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STRUCTURAL STEEL
<br />500SN001
<br />1. FABRICATION, ERECTION AND MATERIALS SHALL CONFORM WITH THE AISC SPECIFICATION FOR
<br />STRUCTURAL STEEL BUILDINGS, THE AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL
<br />BUILDINGS AND THE AISC CODE OF STANDARD PRACTICE, LATEST EDITIONS ADOPTED BY THE
<br />BUILDING CODE SPECIFIED IN THE DESIGN CRITERIA NOTES, UNO.
<br />2. ALL HOT ROLLED STEEL SHAPES, PLATES AND BARS SHALL BE NEW STEEL CONFORMING TO ASTM
<br />A6, UNO IN THE STRUCTURAL DRAWINGS. STRUCTURAL STEEL SHALL BE AS FOLLOWS:
<br />A. WIDE FLANGE AND WT SHAPES: ASTM A992
<br />B. M- AND S- SHAPES: ASTM A572 GRADE 50
<br />C. C- AND MC- SHAPES: ASTM A992
<br />D. L- SHAPES: ASTM A572 GRADE 50
<br />E. ROUND HSS: ASTM A500 GRADE C (Fy = 50 KSI)
<br />F. RECTANGULAR HSS: ASTM A500 GRADE C (Fy = 50 KSI)
<br />G. PIPE: ASTM A53, GRADE B (Fy = 35 KSI)
<br />H. BASE PLATES UP TO 4” THICK: ASTM A572 GRADE 50
<br />I. ALL OTHER PLATE MATERIAL: ASTM A572 GRADE 50, UNO
<br />J. BUILT UP COLUMNS: ASTM A572 GRADE 50
<br />K. PLATE GIRDERS: ASTM A572 GRADE 50
<br />L. CONNECTION MATERIAL
<br />a. COLUMN CONTINUITY PLATES AND DOUBLER PLATES: ASTM A572 GRADE 50
<br />b. BRACED FRAME GUSSET PLATES: ASTM A572 GRADE 50
<br />3. ALL STRUCTURAL STEEL SHALL RECEIVE A MINIMUM OF ONE SHOP COAT OF PRIMER PAINT. DO
<br />NOT PAINT AREAS TO BE FIELD WELDED, FIREPROOFED, GALVANIZED, TO RECEIVE SLIP-CRITICAL
<br />HIGH STRENGTH BOLTS, OR TO BE EMBEDDED IN CONCRETE. PROVIDE ADDITIONAL PAINTING AS
<br />NOTED IN THE SPECIFICATIONS.
<br />4. ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING
<br />SHALL BE INSTALLED AND SHALL BE LEFT IN PLACE UNTIL OTHER MEANS ARE PROVIDED TO
<br />ADEQUATELY BRACE THE STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR REVIEWING ALL
<br />BASE PLATE AND SUPPORT CONDITIONS DURING ERECTION AND BRACING AS REQUIRED. SEE
<br />AISC AND OSHA REQUIREMENTS.
<br />5. GROUT BELOW BASE PLATES SHALL BE NON-METALLIC, NON-SHRINK GROUT WITH A MINIMUM
<br />COMPRESSIVE STRENGTH OF 10,000 PSI AT 28 DAYS UNO. COLUMN BASE PLATES SHALL BE
<br />PROMPTLY GROUTED AFTER STEEL FRAME HAS BEEN PLUMBED AND PRIOR TO INSTALLATION OF
<br />METAL DECKING.
<br />6. STRUCTURAL STEEL BELOW GRADE SHALL HAVE 3 INCHES MINIMUM OF CONCRETE COVER.
<br />7. STRUCTURAL BOLTS AND THREADED FASTENERS
<br />A. BOLTED CONNECTIONS SHALL CONSIST OF UNFINISHED BOLTS CONFORMING TO ASTM F3125
<br />GRADE A325 UNO.
