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Home My WebLink About9ABBREVIATIONS LIST AR ANCHOR RODS MEM METAL BUILDING MER ABV ABOVE li MASONRY CONTROL JT ACI AMERICAN CONCRETE INSTITUTE MECH MECHANICAL ADD'L ADDITIONAL MEZZ MEZZANINE ADH ADHESIVE WR MANUFACTURER AN ADJACENT MIN MINIMUM HESS ARCHITECTURALLY EXPOSED MISC MISCELLANEOUS / HATCH REPRESENTS STRUCTURAL STEEL NO MASONRY OPENING AFF ABOVE FINISHED FLOOR MOM MOMENT AGGR AGGREGATE MSN' MASONRY SHEAR WALL AHU AIR HANDLING UNIT MSL MEAN SEA LEVEL AISC AMERICAN INSTITUTE OF Ii METAL STEEL CONSTRUCTION M# MASONRY WALL AISI AMERICAN IRON AND NIC NOT IN CONTRACT STEEL INSTITUTE NO NUMBER ALUM ALUMINUM NS NEAR SIDE ALT ALTERNATE NTS NOT TO SCALE Al AMERICAN PLYWOOD ASSOCIATION 0/0 OUT TO OUT APPROX APPROXIMATE OA OVERALL ARCH ARCHITECT OC ON CENTER ARCH'L ARCHITECTURAL OD OUTSIDE DIASTER ASTM AMERICAN SOCIETY OF OF OUTSIDE FACE TESTING MATERIALS OH OVER HEAD AWS AMERICAN WELDING SOCIETY OPNG OPENING L ANGLE OPP OPPOSITE BAL BALANCE OPP HO OPPOSITE HAND BB BOND BEAM OSB ORIENTED STRAND BOARD B/B BACK TO BACK OSL OUTSTANDING LEG BC BOTTOM CHORD OVS OVERSIZE HOLE BD BOARD PAF POWDER ACTUATED FASTENER BLDG BUILDING PC PRECAST BLK BLOCK PL PLATE BLW BELOW PLF POUNDS PER LINEAR FOOT BM BEAM PLYWO PLYWOOD BOTT BOTTOM PNL PANEL BP BEARING PLATE PROJ PROJECTION BRDG BRIDGING PSF POUNDS PER SQUARE FOOT ERG BEARING PSI POUNDS PER SQUARE INCH BRK BRICK PSL PARALLEL STRAND LLM9ER BS BOTH SIDES PT PRESSURE TREATED BSMT BASEMENT PTN PARTITION BTWN BETWEEN PVMT PAVEMENT BUC BUILT UP COLUMN R RADIUS c CAMBER RD ROOF DRAIN C/C CENTER TO CENTER REF REFERENCE CANT CANTILEVER REI NF REINFORCE(D) (ING) (WENT) CAIS CAISSON REO'D REWIRED CFS COLD FORTED STEEL REV REVISION/REVISED CJ CONTROL AND OR RD ROUGH OPENING CONSTRUCTION JOINT RRD ROOF RELIEF DRAIN CL CENTERLINE RTN RETURN CLR CLEAR RTU ROOF TOP UNIT CLS CLOSED STIRRUP RN RETAINING WALL CMU CONCRETE MASONRY UNIT SCHED SCHEDULE COL COLUMN SD SLAB DRAIN COORD COORDINATE SECT SECTION COMP COMPACTED SHT SHEET CONC CONCRETE SIM SIMILAR CONN CONNECTION Si SAWCUT JOINT CONST CONSTRUCTION SJI STEEL JOIST INSTITUTE CONT CONTINUOUS SL SLOPED CONTR CONTRACTOR SPA SPACE(S) CTR CENTER SPECS SPECIFICATIONS CTR'D CENTERED SO SQUARE DO DECK DRAIN SS STAINLESS STEEL DIA DIAMETER SSL SHORT SLOTTED HOLES DIAG DIAGONAL STD STANDARD DIM DIMENSION STIFF STIFFENERS DL DEAD LOAD STL STEEL DLT DEEP LEG TRACK STRUCT STRUCTURAL DO DITTO SYMM SYMMETRICAL ON DOWN TAB TOP AND BOTTOM DTL DETAI L TAO TONGUE AND GROOVE ONO DRAWING TB TIE BEAM DUAL DOWEL TC TOP CHORD EA EACH TEMP TEMPERATURE EE EACH END TF TRENCH FOOTING EF EACH FACE THK THICK EJ EXPANSION JOINT THKS THICKENED SLAB ENG ENGINEER THR'D THREADED ELEV ELEVATION TL TOTAL LOAD ELECT ELECTRICAL TOP'G TOPPING EOD EDGE OF DECK TRANS TRANSVERSE EOS EDGE OF SLAB TYP TYPICAL LOT EDGE OF TOPPING UNO UNLESS NOTED OTHERWISE EQ EQUAL VERT VERTICAL EQUIV EQUIVALENT VIF VERIFY IN FIELD ES EACH SIDE WITH EW EACH WAY I WOOD EXIST -EX EXISTING WL WORKING LINE EXP EXPANSION WO WINDOW OPENING (MASONRY) EXT EXTERIOR Wp WORKING POINT F/ FACE OF WT WEIGHT FD FLOOR DRAIN WWF WELDED WIRE FABRIC FIN FOUNDATION IN ELEVATION TOP AND FURF FLOORWIS BOTTOM OF LIST FLG FLANGE T/ ELEVATION, TOP OF FS FARSIDE B/ ELEVATION, BOTTOM OF FTG FOOTING T/BB TOP OF BOND BEAM GA GAUGE T/BM TOP OF BEAM GALV GALVANIZED