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HomeMy WebLinkAboutAnchor Rod Placement PlanAnchor 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 suppose 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 This structural design data will be superseded and voided by any future mailing. 5 Anchor rod size is determined by shear and tension at the bottom of the base plate.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 C� N a- 0 I in N I � I 0) 00 1 I 50'-0 OUT I OUT OF STEEL 16'-8 16'-8 1 16'-8 X BRACE \TO :: 4541 I 45.0' .. .. w LLI a 0 L� -1 - NN h N J 1 w w H h - - O Savanna Club - #13-0629 - THESE DRAWINGS HAVE BEEN PEVIEWED FOR PERMIT o M PURPOSE ONLY - FINAL CONSTRUCTIO SHOP DRAINGS WILL NEED TO BE FURNISED PRIOR TO CONSTRUCTION. U) N shop drawing review notes One of the windows in the Card Room 115 will need tolbe deleted. The windows in Meeting Room 112 will need to be shifted slightly. The entry to the Banquet Hall will need to be adjusted to nlss the proposed column in that OL area. There are two areas in the banquet hall where window fall Within the portal frame. The soffi provide e I bottom on the beam on the portal frame will need to be held �° 1c. room around the proposed windows for window treat ents, this will drop the 11'-6" to approximately 10'-11" a.f.f. The areas in and ardflnd the columns are below the 10'- fhe entire perimeter or modified in 11" soffit. The soffit will either need to be stepped ar and the areas of the columns to conceal the column. Ina ditidO, the soffit may need to go from 0 6'-0" in width to 8'-0" to eliminate any visible sloped areas: the over the office area of the • The roof slopes will be 4:12 and 4.8:12 to eliminate pdpk • building creating a continuous ridge line for the entire building. y, Grid line 11 & 10 will be separated by 30'-0" The following items have been proposed ' sc` Eliminate the wood fascia and have Mesco provide metal fgia along with the rain gutter. .c 0 by Mesco. . Eliminate the stucco soffit and use a metal soffit as providgo order to keep the columns from I . The roof area over the Kitchen will go from 4.8:12 to 4:12 landing in the egress door and in from of a window. Structural Comments • Provide purlin plan 0 Diagonal flange bracing. I o Plan Locations 0 M o Bolting details. All member thicknesses o Flanges of members o Plate connections, etc. Base plate thickness o Use a min of 5/8" thickness. Roofing on Drawings m o N.O.A. number on drawings. o Panel properties o Uplift rating on panel spans 1 o Valley flashing details trim ?t Y o Ridge cap detail and eave details (screws, closure, , etc. o Screw Pattern (eave,field, ridge, etc.) Purlin laps and bolting properties tp N. Purlin gauges Downspout locations. PROVIDE FINAL CONSTRUCTION SHOP DRAWINGS FOR ARCHITECT AND ENGINEER APPROVAL 4< 1 ' �► 3 V) N SWC SWA SWD EWA KEY PLAN ANCHOR BOLTS TO BE DESIGNED BY FOUNDATION ENGINEER USING DIAMETERS SHOWN IN THIS TABLE. ANCHOR ROD DESCRIPTION QUANTITY "0 DIAMETER X 16 "0 DIAMETER X 128 1"0 DIAMETER X 16 48'-1 M 114 �•©_ _ — — — ©�• PORTAL FRAME 50.19' ©;/:I: : M 28'-9J / I 12'-6 i 17'-6 / I I / 39.81% I 25-0 1:0) 110'-0 � I 1 Q) O O o I' i5 0 S O Q; E o o a n M C O N Ld u7 c o += U y [ p o M o ^ ^ '-' 00 O y c Uw U W /) orn V x c J Q 7) L2 �l - L2 O UmJ t O _ o rn QI.o W V c .0 - U 50.19 !