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Home My WebLink About06110089.9STRUCTURAL STEEL Detailing, fabrication and erection of structural steel shall be in conformance with the AISC Specification for Structural Steel Buildings, latest edition with amendments, and the AISC Code of Standard Practice for Steel Buildings and Bridges, latest edition with amendments. Rolled shapes shall conform to ASTM A572 Grade 50. Plates shall conform to ASTM A36. Tubing shall conform to ASTM A500, Grade B. Column anchor bolts shall conform to ASTM A36, unless noted otherwise. Rolled shapes and plates shall be shop — painted with a rust inhibiting primer, unless directed otherwise by the specification. Touch up all nicks and abrasions after erection is complete. Design connections not shown per the latest edition of the AISC Specification and Manual of Steel Construction. Bolted connections shall be made with 3/4" diameter bolts, conforming to ASTM A325, tightened to the snug tight condition, unless noted otherwise. Connections shall conform to the Specification for Structural Joints Using ASTM A325 Bolts, approved by the Research Council on Structural Connections of the Engineering Foundation. Welding of structural members shall be in conformance with the American Welding Society's (AWS) Structural Welding Codes for: Steel ANSI /AWS D1.1, Sheet Steel ANSI /AWS D1.3 and Reinforcing Steel ANSI /AWS D1.4. Typical welded connections shall be made with E70XX electrodes. When ASTM A572 steel is used as a base metal, E70XX Low Hydrogen electrodes shall be used. Base material within 2" of any field weld shall be free of materials that would prevent proper welding or produce toxic fumes during welding operations. Splicing of structural steel members is not permitted without prior approval of the Structural Engineer. PLYWOOD Plywood panels shall be detailed, fabricated and installed in conformance with the requirements of the latest Plywood Design Specifications by the American Plywood Association (APA). 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. Panel span rating shall meet or exceed truss or joist spacing shown on plan. Floor and roof panels shall be APA Structural I Rated Sheathing installed with the long dimension (face grain) across the supports with the panels continuous over 2 or more spans. Stagger panel end joints. End joints shall only occur over a support. Unless recommended otherwise by the panel manufacturer, provide a 1/8" gap between panel ends and edges. Roof panel edges shall be tongue and groove or supported on 2" nominal lumber blocking installed between joists and are to be fastened according to attachment detail on plan. Floor panels are to be fastened with 8d nails at 6" centers along panel edges and 12" centers at intermediate supports. 2x STUDS PER HEADER PEI O 0 a X LUMBER Structural lumber shall be detailed, fabricated and erected in accordance with the �0 requirements of the latest editions of the Timber Construction Manual by the with the requirements of the latest editions of the Timber Construction Manual American Institute of Timber Construction and the National Design by the American Institute of Timber Construction, the National Design Specification Specification for Wood Construction by the National Forest Products Q n� 2x8 U ✓Cr the following minimum requirements: M 0 1,300 I V' 1 Southern Pine (or approved equal), kiln dried, maximum moisture content of rt � 1,600 O 1,700,000 0 shop drawings. Design values shall meet the following minimum requirements: (o 0 M Z TJI members called out on plan to be supplied by Truss Joist or approved equal. Fb (psi) (C) W Lumber Size (Parallel to Grain) (Parallel to Grain) (Mod of Elasticity) Pre— fabricated wood trusses shall be designed for the following loads in addition to the (D F CD j � 0 tQ U LUMBER Structural lumber shall be detailed, fabricated and erected in accordance with the PRE— FABRICATED WOOD ROOF TRUSSES Detailing, fabricating and erection of pre— fabricated wood trusses shall be in accordance requirements of the latest editions of the Timber Construction Manual by the with the requirements of the latest editions of the Timber Construction Manual American Institute of Timber Construction and the National Design by the American Institute of Timber Construction, the National Design Specification Specification for Wood Construction by the National Forest Products for Wood Construction by the National Forest Products Association, and the Truss Association. 