerlines ------------------------------------------16
7. Indemnification -----------------------------------------------------------16
8. Insurance -----------------------------------------------------------------17
9. Use of Explosives ---------------------------------------------------------17
10. Disposition of Materials --------------------------------------------------17
II
11. Cooperation Between the Contractor, Utility Owners, and Other Contractors -17
12. Traffic -------------------------------------------------------------------18
13. Testing -------------------------------------------------------------------18
G. Measurement and Payment
1. Measurement of Quantities -------------------------------------------------18
2. Limitation on Pay Quantities ----------------------------------------------19
3. Scope of Payment ----------------------------------------------------------19
4. Payment for Changes and Extra Work ----------------------------------------19
5. Materials and Labor Bills -------------------------------------------------22
6. Payment on Cash Contracts -------------------------------------------------22
7. Taxes ---------------------------------------------------------------------23
Part 2 MATERIALS OF CONSTRUCTION
Section
A. Introduction --------------------------------------------------------------------25
B. Control of Materials
1. Acceptance ----------------------------------------------------------------25
2. Sources of Supply ---------------------------------------------------------25
3. Sampling, Inspection, and Testing -----------------------------------------25
4. Storage of Materials ------------------------------------------------------25
5. Rejected Materials --------------------------------------------------------26
C. Concrete
1. Portland Cement -----------------------------------------------------------26
2. Air-Entraining Admixtures for Concrete ------------------------------------26
3. Aggregates for Concrete ---------------------------------------------------26
4. Water ---------------------------------------------------------------------26
5. Metal Reinforcement in Concrete -------------------------------------------26
D. Steel and Castings
1. Structural Steel ----------------------------------------------------------27
2. Steel Castings ------------------------------------------------------------27
3. Gray Iron Castings --------------------------------------------------------27
4. Ductile Iron Castings -----------------------------------------------------27
5. Watertight Type Castings --------------------------------------------------27
E. Brick
1. Sewer Brick ---------------------------------------------------------------28
2. Building Brick ------------------------------------------------------------29
3. Facing Brick --------------------------------------------------------------29
F. Precast Manholes
1. Reinforced Concrete Manholes ----------------------------------------------29
2. Manhole Cones -------------------------------------------------------------29
3. Manhole Steps -------------------------------------------------------------29
4. Connections ---------------------------------------------------------------29
5. Riser Sections ------------------------------------------------------------30
6. Grade Adjustment Rings ----------------------------------------------------30
7. Overlay Adjustment Rings --------------------------------------------------30
8. Waterproofing -------------------------------------------------------------30
G. Pipe
1. Sanitary and Combined Sewer Pipe ------------------------------------------30
2. Storm Water Sewer Pipe ----------------------------------------------------31
3. Clay Pipe and Fittings ----------------------------------------------------31
4. Reinforced Concrete Pipe --------------------------------------------------31
5. Ductile Iron Pipe ---------------------------------------------------------32
6. Polyvinyl Chloride Pipe ---------------------------------------------------32
7. Composite Sewer Pipe ------------------------------------------------------33
8. Force Main Pipe -----------------------------------------------------------33
9. Cured-In Place Pipe (CIPP) ------------------------------------------------34
10. Fiberglass Pipe -----------------------------------------------------------34
III
11. Other Types of Pipe -------------------------------------------------------34
12. Corrugated Polypropylene Pipe ---------------------------------------------34
13. Pipe for Pipe Bursting ----------------------------------------------------35
H. Joints
1. Joint Selection (this is a table of type of joint to use for Sanitary
Combined Sewers and for Storm Water Sewers) -------------------------------35
2. Type A Joints -------------------------------------------------------------36
3. Type B Joints -------------------------------------------------------------36
4. Type C Joints -------------------------------------------------------------37
5. Type D Joints -------------------------------------------------------------37
6. Type E Joints -------------------------------------------------------------37
7. Type F Joints -------------------------------------------------------------37
8. Other Type Joints ---------------------------------------------------------38
9. Lubricants for Prefabricated Pipe Gaskets ---------------------------------38
10. Primers and Adhesives -----------------------------------------------------38
11. Adapters and Couplings ----------------------------------------------------38
I. Precast Concrete Box Culverts
1. Requirements --------------------------------------------------------------38
J. Inlet Stones, Sills, and Blocks
1. Inlet Stones, Sills, and Blocks and Other Pre-Cast Units ------------------39
2. Top Surface of Inlet Stones -----------------------------------------------39
K. Materials for Sewer Bedding, Backfill, and Subgrade Replacement
1. Requirements --------------------------------------------------------------39
2. Designation: MSD 1-Bedding ------------------------------------------------39
3. Designation: MSD 2-Bedding ------------------------------------------------40
4. Designation: MSD 3-Backfill -----------------------------------------------40
5. Designation: MSD 4-Subgrade Replacement -----------------------------------40
6. Designation: MSD 5-Rock Blanket -------------------------------------------40
7. Designation: MSD 6-Gabion Rock --------------------------------------------41
8. Designation: MSD 7-Light Stone Revetment ----------------------------------41
9. Designation: MSD 8-Heavy Stone Revetment ----------------------------------41
L. Geotextile Fabric
1. Designation: Type 1 -------------------------------------------------------41
2. Designation: Type 2 -------------------------------------------------------41
3. Designation: Type 3 -------------------------------------------------------42
4. Designation: Type 4 -------------------------------------------------------42
M. Damp-Proofing and Waterproofing Materials
1. Damp-Proofing Materials Shall Conform to the Following -----------------------43
2. Waterproofing Materials Shall Conform to the Following -----------------------43
PART 3 EXCAVATION
Section
A. General
1. Type ----------------------------------------------------------------------44
2. Protection ----------------------------------------------------------------44
B. Classification
1. Excavation Classes --------------------------------------------------------44
2. Record of Excavation Materials --------------------------------------------45
C. Clearing ------------------------------------------------------------------------45
D. Work Included in Excavation
1. General -------------------------------------------------------------------45
E. Unusual Excavation Conditions
1. Extra Payment Requests
a. Infiltration --------------------------------------------------------46
b. Sheet Piling --------------------------------------------------------46
c. Other Unforeseeable, Special, or Unusual Construction ---------------46
2. Written Request for Special Items -----------------------------------------46
IV
F. Open Cut Excavation
1. Alternate Methods of Excavation -------------------------------------------46
2. Underground Structures, Pipe Lines, or Utilities --------------------------46
3. Utilities -----------------------------------------------------------------47
4. Limits of Excavation for Pipe Sewers --------------------------------------48
5. Limits of Excavation for Channels -----------------------------------------49
6. Change of Trench of Channel Location --------------------------------------49
7. Length of Open Trench -----------------------------------------------------49
8. Unauthorized Excavation ---------------------------------------------------49
9. Removal of Unsuitable Subgrade --------------------------------------------49
10. Unsuitable Subgrade Beneath Wall Footings ---------------------------------50
11. Excavation in Rock --------------------------------------------------------50
12. Control of Water ----------------------------------------------------------50
13. Disposition of Excavated Materials ----------------------------------------51
14. Bracing and Shoring -------------------------------------------------------51
15. Trench and Channels with Sloping Sides ------------------------------------52
16. Stanking ------------------------------------------------------------------52
G. Excavation for Manholes, Inlets, Junction Chambers, and Other Appurtenant Structures
1. Limits of Excavation ------------------------------------------------------53
H. Methods of Measurement and Basis of Payment
1. Clearing ------------------------------------------------------------------53
2. Trench Excavation ---------------------------------------------------------53
3. Excavation for Structures -------------------------------------------------54
4. Removal and Replacement of Unsuitable Subgrade ----------------------------54
5. Payment for Excavation ----------------------------------------------------55
6. Payment for Shoring Ordered Left in Place ---------------------------------55
7. Payment for Stanking ------------------------------------------------------55
8. Payment for Sanitary House Laterals and Utility Removal and Relocation ----55
9. Payment for Private Underground Facilities --------------------------------56
10. Payment for Removal of Structures and Manholes ----------------------------57
PART 4 PIPE SEWER CONSTRUCTION
Section
A. General
1. Channel Construction ------------------------------------------------------58
2. General Construction Conditions -------------------------------------------58
B. Pipe Field Test
1. General -------------------------------------------------------------------59
2. Reach Integrity Testing ---------------------------------------------------59
a. Air Testing ---------------------------------------------------------59
b. Replacement of Existing Sewers/Test Method Modifications ------------60
c. Infiltration/Exfiltration Testing -----------------------------------60
d. Joint Testing -------------------------------------------------------60
3. Mandrel Testing -----------------------------------------------------------61
4. Manhole Testing -----------------------------------------------------------61
a. Vacuum Testing ------------------------------------------------------61
b. Exfiltration Testing ------------------------------------------------61
C. Bedding
1. Bedding, Cradling, or Encasement Types ------------------------------------62
2. Use of Bell and Spigot Pipe -----------------------------------------------62
3. Class C Bedding -----------------------------------------------------------62
D. Pipe Laying
1. Handling of Pipe ----------------------------------------------------------62
2. Laying of Pipe ------------------------------------------------------------62
3. Bedding, Cradling, or Encasement ------------------------------------------63
4. Water in Excavation -------------------------------------------------------63
5. Cleaning of Pipe Interior -------------------------------------------------63
V
6. Protection of Pipe --------------------------------------------------------63
7. Fittings and Special Pipes ------------------------------------------------63
8. Future Connections --------------------------------------------------------64
9. Elliptical Pipe -----------------------------------------------------------64
10. Force Main ----------------------------------------------------------------64
E. Concrete Cradle -----------------------------------------------------------------65
F. Concrete Encasement -------------------------------------------------------------65
G. Structures
1. General -------------------------------------------------------------------65
2. Vertical Alignment --------------------------------------------------------65
3. Concrete Structures -------------------------------------------------------66
4. Precast Manholes, Inlets, and Appurtenances -------------------------------66
5. Brick Masonry Construction ------------------------------------------------67
6. Inlet and Outlet Pipes ----------------------------------------------------68
7. Setting of Castings, Frames, Fittings, and Steps --------------------------69
H. Trench Backfill
1. Placing of Backfill -------------------------------------------------------70
2. Backfill-Granular or Other Compacted Materials ----------------------------71
3. Backfill-Jetted (Non-Pavement Areas) --------------------------------------71
4. Backfill-Flowable Fill or Low-Density Cellular Concrete (LDCC)-------------71
5. Backfill-Compaction Testing -----------------------------------------------72
I. Methods of Measurement and Basis of Payment
1. General -------------------------------------------------------------------72
2. Pipe Sewers ---------------------------------------------------------------72
3. Curved or Radius Pipe -----------------------------------------------------73
4. Tees, Wyes, Bends, Stubs, Etc. --------------------------------------------73
5. Concrete for Encasement ---------------------------------------------------73
6. Manholes ------------------------------------------------------------------73
7. Inlet Manholes ------------------------------------------------------------74
8. Inlets --------------------------------------------------------------------75
9. Double Inlets -------------------------------------------------------------75
10. Junction Chambers ---------------------------------------------------------75
11. Trench Backfill -----------------------------------------------------------75
12. Backfill Around Structures ------------------------------------------------76
13. Granular Backfill ---------------------------------------------------------76
14. Special Structures --------------------------------------------------------77
15. Laterals ------------------------------------------------------------------77
PART 5 CONCRETE CONSTRUCTION
Section
A. General -------------------------------------------------------------------------78
B. Materials -----------------------------------------------------------------------78
C. Classes
1. General -------------------------------------------------------------------78
2. Proportioning -------------------------------------------------------------79
3. Admixtures ----------------------------------------------------------------79
4. Air-Entrained Concrete ----------------------------------------------------79
5. Consistency ---------------------------------------------------------------80
D. Batching and Mixing
1. Plant-Mixed or Ready-Mixed Concrete ---------------------------------------80
2. Handmixing ----------------------------------------------------------------81
E. Conveying and Placing
1. Standard Practice ---------------------------------------------------------81
F. Mortar and Grout
1. Mortar Mixture for Sewer Construction -------------------------------------82
2. Mortar for Other Purposes -------------------------------------------------82
3. Grout ---------------------------------------------------------------------83
VI
G. Flowable Fill or Low Density Cellular Concrete (LDCC)
1. Materials and Proportioning for Flowable Fill -----------------------------83
2. Materials and Proportioning for Low Density Cellular Concrete (LDCC)-------83
3. Placement -----------------------------------------------------------------84
4. Testing -------------------------------------------------------------------85
H. Construction and Expansion Joints
1. Construction Joints -------------------------------------------------------85
2. Expansion Joints ----------------------------------------------------------86
I. Finishing
1. General -------------------------------------------------------------------86
2. Rubbed Surface Finish -----------------------------------------------------86
3. Paved Channel Bottoms -----------------------------------------------------86
J. Curing and Protection
1. General -------------------------------------------------------------------86
2. Cold Weather --------------------------------------------------------------87
3. Hot Dry Weather -----------------------------------------------------------87
K. Concrete Forms
1. Forms ---------------------------------------------------------------------87
L. Reinforcing Steel
1. General Requirements ------------------------------------------------------88
PART 6 STORM WATER/CHANNEL CONSTRUCTION
Section
A. Storm Water Management
1. General -------------------------------------------------------------------90
B. Channels
1. Channel Construction ------------------------------------------------------90
2. Construction Grades -------------------------------------------------------90
3. Use of Cross Sections -----------------------------------------------------90
C. Rock Blanket
1. Construction Requirements -------------------------------------------------90
D. Rock Lined Channels
1. Location ------------------------------------------------------------------91
2. Bedding Material-Crushed Limestone ----------------------------------------91
3. Trimming and Shaping Channel and Geotextile Fabric ------------------------91
4. Placement of Rock Lining --------------------------------------------------92
E. Natural Channels
1. General -------------------------------------------------------------------92
2. Unimproved Natural Channels -----------------------------------------------92
F. Fill
1. General -------------------------------------------------------------------93
2. Modified Proctor Density 90% ----------------------------------------------93
3. Final Fill Qualities ------------------------------------------------------93
G. Connections to Channel
1. Connections to Constructed Channels ---------------------------------------94
2. Connections to Natural Channels -------------------------------------------94
3. Connection to Existing Channels -------------------------------------------94
H. Restoration
1. Ground Cover --------------------------------------------------------------94
I. Methods of Measurement and Basis of Payment
1. General -------------------------------------------------------------------94
2. Rock Blanket --------------------------------------------------------------95
3. Rock Lined Channels -------------------------------------------------------95
4. Crushed Limestone ---------------------------------------------------------95
5. Pipe Connections to Existing or New Paved Channel -------------------------95
6. Compaction to Adjacent Ground Density -------------------------------------95
7. Compaction to 90% Modified Proctor Density --------------------------------95
VII
8. Additional Fill -----------------------------------------------------------95
PART 7 TRENCHLESS SEWER CONSTRUCTION
Section
A. General
1. Type ----------------------------------------------------------------------96
2. General Construction Condition --------------------------------------------96
3. Settlement Monitoring -----------------------------------------------------96
B. Pipe Sewers in Tunnel
1. General -------------------------------------------------------------------96
2. Construction Alternatives -------------------------------------------------97
3. Installation Methods ------------------------------------------------------97
4. Rock Excavation Tunnel ----------------------------------------------------98
5. Submittals ----------------------------------------------------------------98
6. Carrier Pipe Materials ----------------------------------------------------99
7. Casing Pipe or Tunnel Liner -----------------------------------------------99
8. Casing Spacers and Pipe Supports -----------------------------------------100
9. Tunnel Backfill Materials ------------------------------------------------100
10. Line and Grade -----------------------------------------------------------100
11. Abandoned Installation ---------------------------------------------------101
12. Dewatering ---------------------------------------------------------------101
13. Utility Locating ---------------------------------------------------------101
14. Shaft Construction -------------------------------------------------------101
15. Casing Pipe, Tunnel Liner, or Un-cased Carrier Pipe Installation ---------101
16. Carrier Pipe Installation through Casing Pipe or tunnel Liner ------------102
17. Inspection Closed Circuit Television -------------------------------------102
C. Pipe Sewers Installed by Pipe Bursting
1. Methods of Pipe Bursting -------------------------------------------------103
2. Qualifications of the Contractor -----------------------------------------103
3. Submittals ---------------------------------------------------------------104
4. Locating Utilities -------------------------------------------------------105
5. CCTV Inspections ---------------------------------------------------------105
6. Cleaning and Preparation of the Sewer ------------------------------------105
7. Closed Circuit Television Inspection – Pre-Construction ------------------105
8. Connection to Manholes ---------------------------------------------------105
9. Restoration of Pits ------------------------------------------------------106
10. Subsurface Conditions ----------------------------------------------------106
11. Inspection Closed Circuit Television – Post-Construction -----------------106
12. Field Testing ------------------------------------------------------------107
D. Pipe Sewers Rehabilitated Using Cured-In-Place Pipe ----------------------------107
E. Pipe Sewers Rehabilitated by Trenchless Methods --------------------------------107
F. Point Repairs ------------------------------------------------------------------107
G. Grouting
1. General ------------------------------------------------------------------108
2. Mixtures -----------------------------------------------------------------108
3. Grouting Requirement and Application -------------------------------------108
H. Methods of Measurement and Basis for Payment
1. General ------------------------------------------------------------------109
2. Pipe Sewers in Tunnel ----------------------------------------------------109
3. Grouting/Low Density Cellular Concrete -----------------------------------110
4. Pipe Sewers Installed by Pipe Bursting -----------------------------------110
5. Pipe Sewers Installed by Trenchless Methods ------------------------------110
6. Point Repairs ------------------------------------------------------------110
7. Monitoring and Testing ---------------------------------------------------111
8. Methods of Measurement and Basis for Payment -----------------------------111
9. Shotcrete and Miscellaneous Sewer Repairs --------------------------------111
VIII
PART 8 PROTECTION AND RESTORATION OF SITE
Section
A. Contractor Responsibility ------------------------------------------------------112
B. Land Disturbance Activity (For MSD Contracted Projects) ------------------------112
C. Agreement with Property Owners -------------------------------------------------114
D. Cleanup ------------------------------------------------------------------------114
E. Fences
1. General ------------------------------------------------------------------115
2. Fence Fabric -------------------------------------------------------------115
3. Post and Rails -----------------------------------------------------------115
F. Sodding
1. Grading ------------------------------------------------------------------116
2. Areas to be Sodded -------------------------------------------------------116
3. Fine Grading, Fertilizing, Sod Placement, and Watering -------------------116
4. Sodded Areas Outside Payline Limits --------------------------------------116
5. Seeding Sodded Areas Outside Payline Limits ------------------------------117
6. Acceptance of Sodding ----------------------------------------------------117
G. Seeding ------------------------------------------------------------------------117
H. Method of Measurement and Basis of Payment
1. General ------------------------------------------------------------------117
2. Land Disturbance ---------------------------------------------------------118
3. Fencing ------------------------------------------------------------------118
4. Sodding ------------------------------------------------------------------118
5. Seeding ------------------------------------------------------------------118
PART 9 MISCELLANEOUS
Section
A. General ------------------------------------------------------------------------119
B. Connections to Existing Facilities
1. General ------------------------------------------------------------------119
2. Existing Manholes --------------------------------------------------------119
3. Existing Sewers ----------------------------------------------------------120
4. New Manholes -------------------------------------------------------------120
C. Crossing of Railroads, Streets, Highways, and Stream/Channels
1. General ------------------------------------------------------------------121
2. Crossings in Streets -----------------------------------------------------121
3. Crossings Under Highways -------------------------------------------------121
4. Crossings Under Railroads ------------------------------------------------121
5. Crossings Under Streams/Channels -----------------------------------------121
D. Removal and Replacement of Pavements and Roadway Wearing Surfaces
1. General ------------------------------------------------------------------122
2. Partially Improved Roadway Wearing Surfaces ------------------------------122
3. Bituminous Wearing Surfaces ----------------------------------------------122
4. Asphaltic Concrete Street Pavement ---------------------------------------123
5. Rigid Base Pavements -----------------------------------------------------123
6. Sidewalks and Driveways --------------------------------------------------124
7. Curb and Gutter ----------------------------------------------------------125
8. ADA Access Ramps ---------------------------------------------------------125
9. Backfill Under Pavements and Roadway Wearing Surfaces --------------------126
E. Headwalls, Intake and Outlet Structures
1. General ------------------------------------------------------------------126
2. Flared End Section -------------------------------------------------------126
3. Outlet Structures --------------------------------------------------------126
F. Abandonment
1. Sewers -------------------------------------------------------------------127
2. Manholes and Inlets ------------------------------------------------------127
3. Septic Tanks -------------------------------------------------------------127
IX
4. Pump Station Abandonment -------------------------------------------------127
a. General ------------------------------------------------------------127
b. Lift Station Abandonment -------------------------------------------127
c. Equipment Removal and Disposal -------------------------------------128
d. Force Main Abandonment ---------------------------------------------128
e. Payment ------------------------------------------------------------128
5. Payment for Abandonment --------------------------------------------------128
G. Signs --------------------------------------------------------------------------129
PART 1 - GENERAL
1
CONSTRUCTION SPECIFICATIONS of THE METROPOLITAN ST. LOUIS SEWER DISTRICT PART 1 GENERAL CONDITIONS SECTION A PURPOSE AND APPLICATION.
These specifications apply to construction projects intended to be dedicated
to the District for maintenance. For District contracted projects, the Project
Plans and Specifications shall take precedence over these standard
specifications.
Any review by The Metropolitan St. Louis Sewer District whether part of design
or construction inspection, does not relieve the Engineer or Contractor from
their responsibility to perform and meet professional standards and the
requirements of their license, the Contract, and Engineer seal.
SECTION B DEFINITIONS.
Whenever used in the bidding requirements or Contract Documents, a term printed
with initial capital letters, including the term's singular and plural forms,
will have the meaning indicated in the definitions below. Acceptance of the Work: That action by which the District acknowledges that all Work as
defined by the Contract has been fully performed and accepted.
Award: Notice to the Contractor of acceptance of bid, subject to conditions of invitation
for bids and applicable ordinances.
Backfill: The material used to fill an excavation.
Base: The foundation or substructure resting on the Subgrade and supporting a pavement
or structure.
Bedding: The material on which the pipe or conduit is supported and protected.
Bidder: The individual, partnership, joint venture, corporation, or other legal entity
who submits an offer in accordance with the invitation for bids.
Bio-Stabilization: The use of living plants and/or natural materials to prevent or
stabilize soil erosion.
Cash Contract: A contract providing for payment in money.
Change Order: A document that authorizes an addition, deletion or revision in the Work,
or an adjustment in the Contract price, or the Contract schedule issued on or after the
effective date of the Contract.
Channel: A natural or artificial water course.
PART 1 - GENERAL
2
Combined Sewer: A pipe or conduit designed and intended to receive and convey Wastewater,
Storm Water including roof and street drainage, unpolluted water and cooling water.
Concrete: A proportioned uniform mixture of graded fine and coarse aggregates and cementing
material. The cementing material will be Portland Cement and water for cement Concrete
and bituminous cements for asphalt Concrete. Contract: The agreement by which the successful Bidder obligates him/herself to do the
Work in accordance with the invitation for bids.
Contract Bond: A performance bond and/or payment bond for the full amount of the Contract
in a form acceptable to the District as directed by ordinance, and secured by a corporation
engaged in the bonding business, duly licensed to do business in Missouri, and approved
by the District by the District.
Contract Documents: Those items so designated in the Contract.
Contractor: The individual, partnership, joint venture, corporation, or other legal entity
who performs the Work under the terms of the Contract Documents.
Culvert: A closed conduit for the free passage of surface drainage water under a Roadway,
railroad, or other embankment.
Developer: The individual, partnership, joint venture, corporation, governmental agency,
or other legal entity responsible for the construction and funding of a project under the
terms of the Contract Documents.
Direct Conflict: Regarding sanitary Private Lateral service, Utility services, Utility
mains: When the proposed structures or conduits intrude into the surface of an existing
structure or conduit, or when an existing conduit is found to be within the Payline Limits
of and parallel to the proposed conduit, or when an existing conduit crosses the proposed
conduit at an angle of 45 degrees or less to parallel they will be considered to be in
Direct Conflict. Regarding Utility surface conflicts (i.e. power poles, guy anchors,
valve boxes, etc.), they must be within the excavation Payline Limits to be in Direct
Conflict.
Director: The Executive Director and CEO of the District or his/her duly authorized
agents.
District: The Metropolitan St. Louis Sewer District or its duly authorized agents.
Easement: The right of the District to use real property of another for Sewer, drainage,
construction, and/or maintenance purposes.
Engineer: An individual(s) licensed by the State of Missouri as a Professional Engineer
who is responsible for the Project Plans and Specifications.
Force Main: A pressurized conduit carrying sewage. Hazardous Waste: The term Hazardous Waste shall have the meaning provided in Section 1004
of the Solid Waste Disposal Act (42 USC Section 6903) as amended from time to time. Normal
wastewater is not a “Hazardous Waste”.
PART 1 - GENERAL
3
Industrial Waste: The water-borne wastes, including contaminated cooling water, from
industrial processes, as distinct from Sanitary Wastewater.
Local: Within 100 miles of the District’s main office. May: is permissive; Shall: is mandatory. Payline Limits: The dimensions that have been set forth in these specifications by which
quantities will be determined for payment.
Private Connection: The point of connection between the Private Lateral and Public Sewer.
Private Lateral: Private Sewer from a private drain to a Public Sewer.
Private Sewer: A Sewer within the boundaries of the District but not owned or controlled
by the District.
Project Plans and Specifications: The plans, profiles, cross-sections, drawings, and
project specifications, including these Standard Construction Specifications for Sewers
and Drainage Facilities, or reproductions thereof, which show and describe the details of
the Work to be done. Where either Plans or Specifications is used it means both.
Proposal: An offer to do the Work in accordance with the invitation for bids.
Proposal Guaranty: The bid security of a certified check or cashier’s check, or a bid
bond security by a duly licensed Surety company in an amount as set forth in the invitation
to Bidders, to become the property of the District if the offer of the Bidder is accepted
by the District and the Bidder fails or refuses to enter into a Contract pursuant to their
offer.
Public Right-of-Way: The real property used by a public Utility, government entity, and/or
Sewer.
Public Sewer: A Sewer which has been accepted for public maintenance as determined by the
District.
Reach: The section of Sewer line between two structures. Roadway: That portion of a street, road, and/or highway (usually paved) which is used for
vehicular traffic.
Rock Blanket: The localized rock protection for outfalls, inlets, and stream crossings for
the purpose of erosion control.
Rock Lined Channels: The rock protection along stream banks and beds for the purpose of
erosion control and stabilization.
Sanitary Sewer: A pipe or conduit designed and intended to receive and convey Wastewater.
Sanitary Wastewater: Wastewater emanating from the sanitary conveniences, including
toilet, bath, laundry, lavatory, and/or kitchen sink, of residential and non-residential
sources, as distinct from Industrial Waste. Separate Storm Sewer: A pipe, conduit, conveyance, or system of conveyances (including
roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches,
manmade Channels or storm drains) designed and intended to receive and convey Storm Water,
as defined herein and which discharges to waters of the State and which is not part of the
PART 1 - GENERAL
4
Combined Sewer system. A Separate Storm Sewer may also convey effluent discharged pursuant
to an NPDES permit when such use is approved by the Director. Sewer: A pipe or conduit for conveying Wastewater, Storm Water, cooling water, or other
disposed waste.
Shall: is Mandatory; May is permissive.
Shop Drawings: All drawings, diagrams, illustrations, schedules, and other data or
information that are specifically prepared or assembled by or for the Contractor and
submitted by Contractor to illustrate some portion of the Work. Shop Drawings are not
Contract Documents. Special Benefit Assessment (Special Tax Bill) Contract: A contract providing for payment
in special tax bills.
Standard Details of Sewer Construction: Plans of structures, devices or construction
details commonly used in the construction of the Work and referred to in these
specifications as details or standard details.
Stank: A section of earth left in place above a short-tunneled section between sections
of open trench in a line of a trenching operation.
Storm Water: rainfall runoff, snow melt runoff, and surface runoff and drainage.
Subcontractor: An individual or entity having a direct contract with Contractor or with
any other Subcontractor for the performance of a part of the Work.
Subgrade: The surface of the supporting earth or rock upon which a foundation base,
pavement, walk, Bedding, conduit, or a structure is to be placed. Surety: A corporation acceptable to the District that is duly authorized under Missouri
laws to assume the responsibility of assuring the bonds of the Contractor to the District.
Swale: A shallow, natural, or constructed water course.
Temporary Construction Easement: Permission to use a defined section of private property
during construction for ingress/egress, removal of trees and vegetation, excavate, grade,
fill and temporarily relocate Utilities.
Utilities: Public service facilities for supplying gas, electricity, water, power, steam,
cable TV, telephone and telegraph communication, railway transportation, and the like.
Sewers are not considered Utilities for these purposes.
Wastewater: The water-borne wastes, Industrial Waste, and/or Sanitary Wastewater as
defined herein, emanating from residential and non-residential sources together with such
groundwater, surface water, or Storm Water as cannot be avoided.
Work: The construction of the public and private facilities contracted for completion.
PART 1 - GENERAL
5
SECTION C SCOPE OF WORK. 1. Meaning of Project Plans and Specifications.
All Work contemplated and described in these specifications shall be
done in accordance with the Project Plans and Specifications. The Project
Plans and Specifications form a part of the Contract. If any discrepancy
appears between any of the drawings and the specifications, or between
any of the drawings, such discrepancy shall be interpreted and adjusted
in writing by the Engineer and as agreed by the Director, whose decision
shall be final. Any doubts as to the meaning of these specifications
or any ambiguity in wording shall be explained and interpreted by the
Engineer who shall have the right to correct any error or omission in
them when such correction is, in his/her opinion, necessary for the
proper fulfillment of their intention. The District shall not be liable
for any increase in price as a result of such interpretation. When
reference is made to a particular specification, it shall be interpreted
to be the latest current revision thereof.
2. Decision of Director Conclusive.
The Director shall in all cases decide all questions which may arise
relative to interpretations of the Project Plans and Specifications, to
the acceptability of Work done by the Contractor, and to the estimates.
His/her decisions shall be final and conclusive.
3. Or Equal Clause.
Whenever in these specifications or in any of the Contract Documents,
any articles, appliance, device, or material is designated by a trade
name and such words are not followed by the condition “or equal”, it
shall be deemed that the words “or equal” do follow such designation
unless the text clearly requires a contrary interpretation. Any article
or material equaling the standards fixed may be used in place of that
specifically mentioned by the specifications, provided the material
proposed is first submitted to and approved by the Engineer.
4. Ambiguity of Plans or Specifications.
If the Contractor does not clearly understand the Project Plans and
Specifications or is not sure of their meaning, the Contractor shall
make a written request to the District that will be reviewed by the
Engineer and/or Director. The Engineer’s written explanation and
interpretation, subject to agreement of the District, shall be final.
5. Rights-of-Way and Easements.
All Public Sewers, Channels, and appurtenances shall be constructed in
Easements and/or public rights-of-way.
6. Additions or Omissions of Work.
The District shall have the right to make changes in the Project Plans
and Specifications or the character of the Work or to increase or
decrease the quantity of Work provided the total value of such changes,
together with all previous changes, is not in excess of 25% of the
original total monetary amount of the Contract. Should it become
PART 1 - GENERAL
6
necessary or in the best interests of the District to make increases or
decreases exceeding this limitation, they will be covered by a
supplemental written agreement entered into by the Contractor and the
District.
7. Work Change Directive.
Should a change be required, and it is not feasible to delay construction
of that portion of the improvement affected by the change until such
time as a Change Order can be issued, and the estimated increase or
decrease in Contract cost does not exceed $5,000, a written Work
Directive Change may be issued in the field by the Director. The
Contractor shall then proceed with the Work without delay and Such Work
Directive Change will be confirmed by Change Orders at a later date.
8. Changes Requested by the Contractor.
The District may, at the Contractor’s request, authorize in writing
changes in the Project Plans and Specifications to facilitate or expedite
the Work of the Contractor, provided such changes are not detrimental
to the Work or to the best interests of the District. Requests for such
changes shall be submitted in writing to the Director. Such changes,
as are authorized under this provision, shall be made without additional
cost to the District, and the District reserves the right to receive an
equitable adjustment in the Contract price or Contract time as a
consideration for authorizing any such change. The Contractor shall
maintain sole responsibility for assuring these changes meet all of the
requirements of Part 1, Section F, RESPONSIBILITIES OF THE CONTRACTOR.
9. Changed or Unforeseen Conditions.
During the progress of the work, if the Contractor should encounter
conditions materially different from those in the Project Plans and
Specifications, or unknown conditions of a nature differing materially
from those ordinarily encountered and generally recognized as being
inherent in work of the character being performed, the Contractor shall,
before proceeding further with the Work affecting or affected by such
conditions, immediately notify the District which may notify the Engineer
to contribute to the investigation of the claimed change(s). After the
investigation, If the Director determines that conditions do materially
differ, the Director shall determine whether the Contractor could not
reasonably have been expected to ascertain in advance the true nature
of the existing conditions. The District will issue a Change Order to
provide for any increase or decrease in cost and difference in Contract
time resulting from any such condition.
10. Submittal of Claims.
Notification of any and all claims for additional payment or time
extensions must be submitted to the District in writing within 30
calendar days of the event causing the claim or no consideration will
be given to such claim. Additional calendar days to submit the value
of a claim may be allowed upon written request by the Contractor and
approval by the Director.
PART 1 - GENERAL
7
11. Asbestos, PCBs, Petroleum, Hazardous Waste, or Radioactive Material.
a. When construction has been contracted directly by the District,
the District shall be responsible for any asbestos, PCBs,
petroleum, Hazardous waste, or radioactive material uncovered or
revealed at the site which was not shown or indicated in Project
Plans or Specifications or identified in the Contract Documents
to be within the scope of the Work and which may present a
substantial danger to persons or property exposed thereto in
connection with the Work at the site. The District shall not be
responsible for any such materials brought to the site by the
Contractor, Subcontractor, suppliers, or anyone else for whom
Contractor is responsible.
b. If the Contractor encounters any unforeseen hazardous conditions
the Contractor shall immediately: (i) stop all Work in connection
with such hazardous condition and in any area affected thereby
(except in an emergency), and (ii) notify the District (and
thereafter confirm such notice in writing). The District shall
promptly use a qualified expert to evaluate such hazardous
condition or take any necessary corrective action. The Contractor
shall not be required to resume Work in connection with such
hazardous condition or in any such affected area until after the
District has obtained any required permits related thereto and
delivered to the Contractor special written notice: (i) specifying
that such condition and any affected area is or has been rendered
safe for the resumption of Work, or (ii) specifying any special
conditions under which such Work may be resumed safely. Any claims
for a change in the time of completion or payment for changes and
extra Work shall be submitted by the Contractor per the “Time of
Completion” and the “Payment for Changes and Extra Work” provisions
of these specifications as found in Part 1, Section E,.11 and G.4.
c. If after receipt of such special written notice the Contractor
does not agree to resume such Work based on a reasonable belief
it is unsafe, or does not agree to resume such Work under such
special conditions, then the District may order such portion of
the Work that is in connection with such hazardous condition or
in such affected area to be deleted from the Work. The District
may have such deleted portion of the Work performed by the
District’s own forces or others.
SECTION D CONTROL OF WORK.
1. Subcontract.
The Contractor may not subcontract more than 50% of the work unless
approved by the District. The Contractor’s decision to subcontract any
portion of the Work shall not relieve the Contractor of any
responsibility under the Contract.
2. Contractor’s Responsibility for Work as a Whole.
The Contractor shall be responsible for the entire Work until its final
acceptance by the District and for any Work required to be performed
pursuant to the applicable warranty period. The Contractor will not be
released from any responsibility for any part of the Work until the
PART 1 - GENERAL
8
entire Work embraced in the Contract is finally accepted and any warranty
Work is completed. The Contractor shall be solely responsible for the
safety of the public and those engaged or employed during construction
until completion of the Work.
3. Authority of the District Representative.
The Director, who is authorized by the Board of Trustees, may act in the
District’s behalf in all matters affecting the Work. Within the scope
of the Contract, the Director is authorized to observe the Work and to
prepare and process progress and final payment estimates In the event
of dispute between the Contractor and the District, the latter is
authorized to reject materials or to suspend Work until questions at
issue can be referred to and decided by the Director.
4. District to Stake Out Work.
For Work contracted by the District, the District will stake out the
Work and will furnish all survey party personnel, instruments, labor,
and stakes required within 14 calendar days of written request by the
Contractor. The Contractor shall furnish all alignment and grade
controls, utilizing laser equipment, transit, or batter boards, and the
labor for setting them, and shall fully cooperate in any of the survey
effort. The Contractor shall be careful to preserve stakes and survey
marks from damage or dislocation and shall pay for the replacement of
all stakes and survey marks destroyed, lost, or displaced because of
his/her negligence.
5. Notice to Proceed.
No Work shall begin until the District has issued the Notice to Proceed
and/or Construction Permits, as appropriate.
6. Contract Submittals.
a. The Contractor shall furnish Shop Drawings for all steel
reinforcement in reinforced Concrete structures, and for all work
as required by the Project Plans and Specifications. Shop drawings
shall be fully detailed fabrication plans and shall include any
erection plans needed to determine the location of individual
members in the proposed structure. For private development the
drawings shall first be reviewed by the Developer’s Design
Engineer.
b. The Contractor shall submit either six prints of each Shop Drawing
or an equivalent digital representation to the District a minimum
of two weeks prior to the date on which such Work shall begin.
The District may transmit the documents to the Engineer for review
as required by the Contract Documents. After being reviewed, two
prints of the drawings or the equivalent digital representation
will be returned to the Contractor who shall correct and resubmit
the drawings if required by the review comments. Work to which
any of these drawings is applicable shall not be performed prior
to the acceptance of such drawings by the District. No change
shall be made on any supplemental drawing after it has been
reviewed, except on further review.
