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1. THE CONTRACTOR SHALL REVIEW ALL CONTRACT DRAWINGS AND SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OR ARCHITECT PRIOR TO THE START OF CONSTRUCTION. ANY WORK PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT HIS OWN EXPENSE. ANY PROPOSED CHANGES TO THESE DRAWINGS SHALL BE APPROVED BY THE ENGINEER PRIOR TO THE START OF THAT WORK.2. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.3. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODES:A. 2016 CALIFORNIA BUILDING CODE (CBC 2019) B. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE): ASCE 7-16C. AMERICAN CONCRETE INSTITUTE (ACI): ACI 318-14 D. THE MASONRY SOCIETY (TMS): TMS 402/602-13E. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC): AISC 360-16F. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC): AISC 341-16 G. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC): AISC 358-16 H. AMERICAN IRON AND STEEL INSTITUTE (AISI): S100-12 I. AMERICAN IRON AND STEEL INSTITUTE (AISI): S213-12 J. AMERICAN WELDING SOCIETY (AWS): AWS D1.1, D1.4 & D1.8K. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM):4. REFER TO THE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:A. DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS.B. SIZES AND LOCATION OF ALL FLOOR AND ROOF OPENINGS, UNLESS NOTED OTHERWISE.C. SIZES AND LOCATION OF ALL INTERIOR AND EXTERIOR NON-BEARING PARTITIONS.D. SIZES AND LOCATION OF ALL DOOR AND WINDOW OPENINGS, EXCEPT AS NOTED.E. SIZES AND LOCATION OF INSERTS FOR CLADDING OR ORNAMENTATION.F. SIZES AND LOCATION OF ALL CONCRETE CURBS, EQUIPMENT PADS, PITS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGE IN LEVEL, CHAMFERS, GROOVES, INSERTS, ETC.G. FLOOR AND ROOF FINISHES5. REFER TO THE MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR THE FOLLOWING:A. PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL AND SLAB OPENINGS, ETC., EXCEPT AS NOTED.B. ELECTRICAL CONDUIT RUNS, BOXES, AND OUTLETS IN WALL AND SLABS.C. CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL, OR PLUMBING FIXTURES.D. SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES OR ANCHOR BOLTS FOR MOTOR MOUNTS.6. THE CONTRACTOR IS RESPONSIBILE FOR THE METHOD OF CONSTRUCTION, INCLUDING ALL BRACING AND SHORING REQUIRED FOR LOADING DURING CONSTRUCTION. THE ENGINEER TAKES NO RESPONSIBILITY FOR THESE MEASURES.7. CONTRACTOR SHALL INVESTIGATE THE SITE DURING CLEARING AND EARTHWORK OPERATIONS, FOR FILLED EXCAVATION OR BURIED STRUCTURES, SUCH AS CESSPOOLS, CISTERNS, FOUNDATION, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 8. HOLES AND OPENINGS IN STRUCTURAL MEMBERS LARGER THAN WHAT IS DETAILED