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si(i�;r,9 P �tRiR GEN Ff;AL NOT�s 1. ALL WORK SHOWN HEREON SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF THE AGC/APWA STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, 1985 EDITION, AND 1986 SUPPLEMENTAL STANDARD PROVISIONS ISSUED BY AND FOR USE IN THE CITY OF RANCHO CUCAMONGA, AND ALSO AS AMENDED IN THE SPECIAL PROVISIONS OF THE PROJECT SPECIFICATIONS. 2. THE STANDARD PLANS AND/OR DRAWINGS AS LISTED HEREON SHALL BE CONSIDERED A PART OF THE CONTRACT DRAWINGS AND SHALL BE ON THE JOB SITE AT THE TIME OF CONSTRUCTION. 3. ANY CONTRACTOR PERFORMING WORK ON THIS PROJECT SHALL FAMILIARIZE HIMSELF WITH THE SITE AND SHALL BE SOLELY RESPONSIBLE FOR ANY DAMAGE TO EXISTING FACILITIES RESULTING DIRECTLY OR INDIRECTLY FROM HIS OPERATIONS, WHETHER OR NOT SUCH FACILITIES ARE SHOWN ON THESE PLANS. 4. A PERMIT SHALL BE OBTAINED FROM THE CITY OF RANCHO CUCAMONGA ENGINEERING DEPARTMENT PRIOR TO ANY ENCROACHMENT OR CONSTRUCTION WITHIN THE CITY OF RANCHO CUCAMONGA EASEMENT OR RIGHT-OF-WAY. 5. THE CONTRACTOR SHALL NOTIFY THE CITY ENGINEER'S OFFICE AT LEAST 3 WORKING DAYS PRIOR TO THE START OF ANY CONSTRUCTION FOR CONSTRUCTION STAKING. 6. TRAFFIC CONTROL AND SAFETY SHALL BE MAINTAINED BY THE CONTRACTOR IN ACCORANDANCE WITH THE STANDARDS OF THE STATE OF CALIFORNIA BUSINESS TRANSPORTATION AND HOUSING DEPARTMENT (S.A.F.E.) -MANUAL OF TRAFFIC CONTROL FOR CONSTRUCTION AND MAINTENANCE WORK,- 1985 EDITION, AND THE SPECIAL PROVISIONS. TRAFFIC CONTROL AND SAFETY DEVICES SHALL BE PLACED AND MAINTAINED TO THE SATISFACTION OF THE ENGINEER. NO SUCH DEVICES SHALL BE REMOVED OR RELOCATED WITHOUT APPROVAL OF THE ENGINEER. 7. PRIOR TO PERFORMING ANY EXCAVATION ON THIS PROJECT, TAE CONTRACTOR SHALL SUBMIT SHORING DRAWINGS TO THE CITY ENGINEER FOR APPROVAL. IF SUCH SHORING DOES NOT CONFORM TO STATE OF CALIFORNIA CONSTRUCTION SAFETY ORDERS DEALING WITH EXCAVATIONS AND TRENCHES AS ISSUED BY THE DIVISION OF INDUSTRIAL SAFETY, THEN SHORING CALCULATIONS AND DRAWINGS SHALL BE PREPARED BY A CALIFORNIA REGISTERED CIVIL ENGINEER. 8. SOIL BORING LOGS SHOWN ON THE CONTRACT DRAWINGS ARE MADE AVAILABLE FOR THE CONTRACTOR FOR SUCH USES AS HE MAY CHOOSE TO MAKE OF THEM IN THE PREPARATION OF HIS BID. THE CITY OF RANCHO CUCAMONGA GIVES NO GUARANTEE, EITHER EXPRESSED OR IMPLIED, THAT SUCH SOIL BORINGS REPRESENT A TRUE AND COMPLETE CROSS SECTION OF ALL THE MATERIAL TO BE ENCOUNTERED IN PERFORMING THE EXCAVATION AND EARTHWORK ON THIS PROJECT. 9. EXISTING UTILITIES SHALL BE MAINTAINED IN PLACE BY THE CONTRACTOR UNLESS OTHERWISE NOTED. ALL PIPELINES OR SUBSTRUCTURES OF ANY KIND, TELEPHONE OR POWER POLES, WATER METERS, VALVES, FIRE HYDRANTS, ETC. SHOWN OR NOT SHOWN ON THESE PLANS WITHIN THE RIGHT-OF-WAY LIMITS OR IN ADJACENT AREAS WHERE IMPROVEMENT WORK IS TO BE DONE SHALL BE REMOVED, RELOCATED OR PROTECTED IN PLACE AS REQUIRED AT NO COST TO THE CITY OF RANCHO CUCAMONGA. 10. PRIVATE AND PUBLIC UTILITIES, IF SHOWN, REFLECT AVAILABLE RECORD DATA. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL LINES AFFECTING THE PROJECT WORK AND FOR ANY DAMAGE OR PROTECTION TO THESE LINES. PRIOR TO STARTING CONSTRUCTION OF THIS PROJECT, THE CONTRACTOR SHALL UNCOVER ALL EXISTING UTILITY LINES AFFECTING THIS WORK. 11. LOCATIONS SHOWN ON THE CONTRACT DRAWINGS FOR EXISTING SANITARY SEWER HOUSE CONNECTIONS ARE APPROXIMATE ONLY. THE CONTRACTOR SHALL FIELD LOCATE LATERALS. 12. UTILITES DESIGNATED BY THE SYMBOL =;6= WILL BE REMOVED BY THE OWNER AND THE OWNER WILL REINSTALL A NEW SECTION OF THE AFFECTED UTILITY AT A LOCATION IN CLOSE PROXIMITY T0, BUT WHICH DOES NOT PHYSICALLY INTERFERE WITH THE PROPOSED STORM DRAIN CONDUIT AND APPURTENANT STRUCTURES. 13. PRIOR TO DELIVERY OF REINFORCED CONCRETE PIPE TO THE PROJECT SITE, THE CONTRACTOR SHALL ARRANGE FOR A CERTIFICATE OF COMPLIANCE FROM THE MANUFACTURER THAT THE PIPE MEETS THE TESTING REQUIREMENTS OF THE STANDARD SPECIFICATIONS. 14. THE CONTRACTOR SHALL VERIFY THE EXISTING FLOWLINE ELEVATIONS PRIOR TO STORM DRAIN CONSTRUCTION. AFTER VERIFICATION, ALL CONSTRUCTION MUST PROCEED FROM DOWNSTREAM TO UPSTREAM TERMINUS. ANY CHANGE IN GRADE MUST BE PROPOSED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER PRIOR TO CONSTRUCTION. 15. STATIONS SHOWN ON THE CONTRACT DRAWINGS ARE ALONG THE CENTERLINE OF THE CONDUIT, OR ON A LINE NORMAL TO THE CENTERLINE OF THE CONDUIT, EXCEPT WHERE NOTED OTHERWISE. 16. STATIONS AND INVERT ELEVATIONS OF PIPE SHOWN ON THE PROFILES ARE AT THE FACE OF THE CONDUIT, UNLESS OTHERWISE SHOWN. 17. ALL P.C.C. REMOVALS SHALL BE SAWCUT. 18. DESIGN OF THE R.C.P. SHOWN ON THE CONTRACT DRAWINGS IS BASED ON THE ASSUMPTION THE PIPE WILL BE INSTALLED IN ACCORDANCE WITH THE CITY OF RANCHO CUCAMONGA STANDARD NUMBER 513. IF THE TRENCH WIDTH EXCEEDS THE OUTSIDE DIAMETER OF THE CONDUIT PLUS 24 INCHES THE BEDDING SHALL BE MODIFIED AND/OR PIPE OF ADDITIONAL STRENGTH SHALL BE PROVIDED. THE PROPOSED MODIFICATION SHALL BE APPROVED BY THE CITY ENGINEER. 19. ALL OPENINGS RESULTING FROM THE CUTTING OR PARTIAL REMOVAL OF EXISTING CULVERTS, PIPES OR SIMILAR STRUCTURES SHALL BE ABANDONED BY THE CONTRACTOR UPON APPROVAL OF THE ENGINEER IN CONFORMANCE WITH SECTION 306-5 OF THE STANDARD SPECIFICATIONS. 20. TIES FOR CATCH BASINS AS SHOWN ON TH$ DRAWINGS ARE FROM CURB RETURN TO CENTERLINE OF CATCH BASIN, UNLESS OTHERWISE SHOWN. 21. LOCATIONS OF CATCH BASIN CONNECTOR PIPE JUNCTIONS WITH CATCH BASINS, AS SHOWN ON THE DRAWINGS, ARE SCHEMATIC. IT IS INTENDED THAT SUCH JUNCTIONS BE LOCATED AT THE DOWNSTREAM END OF THE CATCH BASIN, UNLESS A DETAIL OF THE CONNECTION IS SHOWN OR A NOTE SPECIFICALLY INDICATES OTHERWISE. IN ALL CASES THE EXACT LOCATIONS WILL BE DETERMINED IN THE FIELD BY THE ENGINEER TO MEET FIELD CONDITIONS. 22. MONOLITHIC CATCH BASIN CONNECTIONS SHALL BE CONSTRUCTED WHERE APPLICABLE. 23. Vi IS THE DEPTH OF INLET OF CATCH BASINS IN SERIES MEASURED FROM TOP OF CURB TO INVERT OF CONNECTOR PIPE. 24. ALL CATCH BASIN OPENINGS SHALL .CONFORM TO CITY OF RANCHO CUCAMONGA STANDARD NUMBER 501. 25. USE FULL -DEPTH HEADER FOR VERTICAL FACES OF P.C.C. CONSTRUCTION. 