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HomeMy WebLinkAboutS002STEEL EMBED SCHEDULE EP-1 EMBED MARK EP-1 1. COORD. LOCATIONS AROUND PERIMTER W/ TENDON ANCHORAGES. 2. DIMENSIONED LAYOUT FOR HOLDDOWNS TO BE COORDINATED w/ WALL PANEL SUPPLIER. NOTES: PLATE/ANGLE SIZE NO. OF HAS STUDS REMARKS 3. HEADED ANCHOR STUDS, DEFORMED BAR ANCHORS, ETC. SHALL BE AUTOMATICALLY END-WELDED USING NELSON STUD WELDING EQUIPMENT OR APPROVED EQUAL. HAND WELDING IS NOT ACCEPTABLE. 1/2"x12"x1'-0" (5) 1/2" DIA. x 8" EP-3 1/2"x8"x8" (4) 1/2" DIA. x 8" EP-2 1/2"x15"x1'-9" (12) 1/2" DIA. x 8"1 1/2"1 1/2" 1 1/2"1 1/2" 4 1/2"4 1/2" 9"FOR HOLDOWNS, FINAL LOCATIONS MUST BE COORDINATED w/ WALL PANEL SUPPLIER. EP-2 1 1/2"1 1/2" 1 1/2"1 1/2" 6" 6" 6"6" 6"FOR HOLDOWNS, FINAL LOCATIONS MUST BE COORDINATED w/ WALL PANEL SUPPLIER. INSTALLED IN OUSTIDE FACE OF SLAB FOR BRICK RELIEF. EP-3 2"2" 2"2" 4"4"ANCHORED MASONRY VENEER 1. Reference architectural drawings and specifications for additional masonry veneer notes and/or requirements. 2. Mortar shall comply with ASTM C 270, Type N. 3. Provide a minimum 1" air space between an anchored masonry veneer and any backing wall or wall sheathing. Reference Architectural Drawings for specific dimensions. 4. Masonry anchor minimum W1.7 (9 Gauge, MW11) adjustable wire anchors, Hot-dipped galvanized, two-piece per ASTM A-153, Class B-2. 5. Unless otherwise noted, provide minimum one veneer anchor per 2.67 FT² of wall area. Maximum vertical spacing is 18" o/c. maximum horizontal spacing is 32" o/c. 6. Every narrow anchored masonry veneer pilaster, such as those between openings or adjacent to expansion joints, shall have a minimum of (2) vertical columns of anchors to the backing wall. 7. Laying an anchored masonry veneer tight to penetrating elements such as cantilevered balcony beams, signage supports, sleeves, etc. is strictly prohibited. Allowance for the differential movement between the veneer and any veneer penetrations thru proper flashing and/or caulking details is essential and required. 8. Where a wood-framed stud wall backs up a non-structural anchored masonry veneer, ties must be fastened to the wood framing members using screws meeting the requirements of the tie manufacturer. Where the tie manufacturer allows the use of nails, ring shank nails must be used. Smooth shank nails may never be used to attach masonry ties to wood framing. Even if the tie manufacturer allows the use of nails, for brick over 30' in height, screws must be used to fasten ties to the wood framing for the full height of the veneer. Anchors must be attached to wood studs through the sheathing, not to the sheathing alone. 9. In accordance with ACI 530, anchored masonry veneer, that exceeds the 30' limit (38' at a gable) in height of the prescriptive requirements of ACI 530 6.2.2, has been designed in accordance with the Rational Method of ACI 530 6.2.1. Where the Rational Method of ACI 530 6.2.1 has been used, the following additional requirements apply: 9.1. Ties are to be a minimum 14 gauge adjustable wire anchors, hot-dipped galvanized, two-piece anchors that allow for a minimum 3" of vertical movement/adjustability. Install ties near bottom of slot to accommodate the combined effect of wood shrinkage and clay masonry expansion. 9.2. Ties are to be no more than 16" o/c vertically and 24" o/c horizontally with no more than two square of feet tributary area per tie. 9.3. All flashing and caulking details for doors and windows and all penetrations thru the veneer shall be done in a way that takes into consideration the differential movement between the shrinkage of the framing and the expansion of the anchored masonry veneer. For a backing of light wood framing, see the Wood Shrinkage Notes. STEEL STAIRS 1. Refer to the Design Criteria notes for live load and handrail requirements. 2. All stair designs shall be provided by the Stair Manufacturer/Fabricator's Specialty Structural Engineer and shall be stamped by a Professional Engineer registered in the State of Indiana. Stair designs shall be in accordance with all applicable code provisions of the IBC. 3. The Stair Manufacturer/Fabricator's Specialty Structural Engineer shall provide the Structural Engineer of Record with drawings showing location, direction and magnitudes of all stair load reactions on the building structure for approval, prior to fabrication. 