ON THE STRUCTURAL DRAWINGS SHALL NOT BE ALLOWED. NOTIFY THE ENGINEER WHEN DRAWINGS BY OTHERS SHOW SUCH HOLES OR OPENINGS.9. CONSTRUCTION MATERIAL SHALL BE SPREAD OUT SUCH THAT THE LOAD DOES NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE THE STRUCTURE HAS NOT ATTAINED THE DESIGN STRENGTH.10. SPECIFICATIONS AND DETAILING OF ALL WATERPROOFING AND DRAINAGE ITEMS ARE SOLELY THE DESIGN RESPONSIBILITY OF OTHERS.11. SHOP DRAWINGS, SPECIAL INSPECTION, AND MATERIAL SAMPLING AND TESTING, WHEN REQUIRED, ARE SPECIFIED IN THEIR RESPECTIVE TABLES IN THE GENERAL NOTES AND IN THE SPECIFICATIONS.12. THE CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THE SEISMIC-FORCE-RESISTING SYSTEM SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM.LIVE LOADS (LL):ROOFDEAD LOADS (DL):ROOFWALLSWIND LOADS (WL):RISK CATEGORYULTIMATE WIND SPEED, VEXPOSUREENCLOSUREKztKdKeGCpiSEISMIC LOADS (EQL):SEISMIC IMPORTANCE FACTOR, IeRISK CATEGORYSITE LOCATION:LATITUDELONGITUDESPECTRA ACCELERATIONSHORT PERIOD, SSLONG PERIOD, S1SITE CLASSIFICATIONDESIGN RESPONSESHORT PERIOD, SDSLONG PERIOD, SD1SEISMIC DESIGN CATEGORYLATERAL FORCE RESISTING SYSTEMRESPONSE MODIFICATION FACTOR, RpDEFLECTION AMPLIFACTION FACTOR, CdOVERSTRENGTH FACTOR, ΩSEISMIC RESPONSE COEFFICIENT, CsSEISMIC ANALYSIS PROCEDURE20 PSF14 PSF11 PSFII93 MPHBPARTIALLY ENCLOSED10.851+ / -0.551.0II37.9649529°N-121.2563997°W0.6950.275D0.5770.376DCOLD FORMED WALLS WITH WOOD SHEATHING6.5, 7.0 (BUILDING FRAME, BEARING WALL)3.0, 2.5 4.5, 4.50.0886, 0.0823EQUIVALAENT LATERAL FORCE PROCEDUREDESIGN BASIS1. FORMWORK IS A METHOD OF CONSTRUCTION WHICH THE CONTRACTOR IS SOLELY AND ENTIRELY RESPONSIBLE FOR. SHORING SHALL NOT BE REMOVED UNTIL THE CONCRETE HAS ATTAINED SUFFICIENT STRENGTH AND STIFFNESS.2. OPENINGS THROUGH SLABS OR WALLS NOT SHOWN ON THE STRUCTURAL DRAWINGS WHICH WOULD INTERRUPT REINFORCING BARS SHALL NOT BE MADE WITHOUT APPROVAL OF THE ENGINEER.3. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. SLEEVES SHALL BE PLACED TO NOT INTERRUPT ANY REINFORCING. 4. CORING IN CONCRETE IS NOT PERMITTED EXCEPT AS SHOWN ON THESE DRAWINGS. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS.5. CONDUIT EMBEDDED IN CONCRETE SHALL BE SPACED 1" CLEAR BUT NOT LESS THAN THE LARGER CONDUIT DIAMETER CLEAR BETWEEN ADJACENT CONDUITS OR REBAR. CONDUIT SHALL NOT BE LOCATED DIRECTLY OVER AND PARALLEL TO REBAR. EMBEDDED CONDUIT MAY BE TIED TO PERPENDICULAR REBAR.6. HORIZONTAL CONSTRUCTION JOINTS SHALL BE LOCATED AS SHOWN ON THE STRUCTURAL DRAWINGS, AND THE HARDENED CONCRETE SURFACES SHALL BE CLEANED BY SAND-BLASTING OR OTHER APPROVED MEANS TO EXPOSE FIRMLY EMBEDDED AGGREGATES PRIOR TO POURING ADDITIONAL CONCRETE IN CONTACT WITH THESE SURFACES. VERTICAL CONSTRUCTION JOINTS THROUGH BEAM OR SLABS SHALL BE LOCATED ONLY AS SHOWN ON STRUCTURAL DRAWINGS. 