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Home My WebLink About31 S203.pdfG�l��fi��. �OT�S Structural steel detailing, fabrication, and erection shall conform to the AISC "Speci�cation for the Design, Fabrication, and Erection of Structural Steel for Buiidings", latest edition with amendments, and the current AISC "Code of Standard Practice for Steel Buiidings". Structural tube steel shall conform to ASTM A 500, Grade B(Fy = 46 ksi). Structural steel rolled shapes, except plates, shall conform to ASTM A 572, Grade 50, unless otherwise noted. Anchor bolts shall conform to ASTM F1554 Grade 36, unless otherwise noted. Erector shall maintain adequate temporary bracing in each direction until diaphragm and shear wall construction is completed. Unless otherwise noted, bolted connections for structural steel members shall be made with 3/4" diameter high strength bolts, conforming to ASTM A325. Except as noted, bolted connections shall be tightened to the snug tight condition. Bolted connections where used in wind brace elements shall be tightened using the turn-of-nut method. 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 "Sheet Steel ASNI / AWS D1.3". Splicing of structural steel members where not detailed on the contract documents is prohibited without the prior approval of the Structural Engineer as to location, type of splice and connection to be made. Welded connections using ASTM A572 steel as a base metal shall be made with E70XX Low Hydrogen electrodes. Unless otherwise shown or noted on the drawings, other welded connections may be made with standard E70XX electrodes. 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 where shown on the contract documents. Where no upward camber is indicated, any mill camber shall be detailed upward in the beams. Structural steel shall be shop-painted with a rust inhibiting primer. Primer color shall be gray unless otherwise directed by the General Contractor or Owner. Steel that will be exposed to weather shall receive one qdditional finish coat. All qbrasions caused by hqndling cafter shop painting shall be touched-up after erection is complete. The Structurol Steel Contractor shall prepare detailed working or shop drawings to enable him to fabricate, erect and construct all parts of the work in accordance with the drawings and specifications and shall submit one reproducible copy and one blue line copy to the Structural Engineer for approval. These shop drawings will be reviewed for design concepts expressed in the contract documents only. The Contractor shall be responsible for all dimensions, accuracy, and fit of work. LUMBER: Structural lumber shall be detailed, fabricated, and erected in accordance with the latest editions of the "Timber Construction Manual" by the American Institute of Timber construction (AITC) and the "National Design Specification for Wood Construction" by the National Forest Products Association (NFPA). Lumber shall be No. 2 Southern Pine, kiln dried, with a maximum moisture content of 15%, or approved equal. Normal duration design values (psi) shall meet or exceed the following: �umber Size Fb Repetitive Use Fc Parallel to Grain Ft Parallel to Grain E Modulus of Elasticity 2 x 4 2,100 1,450 1,050 1,800,000 2 x 6 1,850 1,450 1,050 1,800,000 2 x 8 1,850 1,450 840 1,800,000 2 x 10 1,850 1,450 630 1,800,000 �umber used for blocking and other non-stress related uses shall be No. 2 Southern Pine, surface dry, with a maximum moisture content of 19�. Normal duration design values (psi) shall meet or exceed the following: Fb Repetitive Use Fc Parallel to Grain Ft Parallel to Grain E Modulus of Elasticity 1, 200 1, 000 625 1, 600, 000 Unless otherwise shown or noted, bolts and lag screws in connections of wood members shall be made with material conforming to ASTM A 307. Standard cut washers shcall be used between the wood and bolt hecad and the wood cand nut. Joist hangers and connection plates shall be manufactured by Simpson Company or approved equal. Nails and other wood fastenings, unless otherwise noted, shall conform to the latest edition of the "National Design Specification for Wood Construction" by the NFPA. Rough sawn timbers shall be treated and finished as required by the specifications. Weather exposed ends shall be treated with CCA. P�YWOOD: Plywood panels shall be detailed, fabricated, and erected in accordance with the latest criteria established by the American Plywood Association (APA) including their latest edition of the "Plywood Design Specification" (and its supplements). Plywood panels shall be identified with the appropriate trademark of the APA and shall meet the requirements of the latest edition of the "U.S. Product Standard PS 1 for Construction