4. The Stair Manufacturer/Fabricator shall coordinate the transition between the supported structural floor slab and the stair structure with the Structural Steel Fabricator, prior to fabrication. 5. Refer to the Architectural Drawings for stair width, rise, run, tread and riser geometry, handrail and guardrail design, shaft wall construction, etc. COLD-FORMED (LIGHT GAUGE) METAL FRAMING NOTES 1. All cold-formed steel framing members, their design, fabrication, and erection shall conform to the "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS" of the latest edition of the AISI. A) Design Loads: Reference the Design Criteria Notes. 1. Wall Framing: Horizontal deflection of 1/240 of the wall height for walls with flexible finishes, e.g. metal siding, wood siding, EIFS, etc. 2. All framing members shall be formed from steel conforming to ASTM A653, with a minimum yield strength as follows: 3. All framing members shall be galvanized with a G60 coating meeting the requirements of ASTM A653, unless otherwise indicated. 12, 14 & 16 gauge members: Fy=50ksi Fy=33ksi 4. Members shall be the Manufacturer's standard 'C'-Shaped studs/joists of the size, flange width, and gauge indicated. All members shall have a minimum flange lip return of 1/2" and satisfy the minimum properties in accordance with the Steel Stud Manufacturers Association (SSMA). 5. The gauge of all tracks shall match the gauge of the associated stud or joist, unless otherwise noted. 6. All welding shall be in accordance with AWS Specification D1.3. No welding of members less than 14 gauge in thickness is permitted without the approval of the SER. All welding shall be performed by certified welders. All welds shall be touched up with zinc rich paint in accordance with ASTM A780. 7. Provide bridging for all load-bearing studs at a maximum spacing of 48" on center. 8. Provide bridging for all non load-bearing curtain wall studs at a maximum spacing of 54" o.c. Locate one row of bridging within 18" of the top track when a single deep-leg deflection track is utilized. 9. Provide bridging for joists and rafters at midspan and at a maximum spacing of 6'-0" o.c., unless noted otherwise. All bridging shall be installed prior to the application of any loading. Connect bridging to each member by clip angles, or other approved method per the Manufacturer's requirements. 10. Provide web stiffeners at joist and rafter bearings in accordance with the Manufacturer's requirements. 11. All axially-loaded studs shall have full bearing against the track web, prior to stud and track alignment. Splices in axially loaded studs are not permitted. 12. Provide the Manufacturer's standard track, clip angles, bracing, reinforcement, fasteners, and accessories as recommended by the Manufacturer for the application indicated and as needed to provide a complete framing system. Unless otherwise indicated, install the metal framing system in accordance with the Manufacturer's shop drawings, written instructions and recommendations. 13. Install supplementary framing, blocking, and bracing in metal framing system wherever walls or partitions are indicated to support fixtures, equipment, services, casework, heavy trim and furnishings, and similar work requiring attachment to the wall or partition. Where type of supplementary support is not otherwise indicated, comply with the stud manufacturer's recommendations and industry standards in each case, considering weight or loading resulting from the item supported. 14. All field-cutting of studs must be done by sawing or shearing. Torch-cutting of cold-formed members is not allowed. 15. No notching or coping of studs is allowed, unless explicitly shown on the design or shop drawings. All field-cut holes must be reinforced. 16. The Framing Contractor is to ensure punch out alignment when assembling lateral bracing/bridging and field-cutting studs to length. Lateral bracing/bridging must be installed at the time the wall is erected. 