Loading...
HomeMy WebLinkAbout6.2-622CONSTRUCTION NOTES. 1. THE CONTRACTOR SHALL CONTACT THE U.S.A. LOCATOR SERVICE AT 1-800-642-2444 48 HOURS PRIOR TO ANY EXCAVATION. CONTRACTOR SHALL POTHOLE UTILITIES TO VERIFY LOCATION AND DEPTH PRIOR TO TRENCHING. 2. THE CONTRACTOR MUST POSSESS A STATE OF CALIFORNIA CLASS "A" CONTRACTORS LICENSE TO PERFORM THE WORK CONTAINED WITHIN THESE PLANS AND SPECIFICATIONS. 3. HAZARDOUS WASTE EXCAVATION. IF THE CONTRACTOR ENCOUNTERS MATERIAL IN EXCAVATION WHICH HE HAS REASON TO BELIEVE MAY BE HAZARDOUS WASTE, AS DEFINED BY SECTION 25117 OF THE "HEALTH AND SAFETY CODE", HE SHALL IMMEDIATELY SO NOTIFY THE ENGINEER IN WRITING. EXCAVATION IN THE IMMEDIATE AREA OF THE SUSPECTED HAZARDOUS MATERIAL SHALL BE SUSPENDED UNTIL THE ENGINEER AUTHORIZES IT TO BE RESUMED. 4. A GEOTECHNICAL INVESTIGATION AND REPORT, FILE NO. 16-15605, HAS BEEN PREPARED BY SOILS ENGINEERING, INC. AND SIGNED BY TONY M. FRANGIE, PE 39549 AND DATED FEBRUARY 17, 2016. SAID REPORT IS HEREBY INCORPORATED INTO THE PROJECT REQUIREMENTS AND SHALL BE STRICTLY ADHERED TO. REFER TO SECTION 7-1.04 "EARTHWORK" OF THE SPECIFICATIONS ON SHEET 8. 5. A CITY STREET PERMIT IS REQUIRED FOR THIS PROJECT. THE CONTRACTOR SHALL PREPARE AND FURNISH THE CITY WITH A PROPOSED SIGNING AND TRAFFIC CONTROL PLAN, SIGNED BY A REGISTERED CIVIL ENGINEER, WHICH WILL CONFORM TO THE CONTRACTOR'S PROPOSED WORK, AND THE REQUIREMENTS OF THIS PROJECT. THE PLAN SHALL CONTAIN PROPOSED SIGNS, TEMPORARY PAVEMENT DELINEATION, TEMPORARY RAILING (TYPE K) AND ANY OTHER TRAFFIC CONTROL ITEMS AS REQUIRED. REFER TO SHEET 8 FOR SPECIFICATIONS. BENCH MARK TOP OF CONCRETE MONUMENT AT THE INTERSECTION OF WINDERMERE DRIVE AND WHITE LANE. ELEVATION = 353.41 (CITY DATUM) BASIS OF BEARING THE WEST LINE OF SECTION 7, T.30S. R.27E. ALSO BEING THE CENTERLINE OF BUENA VISTA ROAD. BEARING N00049'45"E PER TRACT MAP 5928 PH. E IN BOOK 45 OF MAPS, PAGE 193 IN THE OFFICE OF THE COUNTY RECORDER OF THE COUNTY OF KERN. CITY STANDARDS THE FOLLOWING CITY STANDARDS DRAWINGS ARE HEREBY INCORPORATED AS A PART OF THESE PLANS: ST -2 MEDIAN CURBS TYPE "M", 11M-1 ", & 11M-2" ST -11 PAVEMENT PATCHES ST -12 TRENCH BACKFILL AND COMPACTION REQUIREMENTS SW -4 MANHOLE TYPE "B" SW -6 FRAMES AND COVERS FOR MANHOLES & CLEANOUTS L-12 DETAILS FOR LANDSCAPE LIMITS WITHIN MEDIANS T-2 MISCELLANEOUS SIGN DETAIL T-34 TRAFFIC SIGNAL INTERCONNECT -CONDUIT AND PULL BOXES CITY • F = AKERSFIELD EP T E T LI FLOW SPLITTING STRUCTURE & ASSOCIATED SEWER IMPROVEMENTS Lu Z 11-7 LU LIz No. Q 7 O gg\G PppIs C� > w _ _ ►�- 1 ¢ ZO EXSHAM DR 1 I ----�,..--Q¢--U._ O,aOA 1 LS Demolish and Remove Existing Sewer Facilities 5 - _MING AVE MNG AVE --- ¢ t� z U a,_ ----=- �_ u'� - > Q Cp RM�FRR0 MNG AVE 60 Ni U Z Z > ¢ w Z Reconstruct Pavement (from splitter structure) 10 BEDFORDSHIRE DR CRABBET PARK DR --Z Q- ''' ¢ c� G� --- AINSWICK DR Q¢ Z z � o Z o =, U m _• SO U�V\PORA GAN BOURBON ROSE CT w 0.0 1 z O ¢ _ o REDBRIDGE WAY CABBAGE ROSE SAVE - J w COVENT GARDENS DR U N > = Q PORTLAND ROSE I AVE 0. j 0 o N Z d Z z ¢ U m 3ECKETT Tti0 CT - w O r ¢ O - Q w VIA VISTA _. --- m 0 LU zO. 'w Z Q MOUNTAINGATE LN CIMARRON TRAILS DRi `ej, STOCKBRIDGE � EDINBURGH CT EAHIA CT : LOCKSLEY ¢ N > DR t— U `DR OQS ¢ SG Oo " � q IRCHOVEP ST O cfi G� 55 L D B `E G1 ¢ 4N y4 d �p O� Sr �,�¢ o 2 ,Q m ti Z 0 0 _ �Q Z m LANESFIELD DR w 2O m J J } ¢ i— (�`� N�P . ce U-1 Cn 0 � 1- . I Z � ¢ � © Z j¢ O m - w m <„ ¢ O p z_ Gi � :3:-' -�- BENCHMARK C LOCATION w J ¢ I Z w Q �s� �� c`�o 0 � pN RAS CA �O sevEa oats GOLF & COUNMY cc{re Z 11-7 Unit of LIz No. Quantity 7 O gg\G PppIs Item 1 F,P��� _ Mobilization Z 1 LS Z SRP �a � RQS� 1 LS Sewage Control O,aOA 1 LS Demolish and Remove Existing Sewer Facilities 5 1 U CTG O P��sPr�ss 6 60 LF Construct 30" PS115 PVC Sewer 7 1 LS Cp RM�FRR0 RASE �o 60 LF Asphalt Concrete Trench Patch (from 30" sewer) 9 1 LS Reconstruct Pavement (from splitter structure) 10 1 LS Reconstruct Roadway Median AINSWICK DR Z � < r 0 _• SO U�V\PORA GAN BOURBON ROSE CT w O p 1 z O <t ¢ _ o REDBRIDGE WAY CABBAGE ROSE SAVE - cj:� LU k w U N > Z PORTLAND ROSE I AVE ° Q 0 w Z d Z z CLARIDGE CT CINDERELLA AVE r WHITE LN WHITE LSI w VIA VISTA _. --- m 0 RI �ONADA PL O Q MOUNTAINGATE LN CIMARRON TRAILS DRi EAHIA CT �O Q' OJ ¢ N > CAMINO MAJORCA t— U 0 d r ¢ LU: _ w ] : M�_, .,PROJECT ¢wCAMINO EL CANON OoQ'OCAMPUS PARK DR LOCAT10ls� w Q Q o w PEPPERWOOD DR V m_� Ce Z 0. z_ Z GALWAY -BAY DR PINNACLE CT o MA�� z GOLD DUST DR ¢ p DELUSION DR LU U) O o 13 -�_. CAMPUS PAR Z . __._ . � -_ - —J BARNES DR ¢ w Q a° w CT TRAILS END WAY SKILES DR � O MYERS RANCH GOSHE W DESERT VIEW PL UFITZGERALD DR 41-L1KAf Cn U > O_ ANACOSTIA WAY U I LIGHTNER WAY i ¢�Uj w w w '� GRAND VIEW SUMMIT D�: Z n LU JSE DR N U m' � DISCOVERY RIDGE AVE U-1 ASH HOLLOW WAY O ¢ BOLTHOUSIE DR U w STARLIGHT PEAK DR � QK < TRAILBLAZER DR � Z �f. w ry Lu Q > -o o Z � I _ _ Z o VISTA FUEGC DR VISTA BONITA DR � - ~ ,LU ►=y-`- -G - O w U Z O w VISTA DEL CHRISTO CR EAGLE VISTA DR z < O � ¢ Q a _ LOCATION MAP SCALE: 1 "= 1000' STATE OF CALIFORNIA LIST OF DRAWINGS SHEET 1 COVER AND TITLE SHEET SHEET 2 SITE & BYPASS PUMPING PLAN SHEET 3 SEWER PLAN & PROFILE SHEET 4 SPLITTER STRUCTURE SHEET 5 PREFABRICATED FIBERGLASS SHELL SHEET 6 MISCELLANEOUS DETAILS SHEET 7 CITY STANDARDS SHEET 8 CITY STANDARDS & SPECIFICATIONS SHEET 9 SPECIFICATIONS CONTINUED TABLE OF IMPROVEMENTS Item Estimated Unit of Meyer PCIECivil No. Quantity Measure Item 1 1 LS Mobilization 2 1 LS Traffic Control 3 1 LS Sewage Control 4 1 LS Demolish and Remove Existing Sewer Facilities 5 1 LS Construct Splitter Structure 6 60 LF Construct 30" PS115 PVC Sewer 7 1 LS Contruct 48" Manhole 8 60 LF Asphalt Concrete Trench Patch (from 30" sewer) 9 1 LS Reconstruct Pavement (from splitter structure) 10 1 LS Reconstruct Roadway Median SUBMITTED BY: %%+vPU 4 r_ No- 26104 EXP. 3-31 ;; � f, moi/ 4�[ ��1•,y: • " RICHARD MEYER, R.C.E. 28104 DATE RECORD DRAVVUNO CERTIFICATION 11 APPROVED BY: I NICOLAS FIDLER, R.C.E. 61069 EXP. 12-31-18 DATA= PUBLIC WORKS DIRECTOR APPROVAL RECOMMENDED: LU 2 LUO Ir T LU Ir ASSISTANT PUBLIC WORKS DIFECTOR I)ATE U DESIG ENGINEERING DIVISIO- DA E C" /17 TRAFFIC ENGINEERING DIVISIC N DATE — File Name: WPG160ClTS1.DWG CITY RECORDS NO.: - J Meyer PCIECivil WOODBRIDGE PACIFIC GROUP - _, [-A DFLOW a_ SPLITTING STRUCTURE & OF Engineering, Inc. ASSOCIATED SEWER IMPROVEMENTS O S. , Ste. 104, Bakersfield, 93309 CONSTRUCTION PLANS g J -8 Phone 661-836-983. FAX 661-836-9761 Ph 661-8 6-98 SI -FRETS H PF `iT _'. TF: --/5/17 EXIST. 34" STEEL PG&E GAS LINE I � I I I I I I I � � W G- -w - - - - - -- - W_-77 77. -= r • ■ ic- w W, -------------------------- EXIST. 427 SEWER G EXIST. 42" SEWER FOUND BRASS CAP IN CONCRETE MONUMENT AT SW. CORNER SEC. 7, T.30S. R.27E. & INTERSECTION OF WHITE LN. & BUENA VISTA RD. STA. 10+00.00 - --_Z/- - - - ----- -- --_�-- -------_—� II B-1 REFERENCE BORING FROM BV#2 SEWER PLANS izLj W I w mN //Zoo r-- C) —i - LL1 �. Z I Q°' co0 + 0 L J W Q W� I— w C/) Y/ w �y Jn C/) U II X W y II I rt .• F 4OV, Ilk wig plk All, ;I REQUIRED BYPA S PUMPING FLOWS lvw— TIMATED AVERAGE FLOWS- 6.1 CFS1-IMATEO PEAK, -LOWS: 13.4 CFEXIST. R%W & B/W — '° ;.-:�off.. yy­ _ - ---------- —-- -- -- ----- -- ---- --W-- ----------- ---w-- ------ -------- --W-- —t --_ F/L -------- -------- -- EXIST.GUTTER EXIST. --- -- --- --- GUTTER LIP— - - - - -- - - - 7�- _ - -- T T -T-- -------- — -- --- --------- ---- ----- -- PROVIDE TEMPORARY BYPASS EXIST. MANHOLE ``' (° PUMPING DURING CONSTRUCTION* STA. 16+66.89 U � T 11 12 EXIST. 42" SEWER 113 14 N00 4945"E 15 16 17s sl --------------1 ---------------------------� ___________ _ —�—— — -- — —- - — --- ---------------------------- CONSTRUCTSPLITTER EXIST. MEDIAN C/L BUENA VISTA ROAD STRUCTURE & 30" SEWER 1 SEE PLAN A EXIST. GUTTER LIP & EXIST. 42" SEWER 3 EXI 3T. ABANDONED 48" SEWER_ , -- - - --- -- - - - -- - - -- - s - -- -- - - s- - - s - -- -- - - - --- - -- s - EXIST GUTTER F/L —------- - - of--- — — — -- -- - - -- _�--- - --- -- -- - — --- -- - -—_____—__--_ _—____--=-� ____ i�----_-------- — — — __--- _---------------_ -- --- i EXIST. RAN & B,'W X_ EXIST. SEWER PLUG, TYP --STOCKDALE HIGH SCHOOL--- SITE & BYPASS PUMPING PLAN A 20 0 40 3:) SCALE: 1'1-40'2 - - 40 10 LEGEND ABBREVIATIONS F/L FLOWLINE EXIST. EXISTING R/W RIGHT OF WAY INV. INVERT D.I. DUCTILE IRON SCH. SCHEDULE DIP DUCTILE IRON PIPE O.D. OUTSIDE DIAMETER RCP REINFORCED CONCRETE PIPE I.D. INSIDE DIAMETER EL. ELEVATION PVC POLYVINYL CHLORIDE ELEV. ELEVATION C.L.S.M. CONTROLLED LOW STRENGTH MATERIAL - - — - - - - - - - - SECTION LINE WITH STATION LABEL :-' : EXISTING PULL BOX - - - - - - - - - - - - EXISTING RIGHT-OF-WAY OR PROPERTY LINE EXISTING SIGN FLOWLINE C� EXISTING FIRE HYDRANT LIP ;; �, D4 EXISTING WATER VALVE - --- -- -- -- -- --- - - - - - - -" EXISTING CURB &GUTTER BACK OF WALK s s EXISTING SEWER LINE WITH MANHOLE 71 IS-- - — ----- EXISTING ABANDONED SEWER LINE WITH PLUGS c c EXISTING GAS LINE W W EXISTING WATER LINE --- - - -- E ----- EXISTING PG&E ELECTRICAL LINE r TT - T- - -- - EXISTING TELEPHONE LINE WITH MANHOLE EXISTING IRRIGATION LINE ---- T -- --- T✓- --- - -- EXISTING CABLE N s s CONSTRUCT SEWER �— PROVIDE TEMPORARY BYPASS PUMPING DETAIL DESIGNATION: SECTION DESIGNATION: DETAIL LETTER SECTION LETTER A �A 2 2 SHEET WHERE DETAIL IS SHOWN SHEET WHERE SECTION IS SHOWN 7 RECORD DRQ>WINO CERTIFICATION CITY RECORDS NO.: A'! >*. a) c. �-z zLLJ Q _�. LL CL cl 1.1.1 i sr. cca- CE a� Z 1Q/ LLI C) 74i. 1 i/ ►iti ILL W c •� U' 1 h I ' 1 � 1 Tj F-- c G :-� Q m 1�t 0 0 t : ' ! ; 71 i LL � W U �' Q 1 f' h I 7' i ►1 7'.11 06 4 izLj W I w mN //Zoo r-- C) —i - LL1 �. Z I Q°' co0 + 0 L J W Q W� I— w C/) Y/ w �y Jn C/) U II X W y II I rt .• F 4OV, Ilk wig plk All, ;I REQUIRED BYPA S PUMPING FLOWS lvw— TIMATED AVERAGE FLOWS- 6.1 CFS1-IMATEO PEAK, -LOWS: 13.4 CFEXIST. R%W & B/W — '° ;.-:�off.. yy­ _ - ---------- —-- -- -- ----- -- ---- --W-- ----------- ---w-- ------ -------- --W-- —t --_ F/L -------- -------- -- EXIST.GUTTER EXIST. --- -- --- --- GUTTER LIP— - - - - -- - - - 7�- _ - -- T T -T-- -------- — -- --- --------- ---- ----- -- PROVIDE TEMPORARY BYPASS EXIST. MANHOLE ``' (° PUMPING DURING CONSTRUCTION* STA. 16+66.89 U � T 11 12 EXIST. 42" SEWER 113 14 N00 4945"E 15 16 17s sl --------------1 ---------------------------� ___________ _ —�—— — -- — —- - — --- ---------------------------- CONSTRUCTSPLITTER EXIST. MEDIAN C/L BUENA VISTA ROAD STRUCTURE & 30" SEWER 1 SEE PLAN A EXIST. GUTTER LIP & EXIST. 