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HomeMy WebLinkAboutS-201 - SCHEDULESDESIGN LOAD COMPONEN ARECONCRETE SLAB COLLATERAL 12" CONC VAULT LID4" SLAB ON GRADETOTAL DEAD LOAD TOTAL LIVE LOAD TOTAL LOAD (ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.) 50 75 75 50 150 100 175 100 6" SLAB ON GRADE150 75 10 10 110 165 265 100 150 40 ROOF PARKING SLAB75 10 110 180 70 PODIUMX 10 X X 40TYP. PARKING SLABCONCRETE BEAMS 25 25 CONCRETE COLUMN SCHEDULE MARK LEVEL C1 C2 C3 C4 NOTES: 1) f'c FOR ALL COLUMNS IS 5000 psi (U.N.O.). 2) DIMENSIONS & TIE SPACING INDICATED IN INCHES. 3) INDICATES CHANGE IN COLUMN ORIENTATION OR CHANGE IN FIXED FACE OF COLUMN. SEE DETAIL THIS SHEET AND SEE PLANS. 4) TIES TO BE PER TYPICAL DETAIL U.N.O. 5) COLUMN DIMENSION KEY: 3rd to ROOF VERT. REINF. SIZE 1st-3rd VERT. REINF. SIZE FDN.-1st VERT. REINF. SIZE 30"x30"24"x24"24"x24"N/A 2nd SCHEDULED DIM.1st. SCHEDULED DIM. 30"x30"24"x24"24"x24" (12) #11 #4@12" 30"x30"24"x24"24"x24" (12) #11 #4@12" TIES TIES TIES (12) #9 #4@9" (12) #9 #4@9" (12) #11 #4@12" (12) #11 #4@12" 24"x24" 24"x24" (8) #9 #4@9" (8) #9 #4@9" f'c=6000psi f'c=6000psi C5 30"x30" 30"x30" 30"x30" (20) #11 #4@12" (20) #11 #4@12" C6 32"x32" 32"x32" 32"x32" (24) #11 #4@12" (24) #11 #4@12" (12) #11 #4@12" (12) #9 #4@9" (12) #11 #4@12" (20) #11 #4@12" (24) #11 #4@12" N/A N/A HOLD THIS FACE CONSTANT AS DIMENSION VARIES TYPICAL CONCRETE COLUMN NOTE: COLUMNS WITH FACE(S) TO BE HELD CONSTANT ARE SHOWN ON PLANS. LATERAL LOAD DESIGN SNOW DESIGN LOAD INTERNATIONAL BUILDING CODE 2012/ASCE 7-10 WIND LOAD SEISMIC LOAD INTERNATIONAL BUILDING CODE 2012/ASCE 7-10 1.3 TABLE 7-3tCTHERMAL FACTOR SECTIONSEISMIC BASE SHEAR 12.8.1 SECTION II d D1 DS TABLE 1604.5 SECTION 1609.4.3 FIGURE 1609 B II 115 - V TABLE 12.2-1 12.2-1 TABLE TABLE 12.2-1 20.3-1 TABLE SECTIO N 11.6 TABLE 1604.5 SECTION 1613.3.4 1613.3.40.158 0.131 B D C R - - - - S S DEFLECTION AMPLIFICATION FACTOR RESPONSE MODIFICATION COEFFICIENT SEISMIC FORCE-RESISTING SYSTEM SITE CLASSIFICATION SEISMIC DESIGN CATEGORY OCCUPANCY CATEGORY (1) SECOND PERIOD SPECTRAL ACCELERATION SHORT PERIOD SPECTRAL ACCELERATION REFERENCEVALUESYMBOL ITEM WIND EXPOSURE CATEGORY RISK CATEGORY BASIC WIND SPEED (3 SEC. GUST) REFERENCEVALUE SYMBOL ITEM Pg Pf eC IMPORTANCE FACTOR SNOW LOAD 1.0 TABLE 1.5-2 TABLE 7-2 SECTION 7.3 FIGURE 1608.2 1.0 20 20 I SNOW EXPOSURE FACTOR FLAT-ROOF SNOW LOAD GROUND SNOW LOAD REFERENCEVALUE SYMBOL ITEM s TABLE 1.5-2IMPORTANCE FACTOR EI ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE SECTION 12.8 V 1385k 1.0 B.5 -N/S Direction