17. Temporary bracing shall be provided and remain in place until work is completely stabilized. 18. Use a minimum of three studs at the corners of all exterior walls. 19. Use a minimum of three studs at the intersections and corners of all load-bearing walls. 20. All headers and built-up beams must be constructed of UNPUNCHED material only. Install insulation in built-up exterior framing members, such as headers, sills, boxed joists, and multiple studs at openings, that are inaccessible on completion of framing work. 21. Shop drawings: Show layout, spacings, sizes, thicknesses, types of cold-formed metal framing, and fastening and anchorage details, including mechanical fasteners. Show reinforcing channels, opening framing, supplemental framing, strapping, bracing, bridging, splices, accessories, connection details, and attachment to adjoining work. 22. For cold-formed metal framing indicated to comply with design loads, include structural analysis data signed and sealed by the qualified professional engineer (SSE) responsible for their preparation. 23. Structural Performance: Provide cold-formed metal framing capable of withstanding design loads within limits and under conditions indicated. B) Deflection Limits: Design framing systems to withstand design loads without deflections greater than the following: 2. Wall Framing: Horizontal deflection of 1/360 of the wall height for walls with cementitious finishes, e.g. cement plaster. 3. Wall Framing: Horizontal deflection of 1/600 of the wall height for walls with masonry veneer finishes. 4. Floor Joist Framing: Vertical deflection of 1/480 of the span under live load. Limit deflection under total load (dead + live) to 1/360 of the span. 5. Roof Framing: Vertical deflection of 1/360 of the span under live/snow load. Limit deflection under total load (dead + live/snow) to 1/240 of the span. 24. Design framing systems to provide for movement of framing members without damage or overstressing, sheathing failure, undue strain on fasteners and anchors, or other detrimental effects when subject to an ambient temperature change of not less than 120 degrees F. 25. Design framing system to maintain clearances at openings, to allow for construction tolerances, and to accommodate live load deflection of primary building structure as follows: Upward and downward movement of 3/4 inch. 26. Design exterior non load-bearing curtain wall framing to accommodate horizontal deflection without regard for contribution or sheathing materials. B) 18, 20 gauge members: A) STRUCTURAL STEEL NOTES 1. Structural steel construction shall conform to the American Institute of Steel Construction "Specification for Structural Steel Buildings". 2. All structural wide flange members shall be ASTM A992, Fy=50 ksi 3. All plates, channels, bars, angles, and rods shall be ASTM A36, unless noted. 4. All structural tube members shall ASTM A1085, Grade B, Fy = 50 ksi unless noted. 5. All structural pipe members shall be ASTM A53,Grade B, Fy=35 ksi unless noted. 6. Details for design, fabrication and erection of all structural steel shall be in accordance with the latest AISC Standards, unless otherwise noted or specified. 7. Provide temporary erection guying and bracing as required. 8. Unless otherwise shown or noted on the Drawings, provide 8" minimum bearing each end for all loose lintels and beams. 9. For loose lintels, masonry shelf angles and other such items generally not shown on the Structural Drawings, refer to the Architectural Drawings. See general notes on lintels this sheet for sizes, reinforcing, etc. 10. Steel columns below grade shall be encased in a minimum of 4" concrete or painted with 2 coats of asphaltum paint, unless otherwise shown. 11. Fabricate simple span beams not specifically noted to receive camber so that after erection, any minor camber due to rolling or shop assembly be upward. 12. Refer to the Division 5 Structural Steel Specification of the Project Manual for structural steel surface preparations and prime painting requirements. 13. The Erector shall shim between parallel roof beams and joists with differential mill and induced cambers for level deck bearing. 