42" SEWER 3 EXI 3T. ABANDONED 48" SEWER_ , -- - - --- -- - - - -- - - -- - s - -- -- - - s- - - s - -- -- - - - --- - -- s - EXIST GUTTER F/L —------- - - of--- — — — -- -- - - -- _�--- - --- -- -- - — --- -- - -—_____—__--_ _—____--=-� ____ i�----_-------- — — — __--- _---------------_ -- --- i EXIST. RAN & B,'W X_ EXIST. SEWER PLUG, TYP --STOCKDALE HIGH SCHOOL--- SITE & BYPASS PUMPING PLAN A 20 0 40 3:) SCALE: 1'1-40'2 - - 40 10 LEGEND ABBREVIATIONS F/L FLOWLINE EXIST. EXISTING R/W RIGHT OF WAY INV. INVERT D.I. DUCTILE IRON SCH. SCHEDULE DIP DUCTILE IRON PIPE O.D. OUTSIDE DIAMETER RCP REINFORCED CONCRETE PIPE I.D. INSIDE DIAMETER EL. ELEVATION PVC POLYVINYL CHLORIDE ELEV. ELEVATION C.L.S.M. CONTROLLED LOW STRENGTH MATERIAL - - — - - - - - - - - SECTION LINE WITH STATION LABEL :-' : EXISTING PULL BOX - - - - - - - - - - - - EXISTING RIGHT-OF-WAY OR PROPERTY LINE EXISTING SIGN FLOWLINE C� EXISTING FIRE HYDRANT LIP ;; �, D4 EXISTING WATER VALVE - --- -- -- -- -- --- - - - - - - -" EXISTING CURB &GUTTER BACK OF WALK s s EXISTING SEWER LINE WITH MANHOLE 71 IS-- - — ----- EXISTING ABANDONED SEWER LINE WITH PLUGS c c EXISTING GAS LINE W W EXISTING WATER LINE --- - - -- E ----- EXISTING PG&E ELECTRICAL LINE r TT - T- - -- - EXISTING TELEPHONE LINE WITH MANHOLE EXISTING IRRIGATION LINE ---- T -- --- T✓- --- - -- EXISTING CABLE N s s CONSTRUCT SEWER �— PROVIDE TEMPORARY BYPASS PUMPING DETAIL DESIGNATION: SECTION DESIGNATION: DETAIL LETTER SECTION LETTER A �A 2 2 SHEET WHERE DETAIL IS SHOWN SHEET WHERE SECTION IS SHOWN 7 RECORD DRQ>WINO CERTIFICATION CITY RECORDS NO.: A'! >*. a) c. �-z i_o N N Lu U tr �> OP r X ILL �m L y Q� rn cn Lllj co c� 00 r O r^ �J sc.11 un m - rl O co cl SIL cOp �I CC 7) co ick C I•(J d I<_ j j d' `SHEET NO. OF 9 c. �-z zLLJ Q _�. LL CL cl 1.1.1 �U0z cca- CE a� Z LIQ �: LLI C) ILL W c =j U' Q Tj F-- G :-� Q m C► 0 0 LL � W U Q 06 `SHEET NO. OF 9 C/L SEWER, C/L BUENA VISTA ROAD, & SECTION LINE �I - �� NOTE: IF REMAINING UPSTREAM AND/OR I 1,/-SAWCUT EXIST. EXIST. DOWNSTREAM SAWCUT 42" R.C.P. JOINT IS LESS THAN I� 42" RCP SEWER 2' LONG, CONTRACTOR SHALL REMOVE THE PIPE I I I JOINT AND THE IMMEDIATE UPSTREAM PIPE JOINT AND RECONSTRUCT THAT PORTION OF 42" R.C.P. SEWER SO AS NO PIPE JOINT IS LESS THAN 2' LONG. STA. 10+00.00 SEWER - ° �\ r r STA. 10+80.98 BUENA VISTA RD. � �� ` i i MANHOLE ACCESS COVER, TWO LOCATIONS B _ _ _ _ �` _ SEE DETAIL(C) J \� 30" PS115 PVC \ DIVERSION SEWER PRECAST REINFORCED CONCRETE ROOF DECK & WALLS \� SEE DETAILS A B \6.A6) PREFABRICATED FIBERGLASS SHELL* SEE DETAIL A I I I POUR CONCRETE BASE I FORMED TO FIBERGLASS SHELL SEE DETAIL C SAWCUT EXIST. EXIST. 1 1 I I 4 42" RCP SEWER PLAN A SPLITTER STRUCTURE 4 SCALE: 3/8" = T-0" EXIST. PAVEMENT GRADE TOP OF MH EL. 360.6 ------ ---- ACCESS COVER 0 2 TYP J Lu LljU- i cr z 36" MANHOLE O Lu ECCENTRIC CONE Z wz rr rr Qw ui 0 18" MANHOLE RISER TOP OF ROOF DECK z N T II II I I a I I I POUR CONCRETE BASE I FORMED TO FIBERGLASS SHELL SEE DETAIL C SAWCUT EXIST. EXIST. 1 1 I I 4 42" RCP SEWER PLAN A SPLITTER STRUCTURE 4 SCALE: 3/8" = T-0" EXIST. PAVEMENT GRADE TOP OF MH EL. 360.6 ------ ---- ACCESS COVER 0 2 TYP J Lu LljU- i cr z 36" MANHOLE O Lu ECCENTRIC CONE Z wz rr rr Qw ui 0 18" MANHOLE RISER TOP OF ROOF DECK z N T / _ 7'-10" 00 EXIST. 42" RCP ----r I '\ EL. 345.58 MANHOLE ACCESS COVER SEE DETAIL C 6 POUR CONCRETE TO ENCOMPASS EXIST. 42" RCP* SEE SECTION iD1 3' VIEW OF MANHOLE CUT DOES NOT ALIGN WITH SECTION, SHOWN FOR CLARITY PRECAST REINFORCED CONCRETE ROOF DECK AND WALLS SEE DETAILS(jB 5' 6 6 ALL INTERIOR SURFACES SHALL BE PVC LINED, T -LOCK OR APPROVED EQUAL PEAK FLOW DWS PREFABRICATED FIBERGLASS SHELL* SEE DETAIL A 5 -30" PS115 PVC 10'-2" POUR CONCRETE TO ENCOMPASS EXIST. 42" RCP* SEE SECTION,/D1 T-- PRECAST REINFORCED CONCRETE ROOF DECK & WALLS PREFABRICATED FIBERGLASS SHELL* EXTERIOR LIMITS OF CONCRETE BASE POUR CONCRETE TO ENCOMPASS 30" PVC PIPE* SEE SECTION /IHF� REMOVE 14.25 LF ± OF EXIST. 42" RCP SEWER EL. 245.58 PREFABRICATED SAWCUT EXIST. EXIST. FIBERGLASS SHELL* SAWCUT EXIST. EXIST. 42" RCP SEWER SEE DETAIL A 42" RCP SEWER 5 ------ —--------- -------------------- I ; EL. 344.66 -T - 7 / FLOW -\/\-- INV. EXIST. i i INV. EXIST. � 42" RCP _ INV. EL. 342.08 42" RCP - 77 L #5 TRUNCATED HOOP, TYP. 9" MIN i 9" MIN 12" OF ASTM CL1, 3" CRUSHED -- - -- --- -- --- --------- ----- -- CONCRETE BASE FORMED ROCK BASE GRADED LEVEL. - -- - ---- --- ---- -- --------- TO FIBERGLASS SHELL* #5 @ 12" E.W. 6" OF NATIVE SOIL SECTION G COMPACTED TO 95%, TYP. CONCRETE BASE ALONG CENTERLINE 4 SCALE: 3/8" = V-0" PRECAST REINFORCED CONCRETE WALLS SEE DETAIL f-B� PLAN VIEW _ 16'-7" - - - - DETAIL rcSECTION CONCRETE BASE 4 CONCRETE BASE & 30" PVC PIPE INTERFACE SCALE: 3,8"= 1'-0" *f�l(1T� (`(lNl('RI=T� RACC r-nNICTol 1(--rinni Al --nnninTiXirn. SCALE: 3/8"= 1'-0" 1. PREFABRICATED H2S RESISTANT FIBERGLASS SHELL WITH FILL PORTS. SET FIBERGLASS SHELL TO GRADE AND POUR CONCRETE BASE UNDER SHELL AS MANUFACTURED BY CED, COMPOSITE ENGINEERING & DESIGN, INC. OR APPROVED EQUAL 2. PREFABRICATED CONCRETE BASE IN PARTS WITH VERTICAL JOINTS AND ALLOWABLE GROUT SPACE. SET PRECAST CONCRETE BASE IN PLACE ON 6" OF COMPACTED CLASS 2 AGGREGATE BASE. GROUT CONTRACTOR SHALL VERIFY ALL JOINTS WITH HIGH STRENGTH GROUT. LINE ENTIRE ELEVATIONS SHOWN ON THE PLANS. STRUCTURE INVERT WITH H2S RESISTANT EPDXY LINING. IMMEDIATELY NOTIFY ENGINEER OF ANY CONFLICTS OR DISCREPANCIES. 3D SOLID MODEL AVAILABLE FROM ENGINEER FOR FABRICATION OF SHELL OR CONCRETE BASE. FOR GEOMETRY, SEE DETAIL A 5 PRECAST REINFORCED FILL VOID BETWEEN PIPE AND PRECAST CONCRETE WALLS WALL_ WITH NON -SHRINK GROUT. COAT SEE DETAIL B WITH EPDXY PRECAST REINFORCED 6 CONCRETE WALLS SEE DETAIL B 6 EL. 345.49 DIVERSION SEWER EXIST. 42" RCP TOP OF F/N/SHED EL. 345.9 CONCRETE POUR CONCRETE TO / L44. \ ENCOMPASS EXIST. � 42" RCP AS SHOWN* Lo #5 @ 12" E.W., - - - - - �0 �, TYP. #5 SADDLES @ 12" FLOW '\__ INV. EL. 342.08 ' INV. EL. J42.41 INV. EL. 342.08 CONCRETE BASE FORMED TO FIBERGLASS SHELL* r 1'-2" TYP. ! i 12" OF ASTM CL1, 2" CRUSHED --- --- ---- ROCK BASE GRADED LEVEL.-____�, #5 @ 12 E.W. SCARIFY 6" OF NATIVE SOIL AND BACKFILL & COMPACT TO 95%, TYP. SECTION B SPLITTER STRUCTURE 4 SCALE: 3/8" = V-0" #5 TRUNCATED HOOP, TYP. EACH END #5 @ 12" E.W. _ i_ \ -\ TOP OF FIBERGLASS - - - FL. 345.58 / \� 17, #5 DIAGONALS @ 05 SADDLES @ 12" L 12' IN VERTICAL ° T PLANE \ I /@ 12" E.W., INV. EL. 342.08 --- - - —� #5 C) 12" E.W. 10'-2" TYP. SECTION CONCRETE BASE & 42" RCP INTERFACE SCALE: 3/8" = V-0" #5 @ 12" E.W. 42" #5 @ 12" E.W. SECTION POUR CONC=ETE TO ENCOMPASS 30" PVC PIPE AS SHOVVN* ' Y d us , r 0 co N W ;U T N y / S it U rn o C:) ci crn rn o Uco w -m ro m W 0 0 UcoU) co }; •cf)_ rn U C� Ifluoc) O r � �� c O C) � BUTYL RUBBER JOINT SEALANT, KENT SEAL NO. 2 N40 2 TYP ci a a i o � �i Z o �\ CONCRETE oj /� TOP OF FIBERGLASS SHELL z / I I a W Lu 1 „ E, -' C Q W E; �a If E D � PRECAST REINFORCED -� C CONCRETE WALLS - - - - - - E 0 Flo SEE SEE DETAIL U W Lij =` a) a- U ��- PREFABRICATED #5 @ 12" E.W./ 0 Y' mm o FIBERGLASS SHELL* 18 _ - // L.t_ -o SEE DETAIL A o 5 r z _ -,--POUR CONCRETE FORMED—.. 4'-1" °r o. z /#5 DIAGONALS a < J 12" IN VERTICAL PLANE @ 12" IN VERTICAL PLANE ^ l.' 0 #3 @ 12" E.W., #5 SADDLES @ 12" - - -- #5 @ 1?' E.W., Q O / TVP. INV. EL. 34208 / TYP. Y I Q C% 0 U - — W �: 4m 0 " d U _0 W o z I BUTYL RUBBER JOINT SEALANT, KENT SEAL NO. 2 N40 2 TYP ci a a <� c 00 n C/) 3 3 ,' o TOP OF FINISHED U) �\ CONCRETE /� TOP OF FIBERGLASS SHELL z / I I a W Lu 1 „ TYP. -' C � W > If D PRECAST REINFORCED -� C CONCRETE WALLS - - - - - - --- SEE SEE DETAIL Lij a- ��- PREFABRICATED #5 @ 12" E.W./ 0 mm FIBERGLASS SHELL* 18 _ - // L.t_ SEE DETAIL A 0 5 I a- _ -,--POUR CONCRETE FORMED—.. 4'-1" TO FIBERGLASS SHELL* #5 DIAGONALS @ /#5 DIAGONALS a < J 12" IN VERTICAL PLANE @ 12" IN VERTICAL PLANE ^ l.' 0 #3 @ 12" E.W., #5 SADDLES @ 12" - - -- #5 @ 1?' E.W., _j O rrnn v! / TVP. INV. EL. 34208 / TYP. CONCRETE BASE AT UNCONSTRICTED FLOW SCALE: 3/8" = T-0" / U) I � Q 06 � ------ --- - --- ----- --�� #5 @ 12" E.W. SHEET NO. i � SECTION F I CONCRETE BASE AT CONSTRICTED FLOW4 ioOf SCALE: 3/8" = V-0' - `-' 29 30 (" I ')_ — ';� x T-10" 2'-6" r 5-4" 42" PLAN VIEW DETAIL PREFAB. FIBERGLASS SHELL SCALE: 3/4" = V-0" 6" FILLET BETWEEN VERTICAL AND HORIZONTAL SURFACE, TYP. = f TOP OF OGEE CREST EL. 344.66 VARIES 18" TO 42" SEE PLAN VIEW I I I 1 1 RADIUS VARIES 21" I TO 9", SEE PLAN VIEW 1 I 1 1 I 1 INV. EL. J42.08 _ I _ �-J.0000 TYPICAL SECTION SHAPE OGEE CREST, Ho=8" SEE DETAIL D 5 TOP OF F/SERGLASS ----------------------- SHELL EL. 345.58 PREFAB. FIBERGLASS SHELL SCALE: 3/4" = V-0" FLOW �/�-- EL. RTICAL (FACE, TYP. N 60 CO -PROVIDE 6"x3" ANCHORS TO BE EMBEDDED IN CONCRETE BASE AT 18"x18" GRID 3D VIEW - UPSTREAM END CONTRACTOR SHALL VERIFY ALL ELEVATIONS SHOWN ON THE PLANS. IMMEDIATELY NOTIFY ENGINEER OF ANY CONFLICTS OR DISCREPANCIES. 14'-3" 1 0 L A nc f-%,—rr — — I __ ___ ..--. .. __ _ I 3D VIEW - DOWNSTREAM END DESIGN WATER SURFACE (DWS)0.147 ---2.758 Hp--'------_-'~ ac -- _ Ho--, I `>,(f) Ldd(( I 1 I I I 1 1 RADIUS VARIES 21" I TO 9", SEE PLAN VIEW 1 I 1 1 I 1 INV. EL. J42.08 _ I _ �-J.0000 TYPICAL SECTION SHAPE OGEE CREST, Ho=8" SEE DETAIL D 5 TOP OF F/SERGLASS ----------------------- SHELL EL. 345.58 PREFAB. FIBERGLASS SHELL SCALE: 3/4" = V-0" FLOW �/�-- EL. RTICAL (FACE, TYP. N 60 CO -PROVIDE 6"x3" ANCHORS TO BE EMBEDDED IN CONCRETE BASE AT 18"x18" GRID 3D VIEW - UPSTREAM END CONTRACTOR SHALL VERIFY ALL ELEVATIONS SHOWN ON THE PLANS. IMMEDIATELY NOTIFY ENGINEER OF ANY CONFLICTS OR DISCREPANCIES. 14'-3" 1 0 L A nc f-%,—rr — — I __ ___ ..--. .. __ _ I 3D VIEW - DOWNSTREAM END DESIGN WATER SURFACE (DWS)0.147 ---2.758 Hp--'------_-'~ ac -- _ Ho--, I `>,(f) Ldd(( — --1.=--_— 0.284 H6-',, ------- 1.840H6--------� 00 ' �L.� 00 = _ _ `; � '{ --1.230 .7LU I o x ti ~ -`� a . o ,, o 1" I I I 583H +__0.217H4_ 0,029H0 YN \ N yII 1II' ; i ,-LIO.187 HC, � cz pp 7t---- 2 i -�-,T_----------� � , 0 o r M Lo Z I-�c __ = ro RI = 0.235 H� jz _0.530 H 1 6 T-------Q-_z a / O I 2 Co m 10 I CD 0.082 H6----' M----1 I U) I i , -----�= t0 4R =1.410 H i� I 'n I a R3=0.825 H-' ,1i / f ° �� i In 7 LLJ LL I I ; N --- � ' 0.154 H---�a� x j / 1 -ice --ftg=2-800 Ho i' 1 10 _ M 1_ C► J 0 [r���nn M W VJ I- aY------ ---- 1 < m OO ���` _,- fib = 6.500 H 0 1 U If -j LL I I I LLW I — _ _Y 1 -- -------- -3.668 H--- --- o -RT =12.000 H0 1 K-----------8.329 Ho---- -------- Ho=8" Figure 9-22.—Ogee crest shape defined by compound curves. 288-D-2408. DETAIL D OGEE CREST 5 SCALE: 3/8" = V-0" SECTION C PREFAB. FIBERGLASS SHELL 5 RECORD DRAWING CERTIFICATION SCALE: 3/4" = V-0" !'Ap -- I CITY RECORDS NO.: ��..fk i '� • Co 0 ac n1 Ci `>,(f) Ldd(( 0 Lv f, o) 00 ' �L.� 00 .7LU I 2 o X \ N LL W U � cz IT CD > 0CC 0 o r Co a- _U !Y L.0 Co 0 Co Cnrn C/) 0 0 o) U 00 .7LU I 2 o X \ r_n VJ LL � cz CD > 0CC fC/n vJ < o r cc a- V 2 Co U) CO LJJ 7 LLJ LL 0 r l^ 1_ C► J 0 [r���nn 4- - m 6 z _� o U i o Q \ �m�C)C L0 Q o C7 1 CL 0 = Z 0 Q IE [] SF-EET NC. a -) OF 9 C/) J W .7LU 0 �� \ r_n VJ O LU D > 0CC fC/n vJ < J cc a- 2 cc U) LJJ 7 LLJ LL LU C► J W [r���nn W VJ I- o < U OO U If -j LL Co <C LLW 06 OC SF-EET NC. a -) OF 9 I.4 ZI #5 @ 12" EACH WAY, TOP FACE B 6 INTERIOR FACE OF PRECAST WALL TOP FACE - BOTTOM FACE #6 @ 6" EACH WAY, BOTTOM FACE —7 I� #5 @ 12" EACH WAY, TOP FACE #6 @ 6" EACH WAY, BOTTOM FACE PRECAST ROOF DECK ,s. 6'-2" 3-4" CUT EXIST. 30" PVC SEWER AND REMOVE co i PORTION AS SHOWN m 0 co EXIST. 