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1. DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS
<br />THOSE SHOWN FOR SIMILAR CONDITIONS. REFER TO THE TYPICAL DETAIL
<br />SHEETS FOR TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS APPLY TO
<br />ALL CONSTRUCTION UNLESS SPECIFICALLY NOTED OR SHOWN OTHERWISE.
<br />WHERE CONDITIONS REQUIRE MODIFICATIONS OF A TYPICAL DETAIL, THE
<br />CONTRACTOR SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE
<br />ENGINEER OF RECORD PRIOR TO FABRICATION AND INSTALLATION. DETAILS
<br />OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE
<br />SHOWN FOR SIMILAR CONSTRUCTION.
<br />
<br />2. CONTRACTOR SHALL CONSIDER THE PROJECT SPECIFICATIONS A PART OF THE
<br />CONTRACT DOCUMENTS. WHERE INFORMATION IS CONFLICTING, SPECIFIC
<br />DETAILS SHALL GOVERN OVER TYPICAL DETAILS WHICH SHALL GOVERN OVER
<br />THESE NOTES WHICH SHALL GOVERN OVER SPECIFICATIONS.
<br />3. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST
<br />ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE
<br />OMITTED OR NOT CLEAR, CONTACT THE ARCHITECT (ARCH) OR STRUCTURAL
<br />ENGINEER OF RECORD (SEOR). ALL DIMENSIONS RELATED TO EXISTING
<br />CONDITIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR. DIMENSIONS
<br />ARE TO THE FACE OF STUDS, AND TO CENTERLINE OF COLUMNS UNO.
<br />4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE SEOR
<br />OF ANY CONFLICTS BETWEEN THE STRUCTURAL DRAWINGS AND OTHER
<br />DRAWINGS; OR EXISTING CONDITIONS NOT SHOWN OR DIFFERENT FROM
<br />THOSE SHOWN ON DRAWINGS PRIOR TO COMMENCEMENT OF WORK. THE
<br />CONTRACTOR IS NOT TO ORDER MATERIAL OR CONSTRUCT ANY PORTION OF
<br />THE BUILDING THAT IS IN CONFLICT UNTIL THE CONFLICT IS RESOLVED WITH
<br />THE AFFECTED PARTIES.
<br />5. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
<br />STRUCTURE. UNLESS OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF
<br />CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES
<br />NECESSARY TO PROTECT THE CONSTRUCTION AND ALL ADJACENT
<br />PROPERTIES DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT
<br />ARE NOT LIMITED TO BRACING, SHORING OF LOADS DUE TO CONSTRUCTION
<br />EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR
<br />SEOR SHALL NOT INCLUDE OBSERVATION OF THE ABOVE ITEMS.
<br />6. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL
<br />DRAWINGS MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR
<br />GREATER CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS
<br />AND PRODUCT INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL
<br />ENGINEER DEMONSTRATING THE REQUIRED CAPACITY AND PERFORMANCE OF
<br />THE MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROM THE SEOR
<br />SHALL BE OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL
<br />SPECIFIED ON THE STRUCTURAL DOCUMENTS.
<br />7. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT
<br />SECTIONS OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE
<br />OF CALIFORNIA, LATEST EDITION, AND ALL OSHA REQUIREMENTS AS THEY
<br />APPLY TO THIS PROJECT. THE ARCHITECT, SEOR, AND THE OWNER DO NOT
<br />ACCEPT ANY RESPONSIBILITY FOR THE CONTRACTOR'S FAILURE TO COMPLY
<br />WITH THESE REQUIREMENTS.
<br />
<br />8. ALL WORK IS NEW (N) UNLESS INDICATED AS EXISTING (E).
<br />9. CONSTRUCTION MATERIALS SHALL BE DISTRIBUTED WHEN PLACED ON THE
<br />STRUCTURE SUCH THAT LOADS DO NOT EXCEED DESIGN LIVE LOADS OR
<br />RESULT IN AN UNBALANCED CONDITION.