C.7 -E/W Direction - 5 3 4 1/2 2 1/2 TYPICAL A.B. A.F.F. ADDL. ALT. ARCH. B.C.E. B.O. BLDG. BM. BOTT. BRG. BSMT. BTWN. ® CANT. CMU COL. CONC. CONN. CONT. CTRD. DWG. E.F. E.O.D. E.O.S. E.W. EA. EL. ELEV. EMBED. EQ. EQUIP. EWB EX. EXIST. EXP. EXT. FDN. FIN. FLR. FT. FTG. GA. GALV. H.P. HORIZ. I.F. IN. INFO. INT. JT. L.P. L.W. LLH LLV LWB M.E.P. M.S.T. MAX. MECH. MEZZ. MFR. MIN. MISC. N.T.S. N.W. o/c ™ PC PSF PSI PTN. REINF. REQ'D. RET'G. S.F. S.O.G. SCHED. SECT. SIM. SPECS. STIFF. STRUCT. SWB T&B T. T.O. T.O.C. T.O.S. T.S. TCELE TCERE TDS THK. TYP. U.N.O. V.I.F. VERT. W.R.T. w/ WWF ANCHOR BOLT ABOVE FINISH FLOOR ADDITIONAL ALTERNATE ARCHITECT BOTTOM CHORD EXTENSION BOTTOM OF BUILDING BEAM BOTTOM BEARING BASEMENT BETWEEN CENTERLINE CANTILEVER CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONTINUOUS CENTERED DIAMETER DRAWING EACH FACE EDGE OF DECK EDGE OF SLAB EACH WAY EACH ELEVATION ELEVATOR EMBEDMENT EQUAL EQUIPMENT EACH WAY BOTTOM EXISTING EXISTING EXPANSION EXTERIOR FOUNDATION FINISH FLOOR FEET FOOTING GAGE GALVANIZED HIGH POINT HORIZONTAL INSIDE FACE INCHES INFORMATION INTERIOR JOINT LOW POINT LIGHT WEIGHT LONG LEG HORIZONTAL LONG LEG VERTICAL LONG WAY BOTTOM MECHANICAL ELECTRICAL PLUMBING METAL STUD TRUSS MAXIMUM MECHANICAL MEZZANINE MANUFACTURER MINIMUM MISCELLANEOUS NOT TO SCALE NORMAL WEIGHT ON CENTER PLATE PILE CAP POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PARTITION REINFORCEMENT REQUIRED RETAINING STEP FOOTING SLAB ON GRADE SCHEDULE SECTION SIMILAR SPECIFICATIONS STIFFENER STRUCTURAL SHORT WAY BOTTOM TOP AND BOTTOM TOP TOP OF TOP OF CONCRETE TOP OF STEEL THICKENED SLAB TOP CHORD EXTENSION LEFT END TOP CHORD EXTENSION RIGHT END TURN DOWN SLAB THICK OR THICKENED TYPICAL UNLESS NOTED OTHERWISE VERIFY IN FIELD VERTICAL WOOD ROOF TRUSS WITH WELDED WIRE FABRIC EWT EACH WAY TOP P/C PRECAST P.A.F. POWDER ACTUATED FASTENER BP_ BEARING PLATE GB_GRADE BEAM k KIP k-ft KIP-FEET MP_MASONRY PIER NBL NON BEARING LINTEL WP WALL PLATE WC WET COLUMN Ø MINIMUM CONCRETE WALL WALL DIRECTION REINFORCINGTHICKNESS 8"HORIZONTAL #4 @ 16" EACH FACE VERTICAL #4 @ 16" EACH FACE 10"HORIZONTAL #4 @ 16" EACH FACE VERTICAL #4 @ 16" EACH FACE 12"HORIZONTAL #4 @ 12" EACH FACE VERTICAL #4 @ 12" EACH FACE 14"#4 @ 12" EACH FACE #4 @ 12" EACH FACE 16"#4 @ 12" EACH FACE #4 @ 12" EACH FACE HORIZONTAL VERTICAL HORIZONTAL VERTICAL NOTE: THE REINFORCEMENT SHOWN SHALL BE PLACED IN CONCRETE WALLS UNLESS NOTED OTHERWISE. POST- TENSIONED CONCRETE BEAM ca PROFILE b MARK SIZE b x h b hPB1 16x36 25.5 4.5 25.5 24x40PB2 PB4 PB5 PB6 PB7 PB8 PB9 PB10 PB11 PB12 EFFECTIVE FORCE Fe (KIPS) BOTTOM REINF. CONT. CONT. TOP REINF. ADD'L AT END SUPPORTS ADD'L AT INTERMEDIATE SUPPORTS MID BARS EA. FACE #4 STIRRUPS EACH END SIZE & SPACING REMARKS 617 (4) #8 (4) #8 ..