PART 1 - GENERAL
9
c. If a Shop Drawing, submitted by the Contractor as hereinbefore
required, includes any modifications or changes of any specific
requirements of the Project Plans and Specifications, the
Contractor shall make a clearly legible note of such changes on
the drawing and clearly identify it as a Contract change. Such
drawings, when reviewed and accepted, shall then supersede the
requirements of the Project Plans and Specifications in these
particulars. When a modification causes a change in Contract cost
or other change, a Change Order will be issued.
d. The District or Engineer’s review of Shop Drawings submitted by
the Contractor will indicate agreement only insofar as the finished
Work may be affected. Such review will not indicate that these
drawings have been completely checked for accuracy of dimensions
and details, and conformity with Project Plans and Specifications.
The Contractor shall be responsible for any field measurements
required, for accuracy of dimensions and of details, and for
conformity with Project Plans and Specifications. Full
compensation for furnishing all drawings required to be furnished
by the Contractor shall be considered as included in the Contract
price.
7. Methods and Appliances.
The methods, labor, equipment, and other facilities used by the
Contractor must be such as will assure performance of the Work in
accordance with the Project Plans and Specifications, and within the
time specified for completion.
The Contractor shall submit and comply with a progress Schedule for
starting and completing various stages of Work.
8. Inspection of the Work.
a. The District shall be given free access to the Work, storage sites,
and all material-producing facilities. Every reasonable aid shall
be provided for observation of the materials and workmanship of
the Work.
b. Any activities that could affect the quality of workmanship of the
Work shall be done only in the presence of the Director unless
otherwise specifically authorized, and any Work that is performed
during the absence of said representative without such permission
having been granted, will be subject to rejection.
c. Any Work not constructed in accordance with the Project Plans and
Specifications, whether or not constructed in the presence of the
Director, shall be subject to rejection at any time prior to
Acceptance of the Work.
d. At the beginning of the Work or on resumption thereof after
temporary suspension for any reason for more than one workday, the
Contractor shall notify the Director prior to noon of the working
day before observation service is required on the Work. Failure
to notify the Director may result in rejection of the Work
installed.
PART 1 - GENERAL
10
e. Whenever the Contractor is permitted or directed to perform Work
outside of the defined hours in the Contract, or to vary the period
during which Work is carried on by day, the Contractor shall give
reasonably adequate notice to the District.
f. When the Work has been completed, a final review of the Work will
be made under the supervision of the Director.
9. Rejected or Unauthorized Work.
a. Work which has been rejected shall be repaired, or removed and
replaced by the Contractor as ordered by the District without
additional compensation for such corrective Work. If the
Contractor fails to comply with such order, the District may cause
such defective or rejected Work to be removed and replaced and
deduct the cost of such repair or removal and replacement from any
moneys due or to become due to the Contractor, in addition to any
other remedies the District may have against the Contractor.
Furthermore, the Contractor may be permanently or temporarily
removed from the District’s list of eligible Bidders for future
District projects.
b. No additional payment will be made for any Work done beyond the
lines and grades shown on the Project Plans and Specifications,
or any extra Work done without prior written Director authority
and direction. The payment of any estimate or of any retained
percentage shall not relieve the Contractor of any obligation to
correct any defective Work.
SECTION E PROSECUTION, PROGRESS AND ACCEPTANCE OF THE WORK.
1. Time of Commencement.
The Work embraced in the Project Plans and Specifications shall start
within ten calendar days after the date of written notice to proceed,
and shall be carried on regularly thereafter with such force and
equipment and in such manner as to ensure its completion per Contract.
If the Contractor does not comply with the foregoing without a written,
District approved explanation, the Contractor may be removed from the
list of eligible Bidders for future District projects.
2. Order of Work.
The Work to be done shall be begun and carried on at such locations and
in such order of precedence as the District may require and shall be
completed on or before such date as is specified in the Contract. The
Contractor shall employ such means and methods in doing the Work as will
not interrupt, delay, damage, or interfere with the work of any other
Contractor. All Sewer and Channel construction shall begin at the most
downstream end of the project and proceed upstream, unless otherwise
approved by the Director in writing.
3. Work During Unsuitable Weather.
a. During unsuitable weather which may adversely affect the quality
or workmanship of the Work, all Work should be protected from
possible damage.
PART 1 - GENERAL
11
b. No cost claim shall be made by the Contractor for delay by extreme
or unusual weather, but, an extension of the Contract time may
be given to the Contractor by the District equal to the time of
delay as determined by the Director, provided the request is made
in writing by the Contractor of such an extension in time promptly
on termination of such delay in accordance with Part 1 Section
C.10, and the Director has approved such request in writing.
4. District’s Liability for Delays.
Delays caused by the District and claimed in writing by the Contractor
in accordance with Part 1 Section C.10, will be considered for
reimbursement and/or an extension of the Contract time. Consideration
will only be given to the actual time that no progress was made. 5. Contractor’s Delays or Abandonment.
a. If the Contractor should unnecessarily delay the Work, the District
shall give notice in writing to the Contractor that the Work is
being unnecessarily delayed; that all measures shall be taken to
ensure the completion of the Work within the Contract time; and
that, if adequate effective measures are not taken, within five
calendar days after the date of delivery by registered mail of
such written notice, to increase the rate of doing acceptable Work
so that the Work may be completed within the Contract time, the
Contract may be terminated or cancelled and the Contractor may be
removed from the District’s Bidder’s list.
b. If the Contractor should abandon the Work to be done under this
Contract, or should neglect or refuse to comply with the
instructions of the District relative to delay or abandonment, or
is found to have failed in any manner to comply with the Project
Plans and Specifications or stipulations herein contained, the
Director shall have the right to annul and cancel the Contract on
ten days prior notice by registered mail to the Contractor and
their Surety, and to complete the Contract at the expense of the
Contractor and their Surety. In such event, the District shall
have the right to use any and all materials on site belonging to
the Contractor for the completion of the Work.
6. Contractor’s Liability for Exceeding the Contract Period.
a. The Work shall be carried on regularly at a sufficient rate to
secure its full completion within the Contract time.
b. The rate of progress and the time of completion are essential
conditions of the Contract. If the Contractor fails to complete
the Work within the Contract time, payment shall be made to the
District for liquidated damages as provided by the Contract. Such
payments to the District are regarded by both parties to the
Contract as liquidated damages for the actual costs to the District
due to delay in completion of the Work and shall not be considered
as a penalty.
PART 1 - GENERAL
12
7. District’s Right to Use Work Prior to Acceptance.
a. The District shall have the right to use the whole or any part of
the Work which is in usable condition prior to the acceptance of
all of the Work. Use of this Work shall not be considered as
acceptance either in whole or in part.
b. Whenever a property owner desires to connect to a Sewer before
acceptance of all the Work, the Director may approve the
application for a connection permit only with the written consent
of the Contractor. 8. Contractor’s Relief from Maintenance and Responsibility.
On the request of the Contractor and with the approval of the Director,
or on the order of the Director, the Contractor will be relieved of the
duty of maintaining and protecting certain portions of Work which are
ready to be placed in service and which have been completed in accordance
with the Contract. In addition, such action by the Director will relieve
the Contractor of responsibility for injury or damage to said Work
resulting from use or from other cause, excepting injury or damage
resulting from the Contractor’s own operations or from its negligence.
The Contractor will not be required again to clean up such portions of
the Work prior to acceptance except for such items as result from his/her
operations or negligence.
9. Field Approval of the Work – Substantial Completion.
a. Field approval of the Work shall be limited to acknowledgment by
the Director that the Work has been performed in accordance with
the Contract.
b. On completion of the Work, the Contractor shall request the
Director to make a final review of the Work. The Director will
commence with such final review within two working days, if
practicable, and proceed diligently with such review. If the Work
has been completed in accordance with the Contract, the District
will proceed with preparing the final pay estimate and
recommendations for District acceptance. However, the Contractor
will be responsible for the Work except as otherwise provided,
until such acceptance and any applicable warranties.
10. Acceptance of the Work.
Upon notice from Contractor that the entire Work or an agreed portion
thereof is complete, the District will promptly make a final review and
will notify Contractor in writing of all particulars in which this review
reveals that the Work, or agreed portion thereof, is incomplete or
defective. Contractor shall immediately take such measures as are
necessary to complete such Work or remedy such deficiencies.
After Contractor has, in the opinion of District, satisfactorily
completed all corrections identified during the final review and has
delivered, in accordance with the Contract Documents, all maintenance
and operating instructions, schedules, guarantees, bonds, certificates
or other evidence of insurance, certificates of inspection, and other
documents, the District will begin the final payment process.
PART 1 - GENERAL
13
11. Time of Completion.
a. The Contractor shall complete the Work within the time specified
in the Contract, modified by such extensions during the Contract
period as are granted in writing by the Director.
b. In connection with any requests by the Contractor for extensions
of time, the Director will give due consideration to delays in the
commencement, prosecution, or completion of the Work due to causes
beyond the control and not the fault or negligence of the
Contractor, including, but not restricted to, failure of the
District to provide rights-of-way except as delineated on the
Project Plans and Specifications, acts of God or of the public
enemy, acts of the Federal Government or any State or political
subdivisions thereof, acts of another contractor in the
performance of a Contract with the District, fires, floods,
explosions, earthquakes or other catastrophes, epidemics,
quarantine restrictions, strikes, freight embargoes, unusually
severe weather, changes in unit quantities which greatly affect
the production rate of the Contractor as determined by the
Director, or delays in the delivery of material when the District
has specified the procurement of such material from a particular
source; provided that the Contractor shall, in accordance with
Part 1 Section C.10, notify the District in writing of the causes
of the delay.
c. In those instances, or circumstances as set forth in the preceding
subparagraphs, the Director will determine the extent of the delay
and may grant a commensurate extension of time. An extension of
time granted by the District will not release the sureties on the
Contractor’s bonds. Such bonds shall remain in full force and
effect according to their terms.
SECTION F RESPONSBILITIES OF THE CONTRACTOR.
1. Observance of Laws and Regulations.
a. The Contractor shall keep themselves fully informed of all federal,
state and municipal laws, ordinances, and regulations which may
affect the conduct of the Work, the safety of the public and those
engaged or employed, and the materials used; and of all orders and
decrees of bodies having jurisdiction or authority over the Work.
The Contractor shall observe and comply therewith and shall cause
their agents and employees to observe and comply therewith. The
Contractor shall be solely responsible for the observance of laws
and regulations and shall not rely on the District or its agents
in fulfilling this requirement. The Contractor shall protect and
indemnify the District and all its officers, agents, and employees
against any claim or liability arising from or based on the
violation thereof by themselves or their employees, suppliers, or
Subcontractors.
b. Prevailing Wage and/or Living Wage rates of pay as applicable
shall be paid to skilled and unskilled labor employees utilized
in the performance of the Contract.
PART 1 - GENERAL
14
c. No discrimination shall occur in the selection or employment of
labor on account of race, color, religion, national origin, sex,
pregnancy, sexual orientation, gender identity, age, physical or
mental disability, citizenship, genetic information, veteran
status, or any other basis protected by Local, state, or federal
law, unrelated to performance of the position.
d. When project plans, plats, detailed drawings, or specifications
for any part of the Work are required to be submitted to the
District, they shall be signed, sealed and stamped in accordance
with the provisions of the latest revision of the act providing
for the registration of architects, professional engineers, land
surveyors, geologists, and landscape architects in the State of
Missouri.
e. The Contractor shall procure all permits and licenses, pay all
charges and fees, and give all notices necessary and incident to
the due and lawful prosecution of the Work and submit any such
copies to the District prior to the first project payment. The
Contractor shall pay all taxes lawfully imposed by any taxing
authority on the sale, purchase, and use of any materials or
equipment in the Work, except as provided in Part 1 Section G.
Paragraph 7. Taxes.
f. The Contractor shall keep the District free and harmless from
payment of any and all damages, costs, expenses, royalties, patent
fees, lawyers’ fees, or sums of money whatsoever by reason of any
patent or patented device, article, system, or arrangement that
may be used by the Contractor in the execution of the Work.
g. The Contractor shall provide and maintain in a neat and sanitary
condition such accommodations for the use of its employees as may
be necessary to comply with the requirements and regulations of
the public health authorities and ordinances, regulations, and
requirements of bodies having jurisdiction. The Contractor shall
commit no public or private nuisance.
h. The Contractor should be alert to the fact that workers may be
exposed to Sanitary Wastewater and Industrial Waste during the
performance of this Work. Therefore, any workers involved in the
removal, renovation, or installation of equipment or materials or
other hazards within or near the Sewers, may be exposed to
residuals from such wastes. It is the Contractor’s responsibility
to urge its personnel to observe hygienic precautions, including
tetanus and typhoid inoculations, as required. Applicable
inoculations will be made available to all the Contractor’s
personnel by the Contractor. Because of the danger of possible
noxious gases, solvents, gasoline, or other hazardous material
entering the Sewers with the domestic sewage, all of which are
prohibited but may occur without the District’s knowledge or
permission, various areas may be considered hazardous to open
flame, sparks, or unventilated occupancy. The Contractor shall
be aware of these dangers and shall take the necessary measures
to assure that its personnel observe proper safety precautions.
PART 1 - GENERAL
15
i. Contractors, Subcontractor, and suppliers who work and/or make
sales in the City or County shall be properly licensed with the
applicable agency.
2. Superintendence.
The Contractor, or its authorized representative in charge of the Work,
shall always be present at the site of the Work while Work is in progress.
Any order or communication given to this authorized representative shall
be considered to have been delivered to the Contractor. Where the
Contractor is comprised of two or more persons, partnerships, or
corporations functioning on a joint venture basis, such Contractor shall
designate in writing to the District the name of the authorized
representative in charge of the Work.
3. Labor Competency.
The Contractor shall retain in their employment only competent
superintendents, foreperson, mechanics, and laborers. Any person
employed on the Work whose behavior is intemperate, incompetent,
troublesome, or otherwise undesirable, or who fails or refuses to perform
the Work in the manner specified herein, shall be addressed by the
Contractor in prompt fashion as to not affect the Work. Failure to
adhere to this section may affect the Contractor’s bidding status with
the District.
4. Project Site Maintenance.
a. The Contractor shall be fully responsible for maintaining
completed Work in an acceptable condition and protecting the
completed Work until relieved of such responsibility. The
Contractor shall be solely responsible for the safety of the public
and those engaged or employed during construction until completion
of the Work. During construction, the Contractor shall keep the
Work site free and clean from all rubbish and debris. The
Contractor shall also keep their haul routes outside the Work site
free and clean from all rubbish and debris resulting from its
operations.
b. On completion of the Work and before acceptance and final payment,
the Contractor shall remove all surplus and discarded material,
rubbish, equipment, debris, and temporary structures from the
site, and restore the Work site as required. The Sewers and
appurtenant structures shall be clean, free from debris or
deposits, and ready for use as required by the Project Plans and
Specifications. All costs of such Work shall be considered
completely paid for under the Contract pay items.
5. Public Convenience and Safety.
The Contractor shall have sole responsibility for public convenience and
safety as described in this paragraph. The Contractor shall observe and
adhere to the safety requirements of all federal, state, and Local
authorities having jurisdiction. During the progress of the Work, the
Contractor shall maintain suitable barricades and warning lights or
employ such other devices and measures for the safety of the public as
required by law and shall take all necessary precautions to prevent
PART 1 - GENERAL
16
accidents. The Contractor shall employ flaggers as required by the
railroad or other jurisdictional authority. The Contractor shall make
suitable and adequate provisions for the convenience and safety of the
public and of the residents along the route of construction during
working and non-working hours. The Contractor shall give adequate notice
in writing to all owners or occupants of property, buildings, structures,
or Utilities which may be affected by this Work and which may require
protection or adjustment. The Contractor shall not hinder their
protective measures but shall exercise due care to protect all property.
The Contractor shall not obstruct access to fire hydrants and service
valves, nor to operations, and shall cooperate with Utility. 6. Overhead High Voltage Powerlines.
In accordance with Missouri’s “Overhead Powerline Safety Act”, the
Contractor shall not operate any equipment within a 10-foot radius of
any high voltage (600 volts or greater) electric line without first
contacting the Local electric Utility and allowing them to provide
temporary clearance or other safety precautions. The Contractor shall
submit a written plan to the District prior to construction of how they
will avoid coming within 10 foot of the power lines. All costs involved
with providing temporary clearance or safety precautions by the electric
Utility will be at the Contractor’s expense unless the Director
authorizes payment. If the District observes the Contractor operating
any equipment within the required 10-foot safety radius without the
electric cables having been properly protected by the electric Utility,
the District shall have the authority to order the Contractor to stop
Work until the electric cable is relocated or protected by the electric
Utility. The Contractor will not be allowed any additional compensation
or time for being so ordered to stop Work.
7. Indemnification.
a. The Contractor shall defend, indemnify and save harmless the
District, its Trustees and employees, from and against any and all
claims (including but not limited to attorneys’ fees) suits, causes
of action, judgment or damages on account of any personal injuries
or bodily injury, including death or property damage, sustained
by the District or sustained or claimed to be sustained by any
person or persons, to the extent caused by, to the extent arising
out of, or to the extent resulting from, any act or omission of
the Contractor or any supplier or Subcontractor, their agents or
employees, related to the Work, or due, in whole or part, to any
negligent act or omission on the part of the Contractor or any
supplier or Subcontractor, their agents or employees.
b. This indemnity shall continue not only during the time period in
which the Contractor performs the Work but shall continue
thereafter for a period of five (5) years after the Acceptance of
the Work.
c. There shall be no personal liability of the District’s Trustees
or its agents or employees for any act performed in the discharge
of any duty imposed, or the exercise of any power or authority
conferred on them by or within the scope of the Contract. It is
understood that in all such matters they act solely as agents and
representatives of the District.
PART 1 - GENERAL
17
8. Insurance.
The Contractor shall carry and maintain adequate public liability and
property damage insurance for the joint and several benefit of the
Contractor and the District with a company satisfactory to the District.
The amounts of coverage required for public liability or property damage
shall not be construed to limit the liability of the Contractor in
protecting the District from damage or injury claims.
If the Director determines that unusual or special risks revealed by the
Work so require, the District shall have the right to require the
Contractor to increase any or all such insurance policy limits while the
Work is in progress, and in such amounts as the Director may determine
to be adequate, and without thereby limiting the liability of the
Contractor in protecting the District from damage or injury claims.
9. Use of Explosives.
The responsibility of the Contractor with respect to the use of
explosives includes compliance with all laws, rules and regulations of
federal, state, and Local authorities and the insurer governing the
keeping, storage, use, manufacture, sale, handling, transportation, or
other disposition of explosives. Use of explosives shall be conducted
with every precaution by a few trained, reliable persons under
satisfactory, experienced supervision. Blasts shall not be fired until
all persons in the vicinity have had ample notice and have reached
positions out of danger. The Contractor shall be responsible for any
and all damage resulting from the use of explosives, and the Contractor
shall notify the District in advance when charges are to be set off.
The Contractor agrees to save the District, its officers, and employees
harmless from any claim growing out of the use of such explosives.
10. Disposal of Materials.
When materials are to be disposed of outside the Public Right-of-Way the
Contractor shall obtain permission beforehand in writing from the
property owner on whose property the disposal is to be made and shall
file a copy of such permission with the District. Unless otherwise
provided in the Project Plans and Specifications, the Contractor shall
make arrangements for disposing of such materials outside the Public
Right-of-Way in a manner consistent with the applicable laws governing
such disposal.
11. Cooperation Between the Contractor, Utility Owners, and Other Contractors.
a. Ordinarily, Utility owners and public agencies responsible for
facilities located within the Public Right-of-Way will be required
to complete any installation, relocation, repair, or replacement
prior to the commencement of Work by the Contractor. However,
when this is not feasible or practicable, or the need for such
Work was not foreseen, such Utility owners or public agencies
shall have the right to enter upon the Public Right-of-Way and
upon any structure therein for the purpose of making new
installations, changes, or repairs, and the Contractor shall so
PART 1 - GENERAL
18
conduct their operations as to provide the time needed for such
Work to be accomplished during the progress of the improvement.
b. Any difference or conflict which may arise between the Contractor
and other contractors who may be performing Work on behalf of the
District, or between the Contractor and workers of the District
in regard to their Work shall be adjusted as determined by the
Director. If the Work of the Contractor is delayed because of any
acts or omissions of any other contractor of the District, the
Contractor shall on that account have no claim against the District
other than for an extension of time.
12. Traffic.
The Contractor shall notify the proper authorities at least two working
days, or more if required by permit or the Project Plans and
Specifications, in advance of starting Work on a traveled street. The
Contractor shall comply with the directives of such authorities
regarding traffic control.
13. Testing.
The cost of all testing required by the Project Plans and Specifications
shall be considered incidental to the various pay items involved and no
additional compensation will be allowed unless specified otherwise.
Copies of all required tests shall be forwarded to the District within
seven days of completion.
SECTION G MEASUREMENT AND PAYMENT.
1. Measurement of Quantities.
a. All materials and items of Work to be paid for on the basis of
measurement shall be measured and determined by the Director in
accordance with the Project Plans and specifications, or as
authorized by the Director.
b. Measurements shall be in accordance with United States Standard
Measures.
c. Work or materials involved in lump sum payments will not be
measured but will be paid for in accordance with the details
described in the Project Plans and Specifications. When the nature
of the lump sum Work is such that the Work cannot be completed
within the same month in which the Work is to begin, the Contractor
shall submit a progress payment schedule when directed to do so
by the Director. No payment for the lump sum Work will be made
until a payment schedule acceptable to the District has been
submitted.
d. Materials normally will be paid for on a volume, area, or unit
basis.
e. District as evidence of the delivered weight of the material.
Material paid for by the ton shall be weighed on a certified public
scale, and a certified copy of the weight ticket shall be furnished
PART 1 - GENERAL
19
to the District as evidence of the delivered weight of the
material.
f. Trucks used to haul material being paid for by weight shall be
weighed empty at such times as the Director directs. Each truck
shall bear a plainly legible identification mark.
g. Full compensation for all expense involved in conforming to the
above requirements for measuring and weighing materials shall be
considered as included in the unit price paid for the material
being measured or weighed, and no additional allowance will be
made, therefore.
2. Limitation on Pay Quantities.
Quantities of materials wasted or disposed of in a manner not called for
under the Contract, including rejected loads of material not unloaded
from vehicles, material rejected after it has been placed, material
placed outside the pay lines, and material remaining on hand after
completion of the Work, will not be paid for and will not be included
in the final pay quantities. Any variance in the number of actual bid
units from the estimated number of units shall not constitute a changed
or unforeseen condition although a time extension will be considered.
No compensation will be allowed for disposing of rejected or excess
material.
3. Scope of Payment.
The Contractor shall accept the compensation as herein provided as full
payment for furnishing all materials, labor, profit, overhead, bonds,
insurance, services, supervision, tools and equipment necessary to
complete the Work; and for performing all Work contemplated and embraced
under the Contract; and for loss or damage arising from the nature of
the Work or from the action of the elements, except as hereinbefore
provided; or from any unforeseen difficulties which may be encountered
during the prosecution of the Work until acceptance by the Director; and
for all risks of every description connected with the prosecution of the
Work; and for all expenses incurred in consequence of the suspension of
discontinuance of the Work as herein specified; and for completing the
Work according to the Project Plans and Specifications. The payment of
any estimate or any retained percentage shall not relieve the Contractor
of any obligation to replace or to make good any defective Work or
materials.
4. Payment for Changes and Extra Work.
a. When extra items, for which no provision has been made under the
Contract, are ordered by the Director, payment will be made in
accordance with bid prices for the given items. In the absence
of a bid price for a given item of Work not provided for nor fairly
included in bid prices for other items, a written agreement may
be made between the District and the Contractor to be included in
the Change Order for such extra items. If the District and the
Contractor are unable to reach an agreement, the Director may
order the Contractor to proceed with the extra items by force
account in accordance with the following sections.
PART 1 - GENERAL
20
b. Whenever the Contractor and the District are unable to agree on
prices for the extra Work, and the Director orders the Contractor
to proceed with the Work by force account, the Work will be paid
for in the manner hereinafter described and the compensation thus
provided shall constitute full payment for said Work.
c. For all materials purchased by the Contractor and used in this
specific Work, the Contractor will be paid the actual cost of such
materials and freight and delivery charges as shown by original
receipted bills; to which will be added an amount equal to 15% of
the sum thereof. The total amount so paid will be full
compensation for all costs of materials, whether direct or
indirect. If necessary, to facilitate the progress of the Work,
the District reserves the right to furnish and deliver the
materials to the Contractor at the site. No percentage will be
paid to the Contractor on any material furnished by the District.
d. Wage rates used in determining the amount of the payment will be
the actual wage rates paid by the Contractor, except that no rate
used shall exceed the rate of comparable labor currently employed
on the project.
e. The Contractor will be paid the cost of wages for all labor
required in the specific operation plus the actual cost chargeable
to the force account Work for worker’s compensation insurance,
social security taxes, unemployment compensation insurance, and
such additional amounts as are paid by the Contractor by reason
of an employment contract generally applicable to their employees,
to which total sum will be added an amount equal to 35% of the
wages and other costs listed above. The cost of any Work
subcontracted by the Contractor will be added an amount not to
exceed 10% of the cost as submitted by the Subcontractor.
f. Payment will be made for the services of foreperson in direct
charge of the specific operation excluding small tools,
consumables, and worker safety equipment. Payment for the services
of superintendents, timekeepers, or other overhead personnel will
not be made nor will payment for the services of the watchperson
be made unless required specifically for the force account Work.
The actual function performed by an employee rather than their
payroll title will be the criterion used in determining the
eligibility of an employee’s services for payment under this
provision.
g. The types and amount of equipment and machinery used by the
Contractor in carrying out the Work under the force account order
shall be in keeping with normal practice for work of a similar
nature, except that the District may, at its discretion, limit by
specific instruction the types and amounts of equipment to be
used. For equipment and machinery rented from rental suppliers
and used by the Contractor in carrying out the Work under the
force account, the Contractor will be paid the actual cost of such
rentals as shown by original receipted bills, plus hourly Blue
Book operating cost. To these amounts no percentage will be added.
h. In computing the hourly rental of such equipment, less than 30
minutes shall be considered one-half hour, except that the minimum
PART 1 - GENERAL
21
rental time to be paid shall be one hour. Rental time will not
be allowed while equipment is inoperative due to breakdowns. The
rental time of equipment to be paid for shall be of the time the
equipment is in operation on the force account Work being
performed, and in addition, shall include the time required to
move the equipment to the Work and return it to its original
location. When approved in advance by the Director, towing or
transporting costs will be allowed when the equipment is moved by
means other than its own power. No payment will be allowed for
the use of small tools and minor items of equipment which, as used
herein, are defined as individual tools or pieces of equipment
having a replacement value of $1,000.00 each or less. Equipment
rental may be based on Rental Rate Blue Book monthly rates pro-
rated to the applicable hour, day, or week. In lieu thereof,
equipment rental may be based on the Contractor’s actual equipment
costs as verified by a certified public accountant. The total
payment for the use of any Contractor-owned equipment shall not
exceed 75% of the current purchase price of a comparable piece of
equipment, except for fuel and maintenance costs.
1. For a company vehicle, we will pay for one truck at operating
rate for an 8-hour shift. The District will not pay for
additional company vehicles used as crew transports.
2. Standby rate is to be used when a piece of equipment is on
site, used intermittently and remains available but not
needed for that day.
3. Idling rate is to be used when extreme temperatures are
being experienced which would necessitate the equipment idle
in the event it is needed.
i. The Contractor will be reimbursed for all additional bond and
insurance premiums which are required and expended because of the
force account Work. No percentage will be added to this
reimbursement.
j. The Contractor and Director shall compare records of the Work
performed on a force account basis at the end of each day. These
records shall be prepared in triplicate by the Contractor and
shall be signed by both parties, one copy being retained by the
Contractor and one copy forwarded to the District.
k. In evidence of the costs of labor, equipment, and materials for
which payment is to be made under the force account order, the
Contractor shall provide the District a certified statement of
wages actually paid together with copies of supporting payrolls,
of equipment rental charges, and of bills for materials.
l. Payment for force account Work will be included in monthly progress
payments. District emergency projects that are to be paid for
entirely by the force account method will be constructed and paid
for under provisions set forth in the District’s “The Method and
Procedures of Payment for Emergency Work.” The project will then
PART 1 - GENERAL
22
be constructed and paid for in accordance to said directive in
lieu of Section G, 4c and 4e of this Part 1.
5. Materials and Labor Bills.
Before final payment is made to the Contractor, the Contractor shall
certify in writing to the District that all bills, for materials,
services, labor and equipment have been paid, and shall submit waivers
from Subcontractors and suppliers for unpaid amounts due them.
6. Payment on Cash Contracts.
a. During the progress of the Work, the District shall prepare a pay
application that will be submitted to the Contractor for review
within ten days after the first of each month. The pay application
shall be based on the District’s estimated quantity of completed
Work in place, unit bid prices, and any applicable Change Orders.
Upon agreement on the Work completed, the Contractor shall execute
the pay application and return to the District for authorization
and payment. The cost of critical materials and equipment received
by the Contractor with approval of the Director, of materials
procured in substantial quantities and major items of equipment
received and not scheduled to be incorporated in the construction
within thirty days from the date of the invoice, and of all other
materials and equipment actually incorporated in the construction
shall be considered as Work done or accomplished for the purpose
of invoicing or making monthly payments. The Contractor is
responsible for all equipment and materials so paid for in advance
before their incorporation in the Work. From the amount so
determined shall be deducted five percent of such amount and all
sums previously paid or properly retained under the Contract, and
the remainder certified for payment on account to the Contractor.
If the Director finds that satisfactory progress is being made in
the Work, the Director may, at his/her discretion, reduce the
amount to be retained to conform with the following schedule of
retention rates:
RANGE OF CONTRACT RETENTION RATE
For first $1,000,000 of Contract amount 5%
For all amounts in excess of $1,000,000 2½%
b. The total amount retained equals the sum of the amounts retained
within each range.
c. When all the Work provided for under this Contract is completed
in conformance with the Contract Documents and the project has
been accepted, a final cost estimate based on a final measurement
survey shall be made. The remainder shall be certified as any
appropriate charges, and deductions will be made and the amount
due to the Contractor, and on approval by the Director and on
certification by the Contractor that all bills for materials,
services, labor, equipment, and other items due or chargeable
under the Contract have been paid or waivers obtained, payments
PART 1 - GENERAL
23
shall be made to the Contractor who shall give a release from all
claims arising from the Contract.
d. After construction has begun, the first monthly payment to the
Contractor will include an amount for starting the project. This
lump sum amount will be paid for under Pay Item Mobilization.
e. The Contractor shall utilize a portion of the “Mobilization”
payment amount to make an “Advance Payment” to all Subcontractors
in the category of “Material/Supplies including Labor or
Installation” and/or “Service Provider/Installer” as listed on MSD
Form A of the Bid Proposal, and as confirmed by the District. This
Advance Payment amount represents a forward payment to the
Subcontractor in anticipation of starting the Work and does not
increase the total amount earned by or paid to each Subcontractor.
The administration and distribution of the Subcontractor Advance
Payment amounts shall be as follows:
1. Subcontractors in the category of “Material/Supplies
including Labor or Installation” and/or “Service
Provider/Installer” as listed on MSD Form A of the Bid
Proposal shall be eligible for receipt of the Advance Payment
prior to mobilization to the project site. This payment
amount shall be subject to the withholding of retainage.
2. Following Notice of Award, the agreed upon Advance Payment
amount shall be stated in the MBE/WBE Subcontractor/Vendor
Verification Form. The stated amount for each Subcontractor
shall not exceed 5% of the Subcontractor utilization amount
as stated in the Bid Proposal.
3. The Contractor shall make the Advance Payment to the
Subcontractor at least five (5) business days prior to the
Subcontractor’s scheduled mobilization date.
4. As the Subcontractor Work progresses, the Advance Payment
amount shall be deducted from the Subcontractor’s first
regularly scheduled invoice(s).
5. Mobilization does not include any de-mobilization and re-
mobilization should the work be delayed for reasons not
caused by the contractor. De-mobilization and re-
mobilization, at the request of the District, will be
negotiated at the time of the event. This negotiated cost
will be based on actual costs and applicable markups.
7. Taxes.
In accordance to Section 144.030 of the Missouri State Statutes, the
District will not pay Missouri State Sales Tax on material, machinery,
equipment, appliances, and devices used solely for the purpose of
preventing, abating, or monitoring water pollution. Missouri State
Statutes, Section 144.062, allows for a Sales Tax Exemption to
Contractors constructing, repairing, or remodeling facilities or
purchasing personal property and materials to be incorporated into and
PART 1 - GENERAL
24
consumed in the construction of projects for a tax exempt entity, such
as the District.
PART 2 - MATERIALS
25
PART 2 MATERIALS OF CONSTRUCTION
SECTION A INTRODUCTION.
This article sets forth requirements governing the quality of the various
materials specified for use in the construction.
Whenever in these specifications reference is made to the requirement of the
ASTM (American Society for Testing and Materials), AWWA (American Water Works
Association), ANSI (American National Standards Institute), AASHTO (American
Association of State Highway and Transportation Officials), or other specified
standard specifications, the current revision thereof shall be used.
SECTION B CONTROL OF MATERIALS.
1. Acceptance.
All materials shall be the best of their respective kinds, subject to
sampling, testing, and approval or rejection by the Director. Unless
otherwise specified, all materials incorporated into the Work shall be
new and unused in previous construction.
2. Sources of Supply.
The Contractor shall furnish to the District prior to starting Work a
complete list of the sources from which the Contractor proposed to obtain
materials, and shall notify the District prior to any change in the
source of such materials.
3. Sampling, Inspection and Testing.
a. The Contractor shall be responsible for the sampling, inspection,
and/or testing of all materials to be used in the Work in
accordance with the current standard methods of testing of the
ASTM, AWWA, ANSI, AASHTO, or other Specified Standard
Specifications. The cost of all testing is the responsibility of
the Contractor. The Contractor shall, upon request from the
District, furnish the District with an electronic copy of certified
reports from a reputable testing laboratory showing the results
of the test carried out on representative samples of materials
delivered and to be used in this project.
b. The District reserves the right to inspect materials to verify the
conformance with Shop Drawings.
4. Storage of Materials.
The Contractor shall provide such storage facilities and exercise such
measures as will ensure the preservation of the specified quality and
fitness of materials and equipment to be incorporated in the Work.
PART 2 - MATERIALS
26
5. Rejected Materials.
Materials and equipment not conforming to the Specifications, whether
in place or not, may be rejected. Rejected materials shall be removed
from the site of the Work. On failure of the Contractor to remove and
replace rejected material, the Director shall have authority to do so
and to deduct the cost thereof from any moneys due or to become due to
the Contractor. The payment of any estimate or of any retained
percentage shall not relieve the Contractor of any obligation to replace
and make good any rejected material.
SECTION C CONCRETE.
1. Portland Cement.
It shall conform to the requirements of Specifications for Portland
Cement, ASTM C150. Type II cement shall be used unless otherwise
specified.
2. Air-Entraining Admixtures for Concrete.
They shall conform to the requirements of the Specifications for Air-
Entraining Admixtures for Concrete, ASTM C260.
3. Aggregates for Concrete.
a. They shall conform to the requirements of Specifications for
Concrete Aggregates, ASTM C33, except as further specified herein.
b. Natural sand shall consist of clean, hard, durable, uncoated
grains. Mississippi and Missouri River sands or other sands
containing lignite are not acceptable for exposed Concrete.
Gravel shall be washed, hard, strong, durable pieces free from
thin, porous, elongated, or laminated particles. Crushed
limestone for coarse aggregate shall consist of uncoated particles
of sound, durable rock of uniform quality, without an excess of
flat, elongated, or laminated pieces. No surface, yellow, or soft
stone shall be permitted. The specific gravity of the stone shall
be not less than 2.56.
4. Water.
When used with cement in mortar or Concrete or for curing of Concrete
or for testing of structures for watertightness, the water shall be
potable.
5. Metal Reinforcement in Concrete.
a. Reinforcing bars shall conform to the requirements of the
Specifications for Rail-Steel and Axle-Steel Bars for Concrete
Reinforcement, ASTM A615 or A996.
b. Welded wire fabric or cold-drawn wire for concrete reinforcement
shall conform to the requirements of the Standard Specification
for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and
Deformed for Concrete, A1064, or the specifications for Steel
Welded Wire Reinforcement plain for Concrete, ASTM A185.
PART 2 - MATERIALS
27
c. Certified mill tests shall be furnished for all reinforcing steel,
as required by the Project Plans and Specifications.
SECTION D STEEL AND CASTINGS.
1. Structural Steel.
It shall conform to the requirements of the Specifications for General
Requirements for Rolled Structural Steel bars, plates, shapes, and sheet
piling, ASTM A6. The grades to be used will be specified in the Project
Plans and Specifications.
2. Steel Castings.
They shall conform to the requirements of the Specifications for Steel
Castings, Carbon, for General Application, ASTM A27. The grades to be
used will be specified in the Project Plans and Specifications.
3. Gray Iron Castings.
a. They shall conform to the requirements of the Specifications for
Gray Iron Castings, ASTM A48. All castings shall be clean and
free of scale, adhesions, or inclusions.
b. Gray Iron Castings for manhole or inlet frames and covers or
gratings shall be fabricated of Class 30B cast iron. Bearing
surfaces between manhole or inlet frames and covers or gratings
shall be such that the cover or grating shall seat in any position
onto the frame without rocking. Bearing surfaces for standard
manhole frames and covers shall be machined.
