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DATE:11/14/2024
<br />JOB NO: MLB24-1210
<br />DESIGNED BY: HK
<br />CHECKED BY: GB
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<br />MLB CONSULTING AND
<br />ENGINEERING, INC
<br />7918 FOOTHILL BLVD
<br />SUNLAND, CA 91040
<br />(818) 521-6342
<br />INFO@MLBENGINEERING.ORG
<br />4703 W McFadden
<br />Ave Santa Ana, CA
<br />92704
<br />DATE:11/14/2024
<br />JOB NO: MLB24-1210
<br />DESIGNED BY: HK
<br />CHECKED BY: GB
<br />DE
<br />S
<br />C
<br />R
<br />I
<br />P
<br />T
<br />I
<br />O
<br />N
<br />DA
<br />T
<br />E
<br />RE
<br />V
<br />BY
<br />1 3 4 5
<br />-
<br />2
<br />-
<br />-
<br />MLB CONSULTING AND
<br />ENGINEERING, INC
<br />7918 FOOTHILL BLVD
<br />SUNLAND, CA 91040
<br />(818) 521-6342
<br />INFO@MLBENGINEERING.ORG
<br />4703 W McFadden
<br />Ave Santa Ana, CA
<br />92704
<br />STRUCTURAL STEEL
<br />REFERENCE STANDADS: CONFORM TO:
<br />1. CBC CHAPTER 22- “STEEL”
<br />2. NASI/AISC 303-10- “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS & BRIDGES”
<br />3. ANSI/AISC 325-10- “STEEL CONSTRUCTION MANUAL”
<br />4. ANSI/AISC 360-10- “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”
<br />5. AWS D1.1:2010- “STRUCTURAL WELDING CODE-STEEL”
<br />6. 2009 RCSC- “SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS”
<br />7. ANSI/AISC 341-10- “SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS”
<br />8. AWS D1.8:2009- “STRUCTURAL WELDING CODE- SEISMIC SUPPLEMENT”
<br />SPECIAL PROVISIONS FOR ELEMENTS OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS): SELECTED STEEL
<br />ELEMENTS OF THIS PROJECT ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM” (SFRS) AND, THUS ARE SUBJECT
<br />TO SPECIAL REQUIREMENTS DETAILED IN THE AISC “SEISMIC PROVISIONS”. ELEMENTS OF THE SFRS DESIGNATED ON
<br />PLANS. REFER TO DRAWING LEGEND FOR SYMBOLS USED TO DESIGNATE ELEMENTS ON THE PLANS AND
<br />STRUCTURAL STEEL SEISMIC PROVISIONS SECTION OF GENERAL NOTES FOR SUPPLEMENTAL REQUIREMENTS.
<br />SUBMITTALS: SUBMIT THE FOLLOWING DOCUMENTS TO THE SER FOR REVIEW:
<br />1.SHOP DRAWINGS COMPLYING WITH AISC 360 SECTIONS M1 AND N3 AND AISC 303 SECTION 4.
<br />2.ERECTION DRAWINGS COMPLYING AISC 360 SECTION M1 AND N3 AND AISC 303 SECTION 4
<br />3.WELD PROCEDURE SPECIFICATION (WPS'S) FOR SHOP AND FIELD WELDING.
<br />4.MANUFACTURER'S CERTIFICATES OF CONFORMANCE FOR ELECTRODES, FLUXES AND GASES (WELDING
<br />CONSUMABLES).
<br />MAKE COPIES OF THE FOLLOWING DOCUMENTS “AVAILABLE UPON REQUEST” TO THE SER OR OWNER'S INSPECTION
<br />AGENCY IN ELECTRONIC OR PRINTED FORM PRIOR TO FABRICATION PER AISC 360 SECTION N3.2 REQUIREMENTS:
<br />1.FABRICATOR'S WRITTEN QUALITY CONTROL MANUAL THAT INCLUDES, AS A MINIMUM:
<br />1.a. MATERIAL CONTROL PROCEDURES
<br />1.b. INSPECTION PROCEDURES
<br />1.c. NON-CONFORMANCE PROCEDURES
<br />2.STEEL & ANCHOR ROD SUPPLIERS' MATERIAL TEST REPORTS (MTR'S) INDICATING THE COMPLIANCE WITH
<br />SPECIFICATIONS.
<br />3.FASTENER MANUFACTURER'S CERTIFICATION DOCUMENTING CONFORMANCE WITH THE SPECIFICATION.
<br />4.FILLER METAL MANUFACTURER'S PRODUCT DATA FOR SMAW, FCAW AND GMAW INDICATING:
<br />4.a. PRODUCT SPECIFICATION COMPLIANCE
<br />4.b. RECOMMENDED WELDING PARAMETERS
<br />4.c. RECOMMENDED STORAGE AND EXPOSURE REQUIREMENTS INCLUDING BAKING
<br />4.d. LIMITATIONS OF USE
<br />5.WELDED HEADED (SHEAR) STUD ANCHORS MANUFACTURER'S CERTIFICATIONS INDICATING AND MEET
<br />SPECIFICATIONS.