T/CONC TOP OF CONCRETE GB GRADE BEAM T/EDG TOP OF E00CtNG OC GENERAL CONTRACTOR T/MAS TOP OF MASONRY GL GLULAM T/P TOP OF PIER OR GRADE T/SLAB TOP OF SLAB HC HOLLOW CORE T/STL TOP OF STEEL HD HOLD DOWN T/W TOP OF WALL HOT HEIGHT T/GB TOP OF GRADE BEAM HI HIGH T/CAIS TOP OF CAISSON HKHOOK B/PL BOTTOM OF PLATE HORIZ HORIZONTAL B/F BOTTOM OF FOOTING HP HIGH POINT HS HRR STROCTURAL SECTION SYMBOLS RES W DIAMETER ID INSIDE DIASTER DEGREE IF INSIDE FACE e ILEO INFORMATION ELEVATION INT INTERIOR t PLUS OR MINUS INV INVERT JST JOIST JT JOINT K NIP KO KI O X OUT LB POLIO IDG 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 COL. MARK, SEE SCHEDULE FOR GANTE COLUMNS CENTERED ON ACTUAL SIZE, BASE PLATE AND f1 GRID INTERSECTIONS. UNO STEEL DECK NOTES ANCHOR RODS EDGE OF DECK, P16 = PIER SEE SCHEDULE Pi6 , TMP =TOP OF %ER ELEV (O-8' +v l F40 = COL FTG MARK I MD1. 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. SEE SCHED F40 T/F = TOP OF FTG ELE� T/j _(r_6•) `r I m MDR. Roof deck shall be welded using a 36/4 pattern with (1) #10 TEK sidelap fastener unless otherwise shown -I I INDICATES UNITS UY115 OF SLAB } - -- N jv in typical detail. MD S . Provide TS 2 1/2x 2 1/11/8 deck support, field welded to joist or beam at all deck span changes. MD4. Provitle L3z3x1/4 deck support at all columns where required, unless noted, DEPRESSION L -j I I MD5, Provide 20 gauge cover plate at all roof deck span changes. CONCRETE MASONRY UNIT WALL I I ,r I MD6. Provide L3z3xl/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 (MW)--�� SLAB SEE SCHED FOR SIZE AND RDNF I T( I possible. MD& Install erection bots at all joist girder to column and joist to column connections. n,,.,. (0'-67 " I / HATCH REPRESENTS MDS. Design for uplift as indicated on SB601. T/W = TOP OF WALL ELEV I I MASONRY WALL -INDICATES TOP OF CONCRETE WALL (CW), SEE SCHEDULECONIC +(23'-11")� FOR WALL THICKNESS AND REINF 2/S/400 -- -------------r -LOWS T/W_(O_8=) INDICATES PLAN DETAIL / a `UNFACTORED REACTION o _ IN KIPS TOP OF JOIST GIRDER ELEV----- ---------------- SWF24 T/F --- _ p•_8^ ( ) � :r TOP OF STL ELEV ♦-" o + ' yr I/ 1/S400 CONCRETE WALL FTG (WF), SEE SCHEID � } FOR FTG SIZE AND REINF T/F = TOP OF FTG ELEV/ INDICATES PLAN OETAILJ SECTION CUT ( •- F-.CQU GRID, COLUMNS CENTERED ON \J GRID INTERSECTIONS, UNO FOUNDATION PLAN LEGEND SCALE: NTS GANTE COLUMNS CENTERED ON GRID INTERSECTIONS. UNO Y Y EDGE OF DECK, CONT PERMITER ANGLE S WI4z22 _ _ +23-0 - OPENING THRU DECK AND FRAMING BEAM CAMBER it NUMBER OF SHEAR STUDS--_�v /-INDICATES secsON CUT _ N _ 1 5400 TOP OF STL ELEV INDICATES JOIST +(23'-11")� SIZE- 2/S/400 INDICATES PLAN DETAIL / a `UNFACTORED REACTION o _ IN KIPS TOP OF JOIST GIRDER ELEV----- JOIST GIRDER SIZE_ :r TOP OF STL ELEV ♦-" o + a BEAM SIZE 32LH12 -JOIST SIZE HORIZ BRIDGING "X" BRIDGING --'-INDICATES KNEE BRACE it YY ¢ r ` W14z22 . - - 1 -j�/� MOMENT CONNECTIONINDICATES ELEVATION \ BRACING 5500 - -INDICATES FRAMING ELEVATION FRAMING PLAN LEGEND SCALE: NTS COLD FORMED STEEL FRAMING NOTES SF1. All light gage, cold formed steel (CFS) members shall conform to the following (See drawings for application): TYPE SIZE OLD GAGE SPACING GRADE Exterior Wall Studs (1st Floor) 800 S 16254 16 16" oc, u.n.o. ST33H (33 ksi) Exterior Wall Studs (2nd Floor) 600 S 162-54 16 16" oc, u.n.o. ST33H (33 ksi) Interior Load -Bearing Studs 600S 162-54 16 