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Home My WebLink AboutzS-3356Setmi ® ,. o W. M. -� H 02 -5'LT ea STA: 2 +1 26 CORE DRILL CONNECT z�j ca f h ORZ ADAPTER TO BE TO EXISTING MANHOLE q _4t AATA�EDQ ar 0A is, i } TRE.,"'. LEGEIND: y� CONIFER, TREE DEC OUOUS TREE• Ti: 2 ALDERS 12; 14' T2: 10° ALDER T3: a' 94PLE T4: a" wPLE T5• �R 0 ROSY CL - 0 a j � e kD PER ro •.��TO _ S�E'NI�"`�ERVIC 3423 ._..�® � �' °h - _cc� Iry ; ° FIE LGGA m-_ .,L 78. 2 arm it; 10' o° '� � :.;<;•: � 7$: 20* ALDER h iii SD` ` }... 2' PREV�1r I RESS 710: 12' MAPLE � � L _ �'�� R=25 ;;;.. >` & Ui11HY EASE ENT' Tr 1: 16" ALDER i STS 2 i '� I T12. 18' AU1iit �:d I STA 7,1 ;;.,, SMu I a o aim aN L 12 T13, to° ALDER Lei --60' RIGHT OF WAY � � .�..�. -�- TRENCH, T24. 22" FIR `i 8" 015 1t3° ALDER APPROX. F �' i T18: 14' ALDER ACC' 017. 14' Atl?Efl R -o - � 1 ' :::,° ::< EL. 2721 �� I ABANDON/REMOVE SEPTIC SYSTEM M, 10' A1A 4E SEIV R SE ••C ".';:° H REQUIREMENTS J Tts: 36' AMPLE _ TA. 2 +47 '„�' ": <,': � _ m � V t` � 1 � T2D: 12 Al - pp T ' T !� ::� .;. �;. '7 EV = 27 -� 1 4 k � 0"21; 14" ALDER UNE�- DELTA ,'fJt� , i T22: 22' HAPLE G1 37`5t'38" IN 023: 20° ALDER T24: 20" ALDER C2 9'26'15° a 025: 14 ° ALDER C3 2831'22 -T 44NSTALc9 726, 0' ALDER H AND f ° , :::• ...,.... y a' �o.,' N —SEAL s 11 t ESSARY ELEV = 272.00 i "w DE SEWER.' ;. RE7xAt c t LL I I's" 727 13" ALDER 728: 24" ALDER '2x ut<i fia cv O � APPROX. r3a � 4 + m °�`, .. 20^ R rte a °° CCE L 272* tit 033: 1M 3 044S &" 10; f2" + t R g- . 3423. c I `� � R Ce i PPROX. F.F. EL. 265* 0:L4 ca NOTE.- SEWER EASEMENT TO BE OBTAINED PRIOR TO S UCTIO 89 ALLS _' c AM 15113W ,140,000 • !-- _ w 2 CLAE *2" TO 6" C OR C 1' 1' 2.5' 1' 1' MIN 1' 1 M1' r MIN � MIN MIN 6.5' MIN. 2" DEPTH OF GRIND OR SAWCUT .AND REMOVE 6.5' MIN. _ 1' it 2.5' 1'i it MIN IMIN MIN MINI MIN 2" CLASS 'B' CRUSHED ROCK, FLOWABLE FILL' OR AS REQUIRED BY ENGINEER * FOR MINIMUM STANDARDS, SEE DWG# HR -05, SP PAGE H032 OF CURB OR OF PAVEMENT ENTER LINE OR ANE LINE - ACP CLASS* f" CRUSHED SURFACING TOP COURSE TYPICAL TRANSVERSE PATCH FOR FLEXIDLE PAVEMENT ADOPTED Oti CITY of RENTON STANDARD PLANS LST DATE: 02/05 DWG. NAME: H032 -1 SP PAGE: H032,1 MN . . . . . . . . . . . . . a $ CAUTION: ., . . 34' 1 e CMP 6" SIDE SEWERA° „ FIELD LOCATE LOCATION. N, D MENSION, AND DEPTH OF ALL EXISTING UTILITIES } TRE.,"'. LEGEIND: y� CONIFER, TREE DEC OUOUS TREE• Ti: 2 ALDERS 12; 14' T2: 10° ALDER T3: a' 94PLE T4: a" wPLE T5• �R 0 ROSY CL - 0 a j � e kD PER ro •.��TO _ S�E'NI�"`�ERVIC 3423 ._..�® � �' °h - _cc� Iry ; ° FIE LGGA m-_ .,L 78. 2 arm it; 10' o° '� � :.;<;•: � 7$: 20* ALDER h iii SD` ` }... 2' PREV�1r I RESS 710: 12' MAPLE � � L _ �'�� R=25 ;;;.. >` & Ui11HY EASE ENT' Tr 1: 16" ALDER i STS 2 i '� I T12. 18' AU1iit �:d I STA 7,1 ;;.,, SMu I a o aim aN L 12 T13, to° ALDER Lei --60' RIGHT OF WAY � � .�..�. -�- TRENCH, T24. 22" FIR `i 8" 015 1t3° ALDER APPROX. F �' i T18: 14' ALDER ACC' 017. 14' Atl?Efl R -o - � 1 ' :::,° ::< EL. 2721 �� I ABANDON/REMOVE SEPTIC SYSTEM M, 10' A1A 4E SEIV R SE ••C ".';:° H REQUIREMENTS J Tts: 36' AMPLE _ TA. 2 +47 '„�' ": <,': � _ m � V t` � 1 � T2D: 12 Al - pp T ' T !� ::� .;. �;. '7 EV = 27 -� 1 4 k � 0"21; 14" ALDER UNE�- DELTA ,'fJt� , i T22: 22' HAPLE G1 37`5t'38" IN 023: 20° ALDER T24: 20" ALDER C2 9'26'15° a 025: 14 ° ALDER C3 2831'22 -T 44NSTALc9 726, 0' ALDER H AND f ° , :::• ...,.... y a' �o.,' N —SEAL s 11 t ESSARY ELEV = 272.00 i "w DE SEWER.' ;. RE7xAt c t LL I I's" 727 13" ALDER 728: 24" ALDER '2x ut<i fia cv O � APPROX. r3a � 4 + m °�`, .. 20^ R rte a °° CCE L 272* tit 033: 1M 3 044S &" 10; f2" + t R g- . 3423. c I `� � R Ce i PPROX. F.F. EL. 265* 0:L4 ca NOTE.- SEWER EASEMENT TO BE OBTAINED PRIOR TO S UCTIO 89 ALLS _' c AM 15113W ,140,000 • !-- _ w 2 CLAE *2" TO 6" C OR C 1' 1' 2.5' 1' 1' MIN 1' 1 M1' r MIN � MIN MIN 6.5' MIN. 2" DEPTH OF GRIND OR SAWCUT .AND REMOVE 6.5' MIN. _ 1' it 2.5' 1'i it MIN IMIN MIN MINI MIN 2" CLASS 'B' CRUSHED ROCK, FLOWABLE FILL' OR AS REQUIRED BY ENGINEER * FOR MINIMUM STANDARDS, SEE DWG# HR -05, SP PAGE H032 OF CURB OR OF PAVEMENT ENTER LINE OR ANE LINE - ACP CLASS* f" CRUSHED SURFACING TOP COURSE TYPICAL TRANSVERSE PATCH FOR FLEXIDLE PAVEMENT ADOPTED Oti CITY of RENTON STANDARD PLANS LST DATE: 02/05 DWG. NAME: H032 -1 SP PAGE: H032,1 An Engineering Services 1; MN . . . . . . . . . . . . . a $ CAUTION: ., . . . . . . . . , .. . . . it:NA o tiiN S~ SE 77TH PL m SE 75TH PL 7 LOCATION. N, D MENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER S, SHOWN ON THE E PLANS 0 S R NOT BY POTHOLING THE 4=4 '. a T s 5 8H Vh p P � CA — LUNG UTILITY LOCATE 1 -800 424 -5555 AND THEN N 1 j SE SE 80TH 79tH Sr S( 9SS��b,, �'., /77. NOT CONFLICTS FLI TS EXIST.. IF CONFLICTS SHOULD OCCUR, THE ........ CONTRACTOR SHALL CONSULT PACE ENGINEERS TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. PL ¢ 11200 1600 is } g cry s s �y € Approved T ti� o ....... ~ Z f•Vb M N PL 8?dID , ra ......... ........ •........ 82ND ...... G SE 40TH ST 40 "� NE 40TH E z 84TH m ST 5t 7 r84 o 1300 x NE 39TH . z ......... ......... ......... ST ST PARK NE 3M o PL , 89H PL Z SE 85TH ...... ..... : ......... ::: : . ..... :: : :: ' 'ir 86 . . . : .. . :: : : .. : : : :: ::::::::: `� NE PL ST 5E 87tH TH S i �, A� ..... ......... :EXIST.: CRC NE ST ... ......... ......... :. . { :........ S 90TH ST W r o. o � NE 3 L� oNO S �'2 � PV SE 91ST ST !FE : T/ii :v 2LINE ti FL 92N4 ST! y NI .,q ,,,.... ........ .. : : :: :: ....... : : :: a... ,..... . ......... 6 : :. ::::::::: NE 31ST ST N 3 0 T MAY CREEK ....... ........ ... ... ......... .... .... ::::::::: ......... ::::::::: t zP Y 12700 SE 95tH N RIOT u INNEKe 28TH P( 28TH �P ST SE 24 1'L q� 8 5 Thomas Bros. Maps > Ix ......... . , ....... ....... :�:.......:.M : : ... Z. ....... ......... r r r► :... g. "........ . . . . ... A ' mc I.�2 ,......... .... ......,. 7 .c�1�-'z r% .... ,,, -�' �-.... ......... .... ,, .. ,,,.,.,. ........ ,,,,.... ........ ......... ......... .. .... ........ 1... ®p.OUT - .27.2900 ......... ......... ......... .... ...... ... ..... ...... .. ....... .... :....: :......: : : : ::::: ::::::::. ......::: :: APPROX ;•L ... C OF: ......... ...... I..... ......... °� . ...... ......... .... ......... ..... , ... .. EXIST' :8 TE1fi �...... ......... :........ :::::: :::: . .... ...... ... . .... 8' ®i ::::::: ::::: ::::: ::: :: ; : '': :: : " ' ........ ...... .... ......... ..... ... . : : :: : : : .......:.. ....... 7 7; :0450: . ......... ... ........ :: : :... : :.. ........ :.. :; .... . ......: X. 1 ...... X9:5 (VERi i.: _ 1:1'0 F SE : ; : :' : :: :. :; : : : ; :: ; : : : : : :: : :: ; ;: . :: : :.... : ;.: ::. :: . , : : :. : :... :1 : ::• _ X61.10 IN ' SEE ' .... I OUT Y E.: —, 261.52 ....... ......... ...... . ..... .. ......... ......... ....... ......... .. .... ......... ......... I:. — 260.0 IN (.�.... :: ' : :: : : : :: ::: :: : : : :::::: : : : : : : : :: :.:: : :: :. : :: :: :.. :: ::::::: :: ... ;...:: ::.:...:. ::: :::::: ::::::::: :::::::: : :.:: ; : :: : ;::::::. ::: ::::: ::..:::: : :::::::: ........ ...... ::.: ;:: ;: :::::: ::: 13 " ::::: An Engineering Services 1; r V D VKIM MM NTS L �TE�e 1. CONSTRUCTION SHALL BE IN ACCORDANCE WITH COAL CREEK UTILITY DISTRICT STANDARD SPECIFICATIONS. 2. WHERE THE WATER MAIN CROSSES OVER SANITARY SEWER, THE MINIMUM VERTICAL SEPARATION SHALL BE 18 INCHS; OR CONSTRUCTION SHALL BE IN ACCORDANCE' WITH ' D.O, E. CRITERIA FOR SEWAGE WORKS DESIGN (SEE DETAILS). 3. ALL SIDE SEWER TEES SHALL BE FIELD LOCATED 4. SECURE SIDE SEWER PERMITS FROM DISTRICT PRIOR t) INSTALLING SIDE SEWERS. 5. MANHOLE RING AND COVERS SHALL BE SLOPED TO MATCH THE GRADE OF THE STREET IN WHICH THEY ARE PLACED, 6. STREETS SHALL BE CONSTRUCTED TO SUBGRADE PRIO1 TO INSTALLING THE SANITARY SEWERS. 7. SIDE SEWERS TO BE EXTENDED 10 FEET INTO THE LOI S. 8. ALL PIPE TO CONCRETE MH CONNECTIONS. SHALL HAVI KOR —N —SEAL BOOTS. 9. BASE MAP RECEIVED ON 4/3/07 FROM CRAMER NW, 114C.. Cal I Before yoi COMMENT & � FOR REVIEW Z g .., COMMENT 1- 800 -424 -555: UNDEt ;GROUND SERVICE {US+ NOV 11 2001 MN iZSUN 76TH PL s 5£ Fti" ?yo T►i a $ CAUTION: n SE 7 PL ?��SN CT it:NA o tiiN S~ SE 77TH PL m SE 75TH PL 7 LOCATION. N, D MENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER S, SHOWN ON THE E PLANS 0 S R NOT BY POTHOLING THE 4=4 '. a T s 5 8H Vh p P � CA — LUNG UTILITY LOCATE 1 -800 424 -5555 AND THEN N 1 j SE SE 80TH 79tH Sr S( 9SS��b,, �'., /77. NOT CONFLICTS FLI TS EXIST.. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT PACE ENGINEERS TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. PL ¢ 11200 1600 is } g cry s s �y Approved T ti� o Coal Creek Utility District ~ Z f•Vb M N PL 8?dID , ra � ® 82ND uj a G SE 40TH ST 40 "� NE 40TH E z 84TH m ST 5t 7 r84 o 1300 x NE 39TH . z ST a SE z E 85 m ST ST PARK NE 3M o PL , 89H PL Z SE 85TH P 1 o M �a nE 3ttTx ST LN 1 SE. 86TH .5E 80 SE 8. SE sT 'ir 86 ST `� NE PL ST 5E 87tH TH S i �, A� NE ST { P g S 90TH ST W r o. o � NE 3 L� oNO S �'2 � PV SE 91ST ST !FE %12200 ti FL 92N4 ST! y NI .,q ST 6 32Ny SEA is NE 31ST ST N 3 0 T fly MAY CREEK $E= g31t4 51 PAW 6 PARK t zP Y 12700 SE 95tH N RIOT u INNEKe 28TH P( 28TH �P ST SE 24 1'L q� 8 5 Thomas Bros. Maps r V D VKIM MM NTS L �TE�e 1. CONSTRUCTION SHALL BE IN ACCORDANCE WITH COAL CREEK UTILITY DISTRICT STANDARD SPECIFICATIONS. 2. WHERE THE WATER MAIN CROSSES OVER SANITARY SEWER, THE MINIMUM VERTICAL SEPARATION SHALL BE 18 INCHS; OR CONSTRUCTION SHALL BE IN ACCORDANCE' WITH ' D.O, E. CRITERIA FOR SEWAGE WORKS DESIGN (SEE DETAILS). 3. ALL SIDE SEWER TEES SHALL BE FIELD LOCATED 4. SECURE SIDE SEWER PERMITS FROM DISTRICT PRIOR t) INSTALLING SIDE SEWERS. 5. MANHOLE RING AND COVERS SHALL BE SLOPED TO MATCH THE GRADE OF THE STREET IN WHICH THEY ARE PLACED, 6. STREETS SHALL BE CONSTRUCTED TO SUBGRADE PRIO1 TO INSTALLING THE SANITARY SEWERS. 7. SIDE SEWERS TO BE EXTENDED 10 FEET INTO THE LOI S. 8. ALL PIPE TO CONCRETE MH CONNECTIONS. SHALL HAVI KOR —N —SEAL BOOTS. 9. BASE MAP RECEIVED ON 4/3/07 FROM CRAMER NW, 114C.. Cal I Before yoi COMMENT & � FOR REVIEW Z g .., COMMENT 1- 800 -424 -555: UNDEt ;GROUND SERVICE {US+ NOV 11 2001 iZSUN UTILITY o FLI T NOTE. CAUTION: oa THE CONTRACTOR SHALL BE RESPONSIBLE FOR R VE IFYING THE LOCATION. N, D MENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER S, SHOWN ON THE E PLANS 0 S R NOT BY POTHOLING THE 4=4 UTILITIES AND SURVEYI NG E HORIZONTAL ZONTAL AND VERTICAL xsr' LOCATION PRIOR TO CONSTRUCTION.. THIS SHALL: INCLUDE CA — LUNG UTILITY LOCATE 1 -800 424 -5555 AND THEN —. —� POTHOLING ALL OF THE ES EXISTING UTILITIES A T LOCATIONS F 0 07/07/ NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS FLI TS EXIST.. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT PACE ENGINEERS TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. b?► ,Og >Nr Approved ti� o Coal Creek Utility District SHEET, )SS :dwg I 0 W 0 rn h O -- rn I- w oa dh o:=a ON QiN� O e- ._ SYMETRICAL ABOUT 18" MI STANDARD — SEWER PIPE MATERIAL 12" MAXIMUM -- PROVIDE PLUG IN ALL (TYPICAL) STUBS FOR FUTURE "` • ONNECTIONS r 24" DIA LODI(INC FRAME & COVER AIR & GAS TMT, 3 PLCS. LOCATE AS MOWN, AT CONTRACTOR TO VAULT CENTERLINE. COVERS INSTALL SURFACE GROUND SURFACE IN RIGHT —OF —WAY, - . z � • • � � •:'.. C ADJUST To caAOE MALL READ •sswa:Ie• 'cLF�w –ouT C.I. MANHOLE FRAME AND COVER, DRIVEWAYS, AND ALL OTHER PAVED AREAS. ' D.I. PIPE OLYMPIC FOUNDRY No. MH 30A OR DIAMOND PLATE r INSPECTON COVERS 1' -e° t• -s° a• MAX • •,, EQUAL, (MINIMUM WEIGHT, 400 LBS.) SEE STD. DETAIL NO. 2 PROVIDE NON -SKID SURFAG ONE FOR MANHOLE RING AND ;7� 1" DIA. HOLE AND WORD "SEWER" COVER DIAMOND PLATE F1 1 171171 1 F-1 a• TD 20• VARIANCE CAST IN COVER ASPHALT SURFACE PRECAST CONCRETE COVER �� / FLEXIBLE F(DVIN ;(IN RIGHT -O F -WAY ADJUSTMENT RINGS �'` ST �� FLOW DEFFUSER JOINT T eA>FLE 18" MAX. AND DRIVEWAYS 1, r, TYPICAL 0 TO 18 ' ° BAFFLE ( ) " OR KOR -N -SEAL BARREL DIA. TO 24" 2 MAXIMUM — INSPECTION & CONNECTOR P CA 24" 4" MIN. ••, PRECAST CONE, SAMPLING_ TEE ":�` ,� (TY I L) sEE NOTE t " " " L UID STORAGE 6 12 MAX. • (CONCENTRIC) 8 MIN. ! .................... MANHOLE :•:::: As REGUIR "�"�,ANOW T AND OR CONCRE SEE NOTE 5 SIZE P L /� N ED) sTEQ. . . � 9GL "J GRUT ALL AROUND, ADJUSTING RING �' T 4• ®0TH SIDES °• ♦ ♦ DETAIL NO. o e ' o PRECAST BARREL, ;, , PRE -CAST CONE-—/ MANHOLE DIA. AS SHOWN ON OIL - -INLET t2• t2 STEPS SEE 12" PLANS L BASE BRANCHING PRE -CAST, BARREL DETAIL NO.. 10 g �'• 5400' _ RETAINER •' .Z n" BAFFLE LPRECAST CONCRETE VAULT, CAST IN PLACE 12 : ` 12" MAX. 12" M # SZE SEE NOTE 10, N AX � TY VAULT CO., INC. . •... CHANNEL, AND TYPICAL PIPE � ' '• ,..: .:.;• • ..,. • .. . • ° INERT NOTES• SHELF, SLOPE SHELF SURFACE 54" :: .1. PIPE 1 C AF AT APPROX 16" 4" 2" MIN ( ( D . IF VAULT IS NOT SLOTTED TO ACCEPT PRECAST CON BAFFLE THEN, PRECAST NOTE: 9 1 CONC. BAFFLE•SHALL BE HELD IN PLACE BY (2) 3" x 3" x y r1NGLE (4FT. LONG} PER FT. - - - - - , ~ ATTACHED TO VAULT WALL WITH (4 EA.) i" BOLTS AND NUTS ( KITH WASHERS) 12" 3 •, 1. Manholes over 5 feet in depth from rim to invert shall J•. SPACED 14" O.C. ANGLE AND FASTENERS'SHALL BE STAINLESS STEEL, OR MIN. have an eccentric cone and conform to standard `` `'" "' - Table 1 PRE -CAST BASE • ' ':. ' FLEXIBLE - _ GALVANIZED AND ASPHALT COATED. detail no. 2. ' 12 JOINT • . - 2. PRECAST VAULT AND BAFFLE SHALL HAVE KNOCKOUTS AT AU, PIPE OPENINGS, WATER MAIN STANDARD PIPE MATERIAL tl ': {BOTH BAFFLES) # (TYPICAL) s . IF KNOCKOUTS ARE NOT PRESENT THEN PIPE OPENINGS SHALL BE CORE - DRILLED. ♦••• y•. .. 91 'TYPICAL F 54 MANHOLE OR KoR -N -SEAL -PIPE OPENINGS SHALL BE. 2 LARGER THAN PIPE. DIAMETER. AWWA (ASTM) STANDARD /2d GRIT /SLUDGE L4" MIN /�' Y RETAINER WEIR 2" MAX. 2" MAX. 3. POSITION RISERS BELOW ACCESS OPENINGS TO ALLOW CLEAR i` CCESS TO RISER TYPE OF PIPE PIPE JOINT FITTINGS PEA GRAVEL OR SAND DETAIL N O . 3 AND VAULT CHAMBER. NOTE: PLAN LAY PIPE THROUGH SHALLOW MANHOLE PROVIDE MINIMUM MANHOLE, THEN BREAK OUT 4. LOCATE INTERCEPTOR WITHIN 20' OF DRIVE FOR ACCESS BY M,l INT. VEHICLE. Ductile Iron C 151 & C104 C 111 C 153 0.10 DROP PIPE AND FINISH TYPICAL FOR 5 MANHOLE ACROSS MANHOLE (OPTIONAL) 5. CONNECTIONS TO CONCRETE WALLS WITH P.V.C. PIPE REQUIRE I OR=-N -SEAL NOTE D F PIPE CONNECTOR OR A.C. x P.V.C. BRANT ADAPTER. SEAL ALL P{PI CONNECTIONS WITH NONSHRINK GROUT. NOTES: OIL SEPARATOR TO BE SIZED TO HAVE A RETENTION 6. UNE -SIZED P.V.C. PIPE SHALL BE USED THROUGHOUT. )TE: 1. Details shown are typical for all manholes unless 12' TIME OF 45 MINUTES OR TO HAVE A MIN. OF 600 otherwise noted. 4 CRUSHED GRAVEL-- GALLONS OF TREATMENT CAPACITY. -: �.,..' f..,e y 11/4" MINUS 7. GRAY -WATER ONLY. BLACK -WATER SHALL BE CARRIED BY SE AERATE SIDE )r perpendicular construction, maintain 18 separation or construct waterline 2. A 2 inch thick, 6 foot _diameter asphalt pad is to be PRE -CAST BASE SEWER. )ssing over sewer line and use water main standards setforth above for ' the placed around the rim of manholes in unpaved areas.- 2" MIN CAST IN PLACE •, . � � . • _ CHANNEL &SHELF 8. CLEAN -OUT REQUIRED 3' MAX. DOWNSTREAM OR .INTERCEPTOR. ;wer with minimum 18 feet length centered over crossing. 3. Manholes with depths of 20 feet and greater need to be 72" diameter with a safety. platform. Ask for detail. OPTIONAL: CONSTRUCT 4• Provide a minimum three foot clearance from outside WEED CONTROL MAT MIN. 4" OF RAILROAD BALLAST ELEVATION CHANNEL UTILIZING 9. FILL WITH CLEAN WATER PRIOR TO START UP OF SYSTEM. face of manhole to excavation in order to use a 2.5 OUNCE NONWOVEN SHELF. ( (DEPTH To BE DETAIL N 0 . 4 10. SIZE WILL BE PER UNIFORM PLUMBING CODE APPENDIX H. (750 GAL. MIN hoepac during compaction. POLYPROPYLENE- PHILIPS DETERMINED BY FIBERS CORPORATION) ENGINEER) !' ! SEPARATOR . lii., DETAIL NO. DETAIL NO. 1 DETAIL NO. 2 MANHOLE BASE DETAIL NO. 7 PARALLEL CONSTRUCTION STANDARD MANHOLE DETAIL N0. 15 STRAIGHT THROUGH FLOW TYPICAL ETA L -A .IMA -FOR PVC PIPE, JOINTS SHALL BE PLACED A ACCESS ROAD FAT SE 1 TERt��PT .R OL WALL R r Place 3' into undisturbed soil ELEVATION Extend to undisturbed surface C =' i 3 ea. -2 "x6" I-� g Top board only to 2 "x6" Posts (0 extend full distance 4' -6" Min. Length I as shown `r PLAN Notes: 1. Timber baffles to be installed where directed by the Engineer or District Inspector. 2. All backfili shall be seeded. D., sf' tGLL. d w 6 DESIGNED PH cifiui2 2� `� —' DRAWN JMU Z F- Z ls_ w � O w w CHECKED DBH J<_j(nW_ L� (no., :> --- EXTEND 15' MIN. PAST It IF POSSIBLE PLUG 5M NOTE: 6" WYE POLYPROPYLENE STEPS MAY BE SUBSTITUTED FOR 6" SANITARY TEE ,�', q''' 30' -60° GALVANIZED. POLYPROPYLENE MANHOLE STEPS SHALL BE LANE MODEL P- 14938, OR APPROVED .;4• MIN. OF 10 FEET FROM THE MANH E TYP. d PROPERTY 6" s" LINE A. 6" x 6" x 4" WYE Err CAP 0 METHOD) 1. GRAPH GIVES MINIMUM A0 0TAMBLE 71IME ... 4'° CAP DOUBLE SERVICE ' —Or Square 2' RAISED LETTERS coca fit -N . COnC. CI. 5(3'4) 0e coca 12r*O D.I.P. Fibre Joint Packing SLIP 45• Bend THREAD 10" R f_ SCREW PLUG t I _ .•' Coat Iron Ring And Cover PLUG 5M NOTE: 6" WYE POLYPROPYLENE STEPS MAY BE SUBSTITUTED FOR 6" SANITARY TEE ,�', q''' 30' -60° GALVANIZED. POLYPROPYLENE MANHOLE STEPS SHALL BE LANE MODEL P- 14938, OR APPROVED .;4• MIN. OF 10 FEET FROM THE MANH E EQUAL. CLASS 4(11/2) STANDING SERVICE CONCRETE DETAIL N0. 12 DETAIL N0. 13 MAY BE REQUIRED AT DEPTHS > 12 nFTAII Nin in s s ' I ANCHOR ® .. _i R TESTING OF 0 METHOD) 1. GRAPH GIVES MINIMUM A0 0TAMBLE 71IME ... rORC fit A .5 PSIG PRESSURE ,•• TO 3.0 PSI PLUS ALLOWAd' CE FOR WATERTAT WHERE APPLICABLE. FOR ALL PIPE LENGTHS 71 i THE RIGHT OF CRI71CAL LINE THE MINIMV 0 ACCEPTABLE IS _ CONSTANT AS SHOWN. TIM 3. FOR ALL PIPE LENG714S 7� 1 THE LEFT OF TH' 14 WIMP- lqmm TIME IS READ DIREC11Y F11 OM THE GRAPH OL IMM I EACH PIPE SIZE. 4. -r TIME IS LESA REQUIRED ...11 MINIMUM 'THE TEST IS NOI ACCEPTABLE. e r .