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STEEL WELDING
<br />1. WELDING PROCEDURES, ELECTRODES AND WELDER QUALIFICATIONS SHALL CONFORM TO THE “CODE FOR WELDING IN
<br />BUILDING CONSTRUCTION,” AMERICAN WELDING SOCIETY (AWS), D1.1 AND THE AISC "SPECIFICATION FOR THE DESIGN,
<br />FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS”
<br />2. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AWS STANDARD QUALIFICATION TESTS, AND SHALL BE CERTIFIED
<br />FOR THE WORK THEY ARE PERFORMING IN ACCORDANCE WITH THE AUTHORITY HAVING JURISDICTION.
<br />3. PROJECT WELDING SHALL BE PERFORMED ONLY IN ACCORDANCE WITH WELDING PROCEDURE SPECIFICATIONS (WPS)
<br />SUBMITTED BY THE CONTRACTOR AND REVIEWED BY THE SEOR AND PROJECT WELDING INSPECTOR. THE WPS SHALL BE
<br />IN ACCORDANCE WITH AWS D1.1-D1.4 CURRENT EDITION.
<br />4. WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED PER AWS D1.1 USING E70XX ELECTRODES UNLESS OTHERWISE
<br />NOTED.
<br />5. WELDING OF REINFORCING BARS SHALL BE PERFORMED PER AWS D1.4 USING E90XX ELECTRODES.
<br />6. WELDING OF METAL DECK AND LIGHT GAGE STEEL SHALL BE IN ACCORDANCE WITH AWS D1.3.
<br />7. WHERE WELDED METAL DECK ATTACHMENTS ARE SPECIFIED TO STEEL SUPPORTS USE PUDDLE WELDS OR WELDED
<br />STUDS SPACED AS NOTED. EFFECTIVE AREA OF PUDDLE WELDS SHALL BE NOT LESS THAN 1/2” EFFECTIVE DIAMETER AND
<br />FOR SEAM WELDS NOT LESS THAN 3/8” WIDE BY 1” LONG.
<br />8. WELDS SHALL BE TESTED PER AWS D1.1 WITH MAGNETIC PARTICLE TESTING AT A RATE OF 10% UNLESS NOTED
<br />OTHERWISE.
<br />9. ALL FULL PENETRATION WELDS SHALL BE TESTED PER AWS D1.1 WITH ULTRASONIC TESTING. ALL CJP GROOVE WELDS
<br />SHALL BE ULTRASONICALLY TESTED IN MATERIAL 5/16" THICK OR GREATER. FILLET WELDS AND PARTIAL PENETRATION
<br />SHALL BE TESTED BY MAGNETIC PARTICLE (MT) AT A RATE OF 40%.
<br />10. ALL GROOVE OR BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS, UNO. EXPOSED BUTT WELDS SHALL BE
<br />GROUND SMOOTH.
<br />11. ALL EXPOSED WELDS ON ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC CODE OF
<br />STANDARD PRACTICE, SECTION 10.
<br />12. FIELD WELDS HAVE BEEN INDICATED WHERE THEY ARE EXPECTED TO OCCUR. THE CONTRACTOR SHALL DETERMINE THE
<br />ACTUAL FIELD WELDING NECESSARY TO COMPLETE THE PROJECT AND INCLUDE ALL ASSOCIATED COSTS WITHIN THE
<br />BASE PRICE.
<br />13. REMOVE ALL WELD TABS AND WELD BACKING BARS UNLESS NOTED OTHERWISE. WHERE BACKING IS REMOVED THE
<br />WELD ROOT SHALL BE BACKGOUGED TO SOUND METAL AND FILLED WITH WELD METAL.
<br />HIGH STRENGTH BOLTS
<br />1. UNLESS NOTED OTHERWISE WHEN BOLTING STEEL COMPONENTS, BOLTS 3/4” DIAMETER AND LARGER SHALL BE ASTM
<br />A325 / F1852 HIGH STRENGTH, BOLTS 5/8" DIAMETER AND SMALLER SHALL BE A307.
<br />2. JOINT ASSEMBLIES USING HIGH-STRENGTH BOLTS SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF THE "AISC
<br />(RCSC) SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS".
<br />3. HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A325 / F1852 OR ASTM A490 / F2280 AS INDICATED, TYPE 1 OR 3, NUTS
<br />SHALL CONFORM TO ASTM A563 GRADE DH OR A194 GR 2H, AND WASHERS SHALL CONFORM TO ASTM F436 WITH GRADE,
<br />TYPE AND FINISH TO MATCH THE SPECIFIED BOLT.