30" PVC SEWER TO j I REMAIN, PROTECT IN PLACE Wit' M � co I r T r------------- I I I I I I I I I I I I I I I I Cc - -- ----� I I I I I I I I I I I I I I I FLOW 00, I-----� r r � a D co m I I I' I I - - I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I #6 HOOP, TOP & J BOTTOM FACE, TYP. DETAIL - SPLITTER STRUCTURE PROVIDE KEYWAY WITH BUTYL RUBBER JOINT SEALANT, KENT SEAL NO. 2, TYP. #5 HORIZ. @ 9" EACH FACE #5 VERT. @ 12" EACH FACE PRECAST — WALL, TYP. 82. PRECAST REINFORCED CONCRETE ROOF DECK SCALE: 3/8" = V-0" #6 HOOP, TOP & BOTTOM FACE, TYP. 5 r CUT EXIST. 30" PVC SEWER AND REMOVE co i PORTION AS SHOWN m 0 co EXIST. 30" PVC SEWER TO j I REMAIN, PROTECT IN PLACE W co J Cc FLOW 00, I-----� r r � a D co m I I ii CD 0 II I 7 CONNECT TO EXIST. 30" — - J PVC SEWER WITH BELL END STA. 10+58.28 I CONSTRUCT 30" TOP MH ELEV. 360.5 i R2'-52" / / / / I / f I f f I I I I I I I I I I � I � PLAN VIEW S SQUARE 36" CLEAR 36"x22" TWO CONCENTRIC COVERS MANHOLE, ALHAMBRA A-1325 MANHOLE RISER SEE SECTION C 6 PROVIDE GROOVE FOR MANHOLE RISER, TYP. . N ��r T ALL INTERIOR SURFACES SHALL BE PVC LINED, T -LOCK OR APPROVED EQUAL 2'-6" 5'-4" 12" T-10" 12" TYR 9'-10" TYR SECTION - SPLITTER STRUCTURE PRECAST REINFORCED CONCRETE ROOF DECK & WALLS SCALE: 3/8" = V-0" I S SQUARE MANHOLE RISER BELOW CONCRETE COLLAR 36"x22" TWO CONCENTRIC COVERS MANHOLE, ALHAMBRA A-1325. COVER SHALL BE MARKED IN CONSTRUCT 30" PS115 PVC ACCORDANCE WITH CITY STANDARDS DIVERSION SEWER FROM SEE DETAIL sw-s SPLITTER STRUCTURE 7 SECTION VIEW n[7-rA it C`n1 ITTCn c+Tnl in --i inr- MANHOLE ACCESS COVER SCALE: 3/4" = V-0" ONCRETE COLLAR KIST. PAVEMENT GRADE ----------------- 36" MANHOLE GRADE RINGS AS REQUIRED MANHOLE ECCENTRIC CONE SEE SECTIO�L(a) 4 STUB & PLUG EXIST. 30" PVC — SEWER AND FILL WITH C.L.S.M. REMOVE PORTION OF EXIST. 30" PVC SEWER AS SHOWN REMOVE EXIST. MANHOLE AND CONSTRUCT NEW MANHOLE TYPE "B" SEE DETAIL s II I EXIST. 48" ABANDONED PVC SEWER FILLED WITH CONCRETE TO REMAIN II I II II II LIMITS OF EXIST. CONCRETE FILL — — — — — ----------------- II I II I REMOVE PORTION OF EXIST II i ABANDONED 48" PVC SEWER AS SHOWN I I � PLAN VIEW DETAIL D MANHOLE NO. 1 6 SCALE: 3/8" = V-0" 1 6 - C� STRUCTURE BACKFILL SECTION - SPLITTER STRUCTURE rff-\� EARTHWORK PAYLINES SCALE TE' = 1'-(Y OR SAFE TRENCH 3 CONTRACTOR'S -D -BENCHING PLAN RECORD DRAWING CERTIFICATIc=)N CITY RECORDS NO.: V` 0 00 N Lu 0 m` t � 0 U CUT EXIST. 30" PVC SEWER AND REMOVE co i PORTION AS SHOWN m 0 co EXIST. 30" PVC SEWER TO j I REMAIN, PROTECT IN PLACE W co J Cc FLOW 00, I-----� W U � a D co m I I ii CD 0 II I 7 CONNECT TO EXIST. 30" — - J PVC SEWER WITH BELL END STA. 10+58.28 I CONSTRUCT 30" TOP MH ELEV. 360.5 i PS115 PVC SEWER INV. ELEV. 342.02 I co �-- IL J ------------- LIMITS OF REMOVAL OF EXIST. SEWER FACILITIES - REMOVE EXIST. 30" - I oC/) PLAN VIEW DETAIL D MANHOLE NO. 1 6 SCALE: 3/8" = V-0" 1 6 - C� STRUCTURE BACKFILL SECTION - SPLITTER STRUCTURE rff-\� EARTHWORK PAYLINES SCALE TE' = 1'-(Y OR SAFE TRENCH 3 CONTRACTOR'S -D -BENCHING PLAN RECORD DRAWING CERTIFICATIc=)N CITY RECORDS NO.: V` 0 00 N Lu 0 m` t � 0 U co 0 co m 0 co U ao a D W co J Cc C7 00, 0 W U � a D co m owLu W CD 0 Lu Uco �wz L co il�u,� c� , co co oC/) co i� cl� C:> c o T ^� LL ro 0 0 z - o 2 m;L ca cCD OQ `° c= < C3 a � 8 o :SHEET NO. 0;" OF 9 z a D W � J Cc C7 U 0 W U � a D owLu Lu �wz LUw oC/) o°�ocUn Q06 :SHEET NO. 0;" OF 9 05' Rod Typkd TYPE "M" MEDIAN CURB N0 TES. - 1. All work shah conform to the applicable sections of the 'Standard Spen*abong State of Caiffornia Devarhnent of T goartation' aWoved current eatirion, and the fallowing gernerd notes: 2 Subgrode pr*aratian shalt be constructed true to grade and cross section with canpachan of 909 to a depth of 0.5' below subgrade. 3 Concrete shat be Class 3 and shill be within 2.5' to 55' slwnp. 4. amber forms shall be surfaced on the side placed next to the concrete and &W be less than 1.5' rhkk after being surfaced. 5. Tap and Face shd/ be troweled smooth, then given a fad fine brush &M. 6. Where existing curbs are to be replaced, new construction shah match exinting construction unless otherwise ggproved by the City Ernglineer. 7. Concrete sahafl contain no asddntims unless prior approwl is obtMed from the City Engneer. 8 Concrete shat be cured wad► a white pigmented curing co npound camplying to section 910-7.016 of fine state Standard -1 wifications 9. EA*tkg sections of curb shop be sawcut at the lints of the ariea to be reconstructed 10 Type 11-1' and V-2' Median Curb only allowed as directed by the City Engineer. 11. Median curb to be instructed with forms or be controlled horizanta9y and vertioly with sftybe. 12. When constructing new median curt, the existing pavement shill' be sawcut a mininum of 20' from the face of the curb or as akrected by the City £ngrw, 14 Long. Rebor /4 Rebar, 80' ang, spaced at 4.0' intervals; LJ set in 1.1 P.C. and Sand Motor. TYPE "M-1 " MEDIAN CURB (Fp01lED) TYPE "M-2" MEDIAN CURB (Fm£D) JOINTS. - (a) Famed Curbs' £xponsion pits shay be constructed every 30' with weakened plane points at 15: (b) Extruded Cwbs: Weakened plane pints shall be instructed at 15' rnterv* (c) Two 14 16tudnd rebors shat! be placed between the cab and the none sectkn. Bars shall have a 2 0' mminum w1kal dearance and shall be embedded 2.0' into the curb and nose section. r---------------_-----� 1 9.0' Asa',}odtk Para! M. SHA 5.0' 4.0' Gander �:.::r - i for frame and N.T.S- ;:� •�.:.;: -•--'t , • •, \\ Cover detdS Asphalt Concrete . ...:,, •, .i. s• i i 1.0' up to 2.0' a NOTES. am H Aygregafe Bose Q�C t AH Inxkmansih4D and materids shalt/ conform °• e 0 0 0 0 0 a O both sides Specffiaatkn4 State of Nih7* Lierhartment and outgoing sewers shah .c .::. '• + e G removed and the broken edges g I ' ;; t* � I J. 0epth of select materia; if required, shad be ASPHALT CONCREi E SURFACE determr,ed in the field by the erngiheei: °c _ shill be plastered smooth with e a _ T i I cement mortar. I - Existing road s +yam• j :.-•�•..- / 1 mixed surfacing I • *: ,• 5. Mihinum patch width slho# be 20' at its r y. Y•• / ; smallest dmeasnan, unless otherwise al/owed by U .4.0 L•, Select Material (if required) 0 0 0 0 0" 6. Reference standards ST -13 and ST -14 for UD ----------- T -.J corrnpact`kn requrernents 4.0' Dia ULffik ) I allowed .by the dty engineer. (ran,) I A local streets mk7kw 0.4' osph.olt concrete Backs/ over Q5 Class u aggregate base B Arterid and collector streets minimum a7' PATCH IN ROAD MIXED SURFACE asphalt concrete over 1.0' pass H aggregate base RLENAW- ST -1 J.4 A TYPE "M" MEDIAN CURB N0 TES. - 1. All work shah conform to the applicable sections of the 'Standard Spen*abong State of Caiffornia Devarhnent of T goartation' aWoved current eatirion, and the fallowing gernerd notes: 2 Subgrode pr*aratian shalt be constructed true to grade and cross section with canpachan of 909 to a depth of 0.5' below subgrade. 3 Concrete shat be Class 3 and shill be within 2.5' to 55' slwnp. 4. amber forms shall be surfaced on the side placed next to the concrete and &W be less than 1.5' rhkk after being surfaced. 5. Tap and Face shd/ be troweled smooth, then given a fad fine brush &M. 6. Where existing curbs are to be replaced, new construction shah match exinting construction unless otherwise ggproved by the City Ernglineer. 7. Concrete sahafl contain no asddntims unless prior approwl is obtMed from the City Engneer. 8 Concrete shat be cured wad► a white pigmented curing co npound camplying to section 910-7.016 of fine state Standard -1 wifications 9. EA*tkg sections of curb shop be sawcut at the lints of the ariea to be reconstructed 10 Type 11-1' and V-2' Median Curb only allowed as directed by the City Engineer. 11. Median curb to be instructed with forms or be controlled horizanta9y and vertioly with sftybe. 12. When constructing new median curt, the existing pavement shill' be sawcut a mininum of 20' from the face of the curb or as akrected by the City £ngrw, 14 Long. Rebor /4 Rebar, 80' ang, spaced at 4.0' intervals; LJ set in 1.1 P.C. and Sand Motor. TYPE "M-1 " MEDIAN CURB (Fp01lED) TYPE "M-2" MEDIAN CURB (Fm£D) JOINTS. - (a) Famed Curbs' £xponsion pits shay be constructed every 30' with weakened plane points at 15: (b) Extruded Cwbs: Weakened plane pints shall be instructed at 15' rnterv* (c) Two 14 16tudnd rebors shat! be placed between the cab and the none sectkn. Bars shall have a 2 0' mminum w1kal dearance and shall be embedded 2.0' into the curb and nose section. r---------------_-----� 1 See standard Asa',}odtk Para! M. SHA Jawing SW -6 Gander �:.::r - i for frame and N.T.S- ;:� •�.:.;: -•--'t , • •, \\ Cover detdS Asphalt Concrete . ...:,, •, .i. s• i i 1.0' up to 2.0' O O O � NOTES. am H Aygregafe Bose Q�C t AH Inxkmansih4D and materids shalt/ conform 2.0' or more 0 0 0 0 0 The upper portions of iicornl7 both sides both sides Specffiaatkn4 State of Nih7* Lierhartment and outgoing sewers shah .c .::. '• + <uLLz 2 Sowcuts shat be made paalel or at right removed and the broken edges g I ' ;; t* � I J. 0epth of select materia; if required, shad be ASPHALT CONCREi E SURFACE determr,ed in the field by the erngiheei: t.:. •. - _ shill be plastered smooth with 0.4' Ashpdt I- :' ': •: �.: ' ' r' ' T i I cement mortar. I - Existing road s +yam• j :.-•�•..- / 1 mixed surfacing I • *: ,• 5. Mihinum patch width slho# be 20' at its r y. Y•• / C smallest dmeasnan, unless otherwise al/owed by U O O 0 OS the city a nee' Select Material (if required) 0 0 0 0 0" 6. Reference standards ST -13 and ST -14 for UD ----------- T -.J corrnpact`kn requrernents 4.0' Dia ULffik ) I allowed .by the dty engineer. (ran,) I A local streets mk7kw 0.4' osph.olt concrete Backs/ over Q5 Class u aggregate base B Arterid and collector streets minimum a7' FN.ENAME how TOP 14EW Note: ACC. slab not to be 1 poured untl paving is in place. i I TT I I SECTION 0 N 2.• 1 Morto; Dr Pocked 567' MANHOLE SECTION NO TES' 1. AN work shall conform to the app/kabfe sections of the specifications entitled 'Standard *wdflcotk ns; State of CdifaniQ Department of Translnatotion' approved current edition. 2. Mortar shah consist of one part Portland Cement and two parts of dean, K4 graded sand Pyne Diameter 3. Joints shall be filled with motor and neatly deaned y� or *aped on inside of pane 4. Pre cast rekil reed manhole sections shall be constructed in accordance with the provsibns of ASTM C-478, current edition. 