(2) #5 (1)@2", (15)@12", BAL@24". 16x36PB3 NOTES: 1) PROVIDE #4 AS REQ'D TO MAINTAIN HORIZ. CURVE IN CABLES. 2) FORCES ARE EFFECTIVE AFTER ALL LOSSES. 3) TENDONS REQUIRED TO PROVIDE THE EXTRA FORCE SCHEDULED FOR END SPANS ARE TO BE ANCHORED AT THE QUARTER POINT OF ADJACENT SPAN. 4) ALL TENDONS SHALL HAVE PARABOLIC DRAPE. 5) C.G.S. IS THE CENTER OF GRAVITY OF THE TENDONS MEASURED FROM THE MEMBER SOFFIT. SEE TYPICAL TENDON PROFILES. 6) ALL TENDONS SHALL BE UNBONDED. 7) PRESTRESSING SHALL COWORM TO ITS STANDARDS OF THE A.C.I. BUILDING CODE 318, LATEST EDITION. 8) TENDONS FOR PRESTRESSING SHALL CONFORM TO THE APPLICABLE ASTM SPECIFICATION A416 OR A421 AND SHALL BE 270K GRADE WITH A MINIMUM ULTIMATE STRENGTH OF 270,000 PSI AND A YIELD STRENGTH OF 240,000 PSI. 9) CONSTRUCTION JOINTS IN POST-TENSIONED MEMBERS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER. 10) THE STRENGTH OF CONCRETE AT TRANSFER, f'ci, SHALL BE ADEQUATE FOR THE REQUIREMENTS OF THE ANCHORAGES. THE MINIMUM STRENGTH AT TRANSFER SHALL BE 3,000 PSI. I1) SLAB BURSTING REINFORCING SHALL BE MINIMUM #4 TOP AND BOTTOM OONTMUOUS ALONG SLAB EDGE AS SHOWN OR LARGER IF REQUIRED BY POST-TENSIONING SUPPLIER'S SYSTEM. 12) PAINT EXPOSED STEEL WITH RUST INHIBITIVE PAINT AND FILL w/ NON-SHRINK, NON-METALLIC GROUT. 13) "*" INDICATES PROFILE ELEVATION IS TAXED FROM SOFFIT OF DEEPER MEMBER. 16x36 16x36 16x36 16x36 16x36 16x36 16x36 16x36 16x36 804 510 429 429 429 402 402 402 268 268 268 26.5 4.5 25.5 (10) #8 (4) #8 (3) #8 (7) #8 (3) #5 (1)@2", BAL@23". 25.5 4.5 25.5 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@19". 25.5 6.0 31.5 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". 31.5 4.5 31.5 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". 31.5 6.0 25.5 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". 25.5 14.5 35.5* (7) #8 (4) #8 .(2) #8 (2) #5 (1)@2", BAL@24". 35.5* 4.5 35.5* (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". 35.5* 7.75 25.5 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". 23.0 23.0 31.5 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". 31.5 4.5 31.5 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". 31.5 6.5 23.0 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". PB13 16x36 590 25.5 4.5 25.5 (4) #8 (4) #8 ..