<br />10. REFER TO THE PROJECT SPECIFICATIONS FOR SHOP DRAWING
<br />REQUIREMENTS AND SUBMITTALS.
<br />GENERAL NOTES:
<br />1. CODES:
<br />ALL WORK SHALL BE IN CONFORMANCE WITH THE CALIFORNIA
<br />BUILDING CODE (CBC) 2022 EDITION, INCLUDING ALL AMENDMENTS.
<br /> ALL STANDARDS USED SHALL BE THE LATEST VERSION APPROVED
<br />BY THE CODE ENFORCEMENT AGENCY ON THE DATE OF THE PERMIT
<br />ISSUANCE UNLESS SPECIFICALLY NOTED OTHERWISE.
<br />2. DESIGN LIVE LOAD
<br />
<br />3. WIND DESIGN INFORMATION
<br />4. SEISMIC DESIGN INFORMATION
<br />STRUCTURAL DESIGN CRITERIA:
<br />RISK CATEGORY = III Kd =0.85 Kzt = 1.0
<br />BASIC WIND SPEED V = 102 MPH (3 SEC GUST) EXPOSURE = C
<br />INTERNAL PRESSURE COEFF. = +/- 0.18
<br />I = 1.25 RISK CATEGORY = III SITE CLASS = D (DEFAULT)
<br />SS = 1.275 S1 = 0.457 SDS = 1.020 SD1 = 0.516
<br />SEISMIC DESIGN CATEGORY = D
<br />LOAD
<br />ROOF 20 PSF
<br />TYPICAL ABBREVIATIONS
<br />A.B.ANCHOR BOLT
<br />INT INTERIOR
<br />ABV ABOVE
<br />ADDT'L ADDITIONAL
<br />KLF KIPS PER LINEAR FOOT
<br />ADJ ADJACENT
<br />KSL KIPS PER SQUARE FOOT
<br />A.F.F.ABOVE FINISH FLOOR
<br />KSI KIPS PER SQUARE INCH
<br />ALT ALTERNATE
<br />L ANGLE
<br />ARCH ARCHITECT(URAL)LFRS LATERAL FORCE
<br />BLDG BUILDING
<br />RESISTING SYSTEM
<br />BLK'G BLOCKING
<br />LLH LONG LEG HORIZONTAL
<br />BLW BELOW
<br />LLV LONG LEG VERTICAL
<br />BM BEAM LP LOW POINT
<br />BN BOUNDARY NAILING LWC LIGHTWEIGHT CONCRETE
<br />B.O.BOTTOM OF MAX MAXIMUM
<br />BOT BOTTOM M.B.MACHINE BOLT
<br />BRG BEARING MECH MECHANICAL
<br />B.S.BOTH SIDES MFR MANUFACTURER
<br />BTWN BETWEEN MIN MINIMUM
<br />C CAMBER OR MTL METAL
<br />C.I.P.CAST IN PLACE
<br />(N)NEW
<br />CJ CONTROL/ NS NEAR SIDE OR NON-SHRINK
<br />CONSTRUCTION JOINT NTS NOT TO SCALE
<br />CL CENTERLINE NWC NORMAL WEIGHT CONCRETE
<br />CLR CLEAR
<br />O.C.ON CENTERCMUCONCRETE MASONRY UNIT
<br />O.F.OUTSIDE FACECOLCOLUMN
<br />OH OPPOSITE HANDCONCCONCRETE
<br />OPM
<br />OSHPD PRE APPROVAL OFCONN CONNECTION
<br />PDF POWDER DRIVEN FASTENER
<br />CONT CONTINUOUS
<br />PJ PANEL JOIST
<br />CP COMPLETE PENETRATION
<br />PL PLATE
<br />CSK COUNTERSINK
<br />PLC(S) PLACE(S)
<br />CTR(D) CENTER(ED)
<br />PLF POUND PER LINEAR FOOT
<br />DB BAR OR BOLT DIAMETER
<br />PLYWD PLYWOOD
<br />DBL DOUBLE
<br />PREFAB PREFABRICATED
<br />DC DEMAND CRITICAL
<br />PSF POUND PER SQUARE FOOT
<br />DEMO DEMOLITION
<br />PSI POUND PER SQUARE INCH
<br />DET DETAIL
<br />PT PRESSURE TREATED OR
<br />DIA DIAMETER
<br />POST TENSION
<br />DIAG DIAGONAL
<br />QTY QUNATITY
<br />DIM DIMENSION
<br />RAD, R RADIUS