• W • • %_ % 4 a e STANDARD • ®® WWI= 1111 PRO - .. • milli ®1`111 � r .. ,MRON AWE �r �I�ll�,ai ..A .. ,m/B.B MIMI • Ira r t !0 I4 ID 48 18 +I! g EQUAL. CLASS 4(11/2) STANDING SERVICE CONCRETE DETAIL N0. 12 DETAIL N0. 13 MAY BE REQUIRED AT DEPTHS > 12 nFTAII Nin in s s ' I ANCHOR IM 0 Vi W O Z w O ti O .7 w = a Q to 0N0. ON N +12 2 14)b ct. ,; t i a1i ww; ' mmm: <i=�, PART TWO - MATERIALS TESTING ' OF PRESSURE SEWER PIPE Precast manhole elements shall be provided with steps and /or ladders 2 -13 CONCRETE BEDDING AND BLOCKING 3 -9 Each pipe shall be laid. with bells upgrade and the invert of the pipe to the acceptable as a means of compaction. If excavated material has a California All. force mains shall be, tested at a minimum pressure of at least 50 percent such that the completed manhole will contain a continuous vertical Bearing Ratio for compacted and soaked sample of less than 7, or for any above the design operating pressure for at least 30 minus os. Leakage shall 2 -1 GENERAL not exceed the amount given by the following formula: ladder with rungs equally spaced at 12 inches apart plus or minus 3/4 be replaced with imported backfill material. No bacMU shall be laced Bedding and blocking concrete shall be Portland cement concrete containing 50 -80 without immediate compaction according to these specifications. L - 1850 inch. The lowest rung shall be not more than 16 inches above the. 14 four sacks of cement per cubic yard and maximum aggregate size of 1 -1/2 and tamping bedding material under the body of the pipe. No wedging or All materials and equipment shall be new and workmanship and materials I shelf, and the, uppermost rung shall be not more . than 18. inches below or county testing laboratory be employed to perform in -place density tests to inches. Maximum slump shall be 3 -1/2 inches. 40 Min. shall be good quality. All material incorporated into `the work shall D = the pipe diameter in inches the street surface. costs of these tests shall be borne by the Developer. . any other suitable means, shall not be dropped or handled roughly, and shall conform to the provisions of this part. All references to .Specifications shall 65 be checked for cracks and defects before installation. Any cracked or PART THREE - CONSTRUCTION defective pipe shall not be installed. be of. the latest edition. 72 Joints between precast manhole elements shall be rubber gasketed that may occur within two years after completion and formal acceptance of the The material and strength class of side sewer pipe shall I a the same as the Tees, wyes and standing services shall be installed as shown in the, Standard work by the District. sewer pipe to which it connects and these specifications s tall be applicable similarly to pipe joints and shall conform to ASTM C -433. Shop 3 -1 GENERAL 2 -2 MATER LISTS AND SPECIFICATIONS -to 1 =foot horizontal h iizontal and grade shall not be less than 2 p Ircent. Side sewers drawings of the joint design shall be submitted to the 'Engineer for shall have minimum 48" cover. When change in slope exec ods 2 inches per foot, Prior to pipe testing, all pipes shall be cleaned as provided. in this section. standard wye bends shall be used. Ali side sewers shall l � plugged and the approval, prior to manufacture. Completed joints shall show no An inflatable ball of a size that will inflate to fit snugly into the pipe shall be . Except. as otherwise noted herein, all work shall be accomplished as recommended an inch per inch of pipe diameter, but "shall not exceed 1/2 inch or result in The Developer or his Contractor shall deliver to the Engineer a material list visible leakage and shall conform to the dimensional requirements of cleaned. The ball may be used with a tag line or a rope may be fastened to in the latest revision of AWWA and APIA Specifications and according to the not less than ten (10) days before commencement of construction. The list 2" x 4" board, the bottom of which shall be located at th, s invert" of ASTM C -478. introduced behind the ball and the ball shall pass through the pipe with only recommendations of the manufacturer of the material and equipment concerned. shall contain the manufacturer and model number, if applicable, of the extended. 4 feet above the ground with the length of the I oard and labeled No joints shall be covered until examined and approved by the District. Only be removed at the first manhole where" presence of the debris is noted. In the All specified depths shall be compacted depths. pipelayers experienced with the type of gasket being used in the. work shall material and equipment to be installed as a part of the work so that the be wrapped withga heavy gauge wire which is attached to the spigot end of the Standard flat slab covers for shallow manholes shall be a minimum obstruction shall be removed, I exPerience shall be Punished before laying may begin. Engineer may determine whether such materials conform to the Plans and of 8 inches thick and shall conform to the outer dimension of the 3 -15 TESTING OF NON- PRESSURE SEINER PIPE - DEFLECTION 3 -19 In roadway areas, all asphalt and concrete pavement shall be saw cut. When recommendations. After the, gasket has been affixed, the pipe shall be Specifications. No materials that are not included in the material list shall be No connections shall be made to the existing. sewer syste:i � without the standard sections upon which they are to be placed. The .24 -inch All non- pressure sewer pipe shall be air tested. The. procedures set forth in trenching operations cut through concrete pavement, the pavement shall be with dirt or other fare' material. An gasket so disturbed shall be removed, Any g installed as a part of the work. The manufacturer's technical specifications the District for connection, . and the connection . shall be xi ode at a time agreed diameter o enin s be eccentrically located as shown on the g_ personnel for conducting the testing under the observation of the District shall removed to a width of 18 inches eater than the to width of the trench. The P properly aligned before the . joint is forced home. During insertion of the for pipe, appurtenances and equipment to be incorporated into the work shall _P Standard Plans to provide at least 6 inches minimum radial distance test shall be subject to the approval of the District: Although air testing may __e __.. concrete shall be saw cut on a straight line and shall be beveled so that the cut as required to minimize lateral pressure on the gasket and to maintain be submitted to the Engineer at least ten (10) days prior to commencement I from the edge of the 24 -inch opening to, the inside face of the pipe shall be accepted until air tests have been performed after backfillin and P P g will be approximately 1 inch wider at the top than at the bottom. Asphalt paving straightening shall be avoided once the joint is home, to prevent creep of the of construction with the materials listed. I Immediately after the .connection is made, the new pipe s 011 be plugged. standard section below. Reinforcing shall be as shown on the shall. be saw cut ahead of the baekhoe to prevent excessive tearing up of the Sufficient .pressure shall be applied in making the joint to assure that the joint All wyes, tees and ends of side sewer stubs shall be plugged with flexible existing manhole is not 'live," a plug shall be installed i;i the downstream or . discharge pipe of the existing manhole in addition to the above. Standard Plans. Reduction to 24 inches shall be made by means of joint caps, or an alternate acceptable to the District, and securely fastened to surfacing and to eliminate ragged edges.. . 2 -3 GUARANTEE BY MANUFACTURER Connections of new mains to existing sewer lines shall be made as follows: of a flat slab, for shallow manholes, or an eccentric precast cone for flexible- jointed lateral connection or extension. No double . plugs shall be Anew manhole shall be placed over the existing line. Thy manhole shall be precast 54 -inch diameter except that the base slab shall i!e cast in place. The shall be blocked in such a manner as may be required to prevent creep during used new connection shall be plugged and blocked and the exist Jug sewer pipe standard manholes. 3 -2 TRENCH EXCAVATION . 1 MANHOLES If requested by the District or by the Engineer, a written guarantee made by Connections of side sewers to an existing sewer line shall * made as follows, to the plugged pipe installation until the internal air pressure reaches 4.0 or as directed by the District Engineer.. Precast manhole base sections shall be placed on a well- compacted bedding the manufacturer of any materials to be incorporated into the -work shall be (e) Deformed Bar Steps water that may submerge the pipe. At least two minutes shall be allowed for temperature stabilization before future procedure. A pressure gauge with Trenches shall be excavated to the line and grade designated by the District. 