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�;....... .. ....... ...... ...... .1.07% ___--_ _-- _ __ `......,
a . I .......cn a......... ..1.79% --- -
480
I�...... 480
......... ................... ....... ................. ....................... EX GRADE AT ROADWAY i �I .......
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450 ......... ......... ......... 450
10+00 11+00 12+00
SE 162ND ST PROFILE DATUM NAVD ❑❑
ABAN ONED 4" AC WATER- I SCALE: HORZ. 1" = 20' VERT. 1" = 10'
(nP) I
I
� I
SERVED I
1B❑ EX 8" SEWER I I SERVED�
20 0 20
SERVED
ABANDONED 4" AC WATERS I UQIE: OLD_4" AC _
(nP) I - ABANDONED IN PLACE - - - - - - SCALE: 1 " = 20'
\ / FD MIC I I (TYP) - �- - - - - - - - -
CONC MON W/I�RASS DISC I ,
� \ DN 0.3' ti EX 6 WATER (TYP) REMOVE & RESTORE EXISTING g
- - - - - - - - - - - - - ASPHALT PAVEMENT IN ACCORDANCE o 11
ST ' , EX 8" SEWER
--w u❑w _u-w- -W W_W=W N- w - �N� N ?ICI KIT W� BRASS DISC- - - - _ WITH CITY OF RENTON REQUIREMENTS '�'
----------------
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ti I E 1305087.02 10+50 SE 162ND ST SAWCU_T__LI_NE- , I _T W SSMH W -W W W w w-W_W_
�- - - S88° 29 38.90E 11+00 00- 11+50 I' 'I 12+00 N RIM-483.43
2 MH#1299-11 l �l 1 'F50 CTR CHAN=469.43 13+00
i I I SET REBAR/CAP "15025" 4 i ; 0 ss ss� �-
>-Q I = - -------------- -- -----�
---- _ __
\_EX 8" SEWER
11 ❑ EX 8 SEW I � _)-
- - - - - -- J,� / O c I EX MH #62-11
EX,w ` I ' RIM = 483.41
RI MFi 2 a a� � I / / � � I� , , ,� CTR CHAN = 469.43
SERVED CTRRCHARN=4 7 I 28"FI 28 FI TU F�T33bffiG 8 8'FIR 3 'FIR 3C"FI II I i EX 6"
SS STUB
L' � I 18"F R I I �
' I �ONNECTIO I \
a� QI \� IE 476. 0 I I SET\P�C
o W/ WASHER "15025
I FIELD`LOCATE EX 6" SS STUB FOR
° = o I I I SERVED LOT 1 BLDG. CONNECTION
® N I j
I IE 473.5f
T.L. 2+68+37' X 7.5
STUB FOR FUT LOT I
I
NOTE: C
(ABANDON D
s EX 8"
°
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4" AC
PLACE
(TYP)
(TYP)
0
0
N
FIELD LOCATE EX 6" SS STUB
FOR
LOT 4 & 5 BLDG. CONNECTIO
S
(APPROX. 6 FT DEEP, IE 473.
f).
PROVIDE 6" WYE AND VERIFY
E
°
479.64
PRIOR TO CONSTRUCTION
'
G
PK NAIL
FIELD VERIFY LOCATION
AND
CONNECT TO EX " SS
CORE DRILL AND CON
ECT
°
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TO EX SSMH RECHANNEL
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W
IE 4�2.00 ' ;
SSMH
R I W'4SS.
6" PVC IN NIW & NE
8' OUT S
CTR CHAN=471.95
EX MH #62-79
RIM = 479.35 °
6" PVC IN NW & NE 8" OUT S a
CTR CHAN = 471,r�
RIM=4 9.04
" PIP S=4 6.64
g EX 8" SEWER H
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LOT 2 BLDG. CONNECTION
PROPOSED IE 477.00 PROPOSED BLDG.
EST. FF = 481.60f HOUSE I (TYP)
�) (TYP) LOT 2 I LOT 1
22"DEC (� EST. FF = 482.50t
EST. FF = 483.50f
� \ T
16"DEC STUB FOR LOT i F 83.13 ! I I PROPERTY LINE
/ CONNECTION ✓ i i� I it 204 14TH AVE SE
IE 474.00
CEL # 0088000286 i1
i� LOT SHORTPLAT I 1 SEE CITY OF RENTON
i FF=483.07 #
LOT 4 ON -SITE DEVELOPMENT �
PLANS FOR DRAINAGE
12" CONC PE EST. FF = 480.5 STUB FOR LOT 51BLDG.
IE= 477.3 i IMPROVEMENTS
� -_ ----tOT 5-BL�6.--��! � °-° CONNECTION I I�
CONNECTION - -- 1E-476.00
JE 474.00 �e
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SET REBAR/CAP "15025" ���------- �� \
16220 114TH AVE SE `
IE ' CON476.9E P�ERVED PARCEL # 0088000281 / I \
SET REBAR CAP "15025"
CONC PIPE
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11427 SE 162ND ST
PARCEL # 0088000260
Know what's below.
Call before you dig
SEWER GENERAL NOTES
1. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE SPECIFICATIONS OF SOOS CREEK
WATER AND SEWER DISTRICT, ALSO REFERRED TO HEREINAFTER AS "DISTRICT".
2. THE DEVELOPER SHALL FURNISH THE DISTRICT A COPY OF THE COMMERCIAL AND/OR
SUBDIVISION PLANS APPROVED BY THE GOVERNING AGENCY PRIOR TO ANY SEWER MAIN
CONSTRUCTION.
3. PRIOR TO CONSTRUCTING ANY SEWER MAINS, THE APPROPRIATE STREETS AND LOTS SHALL BE
CLEARED GRADED AND STAKED BY THE DEVELOPER/ CONTRACTOR AND ALL EXISTING UTILITIES
SHALL BE LOCATED.
4. FOLLOWING SEWER MAIN CONSTRUCTION, ANY REVISION OF ROADWAY OR EASEMENT GRADES
REQUIRING THE MAINS TO BE RECONSTRUCTED SHALL BE MADE AT THE
DEVELOPER'S/CONTRACTOR'S EXPENSE.
5. RECONSTRUCTION SHALL CONFORM TO THE SPECIFICATIONS OF THE DISTRICT. ALL COSTS FOR
INSPECTING SUCH RECONSTRUCTION SHALL BE CHARGED TO THE DEVELOPER IN ADDITION TO
THE STANDARD CHARGES, AND SHALL BE PAID BEFORE ACCEPTANCE BY THE DISTRICT.
6. NO SIDE SEWER CONNECTIONS SHALL BE MADE TO THE EXISTING SYSTEM UNTIL COMPLETION
OF THE BILL OF SALE AND ALL EASEMENTS. OBTAIN SIDE SEWER PERMIT FROM THE DISTRICT
FOR EACH SIDE SEWER CONNECTION PRIOR TO MAKING CONNECTION. BILL OF SALE WILL
NOT BE PROCESSED UNTIL PUGET SOUND ENERGY HAS EITHER PROVIDED A WORK SKETCH OR
INSTALLED THEIR VAULTS, HAND HOLES AND LIGHT STANDARDS, OR THE DEVELOPER HAS
PROVIDED A SIGNED HOLD HARMLESS AGREEMENT (FORM SUPPLIED BY THE DISTRICT).
7. ALL COSTS OF SEWER MAIN RE -STAKING SHALL BE PAID BY THE DEVELOPER/CONTRACTOR.
8. PROPERTY CORNERS SHALL BE PINNED WITH REFERENCE TACK ON CURBS BY THE
DEVELOPER/CONTRACTOR
9. THE DEVELOPER/CONTRACTOR SHALL NOTIFY THE DISTRICT AT (253) 630-9900 TO SCHEDULE
A PRE -CONSTRUCTION MEETING AT THE DISTRICT OFFICE. AFTER THE PRE -CONSTRUCTION
MEETING, THE DEVELOPER/ CONTRACTOR SHALL NOTIFY THE DISTRICT'S FIELD REPRESENTATIVE
AT LEAST 48 HOURS (REGULAR WORKING DAYS) BEFORE STARTING WORK.
10. THE DEVELOPER/CONTRACTOR SHALL OBTAIN ALL REQUIRED FINAL INSPECTIONS TO MEET
PERMIT REQUIREMENTS. INSPECTIONS MUST BE SCHEDULED AT LEAST 48 HOURS IN
ADVANCE.
11. CONNECTION TO EXISTING SEWER MAINS SHALL BE MADE ONLY WITH THE WRITTEN APPROVAL
OF THE DISTRICT AND ONLY AFTER AT LEAST 48 HOURS (TWO REGULAR WORKING DAYS)
ADVANCE NOTICE.
