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Home My WebLink About6771-6REINFORCED CONCRETE (CAST -IN -PLACE) GENERAL 1. STRUCTURAL CONCRETE AND CONCRETE PRACTICES SHALL CONFORM TO I. ALLWORKE AND MATERIALS SHALL CONFORM TO THE 2022 CALIFORNIA ACI3IB CURRENT EDITION AS WELL AS ALL APPLICABLE CODES STATED IN BUILDING CODE, AND STANDARD PLANS FOR PUBLIC VrORK CONSTRUCTION GENERAL NOTE. (SPPWC), LATEST EDITION. 12'SPILL 'NAY TO 2. ALL CONCRETE DETAILS SHALL BE IN ACCURGANCEPIRD ACI-135 "MANUALOF 2. STRUCTURAL DRAWINGS ARE PARTS OF CONTRACT DOCUMENTS. THE STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES". CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AND (2J #4 CONT UNLESS NOTED OTHERWISE. COORDINATE WITH CIVIL DRAWINGS, DRAWINGS FROM OTHER CONSULTANTS, PROJECT SHOP DRAWINGS AND FIELD CONDITIONS. AND SHALL NOTIFY THE 12)#4 CONT. 3. ALL CCNCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT2B DAYS CIVIL EN INEER OF ANY DMCREPANCIEB. AS FOLLOWS. (2)p4 GONT 24"TAIL TYP 3. STRUCTURAL SHALL GS PROVIDN TES MEANS NODS SREQFI EDED. PROVIDE CONTRACTOR SHALL PROVIDE h1EAN5 AND METHODS AS REQUIRED. PROVIDE STRENGTH CEMENT IV(G VVT hIAX-AGG'. ADEQUATE BRAG ING,SHORING, TEMPORARY STRUCTURES AND PARTIALLY (PSI) TYPE COMPLETED PORTIONS OF WORKS. COMPLYING WITH NATIONAL, STATEAND �TR DRAINAGE 3600 TIN 0.50 145 1' ALL LOCAL SAFETY ORDINANCES. II UCTURES (,IWIDA C \\2"DI^.PIP 4. CONTRACTOR SHALL PROTECT EXISTING FACIL BIES.STRUCTURESAND UTILITY LINES FROM ALL DAMAGE. 4. ALLCONCRETE SHALL OUNDATONS WHIHMAY SLUMP NO MAX SLUTER THAN J". 5. THE CONTRACTOR SHALL NOT DEVIATE FROM THE TENDERED DOCUMENTS EXCEPT FOR FDUNDATIONB WHICH MAV HAVE 5"MAX SLUMP. WITHOUT WRITTEN APPROVAL OF THE ARCHITECT AND ENGINEERS. S/5. MIX DESIGNS SHALL BE APPROVED BY STRUCTURAL ENGINEER PRIOR TO USE.JOB SAFETY AND CONSTRUCTON PROCEDURES ARE THE SOLE / (BIG ANTE 6. CHAMFER ALL EXPOSED'NALL CORNERS. RADIUS ALL EXPOSED SLAB EDGES. RESPONSNILRYOFTHECONTRACTOR. T. CONTRACTOR TO COVER OR SPRAY ON CURING COMPOUND AFTER CONCRETE / IS FIBER. 1. FOUNDATION DESIGN IS BASED ON REPORT BYGEO TEK. INC. DATEp4li12621 NO BAC KFILL OR OTH ER LOA IS WILL BE APPLIED TO STRUCTURES UNTIL THEY PROJECT N0. 2680-GR HAVE REACHED THEIR DESIGN STRENGTH. 2. ALLOWABLE DESIGN VALUE: REINFORCING STEEL BEARING PRESSURE'. 2500 PSF WITH 1/3 INCREASE FOR WIND & SEISMIC LOADING, MIN.12" MIN EMBEDMENT 1. REIN FORCING STEEL SHALL CON FORM TO A.STM A615 GRADE60FORALL BELOVVGRADEBEARNG -E 5 4 5 REINFORCING. PASSIVE PRESSURE. LSO PUT ACTIVE PRESSURE. 40 POP (LEVEL BACKFILL) 2. ALLREINFORCINGSTEEL.DOWELS, ANCHOR BOLTS, ETC. SHALL BE WELL COEFFICIENTOF FRICTION'. 0.40 SECURED IN PLACE PRIOR TO PLACING CONCRETE. 3. FOOTING SHALL RESTON COMPACTED SOL. 11 IT 3. ALL REINFORCING STEEL SHALL BE LAPPED AS SPECIFIED ON THE DETAIL. q, NO BACKFILL SHALL BE DONE AGAINST FOUNDATION AND RETAINING WALL UNTIL one-vsorv°xE1-LaTnrv°. STERE N ALLOT BEDIFICAD USING THE TENSION THE PUCE LENGTRAVfING SIREINFORCING CONCRETE HAS ATTAINED AT LEAST]5°/ OF ITS DESIGN STRENGTH. STEELSHE ONDRAWING UNLESS NODOTHE OTHERWISE, TERMINATED ETHE ADEQUATELY SHORE RETAINING MALLS DURING BACKFILL. HEADWALL ELEVATICIN SCHEDULES DRAWINGUNLESSNOTED ENDS WITH TERMINATED 3 le is xr�r, <u..i.�xxm CONTINUOUS BARS AT DISCONTINUOUS ENGB'NITH STANDARD HOOKS. 