7. CONCRETE SHALL CONFORM TO THE FOLLOWING ASTM STANDARDS:A. ASTM C94 -CONCRETEB. ASTM C74 -MIXING OPERATIONC. ASTM C150 -PORTLAND CEMENT (TYPE II)D. ASTM C33 -NORMAL WEIGHT AGGREGATEE. ASTM C330 -LIGHT WEIGHT AGGREGATEF. ASTM C1602 -MIXING WATERG. ASTM C494 -WATER REDUCING ADMIXTURESH. ASTM C1017 -WORKABILITY ADMIXTURESI. ASTM C260 -AIR ENTRAINMENTJ. ASTMF C845 -EXPANSIVE CEMENTS -ENSURE ADMIXTURES ARE COMPATIBLE WITH THE CEMENT8. ASTM A820 -STEEL FIBER REINFORCEMENT9. CONCRETE USED IN SUSPENDED SLABS AND SLABS ON GRADE SHALL HAVE THE FOLLOWING AGGREGATES TO MINIMIZE SHRINKAGE.A. COURSE AGGREGATES OF ONLY THE FOLLOWING TYPES: KAISER CLAYTON, GRANITE ROCK, LIMESTONE, SECHELT, OR ORCAS AGGREGATES. B. FINE AGGREGATES OF ONLY THE FOLLOWING TYPES: SECHELT OR ORCAS SANDS. 9. ALTERNATIVE AGGREGATES MAY BE SUBMITTED PROVIDED THE CONCRETE MIX HAS A MAXIMUM SHRINKAGE OF 0.04% AFTER 28 DAYS. 10. CONTRACTOR SHALL SUBMIT, FOR REVIEW BY ARCHITECT AND ENGINEER, THE CONCRETE MIXES PROPOSED FOR USE, DESIGNED BY THE CONCRETE SUPPLIER AND REVIEWED BY AN APPROVED TESTING LABORATORY.11. ALL CONCRETE SHALL BE SULFATE RESISTANT CONCRETE.12. USE MAXIMUM SIZE AGGREGATES AS NOTED BELOW.13. SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTH:14. USER WATER REDUCING ADMIXTURES FOR DESIRED WORKABILITY.15. USE 3/8”MAXIMUM AGGREGATE WHERE NECESSARY FOR PROPER PLACING, SUCH AS IN THIN OR CONGESTED SECTIONS. SUPERPLASTICIZERS MAY BE USED TO IMPROVE WORKABILITY IN THIN OR CONGESTED SECTIONS. INCORPORATE SUPERPLASTICIZERS INTO CONCRETE MIX DESIGN.16. THE CONCRETE SLAB THICKNESS SHALL BE MAINTAINED UNLESS OTHERWISE SHOWN OR NOTED. CONCRETE SHALL REMAIN LEVEL AND FLAT, EXCEPT AS NOTED ON PLANS WHERE SLOPES ARE REQUIRED.17. NON-SHRINK, NON-METALLIC, NON CORROSIVE CEMENT-BASED GROUT UNDER BASEPLATES, SILL PLATES, ETC. SHALL CONFORM TO ASTM C1107 AND A MINIMUM 28 DAY STRENGTH OF 5000 PSI18. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI 304. SANDBLAST ALL CONCRETE SURFACES AGAINST WHICH CONCRETE IS TO BE PLACED.19. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC. SHALL BE FORMED WITH A 3/4 INCH CHAMFER, UNLESS OTHERWISE SHOWN ON ARCHITECTURAL DRAWINGS.20. 