4. Ductile Iron Castings.
a. They shall conform to the requirements of Ductile Iron Castings,
ASTM A536. All castings shall be clean and free of scale,
adhesions, or inclusions.
b. Ductile Iron Castings for manhole or inlet frames and covers or
gratings shall be fabricated of Grade 80-55-06 ductile iron, unless
otherwise specified. Bearing surfaces between the manhole or
inlet frames and covers or gratins shall be such that the cover
or grating shall seat in any position onto the frame without
rocking. Bearing surfaces for standard manholes and frames and
covers shall be machined.
5. Watertight Type Castings.
a. Manhole Cover Seals
1. Material- The cover gaskets furnished shall be molded from
a high-quality rubber compound such as Nitrile, EPDM, or a
blend thereof. The rubber product shall have a minimum
tensile strength of 2000 psi with a hardness (durometer) of
60 + 5.
2. Gasket- It shall have a minimum thickness of 3.32 inches and
a splice used in fabrication shall have the strength such
PART 2 - MATERIALS
28
that it will withstand a 180-degree bend without visible
separation.
b. Manhole Frame Seals
1. Material - Internal – The sleeves and extensions shall have
a minimum thickness of 3/16 inches and shall be extruded or
molded from a high grade rubber compound conforming to the
applicable requirements of ASTM C923, with a minimum 1500
psi tensile strength, maximum 18% compression set and a
hardness (durometer) of 48 + 5. The bands for compressing
the sleeve against the manhole shall be fabricated from 16-
gauge stainless steel conforming to ASTM A420 Type 304, any
screws, bolts, or nuts used to secure this band shall be
stainless steel conforming to ASTM F593 and 594, Type 304.
The sleeve shall be either double or triple pleated with a
minimum unexpanded vertical height of 8-inches or 10-inches
respectively and be capable of vertical expansion of not
less than 2-inches when installed.
2. Material – External – The sleeves and extensions shall have
a minimum thickness of 2.5mm with a length sufficient to
envelope the frame, adjustment rings and manhole cone. The
material shall be a cross-linked high-density polyethylene
membrane complete with mastic; peel strength shall be a
minimum of 11 lbs. per inch per ASTM D-1000. Tensile strength
shall be 3,300 PSI per ASTM D-638. If heat shrink system,
the sleeve shall incorporate permanent heat indicators to
assure proper heating. External systems shall have an
approved marker inside the manhole to indicate the presence
of an external seal.
c. Watertight type castings for use in Sewer systems that at times
will operate under a pressurized condition shall be as specified
by the design engineer, and as approved by the District. These
materials will typically be anchored into a monolithic structure
and must be able to withstand the design pressure. SECTION E BRICK. 1. Sewer Brick.
a. All brick shall conform to the Specifications for Sewer Brick
(solid masonry units made from clay or shale) and shall conform
to the requirements of ASTM C32 for Grade SM. Brick compressive
strength, absorption, and saturation testing shall be performed
in compliance with ASTM C657. Sewer Brick shall have a minimum
compressive strength of 3,750 psi for individual brick and 5,000
psi for an average of 5 bricks. Maximum absorption, determined by
5-hour boil, shall be 15.0% for individual brick and 12.0% for an
average of 5 bricks. Bricks shall conform to the following
dimensions:
PART 2 - MATERIALS
29
SEWER BRICK DEPTH (Inches)
WIDTH (Inches)
LENGTH (Inches)
Standard Size 2¼ 3¾ 8
Allowable Variation ±¼ ±1/4 ±½
b. All brick shall be new and whole, of uniform standard size and
with substantially straight and parallel edges and square corners.
Bricks shall be of compact textures, burned hard entirely through,
tough, and strong, free from injurious cracks and flaws, and shall
have a clear ring when struck together. No soft or salmon brick
shall be used in any part of the Work. Brick shall be culled
after delivery and no culls shall be used.
c. The Contractor may be required to furnish the District with at
least five bricks which meet ASTM C32 or certification from the
manufacturer, at least one week before any bricks are delivered
for use. All brick shall be of the same quality as the accepted
samples.
2. Building Brick.
It shall conform to the requirements of the Specifications for Building
Brick (Solid Masonry Units Made from Clay or Shale), ASTM C62, Grade MW,
with dimensions as required in the Project Plans and Specifications.
3. Facing Brick.
It shall conform to the requirements of the Specifications for Facing
Brick (Solid Masonry Units Made from Clay or Shale), ASTM C216, Grade
MW, Type FBS, with dimensions as required in the Project Plans and
Specifications.
SECTION F PRECAST MANHOLES. 1. Reinforced Concrete Manholes.
Precast reinforced Concrete manholes shall conform to the standard
specifications for precast reinforced Concrete manhole sections, ASTM
C478 and the approved Standard Details of Sewer Construction. The
Portland cement used shall be Type II.
2. Manhole Cones.
Manhole cones shall be concentric and base sections shall have the base
riser section integral with the floor.
3. Manhole Steps.
Manhole steps shall be cast into the full depth of the wall section or
installed by an approved alternate method.
4. Connections.
Connections for inlet and outlet pipes shall be of an approved patented
compression type connection.
PART 2 - MATERIALS
30
5. Riser Sections.
The minimum inside diameter for inside drop manholes and all Sanitary
Sewers is 48”.
6. Grade Adjustment Rings.
Precast Reinforced Concrete (PRC), High Density Polyethylene (HDPE) and
Expanded Polypropylene (EPP) grade rings are allowable grade ring
materials, where accepted by local authorities and approved by the
engineer. The rings shall have minimum dimensions of 26.5” opening, 3”
height, and 8” width. Brick may be used where these minimum dimensions
cannot be held. No more than one grade ring shall be used per adjustment
unless the total height of adjustment is (6”) or greater; then a maximum
of two will be allowed as long as the total adjustment does not exceed
a maximum dimension of 18” from top of cone to top of frame. No metal
adjustment rings are allowed for new construction.
7. Overlay Adjustment Rings.
The use of metal adjusting rings will be allowed to adjust existing
structures under pavement to grade or to the overlay grade. The rings
shall be two pieces. A maximum of one ring will be allowed. The maximum
adjustment is 4 inches. Rings must be approved by the District prior to
use.
8. Waterproofing.
a. Damp-proofing. All sanitary and combined manholes not subject to
hydrostatic pressure shall be damp proofed on the external surface
of the structure. Materials to be used in damp-proofing shall be
as specified in Part 2, Materials, Section R, Damp-proofing and
Waterproofing Materials.
b. Waterproofing. Sanitary or combined manholes subject to
hydrostatic pressure shall be waterproofed on the exterior surface
of the structure. Materials to be used in waterproofing shall be
as specified in Part 2, Materials, Section R, Damp-proofing and
Waterproofing Materials.
SECTION G PIPE. 1. Sanitary and Combined Sewer Pipe.
For projects where it is intended to dedicate the Sewers to the District
for maintenance, or unless otherwise indicated on the Project Plans and
Specifications, the following types of pipe may be used for S anitary and
Combined Sewers:
a. Vitrified clay pipe. (VCP)
b. Reinforced Concrete pipe with type “B” joint, for Sewers -30 inch
and larger RCP).
c. Polyvinyl chloride pipe (PVC)
PART 2 - MATERIALS
31
d. Composite Sewer pipe (ABS and PVC)
e. Fiberglass pipe (RPM)
f. Corrugated Polypropylene Pipe (PP) Sanitary and Combined Sewers –
12 inch - 60 inch
2. Storm Water Sewer Pipe.
For projects where it is intended to dedicate the Sewers to the District
for maintenance, or unless otherwise indicated on the Project Plans and
Specifications, the following types of pipe may be used for Storm Water
Sewers:
a. Vitrified clay pipe – 12 inch and larger
b. Reinforced Concrete pipe – 12 inch and larger
c. Polyvinyl chloride pipe – 12 inch and larger
d. Fiberglass pipe (RPM) – 12 inch and larger
e. Corrugated Polypropylene Pipe (PP) Storm Sewers – 12 inch - 60
inch
f. Composite Sewer pipe (ABS and PVC) – 12 inch - 24 inch
3. Clay Pipe and Fittings.
They shall be of the best quality of hard-burned vitrified clay pipe,
meeting the latest requirements of the Standard Specifications for Clay
Pipe, Extra-Strength ASTM C700. Extra strength pipe shall be used.
4. Reinforced Concrete Pipe.
a. It shall be precast and shall conform to the requirements of the
Specifications for Reinforced Concrete Culvert, Storm Drain and
Sewer Pipe, ASTM C76(Storm Only) or C655 (Storm Only) or C361,with
shell thickness designated “Wall B or C” and with Circular
Reinforcement in Circular Pipe or to the requirements of Reinforced
Concrete Elliptical Culvert Storm Drain and Sewer Pipe ASTM
C507(Storm Only), or ASTM C361. Strength class or classes shall
be Class III or as required by the Project Plans and
Specifications. The interior surfaces of the pipe shall be a
smooth true cylindrical surface free from undulations or
corrugations. No lifting holes will be allowed for Sanitary and
Combined Sewers. Lifting holes when allowed for storm pipe, shall
be cast in the wall of the pipe to receive a pre-cast truncated
conical Concrete plug of such sizes as will allow 1/8 inch
cementing material on the sides of the joining surfaces of the
plug and will fill at least 50% of the lifting hole depth. Coal
and lignite shall have a maximum of 0.25 percent by weight of the
fine aggregates. Cement shall meet all the requirements of the
Specifications for Portland Cement, ASTM C150, Type II. Cut pipe
for curved alignments shall be of uniform cut and length along the
same curve, and otherwise meet the same requirements as for
straight pipe.
PART 2 - MATERIALS
32
b. The shape, dimensions, and tolerance of the bell and spigot or
tongue and groove ends of the pipe shall meet all requirements of
the Specifications for joints for Concrete pipe, ASTM C443 (Storm
Only) or ASTM C361, and be subject to the approval of the Director.
c. All Reinforced Concrete Pipe (RCP) allowed by the District shall
be manufactured in accordance with American Concrete Pipe
Association (ACPA) QCAST certification requirements or National
Precast Concrete Association (NPCA) “NPCA Quality Control Manual,”
including compliance with QCM-001, Chapter 6, Revision 4 dated 06-
01-17. RCP manufacturers shall demonstrate that the RCP is in full
compliance with one of the certification requirements above,
unless otherwise approved by the Director.
5. Ductile Iron Pipe.
a. Ductile iron pipe shall conform to the requirements of American
National Standard Specifications for Ductile Iron Pipe
Centrifugally Cast In Metal Molds or Sand lined Molds for Water
and Other Liquids, ANSI A21.51 (AWWA C151) with the thickness
class given by the Project Plans and Specifications.
b. Approved, restrained gasketed slip-type joints shall be used on
the ductile iron pipe unless otherwise noted in the Project Plans
and Specifications.
c. Fitting shall conform to the Specifications for Cast Iron
Fittings, 2 inch through 48 inches, for water or other liquid,
ANSI A21.10 (AWWA C 110).
d. The minimum thickness class shall be class 52 unless otherwise
designated on the Project Plans and Specifications.
e. The pipe shall be encased in black polyethylene meeting the
requirements specified in ANSI/AWWA A21.5/C105, “Polyethylene
Encasement for Ductile Iron Piping for Water and Other Liquids.”
f. The pipe shall be lined with PROTECTO 401 Ceramic Epoxy as
manufactured by Induron Protective Coatings or approved equal. The
ceramic epoxy shall be applied to the inside surface of the pipe
in accordance with the manufacturer’s Specification for lining
ductile iron pipe.
6. Polyvinyl Chloride Pipe.
a. It shall conform to the requirements of ASTM D3034 Standard
Specifications for the PSM Polyvinyl Chloride (PVC) Sewer Pipe and
Fittings, SDR35 and Polyvinyl Chloride (PVC) Large Diameter
Plastic Gravity Sewer Pipe and Fittings, ASTM F679. PVC pipe
conforming to ASTM F794 “Poly (Vinyl Chloride) (PVC) Profile
Gravity Sewer Pipe and Fittings Based on Controlled Inside
Diameter” open profile (OP) only and to ASTM F1803 “Closed Profile
Gravity Pipe and Fittings Based on Controlled Inside Diameter”
also ASTM F-949 “Standard Specification for poly (vinyl chloride)
(PVC) corrugated Sewer pipes with smooth interior and fittings”
will be allowed. All pipes shall be Series 46 with a minimum
PART 2 - MATERIALS
33
waterway wall of 0.095”. Fittings for PVC pipe shall be of the
same material and strength requirements as the Sewer, as well as
monolithic in construction, unless approved by the Engineer. Care
shall be taken to assure that no PVC pipe be installed to remain
exposed to sunlight or any other conditions that may allow it to
deteriorate.
b. Initial Backfill shall be a minimum of 6 inches above the top of
pipe as shown in the Standard Details of Sewer Construction.
7. Composite Sewer Pipe.
It shall conform to the requirements of ASTM D2680 Standard Specification
for Acrylonitrile-Butadiene-Styrene (ABS) and Polyvinyl Chloride (PVC)
Composite Sewer Piping.
8. Force Main Pipe.
a. For Polyvinyl Chloride (PVC)
It shall conform to the requirements of AWWA C900 for Polyvinyl
Chloride (PVC) Pressure Pipe, or AWWA C909 for Molecularly Oriented
Polyvinyl Chloride (PVCO) Pressure Pipe 4-inch through 12-inch,
or AWWA C905 for 14-inch through 48-inch, with approved joint.
Pipe sizes 3-inch or less shall conform to ASTM D2241 (SDR21) with
integral bell and gasket joint design meeting the requirements of
ASTM D3139 and F477. The minimum pressure class shall be PC 150
unless otherwise designated on the Project Plans and
Specifications.
b. For High Density Polyethylene (HDPE)
It shall conform to AWWA C-906 for pipe and fittings 4 inch – 63
inches, or for less than 3 inches in diameter AWWA C-901. Unless
otherwise designated on the Project Plans and Specifications the
minimum working pressure rating shall be 150 psi.
c. For Ductile Iron
It shall conform to the requirements Ductile iron pipe Class 52
ANSI A-21.51 (AWWA C-151). Push-on and mechanical joints shall
conform to AWWA C111 (ANSI A21.11). Provide gasket composition
suitable for exposure to sanitary sewage. Flanged joints shall
conform to AWWA C115 (ANSI A21.15). Component flanges shall be
rated for a working pressure of 250 psi or greater. Fittings
shall be Ductile Iron and manufactured in accordance with AWWA
C110 C153 Class 250. All ductile iron pipe, joints, and fittings
shall be lined with Protecto 401TM in accordance with
Specifications provided by Protecto 401 Ceramic Epoxy Company. All
pipe intended for below grade installation shall have the exterior
coated with a bituminous material as specified in AWWA C151,
approximately one (1) mil thick. All buried pipe and appurtenances
(fittings, valves, etc.) shall be encased with a black polyethylene
encasement in accordance with AWWA C105 (ANSI A21.5). All pipe
intended for above grade installation shall be painted according
to project technical specifications.
PART 2 - MATERIALS
34
d. For Fiberglass
1. Pipe for Force Main applications shall conform to the
requirements of ASTM D3754 for “Fiberglass” (Glass-Fiber-
Reinforced Thermosetting-Resin) Sewer and Industrial and in
accordance with AWWA C950 Fiberglass Pressure Pipe.”
2. Fiberglass Pipe design shall conform to AWWA M45 Fiberglass
Pipe Design for the size and class proposed. The minimum
pipe stiffness shall be class PS46 (psi) for pipe diameters
< 60-Inch and class PS72 (psi) for pipe diameters 60-
Inch and greater when tested in accordance with ASTM
D2412.
3. Fittings for Force Main installations shall conform to ASTM
D5685.
4. Pipe for Force Main installations shall be installed in
accordance with AWWA M45.
9. Cured-In-Place Pipe (CIPP).
It shall conform to the requirements of ASTM F1216 “Standard Practice
for Rehabilitation of Existing Pipelines and Conduits by the Inversion
and Curing of a Resin Impregnated Tube” or F1743 “Rehabilitation of
Existing Pipelines and Conduits by Pulled in Place Installation of Cured-
In-Place Thermosetting Resin Pipe (CIPP).” The design thickness shall
be as approved by the Director.
10. Fiberglass Pipe.
a. Pipe for gravity Sewer application shall conform to the
requirements of ASTM D3262 for “Fiberglass” (Glass-Fiber-
Reinforced Thermosetting-Resin) Sewer Pipe.
b. Fiberglass Pipe design shall conform to AWWA M45 Fiberglass Pipe
Design for the size and class proposed. The minimum pipe stiffness
shall be class PS46 (psi) for pipe diameters < 60-Inch and class
PS72 (psi) for pipe diameters 60-Inch and greater when tested in
accordance with ASTM D2412.
c. Fittings for gravity Sewer installations shall conform to ASTM
D3840.
d. Pipe for gravity Sewer installations shall be installed in
accordance with AWWA M45.
11. Other Types of Pipe.
The Director may consider for approval, a written request by the
Contractor to use other types of pipe. Special Bedding requirements may
be required if other types of pipe are approved.
12. Corrugated Polypropylene Pipe.
a. For use in Sanitary and Combined Sewers 12 to 60 inches in diameter
it shall conform to the requirements of ASTM F2764 “Standard
PART 2 - MATERIALS
35
Specification for 6 to 60 in. Polypropylene (PP) Corrugated Double
and Triple Wall Pipe and Fittings for Non- Pressure Sanitary Sewer
Applications.” Pipe shall have a minimum stiffness of 46 psi when
tested in accordance with ASTM D2412.
b. For use in Storm Sewers 12 to 30 inches in diameter it shall
conform to the requirements of ASTM F2881 “Standard Specification
for 12 to 60 in. Polypropylene (PP) Dual Wall Pipe and Fittings
for Non-Pressure Storm Sewer Applications;” or ASTM F2764
“Standard Specification for 6 to 60 in. Polypropylene (PP)
Corrugated Double and Triple Wall Pipe Fittings for Non-Pressure
Sanitary Sewer Applications;” or for use in Storm Sewers 36 to 60
inches in diameter it shall conform to the requirements of ASTM
F2764 “Standard Specification for 6 to 60 in. Polypropylene (PP)
Corrugated Double and Triple Wall Pipe Fittings for Non-Pressure
Sanitary Sewer Applications.” Pipe shall have a minimum stiffness
of 46 psi when tested in accordance with ASTM D2412.
c. Initial Backfill shall be a minimum of 6 inches above the top of
pipe as shown in the Standard Details of Sewer Construction.
13. Pipe for Pipe Bursting.
a. Fusible Polyvinyl Chloride (FPVC).
All fusible polyvinyl chloride (FPVC) piping shall be made from a
PVC compound conforming to cell classification 12454 per ASTM
D1784. It shall dimensionally conform to ASTM D3034. The standard
outside diameter shall conform to the iron pipe size (IPS) or
ductile iron pipe size (DIPS) system.
b. Restrained-Joint Polyvinyl Chloride (PVC) Pipe.
Restrained-joint PVC piping shall be made from a PVC compound
conforming to cell classification 12454 per ASTM D1784. It shall
dimensionally conform to ASTM D2241.
c. Polyethylene (PE) Pipe.
Polyethylene plastic pipe shall be high density polyethylene pipe
(HDPE) and shall meet the applicable requirements of ASTM F714
“Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside
Diameter”, and ASTM D3350. The standard outside diameter shall
conform to the iron pipe size (IPS) OR ductile iron pipe (DIPS)
system. The interior color shall be white, light gray or other
color approved by the Director for television inspection.
SECTION H JOINTS. 1. Joint Selection.
a. The type of joint or jointing material to be used shall be
compatible with the specified pipe material as follows:
SANITARY AND COMBINED SEWERS Type Joint
Vitrified Clay Pipe (VCP) C
PART 2 - MATERIALS
36
Reinforced Concrete (RCP) – Larger than 27
inches
B
Polyvinyl Chloride (PVC) D
Composite Sewer Pipe (ABS and PVC) E and D
Fiberglass Pipe (RPM) F
Corrugated Polypropylene (PP) D
STORM WATER SEWERS Type Joint
Vitrified Clay Pipe (VCP) – 12 inch and
larger
C
Reinforced Concrete (RCP) – 12 inch and
larger
A or B
Polyvinyl Chloride (PVC) D
Composite Sewer Pipe (ABS and PVC) E and D
Fiberglass Pipe (RPM) F
Corrugated Polypropylene Pipe (PP) D
b. Contractor shall provide test results and/or certification from
manufacturer of the specified pipe and joint to ensure that the
specified type, design, material, and resiliency meet the approved
Project Plans and Specifications. This shall be submitted to the
Director for review and approval before it may be used.
c. All pipes shall be so handled and stored that the jointing parts
and the jointing materials will not deteriorate or be damaged. No
joint shall be made under water. The bell, socket, or groove, and
the spigot or tongue shall be clean and dry before preparing the
joint for laying, and the prepared joint shall be kept clean and
dry before and during laying and jointing the pipe. In cold
weather, suitable measures must be taken to attain proper adhesion
and workability of the jointing material and to ensure a
satisfactory joint. All Work shall be done in an approved manner
by skilled workers so that the completed Sewer shall have a
continuous smooth uniform invert and interior surface. Care shall
be used during laying and jointing of a pipe to avoid disturbing
or damaging previously laid pipes and joints.
2. Type A Joints.
When used with Concrete pipes, they shall be approved compression-type
joints and shall conform to the requirements of the Specifications for
joints for Circular Concrete Sewer and Culvert Pipe, using Flexible,
Watertight, Rubber-type Gaskets ASTM C361. Band-type gaskets depending
entirely on cement for adhesion and resistance to displacement during
jointing shall not be used.
3. Type B Joints.
When used with Concrete pipes, they shall be approved compression-type
joints and shall conform to the requirements of the Specifications for
joints for Circular Concrete Sewer and Culvert Pipe, using Flexible,
Watertight, Rubber-type Gaskets ASTM C361 with a 25-foot head. Band-
PART 2 - MATERIALS
37
type gaskets depending entirely on cement for adhesion and resistance
to displacement during jointing shall not be used.
a. When used with Concrete pipes, they shall be approved compression-
type joints and shall conform to the requirements of the Standard
Specifications for Reinforced Concrete Low-Head Pressure Pipe ASTM
C361 with 25-foot head.
b. For pipes 48 inches in diameter and smaller, all gaskets shall be
confined in an annular space formed by shoulders on the bell and
spigot or in a groove in the spigot of the pipe so that movement
of the pipe or hydrostatic or hydrodynamic pressure cannot displace
the gasket.
c. For pipes larger than 48 inches in diameter, all gaskets shall be
confined in a groove in the spigot of the pipe so that movement
of the pipe or hydrostatic or hydrodynamic pressure cannot displace
the gasket.
d. When the joint is assembled, the gasket shall be compressed to
form a watertight seal.
e. Single offset joints without shoulders on the bell and spigot will
not be allowed for Sanitary Sewers.
f. For Sewers constructed in designated flood plains, in areas with
high groundwater, in areas with unsuitable Subgrade, or as
directed, the pipe joint shall have an external wrapped full
perimeter seal. These seals shall conform to ASTM C877 Standard
Specification for External Sealing Bands for Concrete Pipe,
Manholes, and Precast Box Sections. Band-type gaskets depending
entirely on cement for adhesion and resistance to displacement
during jointing will not be used.
4. Type C Joints.
When used with vitrified clay pipes, they shall be approved factory-
molded compression type joints using resilient materials. They shall
conform to the requirements of the Specification for Vitrified Clay Pipe
joints using materials having Resilient Properties, ASTM C425.
5. Type D Joints.
When used with PVC, HDPE, and PP pipes and they shall be elastomeric
gasket joints providing a watertight seal. They shall conform to the
requirements of the Specification for joints for Drain and Sewer Plastic
Pipes and Fittings Using Flexible Elastomeric Seals, ASTM D3212. Type D
Joints shall also apply to all PP pipes.
6. Type E Joints.
When used with composite ABS pipes, they shall be solvent cemented
providing a watertight seal. They shall conform to the requirements of
the for joints under ASTM D2680, Standard Specification for
Acrylonitrile-Butadiene-Styrene (ABS) Composite Sewer Piping.
7. Type F Joints.
PART 2 - MATERIALS
38
When used with fiberglass pipes, they shall be elastomeric gasket joints
providing a watertight seal. They shall conform to the requirements of
ASTM D4161.
8. Other Type Joints.
The Director may consider for approval, a written request by the
Contractor to use other types, materials, methods, or kinds of joints.
9. Lubricants for Prefabricated Pipe Gaskets.
The material to be used as a lubricant in jointing pipes or fittings
fitted with flexible, watertight, rubber-type gaskets, either factory
or job-applied shall be compatible with the material of the gaskets and
as recommended by the manufacturer.
10. Primers and Adhesives.
The material to be used as a primer or adhesive for jointing materials
or for prefabricated gaskets shall be compatible with the material of
the gasket or jointing materials. Adhesives used to fasten flexible
rubber or rubber-type gaskets shall conform to the requirements of the
manufacturer of the gaskets. All primers and solvents used with (ABS)
Composite Sewer Pipe shall conform to the Standard Specification ASTM
D2235 for Solvent Cement for ABS Plastic Pipe and Fittings and shall be
applied as recommended by the manufacturer.
11. Adapters and Couplings.
a. At the direction of the District, a connection of Sanitary Sewer
pipe (4-inch through 15-inch) of dissimilar material or of
different sizes or for the repair of Sanitary Sewer pipes of
similar materials may be made by means of an approved connector
or adapter of the compression or mechanical seal type.
b. The connector or adapter shall conform to ASTM C1173, shall be
manufactured of an approved pre-formed elastomeric material, 50
Shore A durometer per ASTM D2240, with 300 series stainless steel
shear band, conforming to ASTM A240. The connector or adapter
shall be tightened around the connecting pipes by use of 300 series
stainless steel nuts, bolts, and clamps.
c. The compression joint connector or adapter and clamps shall be
installed as recommended and specified by the manufacturer. Each
connector and adapter shall bear the manufacturer’s name and
required markings.
d. The connector or adapter shall not be backfilled with Concrete,
flowable fill, or other cement-containing materials in direct
contact with the connector or adapter.
SECTION I PRECAST CONCRETE BOX CULVERTS. 1. Requirements.
PART 2 - MATERIALS
39
Precast Concrete box sections will be considered and may be approved as
an alternate by the Director for designed box Culverts. As a minimum,
they shall meet the requirements of ASTM C1433 Standard Specifications
for “Precast Reinforced Concrete Box Sections for Culverts, Storm
Drains, and Sewers” The specific box section and type of joint shall be
as approved by the Director.
SECTION J INLET STONES, SILLS, AND BLOCKS. 1. Inlet Stones, Sills, and Blocks and Other Pre-Cast Units
Inlet stones, sills, and blocks and other pre-cast units shall be made
to the dimensions and with the reinforcement as shown in the Standard
Details of Sewer Construction, and in accordance with these
specifications. They shall be made of 5,000 psi air-entrained Concrete
and cast in one operation. Immediately after casting, the Concrete next
to the forms shall be thoroughly spaded and the whole thoroughly
compacted by tamping or vibrating in order to provide dense Concrete
with uniform surfaces free from honeycombing. All inlet stones, sills,
blocks, and covers shall have a minimum of a six-sack mix to include an
additional admixture of EMSAC F-100T Micro Silicas or an approved
equivalent. The admixture shall have a minimum weight of 10% of the
total weight of cement. Care shall be taken not to disturb the
reinforcement. All efforts shall be made to ensure the highest degree
of density in an effort to obtain maximum durability of the finished
Concrete units against weathering and attack from sodium chloride.
Acceptable additives may be required.
2. Top Surface of Inlet Stones
The top surface of inlet stones shall be cast against patterned steel
forms to achieve an approved non-skid surface and the upper surfaces of
inlet sills shall be steel-troweled or cast against steel forms. All
Concrete inlet covers, for inlet stones, shall have a minimum of 3 lbs.
of “Fiber mesh” (synthetic fibers), per cubic yard, for reinforcement.
Each inlet stone, sill, and block shall be lifted, moved, and set into
place on the finished Concrete or brickwork on a solid bed of mortar,
and in such manner as not to injure the stone or brick masonry. Concrete
castings which are damaged in moving will be rejected and shall be
removed from the site of the Work.
SECTION K MATERIALS FOR SEWER BEDDING, BACKFILL, AND SUBGRADE REPLACEMENT. 1. Requirements.
All stone or crushed limestone shall be sound, durable, and free from
cracks and other structural defects that would cause it to deteriorate.
It shall not contain any soapstone, shale, or other material easily
disintegrated. 2. Designation: MSD 1 – Bedding.
For Pipes 27 inches in diameter and smaller, and all flexible pipes of
any diameter Bedding shall meet the following gradation except as noted
in the details:
PART 2 - MATERIALS
40
MSD 1 – BEDDING (% by Weight Passing)
Sieve Maximum Minimum
1 inch 100 100
¾ inch 100 90
½ inch 60 35
# 100 10 0
3. Designation: MSD 2 – Bedding.
For rigid Pipes 30 inches in diameter and larger, Bedding shall meet the
following gradation:
MSD 2 – BEDDING (% by Weight Passing)
Sieve Maximum Minimum
2 inches 100 100
1 ½ inch 100 75
1 inch 90 50
¾ inch 80 35
½ inch 55 15
# 100 10 0
4. Designation: MSD 3 – Backfill.
Crushed limestone and screening to be used for Backfill shall be 3/4-
inch minus.
5. Designation: MSD 4 – Subgrade Replacement.
Crushed limestone and screenings to be used for Subgrade replacement
shall be crusher-run, 2½ inch maximum size (95% to 100% passing a 2½
inch screen) graded to allow satisfactory compaction.
MSD 4 – SUBGRADE REPLACEMENT (% by Weight Passing)
Sieve Maximum Minimum
2½ inch 0 100
2 inches 100 90
1 inch 90 60
½ inch 65 35
#4 40 20
#16 35 5
#200 12 4
6. Designation: MSD 5 – Rock Blanket.
MSD 5 – ROCK BLANKET (% by Weight Passing)
Sieve Maximum Minimum
14 inches 100 100
12 inches 90 70
6 inches 30 10
½ inch 5 0
PART 2 - MATERIALS
41
7. Designation: MSD 6 – Gabion Rock.
Well-graded hard durable limestone shall be 10-inch maximum size (95%
to 100% passing a 10-inch screen) and a 4-inch minimum size.
MSD 6 – Gabion Rock (% by Weight Passing)
Sieve Maximum Minimum
10 inches 100 95
8 inches 75 50
6 inches 50 25
6 inches 50 25
8. Designation: MSD 7 – Light Stone Revetment.
Light stone revetment rock shall be at least 75% equal to or larger than
10-inch, at least 95% greater than 6-inch. The maximum stone size shall
be 14 inches.
9. Designation: MSD 8 – Heavy Stone Revetment.
Heavy stone revetment rock shall be at least 60% equal to or greater
than 12-inch, at least 95% greater than 10-inch. The maximum stone size
shall be 16 inches.
SECTION L GEOTEXTILE FABRIC. 1. Designation: Type 1.
Fabric for use under rock blanket, loosely placed rock, rip rap,
articulated Concrete revetment. Fabric for use under loosely placed
rock, rock blankets, rip rap, and articulated Concrete revetment shall
consist of needle-punched, nonwoven polypropylene fibers.
Minimum Average Roll Values (MARV)
Mechanical Properties
Grab Tensile Strength ASTM D4632 300 Lbs.
Grab Tensile Elongation ASTM D4632 50%
Trapezoid Tear Strength ASTM D4533 115 Lbs.
Mullen Burst Strength ASTM D3786 580 psi
Puncture Strength ASTM D4833 175 Lbs.
UV Resistance After 500 Hrs. ASTM D4355 70% Strength
(MARV)
Hydraulic Properties
Apparent Opening Size ASTM D4751 100 U.S. Sieve
Permittivity ASTM D4491 0.8/SEC
2. Designation: Type 2.
Fabric for use around the sides and top of precast reinforced Concrete
box joints shall be needle punched nonwoven polypropylene fibers.
PART 2 - MATERIALS
42
(MARV)
Mechanical Properties
Grab Tensile Strength ASTM D4632 200 Lbs.
Grab Tensile Elongation ASTM D4632 50%
Trapezoid Tear Strength ASTM D4533 80 Lbs.
Mullen Burst Strength ASTM D3786 350 psi
Puncture Strength ASTM D4833 105 Lbs.
UV Resistance After 500 Hrs. ASTM D4355 70% Strength
(MARV)
Hydraulic Properties
Apparent Opening Size ASTM D4751 100 U.S. Sieve
Permittivity ASTM D4491 1.2/SEC
3. Designation: Type 3.
Fabric for pipe Bedding stabilization shall consist of woven,
polypropylene yarns, and shall be wrapped around aggregate Subgrade
below pipe.
(MARV)
Mechanical Properties
Wide Width Tensile Strength (Ultimate) 400 Lb./In.
ASTM D4632
Grab Tensile Elongation ASTM D4632 12%
Trapezoid Tear Strength ASTM D4533 180 Lbs.
Mullen Burst Strength ASTM D3786 1200 psi
Puncture Strength ASTM D4833 160 Lbs.
UV Resistance After 500 Hrs. ASTM D4355 70% Strength
(MARV)
Hydraulic Properties
Apparent Opening Size ASTM D4751 30 U.S. Sieve
Permittivity ASTM D4491 0.40/SEC
4. Designation: Type 4.
Fabric for around combination of aggregate and perforated pipe, or for
behind modular Concrete block walls shall be needle punched nonwoven
polypropylene fibers.
(MARV)
Mechanical Properties
Grab Tensile Strength ASTM D4632 120 Lbs.
Grab Tensile Elongation ASTM D4632 50%
Trapezoid Tear Strength ASTM D4533 50 Lbs.
Mullen Burst Strength ASTM D3786 230 psi
Puncture Strength ASTM D4833 65 Lbs.
UV Resistance After 500 Hrs. ASTM D4355 70% Strength
(MARV)
Hydraulic Properties
PART 2 - MATERIALS
43
Apparent Opening Size ASTM D4751 70 U.S. Sieve
Permittivity ASTM D4491 1.5/SEC
Section M DAMP-PROOFING AND WATERPROOFING MATERIALS.
1. Damp-proofing materials shall conform to the following:
a. Asphalt damp-proofing products conforming to ASTM D449 Type I and
primer conforming to ASTM D41. Application shall be in accordance
with manufacturer specifications.
b. Coal-tar pitch-based damp-proofing products conforming to ASTM
D450 Type I and a primer conforming to ASTM D43. Application shall
be in accordance with manufacturer specifications.
c. Emulsified asphalt damp-proofing products conforming to ASTM
D1227, Type 2, Class I, ASTM D1227 Type 3, Class I, or ASTM D1187,
Type 1 and a manufacturer-approved primer. Application shall be
in accordance with manufacturer specifications.
d. Elastomeric coating products certified by manufacturer for
external application as a damp-proofing coating for buried
Concrete structures. Application shall be in accordance with
manufacturer specifications.
e. The damp-proofing product shall be submitted for review and
approval by the Director.
2. Waterproofing materials shall conform to the following:
a. The waterproofing system shall conform to the hydrostatic pressure
requirements of the Specifications in accordance with ASTM D5385.
The system shall be compatible with curing compounds, form release
coatings, or admixtures in the Concrete that could interfere with
adhesion. Proprietary systems shall be applied in conformance
with recommendations and detailed instructions of the materials
manufacturer. The system shall include protection of the barrier
during backfilling.
b. Waterproofing admixtures which prevent passage of water in the
cured structure at the designated hydrostatic head may be used.
The admixture manufacturer shall certify that the product is
suitable for the intended use.
c. The waterproofing method shall be submitted for review and approval
by the Director.
PART 3 - EXCAVATION
44
PART 3 EXCAVATION
SECTION A GENERAL. 1. Type.
The Contractor shall make all excavations required for constructing all
Sewers, Channels, and appurtenant structures as required by the Project
Plans and Specifications. Except where otherwise required by the Project
Plans and Specifications, or as ordered in writing by the Director, all
excavations shall be in open cut to the specified widths and depths.
2. Protection.
The Contractor shall be responsible for the conditions of all excavations
made by the Contractor and shall properly and adequately protect the
excavation from caving or sliding. All slides and cave-ins shall be
handled, removed, or corrected by the Contractor without extra
compensation at whatever time and under whatever circumstances they may
occur. To confirm the existence or change in classified excavation,
groundwater, or the location of underground obstructions and conditions,
the Director may require a reasonable number of test pits to be dug by
the Contractor along the lines of the Sewer or Channel, as shown on the
Drawings, in advance of the excavation. No additional payment will be
made for this Work unless the test pits are in a paved area or the number
of test pits should exceed one (1) test pit per Reach of new Sewer.
SECTION B CLASSIFICATION. 1. Excavation Classes.
There shall be three classes of excavation:
Class A: Any material in original beds, or well-defined ledges such as
solid limestone, hard sandstone, or hard shales. Also, any material
where each piece is more than one cubic yard in volume such as large
boulders, detached pieces of limestone, hard sandstone, or mass
Concrete.
Class B: Densely packed materials such as most shales, soft sandstone,
or rubble. Also, detached pieces of material each being more than one
cubic foot in volume such as broken Concrete or rock. If the Contractor
chooses and is permitted to use drilling, blasting, or wedging for the
removal of Class B material, such material will be measured and
classified as Class B and not Class A.
Class C: All materials not included in Class A and Class B excavation.
PART 3 - EXCAVATION
45
2. Record of Excavation Materials.
The class of excavation, with its location and dimensions, shall be
recorded in the Director’s record of the Work. The results of borings
are shown on the Project Plans for information only, and without any
expressed or implied agreement or guarantee that depths or character of
materials are correctly shown, or that conditions affecting the Work
will not differ from those shown on the Project Plans and Specifications.
If the Contractor desires to make his/her own investigations and borings,
and so requests in due time, the District will provide the necessary
access to the site.
