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Home My WebLink About1610 C: a) C m Y) m a) C a) o = X-0■ TYP (UNO) 0 I 99 n 0 Roof Wind Zone Diagram a 22 AREA c C&C ROOF ZONE PRESSURES ipaf) TYP GROSS POSITIVE INTERNAL PRESSURE LOCATION - -1 -2 -3 - - BEAM +4, +5 -21.6 -34.9 -48.1 -5 TYPICAL WALL 11.0 -17.7 -30.5 17.3 -11.5 -24.2 FIRST FLOOR WALL 9.7 -16.9 -27.0 16.0 -10.6 -20.8 STEEL HEADER 10.4 DECK PRESSURE -28.9 -27.3 -42.9 -58.4 -11.1 -22.6 STEEL JAMB GROSS NEGATIVE INTERNAL PRESSURE LOCATION - -1 -2 -3 - - BEAM -18.7 -15.4 -2&6 -41.9 -12.4 -28.0 Live Load: 80 psf Partition Load: 20 psf First Floor All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 1/2" diameter x 8" after welding, unless noted Dead Load: 240 psf Live Load: 100 psf Partition Load: 20 psf Note: Live Load Reduction taken where permitted by code. SNOW 0 Flat Roof Snow Load: 25 psf DECK PRESSURE 20 psf -21.1 1 -36.7 1 -52.2 Snow Importance Factor: 1.00 C&C WALL ZONE PRESSURES Ipaf) TYP POSITIVE INTERNAL PRESSURE TYP NEGATIVE INTERNAL PRESSURE LOCATION +4, +5 -4 -5 +4, +5 -4 -5 TYPICAL WALL 11.0 -17.7 -30.5 17.3 -11.5 -24.2 FIRST FLOOR WALL 9.7 -16.9 -27.0 16.0 -10.6 -20.8 STEEL HEADER 10.4 -17.3 -28.9 16.7 -11.1 -22.6 STEEL JAMB 9.7 -16.9 -27.0 16.0 -10.6 -20.8 UNIT PRESSURE 12.4 -18.7 -34.2 1&7 -12.4 -28.0 C MiERE C6 CROSSES BEAM 'r f 6'-0" MAX TERLINE OF . BEAM C6x10.5 r____________ _____ -------- { { { !X1 00 FRAME AT DUCT OPENINGS i L ------------J------------- i CENTERLINE OF BEAM EXTEND CHANNELS TO NEXT BEAM IF REQ'D, DO NOT CANTILEVER MORE THAN 1'-0' MECHANICAL UNIT MECHANICAL CURB MUST BE vox'" ,_CAPABLE OF SPANNING TO CHANNEL FRAME PLAN SIDE CHANNELS ROOF CHANNEL FRAME TvOcal Roof Deck ODenin BEAM - SEE PLAN 08X11.5 aRIES ARCH CBX11.5 BEAM - SEE PLAN NOTE:. 1. MECHANICAL CONTRACTOR OR ARCHITECT SHALL PROVIDE ALL OPENING SIZES AND LOCATIONS. 2. PROVIDE THIS DETAIL AT ALL OPENINGS GREATER THAN 12" SQUARE. 3. SEE DETAIL( 8/A3.3 FOR ALL OPENINGS REQUIRING EQUIPMENT CURBS. Typical Roof Slab/Deck Opening Detail BEAM Xl" TO 2" x 20GA--� . JI� -i' GAP DO NOT CONNECT Z -BARS OR 20CA TRACKS TOGETHER CRC 0 16' OC (MAX) TYP OPENING TYP JAMB FRAMING <p CL (2) 60OS162-33 + ,. OPENING ,<O All 8'-1"TO 10'-0" (2) 8005162-33 + CL PLATE, (2) STUD DEPTH S162-33 MIN (2) 6005162-33 (20'-0" MAX HGT) 10'-1" TO 17-0" (2)1000S162-54 + MIN (2) 362S162-33 (14'-0" MAX HGT) PIECE 1. MECH. CONTRACTOR SHALL PROVIDE FABRICATOR WITH MIN (2) 8005162.33 (204" MAX HGT) SIZES AND LOCATIONS. (2)1200S162.54 + 2. REFER TO ARCH DRAWINGS FOR LOCATION OF OPENINGS. (D 3. PROVIDE THIS DETAIL AT ALL OPENINGS GREATER THAN 12" MIN (2) 8005162-54 (20'4" MAX HGT SQUARE, INCLUDING ROOF DRAIN PANS. 25 psf 4. PROVIDE CHANNEL FRAME FOR UNITS GREATER THAN 250(bs � FOR OPENINGS, 90 psf 5. PROVIDE FRAMING & SUMP PAN FOR DRAIN PLUS OVERFLOW 150 psf DRAIN, SACK 6. SEE 9/A3.3 FOR OPENING FRAMING FOR DRAINS OR 15 psf DUCTS IN GARDEN ROOF. TvOcal Roof Deck ODenin BEAM - SEE PLAN 08X11.5 aRIES ARCH CBX11.5 BEAM - SEE PLAN NOTE:. 1. MECHANICAL CONTRACTOR OR ARCHITECT SHALL PROVIDE ALL OPENING SIZES AND LOCATIONS. 2. PROVIDE THIS DETAIL AT ALL OPENINGS GREATER THAN 12" SQUARE. 