26. WITHIN 3 WORKING DAYS AFTER FINAL SURFACING IS PLACED, ALL MANHOLE, JUNCTION CHAMBER AND VALVE BOX FRAMES AND COVERS SHALL BE ADJUSTED BY THE CONTRACTOR TO FINISH GRADE. THIS IS TO BE DONE PRIOR TO PLACING SEAL COAT. AFTER SAID TIME, THE CITY WILL ADJUST THE ABOVE ITEM AT THE CONTRACTOR'S EXPENSE. 27. TRENCH BACKFILL SHALL HAVE A MINIMUM OF 90 PERCENT RELATIVE COMPACTION BELOW THE STREET ZONE AS VERIFIED BY VESTS TO THE SATISFACTION OF THE ENGINEER. 28. AT THE TIME OF COMPACTING THE BASEMENT SOIL AND PREPARING SUBGRADE, IF THE MOISTURE CONTENT IS SUCH THAT THE SPECIFIED RELATIVE COMPACTION CANNO+ BE OBTAINED OR THE SUBGRADE IS YIELDING, THE FOLLOWING REMEDIAL ACTION SHOULD BE PROVIDED: a.) REMOVE EXCESS MOISTURE BY SCARIFYING AND AERATING OR b.) EXCAVATE UNSTABLE AREAS AND BACKFILL WITH SUITABLE MATERIAL OR BASE OR C.) INCREASE THE AGGREGATE BASE SECTION OR d.) STABILIZE THE BASEMENT SOIL WITH SUITABLE ADDITIVES, OR e.) PROVIDE AN ALTERNATIVE METHOD SUITABLE TO THE CITY ENGINEER. 29. JUNCTION CHAMBER COVERS SHALL BE LEFT AT LEAST 6 INCHES BELOW SUBGRADE AND BROUGHT TO FINAL GRADE UPON COMPLETION OF STREET PAVING. FINAL FRAME SEATING SHALL BE 1/8 INCH BELOW ASPHALT SURFACE. 30. STREET RESURFACING SHALL BE CONSTRUCTED PER SCHEDULE SHOWN HEREON. 31. DELEATED 32. THE CONTRACTOR SHALL REMOVE ALL WATER MAIN P.C.C. THRUST BLOCKS THAT INTERFERE WITH CONSTRUCTION AND REPLACE SAME PER CUCAMONGA COUNTY WATER DISTRICT STANDARDS. 33. ESTIMATE OF QUANTITIES IS PROVIDED BY THE ENGINEER ONLY FOR THE CONVENIENCE OF THE CONTRACTOR. THE CONTRACTOR SHALL MAKE HIS OWN DETERMINATION OF CONSTRUCTION QUANTITIES BEFORE SUBMITTING A BID. ANY ITEM OF WORK REQUIRED BY THESE PLANS WHICH IS NOT SPECIFICIALLY LISTED IN THE ESTIMATE OF QUANTITIES SHALL BE CONSIDERED AS INCLUDED IN THE OTHER ITEMS OF WORK. 34. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE CONTRACTOR FROM RESPONSIBILITY FOR THE CORRECTION OF ERROR AND OMISSION DISCOVERED DURING CONSTRUCTION. UPON REQUEST THE REQUIRED PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO THF CITY ENGINEER FOR APPROVAL. 35. WORK SITE AND EXTERIOR STREETS SHALL BE MAINTAINED IN A NEAT, CLEAN, HAZARD FREE, ORDERLY STATE, THROUGHOUT CONSTRUCTION. SITE SHALL BE CLEANED UPON REQUEST OF THE INSPECTOR. 36. CONTRACTOR SHALL POSSESS A -CLASS An LICENSE, (GENERAL ENGINEERING CONTRACTOR), IN ACCORANCE WITH THE PROVISIONS OF THE CONTRACTOR'S LICENSE LAW (CALIFORNIA BUSINESS AND PROFESSIONS CODE, SECTION 7000 ET SEQ) AND RULES AND REGULATIONS ADOPTED PURSUANT THERETO AT THE TIME THIS CONTRACT IS AWARDED. 37. WHERE UTILITIES ARE INDICATED ON THE DRAWINGS TO BE SUPPORTED, SAID SUPPORTS SHALL BE IN ACCORDANCE WITH STANDARD DRAWING 2-D 173.18 20, 31 UNLESS OTHERWISE INDICATED. 38. SANITARY SEWERS AND HOUSE CONNECTIONS CROSSING OVER THE STORM DRAIN TRENCH SHALL BE SUPPORTED IN ACCORDANCE WITH STANDARD DRAWING 2-D 173.1 TO .3 AND ENCASED PER GENERAL NOTE 1 ON STANDARD DRAWING 2-D 173.1. 39. WHEN INDICATED ON THE DRAWINGS, SANITARY SEWERS AND HOUSE CONNECTIONS SHALL -BE ENCASED OR BLANKETED IN ACCORDANCE WITH STANDARD DRAWING 2-D 251. 40. ALL RESURFACING, CURBS, GUTTERS, SIDEWALKS, DRIVEWAYS AND OTHER EXISTING IMPROVEMENTS TO BE RECONSTRUCTED SHALL BE CONSTRUCTED AT THE SAME ELEVATION AND LOCATION AS THE EXISTING IMPROVEMENTS, UNLESS OTHERWISE NOTED. 41. THE CHANGE IN GRADE OF THE CONNECTOR PIPE MAY OCCUR EITHER OVER OR UNDER AN EXISTING UTILITY. THE PARTICULAR UTILITY AT WHICH THE CHANGE IN GRADE OCCURS, IS NOTED ON THE PROECT DRAWINGS. AT LOCATIONS WHERE UTILITY CROSSINGS ARE MARKED , THE CONNECTOR PIPE GRADE WILL BREAK OVE THE UTILITY. AT LOCATIONS WHERE UTILITY CROSSINGS ARE MARKED ,THE CONNECTOR PIPE GRADE WILL BREAK UNDER THE UTILITY. 42. ON THOSE CONNECTOR PIPES WHERE CHANGE IN GRADE IS NOT INDICATED, IT IS ASSUMED THAT THE CONNECTOR PIPE CAN BE LAID ON A STRAIGHT GRADE FROM THE CATCH BASIN TO THE STORM DRAIN WITHOUT INTERFERENCE WITH UTILITIES. 43. THE CONTRACTOR SR?.LL MAKE EXPLORATORY EXCAVATIONS TO DETERMINE THE EXACT LOCATION AND DEPTH F UTILITIES, EXCEPT SANITARY SEWER, WHICH ARE MARKED no OR . AFTER THE EXACT LOCATION OF A UTILITY HAS BEEN DETERMINED, THE GRADE AND ALIGNMENT OF THE CONNECTOR PIPE WILL BE STAKED SO AS TO CLEAR THE UTILITY. 44. WHERE CONNECTOR PIPE HAS A GRADE CHANGE EXCEEDING 504 5'OR DIFFERS IN DIAMETER FROM THAT OF EXISTING PIPE, THE USE OF A CONCRETE COLLAR AS PER STANDARD DRAWING 2-D393 SHALL BE INCORPORATED. kkStjlt[ACING `- • ^ /6- A.O. PER STREET eEMENT PLANS TRENCH DETAIL CKFILL TRENCH WITH TIVE MATERIAL. COMPACT 90%. SEE SOIL REPORT. 'D TRENCH WITH NATIVE ID/OR IMPORTED MATERIAL, ;.E.330 ). COMPACT TO 90%. 'E SOIL REPORT. : No. 15308 * E03-31-93 7► scVILIfillk PLANS PREPARED BY qR ON LTING ENGINEERS R.C.E. NO 15308 DATE 8't� FILE NO 1300 D m D N 48"W - - 12 W - vo 9.'00 L.F.- M.H. TYPE B DDS--�C �--- ET WA N DA rdl AV U 21' 35' 2 21' 5 14' oM 48Q' tO 21' c 13' 3 3 N N: SCALE: HORIZ: I"= 40' VERT.: 1"= 4' 383 .66 L.F. 48" R.C.P. 1550 D I I , , 12 13 14 15 M.H. TYPE B, STA. PT. = 9+92.45 =0+00 LATERAL A= 30', B=42" C = 8'-5 ", DI = 3&'#,D2 = 48 of E = 7' 10 1/2 '; L = 9'— 10 " S = :283. 75 R = 1283.84 30000'00" 5. C.B. NO. 2, W = 13.29' 48 1 12' 60 4 GRATES, V - 4.5' - 27 L.F. 24" R.C.P. 2000 D ao� 62 SEE PROFILE 16 - D, Sh -. N0.20 T-1 J. S. N0.4 C 47 I 49 /j 10+21 . 0+20. 70 56 45 45 BASELINE / 1. i •I Du. W. T. %J.S. TYPE 'A' STA. PT. = 10+14. 30 A=45',B=24",C-5'-11".1)=48" E = W-4 114 ", F = 1'- 6 1/2 " G = 1= 91&' L = 4'-1 ", S = 1284.67 R=1286.36 SCALE:I=40 v .�62 - 4Du. T - - - --- - - N N 2" G- N ---- 1 Du. W.T.FO.-• - M ' - 64.48' •— 0 - _ n w _ _ _ 46"W - 1i � - I 01 0 18' 25.5' 14' 35' 37!' ' ,1 14' 32 ' 9 SEE PROFILE 16 -A SHT. NO.20 12' 34'38" C. B. NO. I W = 28'. D=3.50' 45' , Q = V = 6.00' L.D. CASE 'A' S9 61 12 L.F. 36" R.C.P. 1500 D R = C. B. NO. 1 W = 21', D=3.50' R = , L = V = 7.00' , L.D. CASE 'A' 58 40 L. F. 42" R. C. P. 1500 0 6, SEE PROFILE 16 - B SHT. NO. 20 T = C. B. NO. 1, W=7' B.C.= V = 4.0' , L.D. CASE 'C' 57 61 ICO L. F. 18" R. C. P. 2000 D E.C.= SEE PROFILE 16 - C SHT. NO.20 E.C.= 10+64.48 9.50' m D N 48"W - - 12 W - vo 9.'00 L.F.