(2) #5 (1)@2", (12)@13", BAL@24". PB14 16x36 456 25.5 7.25 31.5 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". PB15 16x36 456 31.5 4.5 31.5 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". PB16 16x36 456 31.5 7.25 25.5 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". PB17 16x36 268 23.0 6.0 31.5 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". PB18 16x36 268 31.5 6.0 23.0 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". PB19 16x36 268 31.5 6.0 23.0 (4) #8 (4) #8 ..(2) #5 (1)@2", BAL@24". PBX 16x36 PBY 24x40 PBZ 24x36 CONCRETE SHEAR WALL SCHEDULE MARK LEVEL SW1 FDN.-3rd NOTES: 1) f'c FOR ALL WALLS IS 5000 psi U.N.O. 2) SEE PLANS FOR LOCATION. 3) COORDINATE LENGTHS AND LOCATIONS WITH ARCH. DRAWINGS. 4) PROVIDE MATCHING VERTICAL DOWELS INTO FOOTINGS/FOUNDATIONS. #6 @ 12" WALL THICKNESS HORIZ. REINF. EACH FACE VERT. REINF. EACH FACE #6 @ 12" 12" 3rd - ROOF WALL THICKNESS HORIZ. REINF. EACH FACE VERT. REINF. EACH FACE #4 @ 12" #5 @ 12" 12" f'c = 6000psi CONCRETE BEAM MID BARS (E.F.)TOP BARS REINFORCING STIRRUPS SIZE & SPACINGBOTT. BARS REMARKS MARK SIZE b x h b hCB1 12"x24" (3) #5 (3) #5 #4 @ 12" EACH END CB2 12"x24" (3) #5 (3) #6 #4 @ 12" CB3 12"x24" (2) #5 (3) #5 #3 @ 10"#5 @ 10" CONCRETE/STEEL LINTEL SCHEDULE (NON- BEARING WALLS) WIDTH OF OPENING UP TO 2'-11" 3'-0" TO 3'-11" 6'-0" TO 8'-0" (1) #4 TOP & BOTTOMž3 1/2x3 1/2x5/16 ž4x3 1/2x5/16 (1) #4 TOP & BOTTOM (1) #5 TOP & BOTTOM STEEL FOR EACH 4" OF WALL THICKNESS REMARKS REINF. CONC. FOR EACH 4" OF WALL THICKNESS ž6x3 1/2x5/16 NOTES: 1) ALL CONCRETE LINTELS SHALL BE 4000 PSI CONCRETE AT 28 DAYS WITH GRADE 60 REINFORCING 2) ALL STEEL LINTELS SHALL BE ASTM A-36. 3) FILL CMU VOIDS SOLID (2) COURSES BELOW LINTEL BEARING. 4) ALL LINTELS SHALL HAVE 8" MINIMUM BEARING U.N.O. 5) ALL CONCRETE LINTELS SHALL BE 8" DEEP, U.N.O. 4'-0" TO 5'-11"ž5x3 1/2x5/16 (1) #4 TOP & BOTTOM 8'-1" TO 10'-0"(1) #5 TOP & BOTTOMž6x3 1/2x3/8 STEEL LINTEL SCHEDULE NON- BEARING MASONRY VENEER WIDTH OF OPENING UP TO 5'-11" 5'-11" TO 9'-11" ž5x3 1/2x5/16 (LLV) ž5x5x5/16 STEEL FOR EACH 4" OF WALL THICKNESS REMARKS NOTES: 1) ALL STEEL LINTELS SHALL BE ASTM A-36. 2) FILL CMU VOIDS SOLID (2) COURSES BELOW LINTEL BEARING. 3) ALL LINTELS SHALL HAVE 8" MINIMUM BEARING U.N.O. 10'-0" TO 12'-0" ž5x5x1/2 CONCRETE BEARING WALL SCHEDULE MARK LEVEL CW12 FDN.-3rd NOTES: 1) f'c FOR ALL WALLS IS 5000 psi U.N.O. 2) SEE PLANS FOR LOCATION. 3) COORDINATE LENGTHS AND LOCATIONS WITH ARCH. DRAWINGS. 