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Home My WebLink About70ABBREVIATIONS LIST AR ANCHOR RODS 010 OUT TO OUT ABV ABOVE OA OVERALL ACI AMERICAN CONCRETE INSTITUTE OC ON CENTER ADD'L ADDITIONAL OD OUTSIDE DIAMETER ADH ADHESIVE OF OUTSIDE FACE ADJ ADJACENT OH OVER HEAD AESS ARCHITECTURALLY EXPOSED OPNG OPENING I STRUCTURAL STEEL OPP OPPOSITE AFF ABOVE FINISHED FLOOR OPP HD OPPOSITE HAND AGGR AGGREGATE OSB ORIENTED STRAND BOARD AHU AIR HANDLING UNIT OSL OUTSTANDING LEG AISC AMERICAN INSTITUTE OF OVS OVERSIZE HOLE E STEEL CONSTRUCTION PAF POWDER ACTUATED FASTENER AISI AMERICAN IRON AND PC PRECAST J STEEL INSTITUTE PL PLATE ALUM ALUMINUM PLF POUNDS PER LINEAR FOOT ALT ALTERNATE PLYWD PLYWOOD APPROX APPROXIMATE PNL PANEL ARCH ARCHITECT PROJ PROJECTION ARCH'L ARCHITECTURAL PSF POUNDS PER SQUARE FOOT ASTM AMERICAN SOCIETY OF PSI POUNDS PER SQUARE INCH TESTING MATERIALS PSL PARALLEL STRAND LUMBER AWS AMERICAN WELDING SOCIETY PT PRESSURE TREATED L ANGLE PTN PARTITION BAL BALANCE R RADIUS BB BOND BEAM RD ROOF DRAIN BIB BACK TO BACK REF REFERENCE BC BOTTOM CHORD REINF REINFORCE(D) (ING) (MENT) BD BOARD REQ'D REQUIRED BLDG BUILDING REV REVISION/REVISED BLK BLOCK RO ROUGH OPENING BLW BELOW RRD ROOF RELIEF DRAIN BM BEAM RTN RETURN BOTT BOTTOM RTU ROOF TOP UNIT BP BEARING PLATE RW RETAINING WALL BRDG BRIDGING SCHED SCHEDULE BRG BEARING SECT SECTION BRK BRICK SHT SHEET BS BOTH SIDES SIM SIMILAR BSMT BASEMENT Si SAWCUT JOINT BTWN BETWEEN SJI STEEL JOIST INSTITUTE BUC BUILT UP COLUMN SL SLOPED C CAMBER SPA SPACE(S) C/C CENTER TO CENTER SPECS SPECIFICATIONS CANT CANTILEVER SQ SQUARE CAIS CAISSON SS STAINLESS STEEL CFS COLD FORMED STEEL SSL SHORT SLOTTED HOLES CJ CONTROL AND/OR STD STANDARD CONSTRUCTION JOINT STIFF STIFFENERS CL CENTERLINE STL STEEL CLR CLEAR STRUCT STRUCTURAL CMU CONCRETE MASONRY UNIT SYMM SYMMETRICAL COL COLUMN T&B TOP AND BOTTOM COORD COORDINATE T&G TONGUE AND GROOVE COMP COMPACTED TB TIE BEAM CONIC CONCRETE TC TOP CHORD CONN CONNECTION TEMP TEMPERATURE CONST CONSTRUCTION TF TRENCH FOOTING CONT CONTINUOUS THK THICK CONTR CONTRACTOR THKS THICKENED SLAB CTR CENTER THR'D THREADED CTR'D CENTERED TL TOTALLOAD DIA DIAMETER TORG TOPPING DIAG DIAGONAL TRANS TRANSVERSE DIM DIMENSION TYP TYPICAL DL DEAD LOAD UNO UNLESS NOTED OTHERWISE DLT DEEP LEG TRACK VERT VERTICAL DO DITTO VIF VERIFY IN FIELD DN DOWN w/ WITH DTL DETAIL WD WOOD DWG DRAWING WO WINDOW OPENING (MASONRY) DWL DOWEL WP WORKING POINT EA EACH WT WEIGHT EE EACH END WWF _ WELDED WIRE FABRIC EF EACH FACE EJ EXPANSION JOINT ELEVATION TOP AND BOTTOM OF LIST ENG ENGINEER ELEV ELEVATION TI "ELEVATION, TOP OF" ELECT ELECTRICAL B/ "ELEVATION, BOTTOM OF" EOD EDGE OF DECK T/BB TOP OF BOND BEAM EOS EDGE OF SLAB T/BM TOP OF BEAM EQ EQUAL T/CONC TOP OF CONCRETE EQUIV EQUIVALENT T/F TOP OF FOOTING ES EACH SIDE T/LDG TOP OF LEDGE EW EACH WAY T/MAS TOP OF MASONRY EXIST EXISTING T/P TOP OF PIER EXP EXPANSION T/SLAB TOP OF SLAB EXT EXTERIOR T/STL TOP OF STEEL F/ FACE OF T/W TOP OF WALL FD FLOOR DRAIN T/GB TOP OF GRADE BEAM FDN FOUNDATION T/CAIS TOP OF CAISSON FIN FINISH B/PL BOTTOM OF PLATE FLR FLOOR B/F BOTTOM OF FOOTING FLG FLANGE FS FARSIDE SPECIAL CHARACTERS FTG FOOTING GA GAUGE DEGREE GALV GALVANIZED ± PLUS OR MINUS GB GRADE BEAM A$� ELEVATION GC GENERAL CONTRACTOR 0 DIAMETER GL GLULAM GR GRADE HC HOLLOW CORE HD HOLD DOWN HGT HEIGHT HI HIGH HK HOOK HORIZ HORIZONTAL HP HIGH POINT HS HEADED STUD HSS HOLLOW STRUCTURAL SECTION ID