- M.H. TYPE B DDS--�C �--- ET WA N DA rdl AV U 21' 35' 2 21' 5 14' oM 48Q' tO 21' c 13' 3 3 N N: SCALE: HORIZ: I"= 40' VERT.: 1"= 4' 383 .66 L.F. 48" R.C.P. 1550 D I I , , 12 13 14 15 M.H. TYPE B, STA. PT. = 9+92.45 =0+00 LATERAL A= 30', B=42" C = 8'-5 ", DI = 3&'#,D2 = 48 of E = 7' 10 1/2 '; L = 9'— 10 " S = :283. 75 R = 1283.84 30000'00" 5. C.B. NO. 2, W = 13.29' 48 1 12' 60 4 GRATES, V - 4.5' - 27 L.F. 24" R.C.P. 2000 D ao� 62 SEE PROFILE 16 - D, Sh -. N0.20 T-1 J. S. N0.4 C 47 I 49 /j 10+21 . 0+20. 70 56 45 45 BASELINE / 1. i •I Du. W. T. %J.S. TYPE 'A' STA. PT. = 10+14. 30 A=45',B=24",C-5'-11".1)=48" E = W-4 114 ", F = 1'- 6 1/2 " G = 1= 91&' L = 4'-1 ", S = 1284.67 R=1286.36 SCALE:I=40 v .�62 - 4Du. T - - - --- - - N N 2" G- N ---- 1 Du. W.T.FO.-• - M ' - 64.48' •— 0 - _ n w _ _ _ 46"W - 1i � - I 01 0 18' 25.5' 14' 35' 37!' ' ,1 14' 32 ' 0 Q = 30° 00'00" R = 4 5' L 23.56' T - 12.06 P-, 0+24.21 F i 0+47 77 -- ; N 89°55'19"W rL PIPE CURVE DATA 12' 34'38" 0 TOTAL 45' L = Q = 44052'54" Q 45000'00" R = 45' R = 45' L = 35.25' L = 35.34' T = 18.59' T = 18.64' B.C.= 9+68.89 B.C.= 10+29.14 E.C.= 10+04.14 E.C.= 10+64.48 0 Q = 30° 00'00" R = 4 5' L 23.56' T - 12.06 P-, 0+24.21 F i 0+47 77 -- ; N 89°55'19"W 41767 L.F 64" R.C.P. 1350 D 16 r� O A - 12' 34'38" R - 45' L = 10.14 T - 5.09' B.C. : 9+94.00 E.C. s 10+04.14 41767 L.F 64" R.C.P. 1350 D 16 r� 17 N 1295 1290 1285 1280 O Z W J Z 44 FURNISH AND PLACE 54" R.C.P. W AND PLACE 48" R.C.P. W a � _Z 49 a rr _ a J > Q < O OW h� CL ti ROAD +W c1) fn a 58 17 N 1295 1290 1285 1280 EMMI T WAY (FUTURE) Li J &JEMPORARY DRAINAGE INLET(g 16+75 II -8-R4 i1+ta DESCRIPTION OF REVISION DATE CITY JAPPROVED: CITY OF RANCHO CUCAMONGA STORM DRAIN PLAN AND PROFILE BASELINE ROAD ETIWANDA AVENUE TO STATION I8♦00 APPROVED BY: DATE: F��tTSJ��SI CITY ENGINEER RC.E. NO. 22397 DESIGN PLANS PREPARED BY: RECOMMENDED No. 15308 p D,p373I-_93 * rDRAWNj SHEET C►V1��!WCONS LTING ClvI ENGINEERS---�—OF �(.l15308 DRAWING N0R.C.E. NO _. T. DATE ? FILE NO 136 7 —� A 18 CONSTRUCTION NOTES 44 FURNISH AND PLACE 54" R.C.P. &—FURNISH AND PLACE 48" R.C.P. 47 FURNISH AND PLACE 42" R.C.P. 8�-9URNISH AND PLACE 36" R.C.P. 49 FURNISH AND PLACE 24" R.C.P. 50 FURNISH AND PLACE 18" R.C.P. 53 CONSTR. M.H. TYPE A PER CITY STD. 510 &—CONSTR. M.H. TYPE B PER CITY STD. 511 55 CONSTR. J.S. TYPE A PER CITY STD. 508 56 CONSTR. J.S. NO. 4 PER L.A.C.F.C.D. STD. 2-0 193 57 CONSTR. CATCH BASIN NO. 1, W = 7' PER CITY STD. 502 58 CONSTR. CATCH BASIN NO. 1, W = 21' PER CITY STD. 502 59 CONS TR. CATCH BASIN NO. 1, W = 28' PER CITY STD. 502 60 CONSTR. CATCH BASIN NO. 2, W = 13.29' PER CITY STD. 503 61 CONSTR. P.C.C. LOCAL DEPRESSION PER CITY STD. 518 62 CONSTR. P.C.C. COLLAR PER L.A.C.F.C.D. STD. 2-D 393 63 CONSTR. 8" BRICK AND MORTAR PLUG QD - 12"W 1 Du.W.T.F. 0. 2 G -- — LLJ Z LLJ � TJ 6 U W EMMI T WAY (FUTURE) Li J &JEMPORARY DRAINAGE INLET(g 16+75 II -8-R4 i1+ta DESCRIPTION OF REVISION DATE CITY JAPPROVED: CITY OF RANCHO CUCAMONGA STORM DRAIN PLAN AND PROFILE BASELINE ROAD ETIWANDA AVENUE TO STATION I8♦00 APPROVED BY: DATE: F��tTSJ��SI CITY ENGINEER RC.E. NO. 22397 DESIGN PLANS PREPARED BY: RECOMMENDED No. 15308 p D,p373I-_93 * rDRAWNj SHEET C►V1��!WCONS LTING ClvI ENGINEERS---�—OF �(.l15308 DRAWING N0R.C.E. NO _. T. DATE ? FILE NO 136 7 —� Q 100 = 129.4 c. f. s. INTERIM Q= 34.8Gf.s. QI00 = 209.7 c.f.s. Q 100 = 217. 8 c. f. S. INTERIM Q = 95.8 C. f. S. Q Q � sn Mto N � M Q (+ CL �- )- N 1295 � EXIST. GRD. OVER rk PIPE � INTERIM-H.G.L.-FOR c'•- 1290 �Al 6 PROP. F.S. OVER fL PIPE BY -PASS SYSTEM 0 �2 H.G.L. 0100 1285 19+43.39 42" INLET (N) S =0.0028 S=1280.31 INV. 6r 5 1280 �. W S=0.0016 4b x 0 0 p�O00 %.909X� o� �zs.9� /Z; 1275lb B� •-per F ., ` �,� L� 132.00 L. F. 5 4" R.C.P 135 0 D 18 19 N. 1. C. FUTURE C.B. NO. 1, W=10 V = 7.5' , L. D. CASE C 12 L.F. 42" R.C.P. 1500 D SEE PROF/ LE 17- B, SHEET 20 vi Q W W J N =� 0 Lu O SCALE: I"=40' o 2 <p O ►- 1- W W P -1 W +a z� QD W Z - Luo 44 0 OZ.- O r - - - 2„G_M N J��l WWT.F.O. -- - ti UJ Uj N89055 19 W - J = - (n - 48"W - �W C6. QLLJ r C Q It L.F. M.H.TYPE'B' 225.90 L.F. 78" R.C.P. 1350 D 20 21 M. H. TYPE 'B' STA. PT. x 19+43.39 A= 30° , B = 42", C = 12'-0" 54 2 DI = 54 D= 78" , E= 11'- 93 /44/4 " L = ll' -10", S= 1280.31 , R =1282,08 47 o� Q o aD aD N N _ N oQ N.I.C. N 4 - 90' cm 262.69' J - u N CL „ O W -o ac 5 3 21+73.56 oN -� N ci rn - °C c o O aD ,1 to N + y O�1 ci t.W O� - v' w 4J Q tD X LL Q m� to W + IL - N 3, I �J --� ..................... T1 0 �3 H.G.L. QI00 0 a, cm v� 1 co ` I N 1 1 O!b c:h .�. S= 00 17.50' . k0 17.50' HOR1Z : I"= 40' T.S. N0, J SCALE: VERT : I"= 4' 25.00 L.F. 10'-0" W x 2'-6" H R.C.B. SEE SEC. A , SHT. NC./9 288.94 L.F. 78 R.C.P. 1350 D 22 23 24 1► tt O - h 3 N N co m �, J.S.NO.4 56 } N + o co 19 +58.50 F' N ai ad A=60° _ + 4 + BASELINE c� 42 8zz�- 4 2 "� U. - wTFo. - - - - - -- N A ------ cy -- -_ ----�- - - �- --- 2 W - - - - -- - -- - - - - - - - --� -- N89044'39"E - / -- - - - - - - - - -48"W 62 ' o I a� a 00 Q V 3 TS'N0./ F- � o� Q o aD aD N N _ N 240 31' 28 " N.I.C. N 4 - 90' cm 262.69' J - u N CL „ O W o o f- hOcr= ac V= 5.00' L.D. CASE C 21+73.56 N N + h = n It a; - N H - O aD ,1 to N ci t.W m p vs a O a N = in 1► tt O - h 3 N N co m �, J.S.NO.4 56 } N + o co 19 +58.50 F' N ai ad A=60° _ + 4 + BASELINE c� 42 8zz�- 4 2 "� U. - wTFo. - - - - - -- N A ------ cy -- -_ ----�- - - �- --- 2 W - - - - -- - -- - - - - - - - --� -- N89044'39"E - / -- - - - - - - - - -48"W 62 ' o I a� a 00 Q V 3 TS'N0./ F- � 25 0 N N • N 7,50' r. S. NO. .38 L.1: 8"R.C.P. 1450 D Q 100 = 233.2 c. f. s. x/FUTUR E STORM DRAIN S=am_ 0,J� a-u� X�O -, Ai 10-16 L.F. M.H.TYPE B 4 L.F. 90" R. C.�. 1400 D 26 1� 1 11 12.6 %A" E \ 9 63 N� 52 FUTURE C 51 �� �, DRAIN / 42 ` = ------- 66 52 41 - SEE SHEET NO. 17 FOR LATERAL 'A' 1OLD' BASELINE ROAD 00 h � .� Q: (6 h( am hz cv tiW rykia 05.0 17.50. .s. 0./ 1295 1290 1285 1280 1275 %S 2 PIPE CURVE WHO R = Qe d = - W N N _ N 240 31' 28 " N.I.C. 1173' W a j 0 z 90' L = 262.69' J 38.52' FUTURE C. B. NO. 1 , W =I 0, co o o f- hOcr= A 0 14050'06" V= 5.00' L.D. CASE C 21+73.56 N a cn 2 ' 91 L. F. 24" R.C.P .2000D 24+36.25 49 R = 90' R 9 L = 23.30' T = 11.72' B.C.= 19+51.00 P. R.C.= 19 + 74.3 0 E.C. = 19+97.60 25 0 N N • N 7,50' r. S. NO. .38 L.1: 8"R.C.P. 1450 D Q 100 = 233.2 c. f. s. x/FUTUR E STORM DRAIN S=am_ 0,J� a-u� X�O -, Ai 10-16 L.F. M.H.TYPE B 4 L.F. 90" R. C.