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Home My WebLink AboutVWC CONV STORE15 A4.1 10-14-2021I I IREVISIONS:DRAWING COMPLETION DATE:4820 Buttonwood CrescentARCHITECT AIAGORDON CLARKIndianapolis, Indiana 46228Phone: 317 255-2546317 252-5573Fax: GClark4820@aol.comCONVENIENCE STORE / FOOD MARTVILLAGE OF WEST CLAYCARMEL, INDIANASOUTHWEST CORNER OFHARLESTON STREET AND TOWNE ROADOCTOBER 14, 2021 FOR PERMITTING AND CONSTRUCTIONSTEEL JOISTS AND GIRDERS PART 1 - GENERAL 1.1 SUMMARY A. THIS SECTION INCLUDES THE FOLLOWING: 1. OPEN-WEB, K-SERIES STEEL JOISTS. 2. JOIST GIRDERS. 1.2 SUBMITTALS A. SHOP DRAWINGS: PROVIDE SHOP DRAWINGS OF ADEQUATE DETAIL FOR ARCHITECT TO REVIEW PROPOSED INSTALLATION. 1.3 QUALITY ASSURANCE A. MANUFACTURER QUALIFICATIONS: A FIRM EXPERIENCED IN MANUFACTURING JOISTS SIMILAR TO THOSE INDICATED FOR THIS PROJECT AND WITH A RECORD OF SUCCESSFUL IN-SERVICE PERFORMANCE. 1. MANUFACTURER MUST BE CERTIFIED BY SJI TO MANUFACTURE JOISTS COMPLYING WITH SJI STANDARD SPECIFICATIONS AND LOAD TABLES. B. WELDING (IF USED): QUALIFY PROCEDURES AND PERSONNEL ACCORDING TO AWS D1.1, "STRUCTURAL WELDING CODE--STEEL," AND AWS D1.3, "STRUCTURAL WELDING CODE--SHEET STEEL." 1.4 DELIVERY, STORAGE, AND HANDLING A. DELIVER, STORE, AND HANDLE JOISTS AS RECOMMENDED IN SJI'S "SPECIFICATIONS." PART 2 - PRODUCTS 2.1 MATERIALS A. STEEL: COMPLY WITH SJI'S "SPECIFICATIONS" FOR CHORD AND WEB MEMBERS. 2.2 PRIMERS A. PRIMER: SSPC-PAINT 15, TYPE I, RED OXIDE; FS TT-P-636, RED OXIDE; OR MANUFACTURER'S STANDARD SHOP PRIMER COMPLYING WITH PERFORMANCE REQUIREMENTS OF EITHER OF THESE RED-OXIDE PRIMERS. 2.3 STEEL JOISTS A. MANUFACTURE STEEL JOISTS ACCORDING TO SJI'S "SPECIFICATIONS," WITH STEEL-ANGLE TOP- AND BOTTOM-CHORD MEMBERS, AND AS FOLLOWS: 1. MANUFACTURE K-SERIES STEEL JOISTS ACCORDING TO "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS, K- SERIES," WITH STEEL-ANGLE TOP- AND BOTTOM-CHORD MEMBERS, UNDERSLUNG ENDS, AND PARALLEL TOP CHORD. B. COMPLY WITH AWS REQUIREMENTS AND PROCEDURES FOR SHOP WELDING, APPEARANCE, QUALITY OF WELDS, AND METHODS USED IN CORRECTING WELDING WORK. 2.4 JOIST GIRDERS A. MANUFACTURE JOIST GIRDERS ACCORDING TO "STANDARD SPECIFICATIONS FOR JOIST GIRDERS," IN SJI'S "SPECIFICATIONS," WITH STEEL-ANGLE TOP- AND BOTTOM-CHORD MEMBERS; WITH END AND TOP-CHORD ARRANGEMENTS INDICATED. B. COMPLY WITH AWS REQUIREMENTS AND PROCEDURES FOR SHOP WELDING, APPEARANCE, QUALITY OF WELDS, AND METHODS USED IN CORRECTING WELDING WORK. 2.5 JOIST ACCESSORIES A. BRIDGING: PROVIDE BRIDGING ANCHORS AND NUMBER OF ROWS OF HORIZONTAL OR DIAGONAL BRIDGING OF MATERIAL, SIZE, AND TYPE REQUIRED BY SJI'S "SPECIFICATIONS" FOR TYPE OF JOIST, CHORD SIZE, SPACING, AND SPAN. B. BRIDGING: SCHEMATICALLY INDICATED. DETAIL AND FABRICATE ACCORDING TO SJI'S "SPECIFICATIONS." C. SUPPLY MISCELLANEOUS ACCESSORIES, INCLUDING SPLICE PLATES AND BOLTS REQUIRED BY JOIST MANUFACTURER TO COMPLETE JOIST INSTALLATION. PART 3 - EXECUTION 3.1 INSTALLATION A. DO NOT INSTALL JOISTS UNTIL SUPPORTING CONSTRUCTION IS IN PLACE AND SECURED. B. INSTALL JOISTS AND ACCESSORIES PLUMB, SQUARE, AND TRUE TO LINE; SECURELY FASTEN TO SUPPORTING CONSTRUCTION ACCORDING TO SJI'S "SPECIFICATIONS," JOIST MANUFACTURER'S WRITTEN RECOMMENDATIONS, AND REQUIREMENTS IN THIS SECTION. C. BOLT JOISTS TO SUPPORTING STEEL FRAMEWORK USING CARBON- STEEL BOLTS, UNLESS OTHERWISE INDICATED. END OF SECTION 05210 COLUMN PER PLAN 3/4"x10"x10" @ TS 6x6 BASE PLATE 1 1/2"1 1/2" PLANELEVATION 1 1/2"1 1/2"BOLTS (A36) (4) - 3/4"Ø ANCHOR 2" NON-SHRINKGROUT6" PROJ.COLUMN BASE TYPICAL TUBE SCALE: 1/4" = 1'-0" #5 REBARS 12" O.C.2'-8"1'-0""L" #5'S IN EACH CORNER OF PIER 4" CONCRETE SLAB SEE SPECS. AND DETAILS 6"x6"x3/8" TUBE STEEL COLUMNS (TYPICAL ALL) SCALE: 1/4" = 1'-0" TYPICAL COLUMN FOOTER 4'-0" #5 REBARS 