SECTION C CLEARING.
This Work shall consist of removal, grubbing, and disposing of all vegetation
such as trees, bushes, shrubs, plants, vines, brush, weeds, and sod necessary
for the construction of the project, as well as, removing and properly
disposing of all trash and railroad ties. As indicated on the Project Plans
and Specifications, specific trees, shrubs, or plants may be required to be
removed and properly disposed of or left in place and protected. If trimming
of trees is required to accommodate equipment, it shall be done prior to
starting excavation.
SECTION D WORK INCLUDED IN EXCAVATION. 1. General.
All of the following items are included in excavation unless otherwise
directed or provided by the Project Plans and Specifications:
a. The removing of all surface obstructions in streets, alleys,
rights-of-way Easements, Temporary Construction Easements, and
public places
b. The making of all necessary excavations
c. The providing of all necessary clearing
d. The furnishing and installing of all shoring and bracing as
necessary or directed
e. The pumping and bailing to keep trenches free of water during pipe
laying and jointing, and thereafter until each joint, mortar, or
Concrete is set
f. The providing for uninterrupted surface water flow during Work
progress
g. The providing for by-pass pumping and properly disposing of flows
from Sewers, storm drains, creeks, or other sources
h. The protecting of all pipes, conduits, Culverts, tracks, Utility
poles, wires, fences, buildings, trees shown to be protected and
other public and private property adjacent to or in the line of
work.
PART 3 - EXCAVATION
46
i. The removing of all shoring and bracing not ordered or required
to be left in place
j. The hauling away and disposing of all excavated or disturbed
materials within the “working room” limits not necessary or else
unsuitable for backfilling purposes
k. Backfilling and jetting, except where granular fill, compacted
backfill, or flowable fill is required by the Project Plans and
Specifications.
SECTION E UNUSUAL EXCAVATION CONDITIONS. 1. Extra Payment Requests.
The Contractor may make detailed requests of the Director in writing for
extra payment to the Contractor by the District for additional costs
involved in fulfilling the Contract because of the following unusual
conditions if these are not covered by pay items in the Contract:
a. Unusual infiltration of groundwater into the trench or shaft
requiring the use of well-points or other special dewatering
methods, if considered necessary and ordered by the Director.
b. Necessity for using sheet piling, if considered necessary and
ordered by the Director.
c. Other unforeseeable, special, or unusual construction required to
protect life and property when ordered by the Director.
2. Written Request for Special Items.
Before the Contractor incorporates any of the above special items of
work for which the Contractor expects reimbursement, the Contractor
shall make a written request to the Director and receive written approval
of the use of such special methods, which are defined above. Such
request to the Director shall include a detailed statement of the
additional costs involved.
SECTION F OPEN CUT EXCAVATION. 1. Alternative Methods of Excavation.
Unless otherwise shown on the Project Plans and Specifications, all
excavation for construction of Sewers, Channels, and their appurtenant
structures, shall be in open cut from the surface. Unless otherwise
shown on the Project Plans, tunneling, Stanking, boring, or jacking,
will be allowed only on permission of the Director, with the requirement
that a complete record thereof shall be kept in the project records.
2. Underground Structures, Pipe Lines, or Utilities.
a. The Contractor shall proceed with caution in any excavation and
shall use every means to determine the exact location of
underground structures, pipe lines, conduits, etc., prior to
excavation in the immediate vicinity thereof. When there is reason
to believe that a Utility conflict may exist, the Contractor shall
PART 3 - EXCAVATION
47
determine the plan and elevation location of the suspected Utility
in conflict prior to commencing Work on Reaches adjacent to the
Reach in which the Utility conflict may occur. This will enable
the Director to evaluate field adjusting lines or grade to avoid
potential conflicts. This field verification of Utility locations
shall be accomplished at no additional cost to the District.
b. If a gas main is cast iron, and is located within an area that is
a horizontal distance of three feet from either side of the bottom
of a standard trench Payline Limit width and an extension up at a
1:1 slope to the ground surface, it shall be relined or replaced
by others at the District’s expense. The Contractor shall verify
the location and material composition of existing gas mains located
within these limits. Spire, Inc. shall be contacted by the
Contractor to determine the requirements for the gas main relining
or replacement, if necessary.
c. If the Contractor excavates beyond the area defined above and
causes the need to replace or reline an existing cast iron gas
main, all cost for such work shall be the responsibility of the
Contractor and no additional compensation will be allowed.
d. It shall be the Contractor's responsibility to locate all service
laterals not shown on the Project Plans and to verify the location
of the existing service laterals which have been shown on the
Project Plans. The Contractor shall reconnect all existing service
laterals. No separate payment will be made for locating or
verifying the location of existing service laterals which are shown
on the project plans.
e. It is not the intent to reconnect any inactive service laterals to
the new Sewer. The Contractor shall be responsible for determining
if a service lateral is either active or inactive. No separate
payment shall be made for this work.
f. All existing lateral pipes which are to be disconnected shall be
plugged. No separate payment will be made.
g. The Contractor shall obtain and complete a "no cost" reconnection
permit for each Sanitary Sewer lateral reconnection from the
District's Permit Section.
h. Failure to obtain a "no cost" reconnection permit will result in
a non-payment for the wye until a permit is obtained.
3. Utilities.
a. Whenever it becomes necessary to perform any work on any public
or private Utility, the Contractor shall make satisfactory
arrangements for such work with the Owner.
b. The Project Plans reflect the readily available record of location
of existing structures and facilities, both above and below the
ground, but assumes no responsibility for the accuracy or
completeness of this information. Utility service connections
will not be shown on the Project Plans, but reasonably can be
expected in built-up areas, and if it is necessary to relocate
PART 3 - EXCAVATION
48
them, it shall be the Contractor’s responsibility. If the method
of operation for the construction of the S ewers or Channel requires
the removal and replacement or protection of any overhead wires or
poles, the Contractor shall make satisfactory arrangements for
such work with the Owner or Owners of such wires and poles and no
additional payment will be made. It shall be the Contractor’s
responsibility to protect any Sewer or Utility within the limits
of the construction. The District will not be responsible for the
cost of protection or repair or replacement of any structure, pipe
line, conduit, service connection, etc., above, and below ground
which may be broken or otherwise damaged by his/her operations.
All water and gas pipes and other conduits adjacent to or crossing
the trench must be properly supported and protected by the
Contractor. Sewer and Utility services between mains and buildings
shall be maintained by the Contractor in as nearly a continuous
operation as reasonably can be expected. This shall be
accomplished in any way that the Contractor may desire, provided
that the individual service must not be inoperative more than six
consecutive hours. When a break occurs, the Contractor shall
notify the affected occupant of the probable length of time that
the service will be cut off.
c. In accordance with Missouri Revised Statutes, Section 319.033,
“Public right-of-way, installation within, requirements,” the
Contractor shall install a tracer wire and an access point within
an enclosure over water lines and cleanouts for gravity storm and
sanitary laterals if new lateral Sewer pipes or water lines are
installed and connected to an underground facility within the
Public Right-of-Way or if such infrastructure is fully replaced by
excavation within the Public Right-of-Way. The Contractor shall
comply with the requirements of the Lat. Tracer Wire detail which
is included at the end of these specifications.
4. Limits of Excavation for Pipe Sewers.
a. Trenches shall be excavated to the depths shown on the Project
Plans and to the Payline Limit widths shown in Table No. 1 of the
Standard Details of Sewer Construction. Additional excavation may
be required for maximum trench width per pipe manufacturers
requirements. Contractor shall submit Shop Drawings specifying
pipe manufacturer's required minimum and maximum trench widths.
Excavated materials will be classified for measurement and payment
as specified.
b. The sides of the trench shall be vertical, and the width of the
trench below a level one foot above the outside top of pipe shall
not exceed the Payline Limit widths for pipe Sewers set forth in
Table No. 1 of the Details, unless specifically so provided in
the Project Plans and Specifications. If the trench width at or
below that level exceeds the Payline Limit width in Table No. 1,
provision shall be made for the additional load upon the pipe as
required by the Director and the Standard Details of Sewer
Construction.
PART 3 - EXCAVATION
49
5. Limits of Excavation for Channels.
Channels shall be excavated to agree with cross sections as shown on the
Project Plans. Any alleged errors or discrepancies in the Project Plans
shall be brought to the attention of the District prior to disturbing
the ground. Payment will be made at the unit bid price per cubic yard
of excavation. Quantities will be based on cross section areas. Refer
to Standard Details of Sewer Construction for excavation Payline Limits.
6. Change of Trench or Channel Location.
If the Director orders that the location of an excavation be moved a
reasonable distance from that shown on the Project Plans, due to an
obstruction or other cause, or if a changed location is authorized at
the Contractor’s request, the Contractor shall not be entitled to extra
compensation or to a claim for damage, if the change is made before the
excavation is begun. If such a change is made at the order of the
Director, and involves the abandonment of excavation already made, such
abandoned excavation together with the necessary Backfill will be
measured, classified, and paid for in the same manner as other trench
and Channel excavation and Backfill of the same character. If the
excavation is abandoned in favor of a new location at the Contractor’s
request, abandoned excavation and Backfill shall be at the Contractor’s
expense. If an obstruction should lie within the excavation in such
manner that the trench or Channel has to be excavated to extra depth or
width in order that sheeting or bracing may be properly placed, or in
order that the structure to be placed in the excavation may be properly
built, such extra depth and width of the excavation shall be measured,
classified, and paid for in the same manner as other trench or Channel
excavation and Backfill of the same character.
7. Length of Open Trench.
The length of trench which may be opened in advance of the completed
Sewer shall be limited to 200 feet in earth, except with permission of
the Director. In rock, the length shall be sufficient to protect the
completed Sewer.
8. Unauthorized Excavation.
a. All unauthorized excavation carried beyond or below the lines and
grades given by the Project Plans or Specifications, together with
the removal of such excess excavated materials, and the cost of
refilling the space of such over dig or unauthorized excavation,
shall be prohibited without prior approval of the Director.
b. The excess space between the undisturbed bottom and sides of the
excavation and pipe Bedding shall be refilled and compacted with
crushed limestone as directed by the Director.
9. Removal of Unsuitable Subgrade.
If Contractor encounters any material that it believes to be unsuitable
as a firm base of the pipe or Sewer or structure, the Contractor shall
stop work and notify the District of such condition. If, upon
examination of the material, the Engineer determines the material to be
PART 3 - EXCAVATION
50
unsuitable, the Director will direct the Contractor as to the manner as
to how he/she is to proceed as authorized by Change Order or Work
Directive. The Contractor will be paid for the additional excavation as
specified, except where the unsuitable base is caused by the activity
of the Contractor or by its failure to control water in the trench or
the Channel.
10. Unsuitable Subgrade Beneath Wall Footings.
Where unsuitable Subgrade is encountered these materials shall be removed
as authorized by Change Order or Work Directive Change as ordered by the
Director. Footings shall be stepped down to bear on suitable Subgrade
and stepped back up once the area of unsuitable Subgrade has been
crossed. Forms shall be set as required to maintain uniform footing
width. The Contractor will be paid for the additional excavation as
specified, except where the unsuitable base is caused by the activity
of the Contractor or by his/her failure to control water in the trench
or the Channel. Additional wall required will be paid for under the
appropriate pay item.
11. Excavation in Rock.
a. Trench bottoms in rock shall be excavated to a depth below the
outer pipe bottom as shown on the Standard Details of Sewer
Construction, and to the maximum Payline Limit width at and below
the outside top of the pipe with no point or rock being closer
than four inches from the pipe barrel. Unless otherwise directed,
Channels in rock shall be excavated to Payline Limits as shown on
the Standard Details of Sewer Construction. See Part 1, F.10 for
the responsibility of the Contractor with respect to the use of
explosives in blasting
b. After a blast is fired, the Contractor shall cause the excavation
to be thoroughly scaled. All loose, shattered rock or other loose
material shall be removed before proceeding with the Work. The
fact that the removal of loose or shattered rock or other loose
material may enlarge the excavation beyond the required limits
shall not relieve the Contractor from the necessity for making
such removal and filling the extra space. The Contractor shall
not be entitled to extra compensation, therefore.
12. Control of Water.
a. While Sewers and appurtenances are under construction, the
Contractor shall keep all excavations free of water at his/her own
expense. The Contractor shall provide all dams, flumes, Channels,
sumps, or other works necessary to keep the excavation entirely
clear of water and shall provide and operate pumps or other
suitable equipment of adequate capacity for dewatering the
excavations. The Contractor shall avoid producing mud in the
trench or Channel bottom by its operations, and if necessary or so
ordered, shall place crushed limestone at its own expense to
maintain a firm dry excavation bottom and base. Pipe Bedding,
laying, jointing, and the placing of Concrete or masonry shall be
done in a water-free trench or excavation, which shall be kept
clear of water until pipe joints, Concrete and masonry have set
PART 3 - EXCAVATION
51
and are resistant to water damage. The water shall be disposed of
in an acceptable manner.
b. All gutters, pipes, drains, conduits, Culverts, catch basins, Storm
Water inlets, ditches, creeks, and other Storm Water facilities
shall be kept in operation, or their flows be satisfactorily
diverted and provided for during construction. Any facilities
disturbed during construction shall be restored to the satisfaction
of the Director. All costs of handling water and providing a
stable subbase during construction shall be included in the prices
bid for the various classes of excavation.
13. Disposition of Excavated Materials.
a. Excavated materials suitable for Backfill shall be stored no closer
than two feet from the edge of the excavation or from areas
designated as “to be protected” on the Project Plans or in the
Contract Document. They shall not obstruct crosswalks, sidewalks,
street intersections, nor interfere unreasonably with travel on
the street by occupants of adjoining property. Gutters or other
surface drainage facilities must not be obstructed. When clear
access to fire hydrants, mailboxes, Sewer and conduit manholes,
gas stops, and similar Utility or municipal service facilities is
required, the Contractor must provide such access. Handling and
storage of excavated materials must meet the requirements of Local
government agencies having jurisdiction.
b. All materials, excavated, or disturbed, or damaged, or removed by
the Contractor and not to be used for refilling trenches, Channels,
or structure excavations, nor to be used in restoration of
subsurface or surface facilities or conditions, shall be removed
from the site and disposed of by the Contractor at his/her expense,
unless otherwise directed. If the Contractor proposes to store
or place such excess excavated material upon any property, written
consent of the property owner or owners must be secured in advance
and a certified copy or copies thereof be filed with the District.
No surplus or excess materials shall be deposited in any stream
Channel nor in any place where pre-construction surface drainage
would be changed, without written permission of the Director.
14. Bracing and Shoring.
a. The Contractor shall furnish, place, and maintain such sheeting,
bracing, shoring, etc. as necessary or may be required to support
the sides of the excavation to protect workmen in the trench or
Channel and to prevent any earth movement which might in any way
injure or delay the Work, change the required width of the
excavation, or endanger adjacent pavement, Utilities, Sewers,
buildings, or other structures above or below the ground surface.
The sheeted trench width, as measured between those faces of the
sheeting in contract with the earth trench wall, shall not exceed
the Payline Limit width of trench below an elevation one foot above
the top of the pipe. Walers and other bracing shall be so designed
and installed as to present no obstructions to proper placement of
the pipe, Bedding, cradle, or encasement, nor shall they interfere
with the satisfactory laying and jointing of the pipe.
PART 3 - EXCAVATION
52
b. Sheeting, bracing, and shoring shall be withdrawn and removed as
the backfilling is being done, except where indicated on the
Project Plans and Specifications that such sheeting, bracing, and
shoring be left in place, or where the Director will permit the
same to be left in place at the Contractor’s request. In any case,
the Contractor shall cut off any such sheeting at least two feet
below the surface and shall remove the cutoff material from the
excavation.
c. If shoring is left in place the trench width shall be backfilled
with granular Backfill. If in grass area two feet of earth shall
be backfilled to existing grades above the granular Backfill.
Granular Backfill shall be compacted by tamping in 6-inch lifts.
No water jetting is allowed for compaction in areas where shoring
is left in place. Adjacent to buildings the shoring shall be
resistant to decay and insect attack, such as termites.
d. All sheeting, bracing, and shoring which is not left in place
under the foregoing provisions shall be removed in a manner as
not to endanger the completed Work or other structures, Utilities,
Sewers, or property, whether public or private.
15. Trench and Channels with Sloping Sides.
Where working conditions permit and where the necessary agreements have
been made with the affected property owners, the Contractor may excavate
the upper part of Sewer trenches with sloping sides above a level one
foot above the top of the pipe. Trench excavation below this level
shall be carried out with vertical sides having a width between vertical
earth sides not greater than the Payline Limit width shown in the Table
No. 1 of the Details. Bedding, Concrete cradling, or encasement shall
be specified for vertical side trenching. In a Channel, sides shall be
sloped as shown on the Project Plans or as otherwise approved by the
Director. All trenches in highways, streets, or alleys shall be
excavated with vertical sides.
16. Stanking.
a. Where required by the Project Plans or Specifications, a line of
open trench excavation will be interrupted by a Stank or short
section of unexcavated earth with an excavated opening beneath for
constructing the pipe Sewer, in order to avoid disturbing existing
improvements or the necessity of removing surface or subsurface
structures.
b. The excavated opening shall be sufficiently large to provide
adequate working room for proper Bedding, installing the pipe
Sewer, and compacting the Backfill. The top of the opening shall
be sloped sufficiently to permit solid backfilling without voids.
c. Class “C” Bedding shall be used and after placing the Bedding, the
remaining space above the top of the pipe shall be packed solidly
with tamped earth free from debris, rocks, lumps, or organic matter
or at the election if the Contractor with tamped limestone and
screenings. The Contractor shall carry out the Work of Stanking
in a safe prudent manner to avoid endangering human life or
property.
PART 3 - EXCAVATION
53
SECTION G EXCAVATION FOR MANHOLES, INLETS, JUNCTION CHAMBERS, AND OTHER APPURTENANT STRUCTURES. 1. Limits of Excavation.
The Contractor shall excavate as required for all structures with
foundations carried to firm, undisturbed earth at the elevation of the
underside of the structure. In rock, the Contractor shall excavate all
rock at least to the minimum limits shown on the Standard Details of
Sewer Construction for trenches and to the grade of the bottom of the
manholes, inlet-manholes, inlets, junction chambers, or other structures
as required by the Project Plans. Where the bottom of the excavation
for structures is in rock, no rock shall project above the lower surface
of the Concrete or brick masonry base in such a manner as to reduce the
required thickness of such base. All spaces between the bottom of such
base and the solid rock surface shall be completely filled with the same
materials used for the foundation or base, placed simultaneously as an
integral part of the foundation or base.
SECTION H METHODS OF MEASUREMENT AND BASIS OF PAYMENT. 1. Clearing.
Payment for “Clearing” shall include all costs incurred due to
“Clearing”, protecting trees, shrubs, and plants, as well as properly
disposing of all trash and railroad ties. Payment will be made for
“Clearing” at the Lump Sum price as bid per the Project Plans and
Specifications. If there is no specific pay item, all costs for
“Clearing” shall be included in excavation.
2. Trench Excavation.
a. The volume of excavation for which payment will be made will be
determined for each size of pipe and for each class of excavation
as computed from actual final measurements and from measurements
made during construction. The total volume of excavation for each
size of pipe Sewer laid shall be computed as a square-bottomed
trench with vertical sides separated a distance equal to the
Payline Limit trench width given in Table No. 1 of the Standard
details of Sewer Construction, a length equal to the actual
horizontal distance between the Payline Limits for excavation of
the connected structures; and a depth equal to the average vertical
distance, measured at twenty-five foot intervals from a point
directly below the pipe flow line, a distance equal to the pipe
wall thickness plus four inches or six inches, as applicable, to
the bottom of pavement base, as described in Part 9, the original
surface of the ground, or the unimproved Roadway surface. No
additional measurement, computation, or payment will be made for
excavation for pipe bells.
b. In case that either or both Class B or Class A excavation is
encountered, the volume of each class of excavation will be
computed from its limits and location in the trench, similarly
measured as described for Class C excavation.
PART 3 - EXCAVATION
54
c. In the event that any Class B or Class A excavation is authorized
by the Director to be removed, less than a full Payline Limit
width across the trench, to facilitate the proper installation and
Bedding of the new pipe, the volumes of Class B or Class A
excavations will be computed as if the full Payline Limit width
entirely contained these same appropriate classifications of
excavations from their limits in the trench.
d. When construction of a new Sewer requires excavation of existing
Sewer pipe or structures, the removal of the existing pipe and
structures shall be paid for as Class “C” Excavation. The pay
volume for this excavation shall be the full Payline Limit volume
as previously defined with no deduction for the void within the
existing pipe or structure.
e. When construction of a new Sewer requires additional excavation
to achieve required maximum trench width per pipe manufacturers
requirements, payment shall not exceed the Payline Limit trench
width as shown in Table No. 1 of the Standard details of Sewer
Construction.
3. Excavation for Structures.
Unless the Project Plans and Specifications stipulate that a lump sum
or unit price for any specific structure shall include the entire cost
of excavation and Backfill related to that structure, the volume of
excavation shall be measured and computed as follows:
a. For structures other than manholes, inlet-manholes, inlets, or
catch basins, the volume of excavation for which payment will be
made will be computed as a polyhedron or cylinder with vertical
walls, with a base extending 12 inches from the outermost lines
of the structure base, and with a height equal to the average
vertical distance between the bottom of the structure base and
the bottom of the pavement base or the original surface of the
ground, or the unimproved Roadway surface.
b. For manholes, inlet-manholes, inlets, or catch basins, the volume
of excavation for which payments will be made will be computed as
a polyhedron or cylinder with vertical walls, with a base extending
six inches from the outermost lines of the structure base, and
with a height equal to the average vertical distance between the
bottom of the structure base and the bottom of the Concrete
pavement base or the original surface of the ground, or the
unimproved Roadway surface.
c. In case that either or both Class B or Class A excavation is
encountered, the volume of each class of excavation will be
computed from its limits and location in the trench, similarly as
described for Class C excavation.
4. Removal and Replacement of Unsuitable Subgrade.
a. When the Contractor is ordered to remove unsuitable Subgrade beyond
the Payline Limits, the volume of such removal as directed will
be computed from actual measurements. Payment for removal will
be made for the computed volume at the unit bid price per cubic
PART 3 - EXCAVATION
55
yard for Class C excavation, payment for replacement will be for
an equal volume of compacted crushed limestone. If the unsuitable
material is mud or muck caused by the activity of the Contractor
or by his/her failure to provide adequate drainage for the
excavation, no payment shall be made for the removal or replacement
of such material.
b. Payment for compacted crushed limestone shall be made at the unit
bid price for “Crushed Limestone, Unsuitable Subgrade” and shall
include all materials and labor required for the installation and
compaction of crushed limestone, including the geofabric.
5. Payment for Excavation.
The payment for Class A, B, or C excavation will be made for the computed
volumes of each at the respective bid unit price. Such payment shall
cover the whole cost of providing all the labor, tools, equipment,
materials, and any other requirements for the removal, storage, and
rehandling of any surface materials, unless covered by other prices bid
in accordance with the Project Plans and Specifications; for the
excavation of all materials encountered, for necessary or required
sheeting and bracing and for the backfilling of the excavation around
the completed structure, except where granular Backfill or mechanical
compaction is required, specified, or ordered.
6. Payment for Shoring Ordered Left in Place.
The cost of furnishing, placing, and removing all bracing, sheeting,
etc., of any kind, shall be included in the bid prices for the various
classes of excavation. When the Project Plans and Specifications or the
Director require the lumber to be left in place, the Contractor will be
paid for the computed amount at the price specified per thousand feet
board measure for “Lumber Ordered Left in Place”, which shall be
considered to be the salvage value of the lumber. No payment will be
made for any lumber left in place at the election of the Contractor.
7. Payment for Stanking.
No additional payment will be made for Stanking where required in the
Project Plans and Specifications, but payment will be made under
appropriate pay items as if that portion of the trench were made in open
cut.
8. Payment for Sanitary House Laterals and Utility Removal and Relocation.
a. When it becomes necessary to remove or relocate an existing
sanitary house lateral service, Utility service, Utility main or
Utility pole or to cover electric overhead lines, the cost of
which is to be paid by the District, the service must be in Direct
Conflict with the new Sewer or Channel and the work must be
authorized by the Director prior to any such removal or relocation.
b. For sanitary house laterals, all cost involved for reconnecting
the service, but excluding the cost for granular fill, paving
replacement, and curb replacement will be paid for under the unit
bid price per lineal foot of in place 6-inch pipe. For sanitary
house laterals which are not in Direct Conflict with the new pipe
PART 3 - EXCAVATION
56
or Channel but are removed or replaced or relocated, no separate
payment will be made.
c. Payment for removal and relocation of privately owned water service
connections that are in Direct Conflict with the new Sewer shall
be made at the unit bid price per place for “Relocation of Water
Services” or “Relocation of Water Service-Lead Pipe” as
appropriate according to the existing pipe material, and shall
include all materials and labor required for the removal and
relocation of the water service.
d. Any protection removal or relocation of cable T.V., gas services,
water service connection owned by public Utility, Utility mains,
or poles that are in conflict shall be paid for by the District
at the exact amount for the cost of such removal or relocation as
billed by the Utility company. The amount under the allowance for
“Utility Relocation” shall be included in the total bid price.
e. All costs for the first 5 feet, as measured laterally from the
centerline of the Sewer main, of 6-inch pipe, cleanouts, tracer
wire, and couplings/adapters required to reconnect existing
laterals to the new pipes shall be included in one of the pay
items for the appropriate size wye. The Work shall be done in
accordance with applicable Local plumbing codes.
f. All costs for extension of any Sanitary Sewer laterals beyond 5
feet, as measured laterally from the centerline of the Sewer main,
shall be paid for at the unit bid price per lineal foot of “Pipe
Sewer 6-inch (Includes Excavation)”. This cost includes all
necessary bends, slants, expansions, adapters, tracer wire, and
excavation, but excludes the cost of granular fill, paving
replacement, and curb replacement.
g. For pipes larger than 18 inches in diameter connection of the
service laterals to the new Sewer may be made with the installation
of "Inserta-Tee" fitting or approved equal, in addition to approved
manufactured "Wye” Fittings.
9. Payment for Private Underground Facilities.
a. When private underground facilities, such as sprinkler systems,
electric dog fences, or other facilities are indicated on the
Project Plans in close proximity to actual location, and removal
or interruption cannot be avoided, payment for the repair or
replacement of those facilities shall be included in the amount
bid for pay item “Protection and Restoration of Site.”
b. When private underground facilities are not indicated on the
Project Plans or the approximate location of same is unknown, and
the Contractor has made a reasonable effort to locate the
facilities, payment for the repair or replacement of those
facilities shall be made in accordance with provisions of Section
E Unusual Excavation Conditions of PART 3 EXCAVATION.
PART 3 - EXCAVATION
57
10. Payment for Removal of Structures and Manholes.
All costs for removal of the existing manholes and pipe which, are not
within the standard Payline Limits for excavation, shall be included in
the pay item “Protection and Restoration of Site.”
PART 4 - PIPE
58
PART 4 PIPE SEWER CONSTRUCTION
SECTION A GENERAL.
1. Channel Construction.
Additional specifications for pipe Sewer construction have been included
in Part 6 “CHANNEL CONSTRUCTION.”
2. General Construction Conditions.
a. Pipe Sewers shall be constructed of the sizes, classes, materials,
and to the alignments and grades given by the Project Plans and
Specifications. All pipe shall be inspected on delivery and such
pipe as does not conform to the requirements of these
specifications and which are not suitable for use shall be rejected
and immediately removed from the site of the Work or destroyed.
b. All materials shall conform to the requirements of the pertinent
current specifications of ASTM and Part 2, except as otherwise
specified in the Project Plans and Specifications.
c. The grade shown on the profiles to which the Work must conform is
that of the pipe flowline or the low point of the pipe invert.
Construction stakes are the responsibility of the Developer and
will be set at 25-foot intervals for control of alignment, grades,
and excavation quantity computations. For curved pipe, double
stake the Easement along the length of the curves. If a laser
system is utilized, the construction stakes will be set at each
structure, 25 feet upstream, and continuing at 100-foot intervals.
Cut sheets are required and must be prepared by a Licensed Land
Surveyor or Professional Engineer of the State of Missouri.
d. For Sewer pipe (storm, sanitary, and combined) with a design grade
less than one percent (1%), verification of the pipe grade will
be required for each installed Reach of Sewer, prior to any surface
restoration or installation of any surface improvements. The
Contractor’s field supervisor will be required to provide daily
documentation verifying that the as-built pipe grade meets the
design grade through the submittal of signed cut sheets to the
District upon request. The Contractor will be required to remove
and replace any Sewer Reach having an as-built grade which is
flatter than the design grade by more than 0.1%. Sewers with
grades greater than the design slope may be left in place, provided
no other Sewer grade is reduced by this variance in the as-built
grade. The Director also reserves the right to require the
Contractor to remove and replace any Sewer (at any time prior to
construction approval) for which the as-built grade does not comply
with the grade tolerance stated in the above paragraph. Field
surveyed verification must be made under the direction of the
licensed land surveyor or registered
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engineer. The Contractor shall be responsible for any cost
associated with the field verification of the Sewer grade, or
removal and replacement of the Sewer pipe or associated
appurtenances.
SECTION B PIPE FIELD TESTS.
1. General.
The Contractor shall be responsible for the following:
a. Performing and recording all tests on Sanitary and Combined Sewer
systems.
b. Furnishing all equipment, mandrels, hoses, water, piping
connections, test pumping equipment, pressure gauges, pumps,
bulkheads, regulators, and any other miscellaneous items as
required. Certification of gauges will be required from the gauge
manufacturer. Certification and calibration data shall be
available to the District whenever air tests are performed.
c. Any by-pass pumping as required.
d. Make all corrections required as a result of test failure and re-
test.
e. Payment of all costs associated with field tests or re-testing
unless otherwise indicated in the Project Plans and Specifications.
f. All field tests described in Part 4, Section B of the standard
specifications for Sanitary Sewers shall also apply to Combined
Sewers.
2. Reach Integrity Testing.
All Sanitary and Combined Sewers shall sustain a maximum leakage limit
of 100 gallons/inch of pipe diameter/mile of line/day, as required by
the Missouri Department of Natural Resources regulations. To ensure
compliance, leakage tests are required and shall be performed for
Sanitary and Combined Sewers and by low pressure “Air Testing”,
“Infiltration/Exfiltration Testing”, or “Joint Testing” as indicated in
the following paragraphs. If the groundwater level requires a test
pressure greater than 6 psi gage, or if groundwater level is two (2)
feet or more above top of pipe at the upstream end, an “Infiltration
Test” shall be used. All visible leaks shall be repaired from the
exterior of the pipe or structure.
a. Air Testing.
Air testing shall be performed after completion of the Backfill
operation. As applicable, for pipe diameters eight-inch (8”)
through twenty-seven-inch (27”), the air test for leakage shall
conform to ASTM C-828 “Standard Test Method for Low-Pressure Air
Test of Vitrified Clay Pipe Lines” or ASTM F1417 “Installation
Acceptance of Plastic Gravity Sewer Lines Using Low Pressure Air.”
The air tests shall not be conducted unless the pipe is secured
so that the application of air pressure will not separate the pipe
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joints. Air testing shall start with a stabilized test pressure
of 3.5 psi. If the pressure drops more than 1.0 psi during the
test time, the line is presumed to have failed the test. The test
time for each type of pipe shall be as indicated in the Standard
Details of Sewer Construction.
b. Replacement of Existing Sewers/Test Method Modifications.
Where existing 8 inch through 27 inch diameter Sewers with live
laterals are being replaced with new Sewers in the same location
as the existing Sewers, modifications to the methods of testing
will be considered and tests will be performed as approved and
directed by the Director. On District contracted projects, a
testing allowance will be provided to pay for Reach integrity
joint testing.
c. Infiltration/Exfiltration Testing.
After completion of the Backfill operation, if infiltration
/exfiltration testing is used, it shall follow the procedures as
outlined in ASTM C-969 “Standard Practice for Infiltration and
Exfiltration Acceptance Testing of Installed Precast Concrete Pipe
Sewer Lines.” This procedure shall be used for all types of pipe
materials as applicable. The maximum length of Reaches tested per
test shall not exceed 700 feet. For infiltration testing, the
groundwater must be at least two feet above the crown of the pipe
for the entire length of the test section as determined by the use
of a piezometer. If the groundwater level is less than two feet
(2’) above the crown of the pipe from the highest elevation of the
Sewer, the exfiltration test shall be used. The measurement of
leakage shall not exceed 100 gallons/inch of pipe diameter/mile
of line/day, as required by the Missouri Department of Natural
Resources regulations. For exfiltration testing, the leakage loss
shall be measured over a timed test period as directed by the
Director. In any case, the testing time period for the
exfiltration test shall be no less than one hour.
d. Joint Testing.
Joint tests for Sanitary and Combined Sewers using air or water
shall be performed on all types of pipe materials larger than 27
inches in diameter following the procedure of ASTM C-1103 “Standard
Practice for Joint Acceptance Testing of Installed Precast
Concrete Pipe Sewer Lines.” Each joint will be tested at the time
of installation prior to complete backfilling of the trench. The
Sewer shall be kept clean prior to testing so that equipment used
in conducting the test can properly seal against the pipe. The
test shall not be conducted unless the pipe is secured so that the
application of air or water pressure will not separate the pipe
joint. The equipment used for conducting the test shall span the
joint and be securely placed. Air or water pressure shall be
applied into the joint test area at a minimum pressure of 3.5 psi
greater than the pressure exerted by groundwater above the pipe.
Maintain the pressure for at least ten (10) seconds after the
established pressure has been reached and stabilized. A maximum
pressure drop of one psi is allowable. In addition, after
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backfilling and prior to acceptance, any visible leaks are to be
repaired as approved by the Director.
3. Mandrel Testing.
After completion of the Backfill operation and the jetting or compaction
processes, all flexible sanitary, combined, and storm pipe shall be
tested, by the use of an approved nine arm mandrel to ensure that no
pipe deflection has occurred greater than 5% of the inside diameter of
the pipe. These tests shall be performed without mechanical pulling
devices and without additional cost to the District. Ductile iron pipe
will not require a mandrel test unless required by the Project Plans and
Specifications.
4. Manhole Testing.
For the purpose of leakage tests, all precast Concrete and poured-in-
place Concrete Sanitary and Combined Sewer manholes shall be considered
pipe of equivalent diameter and shall be tested by an appropriate test
method such as exfiltration or vacuum testing after the complete
installation.
a. Vacuum Testing.
After the complete installation of the manhole, including the
frame installation and before Backfill unless approved by the
manufacturer, a vacuum test shall be in accordance with ASTM C-
1244 “Standard Test Method for Concrete Sewer Manholes by the
Negative Air Pressure (Vacuum) Test.” The vacuum test must be
performed prior to backfilling around the manhole unless the
Contractor provides documentation from the precast manhole
manufacturer stating that the manhole may be vacuum tested after
backfilling has taken place. The Contractor must submit this
documentation prior to backfilling around any manhole. The
required test period is one minute (minimum) for all sizes and
manhole depths. After the complete installation of the manhole,
including the frame installation, a vacuum test shall be performed
at ten-inch (10”) Hg (mercury). After the pressure has stabilized,
a maximum of one-inch (1”) Hg drop in a minimum of one (1) minute
will be allowed for manholes up to 48” in diameter. For larger
manholes, the time for a maximum of one-inch (1”) Hg drop shall
be a minimum of two (2) minutes. If the vacuum test fails to meet
the above requirements, repeat test after all leaks and defects
have been repaired.
b. Exfiltration Testing.
If exfiltration testing is used, it shall follow the procedures
as outlined in ASTM C-969 “Standard Practice for Infiltration and
Exfiltration Acceptance Testing of Installed Precast Concrete Pipe
Sewer Lines”. For exfiltration testing, the allowable leakage
limit is 100 gallons/inch of pipe diameter/mile of line/day when
the average head on the test section is three feet (3’) or less.
After plugging all inlet and outlet pipes, the structure shall be
filled with water to the top of the manhole frame. After allowance
for water absorption and refilling, if required, the leakage loss
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shall be measured over a timed test period as directed by the ASTM
Specification. In any case, the testing time period for the
exfiltration test shall be no less than one hour.
SECTION C BEDDING.
1. Bedding, Cradling, or Encasement Types.
The Project Plans and Specifications will indicate the specific type of
Bedding, cradling, or encasement required in the various sections of the
pipe Sewer construction. The types and detailed requirements of Bedding,
Concrete cradling, and Concrete encasement are shown in the Drawings of
the Standard Details of Sewer Construction. For flexible pipe 18” in
diameter or greater, Standard Detail sheet 6 applies.
2. Use of Bell and Spigot Pipe.
Where bell and spigot pipe are to be used, provision must be made for
suitable bell holes to avoid pipe support on the bells, and to ensure
continuous uniform bearing and support at the specified grade for the
pipe barrel between pipe bells. No blocks, wedges, or other devices
shall be used to support the pipe or to prevent uniform bearing of the
pipe on its Bedding.
3. Class “C” Bedding.
a. Class “C” is to be used when the trench width below one foot (1’)
above the top of the pipe does not exceed the payline width as
shown in Table 1 of the Standard Details. The bedding shall be
placed as shown in the Standard Details of Sewer Construction.
b. Where jetting is not allowed or required, the Bedding must be
compacted to a minimum of 90% modified proctor or as specified in
the Project Plans and Specifications.
SECTION D PIPE LAYING.
1. Handling of Pipe.
Equipment used to handle, lay, and joint pipe shall be so equipped and
used as to prevent damage to the pipe and its jointing materials. All
pipe and fittings shall be carefully handled and lowered into the trench.
Damaged pipe or jointing material shall not be installed.