INSIDE DIAMETER IF INSIDE FACE INFO INFORMATION INT INTERIOR INV INVERT JST JOIST JT JOINT K KIP KO KNOCK OUT LB POUND LDG LEDGE LG LONG LL LIVE LOAD LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LNTL LINTEL LSL LONG SLOTTED HOLES LONG LONGITUDINAL LP LOW POINT LVL LAMINATED VENEER LUMBER MAS MASONRY MAT'L MATERIAL MAX MAXIMUM MBM METAL BUILDING MFR MCJ MASONRY CONTROL JT MECH MECHANICAL MEZZ MEZZANINE MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MOM MOMENT MSW MASONRY SHEAR WALL MSL MEAN SEA LEVEL MTL METAL NO NUMBER NS NEAR SIDE NTS NOT TO SCALE COL MARK, SEE SCHEDULE P16 =PIER MARK, SEE SCHEDULE FOR ACTUAL SIZE, T/P = TOP OF PIER ELEV BASEPLATE AND ANCHOR P16 T/P -0'-8" RODS F4 = COL FTG MARK, SEE SCHEDULE9 TIF = TOP FTG ELEV F4 TIF -2'-8" ---F71°° c G O CV - L J� CONCRETE MASONRY UNIT WALL (MM -'rr T/STL -= SEE SCHED FOR SIZE AND REINF POCHE REPRESENTS +(SEE PLAN) MASONRY WALL T/W = TOP OF WALL ELEV SPOT ELEV INDICATES CONCRETE WALL (CW), SEE SCHED INDICATES EDGE TOP OF CONIC FOR WALL THICKNESS AND REINF I OF WALL FTG INDICATES EDGE OF WALL FTG UNDER FLOOR SLAB C 8 T/W 0' 8" ------ ---------- nH 1 POCHE REPRESENTS x__:.i CONCRETE WALL F4 S401 CONCRETE WALL FTG (WF), SEE SCHED FOR SIZE AND REINF TIF = TOP OF FTG ELEV INDICATES SECTION CUT 12 WF24 T/F_-2'-8" 2 S401 INDICATES PLAN DETAIL COL GRID, COLUMNS CENTERED ON GRID INTERSECTION, UNO FOUNDATION PLAN LEGEND SCALE: NTS 11 COL GRID, COLUMNS -� o CENTERED ON GRID INTERSECTION, UNO 60L EDGE OF DECK, PERIMETER ANGLE W1422 +23' 0" +23' 0" OPENING THRU DECK AND FRAMING BEAM CAMBER KNI :!EtINDICATES SECTION CUT M II Cn 1 NUMBER OF �� v - NX SHEAR STUDS N S401 INDICATES BEAM SIZE '� LO - TOP OF STEEL ELEV 00 AT GRID INTERSECTION INDICATES JOIST SIZE +24'-0" C 2 co S401 FACTORED REACTION IN LU KIPS INDICATES PLAN DETAIL o J C Z o o Q� T/JOIST GIRDER ELEV +' z a N TOP OF STEEL ELEV Y X Ln _ 00 { INDICATES BEAM SIZE JOIST GIRDER SIZE 6I JOIST SIZE (UNFACTORED) M 32LH12 HORIZ BRIDING \/ INDICATES KNEE BRACE 'X" BRIDGING W 142 +24'-0" c D 2 MOMENT CONNECTION INDICATES BRACING S501 INDICATES BRACING ELEVATION FRAMING PLAN LEGEND SCALE: NTS O MAXIMUM SHEAR INDICATED ON TOP INDICATES MOMENT OF BEAM CONNECTION 10 kip BEAM 10 kip 20 kip -ft 20 kip -ft -25 kip -ft -25 kip -ft INDICATED BELOW BEAM: M+ AX G� M MAX 3 o AXIAL LOAD o 0 0 BRACE ELEVATION LEGEND SCALE: NTS MASONRY AND REINFORCED MASONRY NOTES M1. Minimum 28 day compressive strength of concrete masonry units shall be 2800 p.s.i. based on net area of the unit. Specified design compressive strength of masonry shall be fm = 2000 p.s.i. All units for exterior walls, load- bearing walls and shear walls shall be normal weight block. M2. All mortar shall be Type S. No admixtures may used unless approved by architect/engineer. Mortar shall not be used for grouting cores or filling bond beams. M3. All block shall be laid in a running bond pattern. M4. Course grout shall be used were grouting is required. Slump shall be 8" +/-1 ". Minimum grout compressive strength shall be 3000 p.s.i. M5. All reinforcing shall be ASTM A615 Grade 60 (Fy=60 ksi). Lap all reinforcing a minimum of 48 bar diameters. M6. See architectural and specifications for all control joint locations. Reinforcing in bond beams shall be discontinuous at control joints. M7. Provide ladder type horizontal joint reinforcement at 16" D.C. Side rods and cross rods shall be #9 wire, galvanized, see specifications. Cut joint