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Home My WebLink AboutS-400-TYPICAL FRAMING DETAILS#3 #4 #5 #6 #7 #8 #9 #10 #11 BAR SIZENOTES: 1) THE SCHEDULE INCLUDES SPLICE AND DEVELOPMENT LENGTHS WHICH SATISFY THE PROJECT REQUIREMENTS AND THE FOLLOWING CRITERIA: fy = 60,000 psi (75,000 psi FOR #14 AND #18 BARS). CONCRETE WEIGHT = 150 lb/cu.ft. TENSION DEVELOPMENT AND LAP SPLICE LENGTHS ARE DIVIDED INTO TWO CATEGORIES WHICH SHALL BE APPLIED AS FOLLOWS: CATEGORY I CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN db, CLEAR COVER NOT LESS THAT db, AND BEAM STIRRUPS OR COLUMN TIES THROUGHOUT Ld NOT LESS THAN THE CODE MINIMUM OR CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN 2db & CLEAR COVER NOT LESS THAN db. CATEGORY II BARS NOT COVERED BY CATEGORY I 2) USE COMPRESSION LAP SPLICE LENGTH (LCS) AT ALL COLUMN SPLICE LOCATIONS NOT SPECIFICALLY DETAILED AND UNLESS INDICATED OTHERWISE ON PLANS OR DETAILS. USE TENSION LAP SPLICE LENGTH (LTS) FOR ALL OTHER SPLICES (UNLESS OTHERWISE SHOWN ON DRAWINGS). 3) THE STANDARD LAP SPLICE (0.0005 X fy X D) IS USED FOR COMPRESSION SPLICES AND THE CLASS "B" SPLICE IS USED FOR TENSION SPLICES. THE CONTRACTOR MAY SUBMIT LESSER SPLICE LENGTHS FOR REVIEW AND APPROVAL AT THE SAME TIME PROVIDING THE FOLLOWING INFORMATION. A. DETAILS PREPARED AND SUBMITTED BY THE CONTRACTOR INDICATING LOCATION AND PROPOSED LAYOUT OF REBARS AND LENGTHS OF SPLICES. B. WHERE THE SIZE AND NUMBER OF TIES OR SPIRALS PERMIT THE REDUCTION OF LAP LENGTH, THOSE BARS SHALL BE INDICATED ON THE DETAILS. C. WHERE COMPUTED STRESS VALUES PERMIT THE REDUCTION OF LAP LENGTH, COMPUTATIONS SHALL BE SUBMITTED FOR REVIEW. D. THE APPLICABLE SECTION OF THE ACI CODE PERMITTING THE LESSER SPLICE LENGTH SHALL BE INDICATED ON THE SUBMITTED MATERIAL. 4) TOP BARS ARE HORIZONTAL BARS PLACED SO THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 5) WHERE BARS OF DIFFERENT SIZE ARE TO BE SPLICED, THE SPLICE LENGTH FOR ALL BARS SHALL BE THAT REQUIRED FOR THE LARGEST. 6) WHEN LIGHTWEIGHT CONCRETE IS USED, THE VALUES LISTED IN THE TABLE FOR TENSION DEVELOPMENT + LAP SPLICE LENGTHS SHALL BE INCREASED BY 30%. 7) WHEN REINFORCING BARS ARE EPOXY-COATED, ALL VALUES IN THE TABLE SHALL BE INCREASED BY 50%. 8) COMBINATIONS OF EFFECTS DUE TO CONCRETE WEIGHT AND EPOXY BARS ARE CUMULATIVE. LD SHALL BE MULTIPLIED BY EACH FACTOR TO FIND THE CORRECT VALUE. 