5 £ccentrk side should be installed in the upstream directian of the mai► line Wwnever possible or as directed by the City Enga'neer. 6. Al! transitions between pyre inverts sandl be a smooth warped surface: 7. AN sewer manholes; far sewer Imes larger than 18' in dxhmeter, shall be lined with 'T --Lock' or approved equal RU NAW- SW-4REV1 pass 2 Portland Cement Concrete Color and finish to match Sawcut odpcent pavewnent. Existing ° `• I .A. ° -,a 4 • a . ° : -f - Portland Cement q ore a Concrete o •. Jo, is a 10. Select Material (if required) Backhl! PATCH IN CONCRETE SURFACE Ashpdtic Paint Binder Sawcut Asa',}odtk Para! M. SHA IN GREATEST Gander SCM DIMENSION Existing Ashpdt N.T.S- IPPROVM SHM NM Concrete Pavement Asphalt Concrete 0 0 0 0 0 12" O O O 0 O T)pkaf each ,ride 1.0' up to 2.0' O O O � NOTES. am H Aygregafe Bose Q�C t AH Inxkmansih4D and materids shalt/ conform 2.0' or more 0 0 0 0 0 to the requirements set forth in the 'Standard both sides both sides Specffiaatkn4 State of Nih7* Lierhartment LL. Of Transportation' approved curren f edition. <uLLz 2 Sowcuts shat be made paalel or at right Ba ffl angles to the cerrta*e of the strmt. PA TCH IN J. 0epth of select materia; if required, shad be ASPHALT CONCREi E SURFACE determr,ed in the field by the erngiheei: LLI 4. Patches less than 2.0' from existing patches, 0.4' Ashpdt I- edges of po t or gutter sbal he extended Concrete Surfacing Aspindtk Paint Binder fndude the intermediate isdatea stn of Existing road Cr W mixed surfacing o 5. Mihinum patch width slho# be 20' at its Q U C smallest dmeasnan, unless otherwise al/owed by U O O 0 OS the city a nee' Select Material (if required) 0 0 0 0 0" 6. Reference standards ST -13 and ST -14 for UD corrnpact`kn requrernents Q 7. For patch in asphalt concrete unless otherwise ULffik ) I allowed .by the dty engineer. I A local streets mk7kw 0.4' osph.olt concrete Backs/ over Q5 Class u aggregate base B Arterid and collector streets minimum a7' PATCH IN ROAD MIXED SURFACE asphalt concrete over 1.0' pass H aggregate base RLENAW- ST -1 26.25' 25.25' In, 1.5' N 1.375' T 2.0' Clear Gpenkg 32.5' 1.5' self draaing blind pick hole L Notch aid to End pick fide `See note 11. 1.0' pattern letters; 0.125' high 1. AH frames and covers shall be tested for accuracy of fit and shall be marked in sets prier to delivery. 2. Tae seats of frames and beoriog faces of the covers shall be machined for a smooth non -rocking fit between the two castings 3 Castings shall be thormoly denied and *ped twice in a quick -drying, Bet -black asphaltic compound to provide a protective coating. 4. All frames and covers stroll be gray cast iron, free from warps, croak~ hales, swells and cod -shot, and Ad have a wakmarhlke finish. Highway boding should be HS 20-44. 5 Casting she conform to the provisions of the specifications for gray -iron castings send designation ASTaC A-48 (latest nemkn), pass No. 30B. 6. The name of the monufactuning company shot be on the underside of the cover. 7. Manhole frame she/ weigh not less thin 120 lbs nor more Man 250 bs. The coven sbafl weigh not fess Man 120 lbs nor more Man 200 abs. „� 31 8. Manhole troves sihol have a self okaruhg blind pick hole unless othwom approved by the pty Engineer. - SECTION A -A to, 10.5- 075. 0.625' .- See Detail 'A' 30' r' 10' 1� Clea Gpa* D.5' - 17' O ,SECTION B -B to' pattern letters; 0. 12,1 ' high 2.0' pattern letters; a i.. ?5' high A 1.0' pattern letters; 0.125' MANHOLE h"Q`'• Locatia� for country of orr,!in NOTES: 1r0= note n. 1.0' Dia center hde pattern 0125' NO CLEANOUT 101 Taper Frone Moo *ed SurJoces DETAIL "A" 9. Tae 20' patters letters on the manhole anvesrs shall have one of the fdbwirg designations' ORAN or SEWER l0 Assembly shall be designed for highway looding of HS 20-44. 11. 20' x 1.0' diamond mat 0.125' deep. RU NAMU Syy-6REV STANDARD IMM" FRAMES AND �aW COVERS FOR SCAU MANHOLES & CLEANI�UTS N.T.S. CRL( OF BAKE EFEL2) �T N0. CALFOFM SW -6 CITY MWER PUBLIC WWS DEPARTMENT Pavement Bockfi+l compacted to 95X relative; � compaction in roadway areas from 3.0' beyond back of curb, exduding dl but the outer 1.0' of the median areas, and ii alleys within the existing, accepted roadway iWomments. Backfill compacted to 90X relative compaction in all other areas Backill in pipe zone compacted to 9OX relative compaction. Backfill material within the pave zone to conform to notes 1, 2 and 3 ** For public utilities , construction requirements as per the Public Utilities Commission General Orders NO TES' 6.0' Bedding Material for flexinle Pnpe as per ASTM D 2321 t BackTll for Rigid Pipe Backld'1 materid within the pee zone send/ be free of deleterious material and shall hove a Sand Equivalent of not less than 20 and shall conform to the following grading. - Slew Size Percentage pmhg 3/4' 1010 No. 4 35-100 No. 30 20-100 Air backfdi materiol shdi be placed in not to exceed one foot (1.0' loose) /6yaarss sinultaneoudy on each side of the pyre in such a manner as not to damage or disturb the pipe on its alignment and grade Each layer she/ be thoroughly comp- acted by meehankaf tamping. Backfin material shdl be properly compacted to sprrngine prior to proceeding. 2 800t1w for flexible pipe. Pyne and fittings shall be installed in accordance with the current ARM specification D-2321. Only Class / and 11 embedment materlds within the pane zone wall be considered suitable. Within the pipe zone; water Hooding and Betting olroll not be used for backlit compaction for flexible pyre. The beddng and hounching d dl be hand placed to the Spring line of the pyne and property compacted. For sewer mains; pass l bedding is required for bedding and hounching. Core she/ be taken not to dislocate the pyre. The remaining boddr7l in the pyre zone she/ be hand placed and compacted in lifts not to exceed 6.0' thickness. Backfill material shel be property compacted to spMgltne prior to proceeding. 3. BackhTl material above the pyre zone shall be free of deleterious mater/d and lumps or stones exceeding 4.0' ih greatest dmension and strati be placed in not to exceed one foot (1.0' loose) layers and each layer shall be thoroughly compacted by mechanical tamping MAJOR ARTERIAL OR COLLECTOR J L Fneli Made * DWffi K ries dW and V on the streets Traffic brdex (TI). See Table 19' below (; #Street T� V I• Zone TRAgX INDEX XPTi 30-50 1.2' j 55-6.5 1.5' 7o - a0 20' M. 85 CRR MORE 25' Back& compacted to 909 Q ' • relative compaction Sre TadE A U, peer lint of pgoe zone shall be 1.0' above hhp of Pyne bell or the outside darneter p r plain end pipe i :......... / Haut ching Pyne or conduit 4. Testing of backfill materials shall be in accordance with the tests listed in Section 6-3.01 of the State Standard Specifications; (or ASTM D1557, Method G) for bench width greater than 1.0: If trench width is fess• than 1.0: bocklil/ with 2 sack An7y. 5. Compaction tests rf be required and shay be the respo ns- nblity of the Developer / Sabdlader / Contractor. The number and location of the tests she/ be determined by the City Engi)w.. The tests shab be k accordance with the tests listed in Section 6-J01 of the State Standard Specifications, (or ASTM D1557, Method 'C'). 6. Each layer of badg material shdi meet the compaction, sand equivalent and ;Nadotion requirements before the next layer is placed. 7. For pavement patches within paved areas; see standard /hawing ST -12 k link- des* manual. TABLE ' A " The fdlowin shah for trench widths: STANDARD v�ai MAWCHECM M. SHA IN GREATEST PAVEMENT PATCHES SCM DIMENSION N.T.S- IPPROVM SHM NM CRY OF �-O C�4LFOFHA Ll ST -1 1 to, 10.5- 075. 0.625' .- See Detail 'A' 30' r' 10' 1� Clea Gpa* D.5' - 17' O ,SECTION B -B to' pattern letters; 0. 12,1 ' high 2.0' pattern letters; a i.. ?5' high A 1.0' pattern letters; 0.125' MANHOLE h"Q`'• Locatia� for country of orr,!in NOTES: 1r0= note n. 1.0' Dia center hde pattern 0125' NO CLEANOUT 101 Taper Frone Moo *ed SurJoces DETAIL "A" 9. Tae 20' patters letters on the manhole anvesrs shall have one of the fdbwirg designations' ORAN or SEWER l0 Assembly shall be designed for highway looding of HS 20-44. 11. 20' x 1.0' diamond mat 0.125' deep. RU NAMU Syy-6REV STANDARD IMM" FRAMES AND �aW COVERS FOR SCAU MANHOLES & CLEANI�UTS N.T.S. CRL( OF BAKE EFEL2) �T N0. CALFOFM SW -6 CITY MWER PUBLIC WWS DEPARTMENT Pavement Bockfi+l compacted to 95X relative; � compaction in roadway areas from 3.0' beyond back of curb, exduding dl but the outer 1.0' of the median areas, and ii alleys within the existing, accepted roadway iWomments. Backfill compacted to 90X relative compaction in all other areas Backill in pipe zone compacted to 9OX relative compaction. Backfill material within the pave zone to conform to notes 1, 2 and 3 ** For public utilities , construction requirements as per the Public Utilities Commission General Orders NO TES' 6.0' Bedding Material for flexinle Pnpe as per ASTM D 2321 t BackTll for Rigid Pipe Backld'1 materid within the pee zone send/ be free of deleterious material and shall hove a Sand Equivalent of not less than 20 and shall conform to the following grading. - Slew Size Percentage pmhg 3/4' 1010 No. 4 35-100 No. 30 20-100 Air backfdi materiol shdi be placed in not to exceed one foot (1.0' loose) /6yaarss sinultaneoudy on each side of the pyre in such a manner as not to damage or disturb the pipe on its alignment and grade Each layer she/ be thoroughly comp- acted by meehankaf tamping. Backfin material shdl be properly compacted to sprrngine prior to proceeding. 2 800t1w for flexible pipe. Pyne and fittings shall be installed in accordance with the current ARM specification D-2321. Only Class / and 11 embedment materlds within the pane zone wall be considered suitable. Within the pipe zone; water Hooding and Betting olroll not be used for backlit compaction for flexible pyre. The beddng and hounching d dl be hand placed to the Spring line of the pyne and property compacted. For sewer mains; pass l bedding is required for bedding and hounching. Core she/ be taken not to dislocate the pyre. The remaining boddr7l in the pyre zone she/ be hand placed and compacted in lifts not to exceed 6.0' thickness. Backfill material shel be property compacted to spMgltne prior to proceeding. 3. BackhTl material above the pyre zone shall be free of deleterious mater/d and lumps or stones exceeding 4.0' ih greatest dmension and strati be placed in not to exceed one foot (1.0' loose) layers and each layer shall be thoroughly compacted by mechanical tamping MAJOR ARTERIAL OR COLLECTOR J L Fneli Made * DWffi K ries dW and V on the streets Traffic brdex (TI). See Table 19' below (; #Street T� V I• Zone TRAgX INDEX XPTi 30-50 1.2' j 55-6.5 1.5' 7o - a0 20' M. 85 CRR MORE 25' Back& compacted to 909 Q ' • relative compaction Sre TadE A U, peer lint of pgoe zone shall be 1.0' above hhp of Pyne bell or the outside darneter p r plain end pipe i :......... / Haut ching Pyne or conduit 4. Testing of backfill materials shall be in accordance with the tests listed in Section 6-3.01 of the State Standard Specifications; (or ASTM D1557, Method G) for bench width greater than 1.0: If trench width is fess• than 1.0: bocklil/ with 2 sack An7y. 5. Compaction tests rf be required and shay be the respo ns- nblity of the Developer / Sabdlader / Contractor. The number and location of the tests she/ be determined by the City Engi)w.. The tests shab be k accordance with the tests listed in Section 6-J01 of the State Standard Specifications, (or ASTM D1557, Method 'C'). 6. Each layer of badg material shdi meet the compaction, sand equivalent and ;Nadotion requirements before the next layer is placed. 