3 -1 4 inches thick, extending a minimum of 12 inches beyond the outside section. furnished, guaranteeing to. the District that such materials shall conform to steel, or stainless steel with ductile iron flange,. tapir fig tee, Romac "SST" MJ perimeter of the base The balance of any remaining excavated area Unless otherwise specified, trench sides shall be. excavated vertically. Trench shall be filled with imported backfill material and well tamped to the level of the top of the bedding before the manhole is set in place. The bedding shall these Specifications and any specifications otherwise applying to the work. B) For PVC or AC pipe, the connection shall be made w th a sewer Galvanized deformed bar steps shall be 1- inch - diameter deformed bar to decrease from 3.5 to 3.0 psi greater than the average back pressure is equal to or greater than the listed values for corresponding sizes of pipe shown on widths shall be adequate. for proper working space and placement of bedding to the precast elements. the air test graph located elsewhere in Part Four. Hazards created by use of The existing sewer pipe shall be cut or drilled to give a si nooth symmetrical conforming to ASTM A -615, Grade 40 or Grade 60, hot bent and air pressure for testing pipe "shall be guarded against,. and all plugs shall be securely blocked to prevent blowouts. A supply air regulator shall be material under and around the pipe. The trench width, from the bottom of the 2 -4 SEWER P E AND APPURTENANCES, NON - PRESSURE thick concrete pad in place to the lower quadrant of the wipe barrel. 'replaced galvanized after bending. For Bending, the temperature shall be at of 6 psig in the line to be tested and all pressure shall be relieved from the trench to 4" above the crown of the pipe, shall not exceed 40 inches for 15- and aligned to provide vertical sides . and vertical alignment of ladder rungs. sewer line before removal of test plugs. bedding material. least 1,600 degrees F. Galvanizing shall conform to ASTM A -123. inch diameter and smaller pipe, or 1.5 times the inside diameter of 18 -inch Manholes set in paved streets or other paved areas shall be set to the finished Non - pressure sewer pipe shall be PVC pipe conforming to ASTM D -3034 for TRAFFIC CONTROL Step dimensions and pattern shall conform to the Standard Plans. pipe shall be deflection tested not less than 30 days after the trench backfill and compaction has been completed. The test shall conducted by pulling or larger pipe, plus .18 inches. If these widths are exceeded, a stronger grade conform to the ode of the paved surface. Manholes not set in paved areas grade P p shall be set at a finished ade slightly hi her than that of the surrounding gi' g ding ` depths of cover between 5. feet to 12 feet; and Ductile Iron pipe, class 50, and /or agency of jurisdiction. During construction, traffic shall not be delayed for more than 5 minutes unless previously approved by tl a District and the terrain to prevent surface water infiltration into the system. Manholes set P 3'� diameter through the completed .pipeline. Testing shall be conducted on a of pipe and /or a higher classification and amount of bedding material shall be " in unpaved areas shall have an asphalt gad, 2 thick and 6 in diameter cement lined conforming to AWWA Standard C -151 and C -104 for depths of 11 11 Polypropylene coated steps shall conform to ASTM C -478 with deformed completely flushed out with water. The Contractor will be required, at his 3 -21 furnished; as directed by the District. inflow, shall have sloped floors to drain to the outflow. If there is inflow, cover less than 5 feet or. exceeding 12 feet and for slopes less than 17 and bar conforming to ASTM A -615. Steps shall be Lane model P -14938 retest the section Prior to acceptance, all pipe shall be flushed at the coma ictors expense and outs and channels intended to faciliate future hookup shall be omitted. and over 15 %. Pipes installed at slopes 157. or greater shall incorporate T V. inspected by the District at contractors. expense. Cor tractor shall notify or approved equal. 3 -16 MANHOLE ACCEPTANCE TESTS Excavation for manholes or other structures shall be sufficient to provide a Manhole channels shall be made to conform to the sewer grade and shall be "Field Lok" gaskets for the entire run. manholes must bed channeled, the sewer system completed and the roadway brought together with well- rounded junctions. Channel sides shall be carried All manholes shall be subject to an acceptance test at the request of the minimum of 18 inches between the structure and the sides of the excavation, vertically to the crown elevation of the various pipes. The concrete shelf Owner. Manholes shall be tested by an approved vacuum test. (d) Ladders I enough to allow for proper compaction of the surrounding backfill. down to less than the .inside diameter of the pipe. PVC sewer pipe is defined as flexible conduit. Joints shall conform to ASTM the pipe without use of a hydraulic flushing nozzle. VHS video tape of this I inspection shall be submitted to the District along with a Completed certified All pipe openings, when practical, shall be cored before setting the manhole. D -3212 using a restrained rubber gasket conforming to ASTM F -477. report by the Contractor. Video must start at, dowwl ream manhole and Precast manhole base sections more than three feet in height shall be channeling, All material excavated from trenches and piled next to the trench, shall be Seal or equal. Fitt' s s be injection molded tees or factor solvent welded saddle tees. shall be repaired by the Contractor to the District's satisi; fiction. Any pipe or provided with a ladder as detailed on the Standard Plans. Ladders All lift holes shall be plugged and seams sealed. All pipes entering the laced and maintained so that the to of the material is at least 2 feet from top 2 BAC I NG Saddles fastened to pipe with external bands are not acceptable on any new 1/4 -inch may be rejected by the District (No sag of 1/2- ach or greater will, be accepted.) Depending the tli 3 defects, the hall be galvanized steel or. polypropylene coated. pipes and plugs to prevent them from being drawn into the manhole. he edge of the. trench. Excavated shall be located so that free access No backf' ' shall be performed until after the District has inspected the system. District may require that the entire pipe run be relayed. installation of the pipe and bedding and approved backfilling. The test head shall be placed at the top of the manhole in accordance to is provided to all fire hydrants, water valves, meters and other utilities, and "backfill the manufacturers recommendations.. A vacuum of 10 inches of mercury 3 -22 2 -7 IMPORTED BACKFILL MATERIAL shall be drawn on the manhole, the valve on the vacuum line of the test clearance shall be left to enable free flow of storm water in all gutters, bedding. material` and compacted by hand to an elevation of f inches above Ductile Iron pipe is defined as rigid conduit. Mechanical or push -on joints A side sewer permit will be required from the District befi: re installation of the crown of the pipe for Ductile Iron pipe and 10- inches above the crown for the vacuum to drop o 9 inches of mercury. The manhole shall ass if P mT P conduits and natural water courses. Of the pipe for PVC. This shall be done in such a manner that subsequent shall conform to AWWA Standard" C -110. may contain grease, including but not limited to, scullery ►inks, pot and pan Imported backfill material shall be free from wood, bark, roots or other inches of mercury meets or exceeds the values indicated in Table 1 below, sinks, dishwashers, soup kettles, and floor drains located ii t areas where than 2 -foot thickness shall be placed as . shown on the Standard Details and ease containing materials may exist, will require a eas� � interceptor prior ln' g y q in eP P extraneous material and shall meet the following requirements: 3 -3 TIMBERING AND SHEETING 2 -5 SEWER PIPE AND APPURTENANCES - PRESSURE I discharge oil into the sanitary sever system will require & ail separator prior U.S. Standard % Passing The developer shall provide and install timbering and sheeting as necessary Unless otherwise specified, pressure pipe shall be constructed of: Sieve Size B Wy eight to protect workers, the work, existing buildings," utilities and other properties, and shall meet all OSHA and WISHA requirements. (a) Ductile Iron pipe conforming to ATKA C -151 with a manufacturer's 2 -112" Square Opening 100 thin cement lining conforming