2. Laying of Pipe.
a. Pipe shall be laid true to lines and grades given on the Project
Plans. The bell or groove end shall be laid upstream with the
ends abutting to form a concentric joint without shoulders or
unevenness of any kind along the invert of the pipe. Bell holes
shall be dug to relieve the bell of all load and to be no larger
than necessary. For all pipe required to be laid to a curved
alignment, an electronic copy of a proposed laying diagram must
be submitted to the District for review and approved prior to
manufacture and construction.
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b. Suitable means shall be used to force the spigot end of the pipe
into the bell end without damage to the pipe and its jointing
materials, and without disturbing the previously laid pipes and
joints.
c. Rubber O-ring gaskets on Concrete pipe shall be “equalized”
according to manufacturer’s directions before final assembly of
the pipe joint so that the gasket tension is equalized before the
joint is driven “home.”
3. Bedding, Cradling, or Encasement.
a. Special care shall be taken to ensure that the pipes are solidly
and uniformly bedded, cradled, or encased in accordance with the
type of Bedding, cradle, or encasement required by the Project
Plans and Specifications, and as shown in the Standard Details of
Sewer Construction. No pipes shall be brought into position until
the preceding length has been bedded and secured in place.
b. Where Concrete encasement is required, the pipe shall be supported
at not more than two places with masonry supports or selected cut
hardwood of minimum size sufficient to provide the required
clearance and to prevent displacement during placing of Concrete.
4. Water in Excavation.
Water shall not be allowed to rise in the excavation until the joint
materials and any Concrete cradle or encasement is hardened and cannot
be damaged by the water. Particular care shall be used to prevent
disturbance or damage to the pipe and the joints during backfilling, or
at any other time.
5. Cleaning of Pipe Interior.
As the Work progresses, the interior of the Sewer shall be cleaned of
all dirt, cement, extruded joint materials, debris, and other extraneous
materials.
6. Protection of Pipe.
Whenever pipe laying is stopped for any significant length of time, such
as at the end of a workday, the unfinished end shall be protected from
displacement, flotation, cave-in, in-wash of soil or debris, or other
injuries. A suitable temporary tight-fitting plug, stopper, or bulkhead
shall be placed in the exposed bell, groove, or socket end.
7. Fittings and Special Pipes.
Tees (T-Junction), wyes (Y-Junction), slants, stubs, reducers, bends,
elbows, curves, radius-pipe, curved pipe, fittings, or other special
pipes shall be installed at the places shown on the Project Plans, or
where ordered by the Director. The fittings and special pipes shall be
made of a compatible material, type, and class or strength designation
as the pipe required by the Project Plans and Specifications and shall
be installed in accordance with the pertinent Standard Details of Sewer
Construction and these specifications.
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8. Future Connections.
Wye and Tee-branches, slants, stubs, or other fittings installed in the
pipe or built into manholes, junction chambers, or appurtenant
structures for future connections shall be closed at the outer end. For
pipes twenty-seven inches (27”) in diameter or smaller, an approved
stopper or cap shall be installed in the bell or socket using the same
type joint or jointing material as required for the Sewer. For pipes
thirty inches (30”) in diameter and larger, an approved stopper, cap,
or temporary approved masonry bulkhead to close the outer end shall be
constructed of the thickness as required by the Project Plans and
Specifications. Care in backfilling shall be used so that such closure
and its seal will not be disturbed.
9. Elliptical Pipe.
a. When elliptical pipe is required by the Project Plans and
Specifications, it shall meet the requirement of Part 2, “Materials
of Construction”.
b. The standard Bedding for elliptical pipe is Class “C” (Modified).
c. The horizontal inside dimension shall be used to determine the
size and type appurtenances to be built on the line.
d. The joint will be made with sufficient approved rubber mastic
sealant to fill the joint and a two-foot (2’) width of Type 2
filter fabric placed around the outside of the joint.
10. Force Main.
a. Where a Force Main is required by the Project Plans and
Specifications, it shall meet the requirements of Part 2,
“Materials of Construction”.
b. The Force Main shall be provided with appropriate appurtenances
where necessary, such as automatic air relief valves, thrust
blocks, cleanouts, cleanout manholes at low points in Force Main,
and tuned locator disks as specified.
c. The Standard Details of Sewer Construction show a cleanout detail.
d. The Force Main shall be bedded in carefully placed selected earth
Backfill unless otherwise shown on the Project Plans and
Specifications.
e. The Force Main shall be laid on a continuous rising grade from the
lift station or cleanout manhole to the manhole on the gravity
Sewer.
f. After backfilling has been completed, the force main shall be
tested to a pressure of 50 P.S.I. above the normal operating
pressure of the system, unless otherwise specified. The leakage
shall be measured by pumping into the line with a pump capable of
maintaining the required pressure and metering the amount of water
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necessary to sustain the pressure for a period of four (4) hours.
The test when so conducted, shall indicate a leakage of not more
than fifty (50) gallons per inch of pipe diameter per mile per
day, and no leaks shall become apparent on the surface of the
ground. Should surface leaks become apparent, or should the
leakage exceed that specified, the leaks shall be located and
repaired, and the line re-tested until it fulfills the above
requirements.
SECTION E CONCRETE CRADLE.
When a Concrete cradle is required by the Project Plans and Specifications,
it shall be of low slump Class “A” Concrete. It shall be constructed according
to the details in the Standard Details of Sewer Construction. Backfill
materials may not be placed above the Concrete until it attains its initial
set.
SECTION F CONCRETE ENCASEMENT.
When an encasement is required by the Project Plans and Specifications, it
shall be a low slump Class “A” Concrete. It shall be constructed according
to the details in the Standard Details of Sewer Construction. Backfill
materials shall not be placed until the Concrete attains its initial set.
SECTION G STRUCTURES.
1. General.
The Contractor shall build manholes, inlet-manholes, inlets, junction
chambers, headwalls, Culverts, and such other miscellaneous structures
as are required at the locations shown on the Project Plans; and of the
forms, dimensions, and materials as shown in the Standard Details of
Sewer Construction or Project Plans and Specifications, or as otherwise
directed. The structures will be of Concrete, plain, or reinforced as
required. Brick masonry will be considered when requested and approved
in writing. Where the top elevation is not shown on the Project Plans,
the structure or appurtenance shall be built to conform to the elevation
of the surrounding area so as to ensure positive drainage. Manholes for
sanitary or Combined Sewers shall be of the precast Concrete or poured-
in-place Concrete type unless otherwise required by the Project Plans
and Specifications. With the exception of the manholes noted in the
Project Plans and Specifications manholes shall be damp proofed on the
exterior.
a. For new structures installed on finished slopes greater than 10%
a six-foot diameter area around the access manhole must be level.
This can be accomplished by installing a wall on the up-slope or
down-slope side of the manhole.
2. Vertical Alignment.
a. The various structures shall be built as the pipe laying or Sewer
construction progresses. The Director, at his discretion, may
stop the laying of pipe, or the building of other structures until
the structure just passed has been completed. Completion of the
structure shall include the installation of fittings and
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connections to pipes and other construction as shown on the Project
Plans.
b. Structures shall not be out of plumb more than one foot (1’) in
thirty feet (30’) of depth.
3. Concrete Structures.
a. Concrete structures shall be built of Class “A” Concrete as shown
in the Standard Details of Sewer Construction or on the Project
Plans. The structure shall be built on prepared foundations,
conforming to the dimensions and shapes shown on the Project Plans.
The construction shall conform to the methods, forms, mixture,
placement, and curing for Concrete as specified in Part 5 of these
specifications, the Standard Details of Sewer Construction, and
the Project Plans and Specifications.
b. Any required reinforcement shall be of the kind, type, and size;
and shall be located, spaced, bent, and fastened as shown in the
Standard Details of Sewer Construction, or the Project Plans.
c. All invert Channels shall be accurately constructed and shaped so
as to be smooth, uniform, give minimum resistance to flow and
shall slope downward toward the outlet.
4. Precast Manholes, Inlets, and Appurtenances.
a. Where precast Concrete structures are permitted or required by the
Project Plans, they will be manufactured in accordance to Part 2
of this specification and to the sizes and shapes detailed in the
Standard Details of Sewer Construction for these specifications.
b. Precast manholes will require concentric cones in all cases. Flat
slabs and eccentric cones will only be allowed with special
permission.
c. Joints for the precast manhole structures shall be formed with
male and female ends so that when the manhole base, riser, and top
section are assembled, they will make a continuous, uniform
manhole. The sealant between manhole sections shall be an
elastomeric O-ring joint conforming with ASTM C443, or it may be
of a flexible rubber mastic sealant conforming to the requirements
of AASHTO M-198B.
d. The Project Plans shall indicate the required orientation of the
precast Concrete unit.
e. When the precast units are delivered to the project site, damaged,
cracked, or imperfect sections will not be allowed to be installed
unless approved by the Director.
f. No field modification will be allowed to the structure unless it
is determined that such modifications will not adversely affect
the strength or function of the structure.
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g. After the excavation has been completed to the required dimensions
specified on the detailed plan, the base shall be leveled off to
receive the bottom section. If necessary, to provide a more level
and solid foundation, a crushed limestone base may be required.
The base must be set level so all water in the structure will
drain toward the designed outlet.
h. Assemble the multi-section structure by lowering each section into
the excavation, and firmly position one section on top of the
other before backfilling.
i. The jointing material required shall be installed at the job site.
j. To ensure joint integrity, give particular attention to removing
all foreign materials such as dirt, mud, and stones from the joint
surfaces and see that all sealing materials are placed in
accordance to the manufacturer’s recommendation.
k. If a misalignment of sections occurs during installation, remove
the upper section. If the sealing material is damaged, clean the
joint surfaces before replacing new sealing material.
l. The allowable variance in vertical plumb is one foot (1’) in thirty
(30) vertical feet.
m. Backfill the precast structure as soon as practical.
n. The precast base of all structures will require that the inlet and
outlet openings be installed prior to delivery to the project
site, except when installation has been approved on existing pipes.
o. All connections shall be by an approved patented compression type,
and will not be allowed through joints; therefore, the height of
riser sections should be designed accordingly.
1. The maximum percent grade and/or horizontal deflection for
the use of “A-Lock” or “Z-Lock” connections are 12% (7º) and
46% (25º), respectively.
5. Brick Masonry Construction.
a. All materials used in brick masonry construction shall conform to
the requirements of Part 2.
b. Mortar for Sewer construction shall consist of a uniform mixture
of Portland Cement and masonry sand with the minimum amount of
water necessary to produce the required consistency for the
particular required use. No ad-mixtures shall be used without the
approval of the Director. Mortar for brick masonry and plastering
shall consist of one (1) volume of cement and three (3) volumes
of sand. One (1) sack or ninety-four pounds (94 lbs.) of Portland
Cement shall be considered to have a volume of one (1) cubic foot.
Mortar shall be prepared in suitable mixing equipment or for small
amounts, on a hard-impervious surface. It shall be kept free at
all times from earth, debris, and contamination of other
deleterious substances. Retempered or partially set mortar shall
not be used.
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c. Mortar required for patching or jointing areas in the vicinity of
sanitary sewage shall be of an approved rapid setting variety.
d. A prepared foundation shall be placed for all brick structures
after the foundation excavation is completed. This shall be of
the materials and dimensions shown in the Standard Details of
Sewer Construction, or on the Project Plans and Specifications.
e. All brick shall be thoroughly clean. The bed which is to receive
the bricks shall be thoroughly cleaned and damp but should be free
of water before placing mortar thereon. All bricks shall be laid
in courses in freshly made mortar, using the shoved-joint method
so as to thoroughly bond them into the mortar and always with the
joints completely filled with mortar. The bricks shall be laid
in a workmanlike manner, and true to the lines and grades indicated
on the Project Plans. The arrangement of headers and stretchers
shall be such as will thoroughly bond the masonry. Unless
otherwise indicated, brick masonry shall be of alternate headers
and stretchers with consecutive courses breaking joints. In
manholes, all bricks in each course shall be headers. The course
shall be laid continuously with joints broken or alternating evenly
with the joints in the preceding courses. Horizontal joints shall
average three-eighths inch (3/8”) but shall be not less than one-
fourth inch (1/4”) nor more than one-half inch (1/2”) in thickness.
Face joints shall be flush and neatly struck, and all joints on
unexposed faces shall be solidly filled. No spalls or bats shall
be used except in shaping around irregular openings or connections,
or when unavoidable to finish out a course. In this case, a full
brick shall be used at the corner with the bat in the interior of
the course. If any brick is moved or a joint broken during laying,
the brick shall be removed, the mortar thoroughly cleaned from the
brick, bed and joints, and the brick re-laid in fresh mortar.
Where required by the Standard Details of Sewer Construction, or
by the Project Plans and Specifications, the inside and outside
surfaces of brick masonry shall be neatly plastered with mortar
to a thickness not less than one-half inch (1/2”), and be finished
to a true, uniform, continuous, smooth surface. All plastering
shall be applied as the manhole or brick structure is constructed,
as opposed to plastering upon completion. On completion of each
brick structure, all waste mortar and debris shall be immediately
removed from the structure, and any necessary repairs or required
pointing shall be completed.
f. Brick masonry, plastering, and mortar shall be protected against
damage from freezing or lack of moisture. Brick masonry shall not
be constructed when the temperature is 40 degrees Fahrenheit or
lower without approval of the Director nor without adequate
approved means for protection against freezing. Brick masonry
shall have sufficient moisture for proper curing and be protected
from drying. Requirements for protection of brick masonry and
masonry materials are the same as required for Concrete structures.
6. Inlet and Outlet Pipes.
Inlet and outlet pipes shall extend through the walls of structures only
a sufficient distance beyond the outside surface to allow for connections
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as shown in the Standard Details of Sewer Construction, on the Project
Plans, or otherwise directed. For plastic pipe, the section of the pipe
above spring line shall be trimmed flush with the inside face of the
structure. It is not required that rigid pipes be trimmed flush with
the inside face of the structure. Concrete or brick masonry or mortar
shall be placed around the pipes as to provide full continuous contact
between masonry and outside of pipe, to prevent leakage, and to form a
neat connection. Adequate water stops, approved by the Director, shall
be used with all plastic pipe on all inlet and outlet pipes. In brick
manholes and inlets, a rowlock arch shall be placed over all incoming
and outgoing pipes
7. Setting of Castings, Frames, Fittings, and Steps.
a. All castings, frames, and fittings shall be placed in the positions
shown in the Standard Details of Sewer Construction or Project
Plans or as directed and shall be set true to line and to correct
elevation upon an approved flexible rubber mastic sealant. If
frames or fittings are to be bolted or anchored in Concrete or
brick masonry, all anchors or bolts shall be set and held in place
before the sealant is placed.
b. When frames or fittings are to be placed upon previously
constructed masonry, the bearing surface of masonry shall be
brought true to line and grade to present an even bearing surface
clean and free of debris particles. The unit shall be set with
an approved rubber mastic sealant as shown in the Standard Details
of Sewer Construction or the Project Plans. All units shall be
firmly and securely seated.
c. Frames and cover, frames and grates, or other similar pairs of
items shall have true common bearing surfaces such that the covers
or grates will seat firmly without rocking or shifting. The grates
or covers shall be placed after the frames or fittings have been
installed.
d. Sanitary manholes in areas subject to ponding, flood plains, and
Swales shall have manhole cover and frame seals installed.
1. Manhole covers shall be sealed with manhole cover gaskets
and be locking covers.
2. Manhole frames shall be sealed to the manhole structure with
an internal rubber seal. The seal shall cover the frame and
manhole structure, including adjustment rings and be capable
of vertical expansion of not less than two (2) inches when
installed. For new construction external seals may be used
if the interior of the manhole is marked indicating their
use.
3. Manhole Cover Seals
a. General - Sanitary manhole covers on sanitary manholes
noted on the Project Plans and Specifications shall
be sealed with manhole cover gaskets or with gasketed
manhole lids as approved by the Director.
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4. Manhole Frame Seals
a. General - An internal rubber seal shall be installed
on sanitary manholes noted on the Project Plans and
Specifications. A rubber seal extension to cover any
additional heights of chimney not covered by the seal
itself shall be used as directed by the manufacturer's
representative or the Director. The internal rubber
seals shall be as approved by the Director.
b. Installation – A flexible rubber mastic sealant shall
be used in the joint between the manhole frame and
chimney or cone. Detailed installation procedures
shall be in accordance with the manufacturer's
instructions.
e. Steps shall be installed as shown in the Standard Details of Sewer
Construction. When the steps are set in Concrete, they shall be
placed and secured in position before the Concrete is placed. When
the steps are installed in brick masonry, they shall be placed as
the masonry is being built. The steps shall not be disturbed or
used until the Concrete or mortar has set and cured for at least
seven (7) days.
SECTION H TRENCH BACKFILL.
1. Placing of Backfill.
a. After the pipe or conduit has been properly bedded, jointed, and
inspected, all measurements to record location of Y-Junctions,
tees, etc. have been made by the Contractor, and sufficient time
has elapsed for the joint materials or for any Concrete or mortar
to set and harden, upon permission of the Director, the Backfill
may be placed. All requirements of the agency of jurisdiction
must be adhered to.
b. If the trench is flooded before or during backfilling, or subjected
to conditions which might cause flotation of the pipe before
sufficient Backfill has been placed, the Contractor shall take the
necessary precautions to prevent flotation of the pipe, conduit,
or structure.
c. Before final acceptance of the Work, additional tamped earth shall
be added to restore settled trench surfaces to the required level
of the adjacent earth surfaces, or the base or crushed rock wearing
surfaces, or to the finished earth base for sodding or for seeding.
Where seeding or sodding is not required, the excess earth shall
be uniformly and neatly mounded above the trench.
d. Backfill in trenches, which are not within or immediately adjacent
to pavements of Concrete or pavements on stone or Concrete base,
but are located where prevention of Backfill settlement is
essential, and where required on the Project Plans or by the
Director, and where granular fill is not desired, shall consist
of selected job-excavated earth thoroughly compacted with suitable
mechanical tampers to the density of the adjacent undisturbed
PART 4 - PIPE
71
earth. Relative density testing to confirm compaction has been
achieved will be required from the Contractor.
e. Non-granular job-excavated material shall be free from debris,
organic matter, perishable compressible materials, and shall be
free from broken pipe, structures, or other construction materials
removed in the course of the excavation, debris, and organic
materials larger than six inches (6”) in diameter, nor be in such
amount that will interfere with the consolidating properties of
the fill material. Care shall be taken that stones and lumps are
kept separated and well distributed, and that all voids are
completely filled with fine materials. The approved Backfill
materials shall be placed in layers not exceeding nine inches (9”)
before compaction.
2. Backfill – Granular or Other Compacted Materials.
a. Backfill in trenches through pavements of concrete, or wearing
surface on concrete, stone base, brick, or macadam in highways,
streets, rights-of-way, or wherever prevention of backfill
settlement is considered essential. Where the Project Plans and
Specifications require shall be made with granular fill from the
level six inches (6”) above the top of the pipe to the subgrade
elevation of the pavement.
b. Granular Backfill shall consist of MSD 3 as indicated in Section
2 Materials.
c. “Pea gravel” or similar granular materials approximately uniform
in size and without bonding properties shall not be used.
d. All granular Backfill materials shall be compacted by mechanical
compaction unless otherwise approved by the District.
e. Private Development project which are constructing sanitary and/or
storm Sewers will be required to use granular backfill (MSD 3) as
outlined in Section H.2. For these Private Development projects,
jetted backfill may be allowed in lieu of mechanical compaction
unless otherwise required by the Private Development Design
Engineer.
3. Backfill – Jetted (Non-Pavement Areas).
a. Jetting may be used if not prohibited by the Project Plans and
Specifications. If water jetting is allowed, the trench is to be
uniformly flooded and poled or jetted with water and with care to
avoid damage to the newly laid Sewer. After the Backfill in the
trench has substantially dried and completed its settlement, any
settlement below the finished grade shall be refilled with
additional earth.
b. No separate payment will be made for jetted Backfill, all costs
of which are included in the bid prices for excavation.
4. Backfill – Flowable Fill or Low-Density Cellular Concrete (LDCC).
PART 4 - PIPE
72
a. When required by the Project Plans and Specifications or
jurisdictional agency, this Work shall consist of placing flowable
fill and/or low density cellular Concrete (LDCC) to fill trenches
for pipe, structures, Culverts, Utility cuts, and other Work under
pavement or as designated on the Project Plans and Specifications
or by the jurisdictional agency. See Part 5, Section G of these
specifications for information on materials, proportions, and
placement. In pipe trenches the flowable fill and/or LDCC will be
used in the top five (5) feet of the pipe trench.
5. Backfill – Compaction Testing.
a. The Contractor shall obtain and furnish to the District a Moisture
– Density curve developed by a soil engineer or competent test
laboratory, for the material that is to be used as Backfill. During
construction density tests shall be run as required by the Project
Plans and Specifications. A minimum of two tests per Reach of pipe
or one test per 100 feet of trench, whichever is greater will be
required. The testing company shall submit test results directly
to the District and Contractor. Density tests will not be paid
for separately.
SECTION I METHODS OF MEASUREMENT AND BASIS OF PAYMENT.
1. General.
a. Payment will be made for the materials furnished and completed
Work done under the Contract as stated herein in accordance with
actual measurements. The Contractor shall not be entitled to
receive additional compensation for anything furnished or Work
done, except for extra work authorized by written order of the
Director, or for which provision has been made in the Project
Plans and Specifications, which will state the method of
measurement and basis of payment for any item of construction not
covered by this section of these specifications.
b. It is the intent of these specifications to pay only once for any
given item of Work or material to be furnished, except where it
is clearly specified as an addition to the bid price for the unit
quantity. Duplication of quantities, units, or bid items will not
be permitted, even though the Project Plans and Specifications
may, through an error or oversight, allow such duplication. 2. Pipe Sewers.
a. Payment will be made for completed pipe sewers, round or
elliptical, for each size, kind, and class of pipe laid at the
respective bid price per lineal foot. The length for which payment
will be made will be the measured horizontal distance for each
along the centerline of the pipe exclusive of the distance between
the inside faces of each connected structure, Sewer, manhole,
inlet-manhole, inlet, junction chamber, transition section, or
other similar structures. The payments made shall include all
costs of labor, materials, tools, and equipment; and shall be full
payment for furnishing, installing pipe, testing, jointing
materials, crushed limestone in replacement of over dig; and
furnishing, placing, and compacting the Bedding. In addition,
PART 4 - PIPE
73
unless otherwise specified for Force Mains, the payments made
shall include all costs for appurtenances such as air relief
valves, thrust blocks, cleanouts, cleanout manholes at low points
in Force Main, and tuned locator disks as specified.
b. Payment also includes approved connectors for dissimilar pipe
materials and all costs for connection of the pipe. When manhole
tees are used for manhole structures, the distance between the
inside faces shall be excluded from the length of completed pipe
Sewers for which payment will be made.
3. Curved or Radius Pipe.
Unless otherwise provided in the Project Plans and Specifications, no
additional payment will be made for curved or radius pipe which shall
be measured and paid for in the same manner as described for straight
pipe. Any additional costs for curved or radius pipe shall be included
in the bid price per lineal foot for pipe of the size, kind, and class
involved.
4. Tees, Wyes, Bends, Stubs, Etc.
a. Payment will be made for tees, wyes, bends, stubs, slants, and
other specials where required by the Project Plans and
Specifications, or where ordered by the Director, at the bid price
for each, and as an addition to the amount paid for the completed
pipe Sewer containing such special, except where the cost of a
special is included in the lump sum bid price for a given bid
item. The payment for the special shall include furnishing and
installing of an approved stopper, cap, or cover.
b. Payment for the check valves shall include all costs and labor for
providing and installing the check valve and shall be paid for
under the Pay Item “Check Valve.” 5. Concrete for Encasement.
a. Payment will be made for Concrete encasements at the bid price per
cubic yard. The quantity for which payment will be made will be
the respective quantity per lineal foot for each size pipe as
tabulated in the Standard Details of Sewer Construction and for
the actual length of Sewer so encased.
b. Such payment shall include the entire cost of furnishing and
placing the Concrete cradle or encasement as shown in the Standard
Details of Sewer Construction. It also shall include the costs
of the necessary excavation beyond Payline Limits, and also the
cost of supporting and securing the jointed pipe against movement
during the placing of the Concrete.
6. Manholes.
a. Payment will be made for each manhole on pipe Sewers twenty-four
inches (24”) in diameter and smaller at the bid price per lineal
foot for completed standard manhole construction for the vertical
distance between the elevation of the top of the cast iron frame,
and the elevation of the flowline at the manhole center. Such
PART 4 - PIPE
74
payment shall include all costs of the manhole base, invert, walls,
plastering where required, making pipe connections, and steps,
frames, and covers and seals where required.
b. Payment will be made for each manhole on pipe Sewers twenty-seven
inches (27”) in diameter and larger at the bid price per lineal
foot for completed standard manhole construction for the vertical
distance between the elevation of the top of the cast iron frame
and the elevation for the top of the bottom section of the manhole.
Such payment shall include all costs of such manhole construction
including plastering where required, steps, frame and cover, seal
where required, and making pipe connections.
c. Payment for the bottom section of manhole shall include all costs
of such construction, including the base, invert, walls,
plastering where required, manhole steps, and making pipe
connections. The bottom section of the manhole shall include all
construction below that elevation determined by the sum of the
average elevation of the flowline at the manhole center and one
of the following:
1. Inside vertical dimension of outlet pipe plus twelve inches
(12”) for pipes with vertical dimensions twenty-seven inches
(27”) through fifty-one inches (51”).
2. Inside vertical dimension of outlet pipe plus eighteen
inches (18”) for pipes with vertical dimensions fifty-four
inches (54”) through seventy-two inches (72”).
3. Inside vertical dimension of outlet pipe plus twenty-four
inches (24”) for pipes with vertical dimensions seventy-five
inches (75”) through ninety-six inches (96”).
d. Payment will be made for completed foul water drop construction
as an addition to the payment made for the completed manhole. Such
payment will be made at the lump sum bid price of each location,
or for the designated location; and shall include all costs of
excavation, lumber left in trench, Concrete, drop pipe, pipe elbow,
jointing, and the additional cost of the pipe junction on the
Sewer and its Concrete encasement.
7. Inlet - Manholes.
a. Inlet-manholes are inlets with an incoming pipe and built with
standard manhole diameter. Payment will be made for each inlet-
manhole as described for manholes, except that the vertical
distance for payment as a manhole shall exclude the top three feet
(3’) of each inlet-manhole.
b. Payment for the top three feet (3’) of each inlet-manhole will be
made at the lump sum bid price for inlet-manhole top section, of
the type required by the Project Plans and Specifications and
shown in the Standard Details of Sewer Construction. Such payment
shall include all costs of the completed top section, excluding
payment for excavation. Such payment shall also include any costs
for the transition from a manhole to inlet section, and all costs
for the construction of the required gutter sump, including the
PART 4 - PIPE
75
removal and replacement of pavement and curbing required for
construction of the inlet-manholes.
8. Inlets.
Payment will be made for each inlet of standard depth at the bid price
for the type of inlet required by the Project Plans and Specifications
and shown in the Standard Details of Sewer Construction. Such payment
shall include all costs of the base, walls, top, sill, blocks, angle
seats, cement mortar, plaster, pipe specials for the trap when a trapped
inlet is required, steps, grates and covers; all costs for the
construction of the required gutter sump, including the removal and
replacement of pavement and curbing required for construction of the
inlets. Unless otherwise indicated in these specifications or Standard
Details of Sewer Construction, the standard depth of an “inlet” shall
be four feet (4’). When the depth of an inlet as built exceeds the
standard depth, additional payment shall be made for the excess depth,
at the bid price per lineal foot for Standard Manhole Construction. The
excess depth shall be the difference between the standard depth shown
in the Standard Details of Sewer Construction, and the vertical distance
between the low point of the inlet floor and the top of the inlet stone.
9. Double Inlets.
Payment will be made for double inlets as required by the Project Plans
and Specifications, and as shown in the Standard Details of Sewer
Construction similarly as described for inlets at the bid price for each
type of multiple-unit inlets except that excess depth will be paid at
twice (2 times) the bid price per lineal foot for Standard Manhole
Construction for Double Inlets.
10. Junction Chambers.
Payment will be made for each junction chamber completed as required by
the Project Plans and Specifications at the lump sum bid price for
constructing the junction chamber. Such payment shall include all costs
of masonry, forms, Concrete, reinforcing steel, steps, manhole
construction above the top of the chamber, and making pipe connections,
but exclude payments for lumber ordered left in trench, excavation, and
granular fill.
11. Trench Backfill.
a. Payment will be made for compacted Backfill at the bid price per
cubic yard for compacted Backfill. Such payment shall include all
costs of furnishing and compacting the Backfill as specified. The
quantity for which payment will be made is computed volume based
on a trench width equal to the Payline Limit width for the given
size of pipe, a length equal to the measured horizontal distance
between vertical planes representing the average ends of the tamped
Backfill as placed in the trench, or to the Payline Limits of an
intermediate structure, as shown on the Project Plans or as
required; and a depth equal to the average vertical distance
measured along the centerline of the Sewer at twenty-five foot
(25’) intervals between the elevation, either six inches (6”)
above the top of the pipe, or at the top of the Concrete encasement,
PART 4 - PIPE
76
and either the bottom of the pavement base, or the surface of the
ground or the elevation given on the Project Plans or ordered by
the Director.
b. Payment will be made for flowable or LDCC Backfill at the bid
price per cubic yard for flowable fill or LDCC. Such payments
shall include all costs for materials, labor, and testing required
to place the flowable fill or LDCC. The quantity for which payments
will be made is described in a. above less any volume occupied by
granular fill or pavement.
c. No separate payment will be made for the placing of Backfill either
uncompacted or consolidated by jetting or supplemented due to
settlement below the required elevation. Its costs shall be
included in the bid prices for excavation.
12. Backfill Around Structures.
a. Payment will be made for the computed quantity of Backfill for
manholes, inlet-manholes, inlets, junction chambers, or other
structures, at the respective bid price per cubic yard for the
class or classes of Backfill involved. For manholes, inlet-
manholes and inlets, the volume for which payment will be made for
compacted Backfill or for granular fill shall be that of a prism
bounded by vertical planes or surfaces six inches (6”) from and
parallel with the outermost lines of the structure, and a height
equal to the average distance between the original ground surface,
Subgrade of replacement pavement base, or the elevation shown on
the Project Plans or ordered by the Director, and the Subgrade for
the structure, less the computed gross volume of the structure.
For junction chambers or other special structures requiring form
work, the volume for which payment will be made for Backfill shall
be that of a prism bounded by vertical planes or surfaces twelve
inches (12”) from and parallel with the outermost lines of the
structure, and an average height computed as described immediately
above for manholes, etc., less the computed gross volume of the
structure.
b. No separate payment will be made for Backfill around manholes,
inlet-manholes, catch basins, inlets, junction chambers, and other
structures unless granular Backfill, flowable fill or mechanically
compacted Backfill is required or ordered by the Director.
13. Granular Backfill.
a. Payment will be made for granular Backfill at the bid price per
cubic yard for “Granular Backfill” for the computed volume measured
in place after final compacting.
b. The volume of compacted granular fill for each Sewer will be based
on a square-bottomed trench with vertical sides, a distance apart
equal to the Payline Limit trench width; a length equal to the
measured horizontal distance between vertical planes representing
the average ends of the granular fill as placed in the trench, or
to the Payline Limits of an intermediate structure as shown on the
Project Plans or as required; and a depth to the average vertical
distance measured along the centerline of the Sewer at twenty-five
PART 4 - PIPE
77
foot (25’) intervals between the elevation, either six inches (6”)
above the top of the pipe or at the top of Concrete encasement,
and either the bottom of the payment base or the elevation to
which granular fill is required on the Project Plans or ordered
by the Director. The volume of compacted granular fill surrounding
manholes, inlet-manholes, inlets, and catch basins of junction
chambers and special structures requiring form work, will be
computed separately.
c. The cost of any additional granular fill required beyond Payline
Limits due to unauthorized excavation beyond Payline Limits is to
be borne by the Contractor.
14. Special Structures.
Payment will be made for each special structure completed as required
by the Project Plans and Specifications at the lump sum bid price for
constructing the type of special structure indicated. Such payment shall
include all costs of masonry, forms, Concrete, reinforcing steel, steps,
castings, brick, and manhole construction above the chamber, if required,
but exclude payments for lumber ordered left in trench, excavation, and
granular fill, which will be paid for separately.
15. Laterals
Payment for lateral connections will include the first five linear feet
of pipe from the connection to the main. The remaining linear feet of
pipe after the first five feet to the private connection, will be paid
at the respective bid price per linear foot. All footage measurements
will be made parallel with the center line of the pipe.
PART 5 - CONCRETE
78
PART 5 CONCRETE CONSTRUCTION SECTION A GENERAL.
Concrete shall be composed of Portland cement, fine and coarse aggregates, and
aggregates, properly proportioned by weight, thoroughly mixed, and of proper
consistency. An air-entraining agent or an admixture, uniformly dispersed
through the concrete during mixing, shall be added to all Class A Concrete,
or for appropriate special construction as required by the Project Plans and
Specifications.
SECTION B MATERIALS.
Materials for concrete shall conform to the pertinent paragraphs in Part 2 of
these specifications. In general, only one source and kind of material
conforming to these specifications shall be used throughout the Work of
constructing each complete unit of the particular Contract. Prior to beginning
the Work, the District shall be informed of the kind and source of materials
to be used. When reference is made to a material, it is intended to relate
only to the kind and source of the material (such as washed gravel, crushed
limestone, washed Mississippi, Missouri, or Meramec River sand) and not to its
grading requirements. All fine and coarse aggregate must be stored separately
and shall be kept clean and free from contamination. The mixing of materials
from different sources will not be permitted. In no case shall frozen lumps
or partially cemented materials be used and not to its grading requirements.
All fine and coarse aggregate must be stored separately and shall be kept clean
and free from contamination. The mixing of materials from different sources
will not be permitted. In no case shall frozen lumps or partially cemented
materials be used.
SECTION C CLASSES.
1. General.
a. Concrete will be designated by classes. These specifications and
the Standard Details of Sewer Construction will state which class
and type of cement is to be used for each structure, except where
otherwise required in the Project Plans and Specifications Class
“A” concrete is required. Type I cement normally will be used,
except for Sanitary or Combined Sewers for which Type II cement
will be used. The following table shows the classes of concrete,
the minimum cement content per cubic yard, and the maximum water
content per sack of cement, including free moisture in the
aggregates.
C O N C R E T E
Class PORTLAND CEMENT
(Sacks)
Per Cubic Yard
MAXIMUM WATER
(including Free Moisture
in Aggregates)
Gallons Per Sack
A 6 6 ½
B 4 8 ½
C 2 9 ½
PART 5 - CONCRETE
79
b. If the Contractor desires to add more water to a given class of
concrete than is permitted by the table in order to facilitate
placing, and the Contractor is given permission by the Director,
the Contractor must maintain the same water-cement ratio as shown
in the table by adding proportionally additional cement. The
minimum compression strength for Class “A” Concrete shall be 3500
psi at 28 days.
2. Proportioning.
a. The proportions of materials shall be such as to produce a
concrete of the required strength that can be placed easily into
the corners and angles of forms and around reinforcements with
the method of placing used in the work, and without separation or
segregation of the materials or collection of free water on the
concrete surface.
b. All materials shall be proportioned by weight. The quantities of
fine and coarse aggregates for each batch shall be exactly
sufficient for one or more sacks of cement. No batching requiring
fractional sacks of cement will be permitted. Proportioning by
volume will be allowed only with permission during emergencies and
for a total volume less than one cubic yard.
c. Prior to the start of a construction project, the concrete mix
design intended to be used shall be submitted to the Director for
approval.
3. Admixtures.
No admixture except air entrainment shall be used without the
approval of the Director. The proposed mix design supported with
independent test results shall be submitted with all admixture
approval requests. Air-entraining admixtures shall conform to the
requirements of Part 2. When an admixture is to be used, a
dispenser capable of accurately measuring and adding the required
amount of admixtures to the batch at the beginning of the mixing
period shall be provided at the mixer. The minimum required
compression strength and durability shall not be reduced or
compromised by any admixture.
4. Air-Entrained Concrete.
a. All Class “A” concrete shall be air entrained.
b. Freshly mixed air-entrained concrete shall contain the following
amounts of entrained air when measured by the volumetric method
ASTM C173, or by the pressure method ASTM C231:
AIR CONTENT BY VOLUME
MAXIMUM SIZE OF COARSE
AGGREGATE
MAXIMUM %
MINIMUM %
1 ½”, 2”, or 2 ½” 6 4
¾” or 1” 7 5
3/8” or ½” 8 ½ 6 ½
PART 5 - CONCRETE
80
c. Mixes should be designed for the recommended air content and
adequate control provided to keep air content within required
limits. The Contractor shall maintain close control over the
uniformity of the concrete, and over the cement, aggregates, water
content, consistency, operation, and accuracy of proportioning,
mixing time, and operating equipment, until finally placed in the
forms.
d. Air entrainment shall be obtained by the use of an approved air-
entraining agent added in the quantity required to obtain an air
content within the specified limits. All air-entraining agents
shall be added to the concrete during the process of mixing. The
agent shall be accurately measured and dispensed by means of an
approved mechanical dispenser, which will automatically and
gradually discharge the required amount of material into the
stream of mixing water before all of the mixing water has entered
the mixer drum.
5. Consistency.
a. The consistency of the concrete shall be such that the slump, when
measured according to ASTM C143 is the least compatible with
workability and ease of placing. In general, the slump tested at
the placement site shall meet the following requirements:
REQUIRED SLUMP
KIND OF WORK INCHES
Paving 4
Reinforced Concrete Structure 4 ± ½
Unreinforced Concrete 3 ± ½
Tremie-placed Concrete 7 ± 1
b. Additional water shall not be added at the site except with
permission of the Director and under strict supervision of the
Contractor, and then only in an emergency. Such additional water
shall be added only in small increments and then only in the
smallest amount necessary within the required limits of
consistency for the particular work and shall be uniformly mixed
and incorporated into the unplaced concrete before deposition in
the forms.