7. For pavement patches within paved areas; see standard /hawing ST -12 k link- des* manual. TABLE ' A " The fdlowin shah for trench widths: PIPE WD 1H IN GREATEST TAURNG CLASS l BEDDING DIMENSION OR ,SLURRY 1.0' or less 1.0' wider 4.0' wider Ll bo sides both sides 1.0' up to 2.0' 1.0' wider 6.0' wider both sides both sides 1.0' wider 2.0' or more _ 1.5' wider both sides both sides FILENAME: ST-12REV 1 ® DENOTES AREA WITHIN MEDIAN ACCEPTABLE FOR LANDSCAPING (SEE DETAIL OF MEDIAN FOR EXTENT OF PLANTER AREA). AREAS OVTSIDE THEE LIMITS SHALL BE ENTIRELY SURFACED WITH APPROVEDE HARD SURFACE TREATMENT. USE OF TREES OR OTHER FEATURES MAY BE LIMITED DI.E TO SIe44T LINE RESTRICTIONS. l) 123' MIN 12.5' MIN LANDSCAPING LIMITS WITHIN ME:MANS MOW RAMP, START WITHIN HARDSCA,PE G- 9'(GURB ZONE a F 4' FL HARD SURFACE: TREATMENT: DENOTES 50% MIN. PLANTER AREA ACCEPTABLE HARD -155 MAX. PLANTER AREA 5URFAC-E TREATMENT AS APPROVED BY RECREATION AND DETAIL OF MEDIAN PARKS DIRECTOR 1. A I5' MIN. BORDER OF HARD SURFACE TREATMENT 15 REQUIRED ADJACENT TO THE: 3ACK OF CURB THROUSHOV ZONE 5. 2. INHERE WIDTH 15 LE55 THAN 125' MEAS / FROM IL TO IL W PLANTER HIMW H40 SURFACE TREATMENT ONLY REWIRED. 3. HARD SURFACE TREATMENT ONLY MUST BE INSTALLED WHEN THE MINIMUM WIDTH 0?E5 NOT OCCUR FOR 50 0.015 LMVE FEET. 4. No 5HU35 WILL BE ALLOWED IN PLANiER AREA WITHOUT PRIOR APPROVAL OF RE'. -n0N AND PARKS DIRECTOR 5. STAMPED CONCRETE INSTALLATION SHALL BE TO 'BOMANITE' SPECIFICATIONS OR ,YffWVW EQUAL. b. 'SPRAY HEAD' TYPE IRRIGATION RE6UIRE5 THE 15' HARD SURFACE TREATMENT Nx*45 THE PMMETER OF THE PLANTER To BE SLOPED INWARD TOWARD THE PLANTER AT 2%. T. ' MEILE3R HEAD' TYPE IRRI6ATION 15 ENMRA6ED. HOP MLI YiERE STREET FL (�ZADES EXCEED 2% FALL, `SPRAY HEAD' TYPE IRR16ATION 15 REQUIRED. 8. COLOR OF CONCRETE OR OTHER HARD SURFACE TREATMENT SHALL BE DETERMINED IN CONSULTATION WITH THE RECREATION AND PARKS DIRECTOR 9. ALLOWABLE SHAPE OF LANDSCAPED PLANTER AREAS CAN BE tiff FORM AND 15 NOT LIMITED TO RELTMa AR OR CIRCULAR CONFI&RATION5 AS LONG A5 CONTAINMENT OF CVB;? M IRRIGATION 15 ACHIEVED. 10. INSTALL MOHR RAMP AT ALL MEDIAN �EAK5.(PRt3�AB1.Y AT LET TURN FXKE15 ADJACENT TO LAWN AREAS) 11. COMPACT O5' (15ftr BASE To qO% RELATIVE DEN51TY 13E.OW ALL HARDSCAPE. 12. MOW RAMP REWIRED ON ALL ENDS OF MEDIAN5. (2 MOW RAMPS PER ISLAND) 1/4" PER FT 1/4' PER FT 1/4' PER FT 1/4' PER FT Is, j �- 2 f- 15 15 . Ln. 3�H� SECTION A -A 5EGTION B -B SECTION C -C MOW RAMP NO PLANTER PLANTER 4 TURF AREA CITY OF BAKERS] IELD REVISIO DETAIL FOR LANDSCAPE LIMITS WITHP` MEDIANS APPROVED DATE 4 2" RECORD DRA.V'VING CERTIFICATIDN CITY RECORDS NO.: 1� CU o o O q) 0C? � - Z6 .0 a Ca C tb W C) 0 T UU) If � 0 11 11 Cn LUCD E0,' � CO OPT O 2 � c O O d o mLLo r � in � C m z � SHEET NO. OF 9 00 a� Ll Li C) �� Ll �. F--• CI V J LL. <uLLz LLI LL I- CI m Cr W o � Q U C CI U LL W UD Q 06 SHEET NO. OF 9 AL ff W 7E LWA 7KW TO 8F USED NA V THE S VEINALK rxffw fm PE am M PE A""TY Lot, PARIK2i a Y N corm rRam AREAS A Will" OF 4' (1.21m) aEARANCE IS REr9rA9P£D FRW BACK OF S WIYACK TO EDGE OF 90 POST. NO PLACED N EZ7W S OFIKK SagENMCK STIALL BE CORE DRILLED Tff B.SS 2' (5 Ion) CACVAN/ZED SIM PFE AS PER /UrERAGAN f Nff CO. 6' (150m) 'BACK LMS SfDE"WACK 6'x 1/4 ,� naQ v x & RLID WBar 6 18'(45A�n) CONCtA<IE aASS 08' Acc — 8'(206=) Alar SW OF 9% PAAEZS 9WL aF ASSLNIED AS STA4I7ARD QENI070 N 71f CAC TRANS 7RWX AUMIALS LIY M OVER S& /S SAECM EZ"W.. 90V PANEL AREC17NTY HOES STV SOU d ALL OTHER ROAOw gas -- mw N7EN9TY aIPAAE MOLMVT)VB REOM RENTS MY PAAELS SM BE MOUVTED NTH HAINMiVS Mx SDWS BLIT AAID VAMUL MW NUT AMaR Y OMP APPRO1 0 C UAL 9l'AIS AaN7ED ON 90AL OR OTHER PafS 9W BE ATTA 00 NN SWUM S7M SNAPS AAV HA OW Al21C SOWS 812 T AMD VAAVAL APWr NUT ASSfi & Y OR APPROIED EQUAL Li UD Naa 9ULL NOT DtM OWAIEIER OF BaT MORE NAN 1/76' (l.Sivwn), TOP AF POST LS TO BFBfZ0W 7W OF SiM;i'V PAAG BY NO MORE NAN 1.5' (.Z8 an). rV CAMDY�9T AL 1Z A XP WM9mu or N1 1r h W 9W READ '7RAFRC MK' `' 2' QWT CAL — STAAPAARDS 0. J/ 0, •� / , x NTS fAiER A�711 9W PAAEZ NOIISiNM; 12SMAZSM & SC PALM COW SC ADAPTERS AVIV AMUR SpLKP YALLT Si°LKL� EIMCLOSiilRf TWCAC STAMAW FABER W71C LtiMMIECTTOV NTS w0' r APN MMAIRAI/ (.tiMM7LM'T %N MW BILA' = 24' IV TIP OIC PFE M LIM ARMVLtT N LA & SIIEFT ,i0" IO 717p CF ME 1RAFFIC SigVAL NIERIf,N111E T NST AS TO BY 7W O'TY T7PVW �yT MAY EE' ALLM OA Y ALIT ALR]NW �c�TALM AMM W l Tal? SPUN IS > fW a� WAFA70 MASTER PLAN. 90, DUCT OMUT LS AFRW 0111 71pV WIER RAA PRi 657 O RALL v HE, � NYY�6. QW? [AMVUT RGViJFS AVSTALL r OR 3' SUCH cE 40 COMW UICIFR S MVU WN RU BSS AT 400' MA,IaYLNI NTERVAG P14L ROPES SW BE NO. 5 RN ME61111M AND WOOM /7S C MWT STLNL BE L+14GrilfXlT NT0 P14 WO PARALLEL TO ME EAWW RWAOF BW 71E TOTAL MUM W OF CI UT WTMMV PUL WO MC NOT MW 189 LEMM A RILL RARE INN TRADER OF COWaSM 70 SECTKW f •2O5C VISTALLAIKW' OF ME STA%WIPD S7WMXN SM BE NaLM*,ED N ALL N7ERCaWT CONDUIT FIN MIALLA7KW OF fVW CIM1Dl INS AWU Ba T DETAX T-OLDNIC DAIE D'/9' STANDARD O. A,,,, cec MISCELLANEOUS SIGN DETAILB° SrA" NTS vw z CITY OF BAKERSFIELD CALIFORNIA T-2 4W AUX Gi-11 R PLCLam WIT.- C WaG'T N 6E-NS7MW LAM6>FR ZY MLK AREA ANY DEINAMY f7i'OY r M,Ac AVSTALLAAAV STMQ7 V IRLST LE APPROS N A00W BY MY nZ4FRC SVOWER T)i9'CiML aMMW/RUM LONMY NTS E1hVW CABLE r -9W PAAEZ 0U5>046 Si ff VALIT-J MOW Elf fff FE R Op77C O6MAt nl6w NTS q OMaVDPaUR /M' man C46LE r -MI N6ML BLOCK II"r ryF r.AC 6M7PER CARE CaV ECTKW NIS STANDARD MR 05'gM" DOM TRAFFIC SIGNAL Ju INTERCONNECT- Its °OU CONDUIT AND PULLBOXES 5mE wT� CITY OF BAlC6PBFIELD CALFOM T-34 CRY om—M Kmw WMS DEPARTMENT PROJECT SPECIFICATIONS 7-1.01 GENERAL. All work shall be in accordance with these plans, specifications, City standards, and Standard Specifications entitled "State of California, Department of Transportation, Standard Specifications" issued by California Department of Transportation, dated 2010, which specifications are hereinafter referred to as the Standard Specifications. In case of conflict between the Standard Specifications and these special provisions, the special provisions small take precedence over and be used in lieu of such conflicting portions. Prior to fabrication of any pipe materials or precast concrete items specified on the drawings or these specifications, the Contractor shall submit line layout drawings and shop drawings showing all pertinent details for field installation and shop fabrication of pipe, pipe fittings and specials, including joint details, for approval by the Engineer. Pipe, pipe fittings, and specials shall be fabricated in conformance with the drawings or in accordance with the Contractor's approved shop drawings, at the option of the Owner. 7-1.02 CONTROL OF GROUNDWATER AND WASTE WATER. The Contractor shall fug nish, install and operate all necessary equipment to keep trenches reasonably free from water and to provide for proper bedding of the ppe. All water removed from trenches or flushed from pipes shall be disposed of in such a manner that will cause no injury to public or private property, or cause no nuisance of menace to the public. Under no circumstances will the laying of pipe or the placing of concrete under water be permitted. The Contractor shall take all necessary precautions to prevent pipe flotation. The Contractor shall provide bypass pumping for the existing sewer system as necessary, in accordance to section 7-1.11 "Sewage Control" of these special provisions. 7-1.03 MAINTAINING TRAFFIC. Maintaining traffic shall conform to the provisions in Section 12-4, "Maintaining Traffic", of the Standard Specification and the special provisions. The Contractor shall furnish, install and maintain signs, lights, flags and other warning and safety devices when performing work which interferes with or endangers the safe movement of traffic on an/ street or highway. Signs, lights, I g g ts, f ags and other warning and safety devices and their use shall conform to the requirements set forth in the current "California Manual on Uniform Traffic Control Devices", published by the State of California, Department of Transportation. Application and use of devices shall be as specified and as directed b/ the Engineer. The Contractor shall prepare and furnish the City with a proposed signing and traffic control plan, signed by a registered Civil Engineer, which will conform to the Contractor's proposed work, and the requirements of this article. The plan shall contain proposed signs, temporary pavement delineation, Temporary Railing (Type K) and any other traffic control items as required. In addition to standard signage, the Contractor will be required to furnish informational signs which let the public know when the intersections and roadways will be affected and which movements will be closed or affected. The plan shall include all phases of work. For incidental work a typical traffic control plan wll be acceptable. Three (3) copies of the plan shall be submitted to the City prior to the beginning of work for approval. The Contractor shall keep the Bakersfield Fire Department and Kern County Fire Department informed at all tirnes as to the exact location and progress of the work and shall notify them immediately of any streets impassable for fire fighting equipment. The contact at the Fire Department is Emergency Communications Center Manager, 661-861-2521. Construction operations requiring lane closures shall be actively in progress only between the hours indicated below, Monday through Friday, except legal holidays. Street Direction of Travel Hours Buena Vista Road Southbound 8:30 am - 4:30 pm Buena Vista Road Northbound 8:30 am - 4:30 pm White Lane Eastbound 8:30 am - 4:30 pm White Lane Westbound 8:30 am - 4:30 pm Where construction operations are actively in progress, a minimum of one traffic lane in each direction, not less than twelve feet in width, shall be open for use by public traffic. NOTE: Closure of the intersection of Buena Vista Rd and White Lane for the installation of the 30" sewer tie-in shall be limited by the Traffic Department to a single weekend. Where construction operations are not actively in progress the number of lanes specified by the table below shall be open for use by public traffic. Such lanes shall not be less than twelve (12) feet in width. Number of Lanes in Each Direction on Required Number of Open Roadbed Prior to Start of Construction Lanes in Each Direction 1 1 2 2 3 or more 2 Public traffic may be permitted to use the shoulders with temporary paving and may al:>o be permitted to use the side of the roadbed opposite to the construction. No compensation will be allowed for any shaping of shoulders necessary for the accommodation of public traffic thereon. The Contractor shall maintain access to all existing private entrances from public roadways during the entire course of the contract. The contractor shall submit a detour plan for the engineers review and approval. In order to expedite the passage of public traffic through or around the work and where ordered by the Engineer, the Contractor shall, at his own expense, furnish, install and maintain construction area signs, lights, flares, temporary railing (Type K), barricades, and other facilities for the sole convenience and direction of public traffic. Also, where di ,ected by the Engineer, the Contractor shall furnish competent flagmen whose sole duties shall consist of directing the movement of public traffic through or around the work. When deemed necessary by the City, the signs "Road Construction Ahead" No. C-18, and "End Construction", No. C-13, shall be furnished, installed and maintained by the Contractor at locations as directed by the Engineer at least forty-eight (48) hours in advance of any construction. The Contractor shall report all accidents to the Engineer. 