� > c L0 44L0 ©• I lO OI rn IS �0 4 �2 oZ 0 74 1 1 w O 2q zo¢rM ? r a-�J / O� MUw O I I 7.1 I I T ©.I. BLD'G C 7J 7J 14'-0 16'-0 0/0 OF STEEL 25-0 30'-0 160'-0 OUT/OUT OF STEEL d) Cb 6 ANCHOR ROD SETTING PLAN O F L w L 0cn BLD'G "A„ ? a) cn wz � o IVNNNEM�/ �Z c o w w 0 � U Q�< O m' o o Scole: NOT TO SCALE X N 1 \ � Drawn by. srs 5/21 /14 Checked by. EBF 5/23/14 Project Engineer- KXH 23'-6 \ Job Number: 14—B-46892-1 I7 28'-91 7 I 0 Sheet Number. F1 of 5 \39.81 o The engineer whose seal N appears hereon is an employee I 50.19° for the manufacturer for the materials described herein. Said seal or certification is limited w °D to the products designed and PORTAL FRAME o manufactured by manufacturer 1 only.The undersigned engineer is GO o not the overall engineer of record for this project. S. Harley Davidson, P.E. Florida P.E. 38305 ORMEIA ENMEIA I`'l 17" 25'-0 30'-0 25'-0 _._ 10 8 9 (.) Q REJECTED t TRNMO AS NOTED 0 REVISE AND RE -SUBMIT ARCHITECT, May 23, �O fl ,ts- �iCEhisF'• soy, No. 38305 ; iA ' STATE OF '� 3 o' 6 1'-0 wFZ in o8 CD I ED I 1J 4} 44 1J 1 6 6 I V-0 74 NIzi - - N TYPICAL SECTION 8"0 ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 8J V-4 o z 3" 4" do J 3 I w 1 N ( N N 11J Z V) - TYPICAL SECTION OJ"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 1'-0J V) TYPICAL SECTION J"O ANCHOR RODS 0 8„ V M O 2" 2" O U a w a ro 40 I� N 3„ 4" 8J V-4 1- \ ENDWALL OUT OF _2 STEEL _ CGNC. O \ 0z ` 45° w I o_ n WlW N J PIE c 8 10; W O z 3" 4" oU W1 W 1 _ � N N c0 �- \ SIDEWALL OUT OF o 0 x STEEL — �. CONC. Z. 4++. 4» U LINE— o o 50.19' 3 1 m -- w wIW I 1 I L,------TYPICAL SECTION J"O ANCHOR RODS c BASE OF STEEL AT ELEV. 100'-0 k1b SIDEWALL OUT OF CONC. ozoOU50.1Wz � - - M O TYPICAL SECTION 1"0 ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 11� WFg- TYPICAL SECTION J"O ANCHOR RODS 1'-1J 11� w w w - - O fA? f0 NJ y - - Q M TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION J"O ANCHOR RODS J"4 ANCHOR RODS TYPICAL SECTION 1"0 ANCHOR RODS O O J"O ANCHOR RODS O EASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 8J 1p 8J 8J 1 W W o z 3„ 4,�:: o z 2 3" a� 0 o 0 0 1'-0 11 o O U O U Q 3 1 3 I F _ �? o I o I _ - "o V) io t' N N o; I TYPICAL SECTION TYPICAL SECTION o 11 10 J" O ANCHOR RODS J" O ANCHOR RODS a ' 0 WW W Z V)'^ C J N J - - V/ ^ C LO V-24N O O ro h U 1 3" 4" 4. H 00 0 J � X I ww U° W D O 2' 2' r V) - x J Q D Ll Ll TYPICAL SECTION TYPICAL SECTION ' oo o ❑ ❑ J ,N � z z aQJ "4 ANCHOR RODS J» 0 ANCHOR RODS W I I -- -t O V) o N •� 0 Z O O n I -I p- I k o rn q) < F- t U > ,. ae O _ ao � ago I d- BASE OF STEEL AT ELEV . 