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Home My WebLink AboutS4.1 General Notes and Details.PDFCFS HEADER SCHEDULE [INTERIOR LOAD BEARING WALLSI OPENING HEADER JAMB (6) 0'-0" TO 6'-0" (2) 600S200-68 + MIN (2) 400S162-54 (2) STUD DEPTH T150-54 CFS HEADER S(:FIEDULE NOTES: 1. Web stiffeners required at each end of headers and sill.. 2. Headers are boxed sections, see details. 3. Jambs are back to back sections, see details. 4. Provide same framing for opening sill as shown for header. 5. Schedule applies to 16'-0" maximum stud unbraced length (wall height). 6. Minimum jamb depth shown, actual jamb depth to match stud depth if larger. STEEL COLUMN SCHEDULE BASEPLATE ANCHOR RODS MARK SIZE THICK WIDTH LENGTH NO SIZE HSS4� HSS4x4� Y2" 4" 4" SEE 14/S4.2 COLUMN SCHEDULE NOTES: 1. See typical details for column base construction. 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 317-580-0402 www.mccomaseng.com GENERAL NOTES McCOMAS ENGINEERING Structural Eng'ineers G1. BUILDING CODES: Model Code: International Building Code 2006 Local Code: Indiana Building Code 2008 Steel Standard: American Institute of Steel Construction 360, ASD Thirteenth Edition Concrete Standard: American Concrete Institute 318-05 Masonry Standard: American Concrete Institute 530-05 Exposure Category: B, Urban & Suburban Terrain Building Classification:ll, Buildings and other structures G2. DESIGN LOADS: Mezzanine Floor Dead Load: Live Load: 58 psf 65 psf G3. Reactions and forces indicated are unfactored, Allowable Strength Design (ASD) loads. G4. If Drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. Contractor shall bring all discrepancies to the attention of the engineer immediately. G5. Verify all existing conditions prior to any construction or fabrication. If different than shown, notify engineer/architect immediately for modification of drawings. G6. All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural, mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, all required materials and work may not be indicated. It is the contractor's responsibility to coordinate these drawings with all other construction documents. Refer to architectural drawings for all dimensions not shown on these drawings. Locations, sizes and numbers of all openings may not be completely indicated in the structural drawings. The respective contractor shall verify their work with all other disciplines. G7. The contract documents represent the structure only. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but not limited to, bracing, shoring, underpinning, etc. McComas Engineering is not responsible for the contractor's means, methods, techniques, sequences or safety procedures during construction. G8. Notes and details shall take precedence over general structural notes. Where no details or sections are shown, construction shall conform to similar work on the project. Typical sections and details may not be cut on the plans, but apply unless noted otherwise. G9. Provisions for future expansion: Vertical: None Horizontal: None STRUCTURAL STEEL NOTES SS1 SS2 SS3 SS4 SS5 SS6 SS7 SSB. SS9. All structural steel shall conform to the following: W Shapes ASTM A992, Grade 50. Angles, Channels, Plates, Bars ASTM A36 (Fy=36 ksi) HSS Tubes ASTM A500, Grade B(Fy=46 ksi) HSS Pipes ASTM A500, Grade B(Fy=42 ksi) Anchor Rods ASTM F1554, Grade 36 All steel shall be detailed, fabricated and erected in accordance with: AISC 360-05 "Specification for Structural Steel Buildings", Allowable Strength Design (ASD) AISC 303-05 "Code of Standard Practice" If beam reaction is not indicated, design connection for minimum 10 k reaction. All bolted connections shall be made with 3/4" diameter, A325 bolts with nuts and