14. Provide cap plates/end plates to close off exposed, open ends of all tubular members, unless noted. Seal weld with partial penetration square groove welds for watertight condition. STEEL CONNECTION NOTES 1. Typical beam -to-beam and beam -to-column connections shall be bearing type using A325 bolts, unless noted otherwise. 2. Shop connections unless otherwise shown, may be either bolted or welded. All field connections shall be bolted unless otherwise shown on the Structural Drawings. 3. Connections shall be designed by the Steel Fabricator to support the reactions shown on the framing plan(s). Simple span connections without reactions listed on the Structural Drawings shall be designed by the Steel Fabricator in accordance with Table 3-6 of the AISC "Manual of Steel Construction, 14th Edition". For composite beams where reactions are not indicated, design connections for 75% of the Maximum Total Uniform Load ASD value for the applicable beam size and span given in Table 3-6. For non-composite beams, design connections for 50% of the tabulated ASD value. 5. All beam -to-beam connections shall be double angle, unless shown or noted otherwise. 6. All beam -to-column connections shall be at the column centerline, unless noted otherwise. Shear tab connections to tubes are permitted unless otherwise noted or detailed. 7. Typical beam -to-beam, and beam -to-column field-bolted connections may be tightened to the snug- tight condition, unless otherwise shown or noted. 11. All welding shall be in conformance with AWS D1.1, using E70XX electrodes, unless shown or noted otherwise. Welding, both shop and field, shall be performed by welders certified for the weld types and positions involved according to the current edition of AWS D1.1. Perform all AESS welds with care to provide a clean, uniform appearance. 12. Backup bars required for welded connections shall be continuous. 13. Holes in steel shall be drilled or punched. All slotted holes shall be provided with smooth edges. Burning of holes in structural steel shall not be allowed without approval of the Structural Engineer of Record. 14. The minimum thickness of all connection material shall be 5/16" unless noted. 15. Continuous bent plate and angle closures, roof edges, diaphragm chords, etc. around perimeter of the floor and roof, as well as around openings shall be welded with a minimum 1/4" fillet weld x 3" long at 12" o.c., top & bottom, unless noted otherwise. Butt weld joints in continuous diaphragm chord for continuity. For continuous perimeter angles and bent plates perpendicular to and connected to the top chords of joists, provide a minimum 3" of 1/4" weld at each joist. Continuous angle and bent plate closures may be shop-applied to the supporting structural members only when requested and approved by Structural Engineer of Record. 16. Where steel beams are called to have wood nailers supporting wood floor or roof framing, provide 1/2" diameter carriage bolts spaced at 24" on center and staggered each side of the beam web, unless noted otherwise. Carriage bolts may be over-tightened to compress the rounded head in the nailer to facilitate installation of continuous band/rim joists, rafters, trusses, etc. 17. A qualified independent Testing Agency shall be retained to perform inspection and testing of structural steel field weldaments as follows: Submit calculations for connections not detailed on the Structural Drawings and not covered by the AISC Tables, including but not limited to: 4. 8. Bolted connections in moment frames, bracing connections, hangers and stub columns, crane connections, and those designated PT (pretensioned) on the Drawings shall be pretensioned joints utilizing tension-control (TC) bolts or direct tension indicators. Holes for PT bolts shall be 1/16" larger than the bolt diameter. All pretensioned joints must be inspected by the Testing Agency. 9. Connect bracing members for two components of stress unless otherwise approved by the Structural Engineer of Record. Provide a minimum 2-bolt or welded field connection. 