<br />DO DITTO
<br />REF REFERENCE
<br />DWG DRAWING
<br />REINF REINFORCING
<br />(E) EXISITNG
<br />REQ'D REQUIRED
<br />EA EACH
<br />SB SILL BOLT
<br />E.F. EACH FACE
<br />SC SAW CUT OR SLIP CRITICAL
<br />EJ EXPANSION JOIST
<br />SCHED SCHEDULE
<br />EMBED EMBEDMENT
<br />SEOR STRUCTURAL ENGINEER
<br />ELEC ELECTRICAL
<br />ON RECORD
<br />ELEV ELEVATION
<br />SHT'G SHEATHING
<br />EN EDGE NAILING
<br />SIM SIMILAR
<br />E.O.EDGE OF
<br />SLRS SEISMIC LOAD
<br />EOR ENGINEER OF RECORD
<br />RESISTING SYSTEM
<br />EQ EQUAL
<br />SMS SHEET METAL SCREW
<br />EQUIP EQUIPMENT
<br />SN SILL NAIL
<br />E.S.EACH SIDE/ EDGE SCREW
<br />S.O.G.SLAB ON GRADE
<br />E.W.EACH WAY
<br />SQ SQUARE
<br />EXP EXPANSION
<br />SS STAINLESS STEEL
<br />EXT EXTERIOR
<br />STD STANDARD
<br />FIN FINISH
<br />STAGG.STAGGERED
<br />FLR FLOOR
<br />SITFF STIFFENER
<br />FN FIELD NAILING
<br />STL STEEL
<br />FND FOUNDATION
<br />STRUCT STRUCTURAL
<br />F.O. FACE OF
<br />T&B TOP AND BOTTOM
<br />FS FAR SIDE OR FIELD SCREW
<br />THK THICK
<br />FRM'G FRAMING
<br />T.O. TOP OF
<br />FT FOOT OR FEET
<br />T.O.M.TOP OF MASONRY
<br />FTG FOOTING
<br />T.O.S.TOP OF STEEL
<br />G GIRDER
<br />TYP TYPICAL
<br />GA GAUGE
<br />U.N.O. UNLESS NOTED OTHERWISE
<br />GALV GALVANIZED
<br />VERT VERTICAL
<br />H.A.B. HEADED ANCHOR BOLT
<br />W/WITH
<br />HD HOLDOWN
<br />W/O WITHOUT
<br />HDR HEADER
<br />WF WIDE FLANGE/WALL FOOTING
<br />HGR HANGER
<br />WLD WELDED
<br />HK HOOK
<br />WO WHERE OCCURS
<br />HORIZ HORIZONTAL
<br />WP WORK POINT
<br />HP HIGH POINT
<br />WT WEIGHT
<br />HS HIGH STRENGTH
<br />WWF WELDED WIRE FABRIC
<br />HSS HOLLOW STRUCTURAL
<br />SECTION
<br />REFERENCE ELEVATION OR
<br />HT HEIGHT
<br />WORK POINT
<br />IN INCH
<br />PENE PENETRATION
<br />OPN'G OPENING
<br />MANUFACTURER’S
<br />CERTIFICATION
<br />A.T.R. ALL THREADED ROD
<br />LBS POUND
<br />WWM WELDED WIRE MESH
<br />GB GRADE BEAM
<br />LONG. LONGITUDINAL
<br />SF SPREAD FOOTING
<br />TRANS. TRANSVERSE
<br />LLBB LONG LEG BACK TO BACK
<br />JST JOIST
<br />PERF PERFORATED
<br />NOM. NOMINAL
<br />OD OUTSIDE DIAMETER
<br />RJ ROOF JOIST
<br />FJ FLOOR JOIST
<br />C-CHANNEL
<br />DIST DISTANCE
<br />W.S.WELDED STUD
<br />FN HT FINISH HEIGHT
<br />⌀DIAMETER
<br />FINISH SURFACE
<br />R.O. ROUGH OPENING
<br />S.A.D.SEE ARCHITECUTRAL DRAWINGS
<br />FOUNDATION NOTES (NO SOILS REPORT):
<br />1. NO SOILS REPORT AVAILABLE; THEREFORE, MINIMUM PRESUMPTIVE LOAD-
<br />BEARING VALUES FOR CLASS OF MATERIALS 5 (CLAY, SANY CLAY, SILTY CLAY,
<br />CLAYEY SILT, SILT AND SANDY SILT) ARE USED PER 2022 CBC.