<br />6.PROCEDURE QUALIFICATION RECORDS (PQP'S FOR WPS'S THAT ARE NOT PREQUALIFIED IN ACCORDANCE WITH
<br />AWS.
<br />7.WELDING PERSONNEL PERFORMANCE QUALIFICATION RECORDS (WPQP) AND CONTINUITY RECORDS
<br />CONFORMING TO AWS STANDARDS.
<br />MATERIALS:
<br />STRUCTURAL STEEL MATERIALS SHALL CONFORM TO MATERIALS AND REQUIREMENTS LISTED IN AISC 360 SECTION
<br />A3 INCLUDING, BUT NOT LIMITED TO:
<br />STRUCTURAL JOINTS USING HIGH-STRENGTH BOLT:
<br />1. ASTM A325-N BOLTS- “THREADS NOT EXCLUDED IN THE SHEAR PLANE.”
<br />2. HIGH-STRENGTH BOLTED JOINTS HAVE BEEN DESIGNED AS 'BEARING” CONNECTIONS.
<br />3. PROVIDE ASTM BOLT GRADE AND TYPE AS SPECIFIED IN THE MATERIALS SECTION ABOVE.
<br />4. PROVIDE WASHERS OVER OUTER PLY OF SLOTTED HOLES AND OVERSIZE HOLES PER RCSC TABLE 6.1.
<br />5. PROVIDE NUT AND WASHERS GRADES, TYPES AND FINISHES CONFORMING TO RCSC SPECIFICATION TABLE 2.1.
<br />6. PROVIDE FASTENER ASSEMBLIES FROM A SINGLE SUPPLIER.
<br />7. JOINT TYPES SHALL BE:
<br />8. ST - “SNUG TIGHT FOR TYPICAL BEAM END “SHEAR” CONNECTIONS, UNLESS NOTED OTHERWISE.
<br />9. SC - “SLIP CRITICAL”, WHERE SPECIFICALLY INDICATED. PROVIDE WITH CLASS A FAYING SURFACE.
<br />10. INSTALL BOLTS IN JOINTS IN ACCORDANCE WITH THE RCSC SPECIFICATION SECTION 8 AND TABLE 4.1
<br />11. INSPECTION IS PER RCSC SECTION 9.
<br />ANCHORAGE TO CONCRETE:
<br />1.EMBEDDED STEEL PLATES FOR ANCHORAGE TO CONCRETE: PLATES (PL) EMBEDDED IN CONCRETE WITH STUDS
<br />(WHS) OR DOWEL BAR ANCHORS (DBA) SHALL BE OF THE SIZES AND LENGTHS AS INDICATED ON THE PLANS
<br />WITH MINIMUM ½” DIA. WHS X 6” LONG BUT PROVIDE NOT LESS THAN ¾” INTERIOR COVER OR 1 ½” EXTERIOR
<br />COVER TO THE OPPOSITE FACE OF CONCRETE, UNLESS NOTED OTHERWISE.
<br />2.COLUMN ANCHOR RODS AND BASE PLATES: ALL COLUMNS (VERTICAL MEMBER ASSEMBLIES WEIGHING OVER 300
<br />POUNDS) SHALL BE PROVIDED WITH A MINIMUM OF FOUR ¾” DIAMETER ANCHOR RODS. COLUMN BASE PLATES
<br />SHALL BE AT LEAST ¾” THICK, UNLESS NOTED OTHERWISE. CAST-IN-PLACE ANCHOR RODS SHALL BE PROVIDED
<br />UNLESS OTHERWISE APPROVED BY THE ENGINEER. UNLESS NOTED OTHERWISE, EMBEDMENT OF
<br />CAST-IN-PLACE ANCHOR RODS SHALL BE 12 TIMES THE ANCHOR DIAMETER (12D)
<br />FABRICATION:
<br />1. CONFORM TO AISC 360 SECTION M2 “FABRICATION” AND AISC 303 SECTION 6 “SHOP FABRICATION”
<br />2. QUALITY CONTROL (QC) SHALL CONFORM TO:
<br />a. AISC 360 CHAPTER N “QUALITY CONTROL AND QUALITY ASSURANCE” AND
<br />b. AISC 303 SECTION 8 “QUALITY CONTROL”.
<br />c. FABRICATOR AND ERECTOR SHALL ESTABLISH AND MAINTAIN WRITTEN QUALITY CONTROL (QC)
<br />PROCEDURES PER AISC 360 SECTION N3.
