|
GENERAL NOTES1.FIELD VERIFICATION: FIELD VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TOCONSTRUCTION. PROMPTLY NOTIFY ARCHITECT (STRUCTURAL ENGINEER) IN CASE OFDISCREPANCIES.2.DESIGN INTENT: CONTRACT DOCUMENTS INDICATE DESIGN INTENT FORE STRUCTURE INITS COMPLETED STATE. THEY DO NOT INDICATE METHOD OF CONSTRUCTION. PROMPTLYNOTIFY ARCHITECT (STRUCTURAL ENGINEER), PRIOR TO PROCEEDING WITH WORK, IFDESIGN INTENT REQUIRES FURTHER CLARIFICATION.3.DEVIATIONS, MODIFICATIONS AND SUBSTITUTIONS TO APPROVED STRUCTURALDRAWINGS: MUST BE ACCEPTED IN WRITING BY ARCHITECT (STRUCTURAL ENGINEER)AND APPROVED BY GOVERNING CODE AUTHORITY. NO DEVIATION, MODIFICATION ORSUBSTITUTION WILL BE ACCEPTED VIA SHOP DRAWING REVIEW.4.PROCEDURES OF CONSTRUCTION: CONTRACTOR IS RESPONSIBLE FOR PROCEDURES OFCONSTRUCTION COMPLYING WITH NATIONAL, STATE AND LOCAL SAFETY ORDINANCES.SITE VISITS (INCLUDING STRUCTURAL OBSERVATION) BY ARCHITECT (STRUCTURALENGINEER) DO NOT CONSTITUTE SUPERVISIONS OF METHODS OF CONSTRUCTION.A.PROTECTION OF UTILITIES: LOCATE EXISTING UTILITIES, INCLUDING THOSE NOT SHOWNON CONTRACT DOCUMENTS, AND PROTECT THEM FROM DAMAGE. CONTRACTORBEARS EXPENSE OF REPAIR OR REPLACEMENT OF UTILITIES IN CONJUNCTION WITHEXECUTION OF WORK.B.EXCAVATIONS: PROTECT STRUCTURE, ADJACENT STRUCTURES, ADJACENTPROPERTIES, STREETS, AND UTILITIES DURING EXCAVATION UTILIZING LAGGING,SHORING, UNDERPINNING AT SIDES AND RELATED PROCEDURES AS MAY BE REQUIRED.PROVIDE NECESSARY SUPPORTS FOR SOIL EXCAVATIONS. CONTRACTOR ANDAFFECTED TRADES SHALL REFER TO GEOTECHNICAL REPORT FOR MORE INFORMATION.C.PROTECTION OF STRUCTURE: PROVIDE NECESSARY MEASURES TO PROTECTSTRUCTURE DURING EXECUTION OF WORK.D.CONTRACTOR PROPOSED REVISIONS: WHERE A REVISION OF STRUCTURAL DESIGN ORCONNECTION IS PROPOSED BY CONTRACTOR TO ACCOMMODATE CONSTRUCTIONTOLERANCES, CONSTRUCTION SEQUENCE AND/OR DIMENSION MODIFICATIONS,CONTRACTOR SHALL RETAIN A STRUCTURAL ENGINEER LICENSED IN STATE OFCALIFORNIA TO PERFORM DESIGN. SUBMIT STAMPED AND SIGNED DESIGN DRAWINGSAND CALCULATIONS TO THE ARCHITECT (STRUCTURAL ENGINEER) FOR REVIEW ANDTHE GOVERNING CODE AUTHORITY FOR APPROVAL.E.ERECTION PLANS: DETERMINE PHASES OF WORK REQUIRING ERECTION PLANSACCORDING TO APPLICABLE SAFETY REGULATIONS. MAINTAIN CERTIFIED COPIES OFERECTION PLANS AT SITE DURING CONSTRUCTION.F.SHORING, BRACING, AND OTHER TEMPORARY SUPPORTS: DESIGN AND ERECTSHORING, BRACING, AND OTHER TEMPORARY SUPPORTS WHERE STRUCTURE HAS NOTATTAINED DESIGN STRENGTH AND AS REQUIRED FOR SAFE ERECTION. ENSURE FLOOR,ROOF, AND WALL MEMBERS ARE SECURELY SHORED AND BRACED DURINGCONSTRUCTION. PROVIDE SHORING AT ELEVATED BEAMS AND SLABS SUPPORTINGCONCRETE OR MASONRY WALLS DURING AND AFTER WALL POUR UNTIL WALLATTAINS DESIGN STRENGTH.G.TEMPORARY LOADING: ENSURE CONSTRUCTION LOADS DO NOT EXCEED INDICATEDDESIGN LIVE LOAD VALUES. NOTIFY AFFECTED SUB-CONTRATOR TRADES OF THESEDESIGN LOAD LIMITS.H.FABRICATION, SHIPMENT, AND ERECTION OF STRUCTURAL STEEL: ENSURE STRESSESOCCURRING DURING FABRICATION, SHIPMENT, AND ERECTION OF STRUCTURAL STEELARE TEMPORARY