3. SEE DETAIL( 8/A3.3 FOR ALL OPENINGS REQUIRING EQUIPMENT CURBS. Typical Roof Slab/Deck Opening Detail BEAM Xl" TO 2" x 20GA--� . JI� -i' GAP DO NOT CONNECT Z -BARS OR 20CA TRACKS TOGETHER CRC 0 16' OC (MAX) BEAM 1" GAP DO NOT CONNECT TRACKS TOGETHER r TvD CFS Stud Slip Connection 00 I CFS HEADER SCHEDULE (INTERIOR NON -LOAD BEARING WALLS) OPENING HEADER JAMB T-0" TO 84" (2) 60OS162-33 + r (2) STUD DEPTH T150-33 MIN (2) 600SI62-33 (20'4" MAX HGT) 8'-1"TO 10'-0" (2) 8005162-33 + MIN (2) 3625162-33 (14'4" MAX HGT) PLATE, (2) STUD DEPTH S162-33 BEAM 1" GAP DO NOT CONNECT TRACKS TOGETHER r TvD CFS Stud Slip Connection 00 I CFS HEADER SCHEDULE (INTERIOR NON -LOAD BEARING WALLS) OPENING HEADER JAMB T-0" TO 84" (2) 60OS162-33 + MIN (2) 362SI62-33 (16-0" MAX HGT) (2) STUD DEPTH T150-33 MIN (2) 600SI62-33 (20'4" MAX HGT) 8'-1"TO 10'-0" (2) 8005162-33 + MIN (2) 3625162-33 (14'4" MAX HGT) PLATE, (2) STUD DEPTH S162-33 MIN (2) 6005162-33 (20'-0" MAX HGT) 10'-1" TO 17-0" (2)1000S162-54 + MIN (2) 362S162-33 (14'-0" MAX HGT) PIECE (2) STUD DEPTH S162-54 MIN (2) 8005162.33 (204" MAX HGT) 12'-1" TO 164" (2)1200S162.54 + MIN (2) 6005162-33 (144" MAX HGT) (D (2) STUD DEPTH S162-33 MIN (2) 8005162-54 (20'4" MAX HGT CFS ,JOISTS WALL WIDTH GENERAL NOTES G1. BUILDING CODES: Model: International Building Code 2006 Local: Indiana Building Code 2008 Steel: American Institute of Steel Construction, 360, 13TH Edition Concrete: American Concrete Institute, 318-05. Note: The most current Codes adopted must be used by Tenant for any improvements per the Indiana General Administrative Rules and the Indiana Building Code. G2. DESIGN LOADS: G Balcony PLATE, Dead Load: 30 psf Live Load: 100 psf Garden Roof PIECE Dead Load: 90 psf Live Load: 100 psf Roof (D Dead Load: 30 psf Live Load: 25 psf Mechanical Room (Roof) � Dead Load: 90 psf Live Load: 150 psf Mechanical Chase SACK Dead Load: 15 psf Live Load: 50 psf Second Floor and Above Dead Load: 90 psf Live Load: 80 psf Partition Load: 20 psf First Floor All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 1/2" diameter x 8" after welding, unless noted Dead Load: 240 psf Live Load: 100 psf Partition Load: 20 psf Note: Live Load Reduction taken where permitted by code. SNOW 0 Flat Roof Snow Load: 25 psf Snow Exposure Category: 20 psf Snow Exposure Factor: C Snow Importance Factor: 1.00 Thermal Factor: 1 WIND Basic Wind Speed: 90 mph Wind Importance Factor: 1.00 Building Classification: 2 Wind Exposure Category: B SEISMIC Seismic Use Group: II Seismic Importance Factor: 1.0 Seismic Design Category: B Spectral Response, Sds: 0.142 Spectral Response, Sd1: 0.101 Site Class: C Basic Building System: 3. Moment Resisting Frame Systems 3D. Ordinary Steel Moment Frames Basic Resisting System: 3G. Ordinary Reinforced Concrete Moment Frames Design Base Shear: 0.033 W Analysis Procedure: Equivalent Lateral Force G3. Reactions and forces indicated are Load Factor Resistance Design 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 REINFORCED CONCRETE NOTES (Foundations. Slabs & Walls RC1. All concrete shall have the following 28 day compressive strengths LOCATION STRENGTH AIR ENTRAIN. Wall Footings, Spread Footings: 3000 psi 2% All concrete below frost line,exterior slabs, piers, walls, columns, grade beams, first floor elevated slabs, beams, concrete exposed to freeze/thaw: 4000 psi 6% Pile caps: 4000 psi 2% Interior slabs on grade, fill for metal deck: (First Floor and Above) 4000 psi Non AE RC2. All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315-99, ACI 318-99 and CRSI MSP -1-01. RC3. All reinforcing steel shall be shop fabricated and, where applicable, shall be wired together and conform to ASTM A-615, Grade 60. RC4. Chamfer edges of exposed concrete 3/4", unless noted otherwise. RC5. 