and Industrial Plywood" (or the APA PRP-108 Performance Standards and Policies for Structural-Use Panels). Roof panels shall be installed with the long dimension (face grain) dcross the supports with panels continuous over two or more supports (minimum three span condition). Stagger panel end joints. End joints shall only occur over a support. Unless recommended otherwise by the panel manufacturer, provide a 1/8-inch gap between panel ends and edges (except underlayment panels which shall have a 1/32-inch gap). Panel edges shall be tongue-and-groove or supported on 2-inch (nominal) lumber blocking installed between joists. (Offset underlayment panel joints 2-inch minimum from joints in the subfloor panels) Unless otherwise noted, panels shall be fastened to their supports as follows: ROOF PANELSa 6�� o.c. along supported panei edges and 12'� o.c. at intermediate supports (except when support spacing is 48" o.c. or greater, space fasteners at 6" o.c. at ali support conditions). Use 6d galvanized common nails for panels 1/2" thick and less and 8d galvanized common nails for panels of greater thickness. (For 1 1/8" thick panels, use 8d galvanized ring-shank or 10d galvanized common nails.) WOOD TRUSSES: Prefabricoted wood trusses shall be detailed, fobricated, and erected in accordance with the latest editions of the "Timber Construction Manual" by the American Institute of Timber Construction (AITC), the "National Design Specification for Wood Construction" by the National Forest Products Association (NFPA), and in accordance with the latest criteria established by the Truss Plate Institute (TPI). Temporary and permanent bracing of wood trusses shall be in accordance with the latest edition of "Bracing Wood Trusses: Commentary and Recommendations BWT" by the TPI. Wood (roof) trusses shall be designed to support the following superimposed loads in addition to the weight of the trusses: Top Chord Dead Load: 10 psf Top Chord �ive Load: 20 psf (in addition to loads noted on plans} Bottom Chord Dead Load: 10 psf Wind Load (vertical): 15 psf net Deflection due to live load shall be limited to 1/360 of the truss span. For truss cantilevers, the deflection due to live load at the end of the cantilever shall be limited ta 1/180 of the cantilever dimension. Truss plates shall be galvanized steel and shall be applied to both faces of the members being connected. Trusses shall conform to the geometry shown and coordinated with the architectural documents. The Truss Manufacturer shall prepare detailed working or shop drawings and shall submit one reproducible copy and one blue line copy to the Structural Engineer for approval prior to fabrication. The approvol drawings shall show the design forces in truss members, the sizes of truss plates; the lumber species, commercial grade and normal duration design values; required bracing and details necessary to enable the Truss Manufacturer to fabricate, erect and construct all parts of the work in accordance with the detail drawings and specifications. These shop drawings will be reviewed for design features only. The Truss Manufacturer shall be responsible for all dimensions, accuracy, and fit of work. DESIGN DATA: The building structure has been designed in accordance with the 2014 Indiana Building Code. Roof �oads * Dead �oad See above * Live Load See above * Ground Snow load 20 psf - Flat Roof Snow Load - 20 psf - Snow Exposure Factor (Ce) - 1.0 - Snow �oad importance Factor (Is) - 1.0 - Thermal Factor (Ct) - 1.0 Wind Design Data * Basic Wind Speed (3 second gust) - 115 mph * Wind Load Importance Factor (I) - 1.0 * Wind Exposure Category - B Seismic Design Data * 0.2 sec. Mapped MCE Ground Motion (Ss) - 0.174 * 0.2 sec. 5� Damped Spectral Response Acceleration (Sds) - 0.139 * 1.0 sec. Mapped MCE Ground Motion (S1) - 0.087 * 1.0 sec. 5% Damped Spectral Response Acceleration (Sd1) - 0.099 * Seismic site class - C * Seismic use group - I * Basic structural and seismic resisting system - Bearing wall system/Light-framed walls with shear panels * Analysis Procedure - Equivalent lateral force procedure Z � z Z �� — � �L�V�cTION 8,+4SE PL.r4TE — 3/4"xl2"xl'-O" @ W6 3/4"xl6"xl'-4" @ WIO (4) - 3/4"m hNGHOR 80LTS (r°�36) 3�� I'-O" i'Lr°�N GOLUMN PER Pi�cN � � TYi� I G�c�... �l I D� �l..�c1�C � SG,'�LE: NONE � O � � W Z cA O � ��O Z Z O � W Z tK J (� m \�� m� � Z � i z Z � m� Bl4SE PL.,�4TE O 3/4"x 10"x0'-10" @ HSS 4 a 3/4"x 14"x I'-2" @ HSS 8 � �- � (4) - 3/4"m ,ptNGHOR ( BO�TS (F I 554 h36) 3�� I'-O" 1 1/2" �L�V�tTI ON PLr°�N TY�'' I G�cL TU�3� SG,�LE: NONE GOLUMN PER PL�4N � —L �� The building design of The National Bank of Indianapolis is a registered trademark and copyright. 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