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HomeMy WebLinkAboutAnchor Bolts PlanWORK' ORDER NONO PURCHASER: RF CONCRETE CONSTRUCTION _ MA VERICK BOA TS t 44454-45 o1 SHIP ANCHOR RF CONCRETE RU:--,-T/GN� ANCHOR BOLTS BY CECO BOLTS TO: 664 OLD DIXIE H/G VERO BEACH FL 32 YES NO ® ❑ CONTACT: CHUCK VALUE PHONE NUMBER: 1 2"0 THRD. DIA.0 NUT 1-1 DIA. Q J Cr ~ J _ o ROD LENGTH 12 1 /2" DIM."X" W _ to ID J e N — O J _ M 1 /4" °1 O a m R w cr O -i Cr W 112 / 121 / 15 16 t� MIN. A307 MACHINE BOLT A307 MACHINE BOLT DETAIL -A DETAIL-B DETAIL-C NOTES: w+ MINIMUM THREAD LENGTH. 1. DO NOT PAINT OR GREASE ANCHOR BOLTS '2. ONE NUT PER BOLT (INCLUDED IN WEIGHT) (LONGER THREAD LENGTH PER VENDOR'S STANDARD IS ACCEPTABLE) QTY. MARK BOLT BOLT **THRD. DIM. REMARKS WGT. TOTAL DIA.(0) LGTH. LGTH. "X'I WGT. 12 AB1 1/2" 6 1/2" 1 1/2" - SEE DETAIL -A (NO BEND) .41 4.92 40 AB3 3/4" 14" 2" 1/2" SEE DETAIL -A 1.42 56.80 16 AB5 1" 16" 3" 5/8" SEE DETAIL -A 3.94 63.04 16 AB6 1 1/4" 22" 3" 3/4" SEE DETAIL -A 8.40 134.40 AB7 1/2" 6 1/2" 1 1/2" - SEE DETAIL-B .41 AB8 - - - - SEE DETAIL-C .77 F-T NOTE: TOTAL WGT. 259.16 THE ABILITY OF THE CONCRETE TO DEVELOP THE CAPACITY OF THE BOLTS DEPENDS ON THE SIZE AND SHAPE OF THE FOUNDATION, THE STRENGTH OF THE CONCRETE, THE LOCATION OF THE BOLTS, AND THE LENGTH OF THE BOLTS. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO DETERMINE THE ADEQUACY OF THE CONCRETE AND PROPER REINFORCEMENT WITH THE BOLTS SUPPLIED. ABSHEET 1 15 99 LIST BY JOB NO. Ceco BuildingSyste ANCHOR BOLTS SAM 14454 -45 DATE SHT. NO. o ms A Robertson Ceeo Company 11/18/99 B2 OF 2 L,eco nultaing systems FRAME DESCRIPTION USER NAME:aleite DATE:11/17/99 2400 HighKay, 45 N., Columbus, MS 39703 fg JOB NAME:14454 FILE:14454_d.rfl PAGE: 1 3 SUPPORT R'EAtTIONS FOR EACH LOAD GROUP FRAME ID #01 LOCATION:frame lines 2-9 DOTE: All reactions are in kips and kip-ft. REACTION NOTATIONS :V f HL -^ IVL 1V1 LOAD GRMM RP.n[wTTeW macT o COLUMN LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 BASE PLATE 8.OX9.OXO.5 8.0X8.0X0.5 8.0X14.0X0.75 ANC. BOLTS (2)-1 1/4 (2)-1 (4)-3/4 LOAD GROUP HL VL LL HR VR LR H1 V1 L1 DL 1.5 2.9 0.0 -1.5 2.8 0.0 0.0 5.4 0.0 COLL 1.6 2.7 0.0 -1.6 2.7 0.0 0.0 5.7 0.0 DI1 1.4 4.5 0.0 -1.4 -0.1 0.0 0.0 4.8 0.0 D12 1.4 -0.1 0.0 -1.4 4.6 0.0 0.0 4.7 0.0 LL 6.6 10.6 0.0 -6.6M20. 