<br />d. FABRICATOR SHALL PREFORM SELF-INSPECTIONS PER AISC 360 SECTION N5 TO ENSURE THAT THEIR WORK
<br />IS PERFORMED IN ACCORDANCE WITH CODE OF STANDARD PRACTICE, THE AISC SPECIFICATION,
<br />CONTRACT DOCUMENTS AND THE APPLICABLE BUILDING CODE.
<br />e. QC INSPECTIONS MAY BE COORDINATED WITH QUALITY ASSURANCE INSPECTIONS PER SECTION N5.3
<br />WHERE FABRICATORS QA PROCEDURES PROVIDE THE NECESSARY BASIS FOR MATERIAL CONTROL,
<br />INSPECTION, AND CONTROL OF THE WORKMANSHIP EXPECTED BY THE SPECIAL INSPECTOR
<br />WELDING:
<br />1. WELDING SHALL CONFORM TO AWS D1.1 AND D1.8 AS APPLICABLE FOR SEISMIC ELEMENTS WITH PREQUALIFIED
<br />WELDING PROCESSES EXCEPT MODIFIED BY AISC 360 SECTION J2 AND AISC 341 AS APPLICABLE. WELDERS
<br />SHALL BE QUALIFIED IN ACCORDANCE WITH AWS D1.1 (AND D1.8 FOR DEMAND CRITICAL WELDS WHERE
<br />APPLICABLE) REQUIREMENTS
<br />2. USE 70KSI STRENGTH, LOW-HYDROGEN TYPE ELECTRODES (E7018) OR E71T AS APPROPRIATE FOR THE
<br />PROCESS SELECTED.
<br />3. WELDING OF HIGH STRENGTH ANCHOR RODS IS PROHIBITED UNLESS APPROVED BY ENGINEER
<br />4. WELDING OF HEADED STUD ANCHORS SHALL BE IN ACCORDANCE WITH AWS D1.1 CHAPTER 7 “STUD WELDING”
<br />ERECTION:
<br />1. CONFORM TO AISC 360 SECTION M4 “ERECTION” AND AISC 303 SECTION 7 “ERECTION”
<br />2. CONFORM TO AISC 360 CHAPTER N “QUALITY CONTROL AND QUALITY ASSURANCE” AND AISC 303 SECTION 8
<br />3. THE ERECTOR SHALL MAINTAIN DETAILED ERECTION QUALITY CONTROL PROCEDURES THAT ENSURE THAT THE
<br />WORK IS PERFORMED ON ACCORDANCE WITH THESE REQUIREMENTS AND THE CONTRACT DOCUMENTS
<br />4. STEEL WORK SHALL BE CARRIED UP TRUE AND PLUMB WITHIN THE LIMITS DEFINES IN AISC 303 SECTION 7.13.
<br />5. HIGH STRENGTH BOLTING SHALL COMPLY WITH THE RCSC REQUIREMENTS INCLUDING RCSC SECTION 7.2
<br />“REQUIRED TESTING”, AS APPLICABLE AND AISC 360 CHAPTER J, SECTION M2.5 AND SECTION N5.6.
<br />6. WELDING OF HEADED STUD ANCHORS SHALL BE IN ACCORDANCE WITH AWS D1.1 CHAPTER 7 “STUD WELDING.
<br />7. PROVIDE HEADED (SHEAR) STUD ANCHORS WELDED THROUGH METAL DECK TO TOPS OF BEAMS DENOTED IN
<br />PLANS
<br />8. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND SAFETY PROTECTION REQUIRED AISC 360
<br />SECTION M4.2 AND AISC 303 SECTION 7.10 AND 7.11.
<br />PROTECTIVE COATING REQUIREMENTS
<br />1. SHOP PAINTING: CONFORM TO AISC 360 SECTION M3 AND AISC 303 SECTION 6.5 UNLESS OTHERWISE SPECIFIED
<br />BY THE PROJECT SPECIFICATIONS
<br />2. INTERIOR STEEL:
<br />a. UNLESS NOTED OTHERWISE, DO NOT PAINT ANY STEEL SURFACES MEETING THE FOLLOWING CONDITIONS:
<br />·CONCEALED BY INTERIOR BUILDING FINISHES,
<br />·FIREPROOFED,
<br />·EMBEDDED IN CONCRETE,
<br />·SPECIALLY PREPARED AS A “FAYING SURFACE” FOR TYPE-SC “SLIP-CRITICAL” CONNECTIONS INCLUDING
<br />BOLTED CONNECTIONS THAT FORM A PART OF THE SEISMIC FORCE RESISTING SYSTEM GOVERNED BY
<br />AISC 341 UNLESS THE COATING CONFORMS TO REQUIREMENTS OF THE RCSC BOLT SPECIFICATION AND IS
<br />APPROVED BY THE ENGINEER.