�. 1400 D 26 1� 1 11 12.6 %A" E \ 9 63 N� 52 FUTURE C 51 �� �, DRAIN / 42 ` = ------- 66 52 41 - SEE SHEET NO. 17 FOR LATERAL 'A' 1OLD' BASELINE ROAD 00 h � .� Q: (6 h( am hz cv tiW rykia 05.0 17.50. .s. 0./ 1295 1290 1285 1280 1275 %S 2 PIPE CURVE DATA R = Qe d = 12 ° 49' 53 ©d = 240 31' 28 " R = 1173' R = 90' L = 262.69' L = 38.52' T - 131.90' T = 19.56' B.C. = 21+73.56 PRC.-- 24+36.25 P.RC.- 24+36.25 E.C. = 24+74.77 25 0 N N • N 7,50' r. S. NO. .38 L.1: 8"R.C.P. 1450 D Q 100 = 233.2 c. f. s. x/FUTUR E STORM DRAIN S=am_ 0,J� a-u� X�O -, Ai 10-16 L.F. M.H.TYPE B 4 L.F. 90" R. C.�. 1400 D 26 1� 1 11 12.6 %A" E \ 9 63 N� 52 FUTURE C 51 �� �, DRAIN / 42 ` = ------- 66 52 41 - SEE SHEET NO. 17 FOR LATERAL 'A' 1OLD' BASELINE ROAD 00 h � .� Q: (6 h( am hz cv tiW rykia 05.0 17.50. .s. 0./ 1295 1290 1285 1280 1275 %S 2 CONSTRUCTION NOTES 141 FURNISH AND PLACE 90" R.C.P. 42 FURNISH AND PLACE 78" R.C.P. 44 FURNISH AND PLACE 54" R.C.P. 47 FURNISH AND PLACE 42" R.C.P. 49 FURNISH AND PLACE 24" R.C.P. 51 CONSTR. 10'-0" W X 2'-6" H R.C.B. PER SEC. A SHEET NO. f9 52 CONSTR. T.S. NO. 1 PER L.A.C.F.C.D. STD. 2-D 235 53 CONSTR. M.H. TYPE A PER CITY STD. 510 54 CONSTR. M.H. TYPE B PER CITY STD. 511 56 CONSTR. J.S. NO. 4 PER L.A.C.F.C.D. STD. 2-O 193 62 CONSTR. P.C.C. COLLAR PER L.A.C.F.C.D. STD. 2-D 393 63 CONSTR. 8" BRICK AND MORTAR PLUG 66 SUPPORT 48"WATER MAIN PER DETAILS ON SHT. 35 QD d = 32030'00" R = 90' L = 51.05 ILL' No 15308 T 26.23' Exp 3--31- 93 B.C. = 25+67.88 .* r CI E.C. = 26+18.93 J CP��� CONSTRUCTION NOTES 141 FURNISH AND PLACE 90" R.C.P. 42 FURNISH AND PLACE 78" R.C.P. 44 FURNISH AND PLACE 54" R.C.P. 47 FURNISH AND PLACE 42" R.C.P. 49 FURNISH AND PLACE 24" R.C.P. 51 CONSTR. 10'-0" W X 2'-6" H R.C.B. PER SEC. A SHEET NO. f9 52 CONSTR. T.S. NO. 1 PER L.A.C.F.C.D. STD. 2-D 235 53 CONSTR. M.H. TYPE A PER CITY STD. 510 54 CONSTR. M.H. TYPE B PER CITY STD. 511 56 CONSTR. J.S. NO. 4 PER L.A.C.F.C.D. STD. 2-O 193 62 CONSTR. P.C.C. COLLAR PER L.A.C.F.C.D. STD. 2-D 393 63 CONSTR. 8" BRICK AND MORTAR PLUG 66 SUPPORT 48"WATER MAIN PER DETAILS ON SHT. 35 QD d = d w o^ N N ch 1295 cm = 4.2 c.f. s. EXIST. DBL. 1290 5 W X 2HR.C.B._k 1285 F � F f�� I 12 8 O I Q = 95.8 c.f.s. I1 I S=0.0010 2 5 ,p � /275 O 0• �� 6 141-18 L. F. 60" R.C. P. 1600 0 �l EXIST. TOP OF SLOPE NIS EXIST. TOP OF SLOPE SIS INTERIM H.G.L. FOR BY-PASS SYSTEM Q= 100 c f s J � _j r J as 3 p1 c� h W `—�F.S.ON RAMP 2 = N3 WCL a O / xN N N O cli °' t1D QD co N 2 �J SCALE: HORIZ.: I a# = 40' VERT.: 1 4 4 W 2 5 \ \ 0 ____(s = O. 0088) Lot PIPE CURVE DATA 0 6 = 41-4['35" R = 45' L = 32.75' T = 17.140 B.C. z 0+32.54 E.C. z 0+65.29 SCALE: I"=40' 1295 1290 1285 1280 JOIN a � �W CROSS SECTION STA. 3 +50 SCALE: HORIZ: I"= 10' VERT.: I" = 4a R/W CONSTRUCTION NOTES (DI - PROTECT IN PLACE a6 --EXCAVATE AND GRADE PER TYPICAL SECTIONS 43 FURNISH AND PLACE 60" R.C.P. 21 FURNISH AND PLACE 24" GROUTED RIP -RAP PER DETAILS, SHT. Y2 4 CONSTR. BARRICADE PER STD. 404 64 CONSTR. C.B. NO. 3, W = 21' PER L.A.C.F.C.D. STD. 2-DI63 MODIFIED PERDETAILSONSHT.ZX 65 FURNISH AND PLACE PUMP PER DETAILS HEREON AND SHT. 21 S. C. E. CONTACT: MIKE BEARD 714-947-8215 1351 E.FRANCIS ST. ONTARIO, CA. 91761 rj,��� Fes; rcti�' J'ny �? No. 15308 " L#� EMn :3_ - 31- .c TOP OF WALL BASE OF WALL 20 Mee t k1n Sym. Abouf (_* 4@ /8G-Bor B-Bor-�) N (AGI - Bor Cl 'Borg �Longitudino/ s t Bors Eq. Spe. Option/ Const. Joint__ 2N C-Bor 2N 'Longitudino/ 2N ir—D Bars Eq. Sp c. C -Bor -� 3 - Bar C2-Bor C Const. Joint �l /Fi -Bor (F- Bor —� Y a (*40 I8'!,l N 1 H-80rJ t Hl -Bort T2 W TYPICAL R. C. BOX SECTION NOT TO SCALE - .&,A DESIGN DESIGN DATA -� T NO LIVE LOAD H20 - S 16 - 44 unless otherwise noted DE A D LOM TRANSVERSE JOINT CONSTRUCTION JOINT DETAILS NOT TO SCALE Earth load per Marston's formula: w = 110 p. c.f. Ku = Ku's 0.150 Oda Outside width of box plus 3 feet Side earth 37 p.s.f, per foot of depth Internal water pressure: 62.4 p.s.f. per Weight of concrete: 150 p. c.f. AL LOWA13LE STRESSES few 4000 p.s. i, at 28 days fc = 1800 p. s. i. fs= 24000 n = 8 Longitud/na/ Bors Eq. Spc. ? D- Bor 2N foot of depth shear and bond stresses per A.C.I. 318-63 BOX SECTION NO. A Station Bax To Sect. Station From Fron To A Design Corer Width W 1 ' - 0" 5'- o" Height H 2 ' - 011 Live Load TRUCK To Slab Thickness Ti Side WoH Thickness T 6 112" 81, Bottom Slob Thickness T B Bor No. B Spacing Bors -Len �1h 7" 4 17" Bt Bors Bor No. 8 Spacing Length x 7 e 17" I 1 ' - 9" C Bars Bor No 8 Spacing Horir. Length Vert Length # 4 8 14" 2' - 11 112" 1 ' - 11 112" C. C/ Bars Bor Nt��ocin # 4 t 14" Horiz_Length rkirf. -Length 1' - 2 112" 1 ' - 11 112" C 2 Bars Bor No. B Spacing Horis Length Vert. Length # 4 t 14" 21- 0.1 C, 3 Bors Bor No. 8 -Awing Horit. L snglh Vert Length D Bors Bar No, B Sp ring Len to 4 e 18" 2' - 10 1121, f Bars Bor No. 8Spacing Length # 4 ,t 20" I1' - 9" fl Bors Bor No Sing Len fly # 4 a 20" _ 4 ' - 6 " G Bors Bor NA. 49SpQcing Length - # 4 a 13.1 8.- 2 112- /2"Gl G/ Bars &v ft B Spocino Lent, # 4 1 13" 2'- 6" H Bon R -7r ft. �OS cing Leq # 4 1 12" 5'- 0 " .H/ Bars Bor Np. 4 Or//V— Length /VYRER LONGITUDINAL REINFORCEMENT 41�_ 4 BARS 7op Slob (Includes Distrib. l Ext WoHs 20 6 Int. Wells r, 20 /fly. S/ob TOTAL 52 OVANT/TIES Ca-'rete_a.rds./Lin. ft. 0.68 _ Steel Lbs.Ain. I " 89.6 R. C. BOX LOCATION SCHEDULE Box Sect. Station Bax To Sect. Station From Fron To A AT STA. 25 44 NIS STRUCTURAL NOTES GENERAL 1. DIMENSIONS FROM FACE OF CONCRETE TO STEEL ARE TO CENTER OF BAR AND SHALL BE Two INCHES UNLESS OTHERWISE SHOWN. 2. CONCRETE DIMENSIONS SHALL BE MEASURED HORIZONTALLY OR VERTICALLY ON THE PROFILE, AND PARALLEL TO OR AT RIGHT ANGLES (OR RADIALLY) TO CENTERLINE OF CONDUIT ON THE PLAN EXCEPT AS OTHERWISE SHOWN. 3. ALL BAR BENDS AND HOOKS SHALL CONFORM TO.THE AMERICAN CONCRETE INSTITUTE'S "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE'' SECTION 801. 4. PLACING OF REINFORCEMENT SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE'S "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" SECTION 803. S. TRANSVERSE CONSTRUCTION JOINTS SHALL NOT BE PLACED WITHIN 30 INCHES OF MANHOLE OR JUNCTION STRUCTURE OPENINGS. 