SECTION D BATCHING AND MIXING.
1. Plant-mixed or Ready-mixed Concrete.
a. Along with its preparation, it shall conform to the requirements
of Standard Specifications for Ready-mixed Concrete ASTM C94 and
these specifications. All scales and measuring equipment shall
be regularly tested and approved by the Inspector of Weights and
Measures of the City of St. Louis, or the municipal agency of
jurisdiction, or the State of Missouri, and as often thereafter
as may be required by the Project Plans and Specifications.
Concrete plants shall be open to inspection by the Director at
any reasonable time that may be necessary and also during the time
while furnishing concrete to any District project. All batching,
PART 5 - CONCRETE
81
mixing, and approved delivery equipment shall be maintained in
good condition, adjustment, and operation. Batching of aggregate
from bins where the aggregates come directly from the screening
plant or washer, or in which the aggregate may segregate, shall
not be permitted. Any batch of concrete which does not meet the
requirements of these specifications shall be rejected and
replaced with acceptable concrete at the expense of the Contractor
whether at the plant or delivered at the site of Work.
b. The concrete shall be mixed until all materials are uniformly
distributed within the mixture, and for a period not less than one
minute after all materials are in the mixer drum, when the drum is
revolving at the speed for which it was designed. No materials
for a batch of concrete shall be placed in the drum until all of
the previous batch has been discharged therefrom. The water shall
be added at the time the materials are being run into the mixer.
c. During construction, test cylinders shall be taken as required by
the Project Plans and Specifications. On Channel construction and
reinforced concrete structures at least four cylinders shall be
taken each day that concrete is poured. The Contractor will be
responsible for the work involved and any cost of the protection
of cylinders, prompt pick up from jobsite and Local testing.
2. Handmixing.
a. Handmixing of concrete will not be permitted except in case of an
emergency.
b. If handmixing is permitted, it shall be done on an impervious
surface, such as a concrete pavement, using the same proportions
with the addition of one extra sack of cement for each cubic yard
of concrete mixed. The sand and cement shall be mixed dry until
the mixture shows an even color throughout. The mixture shall be
spread to a depth of eight inches on the mixing board, and the
coarse aggregate then be spread to an even depth over it. The
combined mixture shall then be cut through, turned, and mixed with
square-end shovels. Water shall be added from time to time and
mixing continued until all materials are uniformly distributed
throughout the mixture. Excess water shall be avoided in order to
meet the requirements of the slump test. Aggregates and water
shall be accurately measured.
SECTION E CONVEYING AND PLACING. 1. Standard Practice.
a. The standard practice for conveying and placing concrete as
outlined by the American Concrete Institute shall be followed.
Concrete shall be conveyed from the mixer to the place of final
deposit by methods which will prevent separation or loss of
materials and contamination due to debris, dirt, or any foreign
material. The maximum height of an unconfined drop of concrete
shall be six feet. Equipment used shall be suitable and in good
clean mechanical condition. Before placing concrete in the forms
or in the place of deposit, all debris and foreign materials, soft
earth, mud, and water shall be removed. No concrete shall be
PART 5 - CONCRETE
82
placed in water unless entirely unavoidable, and then only if such
method of placing that will prevent washing and dilution of the
concrete. Steel or wood forms shall be oiled and treated to
prevent adhesion of concrete and damage to the concrete surface
upon removal of the forms. Concrete shall be placed as nearly as
practicable in its final position to avoid segregation due to
rehandling or flowing. Concreting shall be carried on at such a
rate that the concrete is at all times plastic and flows readily
into the forms and around reinforcing. No concrete shall be used
that has partially hardened or has been contaminated by foreign
material or that has been retempered.
b. Once concreting has started, it shall be carried on as a continuous
operation until the section or structural unit is completed. The
top surface shall be leveled or screeded or finished to the shape,
level, and type of finish required by the Project Plans and
Specifications and Standard Details of Sewer Construction. When
construction joints are required, they shall be made in conformance
with Part 5 Section H. Care must be used to avoid displacing or
disturbing the reinforcing steel.
c. All concrete shall be thoroughly compacted by vibrators, spading,
or other suitable means during the operation of placing to e nsure
that concrete will flow around all reinforcement, embedded fixtures
and into the corners and against the surfaces of the forms to give
a dense finished product with true surfaces free from honeycombing
and other imperfections.
d. No more concrete shall be delivered to the project than can be
readily placed. All delivery tickets from the concrete shall be
machine stamped with time of batch. All concrete not in place 90
minutes from batch time shall be subject to rejection.
SECTION F MORTAR AND GROUT. 1. Mortar Mixture for Sewer Construction.
a. Mortar for Sewer construction shall consist of a uniform mixture
of Portland cement and sand with the minimum amount of water to
produce the required consistency for the particular required use.
No admixtures shall be used without the permission of the Director.
All materials shall conform to the requirements specified in Part
2.
b. Mortar shall be prepared in suitable mixing equipment or, for small
amounts, on a hard-impervious surface. It shall be kept free from
contamination, debris, or other deleterious substances until
incorporated in the construction. Retempered mortar or partially
set mortar shall not be used.
2. Mortar for Other Purposes.
Mortar for brick masonry is described in Part 4. Mortar for building
or architectural purposes, or for special uses, will be described in the
Project Plans and Specifications for such work.
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3. Grout.
a. Grout will be described in the Project Plans and Specifications
or in the Standard Details of Sewer Construction with the item
for which it is used. Retempered grout shall not be used. Grout
shall be kept in a uniformly mixed condition during placing.
b. The Contractor shall submit any proposed special grout mixes to
the Director for consideration prior to the start of
construction.
SECTION G FLOWABLE FILL OR LOW DENSITY CELLUALAR CONCRETE (LDCC). 1. Materials and Proportioning for Flowable Fill.
a. The Contractor shall use the mix design as designated below. The
mix design shall include a list of all ingredients, the source of
all materials, the gradation of all aggregates, the names of all
admixtures and dosage rates, and the batch weights.
(1) Ingredients Design Amounts Per Cubic Yard
(2) Cement 75 lbs.
(3) Fly Ash Type C 250 lbs.
(4) Fine Aggregate 2800 lbs.
(5) Water 48.5 gallons (or as needed)
(6) Air Entrainment 10 – 15%, by volume
(7) Slump 8” minimum
b. Only the materials and proportions listed above may be used in the
flowable fill mix design and the materials must be in accordance
with the materials as listed per section in the current edition
of the St. Louis County Standard Specifications for Highway
Construction.
2. Materials and Proportioning for Low Density Cellular Concrete (LDCC).
a. The Contractor shall use a mix design as designated below or
similar to such mix design. The mix design shall include a list
of all ingredients, the source of all materials, the gradation of
all aggregates, the names of all admixtures and dosage rates, and
the batch weights.
(1) Ingredients Design Amounts Per Cubic Yard
(2) Cement 225 lbs.
(3) Fly Ash Type C 225 lbs.
(4) Sand 50 lbs. (or as needed)
(5) Water 230 gallons (or as needed)
(6) Foaming Agent Depends (typically to
achieve 30 pcf)
(7) Slump Greater than 15”
b. Only the materials and proportions listed above may be used in the
low density cellular concrete mix design and the materials must
be in accordance with the materials as approved by the Engineer.
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3. Placement.
a. The flowable fill mixture shall be discharged from the mixing
equipment by a reasonable means into the space to be filled, or
other methods approved by the District. The flowable fill shall
be brought up uniformly to the fill line as required by the Project
Plans and Specifications. Placing of material over the flowable
fill may commence as specified. A vibrator shall not be used in
placement of the flowable fill. The materials shall be mixed,
delivered, and discharged within two (2) hours. During the filling
operation, plugs may be required. Plugs shall be installed to
confine the flowable fill.
b. The LDCC mixture shall be discharged from the mixing / pumping
equipment by a reasonable means into the space to be filled, or
other methods approved by the Director. The LDCC shall be brought
up uniformly to the fill line as shown on the Project Plans or as
directed by the Director. Placing of material over the LDCC may
commence as specified (typically 24 hours after placement) or as
directed by the Director. LDCC is 100% self-compacting on no
mechanical means shall be used to compact the material. During the
filling operation, bulkheads may be required. Bulkheads shall be
installed to confine the LDCC as directed by the Director.
c. Flowable fill or LDCC shall not be placed on frozen ground. Mixing
and placing shall begin only if the air temperature is 35 F minimum
and rising. At the time of placement, the material temperature
shall be 40 F minimum. Mixing and placing shall stop when the air
temperature is 40 F and falling.
d. The flowable fill or LDCC shall not be placed in standing water
or wet weather conditions. Flowable fill or LDCC shall be protected
from freezing and wet weather conditions until the material has
stiffened and bleed water subsided during the first 24 hours after
placement.
e. The flowable fill or LDCC shall not be subject to load nor
disturbed by construction activities until a minimum compressive
strength of 30 psi for Portland cement concrete pavement or 50 psi
for bituminous concrete pavement has been attained or as required
by the Project Plans and Specifications.
f. When backfilling pipe trenches, to prevent uplift of pipe, the
Bedding material shall be placed from the bottom of trench to a
minimum of six inches above the top of pipe. Granular Backfill
shall be placed from top of Bedding material to an elevation of
five feet below the pavement Subgrade. Flowable fill must be
placed from the top of the granular Backfill to the pavement
Subgrade. If the total depth from the top of Bedding material to
the pavement Subgrade is less than five feet, then flowable fill
shall be placed from top of Bedding material to the pavement
Subgrade.
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85
4. Testing.
a. The sampling of freshly mixed flowable fill material shall be
performed according to ASTM C-172, except the elapsed time for
obtaining the composite sample shall not exceed two minutes. The
sampling shall consist of four test cylinders every 50 yards or at
the discretion of the Director. The testing of cylinders shall be
performed by a certified lab and paid for by the Contractor. The
test results shall be sent to the District.
b. A flow test shall start within five minutes of obtaining the composite
sample. The test for flow shall consist of filling a 3-inch diameter
by 6-inch high open-ended plastic cylinder placed on a smooth level
surface to the top with the flowable fill. The cylinder shall be
smooth, rigid, and open at both ends and have a maximum variation
from the normal inside diameter and length shall be one-eighth inch.
The cylinder shall be pulled straight up within 5 seconds. The spread
of the mortar shall be measured. For good flow in placement, the
diameter of the mortar spread shall be at least 8 inches. Minor flow
adjustments may be made by making a minor adjustment in the water or
fly ash filler content in the mixture.
c. Air content shall be tested in accordance with ASTM C-173, except the
bowl shall be filled in one lift without vibration, rodding or
tapping.
SECTION H CONSTRUCTION AND EXPANSION JOINTS. 1. Construction Joints.
a. The placing of concrete shall be so planned that construction
joints may be made where shown on the Standard Details of Sewer
Construction or on the Project Plans and Specifications, or where
approved by the Director, and be so located and constructed as to
impair the structure as little as possible. Additional
reinforcement shall be provided at construction joints as required
by the Project Plans and Specifications, and as directed. A
structural key shall be provided as shown on the Drawings or as
directed. For a horizontal key, concrete shall be left with a
roughened surface. Before concrete is to be placed against any
keyed joint, its surface shall be cleaned, and all laitance
removed. Immediately before placing the new concrete, the surface
of the joint shall be thoroughly coated with neat cement grout.
Concrete in walls and columns shall be placed continuously from
the base to the bottom of the slab or slab and beam construction.
b. Column caps, haunches, and corner fillets shall be considered as
a part of the slab or floor construction and shall be placed
integrally therewith. Joints in slabs shall be parallel and midway
between the main reinforcing. Joints in slab and beam construction
shall be located near the middle of the span of slab, beams, or
grinders. If a beam intersects a girder, the joint in the girder
shall be offset a distance twice the width of the beam.
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86
2. Expansion Joints.
Expansion joints shall be placed on 20-foot centers on trapezoidal
Channels, 50-foot centers on vertical wall Channels, and 50 feet from
each end of box Culverts. Expansion joints shall be doweled with No. 4
bars, 12 inches long, placed on 18-inch centers and allowed to slip on
one end. The joint shall be a minimum of ½” thick and contain a premolded
asphalt filler (ASTM D994) to the exposed surface or bottom of the
chamfer.
SECTION I FINISHING.
1. General.
Immediately after removing the forms, all fins or irregular projections
shall be removed from all surfaces except those in contact with Backfill
and which are not to be exposed. All construction or special joints in
the completed work shall be carefully tooled and be free of all mortar
and concrete. Expansion joint fillers shall be left exposed for their
full length with clean true edges. On all surfaces, cavities produced
by form ties, holes, honeycomb areas, broken edges or corners, and other
surface defects shall be cleaned, and carefully filled, pointed and
troweled to a true uniform smooth surface with sand-cement mortar mixed
in the proportions used in the grade of concrete being finished. Such
repaired surfaces shall be kept moist for a period of twenty-four hours.
2. Rubbed Surface Finish.
Rubbed surface finish will not be required unless specifically required
by the Project Plans and Specifications, except in the case of repaired
surfaces where the uniform finished appearance of the exposed surface
is important. Rubbing will not be permitted until the repaired surface
has set for at least twenty-four hours. The final finish shall be
attained by rubbing the repaired area and adjacent surface with a
carborundum stone and water until the entire surface is of smooth uniform
texture and color matching the adjoining surface. After rubbing is
completed, any remaining paste, powder, or objectionable evidence of
repair shall be completely removed.
3. Paved Channel Bottoms.
All bottoms in paved Channels shall be sloped ¼ inch per foot from the
face of the walls to the center of the paved Channel bottom. Concrete
surfaces that are not formed shall have a light broom finish.
SECTION J CURING AND PROTECTION.
1. General.
Provisions shall be made for protecting concrete, brick masonry, and
cement plastering against damage from freezing or from lack of moisture.
All concrete placed into the forms shall have a temperature between 50-
and 90-degrees F. The Contractor will be responsible for all damage to
the concrete surface due to the flow of water over uncured concrete,
vandalism, etc. Unless otherwise provided in the Project Plans and
Specifications, the cost of curing and protection are included in the
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87
payments made for the bid items of construction requiring the use of
curing and protection for cement and concrete work.
2. Cold Weather.
All job-stored materials shall be covered and protected from ice and
snow. The temperature of mixing water shall not be less than 55 degrees
F nor more than 165 degrees F. All reinforcement, forms, fill material
and ground which the concrete will contact shall be free of frost or ice
and snow. Whenever the temperature of the surrounding air is 40 degrees
F and falling, no concrete shall be placed unless the Contractor has on
hand sufficient, suitable, and approved means of protecting the concrete.
The Subgrade of any structures on which concrete is to be placed shall
be adequately protected, if necessary, to prevent freezing prior to
placing. Whenever the temperature of the surrounding air is below 40
degrees F, adequate means shall be provided for maintaining a temperature
in the surrounding air of not less than 70 degrees F for as much time
as necessary to ensure proper curing of the concrete. The housing,
covering, or other protection used shall remain intact and in place at
least twenty-four hours. If the structure is backfilled the next day,
the Backfill will be considered adequate protection in lieu of the
housing or covering that is initially required. Salt or chemicals shall
not be used to prevent freezing. Whenever the temperature of the
surrounding air reaches 32 degrees F and lower, concrete shall not be
placed except with approval of the Director, who shall state the time
in addition to that specified herein that artificial heat and protection
must be supplied. Whenever the temperature of the surrounding air
reaches 20 degrees or lower, no concrete shall be placed except for
emergencies and only with permission of the Director.
3. Hot Dry Weather.
a. Provision must be made to protect concrete, brick masonry, and
cement plastering from drying, and to maintain a moist condition
for curing for at least five days after placing of concrete and
at least two days after laying and plastering brick masonry. For
high-early-strength concrete, moist curing shall be provided for
at least two days after placing. Plastering on the outside of
manholes and the top and side surfaces of monolithic Sewers may
be cured by use of approved curing compounds uniformly sprayed as
recommended by the manufacturer.
SECTION K CONCRETE FORMS.
1. Forms.
a. Forms shall conform to the shape, lines, dimensions, and elevations
of the structures shown on the Project Plans and Specification or
the Standard Details of Sewer Construction. They shall be
substantial and tight to prevent the leakage of mortar. Be of
adequate strength and properly braced to rigidly maintain their
shape, position, and elevation under all loading conditions. Forms
for exposed surfaces such as the interior of Sewers, faces of
headwalls and architectural Concrete shall produce a smooth
regular true surface without offset, joint marks or surface
blemishes. Joints shall be butt joints. Forms and centering
shall be designed to allow their removal without damage to the
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88
structures. Forms for walls of rectangular section Sewers on
curves shall be laid to a true curve using a maximum of two feet
form sections and they shall be plumbed and constructed in a manner
so that they are uniform and in proper alignment. Inside exposed
edges of walls, and edges next to expansion joints in walls shall
be chamfered ¾ inch. Other exposed corners and edges next to
expansion joints shall be properly tooled.
b. Wood spreaders shall not be used. Only metal form ties and
spreaders with removable heads shall be used, so that, upon removal
of forms, exposed metal ends can be covered with at least one-inch
cement mortar.
c. Concrete in walls to be placed against rock excavation may be
placed against the rock without back forms, provided care and
precautions are taken to prevent the contamination of the placed
Concrete due to falling earth and other debris. Back forms must
be provided for walls to be placed against earth excavation. Loose
earth likely to fall into the forms must be stripped back, and
precautions taken to prevent contamination of the placed Concrete.
In cases where circumstances require placing of Concrete against
vertical earth excavation for walls, similar precautions must be
taken, and the earth surface stabilized with sprayed asphalt
emulsion.
d. Forms and supporting forms or shoring shall not be removed until
the Concrete has attained sufficient strength to permit removal
without injury to the Concrete or to the strength of the
construction, and able to support safely its own weight and the
load upon the construction. Supporting forms for all beams, arches
or slabs shall remain in place a minimum of 7 days. Supporting
shores may be required after removal of forms. The Contractor
shall be responsible for all damage due to premature removal of
forms. Forms shall be cleaned and oiled upon removal. Defects
in the exposed surfaces of the Concrete shall be repaired.
SECTION L REINFORCING STEEL.
1. General Requirements.
a. All reinforcing steel shall conform to the requirements of Part
2. The Contractor shall provide Shop Drawings for bending and
placing, and a bar list of furnished reinforcing and accessories.
If allowed by the Director, Grade 40 steel may be field bent, one
time only. The steel shall be cold bent around an appropriate
template. All other grades of steel shall not be field bent.
b. Steel reinforcing bars shall be of the sizes and be accurately
placed, spaced, and located as shown on the details of the Project
Plans and Standard Details of Sewer Construction. Bars shall not
be spliced except where shown on the Project Plans or permitted
by the Director.
c. Use of bar-splices at locations of maximum stress shall be avoided,
and if unavoidable, shall develop the full strength of the bar.
The length of splice for main stressed bars shall be not less than
30 diameters; and for non-stress or temperature bars, shall be not
PART 5 - CONCRETE
89
less than 20 diameters. In case that the Project Plans do not
show the required thickness of Concrete cover for reinforcement
in Sewer construction, the required Concrete thickness shall be
as follows: three inches at bottom and sides of footings and
slabs in contact with earth, two inches in formed walls and at
inside face of Sewers, conduits and Culverts.
d. Exposed reinforcement or dowels for bonding future extensions
shall be protected from corrosion by Concrete or other adequate
covering. Bars shall be securely wired and held in position by
approved chairs and spacers. When use of chairs is impractical,
approved Concrete supports may be used. The methods used must be
such that reinforcing cannot be disturbed or moved from the
required position during placing of the Concrete.
e. Reinforcing steel shall be free of mud, mill scale, rust, paint,
oil, or other deleterious coating. No reinforcing shall be set
in a muddy or wet excavation. Reinforcing shall be inspected and
approved by the Director before any Concrete is placed.
PART 6 - CHANNEL
90
PART 6 Storm Water/Channel Construction SECTION A Storm Water Management. 1. General.
Guidance information related to Storm Water management, including post
construction best management practices (BMPs) can be found on the MSD
website in the Development Review Section - please see the following
areas for more information:
a. Best Management Practices (BMP) Toolbox
b. Required Documents & Checklists – See Landscape Guide for
Stormwater BMP Design
c. Rules, Regulations, & Design Requirements – See Chapter 4
SECTION B Channels. 1. Channel Construction.
a. Channel Construction consists of any Work performed in an open
waterway, ditch Swale or watercourse.
b. Channel construction includes earthen Channels and rock Channels,
sloped and vertical wall paved Channels, bio stabilization and
other non-traditional Channels, and large pipes.
2. Construction Grades.
The grades shown on the profiles, to which the Work must conform is that
of the Channel flowline or pipe invert. Construction stakes will be set
by the Developer at 25-foot intervals for control of alignments and
grades.
3. Use of Cross Sections.
If the Project Plans indicate cross sections along the length of
construction, they will be used in calculation of Class “C” excavation,
compaction of fill and additional fill pay quantities. It is the
Contractor’s responsibility to construct the new Channel to the required
cross sections, elevations, and alignments shown on the Project Plans.
Additional requirements for excavation and clearing are specified in
Part 3, Excavation.
SECTION C ROCK BLANKET.
1. Construction Requirements.
a. When required by the Project Plans or otherwise directed that
banks are to be protected with Rock Blanket, the excavation or
compacted fill shall be made to such surfaces and elevations that
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91
will permit placing of the surfacing without extending beyond or
above the lines of the required Channel cross section. No Rock
Blanket shall be placed on any bank fill that has not been
compacted. All Rock Blanket shall be placed on Type 1 geotextile
fabric.
b. The material to be used in the construction of a Rock Blanket
shall be crushed limestone conforming to the requirements of MSD
5 and described in Part 2 of these specifications.
c. The rock shall be neatly placed and shall not be less than one
foot thick on the sides and on the bottom. The surface shall be
reasonable regular and uniform. Any grouting required shall be
with an air-entrained sand-cement grout with eight sacks of
Portland cement per cubic yard. The surface of the grout shall
be broomed after all surface voids are filled.
SECTION D ROCK LINED CHANNELS. 1. Location.
a. Rock shall be placed at the locations shown on the Project Plans.
The rock shall include a layer of geotextile fabric, a layer of
Bedding material, and the rock as specified in the Project Plans
and Specifications.
2. Bedding Material-Crushed Limestone.
a. The Bedding material and rock lining shall be crushed limestone.
The material shall be well graded and meeting the following
gradations:
BEDDING MATERIAL
Sieve Size % By Weight Maximum Passing Minimum
4 Inch 100 100
2 Inch 76 30
No. 4 16 0
The rock lining shall be as required by the Project Plans and
Specifications.
3. Trimming and Shaping Channel and Geotextile Fabric.
a. After removing all stumps, boulders and pointed rocks, the bed for
the rock lining shall be trimmed and shaped to allow the finished
surface to conform to the line and grades shown on the Project
Plans. After the Contractor has completed the foundation
preparation, a layer of geotextile fabric shall be installed. The
geotextile fabric shall be overlapped a minimum of 12-inches at
all joints. The Bedding material shall be spread uniformly on the
geotextile fabric in a satisfactory manner to the neat lines shown
on the Project Plans. Placing of the Bedding material by methods
which will tend to segregate particle sizes within the Bedding
will not be permitted. Any damage to the surface of the Bedding
base or the geotextile fabric during placing of the Bedding shall
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92
be repaired before proceeding with the Work. Compaction of the
Bedding layer will not be required but it shall be finished to
present a reasonable even surface free from mounds, windrows, or
depressions.
4. Placement of Rock Lining.
a. The rock lining stone shall be placed on the Bedding layer in such
a manner as to produce a reasonably well graded mass of rock with
the minimum practicable percentage of voids providing maximum
interlocking of stones and shall be constructed to the lines and
grades shown. The rock shall not be placed or dropped from a
height of more than one foot. The rock shall be placed to its
full course thickness in one operation and in such a manner as to
avoid displacing the Bedding material. The larger stones shall
be well distributed and the entire mass of stones in their final
position shall be roughly graded to conform to the gradation
specified. The finished rock lining shall be free from
objectionable pockets of small stones and clusters of larger
stones. Rearranging of individual stones by mechanical equipment
or by hand will be required to the extent necessary to obtain a
reasonably well-graded distribution of stone sizes as specified
above. Dumping of stone on the slope from trucks will not be
permitted.
SECTION E NATURAL CHANNELS.
1. General.
The Contractor shall do the Work required in open Channels as shown on
the Project Plans and Specifications and as required in these
specifications.
2. Unimproved Natural Channels.
a. Work in undisturbed natural Channels will consist of removing
deviant obstructions, such as trash, dumped and felled trees,
construction debris, deleterious debris, etc., that impede flow.
The Contractor is required to haul off and dispose of removed
material and debris. The Work and its payment will be described
in the Project Plans and Specifications.
b. The Contractor will be required to protect existing banks that are
to remain undisturbed. Areas damaged by construction equipment
shall be restored as directed by the Director at no additional
cost.
c. When all or a part of a new Channel bank consists of fill, as at
closures of old Channels or at low areas to be filled to higher
levels, the Contractor will verify that all compressible material
has been removed prior to fill placement. The filled section
along the Channel shall be solidly compacted to a Modified Proctor
density of 90% with mechanical compaction equipment for a width
that shall extend landward from the top of the finished bank a
distance not less than three times the maximum depth of fill.
Density test shall be taken on a 25-foot grid every 2 vertical
foot lift of fill through closures of old Channels.
PART 6 - CHANNEL
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SECTION F FILL.
1. General.
a. Unless otherwise indicated in the Project Plans and
Specifications, all fill shall be compacted to the density of
adjacent undisturbed earth with suitable equipment. The areas to
be filled shall be cleared of trees, stumps, brush, trash, sod,
and are to be scarified to permit bonding with the compacted fill.
The fill material shall be free of debris, organic material,
perishable compressible materials, ashes, or other materials which
will interfere with the compaction. The fill shall be placed in
horizontal layers not to exceed one foot in depth and upper three
feet shall be free of all objectionable material and shall contain
no rocks or broken Concrete.
b. Any excavated material that is saturated and is to be used for
fill, shall be worked, and dried to a suitable moisture content
prior to placement.
2. Modified Proctor Density of 90%.
a. Any fill required shall be placed at a Modified Proctor density
of 90%, unless otherwise specified. The fill shall be placed in
accordance with the same methods as that required above, except
no large stones shall be used and fill shall be placed in six-inch
lifts before thorough mechanical compaction. Particular care
shall be given in compacting fill around pipes or structures
extending through existing embankments.
In addition, when 90% Modified Proctor compaction is specified,
the Contractor shall obtain and furnish to the District a moisture-
density curve developed by a soil engineer or competent test
laboratory for the material that is to be used as fill. During
construction, density tests shall be run as required by the Project
Plans and Specifications. A minimum of one test per 100 lineal
feet of Channel per foot of fill will be required. Density tests
will not be paid for separately.
b. If planting/vegetation is used as the finish surface the top three
(3) inches shall be loose and not compacted.
3. Final Fill Quantities.
a. When the project is completed, the District will obtain as-built
cross sections for the determination of final fill quantities.
Fill is the amount of material compacted in place excluding Bedding
and crushed limestone. The quantity of additional fill to be paid
shall be the total fill minus granular fill and excavation.
b. Shrinkage, compaction, grubbing, dirt loss from any cause, and
truck count will not be considered in calculating “additional”
fill pay quantities nor be justification for claims for additional
payment.
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c. Any Work or equipment required to haul excavated material from one
area of the project to another, or to dispose of excavated material
not required or allowed for fill, will not be paid for separately. SECTION G CONNECTIONS TO CHANNEL. 1. Connections to Constructed Channels. a. Storm Pipes Less Than 12 Inches in Diameter.
Existing storm pipes less than 12 inches in diameter shall be
extended, if necessary, with an approved plastic pipe and connected
to the new Channel with no additional payment.
b. Storm Pipes 12 Inches and Larger in Diameter.
All pipes 12 inches in diameter and larger shall be connected to
the new Channel by bending and extending the Channel wall steel
into a six-inch thick Concrete collar extending one foot outside
the exterior face of the wall. If the pipes are not placed on
undisturbed earth, the fill under the pipes will be mechanically
compacted MSD 4 – Subgrade Replacement.
2. Connections to Natural Channels.
a. Storm Pipes Less Than 12 Inches in Diameter.
Existing storm pipes less than 12 inches in diameter shall be
extended, if necessary, with an approved plastic pipe, cut flush
with the bank. No additional payment will be made for this Work.
b. Storm Pipes 12 Inches and Larger in Diameter.
All pipes 12 inches in diameter and larger shall be cut flush with
the bank and not protrude into the normal flow of the Channel. The
pipe should be perpendicular to the flow and discharge at a natural
or designed riffle without creating a waterfall. Connection at a
pool is to be avoided.
3. Connection to Existing Concrete Channels.
Unless otherwise indicated on the Project Plans, the new Channel shall
be dowelled into existing Channels using No. 4 dowels 18 inches on center
and 12 inches long.
SECTION H RESTORATION.
1. Ground Cover.
See Part 8 for restoration requirements. All areas outside of the Payline
Limits which are disturbed during construction, will be restored with
the same ground cover as within the Payline Limits with no additional
payment.
SECTION I METHODS OF MEASUREMENT AND BASIS OF PAYMENT. 1. General.
PART 6 - CHANNEL
95
Final quantities shall be determined from final measurements obtained
upon completion of the project, except as indicated elsewhere in the
Project Plans and Specifications.
2. Rock Blanket.
Payment will be made at the unit bid price per square yard of Rock
Blanket. The area for payment shall be computed from the exposed plane
surface of the walls and bottom.
3. Rock Lined Channels.
Payment to construct a rock lined Channel will be made at the Contract
unit bid price per square yard. The final plane surface will be used
to compute the area of the Channel sides and bottom. Payment shall
include excavation of all rock, Bedding rock, cutoff walls, and filter
fabric as may be required by the Project Plans and Specifications.
4. Crushed Limestone.
a. Payment for crushed limestone below the paved bottom of
trapezoidal, vertical wall and box Culvert Channels, and granular
fill for weep holes behind vertical and transitional walls, as
indicated on the Project Plans, will be made at the Contract unit
bid price per cubic yard for “Crushed Limestone.” Provided that
cross-sections are used for payment.
b. Payment for crushed limestone is included in the cost per lineal
foot of Channel if center line cut is used for excavation.
5. Pipe Connections to Existing or New Paved Channel.
Payment for connecting pipes 12-inches in diameter and larger to a new
or existing Channel will be made at the Contract unit bid price per
place. This payment shall include the cost of all labor and material
necessary to make the connection, as well as providing and placing and
compacting the necessary M.S.D. 4 fill under the pipe.
6. Compaction to Adjacent Ground Density.
When it is required to compact fill to the density of that of the
undisturbed earth, no separate payment will be made.
7. Compaction To 90% Modified Proctor Density.
If a compaction of 90% Modified Proctor is required and is satisfactorily
obtained, payment for the Work involved will be paid for at the bid
price per cubic yard for “Compaction of Fill.”
8. Additional Fill.
Payment for additional fill will be at the unit bid price per cubic yard
for the volume as determined in accordance to these specifications.
PART 7 - TRENCHLESS
96
PART 7 TRENCHLESS SEWER CONSTRUCTION
SECTION A GENERAL.
1. Type
Trenchless Sewer construction consists of either new installation or
existing pipe renewal through the construction of Sewers with a minimal
amount of surface excavation as compared to open trench construction.
2. General Construction Condition
a. Pipe Sewers shall be constructed of the sizes, classes, and
materials and to the alignments and grades given by the Project
Plans and Specifications.
b. All materials shall conform to the requirements of the pertinent
current Specifications of ASTM and Part 2 Materials, except as
otherwise specified in the Project Plans and Specifications. All
materials shall be inspected on delivery and such material which
is not suitable for use, shall be rejected and immediately removed
from the site of the Work or destroyed.
c. The grade shown on the profiles to which the Work must conform is
that of the pipe flowline or the low point of the pipe invert.
d. The Contractor shall verify the exact location and elevation of
existing Utilities and Sewers immediately prior to actual
construction. Any differences should then be brought to the
attention of the District.
3. Settlement Monitoring
The Contractor shall monitor ground movement during its new and pipe
replacement operations. Monitoring of ground movement directly over the
new pipe alignment and at adjacent structures will be required.
Immediately report to the District any movement, cracking, or settlement
which is detected. The Contractor shall adjust his/her means and methods
to prevent additional movement.
SECTION B PIPE SEWERS IN TUNNEL. 1. General.
Pipe Sewers in Tunnel shall be constructed where required by the Project
Plans and in accordance with these specifications. Contractor shall
select a method of installation which is appropriate for
the geologic conditions described in the Geotechnical Data Report or
otherwise reasonably anticipated which will: 1) allow the pipe to be
installed to the desired line and grade within the specified tolerances;
2) prevent heaving or settlement of the ground surface or damage to
nearby facilities or Utilities, above or below ground; 3) adequately
support tunnel and tunnel face to keep perimeter stable and prevent loss
of ground due to free flow of soft or poor soil materials or
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groundwater; and 4) prevent damage to the carrier pipe and any lining
materials within the carrier pipe.
2. Construction Alternative.
If not prohibited by the Project Plans and Specifications, and if
otherwise practicable and desirable, the Contractor may request
permission to construct the pipe Sewer in tunnel. Consideration by the
District for construction alternatives will include:
a. No additional cost to the District for construction.
b. The Contractor shall be responsible for all costs of engineering
review and design of the appropriate method.
c. The Contractor shall be responsible for obtaining all additional
working room, access, Utility protection/relocation, or property
owner agreements which may be required, and the costs associated
with obtaining them.
d. No additional time added to the Contract duration as described in
the Contract Documents.
3. Installation Methods.
The following installation methods have been approved for use on District
projects where appropriate for the conditions and Work described. Other
methods may be allowed with the District’s approval.
a. Earth Tunneling: A method of forming large diameter tunnels. As
excavation takes place at the front of the tunnel, a liner is
constructed to temporarily support the tunnel. Upon completion of
the tunnel, pipe is pushed in place.
b. Auger Boring: A method that utilizes a rotating auger with cutting
tools to form the bore hole and a series of rotating augers inside
an advancing casing pipe for spoil removal.
c. Directional Drilling: A method that utilizes a steerable surface
launched drilling rig. A pilot bore is installed in a shallow arc
and is then enlarged to the required size by a back reamer. The
pipe is then pulled in place.
d. Tunnel Boring: A method that utilizes a Tunnel Boring Machine
(TBM) to excavate at the front of the tunnel while a pipe or pipe
casing liner is pushed into the ground with hydraulic jacks.
e. Micro tunneling: A method that utilizes a remotely controlled
computer assisted Microtunnel Boring Machine (MTBM) with laser
guidance to excavate at the front of the tunnel while a pipe or
casing pipe is pushed into the ground with hydraulic jacks. The
MTBM provides positive face pressure to counterbalance earth and
hydrostatic loads through slurry pressure in the MTBM cutting
chamber. The slurry system also transports spoils to the surface
for removal.
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f. Guided Auger Boring: A method in which a steel pilot tube is
advanced through the ground using a theodolite to monitor line and
grade. Once the pilot tube is advanced across the entire length
of the segment, a reaming head adapter is connected to the pilot
tube and welded on a steel casing. An auger boring machine then
advances a steel casing and removes the spoils while simultaneously
pushing pilot tube sections into the receiving pit for disassembly
and removal.
g. Guided Boring Method (GBM) / formerly known as Pilot Tube
Microtunneling (PTMT): A method in which a steel pilot tube is
advanced through the ground using a theodolite to monitor line and
grade. Once the pilot tube is advanced across the entire length
of the segment, cutting and / or reaming equipment is connected
to the pilot tube to enlarge the tunnel to the required final
dimension. A carrier pipe or casing pipe is pushed into the ground
with hydraulic jacks while soil is simultaneously excavated.
4. Rock Excavation in Tunnel.
Any consistent layers of beds or large detached pieces of materials
composed of hard or densely packed limestone, shale, sandstone, rubble,
Concrete (mass or broken) or other rock like material encountered in the
tunnel excavation shall be classified as rock excavation in tunnel.
5. Submittals.
In addition to other submittals as required in the Project Plans and
Specifications, Contractor shall submit full detail of materials,
equipment, and method of operation. Approval in writing by the District
shall be obtained in advance of starting the Work. In any case the
Contractor shall retain full responsibility for the adequacy of the
installation method(s), equipment, materials, and means to ensure that
the Work is installed as described in the Contract Documents, including
within the time limits also described in the Contract Documents. The
Contractor shall submit at a minimum the following items, as applicable
to the installation method(s) used:
a. Shop Drawings for the casing pipe or tunnel liner, and sizes for
each carrier pipe
b. Design mixes for Concrete, grout, and flowable fill
c. Specifications for carrier pipe and joints
d. Schedule of values for working and receiving shafts
e. Working drawings and written procedures describing in detail
proposed installation method and entire operation to be used for
information only, including, but not limited to:
1. Location and size of working and receiving shafts
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2. Tunnel drainage plan detailing necessary provisions to keep
tunnels and shafts free of water during construction and to
satisfactorily dispose of such water
3. Method of removing soils and installation of casing and
carrier pipe
4. Size, capacity, and arrangement of all necessary equipment
and support
5. Required Utilities to operate equipment
6. Backstop
7. Shaft base material
8. Type of cutter head
9. Method and procedure for monitoring and controlling line and
grade
10. Settlement monitoring and detection plan
11. Procedure for installing pipe supports, anchors, and
placement of grout between carrier pipe and casing pipe, and
grout between casing and tunnel
12. Bulkhead details and proposed positive method of anchoring
carrier pipe to prevent flotation
13. Procedure for maintaining carrier pipe within manufacturer
recommended temperatures during placement and curing of
grout or other fill
14. Catalog data for casing spacers and casing end caps when
required or used during construction
6. Carrier Pipe Materials.
Contractor shall assume full responsibility for selection of appropriate
pipe and pipe joints to carry the loads of any jacking forces or other
construction loads in combination with overburden and hydrostatic loads.