100 0 .Y i BASE OF STEEL. AT ELEV. 100 0 _ 1 I � m � QL. cnMa SIDEWALL OUT OF \S,T CONC. 11 � Frame Line W IJ TYPICAL SECTION "0 ANCHOR RODS 8 - 1' 6 3" 4" N I� N I i 0 I W o'j D O F''1 OU 1 I W o N ww knJ _ _ Vl? o i� m 00 o x O m 2 "d. V m N G C --- I v 39.81' I. `N I I � sr•, 7\ �T4' 0 6- 50.19' a z� 2z$„=D N ro a 1 V-24 ,d z 0 ro LL N Q O H Y ti Cb V-0 1'-0 a`i N z 0 J J p ZY .0 w w w w 1 -9� HZ H?�caY o V) J M _ - _ Scale: NOT TO SCALE Drawn by. srs 5/21 /14 Checked by EBF 5/23/14 OTYPICAL SECTION TYPICAL SECTION TYPICAL SECTION Project Engineer: KXH P 1"0 ANCHOR RODS O O 10 ANCHOR RODS J"O ANCHOR RODS Job Number: 14-8-46892-1 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 Sheet Number: F2 of 5 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. S. Harley Davidson, P.E. Florida P.E. 38305 DRMEIA ENMEIA TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION J"O ANCHOR RODS O J"O ANCHOR RODS O J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 `�it�u urrprr �Q. �� •[fir "". �r No. 38305 : iR ® .�.� STA OF •`�� May 23, 20'•� t`'• •�e;„ORIQQ:r C?��.: rmmunit NOTES 't1) 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 4 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) E(c) INTERIOR S COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. (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, 00• (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 I-r Se(0 2) IS GREATER THAN 0 45 I FRAME ID /4 SER NAME: Jss DATE: 5/ 9/14 PAGE: 4-3 cis 60./13./27.5 20./170./0. Jzs NAME: 46892A FILE: frames-lb.fro 'SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 1 NOTE: All reactions are in kips and kip-ft. TIME 13:59:37 REACTION NOTATIONS Bldg.A Skewed ramie ®Reference Grids 1-B/5-F HL ----I VL *-F LOAD GROUP REACTION TABLE * = 1 COLUMN *-F *-B LOAD GROUP HL VL LNL HR VR LNR DL 5.0 7.8 0.0 -5.0 7.9 0.0 COLL 5.1 6.8 0.0 -5.1 6.9 0.0 PLLL1 -0.1 1.2 0.0 0.1 -0.1 0.0 PLL1 12.2 16.3 0.0 -12.2 16.5 0.0. PLLR1 -0.2 -0.1 0.0 0.2 1.2 0.0 LL 12.1 17.4 0.0 -12.1 17.6 0.0 WL1 -45.6 -64.5 0.0 25.8 -51.5 0.5 WL2 -31.8 -37.4 0.0 12.0 LWL1 -22.0 -57.4 0.0 26.8 LWL2. -34.4 -53.0 0.0 29.5 M-18.30.0 LWL3 -8.4 -29.2 0.0 13.2 LWL4 -20.8 -24.7 0.0 15.1 -6359.9 0 .0 W3 0 -55.5 0.0 50.8 5 0-17.1 WL4 1 -28.41 0.0 1 36.9 1 -42.1 0.0 3) REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE LOAD GROUP DESCRIPTION APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN DL Roof Dead Load ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO COLL Roof Collateral Load DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS PLLL1 Pattern Live Load Left Leanto/Canopy [PLLLxx] APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. PLL1 Pattern Live Load [PLLxx] a) FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 PLLR1 Pattern Live Load Right Leanto/Canopy [PLLLxx] IBC OR 2010 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS LL Roof Live Load ARE AT A STRENGTH VALUE WITH A LOAD FACTOR OF 1.0. WL1 Lateral Primary Wind Load THE MANUFACTURER DOES NOT PROVIDE "MAXIMUM" LOAD COMBINATION WL2 Lateral Primary Wind