<br />2. ALLOWABLE VERTICAL BEARING PRESSURE = 1500 PSF
<br />ALLOWABLE LATERAL BEARING PRESSURE = 100 PSF PER FT OF DEPTH
<br />3. THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND
<br />CONDITIONS INDICATED IN THE 2022 CBC.
<br />4. WHERE THE BUILDING OFFICIAL HAS REASON TO DOUBT THE CLASSIFICATION,
<br />STRENGTH OR COMPRESSIBILITY OF THE SOIL OR WHERE A LOAD-BEARING
<br />VALUE SUPERIOR TO THAT SPECIFIED IN THIS CODE IS CLAIMED, THE BULIDNG
<br />OFFICIAL SHALL BE PERMITTED TO REQUIRE THAT A GEOTECHNICAL
<br />INVESTIGATION BE CONDUCTED.
<br />5. PRESUMPTIVE LOAD-BEARING VALUES SHALL APPLY TO MATERIALS WITH
<br />SIMILAR PHYSICAL CHARACTERISTICS AND DISPOSITIONS.
<br />MUD, ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT
<br />BE ASSUMED TO HAVE A PRESUMPTIVE LOAD-BEARING CAPACITY UNLESS
<br />DATA TO SUBSTANIATE THE USE OF SUCH A VALUE ARE SUBMITTED.
<br />- EXCEPTION: A PRESUMPTIVE LOAD-BEARING CAPACITY SHALL BE
<br />PERMITTED TO BE USED WHERE THE BUILDING OFFICIAL DEEMS THE
<br />LOAD-BEARING CAPACITY OF MUD, ORGANIC SILT OR UNPREPARED FILL IS
<br />ADEQUATE FOR THE SUPPORT OF LIGHTWEIGHT OR TEMPORARY
<br />STRUCTURES.
<br />6. THE BOTTOM OF FOUNDATION SHALL BE CLEARED AND COMPACTED TO
<br />90 PERCENT OF THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT
<br />DETERMINED IN ACCORDANCE WITH ASTM D1557.
<br />7. SPREAD FOOTINGS ARE CENTERED UNDER WALLS AND COLUMNS, UNO.
<br />8. FOOTING ELEVATIONS ARE NOTED ON THE PLANS AND DETAILS AND SHALL BE
<br />USED FOR BIDDING. IN ANY CASE, FOOTINGS SHALL BEAR ON FIRM
<br />UNDISTURBED SOIL OR ENGINEERED FILL, IN ACCORDANCE WITH
<br />THE 2022 CBC AND DETAILS SHOWN.
<br />9. CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC. ENCOUNTERED
<br />DURING EXCAVATION AND BACKFILLING.
<br />10. ALL EXCAVATION SHALL COMPLY WITH APPLICABLE OSHA REQUIREMENTS.
<br />11. PRIOR TO REINFORCEMET FOR FOUNDATIONS BEING PLACED, THE
<br />CONTRACTOR SHALL SUBMIT A REPORT INDICATES THE ITEMS 5, 6, 7, 8, 9 AND
<br />10 ARE VERIFIED.