Design of any pipe indicated in the Project Plans and Specifications
considers in-place loads only and does not take into account any
construction loads. Criteria for longitudinal loading or any other
temporary construction loading on the pipe and pipe joints shall be
determined based on the Contractor’s selected method of installation.
Contractor shall also take into account loads on the pipe from handling
and storing. Carrier pipes of each type and size shall meet or exceed
the requirements of the pertinent current specifications of ASTM, Part
2 Materials, and other applicable specifications in the Project Plans
and Specification
7. Casing Pipe or Tunnel Liner.
a. Contractor shall be responsible for designing and installing a
casing pipe or tunnel liner capable of supporting the surrounding
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100
excavation and precluding the free flow of material or groundwater
into the tunnel.
b. Casing pipe or tunnel liner shall have a minimum inside diameter
of the maximum outside diameter of the carrier pipe plus 10-inches.
Contractor shall be responsible for ensuring that actual casing
pipe or tunnel liner is sufficiently large to facilitate the proper
installation of the carrier pipe online and grade.
c. Carrier pipe may be directly installed in place of casing pipe
provided it is of sufficient strength to support tunnel and
construction loads and meets permitting authority requirements.
d. Casing pipe or tunnel liner shall be as nearly as practicable in
contact with surrounding excavation, with any voids being filled
with grout or other approved Backfill.
8. Casing Spacers and Pipe Supports.
Contractor shall provide approved casing spacers or other approved pipe
supports which will facilitate installing the carrier pipe on line and
grade, not hinder backfilling the annular space between the carrier pipe
and tunnel liner with grout or other approved Backfill material,
sufficiently support carrier pipe along its length to prevent sags and
keep joint bells from supporting any loads, and provide a dielectric
barrier between carrier pipe and casing pipe or tunnel liner.
9. Tunnel Backfill Materials.
Backfill for between tunnel liners and surrounding excavation and between
tunnel liner and carrier pipe shall be an approved grout, flowable fill,
or Portland cement Concrete mix or other backfill material approved by
the Engineer.
10. Line and Grade.
a. Carrier pipe shall be constructed of the sizes, alignments, and
grades given by the Project Plans and Specifications. The grade
shown on the profiles to which the Work must conform is that of
the pipe flowline or the low point of the carrier pipe invert.
Carrier pipe shall be installed without any visible dips, sags,
bends, or other deviations in line and grade.
b. Completed Sewers shall not deviate from its required alignment
more than one percent (1%) of the total length of the tunneled
Reach, nor more than one-tenth foot (1/10’) from its required
elevation at any point along its length. Backfall in the Sewer is
not allowed.
c. If deviations are greater than these, and provided adequate
clearance remains for proper installation of the carrier pipe,
the Contractor will be allowed to correct deviations in grade of
a casing pipe in order to achieve design grade of the carrier
pipe by shimming the carrier pipe with casing spacers to a uniform
grade.
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d. Installations deviating from the specified tolerances that cannot
be adjusted to conform to the specified tolerances shall be
rejected.
e. Installations which are rejected shall be removed or appropriately
abandoned and replaced at no additional cost to the District.
11. Abandoned Installation.
a. When the Project Plans specifically state that the Sewer be
constructed as pipe in tunnel, and unforeseen obstructions require
abandonment of an otherwise conforming, partially completed
tunneled Reach, and the starting of a new tunnel, the Contractor
will be paid for the expense of excavating and abandoning such
abandoned tunnel by force account. It is required that complete
detailed records be kept of time, labor, materials, and equipment
on all Work of tunnel installation whether completed or abandoned.
b. If the Contractor was permitted or has requested and has obtained
approval to use pipe in tunnel installation in lieu of the method
specified, but is not successful in completing the construction,
the Contractor shall receive no compensation for any expenses
incurred by its unsuccessful attempt.
12. Dewatering.
Dewatering for groundwater control shall only be paid at shafts. The
Contractor’s means and methods shall address potential water in tunneled
portions. Dewatering shall be used only for the direct infiltration of
groundwater to the open excavation and not for water entering from the
surface drainage or through Sewers, pipes, casing, or other conduits.
13. Utility Locating.
Contractor shall verify the exact location and elevation of existing
Utilities and Sewers, prior to actual construction. Any Direct Conflicts
with the proposed Work should be brought to the attention of the District
prior to beginning.
14. Shaft Construction.
a. Contractor shall design, construct, maintain, and remove all
shafts required to perform and facilitate the Work.
b. Shafts shall be constructed following the submitted working
drawings.
c. Excavation and backfilling of shafts shall follow applicable
sections of Part 3 Excavation and Part 4 Pipe Sewer Construction.
d. Restore site to original or better conditions. Restoration shall
follow applicable sections of Part 8 Protection and Restoration,
and Part 9 Miscellaneous.
15. Casing Pipe, Tunnel Liner, or Un-cased Carrier Pipe Installation.
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a. The Contractor shall install by approved Installation Methods.
b. The Contractor shall use necessary means to protect Casing Pipe,
Tunnel Liner, or Carrier Pipe from damage during installation.
c. The Contractor shall fully support bore hole at all times to
prevent collapse.
d. The Contractor shall fill space between the inside of the
excavation and the outside of the casing pipe, tunnel liner, or
carrier pipe with approved tunnel Backfill material. 16. Carrier Pipe Installation through Casing Pipe or Tunnel Liner.
a. Clean dirt and debris from the interior of the casing pipe or
tunnel liner after installation.
b. Install casing spacers or other pipe supports on carrier pipe
sections as necessary to support the pipe barrel according to pipe
manufacturer’s recommendations. Do not allow the pipe to be
supported by the joint bells.
c. Ensure that pushing loads do not damage carrier pipe joints.
d. Ensure that joints do not separate or otherwise become compromised
during installation or backfilling process.
e. Fill annular space between the carrier pipe and the casing pipe
or tunnel liner with approved tunnel Backfill material. Fill voids
by staged grouting, ensure all voids are filled.
17. Inspection Closed Circuit Television.
a. Within thirty (30) days of the construction of each reach of Sewer
construction, Closed Circuit Television (CCTV) video shall be
performed to document that the new Sewer system was installed per
the contract. This CCTV must be performed after all testing of
the Sewer has been completed to the satisfaction of the District.
Prior to the CCTV, the pipeline, including all appurtenances,
shall be sufficiently cleaned, to allow for complete visual
inspection of the pipe. The pipe shall be flooded with clean water
to allow for determination of deviations from grade in the
installation. Visual cues of date and time shall be continuously
present on screen. Video shall document overall condition of
pipeline, location of service taps, line and grade and cleanliness.
In addition, the CCTV documentation shall accurately record file
names and electronic data, consistently use standard forms and
codes, show uniform compliance with setup and inspection
procedures, provide quality pictures and audible records, show the
use of consistent camera speed, lighting and panning. A clear and
neatly written log shall accompany each video submittal with an
explanation of any abbreviations or conventions. The video shall
be submitted in electronic file format along with the District’s
project number and name, date of video inspection, segment number
of line, Contractor’s name and shall be labeled “Closed Circuit
Television Inspection – Post-Construction.
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b. Upon completion of the CCTV, the Contractor shall provide the
District with a final CCTV report that includes at a minimum:
1. Schematic plot of each segment showing observation codes and
footages.
2. Video of each segment.
3. Map of pipeline showing structure numbers
c. All CCTV videos for this project shall remain the property of the
District. If the videos are of inferior quality or coverage, as
determined by the District, the Contractor shall be required to
re-inspect and re-video that portion of the work that has been
determined to be inferior at no cost to the District.
d. The final CCTV video and report shall be delivered to the District
no later than thirty (30) working days after completion of the
CCTV inspection.
SECTION C PIPE SEWERS INSTALLED BY PIPE BURSTING.
When permitted as an alternate method of construction by the Project Plans and
Specifications, or when permitted in writing by the Director upon written
request by the Contractor in substitution for the method of construction shown
on the Project Plans and Specifications, pipe Sewers may be constructed by
pipe bursting the existing pipeline and pulling or pushing in a replacement
pipe. When planning to use pipe bursting the Contractor shall submit full
details of materials and methods of operation. Approval in writing by the
Director shall be obtained in advance of starting the Work. In any case the
Contractor shall retain full responsibility for the adequacy of its pipe
bursting operations, equipment, and materials.
1. Methods of Pipe Bursting.
a. The pipe bursting tool shall be designed and manufactured to force
its way through existing pipe materials by fragmenting the pipe
and compressing the old pipe sections into the surrounding soil
as it progresses. The manufacturer’s Specifications shall be used
to determine tool sizes recommended for various pipe diameters as
well as allowable upsize percentages associated with the different
tool sizes.
b. The pipe bursting tool shall be pulled through the Sewer by a
cable or rods located at the machine pit. The bursting unit shall
pull the new Sewer pipe with it as it moves forward from the
insertion pit. The bursting head shall incorporate a
shield/expander to prevent collapse of the hole ahead of the new
pipe insertion.
c. The bursting action of the tool shall increase the external
dimensions sufficiently to break the existing pipe and
simultaneously expand the surrounding ground to permit pulling the
new pipe through the annular space created by the bursting tool.
2. Qualifications of the Contractor.
a. Personnel operating the pipe bursting system shall be certified
by the manufacturer as fully trained users of the proposed system.
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b. PE or FPVC pipe jointing shall be performed by personnel certified
by the pipe fusion equipment manufacturer as trained in the use
of the equipment and the recommended methods for new pipe
connections.
3. Submittals.
a. The Contractor shall submit the following items for review and
approval by the District. District approval of the submittals
shall be obtained prior to the Contractor ordering pipe materials
or commencing the pipe bursting process.
1. Certifications of training by the pipe bursting system
manufacturer stating that the operator(s) have been fully
trained in the use of the proposed pipe bursting equipment
by an authorized representative of the equipment
manufacturer.
2. Certifications of training by the pipe fusion equipment
manufacturers that the operator(s) have been fully trained
in the use of the fusion equipment by an authorized
representative of the equipment manufacturer.
3. Detailed construction procedures, and layout plans to
include sequence of construction, staging of pipe and
materials, and the location of and protection of Utilities.
4. Locations, sizes, and construction methods for the service
reconnection pits.
5. Methods of construction, reconnection, and restoration of
existing service laterals.
6. Detailed procedures for the installation and Bedding of pipe
in launching and receiving pits.
7. Manufacturer’s technical data containing complete
information on material composition, physical properties,
and dimensions of the new pipe and fittings. Manufacturer’s
recommendations for transport, handling, storage, and repair
of pipe and fittings shall be included.
8. Contingency plans for the following potential conditions:
a. Unforeseen obstruction(s) causing burst stoppage, such
as unanticipated change(s) in host pipe material,
repair section(s), Concrete encasement(s), or
cradle(s), buried or abandoned manhole(s) or changes
in direction.
b. Substantial surface or soil heaving or the presence
of rock.
c. Damage to and/or replacement of existing service
connections.
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d. Damage to the pipeline’s structural integrity.
e. Damage to existing Utilities.
f. Loss of and return to line and grade.
4. Locating Utilities.
a. Prior to commencing Work, the Contractor shall verify the location
of all Utilities crossing, or within two (2) feet of the Sewer to
be pipe burst.
b. The Contractor shall expose all interfering and crossing Utilities
by spot excavating at the planar intersection of the Utility and
the pipe to be burst and removing the soil from around the Utility.
The Contractor shall exercise caution to avoid damage to all such
Utilities, backfilling, and replacement of damaged pavement. 5. CCTV Inspections.
An internal Sanitary Sewer inspection was performed and recorded by
District personnel using a camera and video recorder may be provided
upon request, if available.
6. Cleaning and Preparation of the Sewer.
The Contractor shall have complete responsibility to prepare the Sewer
in a manner adequate for its operations.
7. Closed Circuit Television Inspection – Pre-Construction.
Immediately prior to pipe bursting, the Contractor shall televise and
video the total length of each Reach of Sewer pipe. The Contractor shall
verify each service connection to determine whether it is an active
service connection and measure its location. Costs involved with
determining active service connections to the Sewer and location shall
not be paid for separately. 8. Connection to Manholes.
a. The Contractor shall make all connections to manholes and restore
associated surface areas to their original condition.
b. The newly installed pipe shall be sealed at the manhole using one
of the following methods:
1. For connection to a new manhole, use of a pipe coupling
immediately outside of the manhole will be allowed.
2. For connection to an existing manhole, insert a length of pipe
through the manhole wall, fill the annular space with non-
shrink grout, and trowel the inside and outside surfaces of the
joint to a neat finish. An approved patented water stop shall
be placed on the pipe prior to placement in the hole. The
bottom of the manhole shall be shaped to fit the invert of the
Sewer pipe. Use of pipe coupling immediately outside of the
manhole will be allowed.
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c. “Doghouse” manholes per Standard Detail Sheet 22 of the Standard
Details of Sewer Construction will not be allowed.
d. Any break into a manhole required for location of a launching or
receiving pit outside the alignment of the Sewer shall be
reconstructed with bricks and mortar in a professional like manner.
9. Restoration of Pits.
a. The Contractor shall restore all lateral pits, insertion pits,
machine pits, and associated surface areas to their original
condition or better.
b. Prior to backfilling of pits, the Contractor shall ensure that the
new pipe is properly supported and on the required grade. Stone
or other suitable material, approved by the District, shall be
used immediately under the new pipe as support in order to avoid
sagging after Backfill and compaction.
c. Granular and/or flowable fill, as required, shall be used within
Public Right-of-Way or under pavement.
10. Subsurface Conditions.
Settlement or heaving of the ground surface during or after construction
will not be allowed. The Contractor shall be solely responsible for
repairing all damage from settlement or heaving. The Contractor shall
be solely responsible for all costs for repairing any surface heaving
or damage caused. No separate payment shall be made.
11. Inspection Closed Circuit Television – Post-Construction.
a. After completion of each burst segment, the Contractor shall
televise each reach. Visual cues of date and time shall be
continuously present on screen except where a significant existing
pipe feature is shown. A clear and neatly written log shall
accompany each video submittal with an explanation of any
abbreviations or conventions. The video shall be submitted in a
District approved digital file format along with the District’s
project number and name, date of video inspection, segment number
of line, Contractor’s name and shall be labeled “Closed Circuit
Television Inspection – Post-Construction”.
b. All CCTV videos for this project shall remain the property of the
District. If the videos are of inferior quality or coverage, as
determined by the District, the Contractor shall be required to
re-inspect and re-video that portion of the work that has been
determined to be inferior at no cost to the District.
c. It is the Contractor’s responsibility to acquire all equipment and
software necessary to perform the work. No separate payment will
be made for any cost associated with acquisition and use of the
equipment and software.
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12. Field Testing.
1. The Contractor shall notify the District at the completion of each
burst segment. The District may, at its option, conduct an
inspection of the new pipe to determine the condition of the pipe
subsequent to the burst and/or prior to the next burst.
2. The newly installed pipe shall be visibly free of defects, which
may affect the integrity, strength, or performance of the pipe.
If in the opinion of the District such defects exist, the pipe
shall be repaired or replaced at the Contractor’s expense. SECTION D PIPE SEWERS REHABILITATED USING CURED-IN-PLACE PIPE (CIPP).
Pipe rehabilitation using cured-in-place pipe shall be as specified in the
Project Plans and Specifications.
SECTION E PIPE SEWERS REHABILITATED BY TRENCHLESS METHODS.
When permitted as an alternating method of construction by the Project Plans
and Specifications, or when permitted by the Director upon written request by
the Contractor to substitute for the method of construction as shown on the
Project Plans and Specifications, pipe Sewers may be rehabilitated using other
trenchless methods. Some but not all parameters the Director will review
include control of line and grade, pipe capacity, pipe materials, connections
to the pipe, and method of payment.
SECTION F POINT REPAIRS.
1. The Contractor shall notify the District of any unforeseen pipe condition
that the Contractor believes cannot be rehabilitated using the specified
trenchless method. If approved by the District, the Contractor shall
repair the damaged length of pipe using the open cut method. The
Contractor shall limit his/her excavation to the minimum volume required
to expose the existing damaged pipe and replace it as approved by the
District. Payment for the Work shall be by Change Order unless the
damage was caused by the activity of the Contractor. In such case, no
payment shall be made for the Work.
2. When required by the Project Plans and Specifications, or during
trenchless rehabilitation of an existing pipeline it becomes necessary
to excavate from the ground surface to repair the Sewer, the Work shall
be performed in accordance with this Section. The District must approve
the use of a point repair not shown on the Project Plans and
Specifications in advance of Work by the Contractor. The District will
not approve payment for a point repair required as a result of pipe
broken by the Contractor’s operations either cleaning or rehabilitating
a pipeline. The Contractor shall excavate the minimum volume required
to expose the existing damaged/collapsed pipeline and replace it as
approved by the District.
3. The Contractor shall provide all permits required which shall include
but not be limited to excavation and traffic control. The Contractor
is subject to shut down of all crews and operations if permits are not
properly obtained or on site.
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4. The Contractor shall replace up to ten feet of existing pipe as directed
by the District. For point repairs not included in the Project Plans
and Specifications, or for pipes larger than 15” in diameter or more
than 15 feet deep, the District reserves the right to direct its own
staff to perform the Work, seek bid from the Contractor, or perform the
Work on a time and material basis.
5. Granular Backfill shall be used where the pipe trench is within Public
Right-of-Way or under other pavement.
6. The Contractor shall install CIPP in the line segment after the
completion of the point repair.
SECTION G GROUTING. 1. General.
When required by the Project Plans and Specifications, or by the Standard
Details of Sewer Construction and specifications, or when ordered by the
Director, grouting shall be done by the Contractor. Grout or low-density
cellular concrete (LDCC) may be required to set anchors or dowels in
holes drilled in rock or Concrete, to fill spaces between excavated
tunnel surfaces and linings of tunnels or bored holes, or voids in packed
rock, etc.
2. Mixtures.
a. Grout shall consist of a uniform mixture of Portland Cement and
sand, as specified for a particular purpose, either in these
specifications, or in the Project Plans and Specifications, and
with the minimum volume of water as may be found necessary to
accomplish the intended result. If ordered by the Director, neat
cement grout shall be used. The use of special cements or
admixtures for particular uses will be specified in the Project
Plans and Specifications, if required.
b. Low density cellular concrete LDCC may consist of a mixture of
Portland Cement, Fly Ash Type C, sand, water and foaming agent as
specified for a particular purpose, either in these
specifications, or in the Project Plans and Specifications, and
with the minimum volume of water as may be found necessary to
accomplish the intended result. The use of special admixtures for
particular uses will be specified in the Project Plans and
Specifications, if required.
3. Grouting Requirement and Application.
a. All grouting equipment and appurtenances shall be in good
mechanical working condition, of an approved type of design with
ease of control to permit uniform operation without excessive
pressures, and with adequate capacity to permit continuous
satisfactory progress in the required grouting. Grout or LDCC for
filling voids or spaces shall be applied through a pipe or hose
in a continuous operation without disturbance of grout or LDCC
which has taken initial set. The grouting operation and sequence
shall be so conducted as to ensure complete filling of voids or
spaces and shall be sufficient to fill all spaces without
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distorting or damaging the structure, or without lifting or
distorting the adjacent or overlying confining materials.
b. Grouting for filling voids and connecting surface irregularities
in mass crushed-rock, rip-rap, or similar paving is described in
Part 5. SECTION H METHODS OF MEASUREMENT AND BASIS FOR PAYMENT.
1. General.
a. Payment will be made for the materials furnished and completed,
Work done under the Contract as stated herein in accordance with
actual measurements or as specified in the Project Plans and
Specifications. The Contractor shall not be entitled to receive
additional compensation for anything furnished or Work done, except
for extra Work authorized by written order of the Director, or for
which provision has been made in the Project Plans and
Specifications which will state the method of measurement and basis
of payment for any item of construction not covered by this section
of the standard specifications.
b. It is the intent of these specifications to pay only once for any
given item of Work or material to be furnished, except where it is
clearly specified as an addition to the bid price for the unit
quantity. Duplication of quantities, units or bid items will not
be permitted, even though the Project Plans and Specification may,
through error or oversight, allow such duplication.
c. Payment will be made for all shafts, bore pits, jacking pits,
access pits, and take-out pits at the lump sum price for the Pay
Item “Shafts – Pipe in Tunnel.” The lump sum bid price shall
include all costs for excavation, backfilling, site restoration,
labor, materials, equipment, and tools to prepare the shafts,
jacking pit, guides, jacks, headings, timbering, drainage,
lighting, vents, and all other necessary appurtenances to
construct the shafts.
d. Within ten (10) working days after the Notice to Proceed and
before construction begins, the Contractor shall provide as a
submittal a shaft location plan and a schedule of values for all
shafts, bore pits, jacking pits, access pits, and take-out pits
that when added together equals the Lump Sum bid price for the
Pay Item “Shafts – Pipe in Tunnel”. The schedule of values must
be acceptable to the District and will be used as the basis for
progress payments less any retainage as specified. 2. Pipe Sewers in Tunnel.
Payment will be made for the construction of completed pipe Sewers in
tunnel at the respective bid price for each size and type per lineal
foot for the Pay Item “Pipe in Tunnel”. The length for which payment
will be made will be the measured horizontal distance along the
centerline of the pipe to the portal of the tunnel excavation. The
payments made shall include all costs of grouting, all Class “C”
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excavation pipe in place, testing, jointing, Bedding, cradling or
encasing, and any additional costs required to construct the completed
pipe Sewer in tunnel in earth. If rock excavation is encountered in the
tunnel, payment will be made per lineal foot for each size at the
respective bid price for the Pay Item “Rock Excavation in Tunnel” and
will be an additional payment to the payment made for completed Pipe in
Tunnel.
3. Grouting/Low Density Cellular Concrete.
Unless otherwise provided by the Project Plans and Specifications, no
separate payment will be made for grouting. Any costs of furnishing and
placing grout and/or LDCC as required by the Specifications for any
specific item shall be considered to be included in the payments made
for such item or items.
4. Pipe Sewers Installed by Pipe Bursting.
a. Payment will be made for the construction of completed pipe Sewers
installed by pipe bursting for each size and type per linear foot.
The length for which payment shall be made shall be the measured
horizontal distance for each along the centerline of the pipe
exclusive of the distance between the inside faces of each
connected structure, Sewer, manhole, inlet-manhole, inlet,
junction chamber, transition section, or other similar structures.
The payment shall include all costs of labor, materials, equipment,
and tools to burst the existing pipe, supply and install the new
pipe, make connections to existing pipe or structures at each end,
and do all things necessary or required for constructing the
completed pipe Sewer in a burst pipe.
b. Payment for costs of all labor, material, equipment, and tools
necessary to locate and protect all Utilities, to complete all
required field testing, and to repair any damage or surface heaving
or settlement shall be included in the pay item for pipe bursting.
c. All costs involved for restoration of pits (except where a cost
would be included in one of the scheduled bid items) will be paid
for in Pay Item "Protection & Restoration of Site".
5. Pipe Sewers Installed by Trenchless Methods.
Payment for the construction of pipe Sewers installed by trenchless
methods will be at the respective bid price for each size and type per
lineal foot. The length for which payment shall be measured horizontal
distance for each along the centerline of the pipe exclusive of the
distance between the inside faces of each connected structure, Sewer,
manhole, inlet-manhole, inlet, junction chamber, transition section, or
other similar structures. When permitted as an alternate to open-cut
construction of tunnel, the method of payment shall be approved by the
Director. Permission to install a pipe Sewer by trenchless methods
instead of the construction originally specified shall not entitle the
Contractor to any compensation for any additional expenses or for the
costs of an unsuccessful attempt. 6. Point Repairs.
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a. Payment for point repairs on pipes up to and including 15” in
diameter shall be paid using one of the following bid items:
1. “Point Repair – Under 10 Feet Deep” includes excavation that
is 10 feet deep and shallower, not underneath pavement.
2. “Point Repair – Under 10 Feet Deep – Street”, includes
excavation that is 10 feet deep and shallower, and underneath
pavement.
3. “Point Repair – 10 to 15 Feet Deep” includes pipe more than
10 feet deep, up to 15 feet deep, and not underneath
pavement.
4. “Point Repair – 10 to 15 Feet Deep - Street” includes pipe
more than 10 feet deep, up to 15 feet deep, and underneath
pavement.
b. The price shall include all labor, materials, tools and equipment
required for excavation and repair of the existing Sewer, Backfill,
restoration of property, modification and restoration to the
manholes or Sewers, pavement replacement within the Payline Limits
of the repair, and permits for the repair.
c. Payment for any point repair on pipes in excess of 15” in diameter
or 15 feet deep will be addressed separately.
d. No payment shall be made for point repairs required to repair
damage done by the Contractor or to retrieve any of the
Contractor’s equipment.
7. Monitoring and Testing.
All costs for settlement monitoring and product testing required during
construction shall be included in the respective costs for pipe and not
be paid for separately. All testing shall be done by an approved
independent tester with the results sent directly to the District in an
electronic file format.
8. Methods of Measurement and Basis for Payment.
The length of CCTV is measured (slope/length) along the centerline of
the pipe between the inside walls of the structures. The cost of each
CCTV and inspection shall be included in the price paid per linear foot
of pipe, or as specified in the Contract. 9. Shotcrete and Miscellaneous Sewer Repairs.
a. Lateral Repairs
b. Trimming of protruding taps shall be included in the unit bid
price for Pay Item “Lateral Repair Non-Person Entry” And the Pay
Item “Lateral Repair Person Entry”.
c. All costs involved with reestablishing service lateral
connections, including cutting open the CIPP, shall be included
in the appropriate unit bid price for Pay Item “Sewer Re-
Connections 8”- 24 Dia.” or the Pay Item “Sewer Re-Connections
over 24” Dia.”
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112
PART 8 PROTECTION AND RESTORATION OF SITE. SECTION A CONTRACTOR RESPONSIBILITY.
1. On all projects, protect water quality by keeping Work sites and haul
routes free of debris, soil, or other material that can reach MSD S ewers
or Waters of the State. Working areas shall be controlled so that only
Storm Water drains into Sewer inlets and/or Waters of the State.
Materials, soil piles, and other loose items placed by the Contractor
shall not obstruct gutters or Storm Water drainage. Restore site and
working areas to their final stabilized conditions as soon as feasible.
2. The Contractor shall protect and avoid damage to all public and private
property along the line of Work. Damage due to the carelessness of the
Contractor shall be repaired or restored at his/her expense. Particular
attention shall be paid to avoid damage to trees, shrubs, bushes, and
private property located in and adjacent to Easements on private
property. No trees may be removed outside the limits of Easements
without the permission of the property owner. The removal of trees,
shrubs, and plants within the Easement lines necessary to construct the
project may be removed and not be replaced, unless otherwise shown on
the Project Plans and Specifications. Reasonable lengths (250 lineal
feet) of temporary fencing may be required, the cost of which shall be
included in “Protection and Restoration of Site.”
3. In occupied residential lots, damaged shrubbery or trees outside the
Easement lines shall be replaced with new plants of equal type and
quality. Finished lawn areas upon which earth has been deposited shall
be cleared to the level of the existing sod, raked and watered. Areas
where sod has been damaged, destroyed, or ruts have been filled in,
shall be resodded. Areas where sod is only slightly damaged may be
lightly reseeded, if so permitted. After final restoration of the
settled trench surfaces, trench areas shall be resodded, unless otherwise
required in the Project Plans and Specifications.
4. The Contractor may make agreements with property owners for additional
working room or access. The District shall be furnished with a copy of
each agreement. All costs for agreements or arrangements shall be
included in the Pay Item "Protection and Restoration of Site."
5. The Contractor shall be responsible for notifying property owners at
least 7 days, but not more than 14 days, in advance of the Work.
SECTION B LAND DISTURBANCE ACTIVITY (FOR DISTRICT CONTRACTED PROJECTS).
1. The District holds a permit for construction or land disturbance
activities. This permit applies to all Contracts which result in a land
disturbance greater than one acre. Prior to beginning any land
disturbance activities and before the District will make any Contract
payments, the Contractor must submit for approval by the District one
of the following:
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a. A construction plan and calculations showing that the total land
disturbance for this project will be less than one acre (43,560
sq. ft.). In this case, the Contractor shall install and maintain
adequate sediment and erosion controls to prevent soil erosion
and/or deposition of materials off-site in order to protect
neighboring properties, downstream drainage facilities, and
waterways. If this project involves Work in a Channel, the
Contractor shall also prepare and comply with a project specific
plan for Best Management Practices (BMPs) to be employed while
Work is being performed in the Channel, and treatment of water
pumped from excavations or holding areas. If during construction
the Director determines that this project will result in a land
disturbance greater than one acre, the Contractor shall be required
to submit for approval all information required by subparagraph
“b” of this section before any further Contract payments or land
disturbance is allowed.
b. The District’s Land Disturbance Permit requires a Storm Water
Pollution Prevention Plan (SWPPP), which plans for best management
practices (BMP) throughout the duration of the project in order
to control water pollution and siltation from surface runoff. The
Contractor shall be responsible for providing the following
information to be used in project’s SWPPP.
1. Contract name and number.
2. Description of BMP’s to be used.
3. Total area to be disturbed.
4. Method and schedule for installing BMP’s.
5. Details of any temporary or permanent non-structural BMP’s.
6. Details of any temporary or permanent structural BMP’s.
7. Details of any sedimentation basins.
8. Details of general site management BMP’s.
9. Conditions that will allow removal of BMP’s.
10. Site boundaries and outfalls marked on a site map. An
aerial/contour map will be provided by the District upon
request by the Contractor.
11. A copy of the District’s permit is at the end of the Project
Plans and Specifications. The Contractor’s SWPPP and
activities shall comply with the requirements of the permit
and SWPPP checklist.
c. A copy of the SWPPP and any modifications shall be submitted to
the District in order to comply with the land disturbance permit.
d. The SWPPP checklist shall be provided upon request at the pre-
construction meeting and is to be completed and signed by the
Contractor, and submitted with the SWPPP.
2. The BMP’s that can be used include but are not limited to the following:
1. Minimizing the area disturbed.
2. Stabilization of the exposed area as soon as practical by
sodding, seeding, mulching or blankets and matting.
3. Retainage/Management of site runoff using dikes, pipe and
channel diversions, slope drains, ditch checks, inflow and
outflow protection, silt fences, culverts or undisturbed
buffer areas. Other methods of retaining silt and debris.
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4. Prevention of the discharge of chemicals, fuels, lubricants,
bitumen’s, or other harmful pollutants from the site.
Sources for a description of BMP’s include the following.
a. Sheet 3 (three) of the Standard Details of Sewer
Construction included in these specifications.
b. “Developing Your Stormwater Pollution Prevention Plan:
A Guide for Construction Sites,” EPA-833-R-09-004, May
2007.
c. “Protecting Water Quality: A Field Guide to Erosion,
Sediment and Stormwater Best Management Practices for
Development Sites in Missouri and Kansas,” MDNR,
Revised January 2011.
d. Additional resources are available at the USEPA
internet site https://www.epa.gov/npdes/developing-
stormwater-pollution-prevention-plan-swppp
3. The District shall inspect all installed BMP’s for proper installation,
operation, and maintenance a minimum of once per week. Any deficiencies
shall be corrected within seven (7) calendar days of notification by the
District.
4. Any changes to the SWPPP shall be submitted to the Director for approval
prior to implementation.
5. In the event that the Contractor is made aware of conflict between these
requirements and laws, rules, or regulations of other state, federal,
or Local agencies, the Contractor shall notify the District of the more
restrictive laws, rules, or regulations, which shall then apply.
6. The Contractor shall be subject to the same enforcement action that is
imposed on the District, by the State, due to violation of the permit.
SECTION C AGREEMENTS WITH PROPERTY OWNERS.
The requirements of special arrangements made by the District with property
owners at particular locations will be shown on the Project Plans and
Specifications. Before entering upon any site, the Contractor shall provide
the District with a signed copy of any agreement made between the property
owners and the Contractor for access, working space, and restoration of site.
If, in special cases, fences, trees, shrubs, or plants are to be removed by
the property owner and replaced at no expense to the Contractor, such cases
will be stated in the Project Plans and Specifications. Any special agreements
with property owners need to be in writing and a copy will be supplied to the
District.
SECTION D CLEANUP.
Debris and unused materials shall be removed from the working areas within 5
days of being instructed to do so by the Director, and the working areas
restored as nearly as practicable, to their original conditions as soon as
possible, in order to minimize damage, hazard, and inconvenience to the public
and to the concerned property owners.
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SECTION E FENCES.
1. General.
a. After construction is substantially complete, fences shall be
built or replaced after ground settlement due to construction is
complete. Fence replacement shall be in kind and constructed to
equal or better condition of that removed. Fences outside the
Easement elected to be removed by the Contractor to allow
construction but in such poor condition that they cannot be taken
down and rebuilt with the same material shall be replaced with new
fence.
b. For box Culvert or pipe construction, any fences removed shall be
replaced in their original location with no additional payment,
unless otherwise shown on the Project Plans and Specifications.
Any fence damaged during construction shall be restored to original
or better condition.
c. For open Channel construction, any fences within the Easement
required to be removed and not replaced shall be done so with care
and the fence rolled up or stacked and stored in a location
designated by the owner of the property with no additional payment.
All side yard fences within the Easement that are removed shall
be replaced or extended to the new Channel with a like fence as
directed, or as shown on the Project Plans and Specifications.
d. Any section of new or replaced fence that is placed over access
to manholes or structures shall be of the “removable” type and not
require special tools or procedures to remove.
2. Fence Fabric
Unless otherwise required in the Project Plans and Specifications, chain
link fence fabric shall be No. 11 gauge wire mesh, woven in a 2-inch
mesh, and shall be 48 inches high. Fabric shall have a minimum 1.2 oz.
galvanized coating per square foot of wire surface and shall conform to
ASTM A392 Specifications.
3. Posts and Rails
Metal line posts, corner posts, and top rails shall conform to ASTM A53
Specifications “Standard Weight” pipe (Schedule 40), with a galvanized
coating not less than 1.8 oz. per square foot of total coated surface.
Minimum pipe sizes shall be as follows:
Line Posts; 1 ½-inch nominal size (1.9” O.D.),
2.72 lb. per lin. ft.
Corner Posts; 2-inch nominal size (2.375” O.D.),
3.65 lb. per lin. ft.
Top Rails; 1 ¼-inch nominal size (1.66” O.D.),
2.27 lb. per lin. ft.
PART 8 - PROTECTION AND RESTORATION
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SECTION F SODDING.
1. Grading.
The project area shall be properly graded to ensure that there are no
ponding areas. The upper two (2’) feet of Backfill in sodded or planted
areas shall be free of such rocks or lumps larger than one inch (1”) in
diameter.
2. Areas to be Sodded.
Unless otherwise required in the Project Plans and Specifications, the
prepared surface of trenches in lawns and turfed areas and in areas
required to be regraded as a part of the construction, and turfed or
lawn areas damaged by the Contractor, shall be restored by resodding.
3. Fine Grading, Fertilizing, Sod Placement, and Watering.
After restoration of settled surfaces of the trench with earth, or the
filling of rutted areas damaged by the Contractor’s equipment, all areas
will be sodded. They shall be fine graded and raked to a smooth even
surface, approximately one inch below the required finished surface with
smooth transitions to adjacent undisturbed areas. Commercial fertilizer
shall be uniformly distributed and raked into the prepared surface at
the rate of four pounds per one thousand square feet. Unless otherwise
specified, the fertilizer shall be a standard commercial product with a
minimum composition of 8 percent available nitrogen, 4 percent available
phosphates, and 24 percent potash with 40% slow release and sulphate of
potash CSOP. No sod shall be placed when the temperature of the
surrounding air reaches 90 degrees or above. The sod shall be laid with
closely butted joints on the prepared, finished, fertilized moist
Subgrade. Within 2 hours after laying the sod and before rolling, the
sod shall be watered lightly. After rolling, the newly sodded area
shall be watered thoroughly to penetrate the subsoil a minimum of six
(6) inches. The sod to be used shall be fescue, or as specified, free
from weeds, leaves, debris, and excessive amounts of decomposed vegetable
matter. It shall be surface clipped in the field to a two-inch grass
height; be in strips of uniform width cut with straight edges and ends;
be approximately eighteen inches wide and three to five feet long; have
an adequate root system not less than one inch thick; and be fresh cut,
moist, and in good condition. Upon completion of sodding, it will be
the Contractor’s responsibility to maintain the newly placed sod in a
moist condition until fully rooted into the Subgrade (minimum of four
weeks) after the placement of sod per property. When the Director accepts
that the sod has rooted, the District will notify the property owner
that they are responsible for maintaining the sod.
4. Sodded Areas Outside of the Payline Limits.
Sodded areas outside of the Payline Limits for sodding described above
and upon which earth has been deposited and removed without leaving
deposits of earth or damaging the sod, shall be raked smooth, fertilized
at the rate of four pounds per one-thousand square feet, and thoroughly
watered. Areas outside of Payline Limits which have been damaged shall
be resodded.
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5. Seeding Sodded Areas Outside Payline Limits.
Areas of slightly damaged sod may be reseeded only with the approval of
the Director. Such sodded areas shall be raked and fertilized at the
rate of four pounds per one-thousand square feet, and lightly seeded at
the rate of two pounds per one-thousand square feet. Payment for the
Work of raking, watering, and light reseeding if required, is included
in the lump sum payment made for restoration of site.