2x8 Plate Institute. Structural Lumber shall meet the following minimum requirements: Temporary and permanent bracing of wood trusses shall be in accordance with 2x10 1,300 requirements of the latest addition of Bracing Wood Trusses: Commentary and Grade: Visually graded No. 1 Southern Pine (or approved equal), kiln dried, maximum moisture content of Recommendations for Bracing Wood Trusses by the Truss Plate Institute. The 15 %• 1,600 Contractor shall install all permanent truss bracing as shown on the Truss Manufacturer's 1,700,000 shop drawings. Design values shall meet the following minimum requirements: TJI members called out on plan to be supplied by Truss Joist or approved equal. Fb (psi) Fc (psi) Ft (psi) E (psi) Lumber Size (Parallel to Grain) (Parallel to Grain) (Mod of Elasticity) Pre— fabricated wood trusses shall be designed for the following loads in addition to the weight of the trusses: 2x4 1,850 1,850 1,050 1,700,000 2x6 1,650 1,750 900 1,700,000 2x8 1,500 1,650 825 1,700,000 2x10 1,300 1,600 725 1,700,000 2x12 1,250 1,600 675 1,700,000 Blocking lumber (non — stress related) shall be No. 2 Southern Pine, surface dry, maximum moisture content 197o. Design values shall meet the following minimum requirements: Fb (psi) Fc (psi) Ft (psi) E (psi) (Repetitive Use) (Parallel to Grain) (Parallel to Grain) (Mod of Elasticity) 1,500 1650 825 1,600,000 Bolts and lag screws shall conform to ASTM A307. Standard washers shall be used at bolt head and nut ends. Nails and other wood fastenings shall conform to the latest edition of the National Design Specification for Wood Construction by the National Forest Products Association. 8D NAILS ® 12" O.C. ® INTERMEDIATE SUP 8D NAILE ® EDGE/ DDCCAD 1A1r%nr% TDI ICr^Cr^ PLYWOOD PLYWOOD ROOF NAILING PATTERN_ TYPICAL WALL FRAMING @ DOOR EARING PLATES 2x STUDS PER HEADER PI fUDS FULL HET( STUD JAMB LSE PLATE ._I \��r�l�rlFZyJ Top Chord Dead Load: Top Chord Live Load: Top Chord Partition Loads: Bottom Chord Dead Load: Wind (or Seismic) Load: Drift, Sliding, or Unbalanced Snow Loads Pre — fabricated wood trusses shall be designed for the following "Allowable stress increase" factors: Dead Load + Live Load: 1.15 Dead Load + Wind (Seismic) Load: 1.33 Dead Load + Live Load + Wind (Seismic) Load: 1.15 Live Load deflection shall be limited to 1/360 of the truss span. Truss connection plates shall be galvanized steel plates applied to both faces of the members being connected. Trusses shall conform to the geometry indicated on the Architectural and Structural Drawings (Web member configuration shall be the option of the fabricator). The Truss Manufacturer shall prepare detailed shop drawings & calculations sealed by a registered Engineer outlining fabrication, erection and construction procedures for submission to the Structural Engineer for review prior to fabrication. These shop drawings shall indicate design forces, sizes of truss plates; lumber species, lumber grade, design values; and bracing details. HOLD DOWN ANCHORS AND SPECIAL UPLIFT — RESISTANT CONNECTORS Special anchors bolts, straps and hold —down connectors indicated in section refer to Simpson Strong —Tie Earthquake Resistant Construction connectors as manufactured by the Simpson Strong —Tie Company, Inc. DESIGN DATA The structure was designed per The Indiana Building Code. TYPICAL WALL FRAMING @ WINDOW —2x BEARING PLATES 3 PER PLAN TUDS FULL HEIGHT TUD JAMB i JAMB PIECES 2x STUD SILL S PER PLAN ?x BASE PLATE 618 East Market Street I Indianapolis, Indiana 46202 ph 317/264.8162 fx 317/264.8165 a x i s a r c h. c o m Scope