0 0.0 22.8 0.0 SNOW 2.7 4.4 0.0 -2.70 0.0 9.5 0.0 LEQ 0.0 -2.3 -2.8 0.00 0.0 0.0 0.0 E4 -0.4 -0.1 0.0 -0.30 0.0 0.0 0.0 WL1 -16.6 -24.3 0.0 6.10 0.0 -36.4 0.0 WL2 -13.1, -14.6 0.0 2.60 0.0 -16.4 0.0 WL3 WL4 -5.6 -2.11 -14.9 -5.2 0.0 0.0 16.00 12.50 0.0 0.0 -36.6 -16.6 0.0 0.0 LWB1 -15.2 -39.5 -14.9 15.2 -24.4 -0.3 0.0 -51.1 0.0 LWB2 -15.31 -35.9 -14.9 15.0 -27.9 -0.3 0.0 -51.0 0.0 V4 E HR VR LOAD GROUP DESCRIp= Roof Dead Load DL COLL Roof Collateral Load DI1 Distributed Load [DIxx] D12 Distributed Load [DIxx] LL Roof Live Load SNOW Roof Snow Load LEQ Longitudinal Seismic Load EQ Lateral Seismic Load WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWB1 Longitudinal Primary Wind Load [base only] LWB2 Longitudinal Primary Wind Load [base only] ii t E i i CeCO Building Systems FRAME DESCRIPTION USER NAME:aleite DATE:11/17/99 PAGE: 1-4 2400, Highway 45 N., Columbus, MS 39703 fg JOB NAME:14454 FILE:14454_d.rfl SUPPORT REACTIONS FOR LOAD COMBINATION FRAME ID #01 LOCATION:frame lines 2-9 NOTE: 1] These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit state and include magnification factors when so required by the seismic provisions of the applcable code for ASD design. It is the responsibility of the foundation designer to apply the load factors and load combinations appropriate for the concrete founation design. 21 All reactions are in kips and kip-ft. REACTION NOTATIONS %P HL --'" � VL � V1 LOAD COMBINATION MAXIMUM REACTION TABLE ' COLUMN LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1. BASE PLATE 8.0X9.0X0.5 8.0X8.0X0.5 8.0X14.0X0.75 ANC. BOLTS (2)-1 1/4 (2)-1 (4)-3/4 LOAD COMB HL I VL I LL HR VR I LR H1 V1 L1 GRAVITY LOAD COMBIIW.TION 3 1 9.71 16.1 0.0 -70.71 16.11 0.0 0-0L 33.81 0.0 WTIM LnAn rYWRTNA9'TON 42 4.8 7.3 0.0 0.4 2.7 0.0 0.0 12.3 0.0 29 -15.1 -21.4 0.0 4.6 -12.4 0.0 0.0 -31.0 0.0 33 -13.7 -36.7 -14.9 13.8 -21.6 -0.3 0.0 -45.7 0.0 �31 -4.1 -12.1 0.0 14.5 -21.4 0.0 0.0 -31.2 0.0 40 -0.71 2.7 0.0 -4.6 7.2 0.0 0.0 12.4 0.0 34 1 -13.8 -33.1 -14 :91 13.5 -25.1 -0.31 0.0 -45.7 0.01 EARTHQUAKE LOAD COMBINATION 27 3.7 5.9.0.0 -2.9, S. 0.0 0.0 11.6 0..0 5 1.3 0.2 -2.8 -1.3 2.4 0:0 0.01 4.7 0.0 26 2.91 5.7 0.0 -3.7 5.9. 0.0 0.01 11.7 0.0 LOAD COMBINATION DESCRIPTION DL +LL +COLL 3 5. 0.875DL +LFQ 26 1.125DL +0.9844COLL +EQ 27 1.125DL +0.9844COLL -EQ 2:9 DL +WL1 31 DL +WL3 33 DL +LWB1 34 DL +LWB2 40 DL +COLL +SNOW +0.5WL2 42 DL +COLL +SNOW +0.5WL4 L4 ti iVR HR * CDS -VERSION V25 ON 03/26/99 AT 14:59:30 PAGE 44 *i 'JOB: 14454 run01 BY: a.Ieite FOR:SOUTHERN REGION MAIN BUILDING SIDE 4 ENDWALL COLUMN DESIGN ***** (ENDWALL.COLUMN REACTIONS). COL COLUMN BASE REACTIONS BY LOAD GROUP NUM D W+ W- 2 0.283 .0.000 0.000 V. 0.000 -5.148 5.633 HX 0.000 0.000 0.000 NY 3 0.295 0.000 0'.000 V 0..000 -5.173 5.661 HX 0.000 0.000 0.000 NY , 4 0.307 0.000 0.000 V 0.000 -5.617 6.164 HX 0.000 0.000 0.000 NY 5 0.308 0.000 .0.000 V 0.000 -5.621. 6.169 HX 0.000 0.000 0.000 NY 6 0.296 0.000 0.000 V 0.000 -5.185 5.675 HX 0.000 0.000 0.000 NY 7_ 0.2884 0.000 0.000 V 0.000 -5.169 5.657 HX 0.000 0.000 0.000 NY I=VERTICAL HX=HORIZONTAL MAJOR AXIS HY=HORIZONTAL MINOR AXIS IN KIPS