washers, unless otherwise noted. All connections shall be shear bearing connections tightened to snug-tight condition, unless otherwise noted. All shop and field welds shall be made using E70 electrodes or equivalent. All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 3/4" diameter x 4" after welding, unless noted otherwise. Steel fabricator shall obtain the size and location of all openings for grilles, louvers, etc. before proceeding with the fabrication and erection of any required frames. Provide temporary bracing of the structure until all permanent lateral support is in place. Structure Stability: The entire roof and/or floor decking materials must be fully erected and connected to the supporting steel before temporary, erection bracing is removed. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL NOTES AESS1. AESS = Architecturally Exposed Structural Steel. AESS2. All AESS shapes shall conform to the Structural Steel Notes. All Structural Steel Notes apply to AESS, except as noted. AESS3. All AESS shall be detailed, fabricated and erected in accordance with AISC 360-05 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" and AISC 303-05 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. See Section 10 for specific requirements. AESS4: FABRICATION 1. Fabricate with exposed surfaces smooth, square, and free of surface blemishes including pitting, rust, scale, and roughness. 2. Grind sheared, punched, and flame-cut edges to provide smooth surfaces and edges. 3. Fabricate with exposed surfaces free of mill marks. 4. Fabricate with exposed surfaces free of seams to maximum extent possible. 5. Remove blemishes by filling or grinding or by welding and grinding, before cleaning, treating, and shop priming. 6. Fabricate with piece marks fully hidden in the completed structure or made with media that permits full removal after erection. 7. Provide continuous welds of uniform size and profile. 8. Seal-weld open ends of hollow structural sections with 3/8-inch (9.5-mm) closure plates. 9. Make fillet welds oversize and grind to uniform pro�le with smooth face and transition. AESS5: WELD QUALITY STANDARD 1. All visually exposed welds to conform Finish #2 or better as published by National Ornamental & Miscellaneous Metals Association (NOMMA) Guideline 1: Joint Finishes STEEL DECK NOTES MD1 MD2. MD3. MD4. All metal deck material, fabrication and installation shall conform to Steel Deck Institute" SDI SPECIFICATIONS AND COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE", Current edition, unless noted. Provide L3x3x1/4 deck support at all columns where required, unless noted. Provide 20 gauge cover plate at all deck span changes. Mezzanine deck shall be manufactured by EPIC Metals Corporation, Rankin PA. Fabricate, Handle & install according to their specifications. COLD FORMED STEEL FRAMING NOTES SF1. All light gage, cold formed steel (CFS) members shall conform to the following (See drawings for application): TYPE Interior Load-Bearing Studs SIZE 400 S 162-54 OLD GAGE 16 SPACING 16" oc, u.n.o. GRADE ST50H (50 ksi) SF2. All sheet steel shall comply with ASTM A1003. Coating shall be G90 galvanizing. SF3. Provide steel tracks complying with ASTM C955, thickness to match studs, 2" flange width. SF4. All cold formed steel members shall comply with the requirements of the latest AISI Specification. SF5. Field welding is not permitted. Provide screwed connections. SF6. For all non-load bearing studs, provide deflection clips isolating the stud from the primary structure. CAST-IN-PLACE CONCRETE NOTES RC1 RC2. RC3 RC4. Q� RC6. RC7. RC8 RC9 RC10. RC11. RC12. RC13. All concrete shall have the following 28 day compressive strengths: STRENGTH LOCATION 4000 psi-0% AE Interior slabs, fill for metal deck and all other interior concrete All reinforcing shall conform to the following concrete cover: COVER LOCATION 3" Foundations 8� Footings: All surfaces; Exterior Slabs: Bottom; Grade Beams & Trench Footings: All surfaces; All concrete cast against soil 2" Exterior Walls, All Piers & All Pilasters: All surfaces; Exterior Slabs: Top; All exterior concrete 1 1/2" Interior beams, columns & walls: All surfaces; All concrete not exposed to weather or in contact with ground 3/4" Interior slabs & Walls Welded Wire Fabric (WWF) for slabs and fill for metal deck shall be placed in the upper-third of the slab or fill. See details. All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315, ACI 318 and CRSI MSP-1. All reinforcing steel shall be shop fabricated and, where applicable, shall be wired together and conform to ASTM A-615, Grade 60. Chamfer edges of exposed concrete 3/4", unless noted otherwise. Contractor shall make four, 6"x12" test cylinders for each 50 cubic yards of concrete poured for each days operation. Break 1 at 7 days, 2 at 28 days and retain spare. All welded wire fabric shall conform to ASTM A185, Fy(min) of 65 ksi. All welded wire fabric laps shall be 8". All finished concrete, concrete formwork and falsework shall be in accordance with ACI 301. Contractor is solely responsible for the design and construction of all formwork, falsework and shoring. Provide sleeves for all openings in grade beams or walls to totally separate pipe from concrete. Foundations may be earth-formed where the excavation permits. If earth-forming is used, add 2" to the width, length & thickness of all foundations. Plastic Vapor Retarder: ASTM E 1745, Class A, not less than 10 mils (0.25 mm) thick. Include manufacturer's recommended adhesive or pressure-sensitive joint tape. Fiber Reinforcement, if indicated on drawings, shall be 100% virgin polypropylene in collated, fibrillated form, complying with ASTM C 1116, minimum length of 3/4". Minimum dosage = 1.5 pounds per cubic yard. PEDC❑R DESIGN GR�UP, LLC Architecture / Project Management: 355 City Center Drive Carmel, Indiana 46032 317.705.7979 (phone) 317.705.7980 (fax) Architect: ��i i i i i i iiii�,� .��` EY M %, ,,.� ppN ....c�� ,/. `�� ,.•�� ST EIpF�•., �j�, �'� ; V : � `y� ; = No. = =-� � 860325 ��= %� �� STATE OF ' �� O,�• •��; ��i �s '••.�Hp.l ANP .••.� � \�. .,� \�. ONq � �� . ��i�iii � By: • . • . FIRST FLOOR KEY PLAN SCALE: N.T.S. ;?��i�:Ttl THIS DOCUMENT IS AN INSTRUMENT OF SERVICE AND IS THE SOLE PROPERTY OF THE ARCHITECT AND PEDCOR �ESIGN GROUP, LLC. ALL INFORMATION CONTAINED HEREIN IS CONFIDENTIAL. ITS SUBMISSION AND DISTRIBUTION TO OTHER PARTIES IS NOT TO BE CONSTRUED AS PUBLICATION IN DEROGATION OF COMMON LAW COPYRIGHT, INTELLECTUAL PROPERTY RIGHTS OR OTHER RESERVED RIGHTS. ALL INFORMATION CONTAINED HEREIN CONSTITUTES THE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT, JAMES R. STUTZMAN, AND PEDCOR DESIGN GROUP, LLC. NO PART OR WHOLE OF THIS DESIGN, THESE DRAWINGS, OR THE RESULTING BUILDING OR BUILDINGS, OR PORTIONS OF THE RESULTING BUILDING OR BUILDINGS MAY BE DUPLICATED, COPIED, EXH181TED, PHOTOGRAPHED, PUBLISHED, MODIFIED OR OTHERWISE DISTRIBUTED IN ANY WAY WITHOUT THE SPECIFIC AND PRIOR WRITTEN CONSENT OF THE ARCHITECT, JAMES R. STUTZMAN AND PEDCOR DESIGN GROUP, LLC. O COPYRIGHT 2012, JAMES R. STUTZMAN, AIA, CARMEL. � � Project: � W � Z W V Z t� � � W 0 Q Z Q � � Z � 0 Q 0 � w Z � � W N c� � Z w Q ~ �� _ � � � 0 � � � N N M O � � Q z a � z - � J W G � Q U CONSTRUCTION DOCUMENTS Print Date 9-12-12 Drawn By KLS Revisions: 10/1/12 CHECK SET 10/5/12 Checked By GSN STATE RELEASE SET Issue Date: Project Number: Parcel 12 Sheet Title: GENERAL NOTES AND DETAILS Sheet Number: ■