HomeMy Public PortalAboutKingridge Sewer Line Rehabilitation Emergency Slope Stabilization - Phase I, Project #469922-46007 (3)SAUSALI
SAN FRANCISC
SAN ATEO
HALF MOON BAY
VICINITY MAP
OAKLAND
880
PROJECT
LOCATIOCI
NTS
2
FRE \ONT
101 880
I 680
SAN
280 JOSE
CITY OF SAN MATED
KINGRIDGE SEWER LINE REHABILITATION
EMERGENCY SLOPE STABILIZATION - PHASE
CITY OF SAN MATEO, SAN MATEO COUNTY, CALIFORNIA
CITY PROJECT NO. 469922-46007
PROJECT LOCATION MAP
NO SCALE
SHEET INDEX
1 TITLE SHEET
2 NOTES, ABBREVIATIONS AND LEGEND
3 SITE PLAN AND PROFILE
4 CIVIL DETAILS
5 EROSION CONTROL AND SITE ACCESS PLAN
S1 STRUCTURAL -GENERAL PLAN
S2 STRUCTURAL - WALL DETAILS No. 1
S3 STRUCTURAL - WALL DETAILS No. 2
S4 STRUCTURAL - WALL DETAILS No. 3
S4A STRUCTURAL - WALL DETAILS No. 3A
S5 STRUCTURAL - WALL DETAILS No. 4
S6 STRUCTURAL - MISCELLANEOUS DETAILS
RECORD DRAWING
BASED ON FIELD INFORMATION
PROVIDED BY ENGINEERED SOILS REPAIRS
THRU THE CITY OF SAN MATEO
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DESCRIPTION
STATION LINE REVISION
RECORD DRAWINGS
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Director of Public Works
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DATE: 8/27/10
DRAWN BY: UK
CHECKED BY: EDS DATE: 8/27/10
SCALE: AS SHOWN
CASE
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DRAWER
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SET
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SHEET 1 of 11
GENERAL NOTES
1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE GENERAL AND SPECIFIC PROVISIONS, STANDARD DRAWINGS, AND REQUIREMENTS OF
THE CITY OF SAN MATEO.
2. NO CHANGE TO THE PROJECT IMPROVEMENT PLANS SHALL BE PERMITTED WITHOUT PRIOR APPROVAL BY THE CITY ENGINEER AND DESIGN ENGINEER.
3. CONTRACTOR AGREES TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE CONSTRUCTION OF THIS
PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED
TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE CITY AND ENGINEER HARMLESS FROM
ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT TO THE EXTENT
ARISING FROM THE SOLE NEGLIGENCE OF THE CITY OR ENGINEER.
4. CONTRACTOR SHALL CONFORM TO THE RULES AND REGULATIONS OF THE STATE CONSTRUCTION SAFETY ORDERS PERTAINING TO EXCAVATION
AND TRENCHING. CONTRACTOR SHALL BEAR FULL RESPONSIBILITY FOR SHORING DESIGN AND INSTALLATION.
5. INFORMATION CONCERNING EXISTING UTILITIES IS NOT GUARANTEED; LOCATIONS SHOWN ON THE PLANS ARE APPROXIMATE ONLY. CONTRACTOR
SHALL REQUEST THAT UNDERGROUND FACILITIES BE LOCATED AND MARKED IN THE FIELD A MINIMUM OF 48 HOURS PRIOR TO THE START OF
CONSTRUCTION BY CALLING UNDERGROUND SERVICE ALERT NORTH (U.S.A.) AT 800-227-2600.
6. EXISTING UTILITIES SHALL BE LEFT IN PLACE DURING CONSTRUCTION. BRACING, SHORING AND SUPPORT FOR EXISTING UTILITIES SHALL BE APPROVED
BY THE APPLICABLE UTILITY ENGINEER. CONTRACTOR SHALL NOTIFY UTILITY ENGINEERS AT LEAST 48 HOURS IN ADVANCE OF THE START OF ANY
RELATED CONSTRUCTION ACTIVITY. IN THE EVENT OF DAMAGE TO ANY UTILITY OCCASIONED BY THE CONTRACTOR OPERATIONS, THE CONTRACTOR,
AT HIS SOLE COST AND EXPENSE, WILL IMMEDIATELY CAUSE REPAIRS TO BE MADE TO THE SATISFACTION OF THE AFFECTED UTILITY. NOTIFY THE
ENGINEER OF ANY ADJUSTMENTS NECESSITATED BY WAY OF CONFLICT WITH EXISTING UTILITY.
7. CONTRACTOR SHALL NOTIFY THE CITY OF SAN MATEO AT LEAST 48 HOURS IN ADVANCE OF THE START OF ANY CONSTRUCTION ACTIVITY. ALL UTILITY
SHUTDOWNS ARE TO BE COORDINATED THROUGH THE CITY PUBLIC WORKS DEPARTMENT. ANY TEMPORARY SUSPENSION OF THE WORK OR SUBSEQUENT
RESUMPTION OF WORK REQUIRES THE NOTIFICATION OF THE CITY AND THE ENGINEER.
9. CONTRACTOR SHALL PROVIDE ALL LIGHTS, SIGNS, BARRICADES, FLAG MEN, CONES OR OTHER DEVICES NECESSARY TO PROVIDE FOR PUBLIC
SAFETY IN ACCORDANCE WITH THE SPECIFICATIONS. SEE ALSO TRAFFIC CONTROL NOTES BELOW.
10. CONTRACTOR SHALL REPLACE IN KIND, AT HIS EXPENSE, ALL TREES, SHRUBS, LAWNS, FENCES, IRRIGATION SYSTEMS AND IMPROVEMENTS WHICH ARE TO
REMAIN INTACT BUT HAVE BEEN REMOVED OR DAMAGED DURING CONSTRUCTION. CONTRACTOR SHALL NOT REMOVE OR DAMAGE IMPROVEMENTS
LOCATED WITHIN CITY PROPERTY WITHOUT WRITTEN PERMISSION FROM THE CITY; OR WITHIN PRIVATE PROPERTY WITHOUT WRITTEN PERMISSION
FROM THE PROPERTY OWNER.
11. WRITTEN PERMISSION FROM APPROPRIATE PROPERTY OWNERS MUST BE OBTAINED PRIOR TO REMOVING ANY EXISTING FENCES, SHEDS, OR OTHER
PROPERTY OUTSIDE OF THE PUBLIC RIGHT-OF-WAY OR CITY PROPERTY.
12. ALL PERMANENT IMPROVEMENTS REMOVED OR DAMAGED BY THE CONTRACTOR, THAT ARE NOT SPECIFICALLY SHOWN TO BE REMOVED, SHALL BE
RESTORED TO THEIR ORIGINAL LOCATION AND CONDITION BY THE CONTRACTOR USING NEW MATERIALS AS DIRECTED BY THE ENGINEER.
13. CONTRACTOR TO PROVIDE TEMPORARY FENCING AND GATES WHENEVER AND WHEREVER EXISTING FENCING OR GATES ARE REMOVED FOR
CONSTRUCTION PURPOSES.
14. CONTRACTOR SHALL CONTROL DUST ACCORDING TO THE SPECIFICATIONS.
15. CONSTRUCTION WATER MAY BE OBTAINED FROM CITY OF SAN MATEO FIRE HYDRANTS. CONTRACTOR SHALL CONTACT CITY OF SAN MATEO PUBLIC
WORKS ENGINEERING DEPARTMENT TO OBTAIN WATER METER AND PERMISSION.
16. CONTRACTOR TO MAINTAIN A MEANS OF ACCESS TO PROPERTIES, DRIVEWAYS, AND DWELLINGS AT ALL TIMES AS DETERMINED BY THE ENGINEER.
17. THE CONTRACTOR SHALL NOTIFY, BY CIRCULAR, AS DIRECTED BY THE CITY, ALL BUSINESS ESTABLISHMENTS AND RESIDENCES AFFECTED BY THE
WORK, AT LEAST 48 HOURS PRIOR TO START OF CONSTRUCTION. CIRCULAR SHALL BE SUBJECT TO APPROVAL BY THE DIRECTOR OF PUBLIC WORKS OR
CITY ENGINEER.