12. EXISTING SEWERS TO REMAIN IN SERVICE AT ALL TIMES.
13. ALL WATER AND OR CONSTRUCTION DEBRIS SHALL BE REMOVED FROM NEW SEWERS AND
SHALL NOT BE PERMITTED TO ENTER THE EXISTING SYSTEM.
14. EXISTING MH #62-11 AND MH #62-79 SHALL BE CORE DRILLED AND RE-CHANNELIZED AS
REQUIRED TO RECEIVE INCOMING FLOW FROM NEW SEWER.
NOTES
1. ' FIELD VERIFY ELEVATIONS AND NOTIFY ENGINEER OF ANY DISCREPANCIES PRIOR
TO CONSTRUCTION.
2. THIS PLAN IS FOR SEWER D.E. (DEVELOPER EXTENSION). CONTACT SOOS
CREEK WATER AND SEWER DISTRICT FOR WATER SERVICE REQUIREMENTS AND
PERMITS.
3. REFER TO SHEET 4 FOR APPLICABLE SOOS CREEK WATER AND SEWER DISTRICT
SANITARY SEWER DETAILS.
SHEET INDEX
SH.NO.
DESCRIPTION
1
SEWER PLAN AND PROFILE ❑ NOTES
2
CONSTRUCTION PROVISIONS
3
MATERIALS E SURFACE RESTORATION
F-4
SEWER DETAILS
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PLAN REVIEW ❑04-12 ❑❑ SHEET 1 of 4
DRAWING B.280
S-398001
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CONDUCTED IN JULY, 20 8 490
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DATUM NAVD ig bkh.
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SERVED g �
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NQTL OLD 7(TYP)
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■ ABANDONED IN SCALE: 1 " _ 'r;'
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ASPHALT PAVEMENT IN ACCORDANCE Ex 8" SEWER
CQL�G.QHI91aINT_Wf BRASS DISC 11
70t�84 $S� _- INirf 1 CITY OF RENTON REQUIREMENTS - - - -
-�.-� - E 1305087.02
SAWC
SE 162ND ST _
10+50 UT I ENE
11+00 11+50 12+40 - �-
- MH#1299-1, SS 12+50 l T,3+00
r � � f
_44
EX 8" SEWER 52
B Ex 8" SEWER
W - - - �' a - - EX MH #62-
1111
F=X.MH _��__—__
SERVED Rpr;i= - A2 c I ` - - - - - �� _� _ — _ _ _ _ - --1 CTR CHAP! = 469-43
CZRF=Cf�r Iii.i=4.6��02 _,..FIR �.5TUB rm.oT 3 BL`DG--`" — — - -- - — - — —
! CONNECT10,N EX 6° SS STUB
FIELD :LOCATE EX 5" 55 STUB FOR
SERVED LOT 1 'BLDG. CONNECTION
IE 473.5±
T.L. 2+68+37' X 7.5
r I i STIJ > B6R F ili`t3F E ~LOT ,
NOTE; IDLI[ 4" AO
BANDONED 14, PLACE
I" (TYP)
1 EX 8" �w R (TYP)
I
1 0
hl
i
311,
FIELD LOCATE EX 6" SS STUB, FOR
LOT 4 & 5 BLDG- CONNECTIOILS
(APPROX. 6 FT DEEP, IE 473. ±),I
PROVIDE 6" WYE AND VERIFY IE
PRIOR TO CONSTRUCTION
FIELD VERIFY LOOATTON, AND _�.
CONNECT TO EX 0" SS
CORE DRILL AND CONNECT -
TO EX SSMH, RECHANNEL 4
IE 472.00
EX MH #62-79
RIM = 09.35
6" PVC IN NW&NEB°OUT S
CTR CHAN
RI=Y{
_F '�-=41'h 64
UEX 8" SEWER'
o -_--
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SEWER BUILT PER PLAN
11+00
SE 162ND ST PROFILE
! LOT 3 I 2 BLDG. CONNECTION �
I EST. FF - 481.50± PROPOSEQ IE 477-00 PROPOSED BLDG.
j - HOUSE (TYP) j
11427 SE 162ND ST
(TYP) LOiT 2 LOT 1 PARCEL 0088000260
EST, FF = 482.50±
EST. FF = 483.50±
STUB FOR LOT 1 BL r ,- . -
CONNECTION !: PROPERTY LINE �.
4 I 1fi204 14TH AVE SE
1 IE 474.00
PARCEL # 0088000280
j v -_ _ - - 5 LOT SHORTPLAT # SEE CITY OF RENTON
ON -SITE DEVELOPMENT
LOT � ;•.: � ,
EST. FF - 480.54 ,\
r _ - - - STUB FOR LOT 5 BLDG. PLANS FOR DRAINAGE
IMPROVEMENTS f
CONNECTION II
--� - - -_ - CONNECTION - IE 476.00
-- _3E _474,00
94
1
1
! EST. FF = 480.5D+
` - - _7 E.
2" 16220 114TH AVE SE
� 1�:
It-� SERVED PARCEL # 0088000281
IE=476-58
J '
I
SEWER GENERAL NOTES
I. ALL WORK SHALL HE PERFORMED IN ACCORDANCE WITH THE SPECIFICATIONS OF SOOS CREEK
WATER AND SEWER DISTRICT, ALSO REFERRED TO HEREINAFTER AS "DISTRICT".
2- THE DEVELOPER SHALL FURNISH THE DISTRICT A COPY OF THE COMMERCIAL AND/OR
SUBDIVISION PLAINS APPROVED BY THE GOVERNING AGENCY PRIOR TO ANY SEWER MAIN
CONSTRUCTION_
3- PRIOR TO CONSTRUCTING ANY SEWER MAINS, THE APPROPRIATE STREETS AND LOTS SHALL BE
CLEARED, GRADED, AND STAKED BY THE DEVELOPER/CONTRACTOR AND ALL EXISTING UTIL>- ES
SHALL BE LOCATED.
4. FOLLOWING SEWER MAIN CONSTRUCTION, ANY REVISION OF ROADWAY OR EASEMENT GRADES
REQUIRING THE MAINS TO BE RECONSTRUCTED SHALL 6E MADE AT THE
DEVELOPER'S/CONTRACTOR'S EXPENSE.
5. RECONSTRUCTION SHALL CONFORM TO THE SPECIFICATIONS OF THE DISTRICT. ALL COSTS FOR
INSPECTING SUCH RECONSTRUCTION SHALL BE CHARGED TO THE DEVELOPER IN ADDITION TO
THE STANDARD CHARGES, AND SHALL BE PAID BEFORE ACCEPTANCE BY THE DISTRICT.
6, NO SIDE SEWER CONNECTIONS SHALL BE MADE TO THE EXISTING SYSTEM UNTIL COMPLETION
OF THE HILL OF SALE AND ALL EASEMENTS, OBTAIN SIDE SEWER PERMIT FROM THE DISTRICT
FOR EACH SIDE SEWER CONNECTION PRIOR TO MAKING CONNECTION. BILL OF SALE WILL
NOT BE PROCESSED UNTIL PUGET SOUND ENERGY HAS EITHER PROVIDED A WORK SKETCH OR
INSTALLED THEIR VAULTS, HAND HOLES AND LIGHT STANDARDS, OR THE DEVELOPER HAS
PROVIDED A SIGNED HOLD HARMLESS AGREEMENT (FORM SUPPLIED BY THE DISTRICT).
7. ALL COSTS OF SEWER MAIN RE -STAKING SHALL BE PAID BY THE DEVELOPER/CONTRACTOR.
8. PROPERTY CORNERS SHALL BE PINNED WITH REFERENCE TACK ON CURBS SY THE
DEVELOPER/CONTRACTOR
9. THE DEVELOPER/CONTRACTOR SHALL NOTIFY THE DISTRICT AT (253) 630-9900 TO SCHEDULE
A PRE -CONSTRUCTION MEETING AT THE DISTRICT OFFICE. AFTER THE PRE -CONSTRUCTION
MEETING, THE DEVELOPER/ CONTRACTOR SHALL NOTIFY THE DISTRICT'S FIELD REPRESENTATIVE
AT LEAST 48 HOURS (REGULAR WORKING DAYS) BEFORE STARTING WORK-
10. THE DEVELOPER/CONTRACTOR SHALL OBTAIN ALL REQUIRED FINAL INSPECTIONS TO MEET
PERMIT REQUIREMENTS. INSPECTIONS MUST BE SCHEDULED AT LEAST 48 HOURS IN
ADVANCE.