to AWWA C -104 (except as to thickness) 1/4 Sieve 25 Min. 3 -4 JAC D OR BORED CROSSING 3 -1 and with the type of joint, class, thickness, designation and markings I No. 200 10 Max. as specified. Sand Equivalent 35 Min. All work shall be done in conformance with the requirements of the agency in control of the facility being bored or jacked. See Roadway and Railway (b) Cast Iron fittings shall be. rubber - gasket and shall conform to AWWA PEA GRAVEL NOT BE ALLOWED AS BACKFILL MATERIAL. Crossings for further details. C -110 and C -iii. Valves shall conform to AWWA Specifications C -500. : 3 -5 ROADWAY AND RAILWAY CROSSINGS 2- TRENCH FOUNDATION TER 2 -6 MANHOLES - 54 �� STANDARD Any method may be used for roadway or railway crossings that provides for Over- excavated material shall be replaced with trench foundation material , satisfactory results and is acceptable to both the District and the governmental (a) Manhole Frames and Covers conforming to one of the follo ' gradations. as specified: or private agency having control of the road or track, provided that the road . or track shall be restored to its original condition after the crossing is Cast Iron frames and covers shall conform to the Olympic Foundry U.S. Standard Class "A" Class "B" completed. If tunneling or jacking is elected or required for crossings, steel, Company No. MH30A, or equivalent. Castings shall conform to the Sieve Size Min. Max. Min. Max. cast iron or concrete pipe casing shall be placed and the sewer pipe laid requirements of ASTM A48, class 30 and shall be free of porosity, within the casing. For District Standards for boring or tunneling see "Water shrink cavities, cold shuts, or cracks or any surface defects which 2 -1/2" square opening 987 1007 957 1007 I or Sewer Casing Detail" on seperate sheet. would 'impair service ability. Repair of defects by welding, or by the 2" square opening 92 100 75 100 use of smooth -on" or similar material will not be permitted. Cover. 1 -1/2 square opening 72 87 30 60 3 -6 TRENCH FOUNDATION to be non -skid type surface and shall have the word SEWER in large 1 -1/4 " square opening 58 175 0 15 raised letters. 3/4" square opening 27 47 0 - i N, in the judgement of the District, the native trench bottoms will provide a 3/8" square opening 3 14 0 0 firm base for the subsequent placement of bedding, pipe and backfill, such ' A bituminous coating shall be applied to all surfaces. The finished No. 4 sieve 0 1 0 0 native trench bottom may be used if the bottom is leveled and smoothed so coating shall be continuous, smooth, neither brittle when cold nor I that the entire length of pipe will rest on a well- compacted base. Trench sticky when exposed to the sun, and shall be strongly adherent to the bottoms shall be »over- excavated as necessary to remove all unstable soil and casting. The District shall have the right to require inspection and 2 - 9 BEDDING TER eliminate "boiling or quick conditions" to such a depth as to provide a firm approval of all castings prior to painting. Manhole rings and covers base. Over- excavated materials shall be replaced . with trench foundation shall be machine finished or ground .on seating surfaces to assure Bedding material shall be well- graded, clean, granular material, commonly material as specified in Section 2 -8. Foundation material shall be placed non - rocking fit in any position, and interchangeability. At the request known as pea gravel and shall meet the following requirements: when ordered by the District. of the District, there shall be made available at the foundry standard rings and standard covers for use by inspectors m testing fit and U.S. Standard % Passing 3 -7 BEDDING MATERIAL PLACEMENT seating. Sieve Size By Weight All flexible pie shall be placed in bedding material of the type specified in Manholes located outside public rights -of -way shall be equipped with Pea Gravel: Section 2 -9 (a).. The bedding shall be placed from a minimum of 4 inches a locking device of such design that the cover may be readily 3/8" square opening 100 below the pipe barrell to 4 inches above the pipe as shown on the released from the ring. All movable parts shall be made of #8 sieve I 0 -5 Standard Detail herein. Bedding material shall be worked by hand under, around non - corrosive metals otherwise arranged to avoid possible binding. and. over the pipe to the depths required for the full width of the trench. At the request of the District, there shall be made available at the foundry a testing device suitable for proving the capacity of the 2_gp ASPHALTIC CONCRETE All rigid pipe shall be placed in bedding material of the type specified in of the assembly to resist an uplift pressure on the lid equal to a 20 -foot Section 2 -9 (a) or (b). The bedding shall be placed from a minimum of 4 3 -1 head. The locking frame and cover shall be Metro standard frame Asphalt concrete pavement shall conform to the technical requirements for inches below the pipe barrel to the spring line of the pipe as shown on the and cover with 3- screw -type locking lids. Class B Asphalt in the latest edition of the State of Washington Standard Standard Detail. Bedding "shall be placed in more than one lift. The first lift, Specifications for Road, Bridge and Municipal Construction. I to provide at least 4 -inch thickness under any portion of the pipe, shall be All manhole frames and covers shall be identified by the name or placed before the pipe is installed and shall be spread smoothly so that the symbol of the manufacturer. This identification shall be in a plainly 2 -11 TOP COURSE AND KEYSTONE MATERIAL pipe is uniformly supported along the barrel. Subsequent lifts of not more visible location when the frames and covers are installed. In addition I than 6 -inch thickness shall be placed as shown on the. Standard Detail and to the manufacturer's identification, the material shall be identified by For use in the restoration of excavated areas, Top Course and Keystone individually compacted to a minimum of 90 percent of maximum density. the folio "NOD" or "DUC" for nodular or ductile iron respectively. material shall be manufactured from ledge or talus rock, be free from wood, Shoring o be removed or moveable trench shields or boxes, shall be located g ' ' a The manufacturers identification and the material identification shall roots bark and other extraneous material and shall conform to the following g _ at least 2 1/2 pipe diameters away from flexible pipe if the bottom of the be adjacent to each other and shall be minimum 1/2 -inch letters, requirements: shoring, shield or box extends below the top of the pipe, unless a satisfactory recessed to be flush with. the adjacent surfaces. means of reconsolidating the bedding or side support material disturbed by U.S. Standard 7 Passing shorin removal can be demonstrated PIPE LAYING. Compaction .of backfill shall be achieved by power operated tampers, roller 3 -17 TESTING ' OF PRESSURE SEWER PIPE g In solid rock excavation, all ledge rock, boulders or stones shall be removed to provide a minimum clearance of 8 inches under the pipe. All material thus removed shall be replaced with bedding material. 3 -3 GRADE LINES vibration equipment or other mechanical means. Water settling will not be in a pre -cored opening. I Each pipe shall be laid. with bells upgrade and the invert of the pipe to the acceptable as a means of compaction. If excavated material has a California All. force mains shall be, tested at a minimum pressure of at least 50 percent alignment and grade shown on the. Plans. Concentric joints shall be closed Bearing Ratio for compacted and soaked sample of less than 7, or for any above the design operating pressure for at least 30 minus os. Leakage shall and a smooth invert: provided. Open ends of, pipes or fittings shall be other reason cannot be compacted as specified, such excavated material shall not exceed the amount given by the following formula: temporarily blocked or covered when laying is not in progress. be replaced with imported backfill material. No bacMU shall be laced ND✓1 50 -80 without immediate compaction according to these specifications. L - 1850 Adjustment to the line and grade shall be done by scraping away or filling 14 U.S. No. 40 sieve and tamping bedding material under the body of the pipe. No wedging or The District will require that the services of an independent testing laboratory Where: L = allowable leakage in gallons per hour blocking of the pipe for adjustment to line and grade may be done. or county testing laboratory be employed to perform in -place density tests to N = the number of pipe joints 40 Min. ascertain whether the specified density can be or has . been obtained. The D = the pipe diameter in inches The pipe shall be lowered into the trench by means of