6. TRANSVERSE CONSTRUCTION JOINTS IN WALLS AND SLABS SHALL BE IN THE SAME PLANE. NO STAGGERING OF JOINTS WILL BE PERMITTED. TRANSVERSE CONSTRUCTION JOINTS SHALL BE NORMAL OR RADIAL TO THE CENTERLINE OF CONSTRUCTION. 7. THE TRANSVERSE REINFORCING STEEL SHALL TERMINATE ONE AND ONE-HALF INCHES FROM THE CONCRETE SURFACES UNLESS OTHERWISE SHOWN ON THE STRUCTURAL DETAILS. f. EXPOSED EDGES OF CONCRETE MEMBERS SHALL BE ROUNDED OR BEVELED. !. NO SPLICES IN TRANSVERSE STEEL REINFORCEMENT WILL BE PERMITTED OTHER THAN SHOWN ON THE DRAWING WITHOUT APPROVAL OF THE ENGINEER. NO MORE THAN TWO SPLICES WILL BE PERMITTED IN ANY LONGITUDINAL BAR BETWEEN TRANSVERSE JOINTS. SPLICES SHALL BE STAGGERED. 10. LONGITUDINAL STEEL SHALL BE LAPPED 20 BAR DIAMETERS AT SPLICES. TRANSVERSE STEEL SHALL BE LAPr ED 30 BAR DIAMETERS AT SPLICES. ADDITIONAL NOTES FOR BOX SECTIONS 1. LONGITUDINAL STEEL SHALL BE CONTINUOUS AND EXTEND THROUGH ALL CONSTRUCTION JOINTS. 2. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, TRANSVERSE JOINT KEYWAYS (IN BOTH SLABS AND WALLS), AS DETAILED FOR LONGITUDINAL KEYWAYS AT THE BASE OF THE WALLS, SHALL BE PLACED AT THE END OF EACH POUR, BUT THE SPACING THEREOF SHALL NOT EXCEED SO FEET OR BE LESS THAN 10 FEET. ALL CONSTRUCTION JOINTS IN BOTTOM SLAB, TOP SLAB, AND SIDE WALLS SHALL BE IN THE SAME PLANE. NO STAGGERING OF JOINTS WILL BE PERMITTED. 3. UNLESS OTHERWISE SHOWN ON THE DETAILS, IN CURVED SECTIONS TRANSVERSE BARS SHALL BE PLACED RADIALLY. STRAIGHT TRANSVERSE BARS IN TOP AND BOTTOM SLABS SHALL BE SPACED AS SHOWN ON THE TYPICAL SECTIONS, SPACING SHALL BE AT THE CENTERLINE OF CONSTRUCTION FOR SINGLE -BARREL BOXES. STRAIGHT BARS AND L -BARS IN WALLS SHALL BE SPACED AS SHOWN ON THE TYPICAL SECTIONS, WITH THE SPACING MEASURED BETWEEN THE VERTICAL LEGS OF BARS 4. AT THE BEGINNING AND ENDING OF ALL POURS, A CURTAIN OF REINFORCEMENT COMPOSED OF B, C, C2, D, AND F, G, AND N BARS SHALL BE PLACED THREE INCHES FROM THE TRANSVERSE CONSTRUCTION JOINT. S. THE VERTICAL WALL STEEL IN INTERIOR WALLS AND IN THE INTERIOR FACE OF EXTERIOR WALLS MAY BE SPLICED AT THE CONSTRUCTION JOINT AT THE BASE OF THE WALL. THE SPLICE SHALL BE 20 BAR DIAMETERS IN LENGTH. 6. IN ALL SECTIONS LAP C AND C2 BARS. THE VERTICAL LENGTH OF C AND C22 BARS HAS BEEN CALCULATED FOR A FOUR -INCH STARTER WALL. IF THE HEIGHT OF THE STARTER WALL IS VARIED, THE VERTICAL LENGTH OF THE C AND C2 BARS SHALL BE VARIED CORRESPONDINGLY SO AS TO MAINTAIN A 30 DIAMETER LAP BETWEEN THE Two BARS. THE LAPS SHALL BE BASED ON THE SMALLER BAR. 7. CONCRETE QUANTITIES ARE BASED ON A SIX -BY -SIX-INCH FILLET AND THE STEEL QUANTITIES DO NOT INCLUDE ANY OPTIONAL SPLICES. 8. IF WALL THICKNESS IS SIX INCHES, PLACE REINFORCEMENT AT THE CENTERLINE OF THE WALL. E51o\ �pw v t No. 15308 *\ UP 3 - 31- 93 TOP OF WALL T% BASE OF WALL 20 dio_rnefe�rjs 2" TRANSVERSE JOINT CONSTRUCTION JOINT DETAILS NO SCALE Z kIn Opfiona/ Const. Joint— C- Bar — C - Bar— _ C? a C5 -Bars -_ Const. Joint — H- Bor— — Sym. -about 1 �4 T Nr B 8 B, -Bars 2M — —D- Bar Longitudinal Bars j T2 W/2 A// Longitudinal Bar Spacing /8"c, c., Except Bot tom Face of Top Slob with Distribution Reinforcement /FB F, Bars s Invert I TYPICAL R.C. BOX SECTION NO SCALE DESIGN DATA: LIVE LOAD: H20 - SI6- 44 unless otherwise noted DEAD LOAD' Earth load per Marston's formula: wt 110 p.c.f. Ku=Ku'=0.150 Bd =Outside width of box plus 3 feet Side earth 37 p.s.f. per foot of depth Internal water pressure: 62.4 p.s.f. per foot of depth Weight of Concrete: 150 p.c.f. ALLOWABLE STRESSES: fd = 4000 p.s.i. at 28 days fc = 18 00 p. S. i. fs = 24,000 p. s. I. n =8 shear and bond stresses per A.C. I. 318-63 BOX SECTION . Width Height H ,__ToP__SIqb_ Thickness TI S p_Woll Thickness T2 Bottom _S1ob Thickness il�_ LenQth pocin Bar No. 81 1 Len th Bar No. a Spocino Vert. Length Vert. Length Bar No. F3 Spocin Horiz. LengthVert. Len_Tth Len th N�_Sar__No. 8i Spocing 4 @ Length N',--Bor , No. 8i Spocin 4 @ Ir I NUMBERling—th—_ OF LONGITUDINAL• Top Slob (Includes Distri Bottom Slob Side Walls QUANTITIES Steel Lbs./Lin. Ft. R.C. BOX LOCATION SCHEDULE Box I Station 0 Box Station_ Sect. I From I To Sect. From I To I A 124 . 80125 + 00 II 1 1 1 GENERAL: STRUCTURAL NOTES 1. DIMENSIONS FROM FACE OF CONCRETE TO STEEL ARE TO CENTER OF BAR AND SHALL BE TWO INCHES UNLESS OTHERWISE SHOWN 2. CONCRETE DIMENSIONS SHALL BE MEASURED HORIZONTALLY OR VERTICALLY ON THE PROFILE, AND PARALLEL TO OR AT RIGHT ANGLES (OR RADIALLY) TO CENTERLINE OF CONDUIT ON THE PLAN EXCEPT AS OTHERWISE SHOWN. 3. ALL BAR BENDS AND HOOKS SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE'S "BUILDING CODE REOUIREMENTS FOR REINFORCED CONCRETE" SECTION SOI. I. PLACING OF REINFORCEMENT SMALL CONFORM TO THE AMERICAN CONCRETE NiSTITUTE'S "BUILDING CODE REOUIPFW.- NTS FOR REINFORCED CONCRETE" SECTION 103. S. TRANSVERSE CONSTRUCTION JOINTS SHALL NOT BE PLACED WITHIN 30 INCHES OF MANHOLE OR JUNCTION STRUCTURE OPFWvZS. 0. TRANSVERSE CONSTRUCTION JOINTS IN WALLS AND SLABS SHALL BE IN THE SAW PLANE. NO STAGGERING OF JOINTS WILL BE PERMITTED. TRANSVERSE CONSTRUCTION JOINTS SMALL BE NORMA1 OR RADIAL TO THE CENTERLINE OF CONSTRUCTION. 7. THE TRANSVERSE REINFORCING STEEL SMALL TERMINATE ONE AND ONE-HALF INCHES FROM THE CONCRETE SURFACES UNLESS OTHERWISE SHOWN ON THE STRUCTURAL DETAILS. s. EXPOSED EDGES OF CONCRETE MEMBERS SHALL BE ROUNDED OR BEVELED. f. NO SPLICES IN TRANSVERSE STEEL REINFORCEMENT WILL BE PERMITTED OTHER THAN SHOWN ON THE DRAWING WITHOUT APPROVAL OF THE ENGINEER. NO MORE THAN TWO SPLICES WILL BE PERMITTED IN ANY LONGITUDINAL BAR BETWEEN TRANSVERSE JOINTS. SPLICES SMALL BE STAGGERED. 10. LONGITUDINAL STEEL SMALL BE LAPPED 20 BAR DIAMETERS AT SPLICES. TRANSVERSE STEEL SHALL BE LAPPED 30 BAR DIAMETERS AT SPLICES. ADDITIONAL NOTES FOR BOX SECTIONS: 1. LONGITUDINAL STEEL SMALL BE CONTINUOUS AND EXTEND THROUGH ALL CONSTRUCTION JOINTS. 2. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, TRANSVERSE JOINT KEYWAYS (IN BOTH SLABS AND WALLS), AS DETAILED FOR LONGITUDINAL KEYWAYS AT THE BASE OF THE WALLS, SHALL BE PLACED AT THE END OF EACH POUR, BUT THE SPACING THEREOF SHALL NOT EXCEED SO FEET OR BE LESS THAN 10 FEET. ALL CONSTRUCTION JOINTS IN BOTTOM SLAB, TOP SLAB, AND SIDE WALLS SHALL BE IN THE SAME_ PLANE. NO STAGGERING OF JOINTS WILL BE PERMITTED. 