AND ARE LESS THAN DESIGN AND ALLOWABLE STRESS CAPACITIESOF INDIVIDUAL MEMBERS. DO NOT IMPAIR FULL DESIGN AND LOAD CARRYINGCAPACITY OF MEMBERS DUE TO FABRICATION, SHIPMENT, OR ERECTION.CONTRACTOR IS RESPONSIBLE FOR CONTROLLING ERECTION SEQUENCE, ERECTIONPROCEDURE, TEMPERATURE DIFFERENTIALS AND WELD SHRINKAGE TO MINIMIZERESIDUE STRESSES. PROVIDE ADDITIONAL MATERIALS FOR THE ERECTION OFSTRUCTURAL STEEL SUCH AS TEMPORARY BRACING AND GUY CABLES AS MAY BENECESSARY AT NO ADDITIONAL COST. REMOVE THESE MATERIALS UNLESS APPROVEDIN WRITING BY OWNER. DO NOT TIGHTEN BOLTS IN TYPICAL BEAM TO COLUMNCONNECTIONS FOR ERECTION PURPOSES.I.SECURING REINFORCING STEEL, DOWELS, ANCHOR BOLTS AND EMBEDS: FIRMLYSUPPORT AND ACCURATELY PLACE COMPLYING WITH ACI STANDARDS PRIOR TOCASTING CONCRETE OR GROUT IN MASONRY WALLS. USE TIES AND SUPPORT BARS INADDITION TO REINFORCING STEEL SHOWN WHERE NECESSARY. NO WELDING ORREINFORCING STEEL, INCLUDING TACK WELDING, IS PERMITTED UNLESS OTHERWISEACCEPTED IN WRITING BY ARCHITECT (STRUCTURAL ENGINEER). PROVIDE PLASTIC ORPLASTIC COATED CHAIRS AND SPACERS WHEN RESTING ON EXPOSED SURFACES.5.COORDINATION RESPONSIBILITY: CONTRACTOR IS RESPONSIBLE FOR COORDINATION OFWORK INCLUDING THAT OF SUB-CONTRACTOR TRADES.6.SUBMITTALS: SUBMIT TO ARCHITECT (STRUCTURAL ENGINEER) AS INDICATED ONSTRUCTURAL DRAWINGS AND SPECIFICATIONS. GENERAL CONTRACTOR SHALL REVIEWSUBMITTAL FOR COMPLETENESS AND COMPLIANCE WITH CONTRACT DOCUMENTS PRIORTO SUBMISSION.A.REQUEST FOR INFORMATION (RFI) SUBMITTALS: ACCOMPANY RFI'S WITH PARTIALSTRUCTURAL FOUNDATION OR FRAMING PLANS SHOWING LOCATION IN QUESTIONAND AFFECTED STRUCTURAL MEMBERS. COPY PARTIAL PLAN FROM STRUCTURALDRAWINGS AND INDICATE GRID LINE LOCATIONS AND FLOOR LEVEL. ALSO PROVIDEPROPERLY DRAWN ENGINEERING SKETCHES ILLUSTRATING ISSUES ANDCONTRACTOR'S PROPOSED SOLUTIONS. PHOTOGRAPHS ARE NOT ACCEPTABLESUBSTITUTES TO ENGINEERING SKETCHES.7.CONTRACT DOCUMENTS USE: REVIEW CONTRACT DOCUMENTS IN THEIR ENTIRETYBEFORE PERFORMING STRUCTURAL RELATED WORK AND BEFORE DEVELOPING SHOPDRAWINGS. BRING DISCREPANCIES TO THE IMMEDIATE ATTENTION OF ARCHITECT(STRUCTURAL ENGINEER) BEFORE STARTING WORK.A.SCALING OF DRAWINGS: NOT PERMITTED.B.ADDITIONAL STRUCTURAL REQUIREMENTS: SEE SPECIFICATIONS.C.BUILDING GEOMETRY: SEE ARCHITECTURAL DRAWINGS FOR BUILDING GEOMETRYINCLUDING, BUT NOT LIMITED TO, TOP OF FLOOR AND ROOF ELEVATIONS;DEPRESSIONS; SLOPES; CURBS; DRAINS; TRENCHES; SLAB AND DECK EDGELOCATIONS; WALL OVERALL DIMENSIONS; AND SIZE AND LOCATIONS OF OPENINGS INFLOORS, ROOF AND WALLS.D.NON-STRUCTURAL ITEMS REQUIRING SPECIAL PROVISIONS: SEE ARCHITECTURAL,MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL ITEMSREQUIRING SPECIAL PROVISIONS DURING CONSTRUCTION. THEY INCLUDE, BUT ARENOT LIMITED TO, NON-STRUCTURAL WALLS; SIZE AND LOCATIONS OF OPENINGS ANDSLEEVES PENETRATING STRUCTURE; SIZE AND LOCATION OF CONCRETE CURBS ANDPADS; AND SIZE AND LOCATION OF PIPING, DUCTWORK, AND EQUIPMENTANCHORAGES MOUNTED OR SUSPENDED FROM STRUCTURE. VERIFY EXACT SIZE ANDLOCATION OF EQUIPMENT WITH EQUIPMENT