16" oc, u.n.o. ST33H (33 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" gauge width. SF4. Provide 1/2" ASTM F1554, Grade 36 hooked anchor bolts at all steel tracks, U.N.O. Anchor bolt spacing = 4; 0" OC, U.N.O. Provide anchor bolt at 8" from the ends of all walls, U.N.O. Provide (2) Hilt! 0.157"xi Ye" X -U fasteners from tracks to elevated slab at 4'-0" OC and T -O" max from end of wall segment. Provide (2) HIt! 0.177" PAF from tracks to structural steel at 4'-0" OC and V -O" max from end of wall segment. SF5. Provide (2#10 screws 2'- " 0 OC from stud (� Q to -arab steel atII a openings and antl f w s o alts. SF6. All cold fanned steel members shall comply with the requirements of the latest ANSI Specification. SF7. Field welding is not permitted. Provide screwed connections. SF8. For all non -load bearing studs, provide deflection dips isolating the stud from the primary structure. SF9. Provide 5/8" structural 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 33/8", unpunchad Flange: Minimum 1-5/8" with 1/2" 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 drawings for additional loads): Tap Chore Dead 15 psf Bottom Chord Dead 10 psf Top Chord Live ESI FOO5 Net Wind UpliftSee SB60 MT5. All connectors shall be manufa Ietdch Meal Framing, unless otherwise approved by McComas Engineering. Use Dietrich Unl-clips on each end of trusses, unless noted. MT6. All exposed to view bolts, washers and nuts shall be galvanized steel. MT7. All trusses shall be spaced at 24" OC, unless noted otherwise. MT8. All standard, hip, valley, scissor, girder and other misttrusses and supplemental roof framing not shown, shalle b cavi designed and g 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. MT9. 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. MT10. Submittal drawings must show complete sections, details and plans for the completed building. MT11. All truss bridging shall be designed by the engineer responsible for the preparation of the shop drawings. See project specifications for additional bridging requirements. V ESI 0005 STRUCTURAL SHEATHING WS1. All sheathing shall be 5/8" min. thickness, meeting the physical requirments of ASTM C-79. WS2. Wali sheathing shall have long dimension perpendicular to supports. WS3. Space all screws 318" minimum from panel or supporting member edge. WS4. Edge of openings through mots or wails shall be attached per boundary attachment requirements indicated in typical detail. WS5. See architectural roof plan to establish all elevations, openings, equipment and other requirements not indicated on structural drawings. WS6. Provide (2) layers of sheathing (one interior and one exterior) for all mechanical penthouse and roof stair shaft walls with less than 20' long well segments. SHALLOW FOUNDATION AND SLAB ON GRADE NOTES SF1. Design Soil Bearing Pressure: Spread Footings 3000 Psi Wall Footings 3000 Psi Wall Footings Below Basement Walls 2000 psi Retaining Walls, Perimeter Wells, and East Retail 3000 psi (Based on soils report prepared by Patriot Engineering May 10, 2006). SF2. Soil to be stripped, compacted and tested in accordance with the recommendations of the soils engineer and project specifications. SFS. Footings shall be placed on firm, undisturbed soil or on engineered fill. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural w crushed sand; ASTM D 2940; with at least 90 percent passing a 1-V24nch sieve and not mare than 12 percent passing a No. 200 slave. SF4. Basement slabs shell be placed on compacted, free -draining, frost -free drainage course. Drainage Course: INDOT No 8 stone. All fill shall be compacted to a minimum dry denaity of 95% of the modified Proctor maximum dry density (ASTM -D1557), placed in 64 to 8• lifts. Palo gravel may not be used as fill. Utility trenches and excavations under the foundations or slabs shall meet the same requirements. See soils investigation report for further recommendations. SF5. Undercutting at the soil for foundation and/or slab placement may be required. These drawings do not indicate the entim scope of undercutting, fill or bad soil removal that may be required to attain the design soil bearing pressures. it is the responsibility of the contractor to obtain a soils investigation report, before bidding, to assess the extent of excavation and compaction that may be required to meet the design cromr. The contractor shall retain the services of a soils engineer to monitor all backfilling operations and to inspect footing bearing material. A report cartified by the soils engineer shall be furnished to the arohitect/angineer verifying that all foundations were placed on a material capable of sustaining the design bearing pressures. SF6. If dewatering is required, sumps shall not be placed within the foundation excavation. SFT Maintain a maximum slope between adjacent footing bearing elevations of 2 horizontal to 1 vertical. Maintain a 2 horizontal to 1 vertical slope next to existing foundations to avoid undermining foundations. SFB. No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings. SF9. Shallow foundations may be earth -formed where the excavation permits. If earth -forming is used, add 2• to the width and length of all foundations. SF1 0. The bottom of all foundations shall be a minimum of 36" below final grade. MASONRY AND REINFORCED MASONRY NOTES Mi. 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 shell 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 archite tryongineer. Mortar shall not be used for grouting cores or filling bond beams. M3. All block shall be layed 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 a mhitacturel and specifications %r 811 n pe control intlocetion . s Reinforcing in bond beams shall n9 he discontinuous at control joints. M7. Provide ladder type horizontal joint reinforcement at 16" o.c. Side rods and cross rods shall be #9 wire, galvanized, sae specifications. CN 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 Mock shall be made with Hilb HX 112" diameter x 3" sleeve anchors, unless noted otherwise. Anchors shall be installed per manufacturer's recommendations. li Sae 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, noni bearing masonry wells over 12'-0" high, shall be supported on footing or grade beam. 