<br />THE REPORT SHALL ALSO STATE THAT:
<br />A. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE
<br /> APPROVED CONSTRUCTION DOCUMENTS.
<br />B. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND
<br /> COMPACTED.
<br />C. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE
<br /> APPROVED CONSTRUCTION DOCUMENTS.
<br />1. REINFORCING GRADES FOR CONCRETE OR MASONRY:
<br />
<br />2. MAINTAIN MINIMUM CONCRETE COVER FROM FACE OF CONCRETE TO EDGE OF
<br />ALL REINFORCEMENT AS FOLLOWS (U.N.O.):
<br />(SEE PLAN/ SECTION FOR CONCRETE W/ FIRE RATING.)
<br />
<br />PROVIDE THE LARGEST COVER REQUIRED FOR ALL APPLICABLE CONDITIONS.
<br />WHERE #3 STIRRUPS OR TIES ARE USED, ENSURE THAT THE COVER FOR
<br />LONGITUDINAL BARS IS ADEQUATE.
<br />3. REINFORCEMENT SHALL BE PLACED IN ACCORDANCE WITH THE CONCRETE
<br />REINFORCING STEEL INSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE".
<br />EACH REINFORCING BAR SHALL BE WIRED TO A CROSS BAR AT A MAXIMUM
<br />SPACING OF 24" O.C. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT
<br />REINFORCING IN POSITIONS SHOWN ON THE PLANS.
<br />4. SPLICES IN CONTINUOUS REINFORCEMENT AS USED IN W ALLS, FOOTINGS,
<br />SLABS, ETC., SHALL HAVE A CLASS "B" LAP (1' - 6" MIN) AND THE SPLICES IN
<br />ADJACENT BARS SHALL BE NOT LESS THAN 5' - 0" APART. VERTICAL WALL BARS
<br />SHALL BE SPLICED AT OR NEAR FLOOR LINES. BARS MAY BE WIRED
<br />TOGETHER AT SPLICES OR LAPS EXCEPT FOR TOP REINFORCING OF BEAMS
<br />AND SLABS OR WHERE SPECIFICALLY DETAILED TO BE SEPARATED. WELDED
<br />WIRE FABRIC SHALL BE LAPPED 12" MINIMUM.
<br />5. ALL DOWELS, ANCHOR BOLTS AND OTHER HARDWARE TO BE SET IN
<br />CONCRETE SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. NO
<br />WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED
<br />ITEMS SHALL BE PERFORMED DURING PLACEMENT OF CONCRETE.
<br />6. BEND REINFORCING BARS COLD.
<br />7. STEEL SHALL BE KEPT CLEAN AND FREE OF RUST.
<br />8. DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME
<br />GRADE, SIZE AND SPACING AS THE MAIN REINFORCING U.N.O.
<br />
<br />9. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN
<br />THE FINAL IN PLACE INSPECTION IS MADE.
<br />10. CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC
<br />COATED WHEN RESTING ON EXPOSED SURFACES.
<br />REINFORCING STEEL NOTES:
<br />ALL BARS EXCEPT THOSE TO BE WELDED
<br />TIES AND STIRRUPS
<br />WELDED WIRE FABRIC
<br />ALL BARS TO BE WELDED
<br />ALL BARS IN THE CONCRETE SHEARWALL
<br />INDICATED ON WALL ELEVATION INCLUDING
<br />SUPPORTING WALL FOOTING LONGITUDINAL
<br />BARS (WF), AND ALL GRADE BEAMS (GB)
<br />ASTM A615, GRADE 60
<br />ASTM A615, GRADE 60
<br />ASTM A1064
<br />ASTM A706, GRADE 60
<br />A706, GRADE 60
<br />CONDITION
<br />CONCRETE POURED AGAINST EARTH
<br />CONCRETE POURED IN FORMS AND
<br />EXPOSED TO WEATHER OR EARTH
<br />-#6 BARS AND LARGER
<br />-#5 BARS AND SMALLER
<br />INTERIOR COLUMNS AND BEAMS
<br />INTERIOR WALL FACES AND RAISED SLABS
<br />STRUCTURAL SLABS ON GRADE
<br />-FROM BOTTOM OF SLAB
<br />-FROM TOP OF SLAB
<br />OTHER CONCRETE NOT EXPOSED TO WEATHER OR
<br />EARTH FOR #11 BARS AND SMALLER
<br />COVER
<br />3"
<br />2"
<br />1 1/2"
<br />1"
<br />1"
<br />2"
<br />1 1/2"
<br />1 1/2"
<br />1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL
<br />CONFORM TO THE SPECIFICATIONS AND STANDARD OF THE AMERICAN
<br />INSTITUTE OF STEEL CONSTRUCTION (AISC), AS CONTAINED IN THE 15TH
<br />EDITION OF "AISC MANUAL OF STEEL CONSTRUCTION".