3. UNLESS OTHERWISE SHOWN ON THE DETAILS, IN CURVED SECTIONS TRANSVERSE BARS SHALL BE PLACED RADIALLY. STRAIGHT TRANSVERSE BARS IN TOP AND BOTTOM SLABS SHALL BE SPACED AS SHOWN ON THE TYPICAL SECTIONS; SPACING SMALL BE AT THE CENTERLINE OF CONSTRUCTION FOR SINGLE -BARREL BOXES. STRAIGHT BARS AND L -BARS IN WALLS SHALL BE SPACED AS SHOWN ON THE TYPICAL SECTIONS, WITH THE SPACING MEASURED BETWEEN THE VERTICAL LEGS OF BARS. 4. AT THE BEGINNING AND ENDING OF ALL POURS, A CURTAIN OF REINFORCEMENT COMPOSED OF B. C , C2, D, F. G AND H BARS SHALL BE PLACED THREE INCHES FROM THE TRANSVERSE CONSTRUCTION JOINT. S. THE VERTICAL MALL STEEL IN INTERIOR MALLS AND IN THE INTERIOR FACE OF EXTERIOR WALLS MAY BE SPLICED AT THE CM-TRUCTION JOINT AT THE BASE OF THE WALL. THE SPLICE SHALL BE 20 BAR DIAMETERS IN LENGTH. 6. IN ALL SECTIONS LAP C AND C2 BARS. THE VERTICAL LENGTH OF C AND C2 BARS HAS BEEN CALCULATED FOR A FOLP,-INCH STARTER WALL. IF THE HEIGHT OF THE STARTER WALL IS VARIED, THE VERTICAL LENGTH OF THE C AND C2 BARS SMALL BE VARIED CORPrSPOanIMGLY SO AS TO MAINTAIN A 30 DIATER LAP BETWEEN THE: TWO BARS. THE LAPS SHALL BE BASED ON THE SMALLER BAR. 7. CONCRETE QUANTITIES ARE BASED ON A SIX -BY -SIX -IN C`H FILLET AND THE STEEL QUANTITIES DO NOT INCLUDE ANY OPTIONAL SPLICES. I., IF WALL THICKNESS IS SIX INCHES, PLACE REINFORCEMFNrT AT THE CENTERLINE OF THE WALL. I DESCRIPTION OF REVISION I DATE ( PITY APPROVED CITY OF RANCHO CUCAMONGA REINFORCED CONCRETE BOX DETAILS BASELINE ROAD STORM DRAIN APPROVED 8Y: 7 ;4� CITY ENGINEER \> DESIGN No. 15309 1 1- 93 * DRAWN T. W. CHECKED N. W. T. 0 PLANS PREPARED 9Y: @ DD CO"LILTING CIVIL NGINEERS zr� C E NO 15308_ DATE �'T `s _rjr FILE NO DATE' //1 Z 6- RC.E N0. 2_2397 RECOMMENDED SHE/E I .L 9 OF -40__ DRAWING NO I _ -3 S- - 0 INTERIM DESIGN H.G.L. 1300 �F�' a�'a�` 1300 1295_ �titi�°' Q = 61.0 c. f. S. 16h 01.66 \,. ` SEE DETAIL 'C', C.S.P. INLET \�q �gb' T.C. F. L. \�,9\�9 �`L\ti0 1 J� F SHEET No. 5 FOR DETAILS 1295 1295 1290 �r R W. S. = 1295.40 W. S. = 12 95.65 H.G. L. Q 100 = 18. 5 c. f. s. H.G.L. Q 100 = 47.6 c. f. s. �� FUTURE C. B. I (1 „ cL3� W. S. = 1294.36 \�9 N.1. C. ` 1.50 L.F. 42 R.C.P. 15000 S=0.0165 ° S°• 1285 I I \a 1290 1290 11.50 L. F. 36" �?, 6� GQ' B I _ S = p`2 °9l. 0 GQ. R. C. P. 1500 D h �,°� Q�' _ 1473 62'\ x. h 6 �x ti x hkl F. \ X29\ \ ° tia 2 4. 17 L.F. 24 " S = 1284.67 INV. \ O �ti S _ p 1473 S = 1280 3► 1NV. ��J��R. C. P. 2000 D J' FUTURE 0+00 1_285 Quo 1285 �?� o+o0 1280 1� b, 42 R.C.P C.B. No. I W = 21 12.00 C. 8. N o.l W = 28q \ti x 42 C S. P. bt mac°?o Ox tio`h b0 Q 1��Q OBJ 14"GA. 0tioeGQ. \�0 xO x%% C.P. PROFILE 16-A 1280 ° ti It 0,0 °ati ,�,O6x�yQ ti C. P PROFILE 16-D M.H. TYPE B�� ' J. S. TYPE A 10+14.30 c=5-11 c=12 -o" C.P PROFILE 17-B 19+43.89 111300 1295 I H.G.L. Q 100 = 673 c. f. s II 1290 1112 �3OQ`GQ 0 .4b i \�OOx ��, X0� ' Z � �crG • s'� N 0 0) + M. H. TYPE B Ki o' C=8'-5" O II j. � O 1295 1290 1285 S = 0.0100 blo bhtia \L OX C.P. PROFILE 16-B 32 A5 0• tti0xp�'pti O �0 0�°�G' 39.77 L.F. 42 R.C.P. 1500 D \2 xh CONSTR. P.C.0 COLLAR O H.G.L. 0100 = 5.8 c.f.s. 6 s "`02 1280 �h,1° 2° F ti tiG �q,\O x� 3' 21 JOIN EXIST PROTECT ON 12 9`L',�0' BAR 2:1 GRADEDi �2 a SLOPE / \ I (p TOP 101 0 P ATI SEE DETAIL BELOW 2:1 SLOPE 3 6.. 3L" 3� �a4 2 14 A.C. BERM DETAIL N.T.S. 24C.S. P 14" GA. S = 0. 0120 6.51 hh . W.S. = 1294.36 1290 +° D. 1285 � H. G. L. Q100 = 8.1 c. f. s. 1.8 1280 3g0 5'� S= 127.9.64 INV. 0+00 J.S. No.4 CONSTR. PC.C. COLLAR kxh' CONSTR. P.C.C. COLLAR C. P PROFILE 16 - C S = 0.0200 101.35 L.F. 18' R. C. P 2000D S= 0.0020 / 75.14L. F. 24" R.C.P. 2000D C. P PROFILE 17 -A 19+58.50 W.S. = 1293.28 CONSTR. 8" BRICK 9 MORTAR PLUG - S= LUG - S=OIC h. h \oQ`GQ CONSTR. P.C.C. COLLAR ?l _ I 2' S =1283.07 INV. S=.1006 0+00-00 J. S. NO. 4 �GQ PROFILE 1111' - A oa` $ROP X0'� � 1w . -tg 16 + 75.00 \6X N. T. S. zL DETAIL V CSP INLET STA. 16+75-00 p To Flo o `ro w Nn 1.RIM �♦c� by 3 31-93 �>� a �2 W FUTURE C B. N. 1. it. '= TORE F W.S. = 1287.70 �x J� F FUTURE 24"R.C.P. , N.I.C. SCALE: HORIZ.: 1 "= 5 VERT. : 1• = 5 1 ' DATE 7! ! �7 FILE NO l /357- L i i z1e 10+21.70 p. \Z9 F C-7 12 BAND 101 12 CONSTRUCT 8" A.G. BERM PER STD. 313 101 2� DIA. M g3It �jp�- FURNISH AND INSTALL CAP PER DETAIL C-1 SHEET 5 , TYPE LMARKER 6� ON CENTER Z �� 450 101 CONSTRUCT 3" A. C. ON NATIVE P CC.C. CO C AR � ?l _ I 2' S =1283.07 INV. S=.1006 0+00-00 J. S. NO. 4 �GQ PROFILE 1111' - A oa` $ROP X0'� � 1w . -tg 16 + 75.00 \6X N. T. S. zL DETAIL V CSP INLET STA. 16+75-00 p To Flo o `ro w Nn 1.RIM �♦c� by 3 31-93 �>� a �2 W FUTURE C B. N. 1. it. '= TORE F W.S. = 1287.70 �x J� F FUTURE 24"R.C.P. , N.I.C. SCALE: HORIZ.: 1 "= 5 VERT. : 1• = 5 1 ' DATE 7! ! �7 FILE NO l /357- L i VIEW WITH INNER DOOR OPEN 2'-6" HI -WATER RESET16 35 AMP AMBER BKR. LIGHT C3 -1 RESET STR. PB. SI ZEI 1 ER R2E REQUIRES 6"HYSTENISIS r-� SAL Ji ETM C57 VIEW WITH INNER DOOR OPEN FRONT VIEW OF INNER DOOR ESSCO PUMP CONTROL PANEL N.T.S. HIGHWATER LIGHT FAILSAFE 4# HV -V-100 INCANDESCENT RED LAMP L 36"MANHOLE FRAME AND COVER PER ALHAMBRA FOUNDRY NO. A-1251-411 SET FRAME AND COVER PER CITY STD. N0. 512. 2" PVC CONDUIT N FINISH GRADE - 21' FSI OFF ELEV. 1278.83 HI -WATER RESET16 C 17 C63 AMBER 0 LIGHT C3 -1 RESET Q PB. 60 A- REQUIRES 6"HYSTENISIS 0 ETM C57 L BOLT FOR 518% FR4-2 L GHT [:471 FRONT VIEW OF INNER DOOR ESSCO PUMP CONTROL PANEL N.T.S. HIGHWATER LIGHT FAILSAFE 4# HV -V-100 INCANDESCENT RED LAMP L 36"MANHOLE FRAME AND COVER PER ALHAMBRA FOUNDRY NO. A-1251-411 SET FRAME AND COVER PER CITY STD. N0. 512. 