ropes, tripod, crane or " costs of these tests shall be borne by the Developer. P = the test pressure. in psi any other suitable means, shall not be dropped or handled roughly, and shall 59 65 be checked for cracks and defects before installation. Any cracked or Regardless of the approval of the District as to the manner of compaction or 3 -18 8 -INCH SIDE SEWER FROM MAIN TO PROI;IERTY LINE defective pipe shall not be installed. testing, the Developer shall repair any settlement of trenches and excavations 72 1 120 that may occur within two years after completion and formal acceptance of the The material and strength class of side sewer pipe shall I a the same as the Tees, wyes and standing services shall be installed as shown in the, Standard work by the District. sewer pipe to which it connects and these specifications s tall be applicable Details herein and at such locations as shown on the Plans, or as otherwise to side sewer work. The sloe of side sewers shall not eii Deed 2 -f6ot vertical directed b the District. The shall not be covered until the District has y y _ . _ __ _ __ _ 3 14 CLEANING AND FLUSHING -to 1 =foot horizontal h iizontal and grade shall not be less than 2 p Ircent. Side sewers , completed inspection and recorded their exact location. shall have minimum 48" cover. When change in slope exec ods 2 inches per foot, Prior to pipe testing, all pipes shall be cleaned as provided. in this section. standard wye bends shall be used. Ali side sewers shall l � plugged and the Variance from established line and grade shall not be greater than 1 /32nd of An inflatable ball of a size that will inflate to fit snugly into the pipe shall be plugs blocked. an inch per inch of pipe diameter, but "shall not exceed 1/2 inch or result in furnished by the Contractor and placed in the last manhole on the pipe to be a level or reverse sloping invert. cleaned. The ball may be used with a tag line or a rope may be fastened to The ends of all side sewers at the property lines shall be marked with. a the ball to locate and control its position at all times. Water shall be 2" x 4" board, the bottom of which shall be located at th, s invert" of 0 PIPE JOINTS introduced behind the ball and the ball shall pass through the pipe with only the end of the side sewer and the top of which shall be ;I {minted `green and the force of the water impelling it. All debris flushed ahead of the ball shall extended. 4 feet above the ground with the length of the I oard and labeled No joints shall be covered until examined and approved by the District. Only be removed at the first manhole where" presence of the debris is noted. In the SEWER" m 2 high white stenciled letters. The entire le li t of the board shall pipelayers experienced with the type of gasket being used in the. work shall event that cemented or wedged debris or damaged pipe shall stop the ball, the be wrapped withga heavy gauge wire which is attached to the spigot end of the be allowed .to lay pipe. On the request of the District, proof of such obstruction shall be removed, pipe. exPerience shall be Punished before laying may begin. Joint material shall be installed according to the manufacturer's 3 -15 TESTING OF NON- PRESSURE SEINER PIPE - DEFLECTION 3 -19 CONNECTION TO THE EXISTING SYSTEM recommendations. After the, gasket has been affixed, the pipe shall be TESTING FOR FLEXIBLE SEWER PIPE No connections shall be made to the existing. sewer syste:i � without the handled to avoid bumping the gasket, knocking out of position or loading it All non- pressure sewer pipe shall be air tested. The. procedures set forth in presence of the District. Written application for connecti+ a shall be made to with dirt or other fare' material. An gasket so disturbed shall be removed, Any g this section shall be employed in conducting the testing. All facilities and the District for connection, . and the connection . shall be xi ode at a time agreed replaced, cleaned and relubricated before the joint is made. The pipe shall be personnel for conducting the testing under the observation of the District shall upon with the District. properly aligned before the . joint is forced home. During insertion of the be furnished by the Developer. All equipment and personnel to conduct the tounge or spigot, the pipe shall be partially supported by hand, sling or crane test shall be subject to the approval of the District: Although air testing may Connections to existing manholes shall be made as follows If the manhole live, " as required to minimize lateral pressure on the gasket and to maintain be performed for the convenience of the Contractor before backfillin , no P g is manhole. channel shall be tightly covered, prior t I breaking into '� concentricity until the gasket is properly positioned. Pipe deflection and pipe shall be accepted until air tests have been performed after backfillin and P P g t � he manhole wall, to prevent debris from entering: the set Or line.. straightening shall be avoided once the joint is home, to prevent creep of the . pacting. Immediately after the .connection is made, the new pipe s 011 be plugged. joint. The plug shall not be removed without permission of. the ►istrict. If the Sufficient .pressure shall be applied in making the joint to assure that the joint All wyes, tees and ends of side sewer stubs shall be plugged with flexible existing manhole is not 'live," a plug shall be installed i;i the downstream or . discharge pipe of the existing manhole in addition to the above. is home, as defined in the pipe manufacturer's standard instructions for joint caps, or an alternate acceptable to the District, and securely fastened to installation. Sufficient restraint shall be applied to the line to assure the withstand the internal test pressure: Such plugs or caps shall be readily removable and their removal shall provide a socket suitable for making a Connections of new mains to existing sewer lines shall be made as follows: joints, once home, are held so by tamping .fill under and alongside the pipe or other appropriate means. At the end of the day's work, the last pipe laid flexible- jointed lateral connection or extension. No double . plugs shall be Anew manhole shall be placed over the existing line. Thy manhole shall be precast 54 -inch diameter except that the base slab shall i!e cast in place. The shall be blocked in such a manner as may be required to prevent creep during used new connection shall be plugged and blocked and the exist Jug sewer pipe downtime. Immediately following the pipe cleaning,, and manhole channeling the pipe shall not be opened without the permission of the District 1 MANHOLES installed shall be tested with low pressure air. Air shall be slowly supplied " " Connections of side sewers to an existing sewer line shall * made as follows, to the plugged pipe installation until the internal air pressure reaches 4.0 or as directed by the District Engineer.. Precast manhole base sections shall be placed on a well- compacted bedding pounds per square inch greater than the average back pressure of any ground . course of bedding material. The depth of the bedding shall not be less than water that may submerge the pipe. At least two minutes shall be allowed for temperature stabilization before future procedure. A pressure gauge with A) For ductile iron pipe, the connection. shall be made dth a stainless 4 inches thick, extending a minimum of 12 inches beyond the outside section. a maximum of 30 p.s.i. shall be used for testing. steel, or stainless steel with ductile iron flange,. tapir fig tee, Romac "SST" MJ perimeter of the base The balance of any remaining excavated area model or equal. A FL by adapter is requiv d. shall be filled with imported backfill material and well tamped to the level of the top of the bedding before the manhole is set in place. The bedding shall The pipe shall be acceptable if the time required in seconds for the pressure. B) For PVC or AC pipe, the connection shall be made w th a sewer be well tamped and made smooth and level to:; assure uniform contact support to decrease from 3.5 to 3.0 psi greater than the average back pressure is equal to or greater than the listed values for corresponding sizes of pipe shown on saddle, Bomae._ style CB or equal. . to the precast elements. the air test graph located elsewhere in Part Four. Hazards created by use of The existing sewer pipe shall be cut or drilled to give a si nooth symmetrical All lift holes and the inside, and" outside face of rubber gasketed joints air pressure for testing pipe "shall be guarded against,. and all plugs shall be securely blocked to prevent blowouts. A supply air regulator shall be opening of the proper size. Each connection shall be bed led with a 4 -inch between precast .sections shall be thoroughly wetted, pointed, .then filled with installed on the air supply to the sewer that will allow only a maximum thick concrete pad in place to the lower quadrant of the wipe barrel. 