11. CONNECTION TO EXISTING SEWER MAINS SHALL HE MADE ONLY WITH THE WRITTEN APPROVAL
OF THE DISTRICT AND ONLY AFTER AT LEAST 48 HOURS (TWO REGULAR WORKING DAYS)
ADVANCE NOTICE.
12. EXISTING SEWERS TO REMAIN IN SERVICE AT ALL TIMES.
13. ALL WATER AND OR CONSTRUCTION DEBRIS SHALL BE REMOVED FROM NEW SEWERS AND
SHALL NOT BE PERMITTED TO ENTER THE EXISTING SYSTEM,
14. EXISTING MIT #62-11 AND MH #62-79 SHALL BE CORE DRILLED AND RE-CHANNELIZEO AS
REQUIRED TO RECEIVE INCOMING FLOW FROM NEW SEWER.
NOTES
1. ' FIELD VERIFY ELEVATIONS AND NOTIFY ENGINEER OF ANY DISCREPANCIES PRIOR
TO CONSTRUCTION.
2. THIS PLAN IS FOR SEWER D.E. (DEVELOPER EXTENSION). CONTACT SODS
CREEK WATER AND SEWER DISTRICT FOR WATER SERVICE REQUIREMENTS AND
PERM ITS.
3. REFER TO SHEET 4 FOR APPLICABLE SOOS CREEK WATER AND SEWER DISTRICT
SANITARY SEWER DETAILS.
SHEET INDEX
SH.NO.
DESCRIPTION
1
SEWER PLAN AND PROFILE NOTES
2
CONSTRUCTION PROVISIONS
3
MATERIALS SURFACE RESTORATION
MSEWER
DETAILS
PROJECT SITE
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VICINITY MAP BASE MAP
PLAN REVIEW 04-12 SHEET 1 OF 4
GIR,A W NG B-288
S-398005
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OWNED & MAINTAINED OWNED & MAINTAINED
BY LOT OWNER F BY SEWER DISTRICT
10' (TYP.) DISTANCE VARIES
(PLAT UTILITY EASEMENT)
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COMMON UTILITY SIDEWALK
TRENCH (PWR, w
TEL, GAS, ETC.) CURB
c4j
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6"CAP
NOTE
DEVELOPER/CONTRACTOR MAY
EXTEND STUB SERVICE DURING
SEWER MAIN CONSTRUCTION.
MAY 17. 2011
STREET SURFACE
INSTALL
6"x6"x6"TEST
TEE W/PLUG
PROPERTY LINE
2q M� OPE
200q _MA �XSLOPE
6" PVC SEWER
SERVICE PIPE
8"x6" TEE J
(TYPICAL)
8" SEWER MAIN
(TYPICAL)
ELEVATION
STUB SERVICE
CONSTRUCTION DETAIL
NTS
STUB SERVICE CONSTRUCTION
NTS
O
1
0
.4
v
0
DWG. NO. I S-4
STD. 2^"A AA AAII I n 1 r rnAkAr
w/ LC
ECCEN
SECTIONS AS
NEEDED
BASE SECTI&
NOTE: A MINIMUM OF ONE ADJUSTMENT RING SHALL BE
INSTALLED BETWEEN THE BREAK OF THE CONE AND THE
MANHOLE COVER.
MAY 17. 2011
STANDARD MANHOLE
DETAIL
NTS
STANDARD MANHOLE PROFILE
NTS
DWG. NO. I S-2 L
NATIVE MATERIAL IF
APPROVED BY DISTRICT
AND GOVERNING ROAD
AGENCY
12" MIN.
6" MIN.
SOILS ENGINEERI
DETAIL NEEDED
SUBGRADE
3' MIN. 95% COMPACTON
90% COMPACTION
90% COMPACTION
0
90% COMPACTION
NOTES:
1. BEDDING REQUIRED IN RIGHT-OF-WAYS,
DRIVEWAYS, PARKING LOTS, PAVED
AREAS, AND NON -PAVED AREAS.
2. BEDDING FOR RIGID PIPE SHALL BE
NATIVE MATERIAL UNLESS JUDGED
UNSUITABLE BY THE DISTRICT AND
GOVERNING ROAD AGENCY.
3. TRENCH BACKFILL, BEDDING AND
MATERIAL TO CONFORM TO GOVERNING
ROAD AGENCY SPECIFICATIONS AND
DISTRICT STANDARDS.
PIT RUN 3" MINUS
CRUSHED ROCK
5/8"-1 1/2"
PIT RUN 3" MINUS
CRUSHED ROCK
5/8"-1 1/2"
SAND -SOIL ENGINEER APPROVAL
& COMPACTION TEST REQUIRED
PEA GRAVEL
5/8" MINUS CRUSHED
2"-4" ROCK OR
OTHER MATERIAL
LISTED ABOVE
TRENCH WIDTHS (IN INCHES)
NOMINAL
PIPE
DIAMETER
MINIMUM
EARTH
MINIMUM
ROCK
MAXIMUM
2
18
24
36
3
18
24
36
4
18
24
36
6
21
24
36
8
24
24
36
12
28
28
40
TYPICAL TRENCH
DETAIL
MAY 17. 20111 NTS
TYPICAL TRENCH DETAIL
NTS
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PLAN REVIEW ❑04-12 ❑❑ SHEET 4 of 4
DRAWING
S-398004
CONSTRUCTION PROVISIONS (Revised 05-16-11)
1. STANDARD SPECIFICATIONS
4. SEPARATION OF UTILITIES
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ALL WORK, MATERIALS AND TESTING SHALL CONFORM TO THE STANDARDS OF SOOS CREEK WATER & SEWER DISTRICT AND THE "STANDARD
SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION", CURRENT EDITION, AS PREPARED BY THE WASHINGTON STATE DEPARTMENT OF
TRANSPORTATION, AND HEREINAFTER REFERRED TO AS THE "STANDARD SPECIFICATIONS," EXCEPT AS HEREIN MODIFIED.
2. TRENCH EXCAVATION, BEDDING AND BACKFILL
ALL WORK WITHIN THE RIGHT-OF-WAY SHALL COMPLY WITH ALL PERTINENT PERMITS, THE GOVERNING AGENCY'S CURRENT ROAD STANDARDS, AND
THE STANDARD SPECIFICATIONS. ALL MATERIAL FROM CLEARING AND GRUBBING SHALL BE HAULED TO AN APPROVED WASTE DISPOSAL SITE
PROVIDED BY THE DEVELOPER/CONTRACTOR.
WHEN TRENCHING THROUGH EXISTING PAVEMENT, THE PAVEMENT SHALL BE CUT ON A NEAT -LINE BY SAW CUTTING. TRENCH SIDES SHALL BE KEPT AS
VERTICAL AS POSSIBLE GIVEN THE SOIL CONDITIONS. COMPACTION AND RESTORATION SHALL BE DONE AS DETAILED BELOW AND IMMEDIATELY AFTER
THE TRENCH BACKFILL IS PLACED, SO AS TO CAUSE THE LEAST DISRUPTION TO TRAFFIC. ALL PAVEMENT SHALL BE CUT 1 FOOT OUTSIDE THE EDGE OF
THE TRENCH ON EACH SIDE.
ANY TRENCH EXCEEDING FOUR FEET IN DEPTH SHALL BE PROVIDED WITH ADEQUATE SAFETY SYSTEMS MEETING THE REQUIREMENTS OF THE
WASHINGTON STATE INDUSTRIAL SAFETY AND HEALTH ACT (WISHA), CHAPTER 49.17 RCW, AND ALL REGULATIONS ADOPTED PURSUANT THERETO. THE
DEVELOPER/CONTRACTOR SHALL HAVE A STRUCTURAL ENGINEER REVIEW AND STAMP ANY AND ALL SHORING PLANS AND CALCULATIONS. THE
DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR WORKER SAFETY AND THE DISTRICT AND THE DISTRICT'S ENGINEER ASSUME NO
RESPONSIBILITY.
WHEN NATIVE MATERIAL AT THE TRENCH BOTTOM IS SUITABLE FOR PIPE BEDDING, THE BOTTOM SHALL BE HAND FINISHED TO GRADE SO THAT THE PIPE
WILL HAVE UNIFORM SUPPORT ALONG THE BARREL AND BELL. AFTER THE PIPE IS IN PLACE, ADDITIONAL HAND SELECTED NATIVE MATERIAL MEETING
THE REQUIREMENTS FOR BEDDING MATERIAL SHALL BE PLACED AND TAMPED AROUND THE PIPE FOR A MINIMUM OF 4 INCHES ABOVE THE CROWN OF
THE PIPE.