9) ACI DOES NOT PERMIT LAP SPLICES OF #14 OR #18 BARS. BARS OF THIS SIZE SHALL BE COUPLED BY ACCEPTABLE MECHANICAL MEANS, WHICH ARE RATED TO DEVELOP 125 PERCENT OF Fy OF THE BAR. COMPRESSION DEVELOPMENT LENGTHSTANDARD LAP SPLICE LENGTH12 15 19 23 27 30 34 39 43 8 11 14 17 19 22 25 28 31 TABLE OF DEVELOPMENT AND LAP SPLICE LENGTH (IN INCHES) #18 #14 38 50 NOTATIONUSED ONDWG.LCD LCS LD LTS 101 78152 117 22 17 29 22 36 28 43 33 63 48 72 55 81 62 91 70 101 78CATEGORYSEE NOTE 133 43 54 64 94 107 121 136 151 25 43 33 56 41 70 50 84 72 122 82 139 93 157 105 177 116 196 29 37 47 56 81 93 105 118 131 19 14 31 24 37 28 54 42 62 48 70 54 78 60 87 67 28 46 55 81 93 104 117 130 25 19 37 21 36 28 48 36 60 43 72 62 105 72 121 80 136 90 153 100 170 24 36 40 48 70 81 90 102 113 25 17 37 33 54 48 62 55 70 78 87 37 55 81 93104 117 130 19 28 31 2846 25 19 41 32 50 38 72 56 83 64 13 21 25 37 42 22 17 43 33 63 48 72 55 78 60 32 65 94 108 117 36 2854 25 41 50 72 83 90 33 54 64 94 107 121 136 151 43 22 36 43 63 72 81 91 101 29 I II I II I II I II I II I II I II I II I II I II I II I IICATEGORYSEE NOTE 1CATEGORYSEE NOTE 1CATEGORYSEE NOTE 1TOP BARSOTHER BARSTOP BARSOTHER BARSTENSION (f'c = 3,000 psi)CATEGORYSEE NOTE 1CATEGORYSEE NOTE 1CATEGORYSEE NOTE 1CATEGORYSEE NOTE 1TOP BARSOTHER BARSTOP BARSOTHER BARSTENSION (f'c = 4,000 psi)CATEGORYSEE NOTE 1CATEGORYSEE NOTE 1CATEGORYSEE NOTE 1CATEGORYSEE NOTE 1TOP BARSOTHER BARSTOP BARSOTHER BARSTENSION (f'c = 5,000 psi) 62 47 92 71 120 80 62 92 70 54 105 81 137 91 70 105 LD LTS LD LTS 22 17 32 25 42 28 3222 DEVELOPMENT LENGTH LAP SPLICE LENGTHDEVELOPMENT LENGTH LAP SPLICE LENGTHDEVELOPMENT LENGTH LAP SPLICE LENGTH (IN INCHES) TABLE OF HOOKED BAR DEVELOPMENT LENGTHS BAR #3,000 psi f'c 4,000 psi 5,000 psi 3 6 6 6 4 8 7 6 5 10 9 8 6 12 10 9 7 14 12 11 8 16 14 12 9 18 15 14 10 20 17 16 11 22 19 17 NOTES: 1) CONCRETE SIDE COVER ON BARS ¢ 2.5". 2) FOR EPOXY-COATED BARS, MULTIPLY TABULATED VALUES BY 1.3. 4d #3 - #812 dbdbb 5d #9, #10, #11 6d #14 b b 2'-2 1 /2"dhd b 4d ¢ 2 1/2"b START OF DEVELOPMENT l dh l 14 33 29 26 TYPICAL VERTICAL CONSTRUCTION JOINT IN CONCRETE WALL TYPICAL VERTICAL CONTROL JOINT IN CONCRETE WALL 3" TYP. EQ.EQ. EQ. 1 1/2" KEY 3" TYP. CUT ALTERNATING HORIZONTAL BARS AT JOINTS ON EACH FACE WHERE BARS ARE #5 OR SMALLER PROVIDE KEY WHERE CONST. JOINT OCCURS AT CONTROL JOINT INTERIOR FACE EXTERIOR FACE VERT. REINF. 3/4"x3/4" V-JOINT (SEE ARCH. DWGS. FOR SEALANT REQUIREMENTS) (TYP.) INTERIOR FACEHORIZ. REINF. VERT. REINF. (PROVIDE @ 30'-0" o/c MAXIMUM FOR EXPOSED WALLS) HORIZ. REINF. (CONT. THROUGH JOINTS) . 