<br />4. PAINT SHALL NOT BE PERMITTED ON CONTACT SURFACES UNLESS NOTED OTHERWISE. CONTACT SURFACES OF BOLTED
<br />PARTS SHALL BE DESCALED AND FREE OF DIRT, OIL, BURRS, PITS, AND OTHER DEFECTS WHICH PREVENT SOLID SEATING
<br />OF PARTS.
<br />5. ALL HIGH STRENGTH BOLTS SHALL BE TIGHTENED TO THE AISC SNUG TIGHT CONDITION UNLESS SPECIFIED AS SLIP-
<br />CRITICAL (SC).
<br />6. SLIP-CRITICAL BOLTS SHALL HAVE CLASS "A" FAYING SURFACES. SLIP-CRITICAL JOINT ASSEMBLIES SHALL BE FULLY PRE-
<br />TENSIONED BY TURN-OF-NUT TIGHTENING, CALIBRATED WRENCH TIGHTENING, TENSION CONTROL BOLT ASSEMBLIES
<br />CONFORMING TO ASTM F1852 / F2280, OR BY DIRECT TENSION INDICATOR WASHERS CONFORMING TO ASTM F959.
<br />7. HIGH STRENGTH BOLT ASSEMBLIES PERMANENTLY EXPOSED TO WEATHER OR MOISTURE SPECIFIED AS ASTM A325 /
<br />F1852 SHALL BE TYPE 1 GALVANIZED PER ASTM F2329 OR B695, AND ASTM A490 / F2280 SHALL BE TYPE 3 PLAIN WITH
<br />GRADE DH3 NUTS.
<br />STRUCTURAL STEEL SCHEDULE
<br />62
<br />65
<br />58
<br />60
<br />60
<br />58
<br />-
<br />35
<br />-
<br />36
<br />B7
<br />-
<br />58
<br />58
<br />36 OR 55 WELDABLE
<br />A
<br />36
<br />50
<br />B
<br />-
<br />A193
<br />A36
<br />F1554
<br />A307
<br />A53
<br />A1085
<br />HIGH STRENGTH ROD
<br />THREADED RODS
<br />ANCHOR ROD, ANCHOR BOLTS
<br />MACHINE BOLTS
<br />PIPE
<br />WHEN NOTED AS GR 50
<br />50
<br />46
<br />50
<br />65
<br />36
<br />C
<br />C
<br />65
<br />-
<br />-
<br />A500
<br />A500
<br />A572
<br />A36
<br />MIN Fu
<br />(ksi)
<br />MIN Fy
<br />(ksi)GRADEASTM
<br />ROUND
<br />SQUARE OR RECTANGULAR
<br />HOLLOW STRUCTURAL SECTION (HSS)
<br />WHEN NOTED AS GR 65
<br />58
<br />A992 65
<br />TYPICAL UNO
<br />PLATE, ANGLE & CHANNEL (PL, L, C, MC)
<br />WIDE FLANGE (W, M, & S) & TEE
<br />SHAPE
<br />62
<br />1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE SPECIFICATIONS AND
<br />STANDARDS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), AS CONTAINED IN THE LATEST EDITION OF
<br />"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AISC 360, AND “CODE OF STANDARD PRACTICE FOR STEEL
<br />BUILDINGS AND BRIDGES” AISC 303.
<br />2. STEEL TYPE SHALL BE AS SPECIFIED IN THE STRUCTURAL STEEL SCHEDULE UNLESS NOTED OTHERWISE.
<br />3. ALL CONNECTIONS NOT SHOWN SHALL CONFORM TO THE "AISC MANUAL OF STEEL CONSTRUCTION" AND SHALL BE
<br />SUBMITTED ON SHOP DRAWINGS FOR REVIEW BY SEOR PRIOR TO FABRICATION.
<br />4. FABRICATOR SHALL BE LICENSED IN CONFORMANCE WITH THE BUILDING CODE AND IN ACCORDANCE WITH THE
<br />AUTHORITY HAVING JURISDICTION. ANY FABRICATOR SUPPLYING MORE THAN 1 TON OF STEEL SHALL BE AISC CERTIFIED.
<br />5. ALL STRUCTURAL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED TO WEATHER OR MOISTURE SHALL BE HOT DIP
<br />GALVANIZED PER ASTM A123 AFTER FABRICATION UNLESS A WEATHER PROOF COATING IS SPECIFIED. STEEL IN CONTACT
<br />WITH TREATED WOOD SHALL BE GALVANIZED. STAINLESS AND WEATHERING STEELS WHERE SPECIFIED ARE EXEMPT.