7-1.04 EARTHWORK. Earthwork shall conform to the provisions in Section 19, "Earthwork", of the Standard Specifications, s: the plans, and these special provisions. A site specific geotechnical report was not prepared for this project; however, reference is made to a geotechnical investigation and report, file no. "6-15605, prepared by Soils Engineering, Inc. and signed by Tony M. Frangie, PE 39549 and dated February 17, 2016 for the White Lane lif. Station immediately to the west of the project. Said report is hereby referenced to provide general soils information in the vicinity. Reference is also provided as to a boring profile taken from the BV#2 Sewer Plans File 6.2-489 which is shown on Sheet 2 of these plans. All excess soil shall become the property of the contractor and shall be removed from t,ie project. In addition, there will be concrete, asphalt concrete, aggregate base and roadway excavation removed during the trenching operations that shall become the property of the Contractor. All excess materials shall be disposed of outside of the City right of way in accordance with the provisions of Section 5-1.20B (4), "Contractor -Property Owner Agreement", of the Standard Specifications. When asphalt concrete is to be placed on the grading plane, the grading plane at any point shall not vary by more than 0.05 foot above or below the grade established by the Engineer. Sections 19-3.02D and 19-3.03F, `Slurry Cement Backfill", of the Standard Specifications is deleted and shall not apply to this contract. The relative compaction limits specified in the second paragraph of Section 19-5.03B "Relative Compaction (95 Percent)", of the Standard Specifications are amended to the limits shown on the plans and typical cross sections and shall be determined by: California Test Methods 216 or 231, or ASTM (current edition) D1557 and one of the following D2922 or D1556. The subgrade must be smooth, uniform and true to the required grade. Impact equipment shall not be used in areas developed with buildings unless authorized by the Engineer. Imported borrow must be clean and free from vegetable matter and other deleterious substances and must conform to the following requirements: Tests Test Method Test Results Sand Equivalent 217 Resistance (R -Value) 301 18 minimum 40 minimum The R -Value requirements will be waived provided the imported borrow has a sand equivalent value of twenty-five (25) o- more. 7-1.05 TRENCH EXCAVATION. The excavation of trenches for piping laid in the ground shall be in open -cut from the surface of the ground except where boring is required. The trenches shall be of width as shown on City of Bakersfield Standard ST -12 for proper pipe installation. The holes for bells and fittings shall be excavated by hand, to a width providing uniform bearing of at least sixty percent (60%) of the pipe I.D. It is the intention of these requirements to provide firm, uniform bearing for the pipe. 7-1.06 BRACING AND SHORING. Excavation shall be supported as set forth in the rules, orders, and regulations of the State Division of Industrial Safety. If the Contractor desires to deviate from the safety orders, he shall submit data by a registered civil engineer to the State Division of Industrial Safety, justifying the alternate procedures to be used. Failure to comply with any of these rules, orders and regulations shall be sufficient cause for the State Division to immediately suspend all work. Comoensation for losses incurred by the Contractor by such an emergency suspension shall not be allowed. During backfilling, the bottom of the shoring shall be kept above the level of the backfill at all times. Per Section 6705 of the California Labor Code, the Contractor shall submit to the Engineer a detailed plan showing the design of shoring, bracing, sloping or other provisions to be made by the Contractor for the purpose of worker protection f-om the hazard of caving ground during the excavation of trenches necessary for the construction of the project. If such Flan varies from the shoring system standard established by the Construction Safety Orders, the plans shall be preparec and certified by a registered civil or structural engineer; however, use of systems that are less effective than those required by the Constru ;tion Safety Orders is prohibited on this project. Nothing in this requirement, or within Section 6705 of the Labor Code, shall be construed to impose tort liability to the Owner, City, or Employees. 7-1.07 TRENCH BACKFILL. Trenches shall not be left open farther than three hundred (300) feet in advance of pipe laying operations or two hundred (200) feet to the rear thereof, unless otherwise permitted by the Engineer. BEDDING AND BACKFI_L. All work shall conform to the applicable sections of the Standard Specifications. Bedding class shall be Class I, II or Class III as grouped by ASTM D-2321. Backfill materials in the ripe zone shall be placed in layers not to exceed twelve (12) inches simultaneously, on each side of the pipe, in such a mianner as not to damage or disturb the pipe or its alignment and grade. Eackfill material above the pipe zone shall be free of deleterious materials and lumps or stones exceeding three (3) inches in greatest dimension and shall be placed in layers not exceeding eighteen (18) inches. Each layer shall be thoroughly compacted by vibratory or mechanical tamping, or by a combination of these methods. Flooding and jetting shall not be allowed. There must be at least one foot of cover over the pipe before compaction above the pipe zone will be allowed. Imported bedding and backfill material shall be obtained, and any excess bedding and backfill material shall be disposed, by any legal means at the disposal of the Contractor. ACHIEVING FIRM BEDDING BELOW PIPE SPRINGLINE. Contractor shall provide "firm bedding" support for the pipe below the springline. Firm bedding means that the pipe must rest on the granular material specified previously in the Specifications. Bell or coupling holes sl -all be carefully excavated at proper intervals, so that no part of the load is supported by the bells or couplings. During bedding and backfilling, consolidation of material around and under bells and couplings shall be avoided. Contractor shall shovel -splice or hand tamp bedding in the haunch areas, as this will minimize voids beneath the pipe and in the haunch areas. Shovel -slicing or hand tamping shall be done before the bedding is brought up to the quarter point of the pipe. INITIAL BACKFILL. "Becding Material" as specified by ASTM 2321-8 shall be used in the pipe zone for initial backfill. After the pipe has been oroperly laid and inspected, initial backfill shall be placed on both sides and over the pipe to such a depth that, after thorough consolidation, the final depth shall be at least to the elevation shown on the plans. The material shall be consolidated by vibratory or mechanical tamping and the equipment and manner of tamping must be aioproved in writing by the Engineer prior to commencing operation. Impact equipment may be allowed under the d rection of the Engineer. However, the Contractor is responsible for any damage resulting from the use of this equipment. Hydra -Ham ner will not be permitted. SJBSEQUENT BACKFILL. Above the level of initial backfill, the trench may be backfilled with native material resulting from trench excavation, or at the option of the Contractor, select imported materials may be used. Native material or imported material may be compacted by tamping and/or rolling, using equipment and methods approved by the Engineer. When the Contractor compacts by tamping and/or rolling, the backfill material shall be placed in layers not exceeding eighteen (18) inches in loose depth, each layer being thoroughly compacted by tamping and/or rolling before succeeding layers are placed. Compaction of subsequent backfill within two and one-half (2-1/2) feet of finished permanent surfacing grade shall be a ar�,complish�d by tamping and/or rolling as specified above. Where the trench is within the pavement on existing streets, the backfill within two and one-half (2-1/2) feet of finished permanent grade shall be compacted to ninety-five percent (95%) relative compaction. Subsequent backfill placed by tamping and/or rolling shall be free from stones or lumps exceeding three (3) inches in greatest dimensions, vegetable matter, or other unsatisfactory materials. In no case shall jetting be allowed for backfill compaction within the street. When approved by the Engineer, jetting may be used in landscaped areas. BACKFILL TESTING AND COMPACTION. Testing of backfill materials and compaction shall be in accordance with Section 6-3, "Quality" and Section 19, "Earthwork", of the Standard Specifications. Each layer of backfill shall be thoroughly compacted to the relative compaction of not less than is shown on City of Bakersfield Standard ST -12. Relative compaction shall be determined by California Test Methods 216 or 231, or ASTM (carrent edition) D1557 and one of the following D2922 or D1556. Each layer of backfill material shall meet the compaction. sand equivalent, and gradation requirements before the next layer is placed. If i he relative compaction, as determined by testing, fails to meet the specified percentage, the trench shall be re -excavated and re -compacted. 7-1.08 AGGREGATE BASE. Aggregate base shall be Class 2 and shall conform to the provisions in Section 26, "Aggregate Bases", of the Standard Specifications. Any reclaimed base material considered for use will require a certification letter prior to delivery. The certification shall include gradation and quality test results and have the seal and signature of a California Registered Engineer with expertise in geotechnical engineering and materials. The certification should be submitted to the Engineer. Following the initial approval, material shall be accompanied by a Certificate of Compliance in accordance with Section 6-3.05E of the Standard Specifications. Aggregate base shall be compacted to ninety-five percent (95%) relative compaction. Compaction will be determined by the following test methocs: California No. 216, California No. 231, or ASTM (current edition) D1557 and one of the following D2922 or D1556. 