6. Acceptance of Sodding.
No sod shall be accepted until it is rooted into the Subgrade.
SECTION G SEEDING.
1. If required on the Project Plans or in the Project Plans and
Specifications that seeding is to be used instead of resodding for
specially designated areas, such areas shall be fine-graded and raked
to the required finished surfaces and grades and fertilized at a rate
of four (4) pounds per one-thousand square feet, with (13-13-13)
fertilizer containing at least 30% slow release nitrogen. Unless
otherwise provided in the Project Plans and Specifications, seed to be
used shall be a good grade of suitable mixed lawn grass, approved by the
State of Missouri for viability and freedom from excessive amounts of
weed seeds. Such approved seed mix shall consist of: 20 percent Fiesta
II Rye and 80 percent Fescue applied at the rate of six (6) lbs. per
one-thousand square feet or 1. The upper two (2’) feet of Backfill in
sodded or planted areas shall be free of such rocks or lumps larger than
one inch (1”) in diameter.
2. Fescue not less than 20% Fiesta II Rye and 80% Fescue applied at the
rate of six (6) pounds per one-thousand square feet. The seed shall be
evenly sown on the prepared, moist, fertilized surface, at the rates
specified, lightly raked, and covered with pulverized straw, rolled,
watered with a fine spray to avoid washing of the seed, and kept moist
until acceptance of the Work.
SECTION H Method of Measurement and Basis of Payment.
1. General.
a. Before acceptance of the project, a complete inspection will be
made of the areas in which the Contractor has worked or has used
for access to the work, in order to determine that damage has been
repaired and the site restored as required by the specifications,
and as agreed in any private agreements between the Contractor and
the property owners, whether filed with the District as required
or else not reported. Final approval for restoration of pavements,
wearing surfaces, sidewalks, and drives will be given by the
municipal or county authority of jurisdiction. Acceptance will
be withheld until the Contractor has repaired the damage and
restored the site as required by the specifications and by any
private agreement with a property owner.
b. All costs of property protection outside of Payline Limits for
cleanup and restoration of site and working areas, pavement
replacement, sodding, and special agreements described in the
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118
Project Plans and Specifications, are included in the lump sum
payment for Protection and Restoration of Site, unless otherwise
provided in the Project Plans and Specifications.
2. Land Disturbance.
Payment for this Work will be included in the pay item “Protection and
Restoration of Site.” Payment shall include preparation of the Storm
Water Pollution Prevention Plan (SWPPP) and implementation thereof
including furnishing, installing, maintaining, and removing all
temporary BMP’s included in the SWPPP.
3. Fencing.
a. Payment for any new fencing as shown on the Project Plans, Channel
fencing, authorized fence extensions, and authorized fence
replacements shall be made at the bid price per foot of chain link
fence, regardless of the type fencing.
b. Payment for any existing fence removed and re-installed or removed
and replaced with new fence will be included in the pay item
“Protection and Restoration of Site.”
4. Sodding.
Payment for accepted sodded areas will be made at the bid price per
square yard for the type of sod placed. Payment will include all costs
of preparation, fine-grading to finished grade, fertilizing, furnishing
and placing sod, and watering, complete in place for the areas required
to be sodded, but exclusive of sodding required at the Contractor’s
expense in restoration of areas damaged by the Contractor’s equipment
or operations. The width for which payment will be made for sod will
be 20 feet wide. The 20-foot width shall be centered on the pipe and/or
manhole. Areas of paved surfaces and obstacles shall be excluded from
payment for sod. Sodding required beyond these limits will be paid for
under the Pay Item “Protection & Restoration of Site.”
5. Seeding.
Payment for seeding will be made at the bid price per square yard,
measured as for sod, and will include all costs of preparation, fine-
grading to finished grade, fertilizing, furnishing and sowing seed,
mulching, and watering complete in place for the areas directed to be
seeded. When no bid price has been established for seeding the payment
for the seeding will be no more than one-half the bid price per square
yard for “Sodding-Fescue.”
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119
PART 9 MISCELLANEOUS SECTION A GENERAL.
Requirements for items of construction not described in the preceding PARTS
are set forth in this PART.
SECTION B CONNECTIONS TO EXISTING FACILITIES.
1. General.
a. New pipe Sewers will be connected to existing Sewers at existing
manholes, or at locations requiring the construction of a new
manhole on the existing Sewer, or directly to a Sewer normally
requiring no manhole unless otherwise shown on the Project Plans
and Specifications.
b. The Contractor will verify the exact location and elevation of
existing Sewers immediately prior to actual construction. Any
differences should then be brought to the attention of the
District.
2. Existing Manholes.
a. If a bulkhead opening of adequate size or a stub of proper size,
elevation, location, grade, and direction exists at the manhole,
the pipe connection will be made as required for pipe laying. The
cost of removing the bulkheads and making the pipe connection is
included in the cost of laying the new pipe Sewer. If the existing
stub is not suitable for use, or if no stub exists, a new connection
must be made to the manhole. The stub shall be removed or a hole
shall be cut in the manhole wall to permit inserting the pip e at
the required flowline elevation, horizontal angle, and slope, and
to allow two (2) inches of space around the pipe for Bedding and
filling solidly with 1-3 cement-sand mortar. Care shall be used
to avoid unnecessary damage to the existing structure. Any damage
caused by the Contractor shall be repaired to the satisfaction of
the District. All loose material shall be removed from the cut
surfaces, which shall be completely coated with mortar before
setting the pipe. Before inserting the pipe, a sufficient
thickness of mortar shall be placed at the bottom and sides of the
opening for proper Bedding of the pipe. After setting, all spaces
around the pipe shall be solidly filled with mortar, and neatly
pointed up on the inside to present a smooth joint, flush with the
inner wall surface. Any necessary revisions in the existing invert
shall be made to provide a smooth plastered surface for properly
channeled drainage from the new connection. Particular care shall
be given to ensure that the earth sub-base and Bedding adjacent
to the manhole will provide firm solid support to the pipe.
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b. Payment shall include the costs of properly handling all existing
flows, cutting a hole in the existing manhole, adjusting the
invert, and making a completed pipe connection at the bid price
for making a pipe connection to an existing manhole. New
connections at levels above the manhole flowline for inlet lines
will be made similarly except for the requirements of invert
adjustment, unless otherwise required in the Project Plans and
Specifications. Payment will be made at the bid price for making
a pipe connection to an existing inlet, manhole, or inlet-manhole.
3. Existing Sewers.
a. Connections to existing Sewers shall be made as shown in the
Standard Details of Sewer Construction or as modified in the
Project Plans and Specifications. Care shall be used to avoid
damage to the adjacent Sewer walls or masonry. The opening shall
be of sufficient size to permit inserting the pipe at the required
flowline elevation, horizontal angle and slope, and to allow at
least two (2) inches of space around the pipe for Bedding and
filling solidly with 1-3 cement-sand mortar. If there are
reinforcing bars in the Sewer walls, only those preventing
insertion of the pipe may be cut. All others shall be bent into
the Class “A” Concrete collar at the junction of the connection
pipe and the existing Sewer. Unless a detail is provided, the
collar shall have vertical walls not less than six inches thick
above, below, and at the sides of the connecting pipe, and at
least twelve inches from the outside of the existing Sewer at the
spring line of the connecting pipe. The bottom of the collar
shall extend to solid support at its base. All loose material
shall be removed from the cut surfaces, and any surfaces to be in
contact with newly placed Concrete shall be cleaned to the base
Concrete or masonry, and thoroughly coated with cement grout before
placing the Concrete for the collar. Before inserting the pipe,
a sufficient thickness of mortar shall be placed at the bottom and
sides of the opening for proper Bedding of the pipe. All spaces
around the pipe shall be filled with mortar or Concrete and be
neatly pointed up on the inside to form a smooth joint that is
flush with the inner Sewer surface.
b. Payment shall include the costs of properly handling all existing
flows, cutting the opening in the Sewer, constructing the Concrete
collar, and making the completed pipe connection at the bid price
for making the complete pipe connection to the existing Sewer.
4. New Manholes.
a. If a new manhole must be constructed for the connection, the new
manhole and invert shall be constructed over and around the
existing Sewer pipe to the elevation shown on the Project Plans
and Specifications. The Work shall be done carefully to avoid
breaks in the existing Sewer until the manhole is completed. Any
joints in the existing Sewer shall be pointed up with 1-3 cement-
sand mortar, if necessary, to stop leakage before building the
manhole. After construction of the manhole, the top half of the
existing pipe shall be carefully cut and removed to be flush at
each end with the inside wall and pointed up to present a neat
smooth surface at the junction of the cut pipe with the invert and
PART 9 - MISCELLANEOUS
121
wall. The newly placed Concrete, mortar, or plastering at the
connection shall be protected from Sanitary Wastewater or foul
water. All Concrete shall be vibrated to ensure water tightness.
b. Payment will be made for constructing a new manhole over an
existing Sewer at the bid price as described for manhole
construction. The costs of properly handling all existing flows,
cutting, and removing the pipe, and pointing up are included in
the payment made for manhole construction. SECTION C CROSSINGS OF RAILROADS, STREETS, HIGHWAYS, AND STREAM/CHANNELS.
1. General.
Sewer crossings of railroads, streets, highways, and stream/Channels
will be made as shown on the Project Plans and Specifications. The
Contractor shall inform themself of any additional requirements of the
Railroad, Municipality, Highway Department, or Department of Natural
Resources for working within its jurisdiction.
2. Crossings in Streets.
Crossings in streets normally are made in open-cut construction unless
otherwise shown on the Project Plans and Specifications to be made in
Stanks or in tunnels, and with special requirements as described in the
Project Plans and Specifications. Construction and payment are described
in Parts 3, 4 and 9 for the particular items involved.
3. Crossings Under Highways.
Crossings under highways will be made as shown on the Project Plans and
Specifications. For arterial and major streets in the City of St. Louis
so designated by the Board of Public Service and for St. Louis County
primary highways so designated by the St Louis County Department of
Transportation and Public Works , and for all State highways, crossings
will be made in bore-holes or tunnels beneath paving, unless otherwise
shown on the Project Plans and Specifications. Construction and payment
are described in Part 7 for the particular items involved.
4. Crossings Under Railroads.
Crossings beneath railroads will be made in tunnels, unless otherwise
required on the Project Plans and Specifications. Work shall be done
in full cooperation with the railroad company. The Contractor shall
inform themself of any additional requirements of the company for working
beneath its tracks or within its right-of-way.
5. Crossings Under Streams/Channels.
Crossings under streams and Channels normally are made in open-cut
construction unless otherwise shown on the Project Plans and
Specifications. Stream and Channel crossings must be protected with rock
blanket or other approved stream stabilization/Channel protection
methods. Concrete encasement will not be allowed.
PART 9 - MISCELLANEOUS
122
SECTION D REMOVAL AND REPLACEMENT OF PAVEMENTS AND ROADWAY WEARING SURFACES.
1. General.
a. All existing paving or Roadway surfacing, curb and gutter, of
streets, alleys, driveways, sidewalks, paved areas, roads and
highways, either removed or else damaged by the Contractor, shall
be replaced to a condition at least equal to the condition before
removal, and in conformance with the regulations of the agency of
jurisdiction, and as required in these specifications. Cuts in
all rigid base pavements and asphaltic concrete pavements shall
be made to straight true saw cut lines parallel with each edge of
the trench for the pipe or structure, or to the construction joint
nearest the trench unless indicated differently on the Project
Plans and Specifications. Reasonable efforts shall be made to
avoid contrast, clash, or lack of harmony in the color and texture
of the restored surfaces.
b. Pavement Payline Limits shall not apply unless paving is
encountered within the excavation Payline Limit widths.
c. Final approval for restoration of pavements, wearing surfaces,
sidewalks and drives will be given by the Local, county, or state
authority of jurisdiction.
2. Partially Improved Roadway Wearing Surfaces.
a. For partially improved Roadway wearing surfaces consisting of thin
layers of crushed stone or gravel, either water bound or treated
with oils to provide an all-weather wearing surface, excavation
will be classified as Class “C” excavation. Excavation and
Backfill will be made as described in PARTS 3 and 4. After the
back fill in the trenches has substantially dried and completed
its settlement, any settlement below the top eight inches of trench
shall be refilled with compacted granular or flowable fill. A
base of compacted crushed limestone and screenings, not less than
eight inches thick, and with voids filled with ½ inch minus
screenings, shall be placed in the top eight inches of the trench.
The surface shall be water bound or treated with oils, and after
drying, shall be submitted to the action of traffic. Before
completion of the project, any settlement below the finished grade
shall be refilled with additional compacted crushed limestone and
screenings and similarly water bound or oiled.
b. Payment will be made for the crushed limestone base at the bid
price per square yard for “Crushed Limestone Base” for the area
within Payline Limits for excavation for Sewers and manholes or
similar structures. Such payment shall include the cost of any
additional crushed limestone and screenings used.
3. Bituminous Wearing Surfaces.
a. For bituminous wearing surfaces, excavation will be classified as
Class “C” Excavation. Excavation and Backfill will be made as
described in Parts 3 and 4. After the Backfill in the trenches
has substantially dried and completed its settlement, a base of
compacted limestone and screenings, not less than eight inches
PART 9 - MISCELLANEOUS
123
thick and with voids filled with ½-inch minus limestone screenings,
shall be placed in the top eight inches of trench. A bituminous
wearing surface consisting of bituminous materials and pea gravel
shall be applied as required by the current specifications for
patching bituminous pavement of the St. Louis County Division of
Highways and Traffic to a strip, centered on the trench.
b. Payment will be made at the bid price per square yard for “Street
Pavement – Bituminous Wearing Surface, Replacement” for the area
replaced, which shall not extend beyond two (2) feet each side of
the standard Payline Limit width of excavation for Sewers, manholes
and other structures, and shall include pavement below curbing but
will exclude curbing and inlet sumps. Such payment shall include
all costs of labor, equipment, oil, gravel, and crushed limestone
and screenings for the completed base and wearing surface.
4. Asphaltic Concrete Street Pavement.
a. After the Backfill in the trenches has substantially dried and
completed its settlement, asphaltic concrete, not less than eight
inches thick, shall be placed on a primed base in accordance with
the requirements of the municipality of jurisdiction or, if a
municipality has no requirements, with the requirements of the St.
Louis County Division of Highways and Traffic.
b. Payment will be made for the asphaltic concrete at the bid price
per square yard for “Street Pavement - Asphaltic Concrete Removal
and Replacement” for the area replaced, which shall not extend
beyond two (2) feet each side of the standard Payline Limit width
of excavation for Sewers, manholes and other structures, and shall
include and pavement below curbing but will exclude inlet sumps
and curbing. Such payments shall include costs of labor,
equipment, primer, saw cutting and asphaltic concrete required for
removing and replacing the completed base and pavement surface.
5. Rigid Base Pavements.
a. Pavements of Portland cement concrete, pavements on Portland
cement concrete base, pavements of asphaltic concrete surface
course on existing pavements of Portland cement concrete, or
pavements of asphaltic concrete surface course on existing
pavements of brick or cobblestone base shall be considered rigid
base pavements. After the Backfill in the trenches has
substantially dried and completed its settlement, the removed
rigid base pavements shall be replaced as follows unless otherwise
specified by the municipality of jurisdiction.
b. Pavements of Portland cement concrete shall be replaced with Class
“A” Concrete pavement not less than eight inches thick. It shall
be reinforced with six by six inch, eight-gauge, welded wire mesh,
meeting the requirements of ASTM A1064 Specifications, placed and
held at two inches from the bottom of the Concrete and extending
six inches beyond each edge of the trench. The surfaces of the
cut Concrete shall be clean and free of loose particles. The
completed pavement surfaces shall be finished to the same level
and texture as the adjoining pavement, and shall be protected from
damage, rapid drying or freezing. Any paving beyond the allowed
PART 9 - MISCELLANEOUS
124
Payline Limits for the pavement which may be removed or damaged
by the Contractor shall be replaced with no additional payment.
1. Payment will be made for the Concrete pavement removed and
replaced at the bid price per square yard for “Street
Pavement – Concrete Removal and Replacement”. The area for
which removal and payment will be made shall be full slab
from joint-to-joint or edge of pavement, for any disturbed
slab located within the Payline Limit width for excavation
of Sewers, manholes and structures, this shall exclude the
area for inlet sumps and curbing.
c. Pavements of asphaltic concrete surface course on existing
pavements of Portland cement concrete base or on brick and Concrete
or cobblestone and Concrete or cobblestone base, the pavement
shall be replaced with two inches of asphaltic concrete surface
course on Class “A” Concrete pavement base not less than eight
inches thick, constructed as required for Portland cement concrete
pavement except for the requirement of surface texture. Any paving
beyond the allowed Payline Limits for the pavement which may be
removed or damaged by the Contractor shall be replaced with no
additional payment.
1. Payment will be made for the asphaltic concrete surface
course on existing Concrete, brick and Concrete, cobblestone
and Concrete, brick, or cobblestone pavement base removed
and replaced at the bid price per square yard for “Street
Pavement – Asphaltic Concrete Surface and Rigid Base –
Removal and Replacement”. The area for which removal and
payment will be made shall be full slab from joint-to-joint
or edge of pavement, for any disturbed slab located within
the width for excavation of Sewers, manholes and structures,
this shall exclude the area for inlet sumps and curbing.
6. Sidewalks and Driveways.
a. Removal of sidewalks and driveways of Concrete shall be made to
the nearest joint or edge in the Concrete pavement. Care shall
be used to avoid damage to the adjacent pavement remaining in
place. If the adjacent pavement is damaged or cracked by the
operations of the Contractor, the pavement area enclosed between
the Payline Limit as directed and a line parallel with such Payline
Limit and including the damaged pavement shall be replaced at the
expense of the Contractor. After the Backfill in the trenches has
substantially dried and completed its settlement, the removed
pavements shall be replaced as follows:
b. The removed Concrete sidewalks and Concrete driveways shall be
replaced with similar pavements of Class “A” Concrete to a
thickness not less than four inches, nor less than the thickness
required by the municipality of jurisdiction. It shall be
reinforced with six by six inch, eight-gauge, welded wire mesh.
The surfaces of the cut Concrete shall be clean and free of loose
particles. The pavement surfaces shall be finished to the same
level, and texture as the adjoining pavements and shall be
protected from damage, rapid drying, or freezing.
PART 9 - MISCELLANEOUS
125
1. Payment will be made at the bid price per square yard for
“Sidewalks & Driveways Concrete – Rem. and Rep.” The area
for which payment will be made shall not extend past the
nearest joint or edge of the Concrete pavement beyond the
Payline Limits for excavation for Sewers, manholes and
similar structures. Cuts for trenches in asphaltic
sidewalks and driveways shall be made by saw cut to straight
true lines located on the Payline Limits of excavation for
the trench or structure.
c. The removed or damaged asphaltic pavement shall be replaced with
paving similar to that removed, but not less than two inches thick,
nor less than the thickness required by the municipality of
jurisdiction. Sidewalks passing through driveways and driveway
approaches are considered driveways for the purpose of removal,
replacement, and payment.
1. Payment will be made at the bid price per square yard for
“Sidewalks & Driveways Concrete – Rem. And Rep”. The area
for which payment will be made shall not extend beyond two
(2) feet each side of the standard Payline Limits for
excavation for Sewers, manholes, and similar structures.
d. Payment for unimproved drives of gravel or crushed rock surfacing
shall be included in the payment made for restoration of site
unless otherwise specified in the Project Plans and
Specifications.
7. Curb and Gutter.
a. When necessary to remove Concrete or asphaltic concrete curb and
gutter, the cuts shall be made to straight true lines perpendicular
to the alignment of the curb, and shall be located two feet beyond
each Payline Limits of trench, or when so directed, to the nearest
construction joint within an approximate distance of two feet
beyond the trench Payline Limits. When granular fill compaction
and settlement has been completed, the removed curb shall be
replaced with similar matching curb and gutter in accordance with
the specifications of the municipality of jurisdiction. Asphaltic
concrete curb shall be machine laid, if in excess of 10 feet in
length.
b. Payment will be made for removing and replacing Concrete curb and
gutter or asphaltic concrete curb and gutter at the respective bid
price per lineal foot for the actual length required to be removed
and replaced, excludes the curb and gutter removed and replaced
as part of inlet construction.
c. Curbs not requiring forms on the exposed surface as well as the
unexposed surface will be considered pavement for the purpose of
removal, replacement, and payment.
8. ADA Access Ramps.
a. When access ramps are required at street crossings or intersections
due to removal of existing curbing or sidewalks the Contractor
PART 9 - MISCELLANEOUS
126
shall comply with all jurisdictional requirements. Two ramps may
be required if the inlet is in the rounding.
b. Payment for access ramps, removed and replaced or installed new
shall be the same as for Concrete sidewalks above. Payment will
include any special detectable warning panels or other specials
finishes required by the municipality.
9. Backfill Under Pavements and Roadway Wearing Surfaces.
Backfill in trenches through pavements shall be made with water jetted
granular fill which shall extend two feet beyond the edge of street
pavements at the level of their bases, and one foot beyond the edge of
driveways and sidewalks at the level of their bases.
SECTION E HEADWALLS, INTAKE AND OUTLET STRUCTURES.
1. General.
a. Headwalls, intake, and outlet structures shall be constructed of
Class “A” air-entrained Concrete as required on the Project Plans
and Specifications and the Standard Details of Sewer Construction.
Soft or unsuitable earth at the base of the structure shall be
removed and replaced with crushed limestone and screenings (MSD
3). Forms, reinforcing if required, exposed concrete, and
workmanship shall meet the requirements of Part 5 Concrete
Construction.
b. Payment will be made for each completed headwall, or intake, or
outlet structure at the respective lump sum bid price for each
completed structure. Each lump sum bid price shall include all
costs of forms, Concrete, reinforcing steel, preparing the end of
the pipe or conduit, general excavation and Bedding for the
structure, and all Work as shown or specified for the completed
structure; but exclusive of excavation required for the removal
of unsuitable Subgrade.
2. Flared End Section.
The flared end section shall be precast and of the size shown on the
Project Plans and Specifications. It shall meet all applicable
requirements of ASTM C-76. Construction shall conform to MSD Standard
Details of Sewer Construction. In place price for “Flared End Section”
shall include all costs for flared end section, Concrete, toe and head
walls, Rock Blanket, excavation, and Bedding.
3. Outlet Structures.
Where shown on the Project Plans and Specifications, outlets of Separate
Storm Sewer lines discharging into creeks and large unlined Channels
will be constructed as shown in the Standard Details of Sewer
Construction using a single length of approved polypropylene pipe. The
pipe shall be cut at a slant flush to the bank. The Concrete collar at
the junction of the polypropylene pipe and the Storm Sewer shall be of
Class “A” Concrete, as shown on the Standard Details of Sewer
Construction.
PART 9 - MISCELLANEOUS
127
SECTION F ABANDONMENT.
1. Sewers.
Sewers and laterals to be abandoned shall be securely blocked at any
points of intake or discharge with a bulkhead or pre-formed plug and
when directed by the Project Plans and Specifications, they shall be
completely filled with an approved material such as low density cellular
concrete. The proposed method of filling and blocking the Sewer shall
be submitted to the District for approval. The Contractor will be
allowed to remove that portion of the Sewer to be abandoned in lieu of
filling and blocking. If the Contractor elects the removal method, all
costs for backfilling the excavation and all costs for surface
restoration, in addition to removing and properly disposing of the pipe,
shall be included in the price for abandonment.
2. Manholes and Inlets.
a. After removing the manhole frame and cover or inlet stone, all
incoming and outgoing pipes shall be bulkheaded. The walls shall
be lowered to two feet below final grade if in earth or to below
Subgrade if in pavement.
b. The structure shall then be filled with granular material.
Selected earth shall be used to bring the surface to final grade,
or the Subgrade and pavement and curbs shall be replaced in paved
areas.
3. Septic Tanks.
a. When the Project Plans and Specifications call for the abandonment
of a septic tank, the Contractor shall pump out and properly
dispose of the contents within the tank.
b. The bottom of the tank shall be perforated to allow for drainage.
If the top of the tank is Concrete, it may be broken up and
deposited in the tank. The sidewalls shall be lowered to at least
two feet below final grade. The remainder of the tank shall be
filled with granular material. Selected earth shall be used to
bring the surface to final grade.
4. Pump Station Abandonment.
a. General.
The Contractor shall contact the District seven (7) calendar days
prior to abandonment of the lift station to give the District time
to salvage any equipment. The Contractor shall protect any
equipment to be salvaged by the District. Any equipment not
salvaged shall become the property of the Contractor and shall be
removed and disposed of in a proper manner.
b. Lift Station Abandonment.
1. The existing above grade structure shall be removed to at
least two feet below finished grade.
PART 9 - MISCELLANEOUS
128
2. The bottom of the existing lift station shall be perforated
to allow for drainage.
3. The structure shall be filled with jetted granular material.
4. Selected earth shall be used to bring the surface to final
grade.
5. Terminate all Utilities serving the site.
c. Equipment Removal and Disposal.
Remove all mechanical and electrical equipment not salvaged by the
District and dispose of the removed material in a proper manner.
d. Force Main Abandonment.
1. The existing Force Main shall be abandoned and filled in
accordance with Section F, 1. Sewers, of this Part. Ferrous
Force Mains to be drained prior to abandonment.
2. All shut off valves, cleanouts, and blow-offs shall be
removed. The ground surface around these structures shall
be restored in a manner similar to the surrounding
conditions.
3. If the Contractor decides to remove the entire Force Main,
additional conditions and permits may be required. No
separate payment will be made for restoration, or additional
conditions or permits.
e. Payment.
1. Payment for the abandonment of the lift station will be at
the lump sum bid price for “Abandonment – Pump Station”, and
shall include all costs for labor, equipment, and material
for abandonment of the lift station, removal and disposal
of all mechanical and electrical equipment, abandonment and
fill suction intakes between the wet well and lift station,
filling the existing structures, and all site restoration.
2. Payments for the abandonment of the existing force mains
shall be at the unit bid price for the Pay Item “Abandonment
– Pipe Fill”, and shall include the cost for all labor,
material, and equipment necessary for the abandonment in
place and complete. The removal of all valves, blow-offs,
and cleanouts, as well as abandonment of vaults for these
structures and associated site restoration shall be included
in the unit bid price for “Abandonment – Pipe Fill”.
5. Payment for Abandonment.
Payment for the Work and materials required to abandon Sewers, manholes,
inlets, septic tanks, and pump stations to the methods described above,
will normally be made by a respective bid item at a cost per cubic yard
PART 9 - MISCELLANEOUS
129
or cost per place. If no bid price is provided, abandonment will not
be paid for separately.
SECTION G SIGNS.
When required by the Project Plans and Specifications, the Contractor shall
furnish a sign at each of the major work locations to inform the public of the
Work under construction. The sign layout shall conform to the applicable SIGNS
detail included in the Standard Details of Sewer Construction. The “Estimated
Value $” information to use will be provided by the District with the Notice
to Proceed documentation. The sign(s) shall be located as approved by the
Director and maintained in a neat and orderly condition. No additional payment
will be made for the required sign(s)
SPECIFICATION INDEX
130
A
Abandonment, 127
Acceptance of The Work, 10,12
Adapters and Couplings, 38
Additional Fill, 95
Admixtures, 26,43,79,83,108
Aggregates for Concrete, 26
Agreements with Property Owners, 97,112,114
Air-Entrained Concrete, 39,79,126
Air-Entraining Admixtures for Concrete, 26
Air Testing, 59
Ambiguity of Plans or Specifications, 5
Asbestos, PCBs, Petroleum, Hazardous Waste or Radioactive Material, 7
Asphaltic Concrete Street Pavement, 123
Auger Boring, 97,98
Authority of The District Representative, 8
B
Backfill Around Structures, 76
Backfill Jetted, 71, 126
Backfill Under Pavement and Roadways Wearing Surfaces, 126
Batching and Mixing, 80
Bedding, 39,62,91
Bell and Spigot Pipe, 62
Bituminous Wearing Surfaces, 122
Box Culverts, 38
Bracing and Shoring, 51
Brick, 28,29,67
Brick Masonry Construction, 67
Building Brick, 29
C
Cast Iron, 27,32
Change of Trench or Channel Location, 49
Channel Construction, 58,90,115
Classes (concrete), 78
Classes (excavation), 44
Classification, 44
SPECIFICATION INDEX
131
Clay Pipe and Fittings, 31
Cleanup, 114,117
Clearing, 45,53
Cold Weather, 36,87
Compacted Backfill, 46,75,76
Compaction, 52,55,61,71,72,84,90-95,106,125
Composite Sewer Pipe, 31,33,36,38
Concrete Construction, 78
Concrete Cradle, 63,65,73
Concrete Encasement, 62,63,65,73-75,77,104,121
Concrete Forms, 87
Concrete Pipe, 30,31,32,36,37,60,61,63
Concrete Structures, 8,43,66,68,80, 81
Connection to an Existing Manhole, 105,120
Connections to Channel, 94
Connections to Existing Facilities, 119
Construction and Expansion Joints, 85
Construction Stakes, 58,90
Contractor’s Delays or Abandonment, 11
Contractor’s Liability for Exceeding the Contract Period, 11
Contractor’s Relief from Maintenance and Responsibility, 12
Contractor’s Responsibility for Work as a Whole, 7
Control of Materials, 25
Control of Water, 50,113
Control of Work, 7
Conveying and Placing, 81
Cooperation Between the Contractor, Utility Owners, and Other Contractors, 17
Corrugated Polypropylene Pipe, 31,34,36
Cross Sections (Channel Excavation), 49,90,93
Crossings of Railroads, Streets, Highways, 121
Crushed Limestone and Screenings, 40,122,123,126
Curb and Gutter, 122,125
Cured-in-Place Pipe (CIPP), 34,107,108,111
Curing and Protection, 86,87
Curved Alignments, 31,62
Curved or Radius Pipe, 58,63,73
Cut Sheets, 58
SPECIFICATION INDEX
132
D
Damp-proofing,30,43
Decision of Director Conclusive, 5
Dewatering, 46,50,101
Definitions, 1
Direct Conflict, 2,55,56,101
Directional Drilling, 97
Disposal of Materials, 17
Disposition of Excavated Materials, 51
District to Stake Out Work, 8
District’s Liability for Delays, 11
District’s Right to Use Work Prior to Acceptance, 12
Ductile Iron Pipe, 32,33,35,61
E
Earth Tunneling, 97
Easements, 5,45,58,112,115
Elliptical Pipe, 64
Excavation, 44
Excavation for Structures, 53,54
Excavation in Rock, 50
Excavation of Existing Sewer Pipe, 54
Exfiltration Testing, 59,60,61
Existing Manholes, 57,119
Existing Sewers, 60,119,120
Explosives, 17,50
F
Facing Brick, 29
Fences, 45,56,114-115,118
Fiberglass Pipe, 31,34,36,38
Field Approval of the Work, 12
Field Tests, 59,107,110
Fill, 93
Final Cost Estimate, 22
Finishing, 86
Fittings and Special Pipes, 63
Flared End Section, 126
SPECIFICATION INDEX
133
Force Account, 19,20,21,101
Force Main, 33,34,64,73,128
G
General Construction Conditions, 58
Geotextile Fabric, 41,91
Grade Adjustment Rings, 30
Granular Backfill, 52,55,71,76,84,108
Granular or Other Compacted Materials, 71
Gray Iron Castings, 27
Groundwater, 37,44,46,59,60,101
Grout, 82,83,85,91,98-100,102,108-110
Guided Auger Boring, 98
Guided Boring Method, 98
H
Handmixing, 81
Headwalls, Intake and Outlet Structures, 126
Hot Dry Weather, 87
House Laterals (Sanitary), 55,56
I
Indemnification, 16
Infiltration/Exfiltration Testing, 59,60-62
Inlet and Outlet Pipes, 29,61,68,69
Inlet-manholes, 53,54,65,72,74,76,77,110,120
Inlet Stones, Sills and Blocks, 39
Inlets, 51-53,54,65,66-69,74,75-77,127-128
Inspection of the Work, 9
Insurance, 12,17,19-21
J
Jetted Backfill, 71
Joint Testing, 59,60
Joints, 32-34,35-38,41,50,60,63,66-68,82,85-86,87-88,91,98-99,102,116,120
Junction Chambers, 53,64,65,75-77
SPECIFICATION INDEX
134
L
Labor Competency, 15
Lateral, 47,48,55,56,77,104,111,127
Length of Open Trench, 49
Lifting Holes, 31
Limitation on Pay Quantities, 19
Limits of Excavation, 48,49,53,125
Lubricants for Prefabricated Pipe Gaskets, 38
M
Mandrel Testing, 61
Manhole Cones, 29
Manhole Cover, 27,69
Manhole Frame, 27,28,69, 70,
Manhole Steps, 29,74
Manhole Testing, 61
Manholes, 27,29,30,37,51,53,54,57,61,64-66,68-69,72,73-74,76,77,87,105,106,111,
115,119-120,122-125,127,128
Materials, 25, 78,83
Materials and Labor Bills, 22
Maximum Water Content, 78
Measurement and Payment, 18,48,53,72,94,109
Measurement of Quantities, 18
Mechanical Compaction, 55,71,92
Metal Reinforcement in Concrete, 26
Methods and Appliances, 9
Micro tunneling, 97
Mortar and Grout, 82
N
Natural Channels, 92,94
O
Observance of Laws and Regulations, 13
Open Cut Excavation, 46,107
Or Equal Clause, 5
Order of Work, 10
Outlet Structures, 126
SPECIFICATION INDEX
135
Overhead Wires or Poles, 16,48
P
Partially Improved Roadway Wearing Surfaces, 122
Paved Channels, 86,90
Pipe Field Test, 59
Payment for Abandonment, 128
Payment for Changes and Extra Work, 7,19
Payment for Excavation, 55,74
Payment for Private Underground Facilities, 56
Payment for Sanitary House Laterals, 55
Payment for Stanking, 55
Payment on Cash Contracts, 22
Permits and Licenses, 7,14,107,111,128
Personal Liability, 16
Pipe, 58, referenced throughout specification
Pipe Connections to Existing or New Paved Channel, 95
Pipe Connections to Pipe, 29,38,64,67,68,120
Pipe Laying, 45,62,63,65,119
Pipe Sewer Construction, 58
Plant-mixed or Ready-mixed, 80
Plastic Pipe, 35,37,38,69,94
Point Repairs, 107,110
Polyvinyl Chloride Pipe, 30,31,32
Portland Cement, 26,29,31,67,78,82,84,91,100,108,123,124
Precast Concrete Box Culverts, 38
Precast Manholes, 29,66
Primers and Adhesives, 38
Progress Payments, 21,109
Project Plans and Specifications, 5
Proportioning, 79,80,83
Prosecution, Progress and Acceptance of the Work, 10
Protection, 44,63,86,112
Protection and Restoration of Site, 56,57,112,118
Public Convenience and Safety, 15
Pump Station Abandonment, 127
SPECIFICATION INDEX
136
R
Reach Integrity Testing, 59
Reinforced Concrete Manholes, 29
Reinforced Concrete Pipe, 30,31,32
Reinforcing Steel, 27,75,77,82,88,89,126
Rejected Materials, 26
Rejected or Unauthorized Work, 10
Removal and Replacement of Pavements and Roadway Wearing Surfaces, 122
Replacement of Existing Sewers/Test Method Modifications, 60
Responsibilities of The Contractor, 13
Restoration, 94,106,112
Right-of-Way, 5,13,17,45,48,71,106,108,121
Rigid Base Pavements, 122,123
Riser Sections, 30,67
Rock Blanket, 40,90,91,95,121,126
Rock Excavation in Tunnel, 98
Rock Lined Channels, 91,95
S
Sampling, Inspection and Testing, 25,85
Sand, 26,67,78,81-83,86,91,108,119,120
Sanitary and Combined Sewer Pipe, 30
Scope of Payment, 19
Scope of Work, 5
Seeding, 70,113,117,118
Septic Tanks, 127,128
Setting of Castings, Frames, Fittings and Steps, 69
Sewer Brick, 28,29
Sewers, 58, referenced throughout specification
Shafts, 98,99,101,109
Silt fence, 113
Site Maintenance, 15
Shoring, 45,46,51,52,55,88
Sidewalks and Driveways, 124,125
Signs, 129
Sodding, 70,113,116-118
Sources of Supply, 25
Stanking, 46,52,55
SPECIFICATION INDEX
137
Steel and Castings, 27
Storage of Materials, 25
Storm Water Sewer Pipe, 31
Structural Steel, 27
Structures, 46,53,54,57,65,66,76,77,126
Subcontract, 7,20
Submittal of Claims, 6
Superintendence, 15
Supplemental Drawing, 8
T
Taxes, 14,20,23
Tees, 63,70,73
Tees, Wyes, Bends, Stubs, Etc., 63,73
Temporary Fencing, 112
Test, 18,25,59,60,61,72,85,107,111
Test Cylinders, 81,85
Test Pits, 44
Time of Commencement, 10
Time of Completion, 7,11,13
Traffic, 18,107,122
Trees, 45,53,92,93,112,114
Trench Backfill, 70,75
Trench Excavation, 52,53
Trenchless Installation Methods, 110
Tunnel Boring, 97
Tunnel Drainage, 99
Tunneling, 46,96-98
U
Unauthorized Excavation, 49,77
Unauthorized Work, 10
Underground Structures, Pipe Lines, or Utilities, 46
Unsuitable Subgrade, 37,49,50,54,126
Unusual Excavation Conditions, 46,56
Use of Explosives, 17,50
Utilities, 16,46,47,51,52,96,99,101,104,105,110,128
Utility Removal and Relocation, 55
SPECIFICATION INDEX
138
V
Vacuum Testing, 61
W
Water in Excavation, 63
Waterproof, 30,43,
Watertight, 26,27,28,36,37
Weather, 10,11,13,36,84,87
Work Included in Excavation, 45
Wyes, 63,73