WHEN NATIVE MATERIAL AT THE TRENCH BOTTOM IS STONY OR OTHERWISE NON -UNIFORM, THE TRENCH SHALL BE OVER -EXCAVATED A MINIMUM OF 6
INCHES BELOW THE SPECIFIED GRADE AND A LAYER OF PIPE BEDDING MATERIAL SHALL BE FURNISHED AND PLACED TO THE SPECIFIED GRADE. AFTER
THE PIPE IS IN PLACE, ADDITIONAL HAND SELECTED NATIVE MATERIAL MEETING THE REQUIREMENTS FOR BEDDING MATERIAL SHALL BE PLACED AND
TAMPED AROUND THE PIPE FOR A MINIMUM OF 4 INCHES ABOVE THE CROWN OF THE PIPE.
IF THE NATIVE MATERIAL AT THE TRENCH BOTTOM IS UNSUITABLE FOR FOUNDATION PURPOSES OR WILL HAVE DIFFICULTY PROVIDING UNIFORM
BEARING FOR THE PIPE, SUCH MATERIAL SHALL BE REMOVED AND REPLACED WITH A MINIMUM OF 6 INCHES OF COMPACTED FOUNDATION MATERIAL.
THE BEDDING MATERIAL SHALL BE CARRIED UP EVENLY ON BOTH SIDES OF THE PIPE SIMULTANEOUSLY IN APPROXIMATELY 6-INCH LAYERS AND EACH
LAYER THOROUGHLY COMPACTED WITH APPROPRIATE TOOLS IN SUCH MANNER AS TO AVOID INJURING OR DISTURBING THE COMPLETED PIPELINE. ALL
BEDDING AND NATIVE MATERIAL SHALL BE STORED AWAY FROM THE EDGES OF EXCAVATION AND OFF THE PAVED ROADWAY AND SHOULDER.
ALL TRENCH BACKFILL SHALL BE MECHANICALLY COMPACTED TO 95% OF THE MAXIMUM DENSITY WITHIN THE RIGHT-OF-WAY AND IN ALL AREAS (PAVED
AND UNPAVED) WHERE STREETS, ROADWAY SHOULDERS, DRIVEWAYS, SIDEWALKS, OR PARKING LOTS WILL BE CONSTRUCTED OR RECONSTRUCTED
OVER THE TRENCH EXCEPT FOR TRENCHES OVER 8 FEET IN DEPTH. WHEN THE TRENCH DEPTH EXCEEDS 8 FEET, TRENCH BACKFILL UP TO 4 FEET
FROM THE TOP OF THE TRENCH SHALL BE MECHANICALLY COMPACTED TO 90% OF THE MAXIMUM DENSITY. THE REMAINING TOP 4 FEET OF THE TRENCH
SHALL THEN BE MECHANICALLY COMPACTED TO 95% OF THE MAXIMUM DENSITY. IN UNPAVED AREAS AND OTHER AREAS NOT SUBJECT TO VEHICULAR
TRAFFIC, TRENCH BACKFILL FROM THE PIPE TO WITHIN 3 FEET OF THE SURFACE SHALL BE COMPACTED TO 90% OF THE MAXIMUM DENSITY. THE UPPER
3 FEET SHALL BE COMPACTED TO 95% OF THE MAXIMUM DENSITY.
ALL DENSITIES SHALL BE DETERMINED BY TESTING PER THE MODIFIED PROCTOR METHOD, ASTM D1557. THE DEVELOPER/CONTRACTOR SHALL BE
RESPONSIBLE FOR PROVIDING DENSITY TEST REPORTS CERTIFIED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. A
MINIMUM OF ONE TEST SHALL BE TAKEN WITHIN EVERY 500 FEET OF TRENCH LENGTH AND AT DEPTHS UP TO 50% OF TRENCH DEPTH, OR AS DIRECTED
BY THE DISTRICT'S FIELD REPRESENTATIVE OR THE GOVERNING ROAD AGENCY. COMPACTION OF LATERALS OR SERVICE LINE TRENCHES SHALL BE
TESTED WHERE DIRECTED BY THE DISTRICT'S FIELD REPRESENTATIVE OR THE GOVERNING ROAD AGENCY. TESTING OF CDF, WHEN USED AS REQUIRED
BY THE GOVERNING ROAD AGENCY, SHALL BE IN ACCORDANCE WITH ASTM 04832.
TRENCH BACKFILL SHALL BE PLACED IN UNIFORM LOOSE LAYERS NO MORE THAN 12 INCHES THICK AND MECHANICALLY COMPACTED AS SPECIFIED. IN
ANY TRENCH WHERE THE SPECIFIED COMPACTION CANNOT BE ACHIEVED WITH NATIVE BACKFILL, THE TOP 4 FEET SHALL BE REPLACED AND
COMPACTED TO 95% OF THE MAXIMUM DENSITY WITH IMPORTED BANK RUN GRAVEL. THE DISTRICT'S FIELD REPRESENTATIVE RESERVES THE RIGHT TO
REQUEST A COMPACTION TEST AT ANY TIME ON THE BACKFILL MATERIAL.
IN CUTS TRANSVERSE TO THE ROAD ALIGNMENT AND AT ALL UTILITY CROSSINGS, THE ENTIRE TRENCH SHALL BE BACKFILLED WITH CRUSHED
SURFACING. BACKFILL SHALL BE PLACED AND MECHANICALLY COMPACTED IN 12-INCH MAXIMUM LIFTS.
AFTER BACKFILL AND COMPACTION, AN IMMEDIATE COLD MIX PATCH SHALL BE PLACED AND MAINTAINED IN A MANNER ACCEPTABLE TO THE GOVERNING
ROAD AGENCY UNTIL REPLACED WITH PERMANENT SURFACING.
ALL PIPE AND FITTINGS SHALL BE LAID "IN THE DRY" UNLESS OTHERWISE APPROVED BY ENGINEER. TRENCH EXCAVATIONS SHALL BE DEWATERED BY
USING WELL POINT SYSTEMS, SUMPS WITH PUMPS OR OTHER METHODS APPROVED BY THE DISTRICT. DEWATERING SYSTEMS SHALL BE USED IN
ACCORDANCE WITH GOOD STANDARD PRACTICE AND SHALL BE EFFICIENT ENOUGH TO LOWER THE WATER LEVEL IN ADVANCE OF THE EXCAVATION
AND MAINTAIN IT CONTINUOUSLY TO KEEP THE TRENCH BOTTOM AND SIDES FIRM AND DRY. DEVELOPER/CONTRACTOR SHALL SUBMIT THE
DEWATERING PLAN TO THE DISTRICT FOR REVIEW AT LEAST 10 DAYS PRIOR TO COMMENCING ANY DEWATERING WORK. ALL DEWATERING EFFLUENT
SHALL BE ROUTED THROUGH A DEWATERING POND PRIOR TO RELEASE.
GROUNDWATER SHALL BE CONTROLLED SUCH THAT SOFTENING OF THE BOTTOM OF EXCAVATIONS OR FORMATION OF "QUICK" CONDITIONS OR "BOILS"
DURING EXCAVATION SHALL BE PREVENTED AND NO SOIL SHALL BE ERODED INTO THE EXCAVATION FROM THE SIDES OF EXCAVATION. DEWATERING
SYSTEMS SHALL BE DESIGNED AND OPERATED SO AS TO PREVENT REMOVAL OF THE NATURAL SOILS. THE DEVELOPER/CONTRACTOR SHALL AT ALL
TIMES HAVE ON HAND SUFFICIENT PUMPING EQUIPMENT AND MACHINERY IN GOOD WORKING CONDITION FOR ALL ORDINARY EMERGENCIES, INCLUDING
POWER OUTAGES, AND SHALL HAVE AVAILABLE AT ALL TIMES COMPETENT WORKERS FOR THE OPERATION OF SAID EQUIPMENT.
DEVELOPER/CONTRACTOR SHALL CONTROL SURFACE RUNOFF SO AS TO PREVENT ENTRY OR COLLECTION OF WATER IN EXCAVATIONS AND SHALL
MAINTAIN THE UNDISTURBED STATE OF THE FOUNDATION SOILS AND ALLOW THE PLACEMENT OF ANY BACKFILL TO THE REQUIRED DENSITY. THE
RELEASE OF GROUNDWATER TO ITS STATIC LEVEL SHALL BE PERFORMED IN SUCH A MANNER AS TO MAINTAIN THE UNDISTURBED STATE OF THE
NATURAL FOUNDATION SOILS, PREVENT DISTURBANCE OF COMPACTED BACKFILL, AND PREVENT FLOTATION OR MOVEMENT OF STRUCTURES AND
PIPELINES.
DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL PERMIT REQUIREMENTS AND PROVISIONS FOR MONITORING AND
MANAGING WATER DISCHARGED FROM THE EXCAVATION.
3. CONNECTION TO EXISTING SEWER SYSTEM
CONNECTIONS TO EXISTING LINES SHALL BE MADE ONLY WITH THE WRITTEN APPROVAL OF SOOS CREEK WATER & SEWER DISTRICT. THE
DEVELOPER/CONTRACTOR SHALL NOTIFY THE DISTRICT'S FIELD REPRESENTATIVE AND OTHER UTILITIES AT LEAST 48 HOURS IN ADVANCE OF ANY
CONSTRUCTION AND MAKE THE NECESSARY ARRANGEMENTS WITH THE DISTRICT'S FIELD REPRESENTATIVE FOR THE CONNECTION TO THE EXISTING
SEWER SYSTEM. THE DEVELOPER/CONTRACTOR SHALL FURNISH ALL MATERIAL, EQUIPMENT AND LABOR NECESSARY FOR MAKING THE CONNECTION
UNDER THE SUPERVISION OF THE DISTRICT. THE 48-HOUR NOTICE REQUIREMENT SHALL NOT COUNT SATURDAYS, SUNDAYS, AND HOLIDAYS.
WORK SHALL NOT BE STARTED UNTIL ALL OF THE MATERIAL, EQUIPMENT AND LABOR NECESSARY TO PROPERLY COMPLETE WORK IS ASSEMBLED ON
THE SITE. ONCE WORK IS STARTED ON A CONNECTION, IT SHALL PROCEED CONTINUOUSLY WITHOUT INTERRUPTION AND AS RAPIDLY AS POSSIBLE
UNTIL THE CONNECTION IS COMPLETED. BEFORE ORDERING MATERIALS FOR ANY CONNECTION TO AN EXISTING MANHOLE, DEVELOPER/CONTRACTOR
SHALL EXCAVATE THE MANHOLE AND VERIFY OUTSIDE DIAMETER OF ALL PIPES FOR DETERMINING TYPES OF FITTINGS TO BE USED. ALL WORK SHALL
BE COORDINATED WITH THE DISTRICT'S FIELD REPRESENTATIVE. THE EXISTING SEWERS SHALL REMAIN IN SERVICE AT ALL TIMES.
CONNECTIONS TO SANITARY SEWER MANHOLES SHALL BE MADE USING A SAND COLLAR, A CONCRETE COUPLING OR A KOR-N-SEAL BOOT. THE PIPE TO
MANHOLE CONNECTION SHALL BE WATERTIGHT. ANY LEAKS IN THE COUPLINGS OR OTHER AREAS CREATED WHILE CONNECTING TO THE EXISTING
MANHOLE SHALL BE SEALED WITH STRATA TECH ST-520 INJECTION RESIN OR APPROVED EQUAL.
DEVELOPER/CONTRACTOR SHALL RE -CHANNEL EXISTING MANHOLES AS NECESSARY TO SMOOTHLY DIRECT THE FLOW INTO THE EXISTING SYSTEM.
ALL WATER AND/OR CONSTRUCTION DEBRIS SHALL BE REMOVED FROM NEW SEWERS AND NOT BE PERMITTED TO ENTER THE EXISTING SYSTEM. THE
DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR FLUSHING OUT AND CLEANING ANY EXISTING SEWERS INTO WHICH GRAVEL, ROCKS OR OTHER
DEBRIS HAS ENTERED AS A RESULT OF THE DEVELOPER'S/CONTRACTOR'S OPERATIONS, AND SHALL PAY FOR REPAIR TO LIFT STATIONS OR OTHER
FACILITIES DAMAGED BY SUCH DEBRIS. ALL FLUSHING WATER SHALL BE PUMPED FROM UPSTREAM MANHOLES OR SEWER LINES AND SHALL NOT BE
ALLOWED TO ENTER THE EXISTING SEWER.
MINIMUM SEPARATION BETWEEN SEWER AND WATER MAINS SHALL CONFORM TO SECTION C1-9.1 OF THE "CRITERIA FOR SEWAGE WORKS DESIGN",
CURRENT EDITION, AS PUBLISHED BY THE DEPARTMENT OF ECOLOGY. MINIMUM SEPARATION BETWEEN OTHER UTILITIES SHALL BE 6 INCHES WITH A
SAND CUSHION.
PUGET SOUND ENERGY VAULTS, HAND HOLES AND LIGHT STANDARDS SHALL BE LOCATED NO CLOSER THAN 10 FEET FROM ANY SEWER MAINS AND
STUB SERVICES. DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF VAULTS, HAND HOLES, AND LIGHT STANDARDS WITH THE
SEWER STUB SERVICES. NO CONSTRUCTION SHALL START UNTIL THE DEVELOPER/CONTRACTOR HAS FURNISHED THE DISTRICT WITH A WORK SKETCH
FROM PUGET SOUND ENERGY OR A SIGNED HOLD HARMLESS AGREEMENT (FORM SUPPLIED BY THE DISTRICT) IS PROVIDED..
5. THRUST BLOCKING
WHEN DIGGING NEAR FITTINGS ON EXISTING PIPELINES, TEMPORARY BLOCKING SHALL BE INSTALLED TO PREVENT BLOWOUTS. BLOCKING SHALL
ALLOW FOR ANY CONNECTIONS TO THE FITTING TO BE REMOVED WITHOUT DAMAGING THE FITTING. THRUST BLOCKING SHALL CONFORM TO THE
STANDARD DETAILS. WHERE UNFAVORABLE GROUND CONDITIONS ARE ENCOUNTERED, SPECIAL BLOCKING MAY BE REQUIRED AS DIRECTED BY THE
DISTRICT IN THE FIELD.
6. SEWER MAIN TESTING
GRAVITY SEWERS AND APPURTENANCES SHALL BE TESTED AFTER BACKFILLING BY THE LOW-PRESSURE AIR METHOD IN ACCORDANCE WITH SECTION
7-17.3(2) OF THE STANDARD SPECIFICATIONS, EXCEPT WHERE THE GROUND WATER TABLE IS SUCH THAT THE DISTRICT MAY REQUIRE THE INFILTRATION
TEST. FINAL ACCEPTANCE OF THE SEWER MAIN INSTALLATION WILL BE SUBJECT TO THE DISTRICT'S RESOLUTION NO. 1904-S, WHICH ALLOWS A
MAXIMUM PONDING DEPTH OF 3/4-INCH. IN THE EVENT OF CONFLICTS BETWEEN THE STANDARDS ESTABLISHED IN RESOLUTION NO. 1904-S AND THE
STANDARDS SPECIFIED IN SECTION 7-17.3(2) OF THE STANDARD SPECIFICATIONS, THE STANDARDS OF THE RESOLUTION WILL TAKE PRECEDENCE.
7. REPAIR OF PIPELINE FAILURES
BROKEN OR OTHERWISE DEFECTIVE PIPE SHALL BE REMOVED AND REPLACED. REPAIR BANDS OR CLAMPS SHALL NOT BE USED TO REPAIR BROKEN
PIPE.
8. JACKED CROSSING
AT LOCATIONS AS REQUIRED BY THE DISTRICT OR GOVERNING ROAD AGENCY, OR AS PROPOSED BY THE DEVELOPER/CONTRACTOR, SEWER MAIN
CROSSINGS OF ARTERIAL STREETS SHALL BE MADE BY JACKING, DRIVING, OR AUGURING A STEEL CASING PIPE BENEATH THE SURFACE. ALIGNMENT
AND GRADE OF CASINGS FURNISHED SHALL BE SUCH THAT NO ADDITIONAL FITTINGS ARE NECESSARY TO MAKE THE CONNECTION. IF THE CASING DOES
NOT MEET THIS REQUIREMENT, IT SHALL BE ABANDONED BY FILLING THE CASING WITH MOIST SAND AND A NEW CASING INSTALLED TO MEET THE LINE
AND GRADE REQUIREMENTS. NO OPEN EXCAVATION SHALL BE MADE CLOSER THAN 6 FEET FROM THE EDGE OF PAVEMENT.
DIAMETER OF CASING PIPE SHALL BE SUFFICIENT TO ALLOW INSTALLATION OF THE SEWER. WALL THICKNESS SHALL BE SUFFICIENT TO WITHSTAND
INSTALLATION FORCE AND HIGHWAY LOADING WITH A MINIMUM THICKNESS OF'/4-INCH. AFTER THE SEWER MAIN HAS BEEN ADJUSTED TO GRADE, MOIST
SAND SHALL BE TAMPED INTO THE CASING PIPE SO THAT ALL VOIDS WILL BE FILLED. MANUFACTURED CASING SPACERS THAT PROHIBIT MOVEMENT OF
THE PIPE IN ANY DIRECTION WITHIN THE CASING MAY BE USED IN LIEU OF FILLING THE VOID BETWEEN THE SEWER MAIN AND THE CASING WALL WITH
SAND.