<br />·WELDED; IF AREA REQUIRES PAINTING, DO NOT PAINT UNTIL AFTER WELD INSPECTIONS AND
<br />NON-DESTRUCTIVE TESTING REQUIREMENT, IS ANY, AE SATISFIED
<br />b. INTERIOR STEEL, EXPOSED TO VIEW, SHALL BE PAINTED WITH ONE COAT OF THE SHOP PRIMER UNLESS
<br />OTHERWISE INDICATED IN THE PROJECT SPECIFICATIONS. FIELD TOUCH-UPS TO MATCH THE FINISH COAT
<br />OF AS OTHERWISE INDICATED IN THE PROJECT SPECIFICATIONS.
<br />1.EXTERIOR STEEL: EXPOSED EXTERIOR STEEL SHALL BE PROTECTED BY EITHER:
<br />a.PAINT WITH AN EXTERIOR MULTI-COAT SYSTEM AS PER THE PROJECT SPECIFICATIONS. FIELD TOUCH-UP
<br />PAINTING SHALL BE AS PER THE PROJECT SPECIFICATIONS.
<br />b.GALVANIZING: UNLESS PROTECTED WITH A PAINT SYSTEM, EXPOSED STEEL (OUTSIDE THE BUILDING
<br />ENVELOPE) SHALL BE HOT DIPPED GALVANIZED, WHERE NOTED ON PLANS OTHERWISE INDICATED BY THE
<br />FINISHES SPECIFIED BY THE ARCHITECT. APPLY FIELD TOUCH-UPS PER PROJECT SPECIFICATIONS.
<br />ARCHITECTURALLY EXPOSED STRUCTUAL STEEL: STEEL IDENTIFIED BY ARCHITECT ON THE ARCHITECTURAL
<br />DRAWINGS AS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL CONFORM AISC 303 SECTION 10
<br />STRUCTURAL STEEL-SEISMIC PROVISIONS
<br />REFERENCE STANDARDS: CONFORM TO THE STANDARDS IN THE STRUCTURAL STEEL SECTION AND THE FOLLOWING:
<br />1. ANSI/AISC 341-10 - “SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS”
<br />2. AWS D1.8”2009 - “STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT”
<br />SCOPE: IN ADDITION TO THE STANDARDS SPECIFIED IN THE STRUCTURAL STEEL SECTION OF THESE GENERAL
<br />REQUIREMENTS, STRUCTURAL STEEL THAT IS PART OF OR THAT TRANSFERS SEISMIC LOADS TO THE DESIGNATED
<br />SEISMIC FORCE RESISTING SYSTEM (SFRS) DEFINED IN THE DESIGN CRITERIA AND LOADS SECTION OF THESE
<br />GENERAL REQUIREMENTS, SHALL COMPLY WITH APPLICABLE SEISMIC PROVISIONS BELOW.
<br />SEISMIC FORCE RESISTING SYSTEM (SFRS): THE SFRS IS AN ASSEMBLAGE OF BEAMS, COLUMNS, BRACES AND WALLS
<br />THAT HAVE BEEN SPECIALLY PROPORTIONED INTO VERTICAL FRAME AND SHEAR WALL] SYSTEMS TO RESIST
<br />LATERAL SEISMIC FORCED. BEYOND THE FRAMES AND WALLS ARE TYPICALLY OTHER HORIZONTAL MEMBERS
<br />CONNECTING TO THE VERTICAL SHEAR-RESISTING FRAMES AND WALLS THAT “DRAGS”, AND “DIAPHRAGMS” (SUCH AS
<br />THE FLOOR SLAB AND ROOF DECK), WHICH ALSO FORM PART OF THE SFRS AND ARE SUBJECT TO THE “SEISMIC
<br />PROVISIONS” OF AISC 341.
<br />DESIGNATION OF PRIMARY SFRS FRAMING SYSTEM FOR THIS PROJECT IS PROVIDED IN THE DESIGN CRITERIA AND
<br />LOADS SECTION OF THESE GENERAL REQIREMENTS. STABILITY OF THE STRUCTURE UNDER SEISMIC LOADS IS
<br />RELIANT UPON STRUCTURAL STEEL COLLECTORS, DRAG AND DIAPHRAGM CHORDS WHICH ARE GOVERNED BY THE
<br />SEISMIC PROVISIONS.
<br />LOWEST ANTICIPATED SERVICE TEMPERATURE (LAST): THE PRIMARY SFRS FRAMING FOR THIS PROJECT IS TO BE
<br />ENCLOSED AND EXPECTED TO B MAINTAINED WITH THE LAST OF 50 DEGREES FAHRENHEIT.
<br />STRUCTURAL MEMBERS AND THEIR CONNECTIONS CONSIDERED IN THE DESIGN OF THE SFRS ARE SUBJECT TO THE
<br />SPECIAL SEISMIC PROVISIONS OF THIS SECTION. SUBJECT ELEMENTS REQUIRE SPECIAL ATTENTION TO DETAILING,
<br />MATERIAL CONTROL, DOCUMENTATION, FABRICATION, INSPECTION, AND PROTECTIONS FROM ALL TRADES. SPECIAL
<br />REQUIREMENTS INCLUDE BUT ARE NOT LIMITED TO:
<br />1.IDENTIFICATION OF SFRS MEMBERS AND THEIR CONNECTIONS ON SHOP AND ERECTION DRAWINGS; INCLUDE
<br />SPECIAL DETAILING, WELDING AND INSPECTION REQUIREMENTS AND LIMITATIONS ON WHERE OTHER TRADES
<br />ARE RESTRICTED FROM ANY ATTACHMENTS. REFER TO AISC 341 SECTION D1.3 PROTECTED ZONES.
<br />2.CONNECTION CONFIGURATIONS DETAILED TO SCALE, INCLUDING THE LAYOUT OF BOLTS, PLATES, WELDS AND
<br />ANY SPECIAL ERECTION PROCEDURES AND WELDING SEQUENCE REQUIREMENTS.
<br />3. DEMAND CRITICAL WELDS (DCW) SHALL BE NOTED ON SHOP AND ERECTION DRAWINGS.
<br />4. MEMBERS AND PLATES SUBJECT TO CHARPY V-NOTCH (CVN) TOUGHNESS TESTING'S.
<br />5. INDICATE STEEL ELEMENTS WHERE LOWEST ANTICIPATED SERVICE TEMPERATURE, (LAST) IS BELOW 50
<br />DEGREES F.
<br />QUALITY CONTROL AND QUALITY ASSURANCE PLAN: QUALITY CONTROL (QC) (BY CONTRACTOR) AND QUALITY
<br />ASSURANCE (QA) (BY AN APPROVED SPECIAL INSPECTION AGENCY) FOR MEMBERS OF THE SFRS SHALL BE
<br />PROVIDED IN ACCORDANCE WITH AISC 341, CHAPTER J AND COORDINATED PER SECTION J6.4.
<br />1. FABRICATOR AND ERECTOR SHALL HAVE QUALITY CONTROL PROGRAM PER AISC 360 SECTION N2
<br />2. FABRICATOR AND ERECTOR SHALL PROVIDE ACCESS TO THE QUALITY ASSURANCE/SPECIAL INSPECTION
<br />AGENCY, PRIOR TO THE START OF WORK, FOR PURPOSES OF REVIEW OF THE QUALITY CONTROL PROGRAM
<br />REQUIRED PER AISC 360 SECTION N2 PER CBC 1704.2.5.1
<br />3. SPECIAL INSPECTIONS REQUIRED PER CBC SECTIONS 1705.2.1 AND 1705.11.1 AND THE STATEMENT OF SPECIAL
<br />INSPECTIONS SECTION OF THESE GENERAL REQUIREMENTS.
<br />SUBMITTALS:
<br />1. SUBMIT FABRICATOR AND ERECTOR DOCUMENTS PER AISC 360 SECTION N3 AND AISC 341 SECTION J2.1.
<br />2. SHOP DRAWINGS OF THE SFRS SHALL BE PREPARED IN ACCORDANCE WITH AISC 303 SECTION 4, AISC 341
<br />3. SECTIONS A4.1, A4.2, AND I1 AND SHALL INCLUDE THE FOLLOWING:
<br />3.·DESIGNATION OF THE SFRS
<br />3.·MEMBER AND CONNECTIONS OF THE SFRS CLEARLY IDENTIFIED
<br />3.·PRE-TENSIONED BOLTS AND FAYING SURFACE PREPARATION LOCATIONS IN SFRS
<br />3.·WELD ACCESS HOLD DIMENSIONS, SURFACE PROFILE AND FINISH REQUIREMENTS
<br />3.·NDT WHERE PERFORMED BY THE FABRICATOR
<br />4. WELD PROCEDURES SPECIFICATIONS (WPS'S)
<br />5. BOLT INSTALLED PROCEDURES
<br />6. CHARPY V-NOTCH CONFORMANCE CERTIFICATION FOR WELDING ELECTRODES, FLUXES AND SHIELDING
<br />7. GASES
<br />8. MATERIAL DATA FOR DEMAND CRITICAL WELDS PER AISC 341 J2.1(3).
<br />9. CHARPY V-NOTCH CONFORMANCE CERTIFICATION/VERIFICATION TEST RESULTS FOR “HEAVY SHAPES” OR
<br />10. JUMBO SECTIONS, IF APPLICABLE.
<br />11. SPECIFIC ASSEMBLY ORDER, WELDING SEQUENCE, WELDING TECHNIQUE, OR OTHER SPECIAL PRECAUTIONS
<br />12. FOR JOINTS OR GROUPS OF JOINTS WHERE SUCH ITEMS ARE DESIGNATED TO BE SUBMITTED TO THE SER.
<br />SFRS MATERIALS: STRUCTURAL STEEL PART OF THE SFRS SHALL MEET THE REQUIREMENTS OF AISC 341, SECTION
<br />A3.1. REFERENCE THE MATERIALS SECTION OF THE STRUCTURAL STEEL FOR SPECIFIC ASTM SPECIFICATIONS.
<br />HEAVY SECTIONS - SPECIAL REQUIREMENTS: IN ADDITION TO AISC 360 A3.1C REQUIREMENTS:
<br />HOT-ROLLED SHAPES WITH FLANGES 1 ½ INCH THICK AND THICKER SHALL HAVE A MINIMUM CHARPY V-NOTCH
<br />TOUGHNESS OF 20 FT-LBS AT 70 DEGREES F TESTED IN THE ALTERNATE CORE LOCATION AS DESCRIBED IN ASTM A6
<br />SUPPLEMENTARY REQUIREMENT S30
<br />PLATES, 2 INCHES THICK AND THICKER SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT 70
<br />DEGREES F MEASURED AT ANY LOCATION PERMITTED BY ASTM A673, FREQUENCY P, WHERE THE PLATE IS USED
<br />FOR:
<br />A. CONNECTION PLATES WHERE INELASTIC STRAIN UNDER SEISMIC LOADING IS EXPECTED
<br />B. BUILT-UP MEMBERS
<br />SFRS BOLTED JOINT REQUIREMENTS: ALL BOLTS SHALL BE INSTALLED AS PRE-TENSIONED HIGH-STRENGTH BOLTS
<br />OF SIZE AND ORIENTATIONS AS SHOWN ON THE DRAWINGS. BOLT HOLES SHALL STANDARD HOLES OR
<br />SHORT-SLOTTED PERPENDICULAR TO THE APPLIED LOAD UNLESS OTHERWISE NOTED. EXCEPTION: FOR DIAGONAL
<br />BRACES IN OCBF, SCBF, OR EBF FRAMES, OVERSIZED HOLES ARE PERMITTED IN ONE CONNECTION PLY PROVIDED
<br />BRACE CONNECTION STRENGTH IS BASED ON SLIP-CRITICAL CAPACITIES. ALL BOLTED JOINTS SHALL BE PREPARED
<br />WITH CLASS A FAYING SURFACES (OR BETTER) PER RCSC SPECIFICATION SECTION 3.2 AND SHALL HAVE FAYING
<br />SURFACES PREPARED AND BOLTS INSTALLED IN ACCORDANCE WITH JOINT TYPE SC - CLASS A (UNCOATED) -
<br />“SLIP-CRITICAL” PER RCSC SPECIFICATION TABLE 4.1 AND SECTION 8.2. INSPECTIONS SHALL BE PER RCSC SECTION
<br />9.3
<br />SFRS WELDING REQUIREMNTS: ALL WELDING SHALL BE DONE WITH APPROPRIATE WELD PROCEDURES PREPARED
<br />THE SEISMIC SUPPLEMENT, AWD D1.8, INCLUDING, BOTH SHOP FABRICATION AND FIELD ERECTION WELDING.
<br />1.WELDING PROCEDURE SPECIFICATIONS (WPS): WELDING SHALL BE DONE WITH APPROPRIATE WELD
<br />PROCEDURES PREPARED IN ACCORDANCE WITH AWS D1.1, AWS D1.8 CLAUSES 6.1. SUBMIT FOR REVIEW PER
<br />AISC 341 SECTION
<br />2.FILLER METAL: WELDS OF MEMBERS OF THE SFRS SHALL BE MADE WITH FILLER METAL CONFORM TO THE
<br />REQUIREMENTS OF AISC 341 SECTION A3.4 AND AWS D1.8 CLAUSES 6.3, WHICH CAN PRODUCE WELDS THAT
<br />HAVE MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT. SUBMIT
<br />EVIDENCE OF COMPLIANCE.
<br />3.WELD (RUNOFF) TABS: REMOVE WELD (RUNOFF) TABS, UNLESS NOTED OTHERWISE, AND GRIND SURFACES PER
<br />AWS D1.8 CLAUSES 6.11 UNLESS NOTED OTHERWISE.
<br />4.CONTINUINTY PLATES AND STIFFENERS PLACED INTO THE WEBS OF ROLLED SHAPED SHALL BE DETAILED IN
<br />ACCORDANCE WITH AWS D1.8 CLAUSES 4.1.
<br />5.WELD ACCESS HOLES OF DEMAND CRITICAL WELDS SHALL EITHER BE PER AWS D1.8 SECTION 6.10.1.2. OR AS
<br />OTHERWISE PERMITTED PER AISC 360 SECTION J1.6.
<br />6.BACKING BARS:
<br />a. BACKING IN GROOVE WELDED BUTT SPLICED OF COLUMNS NEED NOT BE REMOVED
<br />b. BACKING IN GROOVE WELDS OF COLUMNS TO BASEPLATES SHALL BE REMOVED EXCEPT WHEN BACKING IS
<br />PLACED AND REINFORCED PER THE REQUIREMENTS OF AISC 341 SECTION D2.6
<br />7.TACK WELDS: ALL TACK WELDS PART OF THE SFRS SHALL COMPLY WITH REQUIREMENTS OF AWS D1.8 SECTION
<br />6.16.
<br />8.DEMAND CRITICAL WELDS (DCW): WELDS DESIGNATED AS “DEMAND CRITICAL WELDS” OR “DCW” IN THE TAIL OF
<br />WELD SYMBOLS ON DRAWINGS SHALL COMPLY WITH THE ADDITIONAL REQUIREMENTS OF SECTIONS A3.4B AND
<br />I2.3 IN AISC 341 AND SHALL BE MADE WITH FILLER METALS CAPABLE OF PROVIDING A MINIMUM CHARPY V-NOTCH
<br />TOUGHNESS OF 20 FT-LB AT 0 DEGREES FAHRENHEIT AND 40 FT-LB AT 70 DEGREES FHARENHEIT AS
<br />DETERMINED BY THE APPROPRIATE AWS CLASSIFICATION TEST METHOD OR MANUFACTURER CERTIFICATION.
<br />UNLESS OTHERWISE NOTES, THE FOLLOWING NOTED, THE FOLLOWING WELDS IN THE SFRS SHALL BE
<br />CONSIDERED “DEMAND CRITICAL”:
<br />9. COMPLETE-JOINT-PENETRATION (CJP) GROOVE WELDS OF:
<br />a. COLUMN SPLICES
<br />b. COLUMN-TO-BASEPLATE
<br />c. BEAM FLANGE-TO-COLUMN FLANGE, UNLESS OTHERWISE NOTED IN AISC 358
<br />d. BEAM WEB-TO-COLUMN FLANGE, UNLESS OTHERWISE NOTED IN AISC 358
<br />STEEL STAIRS
<br />REFERENCE STANDARDS: CONFORM TO:
<br />1. CBC CHAPTER 10 - “MEANS OF EGRESS”, CBC TABLE 1607.1
<br />2. NAAMM - “METALS STAIRS MANUAL”
<br />3. ANSI/AISC 360-10 - “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”
<br />4. AISI 2007 - “NORTH AMERICA SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS”
<br />5. AWS D1.1-0 “STRUCTURAL WELDING CODE- STEEL”,
<br />6. AWS D1.3-08 “STRUCTURAL WELDING CODE- SHEET STEEL.”
<br />SUBMITTALS: STEEL STAIRS ARE TO BE PREPARED BY A SSE. REFERENCE DEFINITIONS AND DEFERRED SUBMITTALS
<br />ABOVE. SUBMIT STRUCTURAL CALCULATIONS AND SHOP DRAWINGS (COMPONENT DESIGN DRAWINGS) STAMPED BY
<br />A PROFESSIONAL CIVIL PF STRUCTURAL ENGINEER REGISTERED OM THE STATE OF CALIFORNIA.
<br />MATERIALS:
<br />STRUCTURAL WF SHAPES…………………............................ASTM A992 - GR50
<br />STEEL CHANNELS, ANGLES, AND PLATES & BAR...............ASTM A36
<br />SHEET STEEL (GALVANIZED)………………...........................ASTM A446
<br />STEEL PIPE RAIL……………………………..............................ASTM A53, GRADE B
<br />STEEL TUBING ……………………………................................ASTM A500, GRADE B
<br />STEEL ROD…………………………………...............................ASTM A36 OR A307
<br />STEEL DECK……………………………….................................1- ½” COMPOSITE FLOOR DECK
<br />BOLTS……………………………………….................................ASTM A325N
<br />WELDS, STRUCTURAL STEEL………………….AWS D1.1
<br />WELDS, SHEET STEEL………………………......AWS D1.3
<br />WELDED HEADED STUDS (WHS)………….......ASTM A108, AWS D1.1
<br />HEADED CONCRETE ANCHORS (HCA)……….ASTM A108, AWS D1.1
<br />STRUCTURAL REQUIREMENTS:
<br />1.SCOPE: INCLUDE TREADS, RISERS, STINGERS, LANDINGS, RAILINGS AND ALL CONNECTIONS INCLUDING
<br />CONNECTIONS TO THE PRIMARY STRUCTURE UNLESS NOTED OTHERWISE. ALL INSERTS REQUIRED FOR
<br />ATTACHMENT TO THE PRIMARY STRUCTURE SHALL BE DESIGNED AND PROVIDED BY THE STAIR SUPPLIER.