10. Locate centerlines of all vertical bracing members on column centerlines in vertical plane and on column and beam centerlines in horizontal plane, unless otherwise shown on the Structural Drawings. WELD INSPECTION SCHEDULE COMMENTS ROOT PASS AND FINISHED WELD REFERENCE NOTE 'E' BELOW ALL FULL PENE- TRATION WELDS WELD TYPE FILLET (SINGLE PASS) FILLET (MULTIPLE PASS) FLARE BEVEL/ FLARE V GROOVE (PARTIAL PENETRATION) GROOVE (FULL PENETRATION) VT MT UT PT CRT 25% - - - - 50% - - - 25% - - - - 100% - - - 100% - - - 100% 100% 25% A) Test procedures: VT = Visual Test (inspection) MT = Magnetic Particle Test: ASTM E109, cracks or incomplete fusion or penetration not acceptable. UT = Ultrasonic Test: ASTM E164. PT = Penetrant Test: ASTM E165. RT = Radiographic Test: ASTM E94 and ASTM E142, min. quality level 2-21. B) Acceptance standards in AWS D1.1 shall be followed for each test procedure. C) Test procedures may be substituted to meet feasibility requirements of test based upon weld geometry or other factors with the approval of the Structural Engineer of Record. D) Samples shall occur at random locations; additional tests may be required at locations noted on the Drawings. E) Groove welds include square, bevel, V, U, and J grooves including single and double pass types. Partial penetration square groove welds at end seal plates of tubular members do not require inspection.F) Weld Procedure Specifications (WPS) shall be produced and maintained in accordance with AWS D1.1.G) The independent Testing Agency shall have access to all WPS's during the course of testing and For highly-restrained welded joints, especially in thick plates and/or heavy structural shapes, details theH) welds so that shrinkage occurs as much as possible in the direction the steel was rolled. Refer to the AISC Manual for preferred welded-joint arrangements that reduce the possibility for lamellar tearing. Members scheduled to receive highly-restrained connections shall be tested by the independent Testing Agency by Ultrasonic Testing prior to commencing welding. In addition to inspection requirements for fillet welds in Table above, 100% of field welding of diagonalI) bracing members to gusset plates shall be visually inspected (VT). inspection. A) Column Splices. B) Beam Splices. C) Beam -to-Column and Beam -to-Beam Connections. STUD RAIL SCHEDULE STUD RAIL MARK LENGTH (IN) SR-1 68.25 NOTES: 1. "END SPACING" DENOTES DISTANCE FROM CENTERLINE OF 1st STUD TO FACE OF COLUMN. 2. STUD DIAMETER = 3/4". 3. TOP AND BOTTOM COVER = 1". 4. WHERE STUD RAILS ARE INCIDATED, RAILS TO BE LOCATED ON ALL FOUR SIDES OF COLUMN, UNLESS NOTED OTHERWISE. 5. SUFFIX 'E' ON PLAN MARK DENOTES EDGE CONDITION WHERE STUD RAILS ARE PRESENT ON (3) SIDES ONLY. 6. SUFFIX 'C' ON PLAN MARK DENOTES CORNER CONDITION WHERE STUD RAILS ARE PRESENT ON (2) SIDES ONLY. 7. PLACE MULTIPLE RAILS ALONG A COLUMN FACE AT EQUAL SPACING, TYP. 8. RAILS PARALLEL TO A SLAB EDGE/OPENING SHALL HAVE 2" CLEAR COVER. OVERALL HEIGHT (IN) 12 / 22 END SPA. (IN) STUD SPA. (IN) No. STUDS PER RAIL No. RAILS LONG SIDE No. RAILS SHORT SIDE 6.125 4 15 2 2 SR-2 SR-3 SR-4 SR-5 SR-6 133 59.875 81.25 100.375 76.625 12 22 5.375 14.75 5.875 10.875 22 8 5 16 SR-7 138 3.75 22 11.125 5.75 6 32 2 2 2 2 2 2 2 2 2 2 2 2 12 / 22 12 / 22 12 / 22 6.125 11.125 11.125 11.125 6.125 50 South B.B. King Blvd. Suite 600 Memphis, TN 38103 901.521.1440 Drawing Name: Client: Drawn By: Checked By: Project Name: Seal Issued / RevisedDate # Issues and Revisions ©2020 LRK Inc. Drawings, written material, and design concepts shall not be used or reproduced in whole or part in any form or format without prior written consent of LRK Inc. Do not scale drawings. Use given dimensions only. If not shown, verify correct dimensions with the Architect. Contractor shall check and verify all dimensions and conditions at job site. LHB Project Number: 20097 8/20/2021 12:07:25 PM C:\Users\plock.LHB\Documents\18066-Corner Carmel-Structural_Central-19_plock.rvt LRK Project Number: 01.18066.00 S002 STRUCTURAL NOTES & SCHEDULES The Corner Carmel, IN SAC PRL 116th Street & Rangeline Carmel, INThe Corner Carmel, IN •01.18066.0030 South Meridian Street, Suite 1100 Indianapolis, IN 46204 06.16.21 Permit Set A 07.15.21 Addendum A B 08.20.21 IFC Set 11/01/21