18. IT IS THE CONTRACTOR'S RESPONSIBILITY TO REPLACE ALL STREET MONUMENTS, LOT CORNER PIPES, AND GRADE STAKES DISTURBED DURING THE
PROCESS OF CONSTRUCTION AT THE DIRECTION OF THE CITY ENGINEER.
19. ALL SURPLUS AND UNSUITABLE MATERIAL SHALL BE REMOVED FROM THE SITE AND PUBLIC RIGHT-OF-WAY
20. CONTRACTOR SHALL PERFORM HIS CONSTRUCTION AND OPERATION IN A MANNER WHICH WILL NOT ALLOW HARMFUL POLLUTANTS TO ENTER THE STORM
DRAIN SYSTEM OR ADJACENT CHANNELS. TO ENSURE COMPLIANCE, THE CONTRACTOR SHALL IMPLEMENT THE APPROPRIATE
BEST MANAGEMENT PRACTICE (BMP) TO SUIT THE CONSTRUCTION SITE AND JOB CONDITION AS OUTLINED IN THE BROCHURES TITLED "BEST
MANAGEMENT PRACTICES FOR THE CONSTRUCTION INDUSTRY SERIES" ISSUED BY THE SAN MATEO COUNTY WIDE WATER POLLUTION PREVENTION
PROGRAM (STOPPP), AND PER THE SPECIFICATIONS AND REGULATORY PERMITS. THE CONTRACTOR SHALL PRESENT HIS PROPOSED BMPS AT THE
PRE -CONSTRUCTION MEETING FOR DISCUSSION AND APPROVAL.
21. THE CONTRACTOR SHALL NEITHER WASTE NOR DEPOSIT ANY HAZARDOUS MATERIALS ON THE GRADING SURFACES OR WITHIN THE GRADED CUT AND
FILL AREAS OF THIS PROJECT, INCLUDING BUT NOT LIMITED TO GASOLINE OR DIESEL FUELS, MOTOR OILS OR TRANSMISSION FLUIDS, ANTIFREEZE,
HYDRAULIC FLUIDS, LUBRICANTS, STARTING FLUIDS AND FILTERS, AND/OR CONTAINERS FOR THESE PRODUCTS. HAZARDOUS MATERIAL SPILLS THAT
OCCUR AS A RESULT OF EITHER EQUIPMENT FAILURES OR VANDALISM, INCLUDING ALL ADJACENT CONTAMINATED SOILS, SHALL BE REMOVED AND
TRANSPORTED TO AN ENVIRONMENTALLY APPROVED DISPOSAL SITE. ALL REMOVAL, TRANSPORTATION AND DISPOSAL COSTS SHALL BE THE
RESPONSIBLITY OF THE CONTRACTOR OR HIS SUBCONTRACTORS.
22. OVERNIGHT PARKING OF CONSTRUCTION EQUIPMENT IN THE STREET RIGHT-OF-WAY SHALL NOT BE PERMITTED, EXCEPT AT LOCATION(S) APPROVED
BY THE CITY TRAFFIC ENGINEER.
23. MUD AND CONSTRUCTION DEBRIS ON STREETS OR SIDEWALKS SHALL BE CLEANED OFF IMMEDIATELY.
24. CONTRACTOR SHALL MAINTAIN EXISTING SEWER CAPACITY AT ALL TIMES. CONTRACTOR SHALL SUBMIT A BYPASS PLAN PER SPECIFICATIONS PRIOR TO
COMMENCING WORK WHICH AFFECTS EXISTING SEWER CAPACITY.
TRAFFIC CONTROL NOTES
1. CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN (T.C.P.) TO THE PUBLIC WORKS DEPARTMENT FOR APPROVAL A MINIMUM OF 5 DAYS PRIOR TO ANY
WORK WITHIN AN EXISTING PUBLIC STREET, PEDESTRIAN PATH OR BICYCLE PATH. THE PLAN SHALL BE SIGNED BY A LICENSED CIVIL OR TRAFFIC ENGINEER
WHEN IT INVOLVES AN ARTERIAL STREET. CONTRACTOR SHALL PROVIDE ALL NECESSARY TRAFFIC CONTROL IN ACCORDANCE WITH THE LATEST EDITION OF THE
"CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" WHILE WORKING WITHIN THE PUBLIC RIGHT-OF-WAY. ONE TRAFFIC LANE (10' MIN) SHALL BE
OPEN TO VEHICULAR TRAFFIC DURING ALL HOURS, WEEKENDS, AND HOLIDAYS. STREET CLOSURES AND DETOURS SHALL ONLY TAKE PLACE UPON CITY
ENGINEER APPROVAL AND POLICE DEPARTMENT COORDINATION.
2. ALL TRAFFIC CONTROL DEVICES SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH PART 6 AND PART 9 OF THE LATEST EDITION OF THE "CALIFORNIA
MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES".
3. ALL CONES USED FOR LANE CLOSURE AFTER NIGHTFALL SHALL BE FITTED WITH RETROREFLECTIVE BANDS (OR SLEEVES). ALL ADVANCED WARNING SIGN
INSTALLATIONS SHALL BE EQUIPPED WITH FLAGS FOR DAYTIME CLOSURES. FLASHING BEACONS SHALL BE USED DURING NIGHTIME CLOSURES.
4. ANY PERMANENT SIGN OR EXISTING PAVEMENT MARKINGS THAT CONFLICT WITH THE TRAFFIC CONTOL PLAN SHALL BE COVERED, OBLITERATED OR REMOVED
AS DIRECTED BY THE ENGINEER.
5. DURING ALL CONSTRUCTION PERIODS, THE CONTRACTOR SHALL HAVE AT THE JOBSITE ALL NECESSARY TRAFFIC CONROL DEVICES (APPROPRIATE SIGN,
LIGHTED ARROW DISPLAY, CHANNELIZING DEVICES, ETC.)
6. CONSTRUCTION SHALL BE SEQUENCED TO PROVIDE THE LEAST POSSIBLE ADVERSE EFFECT TO RESIDENCES.
7. CONSTRUCTION MATERIALS SHALL BE KEPT OFF DRIVEWAYS AND PRIVATE PROPERTY AND CONSOLIDATED IN AREAS WITHIN THE CITY RIGHT-OF-WAY AND
EASEMENTS DURING WORKING HOURS UNLESS OTHERWISE APPROVED BY THE ENGINEER.
8. CONTRACTOR SHALL COORDINATE DETOUR ROUTES WITH THE CITY OF SAN MATEO.
LEGEND
PROPERTY LINE
EASMENT
LIMITS OF GRADING
LIMITS OF DISTURBANCE
CONTOUR - MAJOR
CONTOUR - MINOR
FENCE
SANITARY SEWER
TEMPORARY SANITARY SEWER
STORM DRAIN
REMOVE (E) INFRASTRUCTURE
SS MANHOLE
SS CLEAN OUT
SD DRAIN INLET
SD CLEAN OUT
TREE
FLOWLINE
EXISTING PROPOSED
SD
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GEOTECHNICAL BORING, SEE
GEOTECHNICAL DESIGN MEMORANDUM
BY CORNERSTONE EARTH GROUP, INC.
DATED AUGUST 11, 2010 FOR DETAILS
GENERAL PIPELINE NOTES
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1. INDIVIDUAL SANITARY SEWER LATERALS ARE NOT SHOWN. CONTRACTOR SHALL LOCATE ALL EXISTING LATERALS BEFORE BEGINNING
CONSTRUCTION OF PIPE REPLACEMENT REACHES.
2. LATERALS SHALL BE REPLACED TO CUSTOMER SIDE OF CLEANOUT IN ACCORDANCE WITH DETAIL SHOWN IN THIS PLAN SET.
3. CONTRACTOR SHALL MAINTAIN FLOW OF SEWER MAIN AT ALL TIMES DURING CONSTRUCTION. INDIVIDUAL LATERALS MAY BE ISOLATED
DURING CONSTRUCTION DURING NORMAL WORKING HOURS. HOMES THAT ARE TO HAVE ISOLATED LATERALS SHALL BE PROPERLY
NOTIFIED PER THE SPECIFICATIONS. CONTRACTOR TO COORDINATE ISOLATION WITH CALIFORNIA WATER SERVICE COMPANY FOR
WATER SERVICE SHUTDOWN DURING LATERAL ISOLATION.
4. CONTRACTOR MAY ABANDON EXISTING VCP PIPE IN PLACE WHERE THE EXISTING PIPE DOES NOT INTERFERE WITH PLACEMENT OF
PROPOSED PIPE. ABANDONED PIPE SHALL BE PLUGGED AT ENDS WITH CONCRETE.
5. PIPE LENGTHS AND DISTANCES IDENTIFIED ON THESE PLANS ARE HORIZANTAL LENGTHS. ACTUAL LENGTHS MAY VARY.
6. EXISTING MANHOLES WITH NEW PIPE SHALL BE MODIFIED TO ACCEPT NEW PIPE SO AS TO MEET INVERTS CALLED FOR ON THESE PLANS.
BASIS OF BEARING
THE BEARING OF NORTH 87°16'41" WEST BETWEEN TWO MONUMENTS LOCATED IN THE CENTERLINE OF KINGRIDGE DRIVE (SHOWN AS
NORTH 88°46' WEST 518.69' ON THAT CERTAIN TRACT MAP "LAURELWOOD MAP NO. 4" FILED FOR RECORD ON FEBRUARY 15, 1955, IN
VOLUME 41 OF OFFICIAL MAPS AT PAGES 17 THROUGH 18, SAN MATEO COUNTY RECORDS), WAS ADOPTED AS THE BASIS OF BEARINGS.
BENCHMARK
CITY OF SAN MATEO BENCHMARK# 071-007, ELEVATION= 106.718 FEET, SAN MATEO DATUM.
DESCRIBED BY CITY AS "RAMSET NAIL AND WASHER, TOP OF CURB NORTHERLY CENTER ISLAND, ALAMEDA DE LAS PULGAS AND 36TH
AVE"
ABBREVIATIONS
APPROX
AC
BW
CIPP
CL
CLR
CONC
CONST
CPLG
DET
DIA
DIP
E
ELEV, EL
EQ
EXIST, (E)
FG
FL
INV
LT
L
LAT
LF
MAX
MIN
MP
(N)
N
NTS
OC
OG
OD
PUE
PVC
(P)
R
RCP
REQD
REQTS
RT
RIM
RWLOL
R/W
SDCO
SDDI
SS
SSCO
SSMH
S
SPECS
STD
STA
SD
SDMH
TEMP
TW
TYP
VCP
W
W/
APPROXIMATE
ASPHALTIC CONCRETE
BOTTOM OF WALL
CURED IN PLACE PIPE
CENTERLINE
CLEAR
CONCRETE
CONSTRUCTION
COUPLING
DETAIL
DIAMETER
DUCTILE IRON PIPE
EASTING
ELEVATION
EQUAL
EXISTING
FINISHED GRADE
FLOW LINE
INVERT
LEFT
LENGTH
LATERAL
LINEAR FEET
MAXIMUM
MINIMUM
MICROPILE
NEW
NORTHING
NOT TO SCALE
ON CENTER
ORIGINAL GRADE
OUTSIDE DIAMETER
PUBLIC UTILITY EASEMENT
POLYVINYL CHLORIDE
PROPOSED
RADIUS
REINFORCED CONCRETE PIPE
REQUIRED
REQUIREMENTS
RIGHT
RIM ELEVATION
RETAINING WALL LAYOUT LINE
RIGHT-OF-WAY / EASEMENT
STORM DRAIN CLEAN OUT
STORM DRAIN DRAIN INLET
SANITARY SEWER, STAINLESS STEEL
SANITARY SEWER CLEANOUT
SANITARY SEWER MANHOLE
SOUTH
SPECIFICATIONS
STANDARD
STATION
STORM DRAIN
STORM DRAIN MANHOLE
TEMPORARY
TOP OF WALL
TYPICAL
VITRIFIED CLAY PIPE
WEST
WITH
RECORD DRAWING
BASED ON FIELD INFORMATION
PROVIDED BY ENGINEERED SOILS REPAIRS
THRU THE CITY OF SAN MATEO
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DESCRIPTION
RECORD DRAWINGS
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Project Engineer
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Senior Engineer
APPROVED
Deputy Director of Public Works
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SURVEYED BY:
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DATE: 8/27/10
DRAWN BY: LJK
CHECKED BY: EDS DATE: 8/27/10
SCALE: AS SHOWN
CASE
4
DRAWER
19
SET
30
SHEET 2 of 11
CONTROL LINE
STA 14+00
N2018884.09
E6036959.98
3921
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CONNECT 8" DIP
SS TO (E) 6" VCP
(E) FENCE, REMOVE AND
REPLACE AS NECESSARY
FOR CONSTRUCTION
CUT-OFF WALL
UPSTREAM OF TIE
IN TRANSITION
SEE DETAIL
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NOTES:
1. IF EXISTING STORM DRAIN LINE IS DISTURBED, TEMPORARY STORM DRAIN CONVEYANCE TO
THE CREEK SHALL BE MAINTAINED AT ALL TIMES TO PREVENT EROSION.
2. HDPE DRAIN PIPE SHALL BE HANCOR AASHTO HDPE PIPE CONTAINING A MINIMUM OF 2%
CARBON BLACK, OR APPROVED EQUAL.
3. CONSTRUCTION OF WALL AND SEWER LINE NEAR EXISTING 30" TREE MAY REQUIRE HAND
EXCAVATION TO MINIMIZE DISRUPTION TO THE ROOTS. SEE SPECIFICATION SECTION 01532.
4. LOCATION OF EXISTING 18" STORM DRAIN LINE IS APPROXIMATE, CONTRACTOR SHALL LOCATE
THE STORM DRAIN LINE PRIOR TO CONSTRUCTION AND VERIFY THAT IT DOES NOT CONFLICT
WITH THE PROPOSED IMPROVEMENTS.
5. CONTRACTOR SHALL NOT ALLOW LOOSE SPOILS TO ACCUMULATE BELOW THE RETAINING WALL
CONSTRUCTION AREA DURING CONSTRUCTION.
6. STORM DRAIN LATERAL IS INTENDED FOR FUTURE CONNECTION OF ADJACENT ROOF DRAINS,
TO BE CONNECTED BY THE HOMEOWNER.
7. CONTRACTOR SHALL LOCATE AND REPLACE EXISTING SEWER LATERAL FOR 3927 KINGRIDGE
DRIVE AS SHOWN IN DETAIL 2 ON SHEET 4. SEWER LATERAL SHALL BE CONNECTED TO
TEMPORARY SEWER LINE DURING CONSTRUCTION.
8. TOPOGRAPHY IS APPROXIMATED BASED ON LIMITED SURVEY POINTS AND IS PROVIDED FOR
INFORMATIONAL PURPOSES ONLY. CONTRACTOR SHALL VERIFY EXISTING CONDITIONS PRIOR
TO CONSTRUCTION.
9. CHAIN LINK FENCE AND CHAIN LINK RAILING SHALL BE CONNECTED AT THE INTERSECTIONS.
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LIMITS OF DISTURBANCE
SEE SHEET 5
APPROXIMATE
LIMITS OF GRADING
6' TREE PROTECTION AREA
NOT TO BE DISTURBED.
\ SHORE IF REQUIRED FOR
WALL CONSTRICTION
INSTALL 51 LF
OF 8" DIP SS
PROPOSED
EASEMENT
(E) 30" TREE,
PROTECT IN
PLACE
SSMH 1\
CENTER STA 15+20.76' 13.7' RT
SEE DETAIL
CUT-OFF WALL
SEE DETAIL
(E) HOUSE
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SLOPE FINAL GRADE
UPHILL OF WALL
TO GUTTER
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- SD LATERAL
SEE DETAIL
INSTALL 39 LF
OF 8" DIP SS
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PLAN
SCALE: 1" = 10' 2n
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2-4" PVC PIPES FROM LOW POINT OF RETAINING WALL
DRAIN TO DAYLIGHT, PLACE FERNCO FLEXIBLE PIPE
COUPLINGS AND TRANSITION TO HDPE DRAIN PIPE.
EXTEND TO EDGE OF CREEK AT 1% MIN SLOPE. FINAL
LAYOUT TO BE DETERMINED BY THE ENGINEER
DURING CONSTRUCTION NOTE: PIPE IS BELOW
WEATHERED ROCK AT WALL
SD PIPE SUPPORT
WALL DRAIN WITH GRATE PLACED IN
GUTTER PER CALTRANS STANDARD
DETAIL B3-9. RIM/GUTTER INV = 175.45
CONNECT TO STORM DRAIN INLET
WITH 4" PVC
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(E) SSMH 28J-02
CHIP AND REFORM INVERT WITH
NON -SHRINK GROUT FOR 8" PIPE
AS IN DETAIL 4/4. BOLT LID PER
DETAIL
WALL DRAIN
CLEANOUTS, TYP
SEE DETAIL
CUT-OFF WALL
SEE DETAIL
/ CON �p225,p"
14.62.2a
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REMOVE (E) TREE STUMP AS NECESSARY
® FOR CONSTRUCTION AND ACCESS, TYP
INSTALL 14 LF 8" DIP SS,
- CONNECT TO (E) 6" SS
AT STA 15+77
TEMPORARILY RELOCATE (E) 6" SS DURING
CONSTRUCTION. TEMPORARY LINE SHALL
BE REMOVED AND THE SITE SHALL BE
RESTORED UPON COMPLETION OF THE
WALL AND NEW SEWER LINE
REMOVE (E) CONCRETE
GUTTER AND INLET
2'x2' SD INLET
CENTER STA 15+58.68' ± 5.2' RT
SEE DETAIL
(E) HOUSE
3933
(E) 6" VCP SS
14+00
PIPE JOINTS AND CONNECTIONS BETWEEN NEW MANHOLE AND
TIE IN TRANSITION SHALL BE RESTRAINED WITH A MEGALUGS OR
APPROVED EQUAL (TIE IN DOES NOT NEED TO BE RESTRAINED)
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TOP OF WALL 176.5
8" DIP SS
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CONTROL LINE ANGLE POINT
STA 16+65.10
N2018810.95
E6037195.11
RETAINING WALL CONCRETE
CAP, SEE STRUCTURAL SHEETS
SHOTCRETE
EXISTING GRADE
FINAL GRADE
(RESTORE TO EXISTING
GRADE WHERE
EXISTING GRADE IS
FLATTER THAN 2:1)
TEMPORARY
EXCAVATION
WALL DRAIN SEE
STRUCTURAL SHEETS
BOTTOM OF WALL
LIMIT OF
EXCAVATION /
GRADING
RESTORE TO
EXISTING GRADE
IF DISTURBED
NOTES:
1. FINAL GRADE AT BASE OF WALL SHALL BE A MINIMUM OF 2'
ABOVE WEATHERED ROCK LAYER AS SHOWN ON THE
STRUCTURAL SHEETS. GRADING SHALL BE STEPENED AS
REQUIRED TO MEET THE 2' REQUIREMENT. DEPTH OF
WEATHERED ROCK LAYER TO BE DETERMINED BY THE
GEOTECHNICAL ENGINEER IN THE FIELD DURING
CONSTRUCTION.
2. ADDITIONAL TEMPORARY GRADING MAY BE REQUIRED AS
NECESSARY TO CONSTRUCT THE WALL.
3. ANY TEMPORARY FILL USED TO CONSTRUCT THE WALL
SHALL BE REMOVED UPON COMPMLETION.
4. ALL EXCAVATIONS REQUIRED TO CONSTRUCT THE
RETAINING WALL SHALL BE BACKFILLED PER "GENERAL FILL"
IN SPECIFICATION SECTION 02300.
5. EXCAVATIONS AND FILLS SHALL BE KEYED AND BENCHED AS
DETERMINED IN THE FIELD BY THE GEOTECHNICAL
ENGINEER.
6. WALL EXCAVATION METHODS DIFFERING FROM WHAT IS
SHOWN HEREIN SHALL BE APPROVED BY THE ENGINEER
PRIOR TO EXCAVATION AND BACKFILLING.
7. SOLDIER PILES AND MICRO PILES NOT SHOWN, SEE
STRUCTURAL SHEETS FOR DETAILS.
SECTION - TYPICAL
WALL EXCAVATION
NTS
(E) GROUND ELEVATION AT CONTROL LINE
(El
CP SS
15+25
15+50
PROFILE
HOR. SCALE: 1" = 10'
VER. SCALE: 1" = 2'
15+75
16+00
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16+50
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166
16+75 17+00
RECORD DRAWING
BASED ON FIELD INFORMATION
PROVIDED BY ENGINEERED SOILS REPAIRS
THRU THE CITY OF SAN MATEO
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CASE
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SET
30
SHEET 3 of 11
SEWER LINE TRENCH DETAIL NOTES:
1.
UTILITY TRENCH BACKFILLING SHALL BE PERFORMED UNDER THE
OBSERVATION OF A GEOTECHNICAL ENGINEER.
2. PIPE ZONE BACKFILL SHALL CONSIST OF FREE -DRAINING CLEAN SAND.
SAND SHALL BE COMPACTED WITH A VIBRATION PLATE TO AT LEAST 90%
RELATIVE COMPACTION. PIPE ZONE BACKFILL SHALL ADHERE TO
SPECIFICATION SECTION 02300.
3. TRENCH ZONE BACKFILL SHALL ADHERE TO THE REQUIREMENTS FOR
GENERAL FILL IN SPECIFICATION SECTION 02300.
COMPACTED NATIVE
BACKFILL -
12" MIN.
IN NATIVE SOIL
CUTOFF WALL
BOTTOM
OF TRENCH
/�/
UNDISTURBED NATIVE
MATERIAL
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12" MIN.
IN NATIVE SOIL
TRENCH SECTION
RETAINING WALL
/--
12" MIN.
UNDISTURBED NATIVE
MATERIAL
TRENCH AND CUTOFF WALL DETAIL
CUTOFF WALL NOTES:
1. CUTOFF WALL TO EXTEND 1' PAST HORIZONTAL TRENCH LIMITS
2. CUTOFF WALL SHALL BE A BLENDED MIXTURE OF 1 -PART FREE DRAINING
SAND AND 1 -PART DRY MIX CEMENT MIXED WITH WATER. WATER TO
CEMENT RATIO SHALL BE LESS THAN 0.3, RESULTING IN A "DRY" MIX THAT
IS HAND COMPACTED INTO THE KEYWAY AROUND THE PIPE.
12"
SEWER OR STORM
DRAIN PIPE
P
a
- 24"a MIN.
BOTTOM OF TRENCH
//
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TRENCH PROFILE
I-
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LONG RADIUS Y8 BEND
DIP WITH CALDER COUPLING
PLACE WYE ON SUPPORT
BRACKET ON RETAINING WALL
PLAN
THREADED PLUG
EASEMENT LINE
RETAINING WALL
CITY MAIN SANITARY
SEWER LINE
1' PVC
PLACE WYE ON
SUPPORT BRACKET
PROFILE
N.T.S.
TO HOUSE
A -
NOTES:
1. LATERAL AT 3927 KINGRIDGE DRIVE SHALL BE
REPLACED.
2. ALL LATERALS SHALL BE PVC, 4" MINIMUM.
3. SIZE OF CLEANOUT SHALL MATCH SIZE OF
EXISTING LATERAL.
4" MIN. CLEAN OUT
(E) LATERAL
CALDER COUPLING
SEWER LATERAL REPLACEMENT DETAIL i 2
\4
NTS
PLACE MASTIC GASKET
UNDER FRAME
BOLT FRAME TO CONC MH SECTION
PER FRAME MANUFACTURERS
RECOMMENDATIONS
PRECAST
CONC CONE
PRECAST CONC
SECTIONS
IPE ZONE BACKFI
STORM DRAIN LATERAL
TRIM (E) CMP AT SPRINGLINE
(E) CMP
A
STORM DRAIN LATERAL
SEE DETAIL
(E) CMP
DIA. VARIES
FRAME AND GRATE
FILL ENTIRE EXCAVATION
WITHIN INLET AND BELOW
SPRINGLINE WITH 560-C-3250
CAST IN PLACE CONCRETE
STANDARD FRAME AND COVER
GROUND EL. VARIES
2'
5-3/4"
4'
4
12"
4 1/8"
a
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III
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6'6"MIN
560-C-3250
(POURED IN PLACE)
SECTIONAL ELEVATION
PLAN
POUR CONC AROUND (E) CMP
MIN 2% SLOPE TO INV
(E) CMP
A
NOTE:
1. GRATE SHALL BE HOT DIPPED
GALVANIZED STEEL IN ACCORDANCE
WITH ASTM. ALL FABRICATING,
SHEARING, BENDING AND WELDING
SHALL BE DONE BEFORE GALVANIZING.