reinforcement at control joints. M8. Provide "L" bars at all bond beam corners as required. M9. Fill cores of block solid with grout two full courses below the bearing of all beams or lintels supported on masonry. M10. All attachments to block shall be made with Hilti HX 1/2" diameter x 3" sleeve anchors, unless noted otherwise. Anchors shall be installed per manufacturer's recommendations. M11. See typical schedules for masonry and steel lintels not indicated on plans. M12. All masonry units below grade to be grouted solid. M13. Provide ties to all structural steel. M14. All interior, non -load bearing masonry walls over 12'-0" high, shall be supported on thickened slab as per typical detail. Wall vertical reinforcing shall be #5 @ 48" OC full height. Unless noted otherwise. M15. All cores with reinforcing steel shall be grouted solid, full height of wall. MASONRY ANCHORAGE M1. All attachments to masonry shall be made with Hilti anchors as scheduled below unless noted otherwise. Anchors shall be installed per manufacturer's recommendations. M2. At steel connections to masonry construction, provide the following hole diameters in steel elements to accommodate field tolerances: 112" anchors: 9/16" dia std, 13/16" dia w/ 1/4"x2"x2" weld washer where noted. 3/4" anchors: 13/16" dia std, 1" dia w/ 318"x3"x3" weld washers where noted. M3. Where weld washers are indicated, do not weld until epoxy adhesives have fully cured. Do not apply excessive heat which made adversely affect epoxy adhesives. Weld two opposite edges of weld washer typically with 3/16" fillet weld. M4 Type 1-A: Grout Filled Concrete Block. 314"x6 518" embedment HIT, or A36 threaded rod, secured with Hilti HY150 epoxy. Design values: 37401b T, 202011b V. Type 1-B:Hollow Concrete Block (NW or LW). 112"x2"embedment Hilti HIT -A rod w/screen tube and Hilti HY20 epoxy. Design values: 5251b T, 1230 Ib V. Type 1-C:Hollow Concrete Block Through -bolt. 3/4"x8" or 13" Hilti HIT, or A36 threaded rod, wl Hilti HY20 epoxy, screen tube, steel sleeve, 3/8"x6"4" plate washer. Design values: 140011b T, 18001b V. Type 1-D:Grout Filled Concrete Block. 3/4"x4-314" embedment Hilti Kwik Bolt II expansion bolt. Design values: 1620 T, 3110 V (>16" from edges) M5. Type 2-A:Hollow Brick and Clay Tile. 1/2"x3-318" embedment Hilti HIT -A, or A36 threaded rod, w/ Hilti HY20 epoxy and screen tube. Design values: 7751b T, 13751b V (Brick) 15011b T, 5001b V (Clay tile) Type 2-B:Hollow Brick and Clay Tile. 1/2"x3-318" embedment Hilti HIT -A, or A36 threaded rod, w/ Hilti HIT -I insert, Hilti HY20 epoxy, screen tube. Design values: 11601b T, 163511b V (Hollow Brick) 1851b T, 50011b V (Clay Tile) Type 2-C:Multiwythe Brick through -bolt. 3/4"x8"embedment Hilti HIT, or A36 threaded rod, w/ Hilti HY20 epoxy, screen tube, steel sleeve, 318"4"4" plate washer. Design values: 140011b T, 180011b V. Type 2-D: Multiwythe Brick, voided wythes. 3/4"x8"embedment Hilti HIT, or A36 threaded rod, w/ Hilt! HY20 epoxy, screen tube, steel sleeve. Design values: 800lb T, 14001b V. COLD FORMED STEEL FRAMING NOTES SF1. All light gage, cold formed steel (CFS) members shall conform to the following minimum requirements (See drawings for application): TYPE SIZE OLD GAGE SPACING GRADE 1st & 2nd Floor Exterior Wall Studs: 600 S 162-43 18 16" oc, u.n.o. ST33H (33 ksi) Interior Load -Bearing Studs: 600 S 162-43 18 16" oc, u.n.o. ST33H (33 ksi) 3rd & 4th Floor Exterior Walls