<br />2.LOADS: STAIR TREADS SHALL BE DESIGNED FOR 100 PSF LIVE LOAD OR 300LB. CONCENTRATED LOAD PLACED
<br />TO PRODUCE MAXIMUM STRESS, WHICHEVER CONTROLS. STRINGERS AND LANDINGS SHALL BE DESIGNED FOR
<br />100 PSF LIVE LOAD. LIVE LOAD DEFLECTION SHALL NOT EXCEED 1/360 OF THE SPAN. THE STAIR ASSEMBLY AND
<br />ATTACHMENT TO THE MAIN STRUCTURE SHALL BE DESIGNED FOR LATERAL LOADS PER CBC CHAPTER 16
<br />3.RAILINGS: THE COMPLETED HANDRAIL, GUARDRAIL, AND SUPPORTING STRUCTURE AND THEIR CONNECTIONS
<br />SHALL BE DESIGNED TO RESIST LOADS AS SPECIFIED IN THE CBC SECTION 1607.8.
<br />4.ARCHITECTURAL REQUIREMENTS: CONFORM TO SHAPE AND CONFIGURATION SHOWN ON THE ARCHITECTURAL
<br />DRAWINGS. CONSULT THE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION. ALL STEEL SHALL BE
<br />PAINTED PER PROJECT SPECIFICATIONS WITH ONE COAT OF STANDARD SHOP PRIMER UNLESS NOTED
<br />OTHERWISE ON THE DRAWINGS OR IN THE SPECIFICATIONS
<br />5.CONCRETE FILL: CONFORM TO NOTES, THIS SHEET FOR CAST-IN-PLACE CONCRETE AND CONCRETE
<br />REINFORCEMENT. PROVIDE MINIMUM 3000 PSI CONCRETE AND WWF 6X6-W1.4 OR FIBER MESH UNLESS NOTED
<br />ON THE DRAWINGS.
<br />STRUCTURAL (S), (W) & (HP) SHAPES
<br />CHANNEL (C) & ANGLE (L) SHAPES
<br />STRUCTURAL PLATE (PL)
<br />HIGH STRENGTH PLATE (GR 50 PL)
<br />HOLLOW STRUCTURAL SECTION-SQUARE/RECT(HSS)
<br />STRUCTURAL PIPE (PIPE) 12” DIA. AND LESS
<br />HOLLOW STRUCTURAL SECTION-ROUND (HSS)
<br />HEAVY HEX NUTS
<br />WASHERS (HARDENED FLAT OR BEVELED)
<br />ANCHOR RODS (ANCHOR BOLTS, TYPICAL)
<br />MILD THREADED RODS
<br />HIGH STRENGTH THREADED RODS
<br />ASTM A992 FY=50 KSI
<br />HIGH STRENGTH THREADED RODS
<br />WELDED HEADED (SHEAR) STUD ANCHORS
<br />WELDED HEADED STUD (WHS) ANCHORS
<br />DOWEL BAR ANCHORS (DBA)
<br />ASTM A36, FY=36 KSI
<br />ASTM A36 FY=36 KSI
<br />ASTM A36 FY=36 KSI
<br />ASTM A572 FY=50 KSI
<br />ASTM A500 GRADE B FY= 46 KSI
<br />ASTM A53 GRADE B FY= 35 KSI
<br />ASTM A325/F1852 TYPE 1 OR 3, PLAIN OR GALVANZED (AS
<br />REQ'D)
<br />ASTM A563 GRADE AND FINISH PER RCS TABLE 2.1
<br />ASTM F436 GRADE AND FINISH PER RCSC TABLE 2.1
<br />ASTM F1554 GR.36
<br />ASTM F1554 GR.55 (WELD ABLE) PER SUPPLEMENT S1
<br />ASTM A36 FY= 36 KSI
<br />ASTM A36 FY= 50 KSI
<br />ASTM A193 GRADE B7 FY = 100 KSI
<br />ASTM A108-NELSON/TRW S3L
<br />HIGH STRENGTH HEAVY HEX STRUCTURAL BOLTS
<br />ASTM A500 GRADE B FY= 42 KSI
<br />ANCHOR RODS (HIGH STRENGTH)
<br />ASTM A496- NELSON/TRW D2L FY = 70 KSI
<br />ASTM A108 NELSON /TRW H4L
<br />STRUCTURAL STEEL MATERIALS
<br />WIDE FLANGE (WF), TEE (WT) SHAPES
<br />S-0.12
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