4”DIAMETER x 8”LONG TEST CYLINDERS: FOUR TEST CYLINDERS FROM EACH 150 YARDS, OR FRACTION THEREOF, POURED IN ANY ONE DAY, SHALL BE SECURED AND TESTED BY AN INDEPENDENT TESTING AGENCY; ONE TO BE TESTED AT 7 DAYS FOR INFORMATION, TWO AT 28 DAYS, AND ONE HELD IN RESERVE.21. THE CONTRACTOR SHALL REMOVE AND REPLACE ANY CONCRETE WHICH FAILS TO ATTAIN SPECIFIED STRENGTH IN 28 DAYS IF SO DIRECTED BY THE ARCHITECT OR ENGINEER. ANY DEFECTS IN THE HARDENED CONCRETE SHALL BE SATISFACTORILY REPAIRED OR THE HARDENED CONCRETE SHALL BE REPLACEDCONCRETE LOCATIONFOOTINGSWALL FOOTINGSSLAB ON GRADE28 DAY STRENGTH3000 PSI3000 PSI3000 PSIMIN SLUMP3-1/2"4"3-1/2"MAX W/C RATIO0.60.50.45MAX SIZE AGGREGATE1-1/2" 1" 1"MAXIMUMMECHANICALMANUFACTURERMINIMUMMISCELLANEOUSNEWNOT APPLICABLENEAR SIDENOT TO SCALENORMAL WEIGHT CONCRETEON CENTEROUTSIDE DIAMETEROPPOSITE HANDOPPOSITEOPEN WEB STEEL PARALLELPERPENDICULARPLATEPARTIAL JOINT PENETRATION POUNDS PER LINEAR FOOTPANEL POINTPOUNDS PER SQUARE FOOTQUARTERRADIUSREINFORCINGREQUIREDREVISION OR REVISEDROOF TOP UNIT SQUARE FEETSIMILARSHEET METAL SCREWSPECIFICATIONSSQUARESTEELSYMMETRICALTOP AND BOTTOMTHICK, THICKNESSTOP CHORDTHROUGHTOP OFTOP OF BEAMTOP OF CONCRETETOP OF FRAMINGTOP OF SLABTRANSVERSETYPICALUNLESS NOTED OTHERWISEVERTICALVERIFY IN FIELDWITHWITHINWITHOUTWIDE FLANGEWORKING POINTWEIGHTWELDED WIRE FABRICMAXMECHMFRMINMISC(N)NANSNTSNWCOCODOHOPPOWSPARLPERPPLPJPPLFPPPSFQTRRREINFREQDREVRTUSFSIMSMSSPECSSQSTLSYMT&BTTCTHRUTOTOBTOCTOFTOSTRANSTYPUNOVERTVIFW/W/IW/OWFWPWTWWFANCHOR BOLTALTERNATEARCHITECTURALAPPROXIMATELYBUILDINGBLOCKINGBOTTOM CHORDBEAMBOUNDARY NAILBOTTOM OFBOTTOMBEARINGBETWEENCOLD FORMED STEELCENTER OF GRAVITYCONSTRUCTION JOINTCENTER LINECLEARCONCRETE MASONRY UNITCOLUMNCONCRETECONTINUOUSCOMPLETE JOINT PENETRATIONCENTERDOUBLEDOUGLAS FIRDIAMETERDIMENSIONDEAD LOADDOWNDRAWINGEXISTINGEACHELEVATIONENGINEER OF RECORDEQUALEXTERIORFAR SIDEFEET, FOOTFOOTINGGAUGEGALVANIZEDHEIGHTHORIZONTALINSIDE DIAMETERINTERIORKIPS (1000 POUNDS)LIVE LOADLONG LEG HORIZONTALLONG LEG VERTICALLONGITUDINALLIGHT WEIGHT CONCRETEABALTARCHAPRXBLDGBLKGBCBMBNBOBOTBRGBTWNCFSCGCJCLCLRCMUCOLCONCCONTCJPCTRDBLDFD, DIA, ØDIMDLDNDWG(E)EAEL (ELEV)EOREQEXTFSFTFTGGAGALVH HORIDINTKLLLLHLLVLNGLWCABBREVIATIONSGENERAL NOTESCONCRETESHEET INDEXSHEET # SHEET NAMES0 TITLE PAGES1 STRUCTURAL NOTESS2 ROOF AND FOUNDATIONPLANS3 FOUNDATION DETAILSS4 FRAMING DETAILSS6 TRASH ENCLOSURE &SCREEN WALL1. POST-INSTALLED ANCHORS / REINFORCING ARE NOT PERMITTED TO REPLACE CAST-IN ANCHORS/REINFORCING UNLESS SPECIFICALLY NOTED. 2. INSTALL PER REQUIREMENTS OF THE EVALUATION AGENCY REPORT & MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS FOR THE SPECIFIC ANCHOR. 3. DO NOT DAMAGE ANY REINFORCING DURING INSTALLATION. LOCATE REINFORCING USING NON-DESTRUCTIVE MEANS PRIOR TO INSTALLING ANCHORS. KEEP ANCHORS 2" CLEAR FROM REINFORCEMENT. 4. PROVIDE SPECIAL INSPECTION AS REQUIRED BY THE EVALUATION AGENCY REPORT AND ENFORCEMENT AGENCY. 5. TEST ANCHORS IN ACCORDANCE WITH THE EVALUATION AGENCY REPORT AND ENFORCEMENT AGENCY REQUIREMENTS FOR THE SPECIFIC ANCHOR AND IN ACCORDANCE WITH THE FREQUENCIES AND TEST METHODS LISTED BELOW. 