<br />6. BOLT AND THREADED ROD ASSEMBLIES PERMANENTLY EXPOSED TO WEATHER OR MOISTURE SHALL BE HOT DIP
<br />GALVANIZED PER ASTM F2329 UNLESS A FIELD APPLIED WEATHER PROOF COATING IS SPECIFIED. GALVANIZED NUTS ARE
<br />TO BE OVERTAPPED WHERE REQUIRED TO AVOID STRIPPING. GALVANIZED BOLT ASSEMBLIES SHALL BE LUBRICATED AND
<br />TESTED PRIOR TO SHIPMENT. ALL THREADED COMPONENTS OF FASTENER ASSEMBLY SHALL BE GALVANIZED USING THE
<br />SAME PROCESS.
<br />7. COATED STEEL SURFACES SHALL BE PROTECTED DURING CONSTRUCTION AND REPAIRED AS REQUIRED.
<br />8. USE THE APPROPRIATE NUT AND WASHER TYPE, GRADE AND FINISH FOR THE SPECIFIED BOLT. BOLTS WITH UPSET
<br />THREADS ARE NOT ALLOWED UNLESS EXPLICITLY SPECIFIED. PROVIDE ASTM A194 GR 2H NUTS WITH ASTM A193 GR B7
<br />THREADED ROD.
<br />9. PLACE NONSHRINK GROUT UNDER ALL BASE PLATES AND ALLOW TO CURE BEFORE APPLYING LOADS. INDICATE GROUT
<br />VENT HOLES ON SHOP DRAWINGS WHERE REQUIRED. PRIMED OR PLAIN STEEL TO BE IN DIRECT CONTACT WITH
<br />NONSHRINK GROUT SHALL BE CLEANED TO BARE METAL BEFORE GROUTING.
<br />10. FOR STEEL EMBEDDED IN CONCRETE OR MASONRY WHICH WILL INTERFERE WITH CONTINUOUS REINFORCING BARS,
<br />REQUEST CLARIFICATION FROM THE SEOR WHETHER TO PROVIDE HOLES FOR PASSAGE. DO NOT CUT HOLES IN
<br />STRUCTURAL STEEL WITHOUT PRIOR APPROVAL OF SEOR.
<br />11. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL STEEL FEATURES SUCH AS TABS, STUDS, WEEP HOLES OR OTHER
<br />ITEMS NOT SHOWN.
<br />12. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC CODE OF STANDARD PRACTICE,
<br />SECTION 10.
<br />13. WELDED HEADED STUDS, THREADED STUDS, AND DEFORMED BARS SHALL COMPLY WITH ASTM A108 OR A496 TYPE C BY
<br />NELSON, OR
<br />EQUIVALENT, AND WELDED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS BY CERTIFIED WELDERS SO AS
<br />TO FULLY DEVELOP THE TENSILE CAPACITY OF THE CONNECTOR.
<br />14. EMBEDDED ENDS OF ANCHORS IN CONCRETE OR GROUTED CMU SHALL BE HEADED OR HAVE DOUBLE NUTS LOCKED
<br />AGAINST EACH OTHER, UNO ON DRAWINGS.
<br />MATERIALS AND SYMBOLS
<br />LFRS STEEL LATERAL FORCE
<br />RESISTING SYSTEM, SEE SHEET
<br />S001 AND SPECIFICATIONS
<br />SHEET REFERENCE
<br />SECTION OR DETAIL
<br />FULL HEIGHT SECTION
<br />WALL OR FRAME ELEVATION
<br />FINISH ELEVATION
<br />SHEET REFERENCE
<br />NUMBER REFERENCE
<br />SHEET REFERENCE
<br />NUMBER REFERENCE
<br />REFER TO PLANS
<br />FOR DATUM
<br />NUMBER REFERENCE
<br />MATERIALS
<br />CONCRETE
<br />CONCRETE BLOCK
<br />EARTH
<br />SYMBOLS
<br />STEEL
<br />1. DESIGN, FABRICATION AND ERECTION OF COLD-FORMED STEEL FRAMING SHALL CONFORM TO THE CURRENT CBC
<br />ADOPTED EDITION OF THE SPECIFICATIONS AND STANDARD OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI), AS
<br />CONTAINED IN THE "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS", INCLUDING
<br />ALL APPLICABLE AMENDMENTS.
<br />2. ALL COLD-FORMED STEEL FRAMING SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE
<br />INSTALLED AND LEFT IN PLACE UNTIL OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE. ALL
<br />COLD-FORMED STEEL FRAMING SHALL BE BRACED AS REQUIRED BY SECTION D3 OF THE AISI SPECIFICATION.