12" O.C. TYPICAL ALL "L" #5'S IN EACH CORNER OF PIER 24" SQUARE PIER 4'-0"4'-0"STEEL FRAMING GENERAL NOTES: MISCELLANEOUS: Any additional work such as canopies, overhangs, sunshades or other architectural features requiring structural decisions and not certified by Gordon Clark must be indicated on shop drawings certified by a professional engineer licensed to practice in the state of Indiana. STRUCTURAL STEEL: Structural steel detailing, fabrication and erection shall conform to the AISC “Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings” latest edition with amendments, and the current AISC “Code of Standard Practice for Steel Buildings”. Structural steel tubes and pipe shapes shall conform to ASTM A500 Grade 46. Structural steel rolled shapes, except plates and angles, shall conform to ASTM A500 Grade 45. Anchor bolts shall conform to ASTM F1554 Grade 36, unless otherwise noted. Erector shall maintain adequate temporary bracing in each direction until diaphragm and lateral brace construction is completed. Unless otherwise noted, bolted connections for structural steel members shall be made with ¾” diameter high strength steel bolts conforming to ASTM A325. Except as noted, bolted connections shall be tightened to the snug tight condition. Bolted connections where used in brace elements shall be tightened using the turn-of-nut condition. Connections shall conform to the “Specification for Structural Joints using ASTM A325 or A490 Bolts”, approved by the Research Council on Structural Connections of the Engineering Foundation. Welding procedures shall conform to the latest edition of the American Welding Society’s “Structural Welding Code for Steel ANSI / AWS D1.1”, Reinforcing Steel ANSI / AWS D1.4, and Steet Steel ANSI / AWS D1.3”. Splicing of structural steel members where not detailed on the Contract Documents is prohibited without the prior approval of the architect as to location, type of splice and connection to be made. Surfaces within 2 inches of any field weld shall be free of materials that would prevent proper welding or produce toxic fumes while welding is being done. Beams shall be cambered upward unless indicated otherwise. Structural steel shall be shop-painted with a rust inhibiting primer. Steel that shall be exposed to the weather shall receive one additional finish coat. Field measure steel prior to fabrication as often as possible. Shop drawings shall be reviewed by the Architect for design concepts expressed in the Contract Documents only. The Contractor shall be responsible for all dimensions, accuracy, and fit of work. DESIGN DATA: The building structural has been designed in accordance with the 2012 Indiana Building Code. Roof Loads: Dead Load: 13 psf Live Load: 20 psf Ground Snow Load (Pg): 20 psf - Flat Roof Snow Load: (Pf): 20 psf - Snow Exposure factor (Ce): 1.0 - Snow Load Importance Factor: (ls): 1.0 - Thermal Factor (Ct): 1.0 Wind Design Data: Basic Wind Speed (3 second gust): 115 mph ULT; 90 mph Nominal Risk Category: II Wind Exposure Category: C Internal Pressure Coefficient: +/- .18 Base Wind Pressure: 18.8 psf Seismic Design Data: Risk Category: II Seismic Site Class: D 0.2 sec. Mapped MCE Ground Motion (Ss): 0.148 1.0 sec. Mapped MCE Ground Motion (S1): 0.082 0.2 sec. 5% Damped Spectral Response Acceleration (Sds): 0.157 1.0 sec. 5% Damped Spectral Response Acceleration (Sd1): 0.131 Seismic Design Category: B Basic structural and seismic resisting system: Ordinary System Not Specifically Detailed for Seismic Resistance. Analysis Procedure: Equivalent lateral force procedure Response Modification Coefficient ®: 3 Seismic response Coefficient (Cs): .052 Slab Capacity: Post Load = 16K (Min. Base = 4” x 3”) Uniform Loading = 1.0 K/sf Back-to-Back Post Load = 12K (Min. Base = 4”x3”) A4.1