<br />B. WHERE HIGH-STRENGTH BOLTS ARE SPECIFIED, BOLTS CONFORMING TO ASTM F3125 GRADE
<br />A325 OR GRADE A490 SHALL BE PROVIDED AS INDICATED. HIGH STRENGTH BOLTS IN SLIP-
<br />CRITICAL AND PRETENSION JOINTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F1852
<br />FOR TWIST-OFF TYPE TENSION CONTROL BOLT PRETENSIONING OR BE PROVIDED WITH
<br />DIRECT TENSION INDICATOR WASHERS CONFORMING TO THE REQUIREMENTS OF ASTM F959.
<br />C. ANCHOR RODS CAST IN CONCRETE OR MASONRY SHALL BE HEADED BOLTS WITH CUT THREAD,
<br />FULL DIAMETER BODY STYLE CONFORMING TO ASTM F1554 GRADE 36, 55 (WELDABLE PER S1
<br />SUPPLEMENTARY REQUIREMENTS), OR GRADE 105 AS INDICATED ON DRAWINGS. IN LIEU OF
<br />HEADED ANCHOR RODS, THREADED ROD CONFORMING TO THE ABOVE SPECIFICATIONS MAY
<br />BE USED WITH DOUBLE NUTS TIGHTENED TO PREVENT ROTATION. ANCHOR ROD PROJECTION
<br />ABOVE TOP OF FOUNDATION SHALL BE AS NOTED ON THE DRAWINGS.
<br />D. BOLTED CONNECTIONS SHALL HAVE WASHERS CONFORMING TO ASTM F436 UNO. WASHERS
<br />MAY BE OMITTED AT SNUG-TIGHTENED AND SLIP-CRITICAL CONNECTIONS, EXCEPT WHERE
<br />REQUIRED BY THE RCSC SPECIFICATION FOR STRUCTURAL JOINTS, LATEST EDITION.
<br />E. BASE PLATES SHALL HAVE NUTS AND WASHERS AT TOP AND BOTTOM OF PLATE. WASHERS
<br />FOR BASE PLATES SHALL BE A36 SQUARE OR CIRCULAR PLATE UNLESS ASTM F844 WASHERS
<br />ARE PERMITTED. SEE BASE PLATE DETAILS FOR PLATE WASHER SIZE AND PERMISSIBLE
<br />WASHER TYPE.
<br />F. THREADED RODS SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE ON THE
<br />DRAWINGS.
<br />G. PINS: ALL PINS IN PIN CONNECTED MEMBERS SHALL CONFORM TO ASTM A36 OR ASTM A108 AS
<br />INDICATED ON THE DRAWINGS.
<br />8. ADDITIONAL REQUIREMENTS FOR "SLIP-CRITICAL" BOLTED CONNECTIONS:
<br />A. "SLIP-CRITICAL" CONNECTIONS (A325-SC DESIGN VALUES WITH SPECIAL INSPECTION) ARE
<br />REQUIRED AT ALL MOMENT FRAME CONNECTIONS, BRACED FRAME CONNECTIONS, AT ALL
<br />CONNECTIONS ALONG CHORD LINES AND DRAG LINES (AS NOTED ON PLANS), AND UNO, AT ALL
<br />BOLTS IN OVERSIZED OR SLOTTED HOLES.
<br />B. THE SPECIAL INSPECTOR MUST BE PRESENT DURING THE INSTALLATION AND TIGHTENING
<br />OPERATION OF "SLIP-CRITICAL" CONNECTIONS.
<br />9. PROVIDE 3/4" DIAMETER STITCH BOLTS AND RING FILLS, SPACED AT NOT MORE THAN 2'-0" ON
<br />CENTER AT ALL DOUBLE ANGLE MEMBERS UNO.
<br />10. AT WOOD TO STEEL PARALLEL CONTACT, BOLT WITH 1/2" DIAMETER BOLTS AT MAXIMUM 24"CC
<br />UNLESS NOTED OTHERWISE IN THE DRAWINGS.
<br />11. BOLT HOLES SHALL BE AISC STANDARD HOLES UNLESS SPECIFIED OTHERWISE. USE STANDARD
<br />AISC GAGE AND PITCH FOR BOLTS EXCEPT AS NOTED OTHERWISE.