MANUFACTURER.8.MATERIALS: FURNISH AND INSTALL IN COMPLIANCE WITH LEGALLY CONSTITUTED PUBLICAUTHORITIES HAVING JURISDICTION INCLUDING COUNTY AND LOCAL ORDINANCES ANDSAFETY ORDERS OF STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA.9.PENETRATIONS, EMBEDMENTS, AND OPENINGS IN STRUCTURAL MEMBERS: NOPENETRATION, EMBEDMENT, OPENING, SLEEVE, PIPE, OR CONDUIT SHALL OCCUR INSTRUCTURAL MEMBERS INCLUDING FOOTINGS, SLABS, WALLS, COLUMNS, AND BEAMSUNLESS SPECIFICALLY SHOWN OR INDICATED ON STRUCTURAL DRAWINGS.10.TYPICAL DETAILS: DETAILS ON SD SERIES SHEETS ARE APPLICABLE THROUGHOUTPROJECT WHEREVER THE DESCRIBED CONDITION OCCURS AND MAY OR MAY NOT BESPECIFICALLY REFERENCED ON STRUCTURAL DRAWINGS. CONTRACTOR IS RESPONSIBLEFOR IDENTIFYING THESE DETAILS AND UNDERSTANDING EXTENT OF THEIR APPLICATIONPRIOR TO PERFORMING WORK.STRUCTURAL SHEET INDEXGENERAL NOTESSN1GENERAL STRUCTURAL NOTESSN2GENERAL STRUCTURAL NOTESSN3GENERAL STRUCTURAL NOTESBUILDING PLANSS2.1FOUNDATION PLANS2.2ROOF FRAMING PLANSTRUCTURAL DETAILSSD1FOUNDATION DETAILSSD2GENERAL FRAMING DETAILSSD3STRUCTURAL DETAILSPROJECT DESIGN CRITERIABUILDING CODE:2019 CBCLOCATION (LATITUDE / LONGITUDE):37.8124° / -121.2162°GEOTECHNICAL PARAMETERS:SOILS ENGINEER:SALEM ENGINEER GROUP, INC.REPORT NUMBER:4-220-0258DATE:APRIL 22, 2020ALLOWABLE SOIL BEARING PRESSURE:3,500 PSFALLOWABLE PASSIVE PRESSURE:350 PCFEXPANSION INDEX:REFER TO SOILS REPORTDIFFERENTIAL SETTLEMENT POTENTIAL:REFER TO SOILS REPORTCORROSIVITY:REFER TO SOILS REPORTSULFATE CONTENT:REFER TO SOILS REPORTSEISMIC DESIGN PARAMETERS:RISK CATEGORY:IISEISMIC IMPORTANCE FACTOR, Ie:1.0SHORT PERIOD SPECTRAL ACCELERATION, Ss:0.767g1s PERIOD SPECTRAL ACCELERATION, S1:0.293gSITE CLASS:D (DEFAULT)SHORT PERIOD SPECTRAL RESPONSE, SDS:0.613gSPECTRAL RESPONSE COEFFICIENT, SD1:0.390gSEISMIC DESIGN CATEGORY:DBASIC SEISMIC FORCE RESISTING SYSTEMS:LIGHT-FRAME WOOD SHEAR WALLSRESPONSE MODIFICATION COEFFICIENTS, R:6.5ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCEWIND DESIGN PARAMETERS:RISK CATEGORY:IIDESIGN WIND SPEED:115 mphEXPOSURE CATEGORY:CINTERNAL PRESSURE COEFFICIENT GCpi:±0.18WIND IMPORTANCE FACTOR, Iw:1.0GRAVITY DESIGN PARAMETERS: (SERVICE LOADS)DEAD LOAD(PSF)LIVE LOAD(PSF)TOTAL UNIFORM LOAD(PSF)ROOF (MAIN, FLAT):25* 2045EXTERIOR WALL:18-18INTERIOR WALL:10-10PROJECT DESIGN CRITERIAEARTHWORK AND FOUNDATIONS1.GEOTECHNICAL REPORT: PERFORM SOILS WORK COMPLYING WITH FOUNDATION DESIGNBASED ON RECOMMENDATIONS IN SOILS REPORT. REFER TO PROJECT DESIGN CRITERIAFOR ADDITIONAL INFORMATION.2.ALLOWABLE FOUNDATION DESIGN VALUES PER GEOTECHINCAL REPORT: VALUES BELOWMAY BE INCREASED 33 PERCENT FOR TRANSIENT LOADING.A.BEARING CAPACITY: SEE PROJECT DESIGN CRITERIAB.PASSIVE LATERAL BEARING PRESSURE: SEE PROJECT DESIGN CRITERIAC.COEFFICIENT OF FRICTION: SEE PROJECT DESIGN CRITERIA3.GRADING, EXCAVATIONS, BACKFILL AND COMPACTION OF BACKFILL: COMPLY WITHGEOTECHNICAL REPORT AND REQUIREMENTS OF GOVERNING CODE AUTHORITY ANDPERFORMED ONLY UNDER CONTINUOUS SPECIAL INSPECTION OF GEOTECHNICALENGINEER.4.PREPARATION OF SOIL UNDER BUILDING