'replaced mortar, and smoothed bath inside and out. Precast sections shall be placed of 6 psig in the line to be tested and all pressure shall be relieved from the Unsuitable foundation material shall be overexcavated and with and aligned to provide vertical sides . and vertical alignment of ladder rungs. sewer line before removal of test plugs. bedding material. The completed manhole shall be rigid, true to dimension and watertight. Manholes set in paved streets or other paved areas shall be set to the finished When required b the Engineer, all sanitary sewers constructed of flexible 3 -20 q y � TRAFFIC CONTROL grade of the ayin When required, the manhole frame shall be tilted .to g paying. q pipe shall be deflection tested not less than 30 days after the trench backfill and compaction has been completed. The test shall conducted by pulling All traffic control shall be per the Manual of Uniform Trai tic Control Devices, conform to the ode of the paved surface. Manholes not set in paved areas grade P p shall be set at a finished ade slightly hi her than that of the surrounding gi' g ding ` a solid pointed mandrel with a diameter equal to 95 percent of the pipe and /or agency of jurisdiction. During construction, traffic shall not be delayed for more than 5 minutes unless previously approved by tl a District and the terrain to prevent surface water infiltration into the system. Manholes set P 3'� diameter through the completed .pipeline. Testing shall be conducted on a . ens of agency jurisdiction. " in unpaved areas shall have an asphalt gad, 2 thick and 6 in diameter manhole -to- manhole basis and shall be done after, the line has been 11 11 placed around the manhole casting. Manholes at the end of a line with no completely flushed out with water. The Contractor will be required, at his 3 -21 T.V. INSPECTION . inflow, shall have sloped floors to drain to the outflow. If there is inflow, expense, to locate and repair any sections failing to passs the 'test and to a channel shall be provided. Unless needed to clear a paved road, stub- retest the section Prior to acceptance, all pipe shall be flushed at the coma ictors expense and outs and channels intended to faciliate future hookup shall be omitted. T V. inspected by the District at contractors. expense. Cor tractor shall notify 3 -16 MANHOLE ACCEPTANCE TESTS the District 48 hours pior to the need for flushing and T.''. inspection. All Manhole channels shall be made to conform to the sewer grade and shall be manholes must bed channeled, the sewer system completed and the roadway brought together with well- rounded junctions. Channel sides shall be carried All manholes shall be subject to an acceptance test at the request of the subbase (ATB or 2 class B asphalt) installed before the T 1. inspection. vertically to the crown elevation of the various pipes. The concrete shelf Owner. Manholes shall be tested by an approved vacuum test. Sewer dye, Norlab or approved equal, shall be introduced nto the system prior shall be smoothly finished with slopes to drain. Channels shall not narrow to the T.Y. inspection, if required. The T.V. camera musrl be pulled through down to less than the .inside diameter of the pipe. Water testing of the manholes shall not be allowed. the pipe without use of a hydraulic flushing nozzle. VHS video tape of this inspection shall be submitted to the District along with a Completed certified All pipe openings, when practical, shall be cored before setting the manhole. The vacuum test shall, be performed prior to the installation of the manhole report by the Contractor. Video must start at, dowwl ream manhole and Pipe connections be made by use of a rubber boot connector, Kor -N- channeling, proceed upstream against the flow. All defects revealed 1 i the T.V. inspection Seal or equal. shall be repaired by the Contractor to the District's satisi; fiction. Any pipe or All lift holes shall be plugged and seams sealed. All pipes entering the sanitary manhole channel with a sag that creates a stand ng water depth of 2 BAC I NG manhole shall be temporarily plugged, taking care to securely brace the 1/4 -inch may be rejected by the District (No sag of 1/2- ach or greater will, be accepted.) Depending the tli 3 defects, the pipes and plugs to prevent them from being drawn into the manhole. on severity and extent of No backf' ' shall be performed until after the District has inspected the District may require that the entire pipe run be relayed. installation of the pipe and bedding and approved backfilling. The test head shall be placed at the top of the manhole in accordance to . "backfill the manufacturers recommendations.. A vacuum of 10 inches of mercury 3 -22 SIDE SEWERS The initial shall be hand placed select material spread . evenly over the shall be drawn on the manhole, the valve on the vacuum line of the test bedding. material` and compacted by hand to an elevation of f inches above head .closed, and the vacuum pump shut off. The time shall be measured A side sewer permit will be required from the District befi: re installation of the crown of the pipe for Ductile Iron pipe and 10- inches above the crown for the vacuum to drop o 9 inches of mercury. The manhole shall ass if P mT P side sewers. Commercial waste discharge from fixtures an t e ui merit that g q p Of the pipe for PVC. This shall be done in such a manner that subsequent , the time A takes the mere to drop om 10 inches of mere to 9 P may contain grease, including but not limited to, scullery ►inks, pot and pan bacfillin not disturb the pipe "in an way. Subsequent lifts of not more g P P Y y q inches of mercury meets or exceeds the values indicated in Table 1 below, sinks, dishwashers, soup kettles, and floor drains located ii t areas where than 2 -foot thickness shall be placed as . shown on the Standard Details and ease containing materials may exist, will require a eas� � interceptor prior ln' g y q in eP P individually compacted to a minimum of 90 percent maximum density. TABLE 1 to entering the sanitary sewer system. Commercial establi 0hments that may b discharge oil into the sanitary sever system will require & ail separator prior (b) Precast Manhole Components Precast manhole components shall conform to C -478 except as modified herein. Base section openings to receive pipe shall be circular, tapered inward, and held to the minimum size practical to accomodete the pipe to be inserted to effectively seal the joint. Pipe to manhole connections shall be made with a rubber boot installed S i e v e Size 5/8� square opening 1/4 square opening U.S. No. 40 sieve U.S. No. 200 sieve Sand Equivalent B W e i h t - y ---g -- 100 55 75 8 -24 10 Max, r 40 Min. g In solid rock excavation, all ledge rock, boulders or stones shall be removed to provide a minimum clearance of 8 inches under the pipe. All material thus removed shall be replaced with bedding material. 3 -3 GRADE LINES S u b s e q u e n t backfillmg s h a ft a performed by pushing material from the end of the trench along and directly over the pipe so that the material will be applied in a rolling slope, rather than by side filling. Backfilling from the sides of the trench will not be done until the District has determined that material has been carefully placed over the pipe to a sufficient depth. In areas such as existing paving, or in areas to be paved, where the District determines that minor settlement would be detrimental and the native excavated in a pre -cored opening. I _ 2 12 BASE COURSE TER of stay of their, the resulting " expense of restoration shall be borne by the The Contractor shall maintain the correct grades between manholes and shall I check all intermediate grade stakes by means of a taut grade wire between at material is not suitable for compaction as backfill, the trench shall be backfilled with imported backfill material as specified in Section 2 -7: Developer. Construction staking shall consist of grade stakes at 10 foot " 25 45 offsets. Stakes at each manhole and intermediate grade stakes shall be offset 1 -142" square opening Base course material shall conform to the following requirements: least three intermediate grade stakes. In the event that the grade stakes do not line up, the work shall be stopped until the situation is corrected. All bench 3 -1 48 1 54 1 60 1 66 1 72 Time (seconds) marks, reference points and stakes shall be preserved. In case of destruction U.S. Standard 7 Passing of stay of their, the resulting " expense of restoration shall be borne by the Sieve Size t Weight Developer. Construction staking shall consist of grade stakes at 10 foot " 25 45 offsets. Stakes at each manhole and intermediate grade stakes shall be offset 1 -142" square opening 100 10 feet and located at 50 foot stations between manholes. Laser beam 5/8 square opening 50 -80 equipment for grade and alignment control is an acceptable alternative. 