<br />12. WELDING SHALL BE DONE BY THE ELECTRIC ARC PROCESS IN ACCORDANCE WITH AMERICAN
<br />WELDING SOCIETY STANDARDS, USING ONLY CERTIFIED WELDERS. ALL GROOVE WELDS SHALL
<br />HAVE COMPLETE PENETRATION UNLESS NOTED OTHERWISE. ALL ELECTRODES FOR WELDING
<br />SHALL COMPLY WITH AWS D1.1 AND D1.8 AS APPLICABLE, E70 SERIES MINIMUM.
<br />13. WELD LENGTHS SPECIFIED ON PLANS ARE THE NET EFFECTIVE LENGTHS REQUIRED.
<br />14. MINIMUM FILLET WELDS: (T = THICKNESS OF THINNER PART JOINED)
<br />3/16" @ T < 1/2"
<br />1/4" @ T < 3/4"
<br />5/16" @ T > 3/4"
<br />15. WELDING PROCEDURE SPECIFICATIONS (WPS) FOR SHOP AND FIELD PREQUALIFIED WELD JOINTS
<br />AND WELD JOINTS QUALIFIED BY TEST SHALL BE SUBMITTED FOR REVIEW BY THE STRUCTURAL
<br />ENGINEER AND THE OWNER’S TESTING LABORATORY PRIOR TO FABRICATION. ALL WELDING
<br />PROCEDURE ITEMS SUCH AS BASE METALS, WELDING PROCESSES, FILLER METALS AND JOINT
<br />DETAILS THAT MEET THE REQUIREMENTS OF AWS D1.1 SECTION 3 SHALL BE CONSIDERED AS
<br />PREQUALIFIED. ANY CHANGE OR SUBSTITUTION THAT IS BEYOND THE RANGE OR TOLERANCE OR
<br />REQUIREMENTS FOR PREQUALIFICATION SHALL BE QUALIFIED BY TEST PER AWS D1.1 SECTION 4
<br />PART B. SUBMIT TEST REPORTS SHOWING SUCCESSFUL PASSAGE OF QUALIFICATION TESTS FOR
<br />ALL NON-PREQUALIFIED WELDING PROCEDURE SPECIFICATIONS.
<br />STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING
<br />110SN001
<br />1. SPECIAL INSPECTIONS AND TESTING SHALL BE PROVIDED BY A TESTING AND INSPECTION
<br />AGENCY, EMPLOYED BY THE OWNER (OR OWNER'S AUTHORIZED AGENT), AND APPROVED BY
<br />THE BUILDING OFFICIAL TO PROVIDE SPECIAL INSPECTIONS AND TESTING FOR THE
<br />PARTICULAR TYPE OF CONSTRUCTION.
<br />2. TABLES OF SPECIAL INSPECTIONS AND TESTING ARE DERIVED FROM THE STRUCTURAL
<br />PROVISIONS OF THE CBC AND REFERENCED STANDARDS AND ARE FOR REFERENCE ONLY.
<br />THE INCLUDED TABLES ARE PROVIDED FOR THE CONVENIENCE OF THE OWNER, TESTING
<br />AGENCY AND CONTRACTOR IN DEVELOPING THE SCOPE OF WORK FOR REQUIRED TESTING
<br />AND INSPECTION OF STRUCTURAL MATERIALS AND COMPONENTS. FINAL DEFINITION OF THIS
<br />SCOPE OF WORK IS TO BE DETERMINED BY THE TESTING AGENCY AND THE OWNER (OR
<br />OWNER'S AUTHORIZED AGENT).
<br />3. FREQUENCY OF SPECIAL INSPECTIONS AND TESTING SHALL BE, AT A MINIMUM, AS NOTED FOR
<br />THE INDIVIDUAL ELEMENTS WITHIN THE TABLES BELOW. THE CONTRACTOR SHALL
<br />COORDINATE TIMING OF SPECIAL INSPECTIONS AND TESTING WITH THE SPECIAL INSPECTION
<br />AND TESTING AGENCY.