6. TESTS SHALL BE PERFORMED IN THE PRESENCE OF THE PROJECT INSPECTOR AND A REPORT OF THE TEST RESULTS SHALL BE SUBMITTED TO THE ENFORCEMENT. REACTION LOADS FROM TEST FIXTURES SHALL NOT RESTRAIN THE ANCHOR FROM WITHDRAWING.POST INSTALLED ANCHORS1. SPREAD FOOTING AND WALL FOOTING DESIGN IS BASED ON CBC 2015 MINIMUM PRESUMPTIVE VALUES WITH AN ALLOWABLE SOIL PRESSURE OF 1500 PSF.2. CONTRACTOR TO REVIEW SOILS REPORT AND PREPARE THE BUILDING PAD PER THE SOILS REPORT DATED 8-19-2021 BY RANEY GEOTECHNICAL INC. 3. CONTRACTOR SHALL BE SOLELY RESPONSIBLE TO:A. DE-WATER EXCAVATIONS FROM ALL SURFACE WATER, GROUND WATER OR SEEPAGE.B. DESIGN AND INSTALL ALL CRIBBING, LAGGING, SHEATHING AND SHORING REQUIRED.C. TAKE MEASURES REQUIRED TO PROTECT ADJACENT PROPERTY.4. ALL EXCAVATION SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE THE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH. THE CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL THE ATTACHING FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. THE CONTRACTOR SHALL PROVIDE FOR THE DESIGN, PERMITS, AND INSTALLATION OF SUCH BRACING.5. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN THE BUILDING SHALL BE MECHANICALLY COMPACTED IN 8" LAYERS.6. EXCAVATION AND COMPACTING SHALL BE IN ACCORDANCE TO THE REQUIREMENTS OF THE SOILS REPORT AND SHALL BE APPROVED BY THE GOVERNING AGENCY AND THE FOUNDATION ENGINEER PRIOR TO PLACING THE FOUNDATION CONCRETE AND REINFORCING STEEL.7. ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED.8. PRIOR TO PLACEMENT OF FILL BENEATH SLAB ON GRADE, EXPOSED NATIVE SOIL SHALL BE SCARIFIED, MOISTURE CONDITIONED TO OPTIMUM MOISTURE CONTENT, AND COMPACTED TO AT LEAST 95 PERCENT RELATIVE COMPACTION BASED ON ASTM D1557-09. COMPACTED FILL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 8”THICK.9. PROVIDE A 10 MIL VAPOR BARRIER UNDERNEATH SLAB ON GRADES.FOUNDATION WITH SOILS REPORTJOB #2103011661 STOREYFIELD LANELINCOLN, CA 95648(760) 458 -6449calstructuralengineering.comCOPYRIGHT LIVINGSTON ENGINEERING CHEVRON CAR WASH2494 E. FREMONT ST.STOCKTON, CA 95205845 S. Commerce StreetStockton, CA. 95206(209) 662-4875apexplanning@hotmail.comSteven Anthony Torres IIArchitect # C32553APEXARCHITECTURE20-21STRUCTURALENGINEERINGS1STRUCTURALNOTES8-19-20211. ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND PLACED IN CONFORMANCE WITH THE “CALIFORNIA BUILDING CODE”(CBC) CHAPTER 19 AND “BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE”(ACI 318), LATEST EDITION, AND THE “MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION: BY THE C.R.S.I. AND THE W.C.R.S.I, LATEST EDITIONS, OR AS MODIFIED BY THE CONSTRUCTION DOCUMENTS.2. REINFORCING STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS:A. DEFORMED BARS, #3: ASTM A615, GRADE 40B. DEFORMED BARS, #4 AND LARGER: ASTM A615, GRADE 60C. WELDED REINFORCEMENT: ASTM A706D. WELDED WIRE FABRIC, WWF (SMOOTH WIRE): ASTM A185E. DEFORMED WIRE FABRIC, DWF (DEFORMED WIRE): ASTM A4973. THE FOLLOWING MINIMUM CONCRETE COVER (CLEAR DISTANCE) SHALL BE PROVIDED FOR REINFORCEMENT PLACED IN CAST-IN PLACE CONCRETE:A. EXTERIOR SURFACE EXPOSED TO WEATHER, #5 OR SMALLER: 1 1/2"B. EXTERIOR SURFACE EXPOSED TO WEATHER, #6 OR LARGER: 2"C. COLUMN TIES AND BEAM TIES: 1 1/2"D. CLEAR DISTANCE BETWEEN BARS: 2"E. SLAB ON GRADE: 1 1/2"F. SLAB ON DECK: 3/4"G. FORMED SURFACES IN CONTACT WITH EARTH: 2"H. UNFORMED SURFACES IN CONTACT WITH EARTH: 3"4. PLACING: ALL REINFORCING BARS, ANCHOR BOLTS, AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO THE PLACEMENT OF CONCRETE. ALL STEEL REINFORCEMENT SHALL BE SECURELY TIED IN PLACE SO AS TO MAINTAIN THEIR EXACT POSITION BEFORE AND DURING THE PLACEMENT OF CONCRETE. REINFORCING STEEL SHALL BE SECURELY TIED IN PLACE WITH #16 ANNEALED IRON WIRE. BARS IN BEAM AND SLABS SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS OR APPROVED PLASTIC TIPPED METAL CHAIRS, AS SPECIFIED BY CRS1 MANUAL OF STANDARD PRACTICES. MSP-1 ACCESSORIES FOR EPOXY-COATED REINFORCING, WHERE SHOWN ON PLANS, SHALL BE AS NOTED IN THE SPECIFICATIONS. WIRE FABRIC IN SLABS SHALL BE SECURELY FASTENED TO SUPPORTING DEVICES TO 5. LAP BAR MINIMUMS (LAPS SHALL BE STAGGERED)A. #3 TO #6 BARS: 58 BAR DIAMETERS. B. #7 TO #11 BARS: 72 BAR DIAMETERS. C. CIRCULAR HOOP REINFORCEMENT: 48 BAR DIAMETERS, 12" MIND. SPIRAL REINFORCEMENT: 2 TURNS6. WELDED WIRE FABRIC: GREATER OF 6" OR ONE FULL MESH PLUS 2"7. WELDING: WELDING OF REINFORCEMENT SHALL BE WITH LOW HYDROGEN ELECTRODES IN CONFORMANCE WITH “STRUCTURAL WELDING CODE –REINFORCING STEEL”, AMERICAN WELDING SOCIETY, AWS-D1.4.8. MECHANICAL SPLICES: WHERE NOTED ON PLANS, PROVIDE THREADED COUPLERS CAPABLE OF DEVELOPING 125% OF THE SPECIFIED YIELD STRENGTH OR 100% OF THE SPECIFIED TENSILE STRENGTH OF THE REINFORCING STEEL. COUPLERS SHALL BE TYPE 2, AS PER ACI 318-08 SECTION 21.1.6. THREADED COUPLERS SHALL BE AS MANUFACTURED BY “ERICO”COMPANY, OR APPROVED EQUAL WITH A CURRENT ICC EVALUATION REPORT.9. HEADED REINFORCEMENT: WHERE NOTED ON PLANS, PROVIDE REBAR TERMINATORS CAPABLE OF DEVELOPING THE TENSILE STRENGTH OF THE REINFORCING STEEL. REBAR TERMINATORS SHALL BE AS MANUFACTURED BY “ERICO INC.”