Studs: 600 S 162-43 18 16" oc, u.n.o. ST33H (33ksi) 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. SF3. Provide 1/2" ASTM F1554, Grade 36 hooked anchor bolts at all steel tracks, u.n.o. Anchor bolt spacing= 48" O(u.n.o. Provide anchor bolt at 8" from the ends of all walls, u.n.o. SF6. All cold formed steel members shall comply with the requirements of the latest AISI Specification. SF7. Field welding is not permitted. Provide screwed connections. SF8. For all non -load bearing studs, provide deflection clips isolating the stud from the primary structure. SF9. Provide 5/8" plywood sheathing on outside face of all exterior wall studs. COLD FORMED STEEL TRUSS NOTES MT1. All light gage, cold formed steel (CFS) members for trusses shall conform to the following: The entire CFS truss system shall be designed by a Specialty Structural Engineer with the following minimum sections: Web: Minimum 3-518", unpunched Flange: Minimum 1-518" with 112" return lip Gauge: Minimum 16 gage MT2. All cold formed steel members shall conform to ASTM A653, Grade 50, Class 1 or 2, G90 galvanized. MT3. All steel studs shall meet the requirements of the latest AISI specification. MT4. Manufactured steel roof trusses and roof joists shall be designed for the following loads, in addition to wind loading (see Wind Load Tables for additional loads): Top Chord Dead 25 psf Bottom Chord Dead 10 psf Top Chord Live 25 psf Net Wind Uplift 25 psf MT5. All connectors shall be designed by truss specialty engineer for load indicated on plans. MT6. All exposed to view bolts, washers and nuts shall be galvanized steel.MT7. All trusses shall be spaced at 24" o.c., unless noted otherwise. MT7. All standard, hip, valley, scissor, girder and other misc. trusses and supplemental roof framing not shown, shall be designed and provided by the truss manufacturer and contractor. Truss manufacturer and contractor shall be responsible for the final truss layout, with the approval of McComas Engineering. MT8. All calculations and drawings shall be submitted to McComas Engineering for review and approval, a minimum of two weeks before beginning fabrication. Calculations and drawings are to be designed and stamped by an engineer registered in the state in which the project is to be constructed. MT9. Submittal drawings must show complete sections, details and plans for the completed building. GENERAL NOTES G1. BUILDING CODES: Model: International Building Code 2006 Local: Indiana Building Code 2007 Steel: American Institute of Steel Construction 360, ASD Thirteenth Edition Concrete: American Concrete Institute, 318-05. G2. DESIGN LOADS: Roof Dead Load: 25 psf Live Load: 25 psf Office Floor Dead Load: 81 psf Live Load: 50 psf Partition Load: 15 psf Theater Lobby Floor: Dead Load: 111 psf Live Load: 100 psf Corridor Floor: Dead Load: 81 psf Live Load: 100 psf SNOW Flat Roof Snow Load: 20 psf Snow Exposure Category: B Snow Exposure Factor: 1 Snow Importance Factor: 1 Thermal Factor: 1 WIND Basic Wind Speed: 90 mph Wind Importance Factor: 1 Building Classification: Type 2 Wind Exposure Category: Enclosed SEISMIC Seismic Use Group: II Seismic Design Category: B Spectral Response, Sds: 0.142 Spectral Response, Sd1: 0.101 Site Class: C Basic Building System: Building Frame Basic Resisting System: Structural system not specifically detailed for seismic resistance Design Base Shear: 0.043W Analysis Procedure: Equivalent Lateral Force G3. Reactions and forces indicated are unfactored, Allowable Strength 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 alother construction documents. Refer to architectural drawings for all dimensions not shown on these drawings. locations, 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 planbut 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 ENTRAINMENT Wall Footings, Spread Footings: 3000 psi 2% All concrete exposed to freeze/thaw, exterior slabs, piers, walls, columns, grade beams, pile caps mat foundations, concrete exposed to freeze/thaw: 4000 psi 6% Interior slabs on grade, fill for metal deck: 4000 psi Non AE RC2. All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315, ACI 318 and CRSI MSP -1. 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 314", 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 Al 85, Fy(min) of 65 ksi. All welded wire fabric laps shall be 8". RCT. 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. RC8. Provide the following coverages over reinforcing: LOCATION Walls, piers, pile caps and grade beams: Bottom and Unformed edges 3" Walls, piers, pile caps and grade beams: Formed edges and top 2" Slab on grade: Welded wire fabric Upper Third Fill for Metal Deck: Welded wire fabric Upper Third Reinforcing Steel: Bottom 2" RC9. Provide sleeves for all openings in grade beams or walls to totally separate pipe from concrete. AUGER -CAST PILE NOTES ACP1. All piles shall have a diameter of 18", unless noted otherwise. 18" dia auger -cast piles are designated P18. ACP2. Minimum 28 day compressive strength of grout = 4,000 psi. ACP3. Allowable working capacity of each individual pile = 90 tons (180 k) compression, 18k shear and 90 k tension for 57' nominal embedment. Allowable working capacity of each individual pile is reduced for pile cap elevations according to the following chart: T/Cap = -(1'-4") 175 K compression, 90 K tension T/Cap = -(10'-0") 160 K compression, 74 K tension (Based on soils report prepared by Patriot Engineering). ACP4. Extend auger cast piles into bottom of caps, grade beams and foundations 4". ACP5. Contractor shall have a soils engineer on site to keep piling logs and verify pile capacities. All logs and reports shall be certified by the soils engineer and copies provided to the architect and engineer. ACP6. Base Bid - All piles shall be installed to a tip elevation of 770.00' MSL for end bearing condition. ACP7. Refer to original soils report by Patriot Engineering. SLAB ON GRADE NOTES 1. Plastic Vapor Retarder: ASTM E 1745, Class C, or polyethylene sheet, ASTM D 4397, not less than 10 mils (0.25 mm) thick. Include manufacturer's recommended adhesive or pressure -sensitive joint tape. 2. Penetrating Liquid Floor Treatment: Clear, chemically reactive, waterborne solution of inorganic silicate or siliconate materials and proprietary components; odorless; colorless; that penetrates, hardens, and densifies concrete surfaces. Provide Curecrete Distribution Inc.; Ashford Formula. 3. Trowel finish: Finish surfaces to the following tolerances, according to ASTM E 1155 (ASTM E 1155M), for a randomly trafficked floor surface: a. Specified overall values of flatness, F(F) 35; and of levelness, F(L) 25; with minimum local values of flatness, F(F) 24; and of levelness, F(L)17. 4. No joint filling required. STRUCTURAL STEEL NOTES SS1. 