<br />4. PRIOR TO THE START OF CONSTRUCTION, THE TESTING AND INSPECTION AGENCY SHALL
<br />PROVIDE DOCUMENTATION TO THE BUILDING OFFICIAL DEMONSTRATING COMPETENCE AND
<br />RELEVANT EXPERIENCE OR TRAINING OF THE SPECIAL INSPECTORS WHO WILL PERFORM THE
<br />SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION, IN ACCORDANCE WITH CBC
<br />SECTION 1704.2.1.
<br />5. THE TESTING AND INSPECTION AGENCY SHALL SUBMIT REPORTS OF SPECIAL INSPECTIONS
<br />AND TESTS TO THE BUILDING OFFICIAL, STRUCTURAL ENGINEER OF RECORD AND THE
<br />CONTRACTOR, PER CBC SECTION 1704.2.4. THE REPORTS SHALL INDICATE WHETHER WORK
<br />INSPECTED OR TESTED CONFORMED TO THE APPROVED CONSTRUCTION DOCUMENTS. ANY
<br />DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONTRACTOR
<br />FOR CORRECTION. IF DISCREPANCIES ARE NOT CORRECTED, THEY SHALL BE BROUGHT TO
<br />THE ATTENTION OF THE BUILDING OFFICIAL AND THE STRUCTURAL ENGINEER OF RECORD.
<br />6. SPECIAL INSPECTION AND TESTING RECORDS SHALL BE RETAINED BY THE CONTRACTOR ON
<br />SITE UNTIL COMPLETION OF CONSTRUCTION.
<br />7. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT TO THE BUILDING OFFICIAL
<br />ACKNOWLEDGING RESPONSIBILITY FOR CONSTRUCTION OF THE MAIN LATERAL-FORCE
<br />RESISTING SYSTEM PRIOR TO COMMENCEMENT OF THAT WORK AS REQUIRED BY CBC
<br />SECTION 1704.4.
<br />8. THE OWNER OR THE OWNER'S AUTHORIZED AGENT SHALL SUBMIT TO THE BUILDING OFFICIAL,
<br />A FINAL REPORT DOCUMENTING SPECIAL INSPECTIONS AND TESTS PER CBC SECTION 1704.2.4,
<br />AND REPORTS AND CERTIFICATES PER CBC SECTION 1704.5.
<br />9. ALL SOILS AND FOUNDATION EXCAVATION INSPECTIONS SHALL BE BY THE GEOTECHNICAL
<br />ENGINEER OF RECORD, OR A GEOTECHNICAL FIRM HIRED BY THE OWNER PER CBC SECTION
<br />1705.6.
<br />10. SPECIAL INSPECTION IS REQUIRED FOR ALL SHOP FABRICATED MEMBERS OR ASSEMBLIES
<br />UNLESS WAIVED PER THE EXCEPTIONS IN CBC SECTION 1704.2.5.
<br />11. DEFINITIONS:
<br />a. CONTINUOUS - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS CONTINUOUSLY
<br />PRESENT WHEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED.
<br />b. PERIODIC - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY
<br />PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED.
<br />c. QUALITY ASSURANCE (QA) - MONITORING AND INSPECTION TASKS PERFORMED BY AN
<br />AGENCY OR FIRM OTHER THAN THE FABRICATOR OR ERECTOR TO ENSURE THAT THE
<br />MATERIAL PROVIDED AND WORK PERFORMED BY THE FABRICATOR AND ERECTOR MEET
<br />THE REQUIREMENTS OF THE APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED
<br />STANDARDS. QUALITY ASSURANCE INCLUDES THOSE TASKS DESIGNATED 'SPECIAL
<br />INSPECTION' BY THE APPLICABLE CODE.
<br />d. QUALITY CONTROL (QC) - CONTROLS AND INSPECTIONS IMPLEMENTED BY THE
<br />FABRICATOR OR ERECTOR, AS APPLICABLE, TO ENSURE THAT THE MATERIAL PROVIDED
<br />AND WORK PERFORMED MEET THE REQUIREMENTS OF THE APPROVED CONSTRUCTION
<br />DOCUMENTS AND REFERENCED STANDARDS.
<br />e. OBSERVE (O) - OBSERVE THESE ITEMS ON A RANDOM BASIS (DAILY FOR LFRS).
<br />OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.