7-1.09 HOT MIX ASPHALT PATCH. All cuts in bituminous pavement shall be patched in accordance with City of Bakersfield Standard ST -11, "Pavement Patches", and these special provisions. Irrespective of thickness of existing pavement, the patch shall consist of six (6) inches of HMA Type "B" over six (6) inches of Class 2 Aggregate Base. 7-1.10 TRAFFIC STRIPES AND PAVEMENT MARKINGS. Traffic stripes and pavement markings shall be thermoplastic and shall conform to Sec,ion 84-2, "Thermoplastic Traffic Stripes and Pavement Markings", of the Standard Specifications, and these special provisions. The first sentence of Section 84-2.02, "Materials" shall be revised to read a � i The thermoplastic material shall conform to State Specification PTH-02SPRAY or PTH-02ALKYD. �' ��G` **P .net <� � � �• � � 7-1.11 SEWAGE CONTROL. The Contractor is advised that the existing sewer system called out on the plans is Lu currently in use and it is the Contractor's sole responsibility for providing continr.Erd sewage service without creating a, U ; condition adverse to public health and safety. Contractor shall provide pumping and piping facilities and plugs or inflatable plugging devices (pigs) for necessary temporary diversions to isolate tie-in points. In addition, Contractor shall provide any necessary traffic control ass ,ciated with placement of said facilities. 24 hour monitoring of temporary diversions shall be provided by the Contractor to w assure continual sewer service. Contractor to provide bypass plan to be approved by Engineer. C) Contractor shall be responsible for providing power supply for bypass operation;-,. o 7-1.12 SEWER ABANDONMENT. The existing sewer pipe shall be completely abandoned and filled with a Contro ledca �. k U Low Strength Material (CLSM) as shown on the plans. The work involved in abandoning the existing sewer line shall ' include all necessary operations to completely fill the pipe. Prior to abandoning, contractor shall flush the existing sewer pipe with water, saritize, and fill pipe with CLSM as described he Contractor shall plug the end of the sewer at the proposed maihole, as indicated on the plans, o o prevent any CLSM from entering the manhole and gravity sewer collection system. Contractor shall provide obsen ation U CO rn ersonnel at the manhole during filling operations to ensure the integrity of h co p g 9 P g y the F1 ag is maintained. rn co 00 CLSM shall consist of a workable mixture of aggregate, cementitious materials, chemical admixture, and water. Th:C)' T Contractor shall submit a mix design and test data to the Engineer for approval crior to use. The test data shall coo demonstrate that the mix design provides for the following: m 0�0% (D U a) Cement shall be any type of Portland cement conforming to the provisions of ASTM Designation C 150; any type Z blended hydraulic cement conforming to ASTM C 595M; or any type blended hydraulic cement conforming to the co physical requirements of ASTM C 1157M. Testing will not be required. �- W _o b) Admixtures may be used in conformance with Section 90-4 of the Standard S ecifications and the following: Chemical admixtures containing chlorides as Cl in excess of 1 percent by mass of admixture, as determined by California Text 415, U) shall not be used. co C corn c) CLSM shall have a minimum compressive strength of 20 psi at 3 days and a maximum strength of 100 psi acco'dingCO I to ASTM 04832 28 (twenty eight) days after placement. The 3 -da strength may be estimated using ASTM 4 rt� CO Y 9 Y g C 03 prier to � �� , scheduling backfill at manholes. 4 0 co m d) CLSM shall have minimal subsidence and bleed water which is measured as a Final Bleeding of less than 2.001, (retains 98.0 percent of original height after placement) as measured in Section 10 of ASTM C940 "Standard Test Method � For Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory". T a - e) CLSM shall have a unit weight of 110-135 pounds per cubic foot according to ASTM C138. m' f) Stable -Air Generator Admixture supplier shall have experience of at least one year. Contractor shall take all measures necessary to ensure complete filling of the pipelines. 7-1.13 MANHOLES. Portland cement concrete manholes and cleanouts shall conform, in design, materials, and construction, to the provisions of Section 70-4 "Precast Concrete Pipe Drainage F=acilities" of the Standard Specifications and these Special Provisions. Sewer manholes shall conform to the City of Bakersfield Standards SW -3 and SW -4. Manholes constructed over 18" lines and larger shall be PVC lined. The manhole precast cylinder, taper, and eccentric reducer or flat top sections sl -all meet the strength requirement of ASTM C-478. Each successive manhole section shall be set on a bed of Portlard Cement grout or "Kent Seal" to make a watertight joint, shall be neatly jointed on the inside, and shall be set plumb. Manhole frames and covers shall be :;et to finish grade in accordance with City of Bakersfield Standard detail SW -4 and shal be traffic rated. a a 7-1.14 PVC SEWER. The Contractor shall provide all labor, materials and equipment and perform all operations required o to furnish and install, complete, the PVC Sewer shown on the drawings and specified herein. Ir MATERIALS. PVC pipe shall conform to the provisions in Section 64, "Plastic Pipe", of the Standard Specifications, City of Bakersfield standards and these special provisions. Pipe and fittings for pipes less than 18" in diameter shall meet the requirements of ASTM specification D3034 for SDR35. Pipe and fittings for pipes between 18" and 48" in diameter shall meet tl-e requirements of ASTM specifica ion _ F679 for PS 46. Pipe and fittings shall be homogeneous throughout and free from cracks, holes, foreign inclusions or other injurious defects. Fittings shall be injection molded and shall be installed in ine on new pipelines; cut -in fittings are o not permitted. Gaskets shall meet the requirements of ASTM F477 and be molded into a circular form or extended to the proper s=ction and then spliced into circular form and shall be made of a properly cured high grade elastomeric compound. The ::asic polymer shall be natural rubber, synthetic elastomer or a blend of both. The lubr cant used for assembly of gasket ;pints shall have no detrimental effect on the gasket or on the pipe. Contractor shall have the manufacturer furnish a cert ficate o of conformance to these specifications. n it o i Manhole connections shall include sealing gaskets similar to joint gaskets or a p -e -formed, self -bonding, self-sealing plastic gasket recommended by the pipe manufacturer and approved by the Engineer. a LL o DEFLECTION MEASUREMENT OF PLASTIC PIPE. Thirty (30) days after the completion of laying pipe the Contract -r shall measure pipe deflection by pulling a go -no-go five percent (5%) mandrel. The mandrel diameter will be calcu ated U Z using the following formula: O Mandrel Diameter = Base Pipe I.D.-(Y/100 x Base Pipe I.D.) LL Where Y = Allowable Deflection in percent, five percent (5%) UJ Base I.D. - Actual inside pipe diameter (provided by pipe manufacturer) Cc O :D\ U The mandrel shall have an odd number of vanes with seven (7) minimum. 01/ LL An section � U ® _ Anyof installed pipe that fails the mandrel test shall be excavated, re-bac.1,Jilled, re -compacted and retested until D CEU the mandrel test can be passed. Re -rounding will not be allowed. L} W PIPE LAYING. No pipe shall be laid until the Engineer inspects and approves the condition of the bottom of the trench. Pipe shall be installed in strict accordance with the manufacturer's recommendations. (n Q L W __xx Pipe laying shall begin from the downstream end of the sewer or as directed by the Engineer. Pipe laying shall proceed 0- SCJ Z with each piece laid true to line and grade, and in such manner as to form a close concentric joint with the adjoining pipe and to prevent sudden offsets in the flow line. As the work progresses, the interior of the pipe shall be cleared of al dirt LL W U) and debris of every description. Pipe shall not be laid when the condition of the trench or the weather is unsuitable. At Ci U) Q times when work is not in progress, open ends of pipe and fitting shall be closed Q m Q CE With belled end pipe, bell holes shall then be excavated at each joint to facilitate -fie joint operations, and shall be only of Cn W Q sufficient size for that purpose. In order that bell holes may be properly located, not more than six (6) holes shall bE �-- Q excavated ahead of actual pipe laying, on account of the variations in joint constrcction operations. Q Z CUTTING PIPE. The Contractor shall perform all work of cutting pipe and special castings necessary to the assembly, O 0 U Q erection, and completion of the work. All pipe shall be cut to fit accurately, with sllooth edges and faces. The O J O �— Contractor shall be responsible for the correctness of cutting and no additional co npensation will be allowed for any U- (n U) materials which are damaged or incorrectly cut. U) Q 06 U RECORD DRAWING CERTIFICATION SHEET NO. ,,- OF CITY RECORDS NO.: Portland Cement ............................. 1 Part by Wt. U) PROJECT SPECIFICATIONS CONTINUED All reinforcement shall be in conformance with the following specifications: �� 1�� ;� o G 1. Bars shall be deformed bars conforming to ASTM A-615, Type S, as follow::; 0 CLEANING PIPE LINES. Care shall be exercised in laying of pipe lines to exclude dirt and any other foreign materials. L When pipe laying is interrupted, as at night, the pipe ends shall be suitably closed. Upon completion, and before placing Bar Size Grade into service, all lines shall be flushed and balled to remove any dirt or foreign material which would clog pumps, #4 and smaller Grade 40 YSi3Ef equipment, etc. #5 and larger Grade 60 ,%` 0 The Contractor shall make provisions for preventing foreign material from being flushed into an existing storm sewer line. 2. All reinforcing steel shall be new, clean, and free from oil, dirt, loose mill sc:�le, excessive rust, mor'..ar, or other$ f-�• c w coating that would destroy or reduce the bond. D z VIDEO INSPECTION. All new sewer lines installed shall be inspected with video equipment designed for this purpose. The television camera shall have the capability of rotating 360°, in order to view and record the top and sides of the pipe, 3. The bending and placing of all reinforcement shall conform to the "Manual )f Standard Practice" of the American as required. The video inspection shall be witnessed by the City's construction inspector, who will also initial and date Concrete Institute. Bends shall be made around a pin having a diameter of not less than four (4) times the bar Cc the "Chain of Custody" form. The contractor shall immediately notify the City of any pipeline locations revealed to be not diameter for stirrups and ties, six (6) times the bar diameter for other bars except for bars larger than 1" which shall in compliance with the specifications. A recorded video cassette, the completed "Chain of Custody" form, and a written be eight (8) times the bar diameter. Bars shall