10. EXISTING UTILITIES
EXISTING UTILITIES SHOWN ON ANY REFERENCE DRAWINGS PROVIDED BY THE DISTRICT HAVE BEEN PLOTTED FROM THE BEST INFORMATION
AVAILABLE TO THE DISTRICT. THE DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL EXISTING UTILITIES WELL ENOUGH IN
ADVANCE OF THE EXCAVATION TO PREVENT DAMAGE DURING CONSTRUCTION. THE DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR ANY
DAMAGE RESULTING FROM HIS OPERATIONS ON THE PROJECT.
11. WARRANTY PERIOD
THE DEVELOPER MAKING THE APPLICATION FOR A LINE EXTENSION SHALL BE RESPONSIBLE FOR THE MATERIALS AND FOR SATISFACTORY OPERATION
OF THE FACILITY FOR A PERIOD OF ONE YEAR FROM THE DATE OF ACCEPTANCE OF THE COMPLETED PROJECT AND THE BILL OF SALE TO THE DISTRICT.
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PLAN REVIEW ❑04-12 ❑❑
BASE MAP
SHEET 3 OF 4
DRAWING
S-398003
MATERIALS (Revised 05-16-11)
1. PIPE
4. IMPORTED GRAVEL MATERIAL
4. CURBS, GUTTERS, AND SIDEWALKS
GRAVITY SEWERS AND SERVICES SHALL BE CONSTRUCTED OF PVC PIPE CONFORMING TO
SECTION 9-05.12 OF THE STANDARD SPECIFICATIONS UNLESS REQUIRED OTHERWISE BY THE
DISTRICT. PVC GRAVITY SEWER MAIN AND PVC GRAVITY SEWER SERVICE PIPE SHALL BE
CONSIDERED FLEXIBLE CONDUIT. PVC COMPOUND SHALL MEET THE REQUIREMENTS OF ASTM D
1784 FOR CLASS 12454-B PVC.
DUCTILE IRON PIPE (CLASS 52) MAY BE USED IN LIEU OF PVC PIPE PROVIDED THE DUCTILE IRON
PIPE IS LINED WITH EPDXY, POLYURETHANE, OR SEWPERCOAT AS MANUFACTURED BY KERNEOS
ALUMINATE TECHNOLOGIES OR APPROVED EQUAL. ALL LININGS SHALL BE APPLIED PER THE
MANUFACTURER'S RECOMMENDATIONS.
A. LINED DUCTILE IRON PIPE SHALL HAVE THE LINING APPLIED TO ALL EXPOSED INTERIOR
SURFACES PER THE MANUFACTURER'S RECOMMENDATIONS.
B. POLYURETHANE LININGS SHALL CONSIST OF POLYISOCYANATE RESIN AND POLYOL RESIN
MIXED AT A 1:1 RATIO AT THE TIME OF THE APPLICATION AND APPLIED TO A DRY FILM
THICKNESS OF 40 MILS (0.040 INCHES). COATING THICKNESS WITHIN THE BELL SOCKET
INTERIOR AND ON THE SPIGOT END OF THE PIPE EXTERIOR SHALL BE 8 MILS (0.008 INCHES)
NOMINAL WITH A MAXIMUM THICKNESS OF 10 MILS (0.010 INCHES) IN ORDER TO MINIMIZE
POTENTIAL DIMENSIONAL ASSEMBLY PROBLEMS. THICKER COATS MAY BE ALLOWED
PROVIDED FINAL DIMENSIONS ARE WITHIN ALLOWABLE TOLERANCES AFTER THE COATING.
THE LINING SHALL PROVIDE AN ASTM D16 TYPE V SYSTEM.
C. SEWPERCOAT IS A CALCIUM ALUMINATE MORTAR MADE OF FUSED CALCIUM ALUMINATE AND
CALCIUM ALUMINATE AGGREGATES. THE LINING SHALL BE APPLIED TO A THICKNESS OF 125
MILS (0.125 INCHES) FOR 12-INCH AND SMALLER DIAMETER PIPES AND 3/16 INCHES FOR
PIPES LARGER THAN 12 INCHES IN DIAMETER. CRACKS IN THE LINING, OTHER THAN CLOSED
HAIRLINE CRACKS AND/OR FINE CRAZING ARE NOT ACCEPTABLE. A SEAL COAT SHALL BE
APPLIED TO ANY SEWPERCOAT LINING.
D. THE EXTERIOR OF ALL DUCTILE IRON PIPES SHALL BE COATED WITH 1 MIL (0.001 INCHES) OF
BITUMINOUS PAINT ACCORDING TO ANSI/AWWA C151/A21.51.
2. SIDE SEWER SERVICES
ALL SIDE SERVICES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SECTION 7-18 OF THE
STANDARD SPECIFICATIONS AND THE RESOLUTIONS OF THE DISTRICT, WHICH ARE
Q INCORPORATED HEREIN BY REFERENCE. SIDE SERVICE CONSTRUCTION SHALL FOLLOW THE
_UINSTALLATION OF MAIN LINES AS CLOSELY AS PRACTICAL IN THE OPINION OF THE DISTRICT.
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CONTRACTOR SHALL INSTALL THE PIPE TO A MINIMUM DEPTH AT THE PROPERTY LINE OF 5 FEET
BELOW THE FLOOR TO BE SERVED OR 5 FEET BELOW THE STREET CENTERLINE WHICHEVER IS
DEEPER. IN CASES OF VACANT PROPERTIES OR PROPERTIES VACANT BEYOND 150 FEET FROM
SEWER MAIN, THE SIDE SEWER SHALL BE CONSTRUCTED WITH A MINIMUM SLOPE OF 2% FROM
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ALL STUB SERVICES SHALL TERMINATE WITH A 6-INCH WATERTIGHT CAP AT THE PROPERTY
AND/OR EASEMENT LINE, OR 10 FEET PAST AT THE OPTION OF THE DEVELOPER. ALL ENDS OF
STUB SERVICES SHALL BE MARKED BY A 12-GAUGE GALVANIZED WIRE AND A 2-INCH BY 4_INCH
TIMBER. THE WIRE SHALL EXTEND VERTICALLY FROM THE CAPPED END TO THE GROUND
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SURFACE AND SHALL BE ATTACHED TO THE TIMBER FROM END TO END. THE TIMBER SHALL
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EXTEND FROM THE CAPPED END TO A MINIMUM OF 12 INCHES ABOVE THE GROUND AND SHALL
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BE PAINTED TRAFFIC WHITE WITH THE WORD "SEWER" STENCILED ON WITH BLACK PAINT. THE
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END OF THE TIMBER SHALL BE MARKED IN PERMANENT INDELIBLE INK WITH THE LENGTH OF THE
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TIMBER INSTALLED. NEITHER THE WIRE NOR 2" X 4" TIMBER SHALL BE SECURED OR ATTACHED
D TO THE SEWER PIPE
ALL SIDE SERVICES SHALL BE TESTED FOR ACCEPTANCE AT THE SAME TIME THE MAIN LINE
SEWER IS TESTED FOR ACCEPTANCE.
ALL 6-INCH STUBS INTO MANHOLES TO MATCH CROWNS.
3. MANHOLES
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MANHOLES SHALL BE PRECAST CONCRETE UNLESS REQUIRED OTHERWISE BY THE DISTRICT
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AND SHALL CONFORM TO STANDARD PLAN B-23A EXCEPT WITH ECCENTRIC REDUCING CONES.
POURED IN PLACE BASES SHALL NOT BE ALLOWED. MAXIMUM ALLOWABLE DIMENSION FROM
THE BREAK OF CONE TO TOP OF CASTING SHALL BE 20 INCHES.
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INTERNAL CONCRETE CHANNELS, BENCHES AND FILLETS SHALL BE FORMED USING LOW
SHRINKAGE CLASS 4000D 5 SACK MIX WITH PEA GRAVEL TO 5/8-INCH (MAX SIZE) AGGREGATE
CONFORMING TO SECTION 6-02.3 OF THE STANDARD SPECIFICATIONS. THE WATER -CEMENT
RATIO SHALL NOT EXCEED 0.38. A WATER -REDUCING ADMIXTURE SHALL BE INCLUDED IN THE
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LADDER RUNGS SHALL BE 1-INCH DIAMETER DEFORMED BAR, GALVANIZED OR POLYPROPYLENE
SAFETY -TYPE STEPS MEETING THE REQUIREMENTS OF ASTM C478, AASHTO M-199, AND ALL
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WISHA AND OSHA SPECIFICATIONS. POLYPROPYLENE STEPS, CONFORMING TO ASTM D 4101,
SHALL BE INJECTION MOLDED AROUND A 1/2-INCH ASTM A 615 GRADE 60 STEEL REINFORCING
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BAR.