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. PRECAST CONCRETE ELEMENT NOTES PCI. The minimum 28 day compressive strength of all precast elements shall be 6000 Psi. PC2. Seearchitectural drawings for all architectural finishes, textures, reveals, etc. All embeds may not b e indicated on structural drawings. See other trade drawings for required embeds. PC3. Coordinate with Architectural, Mechanical, Electrical, Plumbing, Civil plans for openings and penetradon l to be cast into pre -cast elements. PC4 PRECAST CONCRETE WALL PANELS A. All panels shall be prestressed and capable f supporting their own deed loa d as well as the specified live load. Panels shall be designed by the PC manufacturer. B. PC manufacturer shall design wall panels as shear walls for the reactions indicated an the drawings. PC5 PRECAST CONCRETE COLUMNS A. All columns shall be prestressed and capable of supporting their own dead load as well as the specified superimposed loads. Columns shall be designed by the PC manufacturer. S. PC manufacturer shall design columns in conjunction with adjacent shear wells to act as composite units. PC6 PRECAST CONCRETE DOUBLE TEE AND INVERTED TEE BEAMS A. All beams elements shell be prestressed and capable of supporting their own dead load as well as the specified superimposed loads. All beam elements shall be designed by the PC manufacturer. B. Camber all beam elements to PCI standards. MASONRY ANCHORAGE M1. All attachments to masonry shall be made with HIM anchors as scheduled below unless noted otherwise. Anchors shall be installed per manufacturers recommendations. M2. At steel connections to masonry construction, provide the following hole diameters in steel elements to accommodate field tolerances: 1/2" anchors: 9116" die std, 13/16" die w/ 1/4k2"xP weld washer where noted. 3/4' anchors:13/16" die std, 1" die w/ 3181 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 wed washer typically with 3116" fillet weld. M4 Type 1-A: Grout Filled Concrete Block. 3,1 5/8" embedment HIT, or A36 threaded rod, secured with Hifti HY150 epoxy. Design values: 37401b T, 2020111b V. Type 1-B:Hollow Concrete Block (NW or LW). 1/2"x2"embedment HIM HIT -A rod w/screen tube and Hilti HY20 epoxy. Design values: 5251b T. 1230 lb V. Type 1-C:Ho11ow Concrete Block ThrougfMolt. 311 or 13" Hilt! HIT, or A36 threaded rod, w/ HIM HY20 epoxy, screen tube, steel sleeve, 3181 plate washer. Design values: 14001b T, 18001b V. Type 1-D:Grout Filled Concrete Block. 3/4N4-314" embedment Hill Kwik Bolt 11 expansion bolt. Design values: 1620T, 3110V (-16" fmm edges) M5. Type 2-A:Hollow Bride and Clay Tile. 1 /2"x3-3/8" embedment Hilt HIT -A, or A36 threaded rod, w/ Hili HY20 epoxy and admen tube. Design values: 7751b T, 13751b V (Brick) 150lb T, 5001b V (Clay tile) Type 2-B:Hollow Brick and Clay Tile. 1/2"x3-3/8" embedment Hill HIT -A, or A36 threaded rad, w/ Hili HIT -I insert, Hili HY20 epoxy, screen tube. Design values: 11601b T. 16351b V (Hollow Brick) 185lb T, 5001b V (Clay Tile) Type 2-C:Mu1 6 wythe Brick through -brit. 314"x8"embedment Hili HIT, or A36 threaded rod, w/ Hllti HY20 epoxy, screen tube, steel skews, 3/8•.6'x6" platewasher. Design values: 14001b T, 18001b V. Type 2-D: Muliwythe Brick, voided wythes. 3/4"x8"embedment Hilo HIT, or A36 threaded rod, w/ Hili fill epoxy, screen tube, steel sleeve. Design values: 8001b T, 14001b V. AUTOCLAVED AERATED CONCRETE IAAC) NOTES AACi. All Autoclaved Aerated Concrete units shall be strength dans AAC-4. AAC2. Leveling bed mortar shall be Type M. AAC3 All block shall be laid in a running bond Pattern. AAC4 Course grout shall be used were grouting is required. Slump shall be W +/-1". Minimum grout compressive strength shall be 3000 p.s.i. AAC5. All reinforcing shall be ASTM