PAD: SEE GEOTECHNICAL REPORT FOROVER-EXCAVATION OF EXISTING SOIL AND INSTALLATION OF PROPERLY COMPACTEDBACKFILL.5.FOUNDATION EXCAVATIONS: FOUNDATIONS ARE TO BEAR ON FIRM EXISTING SOIL ORAPPROVED COMPACTED FILL AS INDICATED IN GEOTECHNICAL REPORT. EXCAVATIONSARE TO BE INSPECTED BY GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OFREINFORCING STEEL AND FORMWORK. ENSURE EXCAVATIONS ARE CLEANS, DRY ANDFREE OF DEBRIS OR LOOSE SOIL. SLOPE SIDES OF EXCAVATION NOT LESS THAN MINIMUMSLOPE INDICATED IN GEOTECHNICAL REPORT. CAST CONCRETE DIRECTLY AGAINSTEXCAVATED SURFACES.6.BACKFILLING OF RETAINING WALLS: PLACE AFTER COMPLETION AND INSPECTION OFWATERPROOFING. ADEQUATELY SHORE RETAINING WALLS DURING BACKFILL OPERATION.UNLESS ADEQUATELY SHORED, DO NOT PLACE BACKFILL BEHIND BUILDING STRUCTURERETAINING WALLS (EXCLUDING SITE RETAINING WALLS) UNTIL CONCRETE AT ELEVATEDFLOOR LEVELS ADJACENT TO WALLS ARE COMPLETELY POURED (IN AREA) AND HAVECURED FOR AT LEAST 7 DAYS.7.WATER EXPOSURE AT BUILDING PERIMETER FOOTINGS: AT AREAS WHERE SIDEWALKS ORPAVING DO NOT IMMEDIATELY ADJOIN STRUCTURE, PROVIDE POSITIVE DRAINAGE AWAYFROM STRUCTURE AT BUILDING PERIMETER. LANDSCAPE IRRIGATION IS NOT PERMITTEDWITHIN FIVE FEET OF BUILDING PERIMETER FOOTINGS EXCEPT WHEN ENCLOSED INPROTECTED PLANTERS WITH DIRECT DRAINAGE AWAY FROM STRUCTURE OR WHICHCOMPLIES WITH APPLICABLE CODE. DISCHARGE FROM DOWN SPOUTS, ROOF DRAINS ANDSCUPPERS IS NOT PERMITTED ONTO UNPROTECTED SOILS WITHIN FIVE FEET OF BUILDINGPERIMETER. REFER TO GEOTECHNICAL REPORT FOR COMPLETE REQUIREMENTS.REINFORCING STEELCONCRETE1.CONCRETE COMPRESSIVE STRENGTH: ALL CONCRETE SHALL ATTAIN A MINIMUMCOMPRESSIVE STRENGTH AS SHOWN IN THE TABLE 2 BELOW AT 28 DAYS, U.N.O. ONPLANS. SEE ALSO SULFATE CONTENT NOTES.2.AGGREGATES IN CONCRETE: SHALL BE NATURAL SAND AND ROCK (150 LB/CU. FT)CONFORMING TO ASTM C33. AGGREGATE SHALL HAVE PROVEN SHRINKAGECHARACTERISTICS OF LESS THAN 0.04% PER ASTM C-157. DO NOT CHANGE SOURCE OFAGGREGATE DURING COURSE OF WORK WITHOUT WRITTEN CONSENT OF ENGINEER.3.CEMENT: SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C150. CEMENT SHALLBE TYPE II OR AS REQUIRED TO SATISFY SITE SOIL CONDITIONS. REFER TO TABLE 4 FORCONCRETE CEMENT REQUIREMENTS ON SOIL CONTAINING SULFATE. REFER TO TABLE 2FOR MAXIMUM WATER TO CEMENT RATIO. USE A MINIMUM OF 6 SACKS PER CUBICYARD OF CONCRETE.4.REBAR CLEAR COVER IN CONCRETE: THE FOLLOWING MINIMUM CLEAR DISTANCESBETWEEN REINFORCING STEEL AND FACE OF CONCRETE SHALL BE MAINTAINEDUNLESS NOTED OTHERWISE:REBAR CLEAR COVER FOR CAST-IN-PLACE CONCRETECONDITIONCOVERSLAB ON GRADECENTER OF SLAB OR 2" MINCONCRETE AGAINST & PERMANENTLYEXPOSED TO EARTH:3"WALL PANELS, SLABS, JOINTS:1"OTHER MEMBERS:1 12"BEAM, COLUMNS PRIMARYREINFORCEMENT:1 12"BEAM, COLUMNS TIES, STIRRUPS,SPIRALS1"5.VIBRATION:VIBRATION OF CONCRETE SHALL BE IN ACCORDANCE WITH GENERALPROVISIONS OUTLINED IN PORTLAND CEMENT ASSOCIATION SPECIFICATION ST26.6.CURING: CONCRETE SHALL BE MAINTAINED AT IN A MOIST CONDITION FOR A MINIMUMOF FIVE DAYS AFTER ITS PLACEMENT. FOR CONCRETE OTHER THAN