Load REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE LwL1 Longitudinal Primary Wind Load USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LWL2 Longitudinal Primary Wind Load LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR LWL3 Longitudinal Primary Wind Load AN ECONOMICAL FOUNDATION DESIGN. LWL4 Longitudinal Primary Wind Load SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlinew 9 NOTE: All reactions are in kips and kip-ft. REACTION NATATIrwe HL-, .� *-F LOAD GROUP REACTION TABLE * = 9 FRAME cs 6C *-B W1_3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load USER NAME: Jss DATE: 5/ 9/14 PAGE: 6-3 .5 20./170./0. JOB NAME 46892A FILE. fro es-9.fra TIME: 11: 52: 25 BIda.A F.L 9 COLUMN *-F *-B LOAD GROUP HL VL I LNL HR VR LNR DL 3.2 6.7 0.0 -3.2 6.7 0.0 _ COLL 3.3 6.0 0.0 -3.3 6.0 0.0 PLLL1 -0.1 1.2 0.0 0.1 -0.1 0.0 'PLL1 8.0 14.4 0.0 -8.0 14.4 0.0 PLLR1 -0.1 -0.1 0.0 0.1 1.2 0.0 LL 7.9 15.5 0.0 -7.9 15.5 0.0 WL1 -30.3 -58.8 0.0 17.4 1 -47.2 0.0 WL2 -22.3 -34.9 0.0 9.3 -23.4 0.0 LWL1 -12.7 -52.7 0.0 20.1 -44.6 0.0 LWL2 -20.1 -44.6 0.0 12.7 -52.7 0.0 LWL3 -4.9 -27.8 0.0 12.3 -19.6 0.0 LWL4 -12.3 -19.6 0.0 4.9 -27.8 0.0 W4_3 -17.4 -47.2 0.0 30.3 -58.8 0.0 WL4 -9.3 -23.4 0.0 22.3 -34.9 0.0 LOAD GROUP DL SCRIPTION Roof Dead Load COLL Roof Collateral Load PLLL1 .Pattern Live Load Left Leanto/Canopy [PLLLxx] PILL1 Pattern Live Load [PLLxx] PLLR1 Pattern Live Load Right Leanto/Canopy [PLLRxx] LL Roof Live 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 FRAME ID $2 USER NAME: Jss DATE: 5/ 9/14 PAGE:2-2 It 16.667/13./20. 20./170./ JOB NAME: 46892A FILE:Itfral-3.fro SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 3 NOTE: All reactions are in kips and kip-ft. TIME:10:15: 40 REACTION NOTATIONS HL -1 iVL *-B LOAD GROUP REACTION TABLE * = 3 COLUMN *-B SUPPORT(*-D) LOAD GROUPKHL VL' LNL HR VR LNR DL 2.2 0.0 -0.0 1.7 0.0 COLL 2.0 0.0 -0.1 1.8 0.0 PLLL1 4.7 0.0 -0.2 4.2 0.0 LL 5. 0.0 -0.0 4.3 0.0 WL1 -23.4 0.0 9.8 -11.6 0.0 WL2 -12.9 0.0 0.6 -6.3 0.0 LWL1 . -24.8 0.0 18.1 -8.8 0.0 LWL2 5.2 -18.9 0.0 17.2 -12.2 0.0 LWL3 2.2 -13.3 0.0 8.7 -3.6 0.0 LWL4 2.2 -7.4 0.0 7.8 -7.0 ' 0.0 WL3 3.8 -18.3 0.0 15.5 -12.7 0.0 _ 0L4 0.9 -7.8 0.0 6.3 -7.5 0.0 LOAD GROUP OL DESCRIPTION Roof Dead Load. COLL Roof Collateral Load PLLL1 Pattern Live Load Left Leanto/Canopy [PLLLxx] LL Roof Live 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 FRAME 10 USER NAME; Ise DATE 5/ 9/14 PAGE-7-2 '..' It 16.667/13./20. 20./170./ JOB NAME: 46892A FILE I tfrol-c-e. fro SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: C E NOTE: All reactions are in kips and kip-ft. TIMF-13:10:01 REACTION NOTATIONS "QIA- A C 1 r` C �-- HN VR HL VL *-10 LOAD GROUP REACTION TABLE * = C E COLUMN *-10 SUPPORT(*-) LOAD GROUP HL VL LNL HR VR LNR DL -0.0 1.2 0.0 0.0 0.7 0.0 COLL 0.0 0.9 0.0 -0.0 0.7 0.0 '. PLLL1 0.1 2.9 0.0 -0.1 2.5 0.0 LL -0.0 3.6 0.0 0.0 2.5 0.0 WL1 -1.5s' -12.9 0.0 5.9 -6.6 0.0 WL2 -4.0 -7.2 0.0 0.2 -5.2 0.0 LWLI 4.5 -14.3 0.0 12.3 -4.0 0.0 RBUPLW 0.0 -1.4 -2.2 -0.0 -0.0 0.0 - LWL2 4.5 -9.6 0.0 9.6 -1.8 0.0 LWL3 1.9 -7.9 0.0 6.4 -2.7 0.0 LWL4 1.9 -3.2 0.0 3.7 -0.5 0.0 WL3 3.4 -9.1 0.0 8.3 -2.3 0.0 WL4. 0.9 -3.5 0.0 2.6 -0.9 0.0 'RBDWLW -0.0 1.4 0.0 0.0 0.0 0.0 GROUP DESCRIPTION DIL Roof Dead Load COLL Roof Collateral Load PLLL1 Pattern Live Load Left Leanto/Canopy [PLLLxx] LL Roof Live Load WL1 Lateral Primary wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind 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 RBDWLW Downward Acting Rod Brace Load from Longit. Wind Bldg.A F.L.3 FRAME ID #i USER NAME: Jss DATE: 5/ 8/14 PAGE:1-3 ce 60./13./27.5 20./170./0. JOB NAME: 46892A FILE: frames-5-8.fro SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridilnes: 5 7 8 NOTE: All reactions are In kips and kip-ft. THE 15:29:51 iEACMCW MnTAnrlNc HL � VL �,� *-F *-B LOAD GROUP REACTION TABLE * 5 78 COLUMN *-F *-B LOAD GROUP HL VL LNL HR VR .LNR DL 2.1. 4.8 0.0 -2.1 4.8 0.0 LOLL 2.3 4.1 0.0 -2.3 4.1 0.0 PLLL1 -0.1 1.2 0.0 0.1 -0.1 0.0 PLL1 5.4 9.9 0.0 -5.4 9.9 0.0 PLLR1 -0.1 -0.1 0.0 0.1 1.2 010 LL 5.3 11.0 0.0 -5.3 ` 11.0 0.0 WL1 -22.8 -42.5 0.0 8.3 -32.6 0.0. WL2 -18.7 -26.0 0.0 4.3 -16.1 0.0 LWL1 -6.0 -37.1 0.0 11.3 -31.3 0.0 LWL2 -11.3 -31.3 0.0 6.0.' -37.1 0.0 LWL3 -2.2 -19.5 0.0 7.4 -13.7 0.0 LWL4 -7.4 -13.7- 0.0 2.2 -19.5 0.0 WL3 -8.3 -32.6 0.0 22.8 -42.5 0.0 WL4 -4.3 -16.1. 0.0 18.7 -26.0 0.0 BIdg.A F.L.5-8 S7 w O' 0 in q. LOAD GROUP DESCRIPTION - DL Roof Dead Load COLL Roof Collateral Load PLLL1 Pattern Live Load Left Leanto/Canopy [PLLLxx] c PLL1 Pattern Live Load, [PLLxx] PLLR1 Pattern Live Load Right Leanto/Canopy [PLLRxxl LL Roof Live 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. FRAME ID //88 USER NAME Jss DATE: 5/13/14 PAGE: 8-2 It 16.667/13./20. 20./170./ -. JOB NAME:46892A FILE: Itfrol-10b-10f.fra SUPPORT REACTIONS FOR EACH LOAD GROUP VACATION: Gridlines: B F NOTE: All reactions are in kips and kip-ft. TIME: 08:57:03 REACTION NOTATIONS Bldg.A Skewed Frame ® Reference Grids 10-B & 10-F HR VR *-1a HL --� VL *-10 LOAD GROUP REACTION TABLE * = B F COLUMN *-10 SUPPORT(*-9) LOAD GROUP HL VL LNL HR VR LNR DL OA 3.3 0.0 -0.1 2.5 0.0 COLL 0.1. 3.2 0.0 -Q.1 2.7 0.0 PLLL1 0.3 7.4 0.0 -0.3 6.5 O.D LL 0.1 8.3 0.0 -0.1 6.5 0.0 . WL1 -2.8 -32.5 - 0.0 11j0 -17.6 0.0 WL2 -6.2 -17.3 0.0 - .1 -8.2 0.0. LwL1 6.2 -33.6 0.0 20.9 -15.1 0.0 LWL2 6.1 -28.5 ' 0.0 21'':5 -22.5 0.0 LWL3 2.6 -17.5 0.0. 9.6 -5.7 0.0. LWL4 1 2.5 -12.4 0.0 tOl2 -13.1 0.0 WL3 4.3 -28.0 0.0 19.6 -23.0 0.0 W1_4 0.9 -12.8 0.0 1 8.4 -13.5 0.0 LOAD GROUP DESCaRIPT10N Roof Dead Load . DIL COLL Roof Collateral Load PLLL1 Pattern Live Load Left Leanto/Canopy [PLLLxx] LL Roof Live Load - WL1 Lateral Primary Wind Load - WL2 Lateral Primary Wind Load. LWL7 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load - LWL3 Longitudinal. Primary Wind toad LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral. Primary Wind Load E _O O zzz C � O h O_ UJ 00i U O u'J O w O -f-+ y E^a O 0 J N X cc _1 LLI LL. U LE 0 � _J H N W � O UmJ �- ZQ<� ❑❑ Z cj rn ) ; N :3 rn Q It O W � � O m En w U m y U) N ,n L° Q2123 O1 at o L o In O I° Z011) H1 NJ o �q :20 0 O i UWD_ (r) a) u) U Z Y c + LLI LLI 3 U ¢� OO Scale: NOT TO SCALE Drawn by. srs 5/21/14 Checked by EBF 5/23/14 Project Engineer: KXH Job Number: 14-B-46892-1 Sheet Number. F3 of 5 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. S. Harley Davidson, P.E. Florida P.E. 38305 DRMEIA ENMEIA May 23, 2014 No.38305 J� �� STATE OF rttf FRAME ID 05 USER NAME: js s DATE 5/15/14 PAGE.-5-2 pf 30./13. main building at p JOB NAME:A6892A FILE: portal-swo-swc.fra SWPORT REACTIONS FOR EACH LOAD GROUP LOCATION: bays 5-(Gridline B) 4-(Gridline F) NOTE: All reactions are in kips and kip-ft. M�scO Building. Solutions FRAME DESCRIPTION: USER NAME: DATE: PAGE: 1 I Soldier Column JOB NAME: FILE: iD GROUP and kip-ft. FRAME ID /1 USER NAME: Jss DATE 5/13/14 PAGE: 1-2 It 16.667/13./20. 20./170./ JOB NAME:46®g2B FILE: Itfral-d.fro SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridline: D NOTE: All reactions are in kips and kip-ft. 71ME07:11:35 HL --- LOAD GROUP REACTION TABLE COLUMN LEFT COLUMN RIGHT COLUMN LOAD GROUP HL VLo. HR VR LNR DL 0.1 -0.1 0.5 0.0 WL1 -5.0 - -5.5 4.4 0.0 WL2 5.5 5.0 1 -4.4 0.0 LOAD GROUP DESCRIPTION Roof Dead Load DL WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load TIME:08:51:47 Rlrin A Pnrtnl FrnmAa Alnnn (;riri I inPG I FRAME ID #5 USER NAME: Jss DATE: 5/12/14 PAGE: 5-3 cs 50./13./28.646 20./170./- JOB NAME 46892E FILE: fromes-f-g-h.fro SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: F G H NOTE: All reactions are in kips and kip-ft. TIME: 15:38:28 REASON MnTATInMC HL ` *_1 *_5 LOAD GROUP REACTION TABLE * = F G H COLUMN *-1 *-5 LOAD GROUP HL VL LNL HR VR LNR DIL 1.5 4.4 0.0 -1.5 4.1 0.0 COLL 1.5 3.6 0.0 -1.5 3.6 0.0 PLLL1 -0.1 1.0 0.0 0.1 -0.1 0.0 PLL1 3.6 8.6 0.0 -3.6 8.6 0.0 PLLR1 -0.0 -0.0 0.0 0.0 0.5 0.0 LL 3.5 9.5 0.0 -3.5 9.0 0.0 WL1 -17.2 -32.9 0.0 -0.7 -24.8 0.0 WL2 -16.2 -18.6 0.0 -1.7 -10.5 0.0 LWL1 0.1 -31.6 0.0 5.5 -27.2 0.0 LWL2 -5.3 -27.6 0.0 0.2 -30.8 0.0 LWL3 0.9 -16.4 0.0 4.6 -12.3 0.0 LWL4 -4.5 -12.3 0.0 -0.7 -16.0 0.0 WL3 1.1 -25.2 0.0 17.7 -31.6 0.0 WL4 2.1 -10.9 0.0 16.7 -17.3 0.0 LOAD GROUP DL DESCRIPTION Roof Dead Load COLL Roof Collateral Load PLLL1 Pattern Live Load Left Leanto/Canopy [PLLLxx] PLL1 Pattern Live Load [PLLxx] PLLR1 Pattern Live Load Right Leanto/Canopy [PLLRxx] LL Roof Live 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 Bldg.B F.L.F,G,H REACTION NOTATIONS 1 LA I I I I I I I I 1�\ I HY HX �1 ~� I VS 6 LOAD GROUP REACTION TABLE COLUMN SOLDIER COLUMN BASE PLATE 6.OX8.5XO.375 ANC. RODS 4 -0.625 LOAD GROUP VS HX HY D 0.1 0.0 0.0 W+ 1.0 -2.5. ` 0.0 W- -1.0 3.0 0.0 LL 0.3 0.0 0.0 COLL 1 0.1 0.0 0.0 Bldg. A Canopy Soldier Columns 5.9-B & 7.1-B IEACTION NOTATIONS BIdg.B F.L.D HR �-- �VR HL VL 4 L *_t U O LOAD GROUP REACTION TABLE * = D COLUMN *-1 SUPPORT(*-) LOAD GROUP HL VL I HR VIR LNR DIL 0.0 2.1 0.0 -0.0 1.6 0.0 COLL 0.1 ' 2.0 0.0 -0.1 1,7 : 0.0 .. PLLLI 0.1 4.7 0.0 -0.2 42 0.0 LL: 0.0 5.4 0.0 --0.0 4.2 0.0 WL1 -2.6 -24.5 0.0 12.0 -1116 0.0 WL2 -6.2 1 -12.9 0.0 1.1 -1.4 0.0 LWL1 6.3 -27.4 ).0 22.1 -7.5 0.0 LWL2 6.3 -19.8 ..0.0 _19.7 -9.6 0.0 LWL3 2.6 -15.0 0.0 10.9 -3.4 0.0 LWL4 2.7'. -7.4 0.0 8.6 -5.4. 0.0 WL3 4.6' -19.0 0.0 17.8 -10.3 0.0 WL4 1.1 -7.4 0.0 6.8 -6.1. 0.0 m O O C 0 LOAD GROUP DESCRIPTION DL Roof Dead Load - COLL Roof Collateral Load GROUP PLLL1 Pattern Live Load Left Leanto/Canopy .[PLLLxx] LOAD D DESCRIPTION .Dead Load LL WL1 Roof Live. toad +- Lateral Primary Wind Load p W+ Wind Load As An Inward Acting Pressure WL2 Lateral Primary Wind Load -� W- Wind Load As An Outward Acting Suction LWL1 Longitudinal Primary Wind Load o LL Canopy Roof Live Load LWL2 Longitudinal Primary Wind Load o O COLL - Canopy Roof. Collateral Load LWL3 Longitudinal Primary Wind .Load Tn n C N +- c LWL4 Longitudinal Primary Wind Load - W Obi L. WL3 Lateral Primary Wind Load. Q � M p >_ It - p WL4 Lateral Primary Wind Load - •- P.- -[-+ y n ao 0 0_ n O 0 y C U _� CY m `� J W L� U W I--- aT J 03 W CD N a) �o_U o o i ovm� ❑ C _ t Of z Of z 0 o on U N H ¢ N V M O 01 0= m ^ O W C) as co U m 6 a, y u W N u'f o O L l REACTION NOTATIONS BIdg.B F.L.I REACTION NOTATIONS Bldg.B F.L.2,4 HR rn a)o o rVR ® III O ZQM awl; O Q W ... HL ---} }}-- HR HL --}} Q � � U W 0: Cl) 93 IVL I� I zYa o W 3 2 L U ¢,J O AD GROUP REACTION TABLE * = I LOAD GROUP REACTION TABLE * = 2 4 Scale: NOT TO SCALE COLUMN *-1 1 *-5 -LOAD GROUP HL VL LNL HR VR I.NR DL 1.8 5.3 0.0 -1.8 5.1 O.n -COLL 1.8 4.3 0.0 -1.8 4.3 0.0 PLLL1 -0.1 0.9 0.0 0.1 -0.1 0.0 PLL1 ' 4.3 10.4 0.0 -4.3 10.4 0.0 PLLR1 -0.1 -0.1 0.0 0.1 0.9 0.0 ILL 4.2 11.2 - 0.0 . -4.2 11.2 0.0 "WL1 -20.9 -38.5 0.0 '.. -1.4 -29.8 0.0 WL2 -19.8 -21.4 0.0 -2.5 -12.7 0.0 LWLi 0.1 -37.3 -0.0 8.3 -32.6 0.0 LWL2 -6.3 -32.6 0:0 -0.1 -37.3 0.0 LW1_3 1.0 -19.3 0.0 5.3 -14.7 0.0 '.LWL4 -5.3 _ -14.7 0.0 -1.0 -19.3 0.0 WL3 '1.4 -29.8 0.0 20.9 -38.5 0.0 WL4 2.5 -12.7 0.0 19.8 -21.4. 0.0 COLUMN *-J SUPPORT(*-) LOAD GROUP HIL VL LNL HR VR. LNR DIL -0.0 1.0 0.0 0.0 0.6 0.0 COLL 0.0 0.8 0.0 -0.0 0.6 0.0 PLLL1 0.1 2.6 0.0 -0.1 2.2 0.0 LL -0.0 3.3 0.0 0.0 2.3 0.0 WL1 -1.2 -11.2 0.0 5.0 -5.4 0.0 WL2 -3.3 -6.5 ' 0.0 0.2 -4.3. 0.0 LWL1 3.8 -12.1 0.0 10.3 - -3.3 0.0 RBUPLW 0.0 -1.3 -2.1 -D.0 LWL2 3.8 -8.1 0.0' 8.0 -11.5. 0.0 1 1.6 -6.7' 0.0 5.4 -2.2 0.0 LWL4 1.6 -2.7 0.0 3.1 -0.4 0.0 WL3 - 2.8 -7.7 0.0 ' 7.0 -1.9 0.0 WL4 0.7 -3.0 0.0 2.2 - -0.8 0.0 RBDWLW -0.0 1.3 0.0 0.0 0.0 '. 0.0 Drawn by. srs 5/21/14 Checked by EBF 5/23/14 Project Engineer. KXH Job Number: 14-B-46892-1 Sheet Number.