<br />3. COLD-FORMED STEEL GRADES (ASTM A1003):
<br />18 GA (43 MILS) OR THINNER.........................................................................................................................GRADE 33 (Fy = 33 KSI)
<br />16 GA (54 MILS) AND THICKER.......................................................................................................................GRADE 50 (Fy = 50 KSI)
<br />4. SUBMIT COLD-FORMED STEEL FRAMING SHOP DRAWINGS AND SPECIFICATIONS TO THE SEOR AND AOR FOR
<br />REVIEW AND APPROVAL PRIOR TO FABRICATION.
<br />5. COLD-FORMED STEEL STUDS AND TRACKS ARE TO BE ATTACHED WITH SHEET METAL SCREWS (SMS) WITH SIZES
<br />CALLED OUT ON THE DETAILS. PENETRATION OF SCREWS THROUGH JOINED MATERIAL SHALL NOT BE LESS THAN 3
<br />EXPOSED THREADS. SCREWS ARE TO BE INSTALLED AND TIGHTENED IN ACCORDANCE WITH SCREW
<br />MANUFACTURER'S RECOMMENDATIONS. SHEET METAL SCREWS SHALL COMPLY WITH ASTM C1513, SELF-DRILLING
<br />AND TAPPING TYPE, WITH PANCAKE FRAMER HEAD TYPE FOR #10 SMS AND HEX WASHER HEAD TYPE FOR #12 AND #
<br />14 (1/4"Ø) SMS UNLESS NOTED OTHERWISE.
<br />6. COLD-FORMED STUD MEMBERS SHALL BE UNPUNCHED WHERE USED FOR THE FOLLOWING: HEADERS AND SILLS OF
<br />OPENINGS WIDER THAN 3'-0", AND BUILT-UP BOX AND BACK-TO-BACK SECTIONS. PUNCH-OUTS SHALL BE LOCATED IN
<br />THE CENTER OF THE WEB WITH A MINIMUM SPACING OF 24"OC, HAVE A MAXIMUM WIDTH OF HALF THE MEMBER
<br />DEPTH OR 2 1/2", WHICHEVER IS LESS, AND A MAXIMUM LENGTH OF 4 1/2". THE MINIMUM DISTANCE BETWEEN THE
<br />END OF THE MEMBER AND THE NEAR EDGE OF THE PUNCH-OUT SHALL BE 12".
<br />WELDING OF LIGHT GAGE STEEL SHALL BE IN ACCORDANCE WITH AMERICAN WELDING SOCIETY (AWS) D1.3.
<br />COLD-FORMED STEEL FRAMING STRUCTURAL STEEL
<br />No. 6250
<br />FFOHSIB
<br />RYAN W.
<br />REGISTEREDPROFESSIONALENGINEER
<br />STRUCTURALSTATEOFCALIFORNIA
<br />DATE:
<br />FOR BRANDOW & JOHNSTON
<br />STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
<br />3300 IRVINE AVE. SUITE 245
<br />NEWPORT BEACH, CALIFORNIA 92660
<br />T:(949)862-8500 WWW.BJSCE.COM
<br />JOB#:
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<br />S0.3
<br />GENERAL NOTES
<br />07/23/24
<br />ABBREVIATIONS
<br />A
<br />AB ANCHOR BOLT
<br />ADDL ADDITIONAL
<br />ADJ ADJACENT
<br />AFF ABOVE FINISH FLOOR
<br />ALT ALTERNATE
<br />ARCH ARCHITECT(URAL)
<br />B
<br />BLDG BUILDING
<br />BLKG BLOCKING
<br />BM BEAM
<br />BN BOUNDARY NAILING
<br />BO BOTTOM OF
<br />BOTT, (B) BOTTOM
<br />BTWN BETWEEN
<br />C
<br />C CAMBER
<br />CIP CAST IN PLACE
<br />CJ CONTROL/CONSTRUCTION JOINT
<br />CJP, CP COMPLETE JOINT PENETRATION
<br />CL CENTERLINE
<br />CLG CEILING
<br />CLR CLEAR
<br />CMU CONCRETE MASONRY UNIT
<br />COL COLUMN
<br />CONC CONCRETE
<br />CONN CONNECTION
<br />CONT CONTINUOUS
<br />CTR(D) CENTER(ED)
<br />CY CUBIC YARDS
<br />D
<br />DB BAR DIAMETER
<br />DBL DOUBLE
<br />DC DEMAND CRITICAL
<br />DEMO DEMOLISH, DEMOLITION