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COVERS SHALL BE OLYMPIC FOUNDRY MODEL NO. MH30A D/T OR APPROVED EQUAL AND SHALL
BE 24-INCH DIAMETER CAST IRON OR DUCTILE IRON WITH THREE 5/8-INCH DIAMETER X 1 1/2-INCH
o LONG COUNTERSUNK N.C. STAINLESS STEEL SOCKET HEAD CAP SCREWS AND SINGLE 1-INCH
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DIAMETER LIFT HOLE LOCATED APPROXIMATELY 3 INCHES FROM THE OUTSIDE EDGE OF THE
COVER. PROVIDE 5/8-INCH X 2 1/2-INCH STAINLESS STEEL CARRIAGE BOLT INSTALLED IN
MANHOLE LIFT HOLE. LIDS SHALL HAVE A NON-SKID PATTERN CAST INTEGRALLY ON TOP WITH
z THE WORD "SEWER" CAST IN 3-INCH RAISED LETTERS. RING AND COVER SHALL HAVE ONE OF
JI THE LOCK DOWN BOLTS CENTERED DIRECTLY OVER THE ACCESS LADDER
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ALL MANHOLE COVERS LOCATED IN SIDEWALKS OR DRIVEWAYS SHALL BE OLYMPIC FOUNDRY
NO. MH30A D/T SMOOTH DESIGN OR APPROVED EQUAL WITH LOCKING LID AND 6-INCH CASTING
RING AND THE WORD "SEWER" CAST INTEGRALLY ON TOP IN 3-INCH RAISED LETTERS.
MANHOLE SECTIONS SHALL HAVE RUBBER GASKET JOINTS CONFORMING TO ASTM C 443. ALL
01 MANHOLE JOINTS AND PICK HOLES SHALL BE SEALED FROM THE INSIDE AND THE OUTSIDE WITH
Q A SAND AND PORTLAND CEMENT CONCRETE MIX.
CONTRACTOR SHALL PROVIDE AN 8-INCH THICK BY 6-FOOT WIDE ASPHALT OR CONCRETE
i COLLAR AROUND THE RIMS OF ALL MANHOLES LOCATED IN UNIMPROVED AREAS, LANDSCAPED
AREAS, EASEMENTS, AND ALL OTHER UNPAVED AREAS. THE ASPHALT OR CONCRETE COLLAR
SHALL SLOPE AWAY FROM THE MANHOLE RIM.
PIPE BEDDING SHALL CONFORM TO SECTION 9-03.12(3) OF THE STANDARD SPECIFICATIONS.
FOUNDATION GRAVEL SHALL CONFORM TO SECTION 9-03.17 OF THE STANDARD SPECIFICATIONS.
BANKRUN GRAVEL FOR TRENCH BACKFILL SHALL CONFORM TO SECTION 9-03.19 OF THE
STANDARD SPECIFICATIONS, EXCEPT AT TRANSVERSE CUTS TO THE ROAD ALIGNMENT OR AT
UTILITY CROSSINGS, WHICH SHALL BE BACKFILLED WITH CRUSHED GRAVEL SURFACING OR AS
REQUIRED BY THE GOVERNING ROAD AGENCY. DEVELOPER/CONTRACTOR SHALL BE
RESPONSIBLE FOR REMOVING AND DISPOSING OF ANY EXCESS EXCAVATED SOIL MATERIAL AT
AN APPROVED DISPOSAL SITE.
5. CRUSHED GRAVEL SURFACING
CRUSHED GRAVEL SURFACING SHALL CONFORM TO THE REQUIREMENTS OF SECTION 9-03.9(3)
OF THE STANDARD SPECIFICATIONS.
6. ASPHALT CONCRETE PATCH AND OVERLAY
ASPHALT CONCRETE SURFACING FOR PATCHING AND OVERLAY SHALL CONFORM TO
SECTION 5-04.2 AND 5-04.3 OF THE STANDARD SPECIFICATIONS. ASPHALT CONCRETE
SURFACING SHALL MEET CLASS'/z-INCH, P.G, 58-22 GRADING REQUIREMENTS, OR AS REQUIRED
BY THE GOVERNING ROAD AGENCY.
SURFACE RESTORATION (Revised 05-16-11)
1. OFFSITE SURFACE RESTORATION
ALL PAVED OR UNPAVED SURFACES OR EASEMENTS SHALL BE RESTORED TO A CONDITION EQUAL
TO OR BETTER THAN THAT WHICH EXISTED PRIOR TO CONSTRUCTION. ALL TREES, SHRUBS AND OR
OTHER IMPROVEMENTS SHALL BE SAVED, RELOCATED, OR REPLACED BY DEVELOPER/CONTRACTOR
UNLESS NOTED OTHERWISE ON THE DRAWINGS OR IN THE EASEMENT STIPULATIONS. RESTORATION
SHALL BE TO THE SATISFACTION OF THE DISTRICT, PROPERTY OWNER, OR GOVERNING ROAD
AGENCY. PRECONSTRUCTION PHOTOGRAPHS SHALL BE USED TO APPROVE RESTORATION.
2. ROAD SHOULDER RESTORATION WITHIN RIGHT-OF-WAY
THE EXISTING SURFACING OF DISTURBED ASPHALT SHOULDERS SHALL BE REMOVED TO A MINIMUM
DEPTH OF 6 INCHES BELOW ORIGINAL STREET GRADE TO PROVIDE FOR PLACEMENT OF THE NEW
SUBGRADE AND PAVING. THE SUBGRADE SHALL BE CONSTRUCTED OF 1-1/4-INCH MINUS CRUSHED
SURFACING BASE COURSE PLACED TO A COMPACTED THICKNESS OF 2-1/2 INCHES, FOLLOWED BY
5/8-INCH MINUS CRUSHED SURFACING TOP COURSE PLACED TO A COMPACTED THICKNESS OF 1-1/2
INCHES. ASPHALT CONCRETE PAVING SHALL THEN BE PLACED AND COMPACTED IN 2-INCH LIFTS UP
TO A MAXIMUM 4-INCH THICKNESS TO MATCH EXISTING PAVEMENT THICKNESS. MINIMUM THICKNESS
SHALL BE 2 INCHES. THE SHOULDER SHALL BE REPLACED TO THE EXISTING FOG LINE IN AREAS
WHERE THE EXISTING ASPHALT SHOULDER IS SERIOUSLY DISTURBED, OR AT THE DISCRETION OF
THE DISTRICT OR THE GOVERNING ROAD AGENCY.
RESTORATION OF GRAVEL SHOULDERS SHALL INCLUDE A MINIMUM OF 1-1/2 INCHES OF CRUSHED
SURFACING TOP COURSE AND 2-1/2 INCHES OF CRUSHED SURFACING BASE COURSE.
3. ASPHALT SURFACE RESTORATION WITHIN RIGHT-OF-WAY
THE EXISTING ASPHALT SURFACE SHALL BE CUT ON A NEAT LINE BY SAWCUTTING PRIOR TO
EXCAVATION TO PROVIDE A CONTINUOUS LINE. FOLLOWING PROPER BACKFILL AND COMPACTION OF
THE TRENCH, THE EDGES OF THE SURFACING SHALL BE RE -TRIMMED 12 INCHES WIDER THAN THE
EXCAVATION WITH STRAIGHT VERTICAL EDGES FREE FROM IRREGULARITIES. A 1-1/4-INCH MINUS
CRUSHED SURFACING BASE COURSE SHALL BE PLACED TO A COMPACTED THICKNESS OF 4-1/2
INCHES, FOLLOWED BY 5/8-INCH MINUS CRUSHED SURFACING TOP COURSE PLACED TO A
COMPACTED THICKNESS OF 2 INCHES.
ASPHALT CONCRETE PAVING SHALL THEN BE PLACED AND COMPACTED IN 2-INCH LIFTS TO MATCH
THE EXISTING THICKNESS AND GRADE OF THE ORIGINAL SURFACE. ASPHALT PATCH SHALL HAVE A
MINIMUM THICKNESS OF 2 INCHES AND A MAXIMUM THICKNESS OF 4 INCHES. THE ASPHALT PATCH
SHALL THEN BE OVERLAID WITH A MINIMUM OF 1-1/2 INCHES COMPACTED ASPHALT CONCRETE.
ASPHALT OVERLAY SHALL BE PRE -LEVELED AS DETERMINED BY THE DISTRICT'S FIELD
REPRESENTATIVE. NO OVERLAY SHALL BE REQUIRED IF THE FINAL TRIMMED EDGE OF THE ASPHALT
PATCH DOES NOT ENCROACH INSIDE THE FOG LINE OR, IN LIEU OF A FOG LINE, WITHIN 12 FEET FROM
THE EXISTING CENTERLINE OF THE ROAD. THE DISTRICT OR GOVERNING ROAD AGENCY RESERVES
THE RIGHT TO REQUIRE AN OVERLAY ON ANY SECTION. IF THE EDGE OF THE ROAD IS CURB AND
GUTTER, THEN THE ASPHALT PATCH SHALL EXTEND TO THE EDGE OF THE CURB UNLESS INDICATED
OTHERWISE BY THE DISTRICT OR GOVERNING ROAD AGENCY. ALL ASPHALT JOINTS SHALL BE
SEALED WITH APPROVED SEALER. DEVELOPER/CONTRACTOR SHALL REPLACE EXISTING STRIPING
AND PAVEMENT MARKINGS AS REQUIRED BY THE GOVERNING ROAD AGENCY.
DEVELOPER/CONTRACTOR SHALL MAINTAIN TEMPORARY COLD OR HOT MIX ASPHALT PATCHES DAILY
DURING CONSTRUCTION TO THE SATISFACTION OF THE GOVERNING ROAD AGENCY AND THE
DISTRICT'S FIELD REPRESENTATIVE UNTIL SAID PATCH IS REPLACED WITH A PERMANENT HOT PATCH.
THE PERMANENT PATCH SHALL BE PLACED AND SEALED WITH PAVING GRADE ASPHALT WITHIN 30
CALENDAR DAYS.
CONCRETE PAVEMENT SHALL BE RESTORED CONSISTENT WITH SECTION 5-01 OF THE STANDARD
SPECIFICATIONS. ANY CONCRETE PAVEMENT TRAFFIC LANE AFFECTED BY THE TRENCHING SHALL
HAVE ALL AFFECTED PANELS REPLACED. CEMENT CONCRETE PAVEMENT SHALL BE RESTORED WITH
AN 8-SACK MIX, USING EITHER TYPE II OR TYPE III CEMENT WITHIN 30 CALENDAR DAYS.
EXISTING CURBS, GUTTERS, AND SIDEWALKS DAMAGED BY CONSTRUCTION OF THE PROJECT OR THE
DEVELOPER'S/CONTRACTOR'S USE AND ACTIVITY, SHALL BE REPAIRED TO THE SATISFACTION OF THE
PROPERTY OWNER, THE DISTRICT, OR THE GOVERNING ROAD AGENCY, AND TO ITS ORIGINAL
CONDITION OR BETTER.
5. NON -PAVEMENT RESTORATION WITHIN RIGHT-OF-WAY
CULTIVATED LAWNS SHALL BE RESTORED WITH SOD. RESEEDING OF CULTIVATED LAWNS WILL NOT
BE ALLOWED WITHOUT PRIOR APPROVAL OF PROPERTY OWNER AND DISTRICT. UNCULTIVATED
LAWNS, PASTURE AND VACANT LAND SHALL BE RESTORED WITH A PASTURE GRASS MEETING THE
FOLLOWING REQUIREMENTS.
SEED MIX: 40% PERENNIAL RYEGRASS
10% WHITE CLOVER
30% FESCUE
20% RED CREEPING FESCUE
APPLY AT THE RATE OF 100 POUNDS PER ACRE
MULCH: SILVA FIBER MULCH APPLIED AT 1500 TO 2000 POUNDS PER ACRE.
FERTILIZER: COMMERCIAL MIX 10/20/20 OF NITRATE, PHOSPHATE AND POTASH APPLIED AT RATE OF
450 POUNDS PER ACRE.
6. FINAL UTILITY ADJUSTMENT TO FINISH GRADE
ALL UTILITY COVERS, WHICH ARE LOCATED ON PROPOSED ASPHALT ROADWAYS, SHALL BE
TEMPORARILY PLACED AT SUB -GRADE ELEVATION PRIOR TO PLACING CRUSHED SURFACING
MATERIAL. FINAL ADJUSTMENT OF ALL COVERS AND ACCESS ENTRIES SHALL BE MADE FOLLOWING
FINAL PAVING BY SAWCUTTING OF THE PAVEMENT AROUND LIDS AND COVERS. OPENING SHOULD
NOT BE LARGER THAN 12 INCHES BEYOND THE RADIUS OF THE COVER. DEVELOPER/CONTRACTOR
SHALL THEN REMOVE BASE MATERIAL, SURFACING COURSE, AND FRAME; ADD RAISING BRICKS; AND
REPLACE FRAME AND COVER TO FINISH GRADE. FILL AND MECHANICALLY COMPACT AROUND THE
STRUCTURE AND FRAME WITH CRUSHED SURFACING MATERIAL. FINISHED SURFACING SHALL BE
TWO, 2-INCH COURSES OF ASPHALT CONCRETE SURFACING, COMPACTED AND SEALED TO PROVIDE
A DENSE, UNIFORM SURFACE. FINAL ADJUSTMENT OF ALL COVERS AND ACCESS ENTRIES SHALL BE
COMPLETED WITHIN 30 DAYS OF FINAL PAVING.
7. FINAL CLEANUP
THE DEVELOPER/CONTRACTOR SHALL CLEANUP ALL ADJACENT AREAS IN COMPLIANCE WITH
SECTION 1.11 OF THE STANDARD SPECIFICATIONS. STREETS AND ROADWAYS SHALL BE CLEANED
AND SWEPT BOTH DURING AND AFTER THE INSTALLATION WORK. DISTURBED SOILS SHALL BE FINAL
GRADED, SEEDED, AND MULCHED AFTER INSTALLATION OF THE SEWER MAIN. IN LIMITED AREAS
SEEDING AND MULCHING BY HAND, USING APPROVED METHODS, WILL BE ACCEPTABLE. DITCH LINES
WITH ERODIBLE SOIL OR SUBJECT TO RAPID FLOWS MAY REQUIRE SEEDING, JUTE MATTING,
NETTING, OR ROCK LINING TO CONTROL EROSION. ANY SILTING OF DOWNSTREAM DRAINAGE
FACILITIES, WHETHER DITCHES OR PIPE AND CATCH BASINS, WHICH RESULTS FROM THE SEWER
MAIN INSTALLATION SHALL BE CLEANED OUT AND THE WORK SITE RESTORED TO A STABLE
CONDITION AS PART OF SITE CLEANUP.
8. TRAFFIC CONTROL
THE DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR INTERIM TRAFFIC CONTROL DURING
CONSTRUCTION ON OR ALONG TRAVELED COUNTY ROADWAYS. TRAFFIC CONTROL SHALL FOLLOW
THE GUIDELINES OF SECTION 1-07.23 OF THE STANDARD SPECIFICATIONS. ALL BARRICADES, SIGNS,
AND FLAGGING SHALL CONFORM TO THE REQUIREMENTS OF THE MUTCD MANUAL. SIGNS SHALL BE
LEGIBLE AND VISIBLE AND SHOULD BE REMOVED AT THE END OF EACH WORKDAY IF NOT APPLICABLE
AFTER CONSTRUCTION HOURS.
WHEN ROAD CLOSURES CANNOT BE AVOIDED, THE DEVELOPER/CONTRACTOR SHALL POST "TO BE
CLOSED" SIGNS A MINIMUM OF FIVE DAYS PRIOR TO THE CLOSING. THE TYPES AND LOCATIONS OF
THE SIGNS SHALL BE SHOWN ON A DETOUR PLAN. A DETOUR PLAN MUST BE PREPARED AND
SUBMITTED TO THE DISTRICT'S FIELD REPRESENTATIVE AND APPROVED BY THE GOVERNING ROAD
AGENCY PRIOR TO CLOSING ANY ROADWAYS. IN ADDITION, THE DEVELOPER/CONTRACTOR MUST
NOTIFY IN WRITING ALL LOCAL FIRE, SCHOOL, LAW ENFORCEMENT AUTHORITIES, METRO TRANSIT,
AND ANY OTHER AFFECTED PERSONS AS DIRECTED BY THE DISTRICT'S FIELD REPRESENTATIVE AT
LEAST FIVE DAYS PRIOR TO THE ROAD CLOSURE.
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PLAN REVIEW 1104-12 ❑❑ SHEET 2 of 4
DRAWING
S-398002