<br />
<br />2. ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE.
<br />TEMPORARY BRACING SHALL BE INSTALLED AND SHALL BE LEFT IN PLACE
<br />UNTIL OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE.
<br />3. PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL U.N.O.:
<br />
<br />
<br />4. 1/8" THICK PLATES AND THICKER SHALL BE GAS CUT OR SAW CUT
<br />EXCEPT AS OTHERWISE NOTED, ALL BOLTS SHALL BE HIGH STRENGTH BOLTS.
<br />EXCEPT OTHERWISE NOTED, ALL BOLT HOLES SHALL BE STANDARD HOLES.
<br />5. ALL CONNECTIONS NOT SHOWN SHALL CONFORM TO THE "AISC MANUAL OF
<br />STEEL CONSTRUCTION" AND SHALL BE SUBMITTED ON SHOP DRAWINGS FOR
<br />REVIEW BY SEOR PRIOR TO FABRICATION.
<br />6. ALL WELDED HEADED STUDS, THREADED STUDS, AND DEFORMED BARS SHALL
<br />BE NELSON, OR EQUIVALENT, AND WELDED (IN ACCORDANCE WITH
<br />MANUFACTURER'S RECOMMENDATIONS BY CERTIFIED WELDERS) SO AS TO
<br />FULLY DEVELOP THE TENSILE CAPACITY OF THE CONNECTOR.
<br />7. BOLTS WITH UPSET THREADS ARE NOT ALLOWED. USE THE APPROPRIATE NUT
<br />AND WASHER TYPE FOR THE SPECIFIED BOLT.
<br />8. ALL STEEL FABRICATION SHALL BE PERFORMED BY A AISC OR CITY OF LOS
<br />ANGELES CERIFIED FABRICATOR.
<br />9. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED
<br />TO THE ELEMENTS SHALL BE HOT DIP GALVANIZED AFTER FABRICATION
<br />UNLESS A WEATHER PROOF COATING IS SPECIFIED BY THE ARCHITECT U.N.O.
<br />STAINLESS AND WEATHERING STEELS ARE EXCEPTED WHERE SPECIFIED.
<br />10. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES, WELDED STUDS OR
<br />OTHER ITEMS NOT SHOWN IN THESE DRAWINGS. WHERE STEEL IS EMBEDDED
<br />IN CONCRETE OR MASONRY, PROVIDE HOLES AS REQUIRED FOR PASSAGE OF
<br />CONTINUOUS REINFORCING BARS WHERE INDICATED ON DRAW INGS. DO NOT
<br />CUT HOLES IN STRUCTURAL STEEL WITHOUT PRIOR APPROVAL OF SEOR.
<br />11. ALL ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY
<br />WITH AISC CODE OF STANDARD PRACTICE, SECTION 10.
<br />12. PLACE NON-SHRINK OR DRYPACK GROUT UNDER ALL BASE PLATES AND
<br />ALLOW TO CURE BEFORE APPLYING LOADS.
<br />13. ALL OPEN HSS ENDS SHALL BE CAPPED. MIN 1/4" STEEL CAP. PROVIDE SQUARE
<br />WELD ALL AROUND, CAP PLATE TO HSS.
<br />14. FOR STRUCTURAL STEEL, IN ADDITION TO THE REQUIREMENTS OF
<br />SPECIFICATION SECTION A3.1c, HOT ROLLED SHAPES WITH FLANGES 1 1/2"
<br />THICK AND THICKER SHALL HAVE MINIMUM CHARPY V-NOTCH TOUGHNESS OF
<br />20 FT-LB AT 70°F. PLATES 2" THICK AND THICKER SHALL HAVE A MINIMUM
<br />CHARPY V-NOTCH TOUGHNESS OF 20FT-LB AT 70°F.
<br />STRUCTURAL STEEL NOTES:
<br />STRUCTURAL STEEL GRADES:
<br />ALL WIDE FLANGE SECTIONS
<br />SQUARE OR RECTANGULAR HOLLOW
<br />STRUCTURAL SECTIONS (HSS)
<br />ROUND HOLLOW STRUCTURAL SECTION
<br />(HSS)
<br />PIPES
<br />PLATES, ANGLES, CHANNELS & TEES
<br />ALL PLATES PART OF SLRS
<br />MACHINE BOLTS (MB)
<br />HIGH STRENGTH BOLTS (HSB)
<br />WELDED HEADED STUDS
<br />THREADED RODS FOR ANCHOR BOLTS
<br />ASTM A992
<br />ASTM A500, GRADE C
<br />(FY= 50 KSI)
<br />ASTM A500,GRADE C
<br />(FY= 46KSI)
<br />ASTM A53 TYPE E OR S,
<br />GRADE B (FY=35 KSI)
<br />ASTM A36
<br />ASTM A572, GRADE 50
<br />ASTM A307
<br />ASTM F3125 GRADE A325
<br />GRADE A490
<br />ASTM A29
<br />ASTM F1554, GRADE 36
<br />A.
<br />B.
<br />C.
<br />C.
<br />E.
<br />F.
<br />G.
<br />H.
<br />I.
<br />J.
<br />1. SEE STRUCTURAL STEEL NOTES THIS SHEET FOR ADDITIONAL
<br />INFORMATION.
<br />2. ALL HIGH-STRENGTH BOLTS SHALL CONFORM TO ASTM F-3125 Gr. A-325
<br />OR Gr. A-490, NUTS SHALL CONFORM TO ASTM A-563 AND WASHERS SHALL
<br />CONFORM TO ASTM F-436.
<br />3. HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH THE
<br />CURRENT EDITION OF THE "AISC SPECIFICATION FOR STRUCTURAL JOINTS
<br />USING HIGH-STRENGTH BOLTS". SLIP CRITICAL BOLTS (SC) SHALL BE
<br />USED FOR ALL "SEISMIC LOAD RESISTING SYSTEM" (SLRS) MEMBER STEEL-
<br />TO-STEEL CONNECTIONS.
<br />4. PAINT SHALL NOT BE PERMITTED ON CONTACT SURFACES UNLESS NOTED
<br />OTHERWISE. CONTACT SURFACES OF BOLTED PARTS SHALL BE
<br />DESCALED AND FREE OF DIRT, OIL, BURRS, PITS, AND OTHER DEFECTS
<br />WHICH PREVENT SOLID SEATING OF PARTS.
<br />5. FAYING SURFACE SHALL BE "CLASS A" FOR SLIP CRITICAL BOLTS (SC).
<br />6. SLIP-CRITICAL JOINT ASSEMBLIES SHALL BE FULLY PRE-TENSIONED BY
<br />TURN-OF-NUT TIGHTENING, CALIBRATED WRENCH TIGHTENING,
<br />INSTALLATION OF ALTERNATE DESIGN BOLTS OR BY DIRECT TENSION
<br />INDICATOR TIGHTENING.
<br />HIGH-STRENGTH BOLT NOTES:
<br />1. WELDING PROCEDURES, ELECTRODES AND WELDER QUALIFICATIONS SHALL
<br />CONFORM TO THE "CODE FOR WELDING IN BUILDING CONSTRUCTION",
<br />AMERICAN WELDING SOCIETY (AWS), D1.1, D1.8 AND THE AISC
<br />"SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF
<br />STRUCTURAL STEEL FOR BUILDINGS".
<br />2. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AWS STANDARD
<br />QUALIFICATION TESTS, AND SHALL BE CERTIFIED FOR THE WORK THEY ARE
<br />PERFORMING.
<br />3. PROJECT WELDING SHALL BE PERFORMED ONLY IN ACCORDANCE WITH
<br />WELDING PROCEDURE SPECIFICATIONS (WPS) SUBMITTED BY THE
<br />CONTRACTOR AND REVIEWED BY THE SEOR AND PROJECT WELDING
<br />INSPECTOR. THE WPS SHALL BE IN ACCORDANCE WITH AWS D1.1-D1.4 & D1.8
<br />CURRENT EDITION.
<br />4. ALL WELDS WITHIN MEMBERS DESIGNATED AS PART OF THE SEISMIC LOAD
<br />RESISTING SYSTEM (SLRS) SHALL CONFORM TO THE DETAILING, MATERIALS,
<br />WORKMANSHIP, TESTING, AND INSPECTION REQUIREMENTS PER AWS D1.8
<br />AND MUST HAVE A MIN. CVN TOUGHNESS OF 20 FT-LB @ 0°F PER AISC 341
<br />A3.4B.
<br />5. WHERE WELDS ARE DESIGNATED AS DEMAND CRITICAL, THEY SHALL BE MADE
<br />WITH A FILLER METAL CAPABLE OF PROVIDING A MINIMUM CHARPY V-NOTCH
<br />(CVN) TOUGHNESS OF 20 FT-LB AT 0°F AND 40 FT-LB AT 70°F. SEE AISC 341-16
<br />SECTION A3.4B FOR ADDITIONAL REQUIREMENTS.
<br />6. WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED PER AWS D1.1 & D1.8
<br />USING E70XX ELECTRODES UNLESS OTHERWISED NOTED.
<br />7. WELDING OF REINFORCING BARS SHALL BE PERFORMED PER AWS D1.4 USING
<br />E80XX ELECTRODES.
<br />8. WELDING OF METAL DECK AND LIGHT GAGE STEEL SHALL BE IN ACCORDANCE
<br />WITH AWS D1.3.
<br />9. ALL GROOVE OR BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS.
<br />ALL EXPOSED BUTT WELDS SHALL BE GROUND SMOOTH.
<br />10. ALL EXPOSED WELDS ON ARCHITECTURALLY EXPOSED STRUCTURAL STEEL
<br />(AESS) SHALL COMPLY WITH AISC CODE OF STANDARD PRACTICE, SECTION 10.
<br />11. FIELD WELDS HAVE BEEN INDICATED WHERE THEY ARE EXPECTED TO OCCUR.
<br />THE CONTRACTOR SHALL DETERMINE THE ACTUAL FIELD WELDING
<br />NECESSARY TO COMPLETE THE PROJECT AND INCLUDE ALL ASSOCIATED
<br />COSTS WITHIN THE BASE BID.
<br />12. ALL WELDS (SHOP AND FIELD) REQUIRE SPECIAL INSPECTION.
<br />13. ALL FULL PENETRATION WELDS SHALL BE ULTRA-SONIC TESTED PER AWS D1.1
<br />& AISC 341 J6.2.
<br />WELDING NOTES:
<br />E N G I N E E R S I N CV C A
<br />2151 Michelson Dr. #240
<br />Irvine, CA 92612
<br />Tel. 949.679.0870
<br />Fax. 949.679.9370
<br />Project No.: J804
<br />C I V I LQuality
<br />Service
<br />Commitment
<br />S T R U C T U R A L DBEMBE SBE
<br />SCALE:
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<br />DATE ISSUED:
<br />PROJECT NO:
<br />12" = 1'-0"
<br />Issue Date
<br />S-0.1
<br />GENERAL NOTES
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<br />DESCRIPTION DATE
<br />7/08/24
<br />505 E Central Ave
<br />#B11/6/2024
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