Drawings These drawings indicate the general scope of the project in terms of architectural design concept, the dimensions of the building, the major architectural elements and the type of structural, mechanical and electrical systems. The drawings do not necessarily indicate or describe oil work required for full performance and completion of the requirements of the contract. On the basis of the general scope indicated or described, the trade contractors shall furnish all items required for the proper execution and completion of the work. DRAWN by CJs CHECKED by CPS DATE issued 17 OCT. 2006 REVISIONS SCHNEIDER CORP ASHTON FRIT. 8901 OTIS AVENU INDIANAPOLIS, IN 4621 (317) 826 -710 (317) 826 -720 STRUCTURAL DESIGN, INC. I CHUCK SCHAEFER 337 MAIN STREET BEECH GROVE, IN 46107 (317) 822.0204 I (317) 822.0206 I VECTOR CONSULTING BEN DEREMIAH 212 W. 10TH ST., SUITE D -395 INDIANAPOLIS, IN 46202 (317) 632.4444 (317) 632.4960 W Z �z V L.0 W? a o W CC = W � QV .J _ 0 UUJ N W - LU LU W a/ � � ~ N V ad 3: H �S SC No. * 870367 .•'• STATE OF O�� ". •.tND IANt •' G��\\ �''�%S�ONAL `cN�•`• � / /llllllll�� State Design Release Set WOOD DETAILS & NOTES I SCALE AS NOTED r S2.3 N NO TYP. LOBBY & ROOF FLOOR CORRIDOR 10 psf 30 psf 30 psf 25 psf 80 psf 100 psf N/A 20 psf N/A 10 psf 10 psf 10 psf PER INDIANA BLDG. CODE PER INDIANA BLDG. CODE Pre — fabricated wood trusses shall be designed for the following "Allowable stress increase" factors: Dead Load + Live Load: 1.15 Dead Load + Wind (Seismic) Load: 1.33 Dead Load + Live Load + Wind (Seismic) Load: 1.15 Live Load deflection shall be limited to 1/360 of the truss span. Truss connection plates shall be galvanized steel plates applied to both faces of the members being connected. Trusses shall conform to the geometry indicated on the Architectural and Structural Drawings (Web member configuration shall be the option of the fabricator). The Truss Manufacturer shall prepare detailed shop drawings & calculations sealed by a registered Engineer outlining fabrication, erection and construction procedures for submission to the Structural Engineer for review prior to fabrication. These shop drawings shall indicate design forces, sizes of truss plates; lumber species, lumber grade, design values; and bracing details. HOLD DOWN ANCHORS AND SPECIAL UPLIFT — RESISTANT CONNECTORS Special anchors bolts, straps and hold —down connectors indicated in section refer to Simpson Strong —Tie Earthquake Resistant Construction connectors as manufactured by the Simpson Strong —Tie Company, Inc. DESIGN DATA The structure was designed per The Indiana Building Code. TYPICAL WALL FRAMING @ WINDOW —2x BEARING PLATES 3 PER PLAN TUDS FULL HEIGHT TUD JAMB i JAMB PIECES 2x STUD SILL S PER PLAN ?x BASE PLATE 618 East Market Street I Indianapolis, Indiana 46202 ph 317/264.8162 fx 317/264.8165 a x i s a r c h. c o m Scope Drawings These drawings indicate the general scope of the project in terms of architectural design concept, the dimensions of the building, the major architectural elements and the type of structural, mechanical and electrical systems. The drawings do not necessarily indicate or describe oil work required for full performance and completion of the requirements of the contract. On the basis of the general scope indicated or described, the trade contractors shall furnish all items required for the proper execution and completion of the work. DRAWN by CJs CHECKED by CPS DATE issued 17 OCT. 2006 REVISIONS SCHNEIDER CORP ASHTON FRIT. 8901 OTIS AVENU INDIANAPOLIS, IN 4621 (317) 826 -710 (317) 826 -720 STRUCTURAL DESIGN, INC. I CHUCK SCHAEFER 337 MAIN STREET BEECH GROVE, IN 46107 (317) 822.0204 I (317) 822.0206 I VECTOR CONSULTING BEN DEREMIAH 212 W. 10TH ST., SUITE D -395 INDIANAPOLIS, IN 46202 (317) 632.4444 (317) 632.4960 W Z �z V L.0 W? a o W CC = W � QV .J _ 0 UUJ N W - LU LU W a/ � � ~ N V ad 3: H �S SC No. * 870367 .•'• STATE OF O�� ". •.tND IANt •' G��\\ �''�%S�ONAL `cN�•`• � / /llllllll�� State Design Release Set WOOD DETAILS & NOTES I SCALE AS NOTED r S2.3 N NO