<br />f. PERFORM (P) - PERFORM THOSE TASKS PRIOR TO FINAL ACCEPTANCE FOR EACH ITEM OR
<br />ELEMENT.
<br />g. DOCUMENT (D) - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THAT THE WORK
<br />HAS BEEN PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE REPORT
<br />NEED NOT PROVIDE DETAILED MEASUREMENTS FOR JOINT FIT-UP, WPS SETTINGS,
<br />COMPLETED WELDS, OR OTHER INDIVIDUAL ITEMS LISTED IN THE TABLES. FOR SHOP
<br />FABRICATION, THE REPORT SHALL INDICATE THE PIECE MARK OF THE PIECE INSPECTED.
<br />FOR FIELD WORK, THE REPORT SHALL INDICATE THE REFERENCE GRID LINES AND FLOOR
<br />OR ELEVATION INSPECTED. WORK NOT IN COMPLIANCE WITH THE CONTRACT DOCUMENTS
<br />AND WHETHER THE NONCOMPLIANCE HAS BEEN SATISFACTORILY REPAIRED SHALL BE
<br />NOTED IN THE INSPECTION REPORT.
<br />12. SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED DURING CONSTRUCTION ON THE
<br />WORK SHOWN IN THE CONSTRUCTION DOCUMENTS AS REQUIRED BY CBC CHAPTER 17, THE
<br />TABLES LISTED BELOW, AND THE JURISDICTION'S SPECIAL INSPECTION AND TESTING FORM.
<br />IF DISCREPANCIES ARE NOTED, CONTACT THE SEOR. ALL EXCEPTIONS INCLUDED IN CBC
<br />CHAPTER 17 ARE PERMITTED TO BE USED.
<br />• CONCRETE CONSTRUCTION
<br />• POST-INSTALLED ANCHORS
<br />TYPE
<br />CONCRETE CONSTRUCTION - REQUIRED SPECIAL INSPECTIONS AND TESTS
<br />CBC TABLE 1705.3
<br />110SN301
<br />CONTINUOUS REFERENCED STANDARD aPERIODIC
<br />1. INSPECT REINFORCEMENT,
<br />INCLUDING PRESTRESSING
<br />TENDONS, AND VERIFY PLACEMENT.
<br />ACI 318 CH. 20, 25.2, 25.3,
<br />26.6.1-26.6.3
<br />- X
<br />2. REINFORCING BAR WELDING:AWS D1.4
<br />ACI 318: 26.6.4
<br />A. VERIFY WELDABILITY OF
<br />REINFORCING BARS OTHER
<br />THAN ASTM A706
<br />B. INSPECT SINGLE-PASS FILLET
<br />WELDS, MAXIMUM 5/16"
<br />C. INSPECT ALL OTHER WELDS
<br />- X
<br />- X
<br />X -
<br />3. INSPECT ANCHORS CAST IN
<br />CONCRETE.
<br />ACI 318: 17.8.2
<br />4. INSPECT ANCHORS POST-INSTALLED
<br />IN HARDENED CONCRETE
<br />MEMBERS. b
<br />ACI 318: 17.8.2.4, 17.8.2
<br />A. ADHESIVE ANCHORS INSTALLED
<br />IN HORIZONTALLY OR UPWARDLY
<br />INCLINED ORIENTATIONS TO
<br />RESIST SUSTAINED TENSION
<br />LOADS.
<br />x -
<br />B. MECHANICAL ANCHORS AND
<br />ADHESIVE ANCHORS NOT
<br />DEFINED IN 4.A.
<br />- X
<br />5. VERIFY USE OF REQUIRED DESIGN
<br />MIX.
<br />ACI 318: CH. 19, 26.4.3,
<br />26.4.4
<br />- X
<br />6. PRIOR TO CONCRETE PLACEMENT,
<br />FABRICATE SPECIMENS FOR
<br />STRENGTH TESTS, PERFORM SLUMP
<br />AND AIR CONTENT TESTS, AND
<br />DETERMINE THE TEMPERATURE OF
<br />THE CONCRETE.