( ICC ES ER-3967) OR APPROVED EQUAL WITH A CURRENT ICC APPROVAL REPORT.10. FORM SAVER: FORM SAVERS MAY BE USED WHERE NOTED ON PLAN IN LIEU OF DOWELS AND AT CONSTRUCTION JOINTS. WHERE SUBSTITUTED, CONTRACTOR TO SUBMIT FOR REVIEW PRIOR TO CONSTRUCTION. FORM SAVERS SHALL BE CAPABLE OF DEVELOPING THE MINIMUM OF 125% OF THE SPECIFIED YIELD STRENGTH OF 100% OF THE SPECIFIED TENSILE STRENGTH OF THE REINFORCING STEEL. FORM SAVERS SHALL BE TYPE 2, AS PER ACI 318-08 SECTION 21.1.6. FORM SAVERS SHALL BE AS MANUFACTURED BY “ERICO INC.”( ICC ES ER-3967) OR APPROVED EQUAL WITH A CURRENT ICC APPROVAL REPORT.11. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL INCLUDE ELEVATION OF ALL BEAM AND COLUMNS, SHOWING BAR AND LAP LOCATIONS. SEE SHOP DRAWING SUBMITTAL REQUIREMENTS ELSEWHERE IN GENERAL NOTES. SUBMIT MILL CERTIFICATES FOR REINFORCING STEEL PRIOR TO REBAR PLACEMENT.12. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL, IN-PLACE INSPECTION IS PERFORMED.13. PROVIDE DOWELS OR CONTINUOUS REINFORCEMENT BETWEEN ALL CONCRETE ELEMENTS, UNLESS OTHERWISE NOTED. IN GENERAL, BAR SPLICES SHALL BE MADE AT POINTS OF MINIMUM STRESS. IN FRAMED BEAMS AND SLABS, SPLICE TOP BARS AT MID-SPAN, BOTTOM BARS OVER SUPPORTS, UNLESS OTHERWISE NOTED. IN GRADE BEAMS SUPPORTED ON SOIL, SPLICE TOP BARS AT COLUMNS, BOTTOM BARS AT MID-SPAN BETWEEN COLUMNS, UNLESS OTHERWISE NOTED ON DRAWINGS. IN GRADE BEAMS SUPPORTED ON PIERS OR PILES, SPLICE TOP BARS AT MID-SPAN BETWEEN SUPPORTS, BOTTOM BARS AT SUPPORTS, UNLESS OTHERWISE NOTED ON DRAWINGS. VERTICAL REINFORCEMENT FROM COLUMNS, PILASTERS, AND WALLS SHALL BE DOWELED TO SUPPORTING FOOTINGS WITH BARS OF SAME SIZE AND SPACING AS VERTICAL REINFORCEMENT UNLESS OTHERWISE NOTED ON DRAWING14. REINFORCEMENT LAPS SHALL BE A LENGTH OF 58 TIMES THE DIAMETER OF THE SMALLER BAR BEING JOINED. A. MULTIPLY LAP LENGTH BY 1.25 IF BAR SIZE IS GREATER THAN #6.B. MULTIPLY LENGTH BY 1.25 IF MORE THAN 12 INCHES OF FRESH CONCRETE IS CAST BELOW THE SPLICEC. MULTIPLY LAP LENGTH BY 1.3 IF LIGHT WEIGHT CONCRETE IS USED.REINFORCING STEEL1. TYPICAL ATTACHMENTS, UNO: USE #12 SHEET METAL SCREWS (SMS). 2. 43 MILS AND LIGHTER PROVIDE ASTM A653 SS GRADE 33 OR ASTM A1003 GRADE 33 STEEL.3. 54 MILS AND HEAVIER PROVIDE ASTM A1003 GRADE 50 STEEL.4. ALIGN ROOF FRAMG JOISTS OVER WALL STUD, TYP.5. PROVIDE FULL BEARING OF METAL STUDS AT TOP AND BOTTOM TRACK, TYP.6. ALL COLD FORMED STEEL FRAMING MEMBERS SHALL COMPLY WITH THE MINIMUM SECTION PROPERTIES LISTED IN ICC ER-3064P.7. STUD WALL BOTTOM TRACKS TO HAVE 2 SHEAR ANCHORS, MIN. SHEAR ANCHORS TO BE 5/8" Ø GR. 36 F1554 x 5" EMBED AT 48" O.C. MAX. COLD-FORMED STEELANOISSEFORPLENG INE ER CFOETATS CALIFORNIAILRETRACVIN GSTO N C88841LIVICA.S6946EXP. 06-30-22STRUCTURALATRN07-23-2108-23-21
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