FRAME AND GRATE SHALL BE RATED
FOR H2O LOADING.
2. EXISTING CMP IS LINED WITH
CURED -IN -PLACE PIPE
SECTION A -A
STORM DRAIN INLET DETAIL
SECTION A -A
MANHOLE DETAIL
NTS
NOTES:
NON -SHRINK GROUT
4" PVC TO WALL DRAIN FROM
GUTTER, 2% MIN. SLOPE
PREACAST 24"x24" DROP INLET
WITH FRAME AND GRATE,
KNOCK -OUTS FOR (E) CMP
1. CONCRETE SLAB AROUND CASTING SHALL BE
SQUARE AND FORMED WITH LUMBER IN EASEMENTS.
2. TAPER "SHELF" 1/2" PER FOOT TOWARDS CHANNEL.
3. MANHOLE EXCAVATION SHALL BE BACKFILLED IN
ACCORDANCE WITH "GENERAL BACKFILL" AS
DESCRIBED IN SPECIFICATION SECTION 02300
NTS
4
(E) CMP
DIA. VARIES
EASEMENT LINE
PROFILE
4" PVC
CALDER
COUPLING
CONCRETE STORM
DRAIN INLET
4" CLEAN OUT
2"x2" OR 2" DIAM. FRP OR FR -4
POST WITH "STORM DRAIN"
STENCILED ON TWO SIDES.
EXTEND FROM PIPE INVERT
TO 36" ABOVE FINISH GRADE.
THREADED
PLUG
4" PVC WYE
STORM DRAIN LATERAL DETAIL
NTSN
T
THREADED PLUG
1-1/2" DRAIN CLEAN
CRUSHED ROCK
PVC TEE
CONNECTION SEE
4 4
CHRISTY B16BOX UTILITY
BOX WITH B16D LID OR
APPROVED EQUAL
NOTE:
1. CLEANOUTS SHALL BE PLACED ON BOTH
ENDS OF THE WALL.
FINISH GRADE
z
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CD
4" PVC CLEAN OUT
WALL DRAIN CLEANOUT DETAIL
NTS
RECORD DRAWING
BASED ON FIELD INFORMATION
PROVIDED BY ENGINEERED SOILS REPAIRS
THRU THE CITY OF SAN MATEO I SHEET 4 of 11
DATE
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DESCRIPTION
RECORD DRAWINGS
REVISION
NO.
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Project Engineer Date
APPROVED
Senior Engineer Date
APPROVED
Deputy Director of Public Works Date
8`1'
SURVEYED BY:
BOOK NO. DATE:
DRAWN BY: UK DATE: 8/27/10
CHECKED BY: EDS DATE: 8/27/10
SCALE: AS SHOWN
PROJECT NO.: 469922-46007
CASE
4
DRAWER
19
SET
30
392
SC -10 STORM DRAIN
INLET PROTECTION
(SEE NOTES)
aS
/7\
(E) HOUSE
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/ 6' RADIUS TREE
PROTECTION ZONE
PROPOSED
ADDITIONAL
EASEMENT
BACK OF CURB ON
KINGRIDGE DRIVE
SE -5 FIBER ROLLS, TYP
(SEE NOTES)
PROPOSED RETAINING WALL
AND OTHER INFRASTRUCTURE,
SEE SHEET 3
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PROPOSED
ADDITIONAL
EASEMENT
(E) HOUSE
UTILITY EASEMENT CAN BE USED FOR SITE
ACCESS AND CONVEYANCE OF MATERIALS;
HOWEVER, TREES SHALL NOT BE DISTURBED
AND ALL SITE IMPROVEMENTS AND
LANDSCAPING SHALL BE RESTORED TO
EXISTING CONDITIONS.
LIMITS OF DISTURBANCE
3933
ct
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FINAL EROSION CONTROL NOTES:
1. ONCE CONSTRUCTION IS COMPLETE AND ALL SLOPES ARE TO FINAL GRADE, ALL
DISTURBED SOILS SHALL BE HYDROSEEDED PER THE SPECIFICATIONS. AN EROSION
CONTROL BLANKET SHALL BE PLACED ON ALL SLOPES AND DISTURBED AREAS AFTER
HYDROSEEDING PER THE SPECIFICATIONS.
2. ALL BACKFILL SHALL BE COMPACTED PER THE SPECIFICATIONS.
SITE ACCESS NOTES:
1. SITE ACCESS FOR CONSTRUCTION EQUIPMENT AND MATERIALS IS THROUGH AN
EXISTING DRIVEWAY AND A VERY STEEP SLOPE (APPROXIMATELY 60% GRADE).
2. SLOPE CAN BE TEMPORARILY GRADED TO PROVIDE FOR EASIER ACCESS;
HOWEVER, NO TREES WITHIN THE TEMPORARY CONSTRUCTION ACCESS SHALL BE
DISTURBED WITHOUT A WRITTEN AGREEMENT WITH THE PROPERTY OWNER. ALL
TREES WITHIN AND ADJACENT TO THE WORK AREA SHALL BE PROTECTED IN PLACE
PER SPECIFICATION SECTION 01532.
3. SEE SPECIFICATIONS FOR ADDITIONAL DETAIL.
SE -5 FIBER ROLLS, TYP
(SEE NOTES)
•
SE -5 FIBER ROLLS AT 10' INTERVALS
(SEE NOTES)
CORNER TEMP. CONST. ACCESS
N2018755.75
E6037198.38
N2018705.26
E6037191.77
N2018704.19
E6037201.72
/
LIMITS OF
DISTURBANCE
S
EROSION CONTROL DURING CONSTRUCTION NOTES:
1. ALL SPECIFIED BMP'S REFERENCE BMP FACT SHEETS FOUND IN CASQA'S STORM
WATER BEST MANAGEMENT PRACTICE MANUAL FOR CONSTRUCTION, NOVEMBER
2009. DETAILS, INSTALLATION, OPERATIONS AND MAINTENANCE, ETC. FOUND IN
THE MANUAL SHALL APPLY.
2. WHERE EASEMENT BENCH IS RELATIVELY FLAT, FIBER ROLLS MAY BE PLACED
ALONG THE EDGE OF THE BANK TO PREVENT SEDIMENT FROM TRAVELING DOWN
THE SLOPE ADJACENT TO THE EASEMENT. WHERE THERE IS NO BENCH ALONG
THE EASEMENT, FIBER ROLLS SHALL BE PLACED DOWNHILL OF DISTURBANCE
EVERY 10 FEET ON CONTOUR WITH 2 FEET OF OVERLAP. THIS PLACEMENT
DOWN -SLOPE OF PROJECT DISTURBANCE SHALL BE MAINTAINED THROUGHOUT
THE CONSTRUCTION PROCESS AND IS SHOWN AS TYPICAL ON THIS DRAWING.
ONCE CONSTRUCTION IS COMPLETED (OR IF THERE IS A HALT IN CONSTRUCTION
WORK OR IF THERE IS A STORM THREATENING), FIBER ROLLS SHALL BE PLACED
THROUGH CONSTRUCTION DISTURBANCE AREAS AS WELL, EVERY 10 FEET ON
CONTOUR IF THE SLOPE IS STEEPER THAN 2:1 AND EVERY 20 FEET ON CONTOUR IF
THE SLOPE IS MILDER THAN 4:1.
3. ACCEPTABLE ALTERNATIVES TO FIBER ROLLS INCLUDE SILT FENCE (SE -1),
GRAVELBAG BERM (SE -6), OR SANDBAG BARRIER (SE -8). THE CHOSEN OPTION
SHALL BE INSTALLED, OPERATED, AND MAINTAINED PER THE CASQA MANUAL, AND
SHALL BE LOCATED AS DETAILED AND SPECIFIED HEREIN,
4. ANY STORMDRAIN INLETS ON KINGRIDGE DRIVE THAT HAVE POTENTIAL TO
RECEIVE SEDIMENT TRACKED FROM THE PROJECT BY VEHICLES ENTERING AND
EXITING, SHOULD BE PROTECTED AS DETAILED IN THE CASQA MANUAL.