A615 Grade 60 (Fy=60 ksi). Lap all reinforcing a minimum of 48 bar diameters. AAC6. See architectural and specifications for all control joint locations. Reinforcing In bond beams shall be discontinuous at coni joints. .1. Provide "L" bars at all bond beam comers as required. AAC8. All attachments to AAC shall be made with 1/2" diameter thou bogs with 2' minimum washers. AAC9. All cores with reinforcing steel shall be grouted solid. AAC10 Provide 112' gap between top of AAC and underside of structural steel booms to allow for deflection of beam. STRUCTURAL STEEL NOTES SSR. All structure! steel shall combos to the following W Shapes ASTM A992, Grade 50. Angles, Channels, Plates, Bars ASTM A36 (Fy=36 ks!) Plates at Moment Connections ASTM A992, Grade 50 HSS Tubes ASTM A500, Grade B (Fy=46 ksi) HSS Pipes ASTM A500, Grade 8 (Fy=42 on) Anchor Rods ASTM F1554, Grade 36 SS2. All steel shall be detailed, fabricated and erected in accordance with AMSC "LOAD & RESISTANCE FACTOR DESIGN FOR STRUCTURAL STEEL BUILDINGS" and the "CODE OF STANDARD PRACTICE", Third Editio, SS3. 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 -fight 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 SSS. All headed concrete enctors shall be ASTM AIDS (Fy-50 ksi), 3/4" diameter x 4" alar 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. SST. 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 unfil all permanent "feral support is in place. SS9. Structure Stability: The entire roof and/or floor clacking materials must be fully erected and connected to the supporting steel before temporary, erection bracing is removed. GENERAL NOTES G1. BUILDING CODES: Model: International Building Code 2000 Local: Indiana Building Code 2003 Steel: American Institute of Steel Gonstmdion, LRFD 2nd Edition Concrete: American Concrete Institute, 318-99. G2. DESIGN LOADS: ROOF: Overbuild Dead Load: 10 Psf Live Load: 25 pst Uplift: Sae SB601 Roof Dead Load: 30 psi Live Load: 25 psi Uplift: Sae SB601 Mechanical Chase Dead Load: 15 psi Live Load: 50 psf Mechanical Penthouse Dead Load: 90 pat Live Load: 150 psf Third Flow Offica Dead Load: 70 psf Live Load: 80 psf Partition Load: 20 psf Second Floor Office Dead Load: 90 psf Live Load: 80 psf Partition Load: 20 psf First Flow Dead Load: 240 psf Live Load: 100 pat Partition Load: 20 pef Note: Live Load Reduction taken where Permitted by code. SNOW Flat Roof Snow Load: 25 psf Snow Exposure Category: Partially Exposed Snow Exposure Factor. B 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 ES 0005 Seismic Importance Fedor 1. Spectral Response, Sds: 0.144 Spectral Response, Si 0.101 Site Class: C Basic Building System: 3. Moment Resisting Frame Systems Basic Resisting System: 3G. Ordinary Reinforced Concrete Moment Frames 3D. Ordinary Steel Moment Frames Design Base Sheer. 0.046 W Analysis Procedure: Equivalent Lateral Force G3. Reactions and forces indicated are Load Factor Resistance Design Loads. G4. R Dmwin n s and specifications a in g re conflict the most stringent ant restrictions and tl requirements shall govern. Contractor recto shall brio all discrepancies acre orioles ta the attention f 9 Do the engineer immediately. G5. Verify all existing conditions prior lo any construction or fabrication. if different than shown, notify agineedarchitect immediately for modification of drawings. G6. All contractors, are required to coordinate their work with all disciplines to avoid con8ids. 