be bent cold. log (which includes the stationing, based on the approved plans, of all connected laterals) of the inspection shall be provided for viewing, and shall be approved by the City Engineer prior to acceptance. After acceptance, the video 4. Reinforcing shall be accurately placed in accordance with the drawings and shall be securely tied n position U�n..0 cassette shall become the property of the City. The Contractor shall be responsible for all costs associated with the with at least No. 16 gauge annealed wire at all bar intersections. Metal chairs and bolsters shall be used to hold all z video inspection. steel above the form bottoms at the proper distance. Metal spacers shall be lased to secure the proper spacing of the steel. Precast concrete blocks shall be used to support reinforcing steel off the ground in footings and off the PIPELINE TESTING. All sewers shall be tested for tightness when completed and ready for service. Testing for gravity soffit of concrete exposed to weather. The clear distance between parallel bars shall not be less than 11h times 6= co sewer lines shall be conducted in accordance with the Uniform Plumbing Code Air Test Method UPC Section 318-6(4), the bar diameter, but in no case less than 1 1/2 inches nor less than 1-1/3 times the maximum size of coarse a opo - or the water exfiltration test or air pressure test per Section 306-1.4, "Testing Pipelines", of the Standard Specifications for aggregate. _ — U Public Works Construction, current edition. Testing for sewer force main shall be in accordance with the Water Pressure z co Test per Section 306-1.4, "Testing Pipelines", of the Standard Specifications for Public Works Construction, current p 9 p P 5. Splices shall be made with a lap of at least 30 bar diameters unless noted otherwise. The bars shall be placed `� X Cr Q edition. in contact and wired together in such a manner as to maintain a clearance of not less than the minimum clear CLL distance to the other bars and to the surface of the concrete. Minimum clear distance to all concrete surfaces shall = 7-1.15 MINOR CONCRETE CONSTRUCTION. Portland Cement concrete curbs, median curbs, sidewalks, wheelchair be 2 inches unless otherwise noted on the plans. Cc ramps, cross drains, drive approaches, driveways and miscellaneous construction shall conform to these special 1- provisions and the provisions in Section 73, "Concrete Curbs and Sidewalk", of the Standard Specifications except that Drill holes and bond dowels shall be in accordance to Section 51-1.03E(5), "Drill and Bond Dowels (Chemical LU C -5C— the concrete shall contain not less than 505 pounds of cementitious material per cubic yard. When the City of Adhesive)" of the Standard Specifications. Adhesive products and materials shall be approved by the Engineer and W Bakersfield standard drawings specify a class of concrete, the following shall apply: installed per manufacturer's recommendations. Dowels shall be Grade 60 reinforc ng steel in accordance to this section. O Specified "Class A" shall be not less than 590 pounds of cementitious material per cubic yard 7-1.17 SPLITTER STRUCTURE. The Contractor shall provide all labor, materials arid equipment and perfcrm all U)00 00, C) Specified "Class B" shall be not less than 505 pounds of cementitious material per cubic yard operations required to furnish and install, complete, the Splitter Structure shown on the drawings and specified herein.ul co "Concrete 11 U 00 — CE Concrete curbs, median curbs, curb and gutter may be constructed by the fixed form method or by extrusion or slip PRECAST CONCRETE. All cast in place and precast concrete shall conform to the plans and Section 7-1 16 0 o co forming. However, it is required to use equipment which is controlled automatically for alignment, rade, and cross qY 9 9 and Reinforced Concrete" of these specifications. ��� Q)slope by sensing from preset string lines for construction using the extrusion or slip form methods. �'' C MANHOLE RISERS. Splitter Structure manhole risers shall conform to the plans and Section 7-1.13 "Manholes" of these T 7-1.16 CONCRETE AND REINFORCED CONCRETE. Concrete and Reinforced Concrete shall conform to the provisions specifications. Manhole access lids shall be 36"x22" two concentric covers, Alhambra A-1325. Covers shall be marked LL in Section 51 "Concrete Structures," Section 52 "Reinforcement," and Section 90 "Concrete" of the Standard in accordance with City Standards. O Specification and these special provisions. This work shall consist of furnishing all labor, tools, equipment and materials necessary for the installation of all structural concrete, minor concrete and mortar as shown on the plans and specified SAWCUT EXIST. R.C.P. Where the existing 42" R.C.P. sewer interfaces with the spatter structure as shown on the plans 4. Curing compound method: All exposed cast in place concrete shall be cured with white pigmented curing 0 W 0 W UJ T _0 compound (Section 90-1.03B(3)(b)) in accordance with Section 51-1.03H "Curing Concrete Structures", of the herein. the 42" R.C.P. shall be neatly sawcut and all exposed rebar epoxy coated so as to protect from sewer gasses. If iQ. 0— Standard Specifications. o remaining upstream and/or downstream sawcut 42" R.C.P. joint is less than 2' lone, contractor shall remove the pipe Qnn VJ Structural Concrete: joint and the immediate upstream pipe joint and reconstruct that portion of 42" R.C.P. sewer so as no pipe joint is less Forms may be used to cure formed portions in accordance with Section 90-1.03B(5) "Forms -In -Place Method" of 06 the Standard Specifications. If the forms are removed prior to seven (7) days after the pour, the newly exposed than 2' long. r areas shall be cured for the remainder of the seven (7) days by one of the above methods. Strength: RECORD DRAWING CERTIFICATION QHEET NO. The minimum ultimate (28 days) compressive strength of all structural concrete shall be 4000 psi. SPLITTER STRUCTURE BASE. Contractor shall have the option to construct the Solitter Structure concrete base according to the following alternatives: OF Concrete Mix: All structural concrete shall be Class 2 (590 pounds of cement/cubic yards of concrete) with Type II Modified 1. Prefabricated H2S resistant fiberglass shell with fill ports. Set fiberglass shell to grade and pour concrete base 29 30 Portland Cement. The maximum size of aggregate shall be 1'/2 inches. under shell. i 2. Prefabricated concrete base in parts with vertical joints and allowable grout space. Set precast concrete base in Slump: place on 6" of compacted class 2 aggregate base. Grout joints with high strength grout. Line entire structure inverta The amount of water used for mixing (including free moisture carried by the aggregate) shall not exceed the with H2S resistant epoxy lining. maximum necessary to produce a 4 inch slump as determined by ASTM test method C-1 43.(D I A 3D solid model is available from engineer for fabrication of shell or concrete base. o Placing: Concrete shall be placed in accordance with Section 51-1.03D(1) "Placing Concrete" of the Standard EPDXY LINING. If Alternative No. 2 as described above is performed the concrete lase invert shall be epoxy coated with Specifications. a primer and lining system in accordance with Section 500-2.7, "Polyurethane and Epoxy Protective Lining System," of the "GREENBOOK" Standard Specifications for Public Works Construction, latest edition. Epoxy lining shall be resistant Forms: to H2S. All formwork shall conform to Section 51-1.03C(2) "Forms" of the Standard Specifications. All products shall be delivered in original containers and shall be applied in strict accordance with the recommendations E Defective Concrete: of the manufacturer. I Concrete not meeting the minimum strength requirement, not formed as indicated, not true to intended o alignment, which has large voids or rock pockets, which has wood or other debris embedded which has a surface Before applying protective lining, all concrete surfaces shall be thoroughly cleanec. Surfaces shall be completely wire deviation greater than 1/8 inch in 10'-0", or does not fully conform to the specifications shall be deemed brushed to remove any loose concrete or paint, and cracks shall be patched. Concrete shall have all air pockets or other i z defective, and if so directed by the Engineer, shall be removed and replaced with concrete complying with the imperfections filled, so that a smooth surface results. All surfaces shall be completely dry prior to applying protective i drawings and specifications. lining. Cc Mortar: All mortar shall conform for Section 51-1.02F "Mortar" of the Standard Specifications. : CO LL' 0 D T U p7 �Yco U « o i Ln Non -Shrink Grout and Drypack: C, 3 Non -shrink grout shall conform to Section 50-1.03B(2)(d), "Bonding and Grouting" of the Standard Specifications z s c < ;� o with a required admixture using the following proportions: Portland Cement ............................. 1 Part by Wt. U) Sand (100% Passing #8 Sieve)...... 1 Part by Wt. Water z 0 .............................................. 4'/2 -5'/2 gal. /sack cement Sika "Intraplast" N Admixture......... 1% by Wt. of cement W W Drypack shall be composed as for grout except that only enough water shall be added to wet the mixture (no free Drypack be tamped into for in W Cc 5 ` Liu D z water and no slump). shall place and cured as specified concrete this section.O Contractor Cc r— O shall not use non -shrink grout or drypack that has been mixed longer than 30 minutes. No retemping shall be allowed. U�n..0 0 Cc z cc Finishes on Walking Surfaces: - The contractor shall give a monolithic finish to the walking surfaces at all concrete floors and slabs within and — U — adjacent to the structures which are to be constructed under this contract. All concrete surfaces to be so finished shall be thoroughly worked, brought to a uniform smooth finish and given a final brush finish. Q W (� Curing: z3:z All newly placed concrete shall be kept moist for the first seven (7) days after the concrete has been placed. This W — W O shall be achieved by one of the following methods: C) 1. Ponding — CE J In 2. Cotton mats, rugs or carpets kept continuously wet. W (�1 Q LL 3. Kraft paper or plastic film with joints dealing or tapered. The perimeter of the paper shall be sprinkled once daily. O O U 4. Curing compound method: All exposed cast in place concrete shall be cured with white pigmented curing 0 W 0 W UJ compound (Section 90-1.03B(3)(b)) in accordance with Section 51-1.03H "Curing Concrete Structures", of the iQ. 0— Standard Specifications. U) Qnn VJ Forms may be used to cure formed portions in accordance with Section 90-1.03B(5) "Forms -In -Place Method" of 06 the Standard Specifications. If the forms are removed prior to seven (7) days after the pour, the newly exposed areas shall be cured for the remainder of the seven (7) days by one of the above methods. RECORD DRAWING CERTIFICATION QHEET NO. OF CITY RECORD:3 NO.: 29 30