5. CONTRACTOR SHALL BE RESPONSIBLE TO ADEQUATE L'/PROTECT ALL EXCAVATION SLOPES. V/HERE NECESSARY. SHEETING AND SHORING OF EXCAVATICN SHALL BE 4. DOWELS SHALL BE PROVIDED AT POUR AND CONSTRUCTION JOINTS AND PROVIDED WITH ALL REQU IRED TIE BACKS AND -MG. SHALL BE THE SAME SIZE AND SPACING AS THE REINFORCING SHOWN FOR THE SUBSEQUENT CONSTRUCTION. 6. METHOD EMPLOYED N ALL SHEETING AND SHORING SHALL BE DES IGNED BY LICENSED PROFESSIONAL CNL ENGINEER. M FLAG (2)14 CONT. TALS 5. ALLREINFORCING OSION.STEEL NYREILL EFORCING TEFLOR DERWISE TERMINED BY TO WATERPROOFING AND DRAINAGE PREVENTO HAVE XC SIVEC RR05INWSTEEL DETERMINED BY THE SLOPE PER AGENSY TO HAVE EXCESSIVE CORROSIN WILL BE SANDBLASTED OR 1. THE WALL SHALL BE WATERPROOFED WITH SLATEXORAPPROVED EQUAL REPLACED AND NO ADDITIONAL COST TO THE AGENCY. 2. IN TAINAGE BLANKETHITHE OF CLEAN A LHIN 1 FOOT OF THE OF THE 20) VIALL AND BE ES #4@12"U.C. EF (H) INSTALLED BEHIND THE VNALL TO W ITHIN 1 FOOT OF THE TOP OF THE �i1ALL AND EHTENp A OF@12"O.C.(V) #5@9"O.C.(A) HORRONTAL DISTANCE EQUAL TO I FT/ MINIMUM AT THE BASE. A PERFORATED 4 INCH DAM ETER PPE EMBEDDED IN A 1 FOOT SQUARE. 3/41NCH DRAINAGE ROCK MATERIAL (2) 03 CIE. WHICH IS VIM RED IN FILTER FABRIC SHALL BE INSTALLED AT THE BASE OF THE WALL. AT BARS LEAST 3 INCHES OF GRAVEL SHOULD BE PLACED BENEATH THE PIPE. DRAIN PPE SHOULD o w HAVE A MINIMUM GRADIENT OF ONE PERCENT TOWARD THE DRAIN OUTLET. PLACE (2)PS CIR. BRIAN BE IE) AND CHANNEL OND PIPE ES m PERFORATIONS DOWNWARD. DRAINAGE SYSTEM TO BE FREE -DRAINING AND UN BARS > SLAB. SEE q _ OBSTRUCTED. G) QCNT�14)#4 DIAG IE, ORE e 2'DID. 2"CLR. DRAIN PER (21WCONT. TAILS FO NOTES 3. ALLRETAINNG WALL BACKFILL SHOULD BE COMPACTED IN HORIZONTAL LIFTS (iZ SLOPEPER - 6�X' RED OF6" TO AT LEAST 90 PERCENT OR MORE OF THE LABORATORY MAXIMUM DRY CIVIL V #5@9"O.G #S VERT R R DENSITY. WALL END NATNE BACKFILL, COMPACTED TO MIN. M #4 12"D C AT CORNERTERS - 136` BEND 90`BEND 90°/ RELATIVE COMPACTION - - COLUMN TIE OR BEAM STIRRUP - -E CUMIN REINFORCING- H120R HEEL NIIDTH - 71" 40WHICHEVER IS GREATER `a 21/2"MIN.3"CLR #4 0"OO R R R R12" @-GLEAN SAND. EXPANSION INDEX LESS e2�g .`GV HOOK OFFSET 160' HOOK 'H" THAN 20. SEE SOILS REPORT 5."592#5 V,'ALL AND FTG PER 5 qLT'. 24"hIIN. 'NATERPROOFING PER NOTES R=3D FOR 92 TH RU #8 BAR VERT. qD TO #914 OR Al BAR 8 B4 AR DIA, f TO GET AND LL REINSTALL CHANNEL SLAB STD' 1 # BACKUTRAIN RNOTESABOVE TO GET WALL AND FTG INSTALLED. AIATCH HCOI(UR 12D FDR #14 DR#18 BAR (E) SLAB AND DWL TO EXISTING USING UBLEC [WfOxCIHGN n 90` - ® BACKCUT PER OSHA SIMPSON SET 3G EPDXY PER EBB 4057 oo NO Euxr HORR. 1 6 48 DA. AT CONC.UNLESS NOTED BEND LAP SPLICE - A" DIA, SCH, 40, SDR 355UBGRAN DA. AT MASONRY UNLESS NOTED -L SYSTEM REFER TO GEOTECHNICAL je - -- REPORT HEADWALL SECTION PIPE HEADWALL SECTION CORNER REINFORCING ENFORCING STEEL DETAIL ` m a" 1,a.Mm4 4 ,z=,< 5 .Ts. N.T.6. . I-L1�557i� �i,��1� �Gn1�f� CITY OF FONTANA, CALIFORNIA I II IIIIII `li/SLIN� II sHouLD corvsrRucrloN OF THE REQUIRED IMPROVEMENTS Nor er. STORM DRAIN IMPROVEMENT PLANS �JSU UU JCS 1S rtEPnJEo COMM ACT WITHIN TWO YEARS CFTHEDATEOFAPPROVALSHCWN 1A,cl L w.voee 1. �. �� HEREON AND CARRIED FURTH INADILIGENT MANNER, THE CITY INC. GENERAL NOTES TT ENGINEER... REQUIRE REVISIONS TO THE PLANS TO BRING THEM AND HEADWALL STRUCTURAL DETAILS T,w vaacJrvoo9 5ee.� J6N1p auwc mrvrc a. °.00caa°no sm.x.imr INTOCONFORMANCE WITH CONDITIONSANDSiANDAR051N EFFECT. M u,EL5H5E sE2 rouE�e. .A �_G� 36 RSE�NO. ErtnF ]I62023 cn1 6