EDGE DRIVEWAY
3939
in
✓
0
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N2018813.41
E6037219.60
7
i
i
TEMPORARY CONSTRUCTION
ACCESS (SEE SPECIFICATIONS
AND NOTES)
CORNER TEMP. CONST. ACCESS
N2018753.34
E6037208.16
i
N2018832.59
E6037280.62
10 0
I
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10 20
NM
SCALE: 1 INCH = 10 FEET
RECORD DRAWING
BASED ON FIELD INFORMATION
PROVIDED BY ENGINEERED SOILS REPAIRS
THRU THE CITY OF SAN MATEO
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RECORD DRAWINGS
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CHECKED BY: EDS DATE: 8/27/10
SCALE: AS SHOWN
CASE
4
DRAWER
19
SET
30
SHEET 5 of 11
175.0
170.0
165.0
160.0
Soldier pile spacing
Battered pile spacing
Weakened plane
joint at center
of CMP
End Wall—\
(TW=176.5)
Angle Point
Existing SSMH
28J-02, behind
wall
L_j
155.0
Datum Elev = 150.0
RWLOL Stationing
01 60.14' measured along RWLOL
See 'SOLDIER PILE DATA TABLE'
See 'BATTERED MICROPILE DATA TABLE'
Chain lin
railing
K -Ex i st i ng 18"-± CMP
thru face of wall
L Soldier pile,
Bottom of
B11-7
not all shown Wall (BW)
---Top of Wall (TW)
Estimated
unweathered
rock layer
L
L�
9"
� —Begin Wall
(TW=176.5)
Approximate OG
��SSMH behind
wall
Estimated top of
weathered rock
layer
10+75 10+50 10+25
DEVELOPED ELEVATION
1" = 5'
SSMH 28J-02
00.61 Rt 'Control Line
Proposed City
`Easement
R/W Line
0
f R/W Line
Pri
1 i
Exist 6" SS I ; Exist 18" CMP
vir
�
10' PUE I l� 1
1
i
15+61.86
<11
R/W Line
RWLOL 10+63.54
4.50 Lt 'Control Line' 15+73.81
End Retaining Wall
Note:
The Contractor sha l fr' erify af'f
controlling field dimensions before
ordering or fabricating any material
A
0
11
10+50
Proposed City.
Easement
3.83 Lt 'Control Line' 15+59,03 A
End of Chain Link Fence
-SD Inlet
8" DIP SS
SD Inlet
1.24 Rt`'Control Line 15+24.93
Begin of Chain Link Fence
N 73°3400" W RWLOL
10+25
RWLOL 10+53.54
4.50 Lt 'Control Line' 15+61.89
Angle point
Line
I
15+25
Chain link
railing
R/W Line
10+00
--Manhole
RWLOL 10+03.40 A
\ 8.20 Rt 'Control Line' 15+17.01
egin Retaining Wall
\
RWLOL
-R,/4/ Line
8" DIP SS)
Control Line'
Existing tree
to remain
Exist 6" SS
RWLOL 10+21.36
4.50 Lt 'Control Line' 15+29.72
Angle Point
•
00
,-Proposed City
Easement Line
R/W Line
Varies
Gutter
Pipe support
assembly as
occurs, see
'Control Line'
RWLOL
R/W Line
10'-0" PUE
B3-9 `
r 1
L
-J
H"
Estimated
top of weathered
rock layer
2
Battered
micropi le
Soldier pile --
2'-4' Varies
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��Chain link railing
N
Top of wall (TW)
Approx OG
FG
Bottom of wall (BW)
Estimated -�
top of unweathered
rock layer
TYPICAL SECTION
3/8" = 1'-0"
NOTES:
1. This plan accurate for structural retaining wall work only
2. Top of Wall (TW) and Bottom of Wall (BW) profiles
are linear between points shown unless noted
otherwise
3. See Civil Plans for right-of-way, utility, drainage, grading
and layout information not noted
4. The estimated weathered and unweathered rock layers
are shown for reference only. Actual depths may vary.
Refer to Geotechnical Design Memorandum by Cornerstone
Earth Group, dated August 1 1 , 2010 for additional
information
5 For 'SOLDIER PILE DATA TABLE' and 'BATTERED MICROPILE
DATA TABLE' and 'GENERAL NOTES', see 'WALL DETAILS No. 1
sheet
6 Approximate ground water elevation is at estimated
weathered rock layer
RECORD DRAWING
BASED ON FIELD INFORMATION
PROVIDED BY ENGINEERED SOILS REPAIRS
THRU THE CITY OF SAN MATEO
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STATION LINE REVISION
RECORD DRAWINGS
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PROJECT NO.: 469922-46007
CASE
4
DRAWER
19
SET
30
SHEET Si oF1±1
(200924151)
2009241
GENERAL NOTES
WORKING STRESS DESIGN
DESIGN: Bridge Design Specifications April 2000
(1996 AASHTO w/ Interims and Revisions by Caltrans)
LIVE LOADING: Includes Uniform Lateral Pressure of
72 psf due to surcharge
REINFORCED
CONCRETE:
STRUCTURAL STEEL:
SOIL PARAMETERS:
SUPPLEMENTAL
PILE DATA TABLE
Pile
Number
Steel
Pile Size (See Note 7)
Offset from Main
Soldier Pile, 'Y'
SP -8A
W12x58
8'-9"
SP -9A
W12x58
10'-3"
SP -10A
W12x58
1 1 '-9"
NOTES:
1. The estimated weathered and unweathered rock layers are shown for
reference only. Actual depths may vary and are to be determined
in the field by the Geotechnical Engineer of Record during construction.