2" PVC CONDUIT N FINISH GRADE - 21' 2 FT. 5x2.0 FLUORESCENT LIGHT MOUNT 120 V 20 W INSIDE DOOR LIGHT SWITCH RECEPT. FLG. 90' ELL ( TYP. PHENOLIC NAMEPLATES 1. PUMP #1 3. RUNNING 4. SEAL FAILURE 5. ELAPSED TIME METER 6. HIGH WATER LIGHT -METER AND PULL SECTION (MYERS OR EQUAL) 1 h 3" PANEL TO BE FLOOR STANDING MOUNTED ON CONCRETE PAD WITH 4 - 112 BOLTS 7 N a a •a 8' LONG 3/4" COPPER CLAD GROUND, 2 EA. PAD TO BE REINFORCED WITH # 4 BARS 12" O.C.,B.W. 6300 * TENSILE STRENGH, NYLON COVERED LIFTING CABLE. LEAVE 5' SLACK IN BOX. PUMP POWER CABLE, LEAVE 25� SLACK COILED IN BOX . LEVEL 2 AND SERVICE DETAIL �2 N. T. S. 240 V; 1 0; 3 W; 60 HZ U EAJ PVC DISCHARGE LINE f SCH. 40 1. PLAN VIEW N. T, S, Ne 29A CONN. 5 A (25% OF 17A) 34A TOTAL 2" C.O. TO S.C.E. PULLBOX FLG. 90' ELL f TY P.) 1 x6 FSI OFF ELEV. 1278.83 HI -WATER RESET16 1201240 V �` MYERS OR EQUAL 16 M 10, 3W LIGHT DRILL bl EPDXY IOKAIC 0' _0j 60 A- REQUIRES 6"HYSTENISIS COMB. METER 8 2 P X L BOLT FOR 518% FR4-2 KART, FLYTE OR EQUAL I � 35 A 20A I I ��-- PUMP CONTROL EYE BOLT ATTACH. Ip I PANEL - NEMA 3R I I 1 20 A � I EYE IP , I BOLT- 1 2/1C - 1/2"C - 2#12, 1#12G 3#8, a, 3 4#12 17 A :d.. PUMP RECEPT PANEL LIGHT _ co O SEE SHEET • 23 e' 4. 1% 5'- 0' 2 FT. 5x2.0 FLUORESCENT LIGHT MOUNT 120 V 20 W INSIDE DOOR LIGHT SWITCH RECEPT. FLG. 90' ELL ( TYP. PHENOLIC NAMEPLATES 1. PUMP #1 3. RUNNING 4. SEAL FAILURE 5. ELAPSED TIME METER 6. HIGH WATER LIGHT -METER AND PULL SECTION (MYERS OR EQUAL) 1 h 3" PANEL TO BE FLOOR STANDING MOUNTED ON CONCRETE PAD WITH 4 - 112 BOLTS 7 N a a •a 8' LONG 3/4" COPPER CLAD GROUND, 2 EA. PAD TO BE REINFORCED WITH # 4 BARS 12" O.C.,B.W. 6300 * TENSILE STRENGH, NYLON COVERED LIFTING CABLE. LEAVE 5' SLACK IN BOX. PUMP POWER CABLE, LEAVE 25� SLACK COILED IN BOX . LEVEL 2 AND SERVICE DETAIL �2 N. T. S. 240 V; 1 0; 3 W; 60 HZ U EAJ PVC DISCHARGE LINE f SCH. 40 1. PLAN VIEW N. T, S, Ne 29A CONN. 5 A (25% OF 17A) 34A TOTAL 2" C.O. TO S.C.E. PULLBOX FLG. 90' ELL f TY P.) 1 x6 2 - 8'-3/4" DIA. GROUND RODS IN GROUND WELLS 6SEPA RATION SINGLE LINE DIAGRAM (THERMAL MAGNETIC TYPE UBMERSIBLE CABLE FURNISHED WITH PUMP CBI 35 A PI OLI P �j I 3 H. P. �^ 17 F.L.A. / PUMP 41 ELEV. =1292.30 FINISH GRADE 1 JFLG e ° 30" MANHOLE FRAME AND COVER PER ALHAMBRA 4 9O°6EN0,e' a: ; FOUNDRY NO. A - 1262. SET FRAME AND COVER FLG. WITH 4P.V.C. PER CITY STD. N0. 512. IN SOUTH WALL. S8 SEC. D SHEET 30" X 6" CONC. M.H. RINGS, HEIGHT TO FIT.4 SPOOL, F.LG. x FLG.41 FLANGE WITH- STEPS I THREADED NIPPLE - NOTES ELEV. = 128 7.95 4" FLEXIBLE RUBBER HOSE, ATTACH TO THREAD NIPPLE WITH STAINLESS STEEL HOSE CLAMPS, BOTH ENDS 4" FLANGE WITH THREADED NIPPLE - 4 90° BEND, FLG. x FLG. PROJECT No. 88122 MU«EN ASSOCIATES electrical engineers 1200 K IEFFOWN ST., UNR D ANAHEIM, CA 92807/714-632-6620 rd 1. CONTRACTOR TO SUBMIT SHOP DRAWINGS ON ALL EQUIPMENT, PIPING, AND / ! MISCELLANEOUS MATERIALS PROPOSED TO BE UTILIZED ON THIS PROJECT PRIOR TO ORDERING SAME. Q • `' 2. LOCATION OF ALL PIPING AND EQUIPMENT SHALL BE APPROVED e BY THE ENGINEER PRIOR TO INSTALLATION. 3. SEE SHEET NO. 23 FOR BOX STRUCTURAL DETAILS 1 ELEV. = 1277. 83 5' - 0" SECTION A -A N. T. S. ELECTRICAL PLAN PREPARED BY: MULLEN AND ASSOCIATES,INC. ' f - //-- R.E.E. H2 FU/ 10 A XI X3 120 V RES 3 MI PUMP #1 ON 4 3 A O A OLI MPI H , 1 4M1 5 RI -I ( MP 6 ( 4 Et FSI OFF. f2 14 -o-- RI-2 R3-2 FS2 ON !4 --0y� O-- 4 r- _--I 15 -15 FS -3 FS -4 PUMP FSI OFF ELEV. 1278.83 HI -WATER RESET16 1201240 V �` MYERS OR EQUAL 16 M 10, 3W LIGHT 1288.45 1287.95 IOKAIC 0' _0j 60 A- REQUIRES 6"HYSTENISIS COMB. METER 8 2 P X ' MAIN BY ELECT. FR4-2 KART, FLYTE OR EQUAL I � 35 A 20A I I ��-- PUMP CONTROL 2 P I Ip I PANEL - NEMA 3R I I 1 20 A � I IP , I 1 2/1C - 1/2"C - 2#12, 1#12G 3#8, 3 4#12 17 A 12A IA PUMP RECEPT PANEL LIGHT 2 - 8'-3/4" DIA. GROUND RODS IN GROUND WELLS 6SEPA RATION SINGLE LINE DIAGRAM (THERMAL MAGNETIC TYPE UBMERSIBLE CABLE FURNISHED WITH PUMP CBI 35 A PI OLI P �j I 3 H. P. �^ 17 F.L.A. / PUMP 41 ELEV. =1292.30 FINISH GRADE 1 JFLG e ° 30" MANHOLE FRAME AND COVER PER ALHAMBRA 4 9O°6EN0,e' a: ; FOUNDRY NO. A - 1262. SET FRAME AND COVER FLG. WITH 4P.V.C. PER CITY STD. N0. 512. IN SOUTH WALL. S8 SEC. D SHEET 30" X 6" CONC. M.H. RINGS, HEIGHT TO FIT.4 SPOOL, F.LG. x FLG.41 FLANGE WITH- STEPS I THREADED NIPPLE - NOTES ELEV. = 128 7.95 4" FLEXIBLE RUBBER HOSE, ATTACH TO THREAD NIPPLE WITH STAINLESS STEEL HOSE CLAMPS, BOTH ENDS 4" FLANGE WITH THREADED NIPPLE - 4 90° BEND, FLG. x FLG. PROJECT No. 88122 MU«EN ASSOCIATES electrical engineers 1200 K IEFFOWN ST., UNR D ANAHEIM, CA 92807/714-632-6620 rd 1. CONTRACTOR TO SUBMIT SHOP DRAWINGS ON ALL EQUIPMENT, PIPING, AND / ! MISCELLANEOUS MATERIALS PROPOSED TO BE UTILIZED ON THIS PROJECT PRIOR TO ORDERING SAME. Q • `' 2. LOCATION OF ALL PIPING AND EQUIPMENT SHALL BE APPROVED e BY THE ENGINEER PRIOR TO INSTALLATION. 3. SEE SHEET NO. 23 FOR BOX STRUCTURAL DETAILS 1 ELEV. = 1277. 83 5' - 0" SECTION A -A N. T. S. ELECTRICAL PLAN PREPARED BY: MULLEN AND ASSOCIATES,INC. ' f - //-- R.E.E. H2 FU/ 10 A XI X3 120 V RES 3 MI PUMP #1 ON 4 3 A O A OLI MPI H , 1 4M1 5 RI -I ( MP 6 ( 4 Et FSI OFF. f2 14 -o-- RI-2 R3-2 FS2 ON !4 --0y� O-- 4 r- _--I 15 -15 FS -3 FS -4 PUMP FSI OFF ELEV. 1278.83 HI -WATER RESET16 i] -o- 8 5 s R3 16 CLOSES OPENS LIGHT 1288.45 1287.95 ALARM 0' _0j OFF REQUIRES 6"HYSTENISIS -L- 16 18 BEFORE OPENING ON X DECLINING WATER LEVEL FR4-2 KART, FLYTE OR EQUAL �-1 HI WATER LIGHT ALARM R4� I 17 e 4 CONTROL DIAGRAM Z2 N. T. s. N. T. S. 2 # 12 TO MOISTURE PROBE 2 I I 0-1 I FSI OFF ELEV. 1278.83 -o- 1 FS2 ON ELEV. 1279.83 -----j 0' _0j 1 FS 3 ON EL EV. 1287.95 - _04 O- - FS4 HI WATER ALARM ---- - AND PUMP OFF ELEV. 1288.45 ------}SPARES GENERAL NOTES 1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 2. SUPERVISION FOR INSTALLATION, STARTING AND TESTING TO BE PROVIDED BY THE MANUFACTURER'S REPRESENTATIVE AS PART OF THE EQUIPMENT CONTRACT. 3. ALL UNDERGROUND CONDUIT TO BE SCHEDULE 40 PVC. WIRE TO BE RHW OR THW COPPER CONDUCTORS. 4. ALL PRACTICES AND PROCEDURES, MATERIAL AND PLACEMENT OF MATERIALS SHALL CONFORM IN EVERY RESPECT TO THE STANDARD PLANS AND SPECIFICATIONS OF THE CITY OF RANCHO CUCAMONGA. 5. HOSE TO BE CUT TO LENGTH AND INSTALLED TAUT. 6. MOTORS WILL PULL EXCESSIVE CURRENT IF WIRED BACKWARD 7. ALL MATERIALS SPECIFIED BY BRAND NAME MAY BE SUBSTITUTED WITH AN APPOVED EQUAL IF SUBMITTED PRIOR TO BID. 8. ALL CONDUCTORS TO BE THWN/ THHN COPPER 1112"C-4 -S CABLES TO PANEL PUMP ON ELEV. 12 79. 