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. RC6. All welded wire fabric shall conform to ASTM A185, Fy(min) of 65 ksi. All welded wire fabric laps shall be 8". RC7. All finished concrete, concrete form work and false work shall be in accordance with ACI 301-99. Contractor is solely responsible for the design and construction of all form work, false work and shoring. RC8. Provide the following coverage's over reinforcing: Footings: Bottom and Unformed edges 3" Formed edges and top 2" Slab on grade: Welded wire fabric Upper Third Reinforcing Steel 2" RC9. Provide sleeves for all openings in grade beams or walls to totally separate pipe from concrete. STUD STRUCTURAL STEEL NOTES SS1. All structural steel shall conform to the following: UJ W Shapes ASTM A992, Grade 50. c) G Angles, Channels, Plates, Bars ASTM A36 (Fy=36 ksi), PLATE, Flange Extension Plates and Stiffeners ASTM A992, Grade 50 Z HSS Tubes ASTM A500, Grade B (Fy=46 ksi) PIECE HSS Pipes ASTM A500, Grade B (Fy=42 ksi) 1 SIDE L Anchor Rods ASTM F1554, Grade 36 (D SS2. All steel shall be detailed, fabricated and erected in accordance with AISC "LOAD & RESISTANCE C: FACTOR DESIGN FOR STRUCTURAL STEEL BUILDINGS" and the "CODE OF STANDARD PRACTICE", � o Third Edition. SS3. All bolted connections shall be made with 3/4" diameter, A325 bolts with nuts and washers, unless otherwise SACK noted. All connections shall be shear bearing connections tightened to snug -tight condition, unless K) otherwise noted. All connections shall conform to the LRFD SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. SS4. All shop and field welds shall be made using E70 electrodes or equivalent. a) SS5. All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 1/2" diameter x 8" after welding, unless noted STUD otherwise. SS6. 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. 0 SS7. Provide Heckman #129 and #130 channel slot and channel slot anchors at all columns that abut masonry walls, unless noted. SS8. Provide temporary bracing of the structure until all permanent lateral support is in place. SS9. 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. SS10. See sequencing keyplan on Sheet SA601. Delivery and erection of steel must be coordinated with concrete placement schedule. )RAGE SS11. Coordinate limits of brick ledges with architectural drawings. Interior Opening Header Details AP CARMEL CITY CENTER PEDCOR DESIGN GROUP Architecture / Project Managment: 355 City Center Drive Carmel, Indiana 46032 317.705.7979 (phone) 317.705.7980 (fax) Architect: sTu �G\STERE 00033126 STATE OF By: Q a o 0 0 e J loll H+oP ■ 9 O H 11 1.16 ■ 0 SUITE 68 � N .. KEY PLAN ■ ■ _ ■ SCALE: 1/128"= 1'-0" Developer: P E D C O R • (?" DEVE01OPMENT CO. Project: U) 1100 z CDM UJ a) c) G � U) Z W L L i (D U z C: � o wU� (D �U Of C: 00 a) UJ 0 COPYRIGHT& OWNERSHIP OF DOCUMENTS THIS DOCUMENT ISAN INSTRUMENT OF SERVICES AND IS THE SOLE PROPERTY OF THE ARCHITECT AND PEDCOR DESIGN 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 ORIGINALAND 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. EXHIBITED. 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. ® COPYRIGHT 20'13 JAMES R. STUTZMAN, AIA Carmel, Indiana Issue Date Drawn By Checked By 5/03/2013 DJS MC/ JAW Revisions: State Release Set: 5.03.2013 Project Number: Sheet Title: STRUCTURAL REQUIREMENTS Sheet Number: