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HomeMy WebLinkAbout2016 Airport Anchor Rod Setting Plan (Box 3 #75)Anchor Rod Drawings 1) This drawing is for anchor rod placement only and is not foundation design. 2) Foundation must be square and level with all anchor rods true in size, location, and projection. 3) Projection shown must be held to keep threads clear of finished concrete. 4) This structural design data includes magnitude and location of design loads and support conditions, material properties, and type and size of major structural members necessary to show compliance with the Order Documents at the time of this issue. Any change to building loads or dimensions may change structural member sizes and locations shown. This structural design data will be superseded and voided by any future mailing. 5) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer, and are not provided by the manufacturer. 6) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise. FINISH FLOOR AT ELEVATION 100'-0 SWC „A„ EWB EWD SWC SWA EWB „B„ EWD SWA (H.S.) KEY PLAN ANCHOR BOLTS TO BE DESIGNED BY FOUNDATION ENGINEER USING DIAMETERS SHOWN IN THIS TABLE. ANCHOR ROD DESCRIPTION QUANTITY 4 "0 DIAMETER X 16 03 2 0 J w w I— (n L.L- O D O O KW 01, w w Cn LL- D O D O I N N AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS Specified Column Centerline Steel Line I f 1 /8„ {f3mm) ±1/4" (t6mm) I I I i (f3mm) I I --IL--� 1. f 1 8'" {t3mm ANCHOR ROD SETTING TOLERANCES t1 /8" (t3mm) Bottom of Base Plate * f 1 /2" f13mm) Base of Steel *Variation in Elevation to the Tops of Anchor Rods BASE PLATE AND ANCHOR ROD TOLERANCES I I J w w LL- I I � O BLD'G "A' I o co I I I BUILDING REFERENCE LINE I I I I w w V) w O I I � D 0 0 I BLD'G "B" I ~ 0 N N I I I I I N N I I 6-6 4" 16' — 0 16'-8 OUT/OUT OF STEEL ANCHOR ROD SETTING PLAN 4" --8 to] R 01 E g„ O C5 3" 4" Do O 0 I 3„ J wz F J En TYPICAL SECTION 4"0 ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 a g„ 0 3„ 4„ Do ` 00 MME w v z w UJ aI 3» _Z Jw = J — — m TYPICAL SECTION 4"0 ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 ME O � w 4- 0 � Y © O D ry z a ry 0 w ry CU Oo r7 0 Z 0 o� a O > Q r 0 x g n ,a U 0 o co m = o L a 0_ O J a_ N [/ >- D J :2 L.L- L? L? d Z Q Q VN 1--~� U 0 cr) `." N�¢�Q { p mom LIJ 4 cn ¢ cn .o 0 _ U U 0 iU o U Cn o L Z Z h-- Q ❑ ❑ F- z O U �'- C] W Li.l LL1 - U Z Q V} p w m J :Z IU LIJ UJ ri Scale: NOT TO SCALE Drawn by. JOM 3/18/1 C Checked by.- GAS 3/18/16 Proiect Engineer: DJR Job Number: 15—B-20726 Sheet Number. Fl of 2 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Brian A. Carmichael, P.E. Florida P.E. 67645 DRST1 B ENST1 A w fi FRAME ID #1 USER NAME: DJRhoodes DATE: 3/18/16 PAGE-1-2 ss 22.5/10.771/8.333 20./16 JOB NAME:207266 FILE: from es-1-2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlinex 1 2 NOTE: All reactions are in kips and kip-ft. TIME.14:10:27 *-B 1 VR *-A LOAD GROUP REACTION TABLE * = 1 2 COLUMN *-B *-A LOAD GROUP HL VL LNL HR VR LNR DL 0.1 0.6 0.0 -0.1 0.6 0.0 LL 0.4 1.9 0.0 -0.4 1.9 0.0 COLL 0.1 0.5 0.0 -0.1 0.5 0.0 WL1 -3.1 -6.0 0.0 -1.2 -2.7 0.0 WL2 -3.3 -4.4 0.0 -0.9 -1.1 0.0 LWL1 0.2 -4.9 0.0 -0.1 -3.8 0.0 LWL2 0.2 -3.7 0.0 -0.1 -5.0 0.0 LWL3 -0.0 -3.3 0.0 0.2 -2.2 0.0 LWL4 -0.0 -2.1 0.0 0.2 -3.4 0.0 WL3 1.7 1 -2.4 0.0 3.2 -6.3 0.0 WL4 1.4 1 -0.8 1 0.0 3.5 -4.7 0.0 LOAD GROUP DESCRIPTION Roof Dead Load DL LL Roof Live Load COLL Roof Collateral Load WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load NOTES 1) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2) THE REACTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING LAYOUT (UNLESS NOTED OTHERWISE). a) A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH LOAD GROUP. b) RIGID FRAMES (1) GABLED BUILDINGS (a) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE LEFT SIDE OF THE BUILDING, AS SHOWN ON THE ANCHOR ROD DRAWING, FROM THE OUTSIDE OF THE BUILDING. (b) INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2) SINGLE SLOPE BUILDINGS (a) LEFT COLUMN IS THE LOW SIDE COLUMN. (b) RIGHT COLUMN IS THE HIGH SIDE COLUMN. (c) INTERIOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. c) ENDWALLS (1) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE WALL FROM THE OUTSIDE. (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d) ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDATION ENGINEER. e) ANCHOR RODS ARE ASTM F1554 Gr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. f) X-BRACING (1) ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN IN THE REACTION TABLES. (2)FOR IBC AND UBC BASED BUILDING CODES, WHEN X-BRACING IS PRESENT IN THE SIDEWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ AND RBDWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR, go. (3)FOR CANADA BUILDING CODE (NBC), WHEN X-BRACING IS PRESENT IN THE SIDEWALL OR ENDWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ & RBDWEQ) ARE MULTIPLIED BY FORCE REDUCTION FACTOR, Rd, WHEN SPECIFIED SHORT -PERIOD SPECTRAL ACCELERATION RATIO IEFaSa(0.2) IS GREATER THAN 0.45. 3) REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. a) FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 IBC OR 2010 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS ARE AT A STRENGTH VALUE WITH A LOAD FACTOR OF 1.0. THE MANUFACTURER DOES NOT PROVIDE "MAXIMUM" LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION DESIGN. is r) U`D U O Qj I CV OrY w U O O a� Y rz O rY Z a iz W oa C 0 C 0 .y n� CC ri d- r � a o C O o >' o t: o , as x � � O U m O J i 2, O p r o a O d. U< J a- U O n � Z J W Z z za El Vl� a F�� z U t/l�(n �QQ a- O . . to Q V) O O _ I U U y __J C C Q O Lo L U O (tZ LZ F U Q ❑ ❑ rY I- Z O _J U LL >n W Lam! r3 LL1 U Z <t O (/ C3a O � O w m E I J U O ry Ci Qz:2i O Scale: NOT TO SCALE Drawn by JOM 3/18/16 Checked by.- GAS 3/18/16 Project Engineer: DJR Job Number: 15-B-20726 Sheet Number: F2 of 2 The engineer Whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Brian A. Carmichael, P.E. Florida P.E. 67645 DRSTIB ENSTIA . _ _Z r. 1 k. SE OF l r ��