4" 4" 4" 3 1 /4" .EQ. EQ. EQ. 4" 4" 4" EXTERIOR FACE 3/4"x3/4" V-JOINT (SEE ARCH. DWGS. FOR SEALANT REQUIREMENTS) (TYP.) TYPICAL ELEVATOR GUIDE RAIL SUPPORT BETWEEN SEPARATOR BEAMS & FOR COUNTERWEIGHTS NOTES: 1) THIS DETAIL TO BE USED AS REQUIRED. G.C. TO COORD. w/ ELEVATOR MFR. THE MAX. ALLOWABLE VERT. SPANS OF SPECIFIC RAIL TYPE. 2) G.C. TO COORDINATE w/ ELEV. MFR. QUANTITY AND LOCATION OF HSS. BEAM (TYP.) ž3x3x5/16x0'-3" (TYP.) HSS 12x4x1/4 RAIL SUPPORT. RAIL TO BE ATTACHED TO HSS PER ELEV. MFR.G.C. TO COORDINATE SPACING6"12" 3/16 TYP.3/16 TYP. TYPICAL ELEVATOR SEPARATOR BEAM CONNECTION TO CONCRETE WALL ™ 1/2x8x1'-4" w/ ž4x4x3/8x0'-6" BOTH SIDES CONCRETE WALL (4) 3/4"Øx5" HEADED STUDS @ 4" o/c E.W. SEPARATOR BEAM TYPICAL DETAIL FOR OPENINGS IN WEB OF STEEL BEAMS 3xd 4d H L ® OPENING® OPENING 1/2 OF OPENING HEIGHT, TOP & BOTT., 2" MIN. (TYP.) 2'-0 3/8"D= MINIMUM CLEAR @ CONNECTION OR POINT LOAD, TYP. EDGE OF CONNECTION MATERIAL TYP. 1/ 2" MAX. 1/2" MAX. TYP. 3xL SEE PLAN FOR BEAM SIZE NOTE: ALL HOLES IF POSSIBLE SHALL BE LOCATED IN THE MIDDLE THIRD OF SPAN. 1) IF THE OPENING IS IN THE MIDDLE THIRD OF THE SPAN AND: a) "d" OR "L" OR "H" IS 1/4 D OR SMALLER - NO REINFORCEMENT IS REQUIRED. b) "d" OR "L" OR "H" IS LARGER THAN 1/4 D BUT SMALLER THAN OR EQUAL TO 1/3 D - ADD WEB REINFORCING PLATE SAME THICKNESS ON ONE SIDE ONLY (3/8" MIN.). c) "d" OR "L" OR "H" IS LARGER THAN 1/3 D - SEE STIFFENER REINFORCEMENT DETAIL. 2) IF THE OPENING IS LOCATED OUT OF THE MIDDLE THIRD OF THE SPAN AND: a) "d" OR "L" OR "H" IS 1/6 D OR SMALLER - NO REINFORCEMENT IS REQUIRED. b) "d" OR "L" OR "H" IS LARGER THAN 1/6 D BUT SMALLER THAN OR EQUAL TO 1/4 D - ADD WEB REINFORCING PLATE SAME THICKNESS ON ONE SIDE ONLY (3/8" MIN.) c) "d" OR "L" OR "H" IS LARGER THAN 1/4 D - SEE STIFFENER REINFORCEMENT DETAIL. (UNREINFORCED OR DOUBLER PLATE REINFORCING)dD3 1 3 / 1 6 " 1/4 TYP. TYPICAL MINIMUM SEISMIC REINFORCEMENT FOR ALL MASONRY WALLS OTHER THAN SHEAR WALLS NOTES: 1) FILL ALL CORES WITH REINFORCING BARS WITH 3000 PSI GROUT. 2) THIS IS MININIMUM REINFORCEMENT REQUIRED. SEE WALL SECTIONS AND SCHEDULES FOR ADDITIONAL REINFORCING.16" MAX.(TYP.)6"2'-0@ 48" #4 DOWELS SLAB OR THICKENED FOUNDATION @ 16" o/c TYP. JOINT REINF. MIN. 9 GA. GALV. TRUSS TYPE HORIZ. PROVIDE HOT-DIPPED 1 5/1 6" 16" MAX.