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 contradofs 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 contrarian 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, dude, 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 depils may not be cul on the plans, but apply unless noted otrienwise. G9. Provisions for future expansion: Vertical: None Horizontal: Nora SPECIALTY STRUCTURAL ENGINEER REQUIREMENTS SSE1. A Specialty Structural Engineer (SSE), registered in the state of the project, shall be responsible for the structural design of the following items. The structural design of the items shall meet the requirements of these construction documents. 1. All Cold Formed Steel Trusses and Cold Forward Steel Framing 2. All Stair Systems 3. Precast Concrete REINFORCED CONCRETE NOTES (Foundations Slabs & Walls) RC1. All concrete shall have the following 28 day compressive strengti\s: LOCATION STRENGTH AIR ENTRAIN. Wall Footings, Spread Footings: 3000 psi 2% First flow elevated slab and beams, all concrete below frost line, exterior slabs, piens, walls, columns, grade beams, concrete exposed to ireuroh eco: 4000 psi 6% Pile Caps: 4010 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. RCA. Chamfer edges of exposed concrete 3/1 unless noted otherwise. RCS. 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 space. RCE All welded wire fabric shell conform to ASTM A185, Fy(min) of 65 ksi. All welded wire fabric laps shall be 8". RC7. All finished concrete, concrete formwork and felsework shall be in accordance with ACI 301-99. Contractor is solely responsible for the design and construction of all formwork, falsework and shoring. PGB. 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' Elevated Slabs 3/4" Columns 2" Beams 1Yz" RC9. Provide sleeves far all openings in grade beams or wells to totally separate pipe from concrete. AUGER -CAST PILE NOTES ACP1. All piles shell have a diameter of 18", unless noted otherwise. ACP2. Minimum 28 day compressive strength of grout = 4,000 psi. ACP3. Allowable working capacity of each individual pile = 120 tons compression, 15k shear and 1001, tension. (Based on soils report prepared by Patriot Engineering). ACP4. Extend auger teat piles into bottom of caps, grade beams and foundations 4". ACP5. Owners Representative shall have a soils engineer on site to keep piling logs and verify pile capacities. All logs and reports shall be cartlfied by the soils engineer and copies provided to the architect and engineer. ACP6. Base Bid - All piles shall be installed to a length of 53'-0" for and bearing condition. CARMEL CITY CENTER PEDCOR DESIGN GROUP Architecture / Project Managment 335 Ridgepoint Drive CartmeCartmelIndiana 46032 317.705.7979 (phone) 317.705.7980 (fax) u..... q, ° tic "JOEY `�. E4\4TEq�o�' No. a 860325 STATE OF F {JJYyJJJJGG� ..LMDi r. MCCOMAS F N ruueir corer ersnas uR I caecu G I, Is KEY PLAN SCALE: NTS PLAN NORTH Developer. P E D C O R ii amli DEVELOPMENT CO. Project: W Z W Um CU C C U a E W o0 5 U NOW BID SET B.200 Issue Date Drawn By Checked By 2/0 4/06 -KM JAF Revisions: STEEL DID 5ET 5.200 05/23/08 1 ADDENDUM #001 06/2- ESI 4003 07/17/08 E51#005 09/I I/OB Project Number. 25051 Sheet Title: GENERALNOTES &LEGENDS Sheet Number 511401