83 PUMP OFF ELEV. 1278.83 ROTOMAT VS40f TYP. FOR 4 BY ANCHOR SCIENTIFIC _ HI -WATER ALARM PUMP OFF CD ELEV. 1288.45 PUMP ON ELEV. 1287.95 PUMP DETAIL 2 N. T. S. ElINDICATES TERM, B. D. CONNECTIONS MATERIAL SCHEDULE ONE - ESSCO 4 X 12 TF TORQUE FLUID NON -CLOG SUBMERSIBLE PUMP WITH 100 % RECESSED SHREDDER IMPELLER CAPABLE OF PASSING PIPE SIZE DIAMETER SOLIDS, CONSTRUCTED OF HEAVY DUTY C.L. ASSEMBLED WITH S.S. HARDWARE, 3 HP, 1150 RPM, 60 HZ, 240 VOLT U.L. APPROVED RELIANCE MOTOR, EXPLOSION -PROOF, CLASS 1, GROUP D FOR HAZARDOUS DUTY LOCATIONS, DOUBLE MOISTURE SENSING PROBES, BUILT IN THERMAL OVERLOAD PRO- TECTION, 50 FT. POWER CABLE AND FIVE YEAR - 10,000 HOUR WARRANTY. ONE - 15 FT. STAINLESS STEEL LIFT CABLE. ONE- ESSCO SIMPLEX PUMP CONTROL PANEL, NEMA 3R, 3 HP, 240 VOLT, 60 HZ, SINGLE OR THREE PHASE, EQUIPPED WITH START -STOP FLOAT CONTROLS AND HOA SWITCH. Q p� EESSIptiq /F ONE- HOSE AND FITTING PACKAGE CONSISTING OF 10 F7.1000 4" HOSE.kFl�y% TWO - 4" 90 DEGREE FLANGED ELLS, CLASS 125 CAST IRON, w z TWO - 4" CAD PLATED HOSE NIPPLES. a No, 15308 FOUR 4" STAINLESS STEEL HOSE CLAMPS.A, Exp 3-31-93 TWO - 4" THREADED COMPANION FLANGES. Jf C1VIV �a�� �qrF OF CAI�E� ELEV. 1277.83 3 J W VAR. TO 9' x ct 717 0 �l ,.9Z. N��� 13' 1289.34 F.S. 5' 1'-6X12"i 21 610 I I 1290.84 F.S. SECTION D - D 22' 1287.95 F.S. FURNISH 8 PLACE 24" RIP -RAP SCALE: 114" ■ I' - 0" CONSTRUCTION NOTES 21 FURNISH AND PLACE 24" GROUTED RIP -RAP PER DETAILS SHOWN HEREON 65 FURNISH AND PLACE PUMP PER DETAILS SHOWN ON SHEETS 18 8 22 64 CONSTR. CATCH BASIN NO. 3, W=21' PER L.A.C.F.C.D. STD. 2-0163, MODIFIED PER DETAILS HEREON. #4@12" 10'-3" #4 6 6" N 04 • 12" ��v FACE PLATE AND DOUBLE N U PROTECTION BAR PER ' L.A.C.F.C.D. STD. 2-D232 m FLOW 6@12•, �J 10" 5' - 0" FURNISH 8 PLACE 24" GROUTED RIP -RAP �k6@ 18"� 64 6 3 #4@ 9 —17 #4C�12� o NOTE: #4CZ-12 0 1. ALL STEEL SHALL HAVE 2" CLEARANCE UNLESS SHOWN 2. SEE L.A.C.F.C.D. STD. 2-D172 FOR ADDITIONAL NOTES 8 �j CRITERIA. I 3. $EE L.A.C.F.C.D. STD. 2-DI57 in FOR ADDITIONAL STEEL 4. REQUIREMENTS AROUND MANHOLES. ft 4�6C�12„ loo��s6C 18 6•-3„ ,SE LINE ROAD 9' 4"P DISC 40--4 �' 12"—� p1 �4W4 AS SHOWN SECTION A - A SCALE: 1/2""1• - 0" 10 GRADEL a N : 6" X "tANC N 8 N6 LI 24" 7/8" * 1112" SLOT, TYP. AT ALL BOLTS. SECTION C - C SCALE: 3/4" - U - 0" 24" FRAME 8 COVER PER L.A.C,F.C.D. STD. 2-Df63 36" FRAME 8 COVER PER ALHAMBRA SET PER CITY STD. 512 FOUNDRY NO.A-1251-4"SET PER STD. 512 EXIST. F.G. _ EXIST. F.G. 7/7Z77— La 24" 0 X 6" CONC. ADJ, RINGS 30" X 6" CONC, ADJ. RINGS a \_ \ 4*:4(–Q6" v 9t OUTLET ELEV. 1287.95---, STEPS PER STEPS PER STD. 2-D163 STD. 2-D163 64 10" 21' - 0" • —� 5..0. 65 PUMP AREA TRASH WALL PER SEC. C -C 1277.83 6 C. 12" FLOOR *4Q12" 1 X' .. LEVEL L Tri SECTION B - B `W4's -0k6Q 9 SCALE: 3/8" - 1'- 0" WIIz �� 1 No, 1530E EMD _3-31-93 • 4k5@ 6" N 10" .t. PIU '-- .E NO _ 1 _ 11 _ _ I r PLAN ..._. SCALE : I "= 5' ;ONSTRUCTION NOTES 1) CONTACTOR SHALL NOTIFY SAN GABRIEL VALLEY MUNICIPAL WATER DISTRICT 818-969-7911 24 HRS IN ADVANCE OF CONSTRUCTION. 2) CONTRACTOR TO BE RESPONSIBLE FOR SUPPORT OF PIPE LINE DURING CONSTRUCTION. 3) ACTUAL SURVEYED LOCATION OF PIPE LINE TO BE NOTED PRIOR TO INSTALLING SUPPORT SYSTEM. THE DISTRICT MUST BE SUPPLIED WITH A COPY OF NOTES OF SURVEYED LOCATION PRIOR TO SUPPORT. 4) CONTRACTOR TO POT HOLE AND LOCATE 48" PIPE PRIOR TO DRILLING SOLDIER PILES AS SHOWN. 5) DRILL AND PLACE SOLDIER PILES PER DRAWINGS MODIFY SPACING TO FIT SUBSURFACE UTILITIES IF ANY. • 6) EXCAVATE TO SUBGRADE OF EXISTING 48" PIPE PLACING LAGGING AS EXCAVATION PROGRESSES. 7) VERIFY VERTICAL AND HORIZONTAL LOCATION BASED ON EXISTING HOR/VERT CONTROL SURVEY LINES AND BM ELEVATIONS. 8) PLACE STRUTS AND TACK WELD TO SOLDIER PILES. 9) SET AND SEAT CARRIER BEAM. 10) THREAD CABLE SUPPORT SYSTEM WITH INDIVIDUAL EXCAVATIONS UNDER 48" PIPE WITH TURNBUCKLES AS SHOWN ON SEC. A -A. 11) INSTALL 3/8" U -BOLT WIRE ROPE CLIPS. THE BASE OF THE CLIP BEARS AGAINST THE LIVE END OF THE ROPE, WHILE THE "U" OF THE BOLT PRESSES AGAINST THE DEAD END. BEFORE ROPES ARE PLACED UNDER TENSION THE NUTS ON THE CLIPS SHOULD BE TIGHTENED. IT IS ADVISABLE TO TIGHTEN THEM AGAIN AFTER THE LOAD IS ON THE ROPE TO TAKE CARE OF ANY REDUCTION IN THE ROPES DIAMETER CAUSED BY WEIGHT OR TENSION OF THE LOAD. A WIRE ROPE THIMBLE SHALL BE USED IN THE LOOP EYE TO PREVENT KINKING WHEN WIRE ROPE CLIPS ARE USED. 12) TIGHTEN TURNBUCKLES ALTERNATELY UNTIL LOAD OF PIPE IS TRANSFERRED TO CARRIER BEAM. MAINTAIN 48" LINE ON ORIGINAL LINE AND GRADE DURING LOAD TRANSFERING PROCEDURES. VERIFY AGAINST IN PLACE SURVEY LINES AND GRADES. 13) COMPLETE EXCAVATION AND SHORING UNDER 48" LINE. CONSTRUCT R.C.B. STORM DRAIN. 14) COMMENCE BACKFILLING OPERATIONS AROUND R.C.B. AND UNDER 48" MAIN. WHEN COMPACTION HAS BEEN ACHIEVED UNDER 48" MAIN CUT CABLES FOR TURNBUCKLES AFTER TURNBUCKLES HAVE BEEN RELEASED SLOWLY. VERIFY ORIGINAL LINE AND GRADE LOCATION OF PIPE LINE. 15) AFTER PIPE IS SECURED, REMOVE SOLDIER PILES AND LAGGING ABOVE 48" PIPE AND JET VOIDS WITH GRANULAR MATERIAL. 16) ALL CONSTRUCTION MUST CONFORM TO LATEST PROVISIONS OF CAL/OSHA OR FED OSHA, WHICHEVER IS MOST RESTRICTIVE. 17) S.G.V.M.W.D. PERSONNEL WILL BE PROVIDED ACCESS TO PIPE LINE SUPPORT DETAILS DURING CONSTRUCTION. MATERIALS- STEEL: ATERIALSSTEEL: ASTM A-36 TIMBER : D. F. No. I OR BETTER, ROUGH SAWN WELDING: E70 ELECTRODES STRESSES STEEL : A.I.S.C. + 1/3 FOR TEMPORARY LOADING ( 2 4 K. S. 1. H- 1/ 3 ) TIMBER: W. C. L. A. + 1/3 FOR TEMPORARY LOADING ( 1750 p.s. i. MIN. + 1/3 ) i 9" �t M 4"STD. PIPE_ STRUT BEVELLED TO MATCH TRENCH SKEW APPROX. LOCATION PIPE JOINT EXACT LOCATION TO BE DETERMINED BY CONTRACTOR SEE JOINT SUPPORT DETAIL 32"- 0" 23'— 5" 24" TYP. 13/_1_6_ 08 81 TACK / TYP. f- BEARING, TYP. W 18 x 97 * CARRIER BEAM -4"x 12 ", 4' LONG, T YP. E-- 4 - 4"x 12 ", 5' LONG, TYP. l ' 5 - 4'z 12" 4 1 emr, TYP 24 TYP"9 LIO!-O"W x ` 2'-6"H R.C.B. N u • N SECTION A - A SCALE : HORIZ. : I " = 4' VERT. I" = 2' - 2 ofto4 to4' LON G CABLE OR STRAP 3/8 " WIRE ROPE, TYP. 6.5 TONS BREAKING STRENGTH 5/8" TURNBUCKLE, JAW & JAW 8.7 TONS BREAKING STRENGTh TURNBUCKLES PER UNIT, TYP. HP l2"x53* SOLDIER PILE, TYP. TRENCH EDGE, TYP. 4 "x 12" HORIZ. LAGGING, TYP. LIMIT OF DRILLED_ PILE HOLE M \ OD � a o� M nI r% ell •'LINT 6" 12" TYP. YP. JOINT SUPPORT DE TA I L N.T.S. _2 CABLE OR STRAPS INCHED 1000 *TENSION BREAKING STRENGTH = 2000# 48" WATER