1/4" square opening 30 -50 14 U.S. No. 40 sieve 3 -18 45 U.S. No. 200 sieve 7.5 Max. 16 Sand Equivalent 40 Min. 1 52 PH JMu DBH An Ennineedna Services Company 11255 Kirkland Way, Suite 300 Kirkland, W 033 . 425.327.20141 f. 425.827,5043 C6vil.1 Structural 1 Planning 1 Survey . , ; j ai [N A i r'. `/ 3 COMPACTION OF BAC ILL Compaction of backfill and backfill procedures in public rights -of -way shall, at the minimum, conform to the requirements of the governmental agency, having jurisdiction thereof. . DATE MAY 2007 SCALE . NO SCALE Depth (feet) Manhole Diameter inches 48 1 54 1 60 1 66 1 72 Time (seconds) 8 . 20 45 26 29 60 10 25 45 33 1 1 36 80 12 30 45 , 39 43 80 14 35 45 45 51 80 16 40 60 1 52 58 120 18 45 60 59 65 120 20 50 60 1 65 72 1 120 to entering the sewer system. . 3 -23 STREAMGUARD CATCH BASIN INSERTS Ali catch basins located along project shall have a stream f iard sediment catch basin insert model 9226 as manufactured by Ultra -Drain Gt lard, model 3003 as manufactured by Foss Environmental or approved equal ins ,tilled Inserts are to be cleaned and replaced by Contractor per manufacture is recommendations or by District direction. . �� it �,� s �} NOTES LU SHORT PLAT . SEWER EXTENSION M SHEET_ O . rg [Notes] I CL w 1w 1 22.4 F=F=2 29+00 ---- - IL 1� '�. V \ , ;� - - - t ,%-�- b, , , - I ' I L, , ,�?, �, - L �7� �, - I 'L , C�-�\\ - L�,�,' '�' � - , �," \1 11 1-11-1 - I " - I " /,> , E 1/4 SEC. 32, TOWNSHIP 24 N, RANGE 5 E. W.M. -0 ��r? 41 �v 1:�,��- 1`16 I I , P, C 1� � �n "i", - I �d 0, ,� �,!,� \1�1 , � 1� '. �, 4 I C) ,,�N 4 I " -� I , � \\ �'f�, 1� I , ", , 'ORZ ADAPTER FO BE ," ,,1 ,\ , I I Ix '3 0111 7 ", , � "I" , , , A 11 1 TALI 11, S'A 29+5� 5, 2415' I- -t,% * 1;1, , .,L --, , - CORE DRILL & CONNECT " y I/ i ��>� 'A / 1� `-i;- ' L,�>,:' '1*1 ,", " , " - L . .. �zll "�j ,!, ,;,�,�,,�,,-,, - I -1, ,t� ,J \� 'I, � S TO EXISTING MANHOLE � \\' �1111 . ",!� ,0' ". �, �k'l , "4" ",<' \\ "I ,� .) ,,, , -� ,,, , I - '0� 1,1�5 - 05 �1 , 11 z:5 -11, � �,� 11 11 � \ I - /,�, .. . ... , 1�1 ,i " / I / 1\4 I \,`-� -4�/, '1/ C.O. NEWCASTLE .\ I / , 10,��,, REQUIREMENTS , "I ,/ � \ 4 'b XI I - ,- -, /�' \ ` � -?19�1 � � iv, ' , 1 '6 � 11- " , -- ----�-ft---------"- I� � I , � -.,r , , , ., -1 \, %- - - � - - - S 01 I I` ., �� - .1.. '( I "I., ... ... ... . L� (� ,� .. ---_�' ----- I K O,E iwcq - - -1 1-1 4 ,,�,:, - - - - '-, -11- L- -1. 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I I Ti T ., .V. lz� �, 1.3 � 'I" � , -1 lik"JUS, PI-1;',, i � HIS SIDE NEW 11. L L . � - � I L ID i "'�, 'A f, i� \' I - - � .- " " � �-" �F . - - �. 0) " I i I I ,-A ,tl�-,f ,��, _�_ ,� L", 0 . I 1 1 I I - - i ., ��S� , 1i � 9i !,-F,791�7e, P,2yq" ----�-� . WE 1� " - V, (.1,) I 1- i,,, ��,-, ! .,� I cl; � I I I � i:1 - �� i Ill , � t , AL � � � ,,m,-� ��- .�, \,_�� , �,� f" ) �,� ,,,, , �', ��: i I 1---- W.W �� I ',, 1; ' -1 IVI f � -- a�� ... ' '%L !" - It JL � -�-, �4� 't 'i 1"12`1-� �, i 1�� 11 , . 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F I ` ':�;� � / "'(11-111 � i-li ,,, , I " N � , ) ' I - '!3 ;��4_" IC1%, I , ,q - L cl� �- ` I A; ' , ' �:�,:��;:�' , , - r .- - - --- I I , _� , _ , ,�� i-� � , , c" ' Al. [[�t�i�.F? I MH #2 (,,0/-,-/,-, -- ' ' �2.i c" " ,�', ,__" " ,5, -, PER DOH REQUIREMENTS i EW, SE 1C - ", _"., � , - L' i -, la, ,�,,,, 1�,-,P';�,u:, I -j- , .: ... B --,- --I- , 1, -, rol%� , i ....�, i 11 -F.,,"� i, - STA: 3+70 ""%, �,---...., � -- 272 � a� . ..... �-- k \ -'T-,�` � , , L - /--Ej-f'-' � -- I TO 9-1- N %:) ��- z" CORE L - - - �.-, 11 I I lk,---CZF-`-Z�� 't I .1 � ; :L I I I I / , I _ D R 1,LL.,. M H AND I - , 2- I Eil 1p� ;, . 'L. ' , L , � ' - � ' ' , I �,CD �- - -- - , '- L ,C,7A I I L L ,L, I " Sice_`, I �, I , � -VE I , 'R I � iX51 "'! 0,1L _. I , , ' , ' - - ";,, _ 'LLBOOTL. . -�, "V , ,�-J", ! W� 2�2' fk11' _--, -�: - IN STA - K -,' N-SEAL I I , DE S /ER - 4 1 " , , n',�K 1 , � : 1 INSTALL ,O _ , _� , j � - * 'i . � ��i-'�%, , 1: - L I ! i I _..C,,, � � -111A, f i i�, '. U i I , ,�L, I ( I ;, . I - AS NECESSARY �,El-pi LOCK � 1'r, � I I " k %" ?�? I � I 11 11 - I I I I -1 - I- - __ � ' - . "LLL"" - 111. - I i ,,, L- � � ��,,!,,., I L fl, �, , , ', L , �, , 11 I % C,� I L, � ; � �, ,- i I � : L o , � L � 0 11 , � 0 I - � , � " T "'L INSTALL ' SIDE SEWER I I � I . -,��11 i 2 'Lr , I I 1 , ,; �-, S-6 T UL'S I I , ,- �� I \ � - 9 - I -- - ... L ... --L'------ 1 % . - , c . � 72 7., 1 L � ' A L 0i" �? � I L 0 , -, , "I I'll 11"� , I - .1 N I � / I , ",'- ", � 'I' Lw I ... �14�1�, � 128., ,'4�3 A�- , I'Iil - I ' � -LF I I I , 11: APPROX. F. F. i ��, , N ." 1,29: 4,0' A� ,,,, / . I ,�' " � I 1�1 i ; ""�-"- ! � � . I I . 20" �v ov":A, ; -- � � EL. 272± 1 L \-N It", / I - I I i ` ,2 1 %N �,,, Y�,;�"V? I ' --�/ , I 0 1 1 -%43 ir'2 io'� ;,� t " L I - I i I I � 3423 \ � � � - � - -! 11 f---, 00 I i -1 � --,-',' \ - i L . I 21 �, _- ��" �� I , � � ,, I I APPROX. F.F. 15,11, I 11 ',U) V�� I , :�z , I - I I � i i I � �-11-1� I I X, � - ,:, . ... � . ,-, r � , ,----=i � , -1-1, EL. 265± 1 i I ,,- I ,�, 1, - I - i t,'Ll-,_i ," I , - " -,� �� ;11 111 I - S2 , - I , L.i..P- . 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ST -* , MAY ff, �. , T I( ST M C� ! i NE 33 ON I SE_..- 91S1 1 --.- - C, F%A Q. I � ----- ,�; 122�0101 � M*�,�, I ; a L 2 - ' 'r, i 92ND StTT7; 4 M I . --,, -. _ 'w �! ; � \'\,' ,--d, , ,-, *1--SFz i P, g -, 6 -4N T��o t . . ,iiq "I. -j NE 319--- .� .� / 3'" -S�-,-- � - z '� a,!, -, " Aw ----- -� -f 5, / \ CREEK SEA 4i9 ", tq 4 N 30T �'MK - , 2d 4 w 1300 6 i7\-� ------, C5 PARX \1 -- 4,,6 1 *t- ELSE 96M Co - --,, iftg' 5 C. A V-1- Vt-- *t 04 a=. LE 02005 Thomas Bros. Maps ,?I,Y 10 -;12 ST --�� E t - I- �,ig - ;, U I 0 , VICINITY MAP NTS e% i GENERAL 1 NOTES: I ii ;i i ii ! 1. CONSTRUCTION SHALL BE IN ACCORDANCE WITH COAL CREEK , 1! i� i UTILITY DISTRICT STANDARD SPECIFICATIONS. i I IL 11 ; 2. WHERE THE WATER MAIN CROSSES OVER SANITARY SEWER, THE � I MINIMUM VERTICAL SEPARATION SHALL BE 18 INCHS, OR i L BE IN ACCORDANCE WITH D.O.E. CRITERIA : DESIGN (SEE DETAILS). i ; ; ; I 3. ALL SIDE SEWER TEES SHALL BE FIELD LOCATED ; ; I 1 4. SECURE SIDE SEWER PERMITS FROM DISTRICT PRIOR TO IN : SIDE SEWERS. ; I 5. MANHOLE RING AND COVERS SHALL BE SLOPED TO MATCH THE ! GRADE OF THE STREET IN WHICH THEY ARE PLACED. i I L i i 6. STREETS SHALL BE CONSTRUCTED TO SUBGRADE PRIOR TO ! i INSTALLING THE SANITARY SEWERS. : 7. SIDE SEWERS TO BE EXTENDED 10 FEET INTO THE LOTS. ; ; I 8. ALL PIPE TO CONCRETE MH CONNECTIONS SHALL HAVE I KOR-N-SEAL BOOTS. 1 L 1 9. BASE MAP RECEIVED ON 4/3/07 FROM CRAMER NW, INC.. C a I I before you Dig.- 1-800-424-555 -) UNDERGROUND SERVICE (USA) I CONSTRUCTION SHALL FOR SEWAGE WORKS UTILITY CONFLICT- NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL CONSTRUCTION. THIS SHALL INCLUDE ' CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT PACE ENGINEERS TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. LOCATION PRIOR TO I Approved By . Coal Creek Utility District - Date 5/23L07 SEWER EXTENSION LU SHORT PLAT b -S- o � I 9 ■ � I 9 I I MM11 I JOB NUMBER � 07009-00 i i SHEET NAME SITE PLAN � � ' SHEET 1 OF 3 � -� ; MONOMM"11 I > It � -4- 0 h-h 0 -P:1 e% i GENERAL 1 NOTES: I ii ;i i ii ! 1. CONSTRUCTION SHALL BE IN ACCORDANCE WITH COAL CREEK , 1! i� i UTILITY DISTRICT STANDARD SPECIFICATIONS. i I IL 11 ; 2. WHERE THE WATER MAIN CROSSES OVER SANITARY SEWER, THE � I MINIMUM VERTICAL SEPARATION SHALL BE 18 INCHS, OR i L BE IN ACCORDANCE WITH D.O.E. CRITERIA : DESIGN (SEE DETAILS). i ; ; ; I 3. ALL SIDE SEWER TEES SHALL BE FIELD LOCATED ; ; I 1 4. SECURE SIDE SEWER PERMITS FROM DISTRICT PRIOR TO IN : SIDE SEWERS. ; I 5. MANHOLE RING AND COVERS SHALL BE SLOPED TO MATCH THE ! GRADE OF THE STREET IN WHICH THEY ARE PLACED. i I L i i 6. STREETS SHALL BE CONSTRUCTED TO SUBGRADE PRIOR TO ! i INSTALLING THE SANITARY SEWERS. : 7. SIDE SEWERS TO BE EXTENDED 10 FEET INTO THE LOTS. ; ; I 8. ALL PIPE TO CONCRETE MH CONNECTIONS SHALL HAVE I KOR-N-SEAL BOOTS. 1 L 1 9. BASE MAP RECEIVED ON 4/3/07 FROM CRAMER NW, INC.. C a I I before you Dig.- 1-800-424-555 -) UNDERGROUND SERVICE (USA) I CONSTRUCTION SHALL FOR SEWAGE WORKS UTILITY CONFLICT- NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL CONSTRUCTION. THIS SHALL INCLUDE ' CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT PACE ENGINEERS TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. LOCATION PRIOR TO I Approved By . Coal Creek Utility District - Date 5/23L07 SEWER EXTENSION LU SHORT PLAT b -S- o � I 9 ■ � I 9 I I MM11 I JOB NUMBER � 07009-00 i i SHEET NAME SITE PLAN � � ' SHEET 1 OF 3 � -� ; MONOMM"11 I > It � -4- 0 h-h 0 -P:1