SLAB ON GRADE,APPROVED CURING COMPOUNDS MAY BE USED IN LIEU OF MOIST CURING. ONLY IFAPPROVED BY THE ENGINEER OR ARCHITECT.7.INSPECTIONS, TESTING & QUALITY ASSURANCE: REFER TO SHEET SN1 FOR DEPUTYSPECIAL INSPECTION, TESTING & STRUCTURAL OBSERVATION REQUIREMENTS. AMINIMUM OF ONE COMPRESSION TEST AT 7 DAYS AND 2 TESTS AT 28 DAYS FOR ALLCONCRETE SAMPLES. TAKE TEST AT A FREQUENCY OF ONCE EVERY 150 CU. YDS OR5,000 SQ. FT MINIMUM.8.ANCHOR BOLTS, DOWELS, INSERTS: SHALL BE TIED IN PLACE PRIOR TO POURINGCONCRETE.9.CONSTRUCTION AND POUR JOINTS: LOCATIONS SHALL BE APPROVED BY ENGINEERPRIOR TO POURING CONCRETE.10.FLY ASH: SHALL NOT BE USED IN CONCRETE.11.FORMWORK: FORMWORK TOLERANCE SHALL IN ACCORDANCE WITH THE C.B.C. ANDA.C.I. STANDARDS.12.HOT AND COLD WEATHER CONCRETING:A.HOT WEATHER CONCRETING: WHEN AIR TEMPERATURE RISES ABOVE 80° F ANDHUMIDITY FALLS BELOW 25, THE CONTRACTOR SHALL FOLLOW HOT WEATHERCONCRETING IN ACCORDANCE WITH ACI 305 5-77. CONTRACTOR SHALL BEPREPARED TO USE FOG SPRAY OR OTHER PRECAUTIONS ACCEPTABLE TOARCHITECT WHEN RATE OF EVAPORATION EQUALS OR EXCEEDS 0.2 POUNDS PERSQUARE FOOT PER HOUR.B.COLD WEATHER CONCRETING: ADEQUATE EQUIPMENT SHALL BE PROVIDED FORHEATING CONCRETE MATERIALS AND PROTECTING CONCRETE DURING FREEZINGOR NEAR FEEZING WEATHER. ALL CONCRETE MATERIALS AND ALLREINFORCEMENT, FORMS FILLERS AND GROUND WITH WHICH THE CONCRETE IS TOCONTACT SHALL BE FREE FROM FROST. FROZEN MATERIAL OR MATERIALSCONTAINING ICE SHALL NOT BE USED. COLD WEATHER CONCRETING SHALL BEDONE IN ACCORDANCE WITH ACI 306 R-78. (LATEST EDITION)13.PIPES IN CONCRETE: PIPES MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES,BUT SHALL NOT BE EMBEDDED THEREIN. PIPES OR DUCTS EXCEEDING ONE-THIRD THESLAB OR WALL THICKNESS SHALL NOT BE PLACED IN THE STRUCTURAL CONCRETEUNLESS SPECIFICALLY DETAILED.14.EXPOSED CORNERS: PROVIDE 3/4" CHAMFERS AT ALL EXPOSED CORNERS.15.ARCHITECTURAL DETAILS: REFER TO ARCHITECTURAL DRAWINGS FOR REVEALS, AREASOF TEXTURED CONCRETE OR SPECIAL FINISHES, ITEMS REQUIRED TO BE CAST INTO THECONCRETE, CURBS AND SLAB DEPRESSIONS.16.DRYPACK OR GROUT: SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSIAND BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREEPARTS SAND.TABLE 2 - CONCRETE STRENGTHCONDITIONSTRENGTH, f'cMAXWATER/CEMENTRATIOCEMENTTYPESLAB ON GRADE3,000 PSIPER MIX DESIGN(BY OTHERS)II/VFOOTING & GRADE BM3,000 PSIPER MIX DESIGN(BY OTHERS)II/VREFER TO SN2 FOR STRUCTURAL OBSERVATION REQUIREMENTS BY THE ENGINEEROF RECORD.EACH CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION OF MAINWIND OR SEISMIC FORCE RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR AWIND OR SEISMIC RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIALINSPECTIONS SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THEBUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ONTHE SYSTEM OR COMPONENT. THE CONTRACTOR’S STATEMENT OF RESPONSIBILITYSHALL CONTAIN THE FOLLOWING:1.ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTSCONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS.2.ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAINCONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THEBUILDING OFFICIAL.3.PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR’SORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THEDISTRIBUTION OF THE REPORTS.4.IDENTIFICATION AND QUALIFICATION OF THE PERSON(S) EXERCISING SUCHCONTROL AND THEIR POSITION(S) IN THE ORGANIZATION.”(*) ROOF DEAD LOAD INCLUDES 5.0 PSF (1,500 SF, MAX) FOR FUTURE SOLARACI 318 TABLE 4.2.1 - EXPOSURE CATEGORIES AND CLASSESCATEGORYSEVERITYCLASSCONDITIONFFREEZING ANDTHAWINGNOT APPLICABLEF0CONCRETE NOT EXPOSED TO FREEZING ANDTHAWING CYCLESMODERATEF1CONCRETE EXPOSED TO FREEZING ANDTHAWING CYCLES AND OCCASIONALEXPOSURE TO MOISTURESEVEREF2CONCRETE EXPOSED TO FREEZING ANDTHAWING CYCLES AND IN CONTINUOUSCONTACT W/ MOISTUREVERY SEVEREF3CONCRETE EXPOSED TO FREEZING ANDTHAWING AND IN CONTINUOUS CONTACTW/ MOISTURE AND EXPOSED TO DEICINGCHEMICALSSSULFATEWATER SOLUBLESULFATE (SO4) INSOIL, PERCENT BYWEIGHTDISSOLVED SULFATE(SO4) IN WATER, PPMNOT APPLICABLES0SO4 < 0.10SO4 < 150MODERATES10.10 < SO4 < 0.20150 < SO4 < 1500SEAWATERSEVERES20.20 < SO4 < 2.01500 < SO4 < 10,000VERY SEVERES3SO4 > 2.00SO4 > 10,000PREQUIRED LOWPERMEABILITYNOT APPLICABLEP0IN CONTACT W/ WATER WHERE LOWPERMEABILITY IS NOT REQUIREDREQUIREDP1IN CONTACT W/ WATER WHERE LOWPERMEABILITY IS REQUIREDCCORROSIONPROTECTION OFREINFORCEMENTNOT APPLICABLEC0CONCRETE DRY OR PROTECTED FROMMOISTUREMODERATEC1CONCRETE EXPOSED TO MOISTURE BUT NOTTO EXTERNAL SOURCES OF CHLORIDESEVEREC2CONCRETE EXPOSED TO MOISTURE AND ANEXTERNAL SOURCE OF CHLORIDES FROMDEICING CHEMICALS, SALT, BRACKISHWATER, SEAWATER, OR SPRAY FROM THESESOURCESACI 318 TABLE 4.3.1 - REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASSEXPOSURECLASSMAXW/CMIN f'cADDITIONAL MINIMUM REQUIREMENTSAIR CONTENTLIMITS ONCEMENTITIOUSMATERIALSF0N/A2500N/AN/AF10.454500PER TABLE 4.4.1 - ACI 318-08N/AF20.454500PER TABLE 4.4.1 - ACI 318-08N/AF30.454500PER TABLE 4.4.1 - ACI 318-08PER TABLE4.4.2 - ACI318-14CEMENTITIOUS MATERIALS - TYPESCALCIUMCHLORIDEADMIXTUREASTM C150ASTM C595ASTM C1157S0N/A2500NO TYPERESTRICTIONNO TYPERESTRICTIONNO TYPERESTRICTIONNORESTRICTIONS10.504000II 2,3IP (MS) IS (<70)(MS)MSNORESTRICTIONS20.454500V 3IP (HS) IS (<70)(HS)HSNOTPERMITTEDS30.454500V PLUSPOZZOLANOR SLAG 4IP (HS) PLUSPOZZOLAN ORSLAG 4 OR IS(<70) (HS) PLUSPOZZOLAN ORSLAG 4HS PLUSPOZZOLANOR SLAG 4NOTPERMITTEDP0N/A2500NONEP10.504000NONEMAXIMUM WATER SOLUBLECHLORIDE ION (CL-)CONTENT IN CONCRETE,PERCENT BY WEIGHT OFCEMENT 5RELATED PROVISIONSREINFORCEDCONCRETEPRESTRESSEDCONCRETECON/A25001.000.06NONEC1N/A25000.300.06C20.4050000.150.06ACI 318, 7.7.6 & 18.16 6NOTES:1.ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MATERIALS OF THOSE LISTED INTABLE 4.3.1 SHALL BE PERMITTED WHEN TESTED FOR SULFATE RESISTANCE ANDMEETING THE CRITERIA IN 4.5.1.2.FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITHTRICALCIUM ALUMI-NATE (C3A) CONTENTS UP TO 10 PERCENT ARE PERMITTED ISTHE W/ CM DOES NOT EXCEED 0.40.3.OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE III OR TYPE I ARE PERMITTED INEXPOSURE CLASSES S1 OR S2 IF THE C3A CONTENTS ARE LESS THAN 8 OR 5PERCENT, RESPECTIVELY.4.THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG TO BE USEDSHALL NOT BE LESS THAN THE AMOUNT THAT HAS BEEN DETERMINED BY SERVICERECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAININGTYPE V CEMENT. ALTERNATIVELY, THE AMOUNT OF THE SPECIFIC SOURCE OF THEPOZZOLAN OR SLAG TO BE USED SHALL NOT BE LESS THAN THE AMOUNT TESTED INACCORDANCE WITH ASTM C1012 AND MEETING THE CRITERIA IN 4.5.1.5.WATER-SOLUBLE CHLORIDE ION CONTENT THAT IS CONTRIBUTED FROM THEINGREDIENTS INCLUDING WATER, AGGREGATES, CEMENTITIOUS MATERIALS, ANDADMIXTURES SHALL BE DETERMINED ON THE CONCRETE MIXTURE BY ASTM C1218AT AGE BETWEEN 28 AND 42 DAYS.6.REQUIREMENTS OF 7.7.6 SHALL BE SATISFIED. SEE 18.16 FOR UNBONDED TENDONS.PROJECT DESIGN CRITERIA (cont.)CONCRETE (cont.)1.REINFORCING STEEL:A. ALL BARS, U.N.O.: ASTM A615, GRADE 60B. BARS TO BE WELDED: ASTM A706, GRADE 60C. ADDITIONAL REQUIREMENTS FOR BARS, EXCLUDING TIES, IN DUCTILE MOMENTRESISTING FRAMES AND BOUNDARY ELEMENTS IN SHEAR WALLS: NO ADDITIONALREQUIREMENTS IF ASTM A706, GRADE 60 BARS USED. ASTM 615, GRADE 60 BARSARE PERMITTED PROVIDED ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOESNOT EXCEED SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI (RETESTS SHALLNOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3,000 PSI) AND RATIO OFACTUAL ULTIMATE TENSILE STRESS TO ACTUAL TENSILE YIELD STRENGTH IS NOTLESS THAN 1.25.2.WIRE AND SPIRAL REINFORCING:A. SMOOTH WELDED WIRE FABRIC (W.W.F.): ASTM A185, FY=65 KSI, FLAT SHEETSONLY. DO NOT USE ROLLED MESH. LAP SPACES (1 FOOT MINIMUM). OFFSET LAPSIN ADJACENT SHEETS TO AVOID CONTINUOUS LAPS.B. DEFORMED WIRE STIRRUPS (D4 AND LARGER ONLY): ASTM A497, FY=65 KSI.C.SPIRAL REINFORCING: ASTM A82, GRADE 603.SHOP DRAWINGS: ACI 315, PART B. SHOW REINFORCING STEEL PLACEMENTINCLUDING SIZES, QUANTITIES, SPACING, CLEARANCES, SPLICE LOCATIONS, LAPLENGTHS, AND CONCRETE COVERAGES AND SUBMIT TO ARCHITECT (STRUCTURALENGINEER). PROMPTLY NOTIFY ARCHITECT (STRUCTURAL ENGINEER) PRIOR TODEVELOPING SHOP DRAWINGS IF INSUFFICIENT CLEAR DISTANCES BETWEENREINFORCING STEEL AND OTHER CONGESTION IS ENCOUNTERED. NOTIFY SPECIALINSPECTOR OF ADJUSTMENTS MADE FORM APPROVED CONTRACT DOCUMENTS WHICHARE INDICATED ON ACCEPTED SHOP DRAWINGS THAT FACILITATE FIELD PLACEMENTOF REINFORCING STEEL AND CONCRETE.4.SPLICE LOCATIONS: SPLICE #5 BARS AND LARGER ONLY AT LOCATIONS INDICATED. IFADDITIONAL SPLICE LOCATIONS ARE PROPOSED, PROMPTLY NOTIFY ARCHITECT(STRUCTURAL ENGINEER) PRIOR TO DEVELOPING SHOP DRAWINGS.A. SPLICES IN WALLS: LOCATE SPLICES IN HORIZONTAL BARS AT WELL-STAGGEREDLOCATIONS. DO NOT SPLICE VERTICAL BARS EXCEPT AT HORIZONTAL SUPPORTSSUCH AS FLOOR AND ROOF DIAPHRAGMS.5.MINIMUM CLEARANCES BETWEEN PARALLEL REINFORCING STEEL INCLUDINGDISTANCE BETWEEN SETS OF SPLICED BARS: 1" OR 1 db, WHICHEVER IS GREATER. 