<br />ASTM C172
<br />ASTM C31
<br />ACI 318: 26.5, 26.12
<br />X -
<br />7. INSPECT CONCRETE AND
<br />SHOTCRETE PLACEMENT FOR
<br />PROPER APPLICATION TECHNIQUES.
<br />ACI 318: 26.5
<br />8. VERIFY MAINTENANCE OF SPECIFIED
<br />CURING TEMPERATURE AND
<br />TECHNIQUES.
<br />ACI 318: 26.5.3-26.5.5- X
<br />9. INSPECT PRESTRESSED CONCRETE
<br />FOR:
<br />ACI 318: 26.10
<br />A. APPLICATION OF PRESTRESSING
<br />FORCES
<br />B. GROUTING OF BONDED
<br />PRESTRESSING TENDONS.
<br />10. INSPECT ERECTION OF PRECAST
<br />CONCRETE MEMBERS.
<br />ACI 318: CH. 26.9- X
<br />13. VERIFY IN-SITU CONCRETE
<br />STRENGTH, PRIOR TO STRESSING
<br />OF TENDONS IN POST-TENSIONED
<br />CONCRETE AND PRIOR TO REMOVAL
<br />OF SHORES AND FORMS FROM
<br />BEAMS AND STRUCTURAL SLABS.
<br />ACI 318: 26.11.2- X
<br />14. INSPECT FORMWORK FOR SHAPE,
<br />LOCATION AND DIMENSIONS OF THE
<br />CONCRETE MEMBER BEING FORMED.
<br />ACI 318: 26.11.1.2(b)- X
<br />A. WHERE APPLICABLE, SEE SECTION 1705.13.
<br />B. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH
<br />REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2
<br />IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE
<br />NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE
<br />REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL
<br />PRIOR TO COMMENCEMENT OF THE WORK.
<br />- X
<br />X -
<br />X -
<br />X -
<br />11. FOR PRECAST CONCRETE
<br />DIAPHRAGM CONNECTIONS OR
<br />REINFORCEMENT AT JOINTS
<br />CLASSIFIED AS MODERATE OR HIGH
<br />DEFORMABILITY ELEMENTS (MDE OR
<br />HDE) IN STRUCTURES ASSIGNED TO
<br />SEISMIC DESIGN CATEGORY C, D, E
<br />OR F, INSPECT SUCH CONNECTIONS
<br />AND REINFORCEMENT IN THE FIELD
<br />FOR:
<br />ACI 318: 26.13.1.3
<br />A. INSTALLATION OF THE
<br />EMBEDDED PARTS.
<br />B. COMPLETION OF THE CONTINUITY
<br />OF REINFORCEMENT ACROSS
<br />JOINTS.
<br />X -
<br />X -
<br />X -
<br />ACI 550.5
<br />C. COMPLETION OF CONNECTIONS
<br />IN THE FIELD.
<br />12. INSPECT INSTALLATION
<br />TOLERANCES OF PRECAST
<br />CONCRETE DIAPHRAGM
<br />CONNECTIONS FOR COMPLIANCE
<br />WITH ACI 550.5.
<br />ACI 318: 26.13.1.3- X
<br />COLD-FORMED METAL FRAMING
<br />540SN001
<br />1. GALVANIZED SHEET STEEL SHALL CONFORM TO ASTM A653, STRUCTURAL QUALITY, WITH A
<br />MINIMUM YIELD STRENGTH OF 33 KSI FOR 43 MILS (18 GA) AND THINNER AND ASTM A653,
<br />STRUCTURAL QUALITY, WITH A MINIMUM YIELD STRENGTH OF 50 KSI FOR 54 MILS (16 GA) AND
<br />THICKER. HOT-ROLLED CARBON SHEET AND STRIP STEEL USED IN THE FABRICATION OF COLD-
<br />FORMED MEMBERS SHALL CONFORM TO ASTM A1011 WITH A RUST INHIBITIVE COATING. ALL CFS
<br />MEMBERS ARE TO BE COATED IN ACCORDANCE WITH THE OPTIONS SHOWN IN PARAGRAPH 4.3
<br />AND TABLE 1 OF ASTM C955 AND SHALL HAVE A MINIMUM COATING PROTECTION LEVEL OF CP 60.