(TYP.)HORIZ. JT. REINF. (TYP.) 1 5 / 1 6 " CONTROL JOINT STOP HORIZONTAL JOINT REINFORCEMENT AT VERTICAL CONTINUOUS BOND BREAKER PREFORMED GASKET SEE ARCH. FOR SEALANT/JOINT FILLER PROVIDE MIN. ONE REINFORCING BAR ON EACH SIDE OF VERTICAL CONTROL JOINT. REINFORCING BAR SIZE TO MATCH TYP. WALL REINFORCEMENT SIZE TYPICAL VERTICAL CONTROL JOINT IN CMU WALLS .TYPICAL WELDED WIRE SUPPORT DETAIL OVER INFILL BEAMS SEE PLAN FOR SLAB DEPTH 3/4" COVER WELDED WIRE FABRIC DRAPED OVER BEAM BOLSTERS (TYPICAL) METAL DECK.SEE PLAN FOR SLAB DEPTH 3/4" COVER ADDITIONAL WELDED WIRE FABRIC OVER GIRDER WELDED WIRE FABRIC OVER BEAMS AT SLAB MID-DEPTH METAL DECK 2'-0" 2'-0" .... TYPICAL SLAB REINFORCING AT GIRDERS AND AT BEAMS/GIRDERS ALONG COLUMN LINES (FOR CONCRETE THICKNESS OVER COMPOSITE DECK NOT EXCEEDING 3 1/2") TYPICAL ROOF OPENING & RTU CURB SUPPORT DETAIL - BEAM SPACING GREATER THAN 6'-0" MC6x15.1 (TYP. 4 SIDES) FOR OPENING SIZES METAL DECK (TYP.) AND ARCH. ROOF PLAN SEE MECH. DWGS. AND LOCATIONS 1) PROVIDE AT PERIMETER OF ALL ROOFTOP MECHANICAL UNITS 2) FOR OPENINGS LARGER THAN 6" UP TO 12", AND ROOF OPENINGS LARGER THAN 12" SQ. AS REQUIRED. (PROVIDE ž3x3x5/16 AT ROOF SUMPS) OR SCREWED w/ SHEET METAL SCREWS @ 6" o/c. PROVIDE 2'-0"x2'-0"x0.071" STEEL ™ WELDED TO DECK, NOTE: 2'-1 1 /8" SS ROC PROFE.AI GNNIOLAE RER SASTATE OF 860325 NNID No. A ENI R M IED EG N TSE Y MOC DE c SHEET TITLE SHEET NUMBER RATIO 101 South Pennsylvania Street Indianapolis, Indiana 46204 317-633-4040 Architect McComas/O'Donnell & Naccarato Structural Engineer Civil Engineer Mechanical / Plumbing Design/Builder 1717 E. 116th Street, Suite 200 Carmel, Indiana 46032 317-580-0402 Kimley Horn 250 East 96th Street, Suite 580 Indianapolis, Indiana 46240 DEEM LLC 6831 E 32nd Street Indianapolis, Indiana 46226 KEY PLAN B A HOTEL 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. TRAINING CENTER **-ALL DRAWINGS MARKED AS PART OF AN "EARLY" SUBMISSION PACKAGE ARE ISSUED PRIOR TO COMPLETION OF OTHER DESIGN DISCIPLINES INCLUDING BUT NOT LIMITED TO ARCHITECTURAL OR MECHANICAL DESIGNS; AND AS SUCH, ARE INCOMPLETE BY NATURE FOR THE COMPREHENSIVE SCOPE OF THE PROJECT. ALLOWANCES FOR STRUCTURAL ELEMENTS REQUIRED DUE TO THE COMPLETION AND CROSS-COORDINATION OF ALL OTHER DISCIPLINES SHOULD BE MADE. 1717 EAST 116TH STREET | SUITE 200 | CARMEL, IN. 46032 (317) 580-0402 | WWW.O-N.com | Project No. 7167.0013.00 SHELL & CORE PERMIT SET 10/15/21 Electrical Design/Builder Barth Electric Co., Inc. 1934 N. Illinois Street Indianapolis, Indiana 46202 10/15/2021 2:23:27 PMS-400 TYPICAL FRAMING DETAILS 21040.000 Republic Airways Training Center 12195 N. Meridian St. Carmel, Indiana 46032 1 DESIGN DEVELOPMENT 10/01/21 2 CONSTRUCTION DOCUMENTS 10/15/21 10/15/21 10/19/22