1 12"OR 112 db WHICHEVER IS GREATER, AT COLUMNS, PIERS, AND PILASTERS ONLY. FORBUNDLED BARS, MINIMUM CLEAR DISTANCES BETWEEN UNITS OF BUNDLED BARSSHALL BE SAME AS SINGLE BARS EXCEPT BAR DIAMETER IS DERIVED FROMEQUIVALENT TOTAL AREA OF BUNDLE.7.DOWELS AT CONSTRUCTION JOINTS: PROVIDE DOWELS MATCHING SIZE AND QUANTITYOF REINFORCING STEEL INTERRUPTED AT CONSTRUCTION JOINTS, UNLESS DETAILEDOTHERWISE.8.PLACEMENT OF BARS IN WALLS: PLACE VERTICAL BARS CLOSEST TO WALL SURFACESAT CURTAINS CONTAINING VERTICAL AND HORIZONTAL BARS OF THE SAME SIZE. INCURTAINS WHICH VERTICAL AND HORIZONTAL BARS ARE OF DIFFERENT SIZES ORSPACING, PLACE LAYER WITH MOST STEEL AREA CLOSEST TO NEAR WALL SURFACE.9.BARS TERMINATING AT WALLS, COLUMNS, BEAMS, AND FOUNDATIONS: EXTEND BARSTO WITHIN 2" (3" AT CONCRETE POURED AGAINST EARTH) OF FAR FACE OF WALL,COLUMN, BEAM OR FOUNDATION AND PROVIDE STANDARD ACI 90-DEGREE HOOKUNLESS DETAILED OTHERWISE.10.BARS INTERRUPTED BY STRUCTURAL STEEL: EXTEND BARS TO WITHIN 2" OF STEELFACE AND PROVIDE STANDARD ACI 90-DEGREE HOOK UNLESS DETAILED OTHERWISE.11.WELDING: AWS D1.4, EXCEPT AS MODIFIED BY APPLICABLE CODE STANDARD 19-1. SEERGA #3-77 OF CITY OF LOS ANGELES "R" BOOK FOR ADDITIONAL REQUIREMENTS IFGOVERNING CODE AUTHORITY IS CITY OF LOS ANGELES DEPARTMENT OF BUILDINGAND SAFETY.A. ACCEPTABLE REINFORCING STEEL FOR WELDING ASTM A706: IF WELDING OFREINFORCING STEEL OTHER THAN A706 IS DESIRED, SUBMIT PROPOSED PROCEDURE,INDICATING CONFORMANCE TO APPLICABLE CODE AND REQUIREMENTS OFGOVERNING CODE AUTHORITY, TO ARCHITECT (STRUCTURAL ENGINEER) FORACCEPTANCE AND TO GOVERNING CODE AUTHORITY FOR APPROVAL PRIOR TOEXECUTION.B. WELDER CERTIFICATION: GOVERNING CODE AUTHORITY.12.BENDING: BEND COLD UNLESS OTHERWISE ACCEPTED BY ARCHITECT (STRUCTURALENGINEER). DO NOT FIELD-BEND REINFORCING STEEL BARS EMBEDDED IN CONCRETEUNLESS OTHERWISE ACCEPTED IN WRITING BY ARCHITECT (STRUCTURAL ENGINEER).13.LAP SPLICES: PROVIDE CLASS B SPLICES UNLESS INDICATED OTHERWISE.CONCRETE EXPOSURE REQUIREMENTS 2.010.590.390Job#:
<br />Scale:
<br />Date:
<br />Drawn By:
<br />Checked By:
<br />Rev. #Date DescriptionTHESE DRAWINGS AND SPECIFICATIONS ARE
<br />INSTRUMENTS OF THE SERVICE AND SHALL
<br />REMAIN THE PROPERTY OF THE ENGINEER
<br />AND/OR 7-ELEVEN, INC. WHETHER THE
<br />PROJECT FOR WHICH THEY ARE MADE IS
<br />EXECUTED OR NOT. THESE DRAWINGS AND
<br />SPECIFICATIONS SHALL NOT BE USED BY ANY
<br />PERSON OR ENTITY ON OTHER PROJECTS, FOR
<br />ADDITIONS TO THIS PROJECT, OR COMPLETION
<br />OF THIS PROJECT WHEN PHASED, WITHOUT
<br />THE WRITTEN CONSENT OF THE ENGINEER
<br />AND/OR 7-ELEVEN, INC. Copyright 2020SHEET:7-ELEVEN, INC.
<br />3200 HACKBERRY, IRVING, TEXAS 75063
<br />11/20/2020
<br />MANTECA, CA 95336
<br />1110 MAIN ST
<br />7-ELEVEN #1046249
<br />7110.35
<br />ATSATOCFEA
<br />ILFIONR No. S5627Exp. 6/30/22LH
<br />ETSIGER
<br />WPA
<br />R
<br />E
<br />DRSEFON.DGOIREENOSINLARHTONES
<br />PSTRUCTURAL2 7 3 6 9 V I A I N D U S T R I A
<br />T E M E C U L A , C A 9 2 5 9 1
<br />T E L E : 9 5 1 .6 0 0 .0 0 3 2
<br />W W W .I S E E N G I N E E R S .C O M
<br />S O C A L C O L O R A D OSN1AS NOTED
<br />ISE
<br />ISE STRUCTURAL GENERAL NOTES
|