Refer to Geotechnical Design Memorandum by Cornerstone Earth Group,
dated August 1 1 , 2010 for additional information
2. The specified tip elevation was based on a minimum embedment of 10'-0"
into the unweathered rock layer. Final specified tip elevation is subject
to review and approval by the Geotechnical Engineer of Record
3. Bottom of wall shall extend 2'-0" minimum below the weathered rock layer
4. Battered Micropiles shall be constructed perpendicular in plan view to
RWLOL unless noted otherwise
5. Finish grade in front of wall shall extend 2'-0" minimum above the
weathered rock layer
6. Locate existing utilities prior to drilling
7 Alternate supplemental pile sizes include W14x48 or W10x88. Other steel
sections are allowed provided:
• Ix > 475 in.4
• Sx > 78.0 in.3
• 1" minimum clearance between the steel pile and drilled hole. Drilled
holes > 19" allowed
Note:
The Contractor shall verify al l
controlling field dimensions before
ordering or fabricating any material
ASTM Designation: A706
fy = 60,000 psi fs = 24,000 psi
f'c = 3600 psi fc = 1440 psi
n = 8 n = 10
Steel Piles: ASTM Designation: 4992/A992M, Grade 50
Welded Headed Studs: ASTM Designation: A108 and AASHTO/AWS D1.5M/D1.5
Steel Angles: ASTM Designation: A36/A36M
A722 Grade 150
DYWIDAG Reinforcing° ASTM Designation:
fu = 150 ksi
Unit weight (?5)
Active Earth Pressure Coeff (Ka)
Additional Uniform Active
Earth Pressure
Passive Earth Pressure Coeff (Kp)
Passive Arching Capability
Bond Stress (6b)
Soldier Pile Rock Socket Capacity
Factor of Safety
= 130 pcf
= 0.35 (level backslope)
= 8x (HT of retained soil) psf
= 3.1
= 2.0
= 750 psf (Grouted)
= 3200 psf (Post -Grouted)
= 100 kips
= 2.0
SOLDIER PILE DATA
TABLE
Pile
Number
RWLOL
Station
Steel Soldier
Pile Size
Cut-off
Elevation
Specified
Tip Elevation
SP -1
10+04.75
W10x49
175.0
162.0
SP -2
10+09.25
W10x49
175.0
160.0
SP -3
10+13.75
W10x49
175.0
155.0
SP -4
10+18.25
W10x49
175.0
150.0
SP -5
10+23.75
W10x49
175.0
150.0
SP -6
10+28.25
W10x49
175.0
150.0
SP -7
10+32.75
W10x49
175.0
150.0
SP -8
10+37.25
W10x49
175.0
150.0
SP -9
10+41.75
W10x49
175.0
150.0
SP -10
10+46.25
W10x49
175.0
153.0
SP -11
10+52.25
W10x49
175.0
156.0
SP -12
10+56.75
W10x49
175.0
159.0
SP -13
10+61.75
W10x49
175.0
159.0
BATTERED
MICROPILE DATA
TABLE
Pile
Number
RWLOL
Station
Steel Soldier
Pile Size
Cut-off
Elevation
Axial Tension
Force (T)
MP -1
10+07.00
2-#11 Bars
173.5
40.0 kips
MP -2
10+11.50
2-#11 Bars
173.5
40.0 kips
MP -3
10+16.00
2-#11 Bars
173.5
75.0 kips
MP -4
10+20.00
2-#11 Bars
173.5
75.0 kips
MP -5
10+26.00
2-#11 Bars
173.5
75.0 kips
MP -6
10+30.50
2-#11 Bars
173.5
75.0 kips
MP -7
10+35.00
2-#11 Bars
173.5
75.0 kips
MP -8
10+39.50
2-#11 Bars
173.5
75.0 kips
MP -9
10+44.00
2-#11 Bars
173.5
75.0 kips
MP -10
10+48.00
2-#11 Bars
173.5
75.0 kips
MP -11
10+54.50
2-#11 Bars
173.5
40.0 kips
MP -12
10+59.50
2-#11 Bars
173.5
40.0 kips
RECORD DRAWING
BASED ON FIELD INFORMATION
PROVIDED BY ENGINEERED SOILS REPAIRS
THRU THE CITY OF SAN MATEO
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RECORD DRAWINGS
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REHAB EMERGENCY SLOPE
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DATE:8/6/10
DRAWN BY:TEH
CHECKED BY:DBD DATE:7/30/10
SCALE:AS SHOWN
PROJECT NO2 469922-46007
CASE
4
DRAWER
19
SET
30
SHEET S2 OF1
(200924152)
2009241
CL Drilled hole =----`
CL Steel soldier
pile
CL Battered
Micropile
c
E 'Li
U
•
•
r
Welded headed
stud, typ
R/W Line
Pipe support
a C pile
i
1
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cn
0-
•
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1/2 S
Oa'
R/W Line
Note:
The Contractor shall verify al l
controlling field dimensions before
ordering or fabricating any material
1/2 S
f—� Battered
Micropi le
xxxxxxxxxxxxxxxxx
i
•
•
•
Typical wall
reinforcement
•
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f CL Drilled hole =
CL Steel soldier
pile
O
•
•
SECTION KAY
1I
R/W Line-�`
Exist
manhole
7 i' \//
d I iI
/
o•-
R/W
0
Ln
'-0" \S
• •
• •
Supplemental pile, typ
see 'SUPPLEMENTAL PILE
DETAIL' on sheet S4A
50
10+50
ine i
I.'
•
6'-0" max,
see Note 1
I
0
0
0
0
In
1'-9" min,
dsee Note 1
b
rn
U)
Cfl
V)
co
I
a_
Battered
Micropi le
•
•
Steel soldier
(---
pile
j c
•
•
Geocomposite
drain
7" ty
a
CO
0_
U)
a_
_t --Exist 6"± SS
not shown
0
>- o
0
N 73°34'00
10+40
Exist 18"± CMP,
see Note 2
Thr
CO
I
a_
U)
C
i
•
•
Lo
0
0
Z
i
Drilled
hole
Modified vertical facing
reinf layout (Reinf not shown)
2" expansion joint
filler or mortar
between cap beam
and existing 18"-±
dia CMP
24" dia formed hole in -
concrete facing centered
on existing CMP. Fil l
space between formed
hole and CMP with mortar
8" DIP SS
C soldier pile
'Control Line'
4'00' W
10+30
CL
V)
25°
RWLOL
See 'PARTIAL PLAN' on
sheet S4A
FOUNDATION PLAN [f
3/8" = 1/-0" dS3y
S41
U')
Cl)
Exist 1 8"± CMP
* Standard vertical facing reinf
plus additional vertical facing
reinf equal to 1/2 vertical reinf
cut by opening (both faces)
** Standard vertical facing reinf
above and below opening (both
faces)
15
15
V�
R/W Line
15+25
A
\--R/W Line
°S
Existing tree
to remain
1'-9" min, see
Note 1
A
A
x 6'-0"
(each face)
#5
z
#8
E
#8 w
a�
a
U
1/2" deep control joint
above and below opening
NOTE:
Al l reinforcement to clear
formed hole by 2" m i n
NOTES:
1. Soldier pile and Micropi le location may be adjusted by 12"-± max as
required, except where maximum or minimum spacing otherwise noted
2. Existing 18"± CMP location is approximate. Actual location
For existing 18"± CMP penetration of concrete facing, see
3. See Civil Plans for details
4. See 'SOLDIER PILE DATA TABLE',
'MICROPILE DATA TABLE' on 'WALL DET
may vary.
'SUPPLEMENTAL PILE DATA TABLE'
A
s
eet
or .i
le
and
data not shown
5. Provide a minimum of 1'-0" between the edge of the sanitary sewer line
and the edge of the supplemental pile drilled hole
Concrete Fccin
RECORD DRAWING
BASED ON FIELD INFORMATION
PROVIDED BY ENGINEERED SOILS REPAIRS
THRU THE CITY OF SAN MATEO
w
I-
0
DESCRIPTION
RECORD DRAWINGS
0
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cc
a
d
0
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w
0
CC
0-
0-
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O
o
a
0
w
0
cc
a
a
01
L
0
m
a)
4-
0
C
Deputy Director of Public Works
KINGRIDGE SEWER LINE
REHAB EMERGENCY SLOPE
ZATION - PHASE
SURVEYED BY:
O
z
0
O
m
0
CO
CO
w
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m
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a
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CHECKED BY:DBD DATE:7/30/10
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PROJECT NO.: 469922-46007
CASE DRAWER SET
4 19 30
SHEET S3 oF_1_1
(2009241S3)
2009241
Chain Link
Railing
Concrete
Gutter
Cutoff
elev
L
a)
1J
0
co
is of stee
E
9
#8,
total 3
6" &
varies
Alternate hooks
Specified --2
Tip elev
0
2' -
Steel soldier
pile
RWLOL
Varies
f R/W Line
(--TW
each face
5/g x 6" welded headed
stud (field welded)
ad 12", typ
Estimated
top of
weathered
rock layer
_,--4" min, 6" max,
typ
Estimated
unweathered
rock not
shown
a
a
0
E
E
E
co
a
N -
a)
a
a
a
x
w
* Provide 3" cir to front
face of reinforcement if
cast in trench
C
0
0
2
L
U)
C
0
0
a
a
0
a
** Lift heights limited by
stability of excavated soil
Note: SECTION /A�
1 = 1
The Contractor shall verify al l
controlling field dimensions before
ordering or fabricating any material
4y
x
X0
0
/i.
Cutoff elev
U
0
#8
��—RWLOL
TW
#5
#8
X
x • • See
X
X
X
Geocomposite drain, see
x 'WALL DETAILS No. 4' sheet
-R/W Line
f —See �54) for
details not noted
18" dia drilled
hole
#5 4 Provide an additional
stirrup at each side //
of Micropile ;%
soldier
Grout
CL Battered
Micropile
8" dia dri I led
hole
1 V4" dia DYWIDAG
bar, epoxy coated
SECTION Cc
1 1 /2" = 1 '-0" S4,1
1 T
•
#5
•
Drain, see
SECTION KB\
0 S4y
r#4
+I
0
(V
_3
BW
FG
Outfa I I , see
Civil Plans
Estimated top
7 of weathered
rock layer
Estimated top
of unweathered
rock layer
Steel
pile
Concrete
18" dia dri I led
hole
Steel soldier
pile
f—� Steel soldier
pile
Lean concrete
backf i I I
Lean concrete
backf i I I to be
removed
Welded headed
stud
Steel soldier
pile
SECTION
1 1 /2" = V-0" S4
Concrete
backf i I I
RECORD DRAWING
BASED ON FIELD INFORMATION
DATE
7.
7.
CO
l'
in
in
DESCRIPTION
RECORD DRAWINGS
8
>Z
w
cc
4
(Project Engineer Date
APPROVED
Senior Engineer Date
APPROVED
Deputy Director of Public Works Date
U4
NZW
O z
Ow
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0
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SURVEYED BY:
BOOK NO. DATE:
DRAWN BY:TEH DATE:8/6/10
CHECKED BY:DBD DATE:?/30/101
SCALE:AS SHOWN
PROJECT NO.: 469922-46007
CASE
4
DRAWER
19
SET
30
PROVIDED BY ENGINEERED SOILS REPAIRS I SHEET S 4 0 F�
THRU THE CITY OF SAN MATED
(2009241 S4) 2009241
C'
Cutoff
elev
0
0
0
-RWLOL
Varies
f R/W Line
rTW
\\ •
/ •
I
m21_
lr
r
1" dia
—
DYWIDAG
bar
Steel soldier -----
pile
Specified-,\
Tip elev
•
•
•
•
0
•
•
•
•
.
• •
0
• •
•
0
•
SECTION KAY
1" = V-0"
Note: f4
The Contractor shall verify al l
controlling field dimensions before
ordering or fabricating any material
Bearing R1"x8"x0'-8
C Bar
- Construction
joint
U
(5- )
" dia formed hole
FG
-Estimated
top of
weathered
rock layer
y--BW
Estimated
unweathered
rock not
shown
Note:
For details not
noted, see
#8, see
•
.
.
i
1" Dia DYWIDAG
bar, typ
W10x soldier -
pi le
Cap beam
or
•
•►
.I •
.
•
•
•
.
-7,
•
•
.
•
.
.
•
•
• •
.
.
.
/
/ 1—„s r �I
I
I I
•
1
. .
•
.
.
.
. .
•
.
•
#5
i
.
or
N
•
•
.
10+50
O
0
O
a_
U)
Bearing plate
#8 x 8'-0", centered
over opening
#8 x 8'-0" total 4,
centered over opening
Existing 18"± CMP
Soldier pile
beyond
Bar
_ 9"
typ_
#5
I)
total 4
.
.•
I I
I I
•
L —
ti
Typical horiz
facing reinf
1i
I I
I I
I I
I I
I I
rn
0_
U)
v w �vThrThr-
1 0 I40
co
0_
PARTIAL PLAN
1" = 1'-0„
ca. 1 2"
Vertical facing
reinf
—#5
Rf
RWLOL
co
0
U)
7
•
.
7
•
.
0
K-2" dia formed
hole, typ
NOTE vvvvvvYYv�v
1. Al l exposed steel surfaces, including DYWIDAG reinforcing, shall be hot
dip galvanized after fabrication and/or coated with 2 applications of
zinc rich primer prior to backfill
C DYWIDAG bar match
elev at face of wall
Note:
All reinf to clear
formed hole by 2" m i n
O
Co
18" dia dri I led ----
hole
2" dia hole,
typ
x
0
E
CV
ELEVATION
Supplemental
pile
Bearing i'1 "x8"x0'-8"
Bearing le
Dri l led hole
beyond
SECTION
SUPPLEMENTAL PILE DETAIL
1" = 1'-0"
'-lt‘ORD DRAWING
BASED ON FIELD INFORMATION
PROVIDED BY ENGINEERED SOILS REPAIRS
THRU THE CITY OF SAN MATEO
w
0
N
>-
m
CC
0
D
DESCRIPTION
RECORD DRAWINGS
0
(7)o
0
APPROVED
Project Engineer
0
C
Senior Engineer
APPROVED
0
C
Deputy Director of Public Works
Ho
a[a
0
1
0'0
ON
e Of
((
/ ` O
of
Q 16
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f mm
oM
Nei
00
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KINGRIDGE SEWER LINE
REHAB EMERGENCY SLOPE
r
STABLIZATION - PHASE
0
Z
J
WALL DETA
SURVEYED BY:
Li]
a
0
0
z
0
0
m
DATE: 8/6/10
DRAWN BY: TEH
CHECKED BY: DBD DATE: 7/30/10
z
0
0
x
w
J
Q
U
N
PROJECT NO.: 469922-46007
CASE
4
DRAWER
19
SET
30
SHEETS OF1]
(2009241S4A)
2009241
w
F-
a
0
TW
.—Q Pile
Pile
EO
__
-1
CL G
9..
gil
-YPtYP
dra
1
n
1
P
7
I
r
'
4
^
•
L
�
/
BW—
S
Drain, see
S
eocompos i to
in
Bottom of
concrete
cap
MIRRORED PARTIAL WALL ELEVATION
1 /2" - 1 '-0"
Note:
The Contractor shall verify all
controlling field dimensions before
ordering or fabricating any material
Filter fabric
wrap around
top & sides
Bottom of
concrete
cap
Geocompos i to
drain
Geocompos to
drain
Top of
weathered
rock layer
Universal drain
fitting at
weathered rock
layer
Face of
concrete
facing
DETAIL C15
�
NO SCALE S
Drilled hole, backf i I led
with lean concrete, as
occurs
Geocompos i to
drain
Cleanout pipe see
'CIVIL DETAILS'
sheet
Tee connection
4" dia outfall,
see Civil Plans
SECTION
Universal drain
fitting at base
of geocompos i to
drain
Steel soldier
pile, as occurs
4" dia drain,
1% min slope,
typ
NO SCALE
�S5y
FG as
occurs
Formed or cored
hole
CD
Tee connection,
see
-Formed or cored
hole
DETAIL (2
NO SCALE S5�
Universal drain
fitting, typ
2" dia drain,
typ
Concrete facing
Tee connection, typ
Cleanout pipe see
'CIVIL DETAILS'
sheet
f- Begin wa l l
RECORD DRAWING
BASED ON FIELD INFORMATION
PROVIDED BY ENGINEERED SOILS REPAIRS
THRU THE CITY OF SAN MATEO
o:
o
DESCRIPTION
RECORD DRAWINGS
a
0
BO
1
0
0
w
CC
c
0
L
d
N
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Deputy Director of Public Works
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KINGRIDGE SEWER LINE
REHAB EMERGENCY SLOPE
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SURVEYED BY:
F-
0
0
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0
0
co
DATE:8/6/10
DRAWN BY:TEH
CHECKED BY:DBD DATE:7/30/10
SCALE:AS SHOWN
PROJECT NO.: 469922-46007
CASE
4
DRAWER
19
SET
30
SHEET S5 OF111
(2009241S5) 2009241
Approx location --
of 8" DIP
Welded headed --
stud, typ
2
S6
L6x6x1/2
Varies
SECTION
11/2" = 1 ' 0 S6y
56
y� y
1 /4
N
L6x6x1/z��
3/-8"
1
-4J
4)
L
Pipe Support Assembly
Note:
The Contractor shall verify all
controlling field dimensions before
ordering or fabricating any material
N-
T
1
min
DETAIL Kf
C
1 /4
Soldier pile
beyond
NOTES:
1 , Pipe support assembly sha l I be
galvanized after fabrication
2. See 'WALL DETAILS No. 2' sheet
for location of pipe supports.
x6" Welded
headed stud, typ
F --
DETAIL (2
11/z" = 1'-0" K562
RECORD DRAWING
BASED ON FIELD INFORMATION
PROVIDED BY ENGINEERED SOILS REPAIRS
THRU THE CITY OF SAN MATEO
CC
C
0
DESCRIPTION
RECORD DRAWINGS
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KINGRIDGE SEWER LINE
REHAB EMERGENCY SLOPE
ON - PHASE
MISCELLANEOUS
SURVEYED BY:
0
z
0
O
m
DATE:8/6/10
DRAWN BY:TEH
CHECKED BY:DBD DATE:7/30/10
PROJECT NO.: 469922-46007
CASE
4
DRAWER
19
SET
30
SHEET_SL OF1 1
(2009241S6)
2009241