<br />2. METAL STUDS AND JOISTS SHALL BE OF SIZE AND THICKNESS SHOWN ON DRAWINGS WITH THE
<br />MINIMUM EFFECTIVE SECTION PROPERTIES SHOWN IN THE TABLE(S).
<br />3. MINIMUM THICKNESS SHOWN IN TABLE FOR THE THICKNESS SPECIFIED REPRESENTS 95% OF
<br />DESIGN THICKNESS PER AISI S240.
<br />4. METAL FRAMING SHALL BE PER ICC-ES NO. 3064P OR ICC-ES 4205. CONTRACTOR SHALL BE
<br />RESPONSIBLE FOR OBTAINING AGENCY APPROVAL FOR ANY SUBSTITUTIONS.
<br />5. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING CODE-SHEET
<br />STEEL". WELDERS SHALL BE AWS CERTIFIED. WELDING RODS: E60XX MIN (43 MIL AND THINNER),
<br />E70XX MIN (54 MIL AND THICKER).
<br />6. SMS SHALL BE PER ONE OF THE FOLLOWING:
<br />A. GRABBER CONSTRUCTION PRODUCTS INC PER ESR-1271
<br />B. PRIMESOUCE BUILDING PRODUCTS PER ESR-1408
<br />C. ITW BUILDEX PER ESR-1976
<br />D. ITW BUILDEX PER ESR-3223
<br />E. HILTI PER ESR-2196
<br />F. PORTEOUS FASTENER PER ESR-3231
<br />G. ELCO CONSTRUCTION PRODUCTS PER ESR-3294
<br />H. SIMPSON STRONG-TIE COMPANY PER ESR-3006
<br />7. SMS MUST BE INSTALLED WITH THE FOLLOWING MINIMUM DIMENSIONAL LIMITATIONS: WHERE
<br />MULTIPLE FASTENERS ARE USED, SCREWS ARE TO HAVE A CENTER-TO-CENTER SPACING OF AT
<br />LEAST 3 TIMES THE NOMINAL DIAMETER (D). SCREWS ARE TO HAVE A CENTER-OF-SCREW TO
<br />EDGE-OF-STEEL DIMENSION OF AT LEAST 1.5 TIMES THE NOMINAL DIAMETER (D) OF THE SCREW.
<br />8. ALL SCREWS ARE TO PROTRUDE A MINIMUM OF THREE FULL THREADS BEYOND THE
<br />CONNECTED PARTS, UNLESS OTHERWISE NOTED. WHERE THE CONNECTED PARTS ARE
<br />DIFFERENT THICKNESS, THE SCREW IS TO FIRST PENETRATE THE THINNER MEMBER, THEN
<br />PENETRATE THICKER PART, MEANING, THE SCREW HEAD IS IN CONTACT WITH THE THINNER
<br />MEMBER, UNLESS OTHERWISE NOTED.
<br />9. TYPICAL METAL TRACK SHALL BE SAME GAUGE AS STUDS WHICH IT SUPPORTS, UNPUNCHED,
<br />WITH A FLANGE WIDTH OF 1 1/4 INCHES AND A DEPTH EQUAL TO THE NOMINAL STUD PLUS 2
<br />TIMES THE TRACK THICKNESS PLUS THE RADIUS. NESTED TRACKS SHALL BE FABRICATED TO
<br />FILL THE OUTSIDE OF A TYPICAL METAL TRACK. DEEP LEG TRACKS SHALL HAVE A MINIMUM
<br />FLANGE WIDTH OF 2 INCHES. USE SLOTTED SLIP TRACKS WHERE SPECIFIED. SEE SECTIONS
<br />AND TYPICAL METAL STUD DETAILS.
<br />10. METAL STUDS AND JOISTS SHALL NOT HAVE PUNCH-OUTS CLOSER THAN 10" CLEAR FROM THE
<br />END OF THE MEMBER OR AT INTERMEDIATE LATERAL BEARING POINTS OF THE MEMBER. METAL
<br />STUDS WHICH ARE PART OF BUILT-UP HEADER SECTIONS SHALL BE UNPUNCHED FULL LENGTH.