<br />DIA, DIAM DIAMETER
<br />DIAG DIAGONAL
<br />DIM DIMENSION
<br />DO DITTO
<br />DWG DRAWING
<br />E
<br />EA EACH
<br />EF EACH FACE
<br />EJ EXPANSION JOINT
<br />ELEC ELECTRICAL
<br />ELEV ELEVATION, ELEVATOR
<br />EMBED EMBEDMENT
<br />EN EDGE NAIL
<br />EO EDGE OF
<br />EQ EQUAL
<br />EQUIP EQUIPMENT
<br />ES EACH SIDE
<br />EW EACH WAY
<br />EXIST, (E) EXISTING
<br />EXP EXPANSION
<br />EXT EXTERIOR
<br />F
<br />FLR FLOOR
<br />FN FIELD NAILING
<br />FND FOUNDATION
<br />FO FACE OF
<br />FS FAR SIDE
<br />FT FOOT, FEET
<br />FTG FOOTING
<br />G
<br />GA GAUGE
<br />GALV GALVANIZED
<br />GC GENERAL CONTRACTOR
<br />GLBM, GB GLUED-LAMINATED BEAM
<br />GR GRADE
<br />GRBM GRADE BEAM
<br />H
<br />HK HOOK
<br />HORIZ HORIZONTAL
<br />HS HIGH STRENGTH
<br />HSS HOLLOW STRUCTURAL SECTION
<br />HT HEIGHT
<br />I
<br />ID INSIDE DIAMETER
<br />IN INCH
<br />INT INTERIOR
<br />ABBREVIATIONS
<br />J
<br />JT JOINT
<br />K
<br />K, KIP(S) KILOPOUND
<br />KLF KIPS PER LINEAR FOOT
<br />KSF KIPS PER SQUARE FOOT
<br />KSI KIPS PER SQUARE INCH
<br />L
<br />L ANGLE
<br />LB, LBS POUND(S)
<br />LF LINEAR FEET
<br />LFRS LATERAL FORCE RESISTING SYSTEM
<br />LLH LONG LEG HORIZONTAL
<br />LLV LONG LEG VERTICAL
<br />M
<br />MAX MAXIMUM
<br />MB MACHINE BOLT
<br />MECH MECHANICAL
<br />MFR MANUFACTURE
<br />MIN MINIMUM
<br />MW MEDIUM WEIGHT
<br />N
<br />(N) NEW
<br />NDT NON-DESTRUCTIVE TESTING
<br />NS NEAR SIDE
<br />NTS NOT TO SCALE
<br />NW(C) NORMAL WEIGHT (CONCRETE)
<br />O
<br />OC ON CENTER
<br />OD OUTSIDE DIAMETER
<br />OH OPPOSITE HAND
<br />OPP OPPOSITE
<br />P
<br />PAF, PDF POWDER DRIVEN/POWER ACTUATED
<br />FASTENER
<br />PJP, PP PARTIAL JOINT PENETRATION
<br />PL PLATE
<br />PLF POUND PER LINEAR FOOT
<br />PSF POUND PER SQUARE FOOT
<br />PSI POUND PER SQUARE INCH
<br />PT PRESSURE TREATED WOOD,
<br />POST/PRE-TENSIONED
<br />R
<br />R RADIUS
<br />REF REFERENCE
<br />REINF REINFORCING
<br />REQD REQUIRED
<br />S
<br />(S)EOR (STRUCTURAL) ENGINEER OF RECORD
<br />SC SLIP CRITICAL
<br />SCHED SCHEDULE
<br />SDS, SMS SELF-DRILLING / SHEET METAL SCREW
<br />SFRS SEISMIC FORCE RESISTING SYSTEM
<br />SIM SIMILAR
<br />SN SILL NAILING
<br />SOG SLAB ON GRADE
<br />SPECS SPECIFICATIONS
<br />SQ SQUARE
<br />SS STAINLESS STEEL
<br />STD STANDARD
<br />STIFF STIFFENER
<br />STL STEEL
<br />STRUCT STRUCTURAL
<br />SYM SYMMETRICAL
<br />T
<br />T&B TOP & BOTTOM
<br />TO TOP OF
<br />TYP TYPICAL
<br />U
<br />UNO UNLESS NOTED OTHERWISE
<br />V
<br />VERT VERTICAL
<br />VIF VERIFY IN FIELD
<br />W
<br />W/ WITH
<br />W/O WITHOUT
<br />WF WIDE FLANGE
<br />WP WORK POINT
<br />WT WEIGHT
<br />WWF WELDED WIRE FABRIC
<br />NO. REMARKS DATE
<br />60% COMPLETE SET 05/28/24
<br />90% COMPLETE SET 07/12/24
<br />ISSUE FOR BID 07/16/24
<br />CITY SUBMITTAL 07/23/24
<br />3009 S Daimler St
<br />11/18/2024
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