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 SS2. All steel shall be detailed, fabricated and erected in accordance with AISC 360 "ALLOWABLE STRENGTH DESIGN FOR STRUCTURAL STEEL BUILDINGS" and AISC 303 "CODE OF STANDARD PRACTICE", Thirteenth Edition. SS3. All bolted connections shall be made with 314" 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 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. SS5. All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 314" diameter x 4" after welding, unless noted 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. 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. RD = Roof Drain location. Provide steel frame for drains. See other drawings for actual drain type, number, size, etc. Coordinate with drain contractor. STEEL JOIST NOTES Si 1. Provide all joists, bridging and accessories for the complete erection of joists in accordance with the current Steel Joist Institute "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" and Underwriters Laboratories "STANDARD, FIRE TESTS OF BUILDING CONSTRUCTION AND MATERIALS". SJ2. Bridging shall be completely erected and joists aligned before any construction loads are placed on joists. SJ3. Do not weld bottom chord of joists to columns unless noted on drawings. SJ4. Install erection bolts at all joist girder to column and joist to column connections. SJ5. Provide uplift bridging at all joists as per "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" for a net uplift load as shown on wind load tables. STEEL DECK NOTES MD1. All metal deck material, fabrication and installation shall conform to Steel Deck Institute" SDI SPECIFICATIONS MD2. Roof deck shall be welded using a 36/7 pattern with (5) #10 TEK sidelap fastener unless otherwise shown in typical detail MD3. Provide TS 2112x 21/2x 118 deck support, field welded to joist or beam at all deck span changes. MD4. Provide L3x3x1/4 deck support at all columns where required, unless noted. MD5. Provide 20 gauge cover plate at all roof deck span changes. MD6. Provide L3x3xl/4 at all unsupported edges of deck and around roof perimeter, unless otherwise noted. MD7. All deck shall be provided in a minimum of 3 -span lengths where possible. MD8. Deck shall be fastened to prevent uplift loads shown on wind load tables. Owner: CARMEL CITY CENTER COMMUNITY DEVELOPMENT CORPORATION 30 West Main Street, Suite 200 Carmel, Indiana 46032 317.571.2787 11 Architect: PEDCOR DESIGN GROUP Architecture / Project Management 355 City Center Drive Carmelm Indiana 46032 317.705.7979 (phone) 317.705.7980 (fax) Engineer: MCCOl1IKillAS STRUCTURAL ENGINEERS FORENSIC ENGINEERS NATIONAL CONSULTANTS 1717 East 116th Street, Suite 200, Carmel, Indiana 46032 317-580-0402 www.1 1171 seng.com 317-582-0766 Fax .\`\\�O\�'kEY Mc� � I, 860325 �'. STATE OF :� \ t r North Parcel 7-C Keyplan N Project: 9/14/09 1 U n/ Checked By: LKM,njh, KLS W W W U = X W 0 N I (Y) Z � U c0 W Q W 0. .� Z V W W 0 E T Z � CIO 0 Z J O M� W W W LL J J LL O COPYRIGHT & OWNERSHIP OF DOCUMENTS THIS DOCUMENT IS AN INSTRUMENT OF SERVICES AND IS THE SOLE PROPERTY OF THE ARCHITECT AND PEDCOR DESIGN GROUP. 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. 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 C COPYRIGHT 2009 JAMES R. STUTZMAN. AIA, INDIANAPOLIS. BID SET Ill SHELL & CORE Print Date: Sheet Issue Date: 9/14/09 9/15/09 Drawn By: Checked By: LKM,njh, KLS JAF Last Revision Date: Project Number: Sheet Title: GENERAL NOTES SCHEDULES AND ABBREV Sheet Number: S4()l ME129020