<br />GAUGE/MIL
<br />MIN THICKNESS
<br />DEPTH "D"
<br />2 1/2"
<br />3 5/8"
<br />4"
<br />6"
<br />8"
<br />0.235
<br />SxIx
<br />0.0329 0.0428 0.0538 0.0677
<br />20/33 18/43 16/54 14/68
<br />1 5/8"
<br />S STUDS &
<br />JOISTS
<br />0.180 0.302 0.240 0.370 0.284 0.450 0.357
<br />0.551 0.268 0.710 0.372 0.873 0.444 1.069 0.574
<br />0.6481.3460.4981.0980.4170.8920.2990.692
<br />1.1643.5250.9162.8600.7672.3160.5771.793
<br />1.6637.0701.2295.6001.0194.5000.7103.384
<br />Ix Sx Ix Sx Ix Sx
<br />DESIGNATION S162-33 S162-43 S162-54 S162-68
<br />- - - - 14.298 1.914 18.390 2.645
<br />- - 7.523 1.302 9.391 1.572 11.978 2.154
<br />12"
<br />10"
<br />COLD-FORMED METAL FRAMING SECTION PROPERTIES - SSMA C STUDS & JOISTS - S162 SECTIONS 1,2
<br />540SN002
<br />1/
<br />2
<br />"
<br />
<br />T
<br />Y
<br />P
<br />TYP
<br />"D
<br />"
<br />NOTES:
<br />1. FOR COMPLETE SECTION DESIGNATIONS IN ACCORDANCE WITH SSMA OR SFIA STANDARDS, ADD
<br />MEMBER DEPTH TO FRONT OF INDICATED DESIGNATION. EXAMPLE: FOR 3 5/8" MEMBER WITH
<br />GAUGE/MIL OF 18/43, THE FULL DESIGNATION IS 362S162-43.
<br />2. SECTION PROPERTIES SHOWN ARE EFFECTIVE PROPERTIES CONFORMING TO AISI A7.2 PER
<br />SSMA OR SFIA STANDARDS FOR MATERIAL STRENGTH NOTED IN COLD-FORMED METAL FRAMING
<br />NOTES.
<br />TYPE
<br />CONCRETE CONSTRUCTION - POST-INSTALLED ANCHORS
<br />REQUIRED SPECIAL INSPECTIONS AND TESTS
<br />CBC TABLE 1705.3
<br />110SN302
<br />CONTINUOUS REFERENCED STANDARDPERIODIC
<br />1. INSPECT ANCHORS POST-
<br />INSTALLED IN HARDENED
<br />CONCRETE MEMBERS. a,b
<br />ACI 318: 17.8.2.4, 17.8.2
<br />A. ADHESIVE ANCHORS INSTALLED
<br />IN HORIZONTALLY OR UPWARDLY
<br />INCLINED ORIENTATIONS TO
<br />RESIST SUSTAINED TENSION
<br />LOADS.
<br />X -
<br />B. MECHANICAL ANCHORS AND
<br />ADHESIVE ANCHORS NOT
<br />DEFINED IN 1.A.
<br />- X
<br />A. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH
<br />REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN
<br />ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE
<br />NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE
<br />REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL
<br />PRIOR TO COMMENCEMENT OF THE WORK.
<br />B. SEE THE POST-INSTALLED ANCHOR NOTES FOR ADDITIONAL INFO.
<br />600 Q STREET, SUITE 200
<br />SACRAMENTO, CA 95811
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<br />GENERAL NOTES /
<br />STRUCTURAL
<br />SPECIAL
<br />INSPECTIONS &
<br />TESTING
<br />S1.02
<br />APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE
<br />GENERAL NOTES
<br />APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE
<br />STRUCTURAL SPECIAL INSPECTIONS AND TESTING
<br />SEOR STAMP IS APPLICABLE ONLY
<br />TO THE STRUCTURAL CONTENT OF
<br />THE FOLLOWING DETAILS ON THIS
<br />PAGE:
<br />1401 N Tustin Ave Unit#
<br />170 - TI1/27/2025
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