4) PROVIDE MATCHING VERTICAL DOWELS INTO FOOTINGS/FOUNDATIONS. #4 @ 12" WALL THICKNESS HORIZ. REINF. EACH FACE VERT. REINF. EACH FACE #4 @ 12" 12" 3rd - ROOF WALL THICKNESS HORIZ. REINF. EACH FACE VERT. REINF. EACH FACE #4 @ 12" #4 @ 12" 12" f'c = 6000psi CW20 #5 @ 12" #5 @ 12" 20" #5 @ 12" #5 @ 12" 20" SHEET TITLE SHEET NUMBER KITE Realty Group 30 S. Meridian Street, #1100 Indianapolis, Indiana 46204 Owner Republic Airways Holdings RATIO 101 South Pennsylvania Street Indianapolis, Indiana 46204 317-633-4040 Architect McComas/O'Donnell & Naccarato Structural Engineer Civil Engineer 8909 Purdue Road, Suite 300 Indianapolis, Indiana 46268 450 East 96th Street, Suite 175 Indianapolis, IN 46240 317-580-0402 Kimley Horn 250 East 96th Street, Suite 580 Indianapolis, Indiana 46240 PROJECT NO. SHEET ISSUE SEAL | DATE COPYRIGHT NOTICE: THIS ARCHITECTURAL AND ENGINEERING DRAWING IS GIVEN IN CONFIDENCE AND SHALL BE USED ONLY PURSUANT TO THE AGREEMENT WITH RATIO. NO OTHER USE, DISSEMINATION OR DUPLICATION MAY BE MADE WITHOUT PRIOR WRITTEN CONSENT OF RATIO. ALL COMMON LAW RIGHTS OF COPYRIGHT AND OTHERWISE ARE HEREBY SPECIFICALLY RESERVED. 450 EAST 96th STREET, SUITE 175, INDIANAPOLIS, IN 46240 (317) 580-0402 | WWW.O-N.com | Project No. 7167.0013.00 FOUNDATION PERMIT 07/08/2022 F.A. Wilhelm Construction 3914 Prospect Street Indianapolis, Indiana 46203 317-359-5411 Construction Manager Mechanical / Electrical/ Plumbing Engineer CIRCLE DESIGN GROUP 9229 Delegates Row #150 Indianapolis, Indiana 46240 BIM 360://22014-Republic Airways HQ/Republic_Garage-STRC-V21.rvt7/8/2022 3:35:37 PMS-201 SCHEDULES 21040.000 REPUBLIC CAMPUS - PARKING GARAGE 12195 N. Meridian St. Carmel, Indiana 46032 WALL FOOTING SCHEDULE MARK DIMENSIONS REINFORCINGWIDTH DEPTH F20.12 2'-0" 1'-0" (3) #4 LWB. #4@24" SWB F36.12 3'-6" 1'-0" (5) #4 LWB #4@24 SWB F90.20 9'-0" 1'-8" #6@12" EW T&B COLUMN FOOTING SCHEDULE (6,000 psf SOIL BRG. PRESSURE) MARK DIMENSIONS REINFORCINGLENGTH WIDTH THICKNESS F70 7'-0" 7'-0" 2'-0" (8) #6 EWB F90 9'-0" 9'-0" 2'-6" (8) #8 EWB F90A 9'-0" 9'-0" 2'-6" (8) #8 EWB & EWT F100 10'-0" 10'-0" 2'-8" (9) #8 EWB F106 10'-6" 10'-6" 2'-10" (10) #8 EWB & EWT F120 12'-0" 12'-0" 3'-2" (10) #9 EWB & EWT F126 12'-6" 12'-6" 3'-2" (11) #9 EWB & EWT F166 16'-6" 16'-6" 4'-0" (14) #10 EWB F190 19'-0" 19'-0" 4'-8" (20) #10 EWB & EWT F250 25'-0" 25'-0" 5'-10" (30) #10 EWB & EWT F174210 21'-0" 17'-4" 4'-8" #10 @ 10" EWB & EWT F176867 86'-7" 17'-6" 4'-8" #11 @ 8" SW T&B & (17) #11 LW T&B F180210 18'-0" 21'-0" 4'-8" #10 @ 10" EWB & EWT F260428 42'-8" 26'-0" 4'-8" #11 @ 8" EWB & EWT F310250 25'-0" 31'-0" 4'-8" #10 @ 10" EWB & EWT F740260 74'-0" 26'-0" 6'-0" #11 @ 8" EWB & EWT 1 FOUNDATION PERMIT 07/08/22 07/08/22 08/09/22