• F4 of 5 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 LOAD DESCRIPTION only.The undersigned engineer is DL Roof Dead Load LOAD GROl1P DL PPD12111 Roof Dead Load not the overall engineer of COLL Roof Collateral Load COLL Roof CollateralLoad - record for this project. p PLU_1 Pattern Live Load Left Leanto/Canopy [PLLLxx] PLLL1 Pattern Live Load Left Leanto/Canopy [PLLLxx] PI Pattern Live Load [PLLxx] LL Roof Live Load S. Harley Davidson P.E. PLLR1 Pattern Live Load Right Leanto/Canopy [PLLRxx] - WL1 Lateral Primary Wind Load Florida P.E. 38305 LL Roof Live Load WL2 Lateral Primary Wind Load WLt Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load DRMEIA ENMEIA WL2 Lateral Primary Wind Load - RBUPLW Upward Acting Rod Brace Load from Longitud.. wind LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL,3 Longitudinal Primary Wind load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load - - WL3 1. Lateral Primary Wind Load WL4 Lateral Primary Wind Load WL4 Lateral Primary Wind Load RBDWLW Downward Acting Rod Brace Load from Longit Wind O May 23, 2 14' No. 88396 a°; STATE OF V FRAME ID #8 USER NAME: Jss DATE: 5/13/14 PAGE:8-2 It 16.667/13./20. 20./170./ JOB NAME: 468928 FILE: Itfrol-1J-51fra SL,IPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Grldlinee: 1 5 NOTE: All reactions are in kips and kip-ft. TIME: 08: 45:38 FRAME ID #6 USER NAME Jss DATE 5/12/14 PAGE: 6-2 pf 19.5/13. main building at JOB NAME:46892B FILE: portal-ewb-swd.fro SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATION:bays 5-(Gridline 5) 2-(Gridllne 1) NOTE: All reactions are in kips and kip-ft. TIME 15:47:40 FRAME ID 01 USER NAME: Jss DATE: 5/12/14 PAGE:1-3 ca 16./13./6.167 20./170./0 JOB NAME 46892C FILE: frame-a.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Grldllnee: A NOTE: All reactions are in kips and kip-ft. TIME:07:41:54 REACTION NOTATIONS Bldg.6 Skewed Frame ® Reterence Grids 1-J & o-J HR VR *-I HL -; Ir VL *-J I OAn CJ20L1P REACTION TABLE * = 1 5 COLUMN *-J SUPPORT(* -I) LOAD GROUP HL VL LNL HR VR LNR DL 0.0 2.7 0.0 -0.0 2.0 0.0 COLL 0.1 2.5 0.0 -0.1 2.2 0.0 PLLL1 0.2 5.9 0.0 -0.2 5.2 0.0 LL 0.0 6.8 0.0 -0.0 5.2 0.0 WL1 -2.3 -27.3 0.0 9.9 -14.1 0.0 WL2 -5.4 -14.8 0.0 0.2 -6.9 0.0 LWL1 5.6 -28.3 0.0 18.5 -11.7 0.0 LWL2 5.6 -23.0 0.0 18.5 -17.1 0.0 LWL3 2.4 -15.0 0.0 8.7 -4.5 0.0 LWL4 2.3 -9.7 0.0 8.7 -9.9 0.0 WL3 4.0 -22.5 0.0 16.9 -17.5 0.0 WL4 0.9 -10.1 0.0 7.2 -10.3 1 0.0 + OAD CROUP cc'R1nON DL Roof Dead Load COLL Roof Collateral Load PLJl1 Pattern Live Load Left Leanto/Canopy [PLLLxx] LL Roof Live Load Xi Lateral Primary Wind Load WL2 Lateral Primary Wind Load _WL1 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 REACTION HL - VL LOAD CROUP REACTION TABLE COLUMN LEFT COLUMN RIGHT COLUMN LOAD GROUP HL VL LNL HR VR LAIR DL 0.0 0.3 0.0 -0.0 0.3 0.0 WL1 -4.2 -5.8 0.0 -4.5 5.8 0.0 WL2 4.5 5.8 0.0 4.2 1 -5.8 1 C.0 LDAD Q=P DESCRIPTION DL Roof Dead Load WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load Bldg.B Portal Frames Along Grid Lines 1&5 `hi /11h: i6`1 HL ---' '- HR 1vL IVR *-6 *-7 LOAD GROUP REACTION TABLE * = A COLUMN *-6 *-7 LOAD GROUP HL VL LNL HR VR LNR DL 0.1 0.9 0.0 -0.1 0.9 0.0 COLL 0.1 0.6 0.0 -0.1 0.6 0.0 PLLL1 -0.0 0.1 0.0 0.0 -0.0 0.0 PLL1 0.2 1.8 0.0 -0.2 1.8 0.0 PLLR1 -0.0 -0.0 0.0 0.0 0.1 0.0 LL 0.2 1.9 0.0 -0.2 1.9 0.0 WL1 -3.1 -5.1 0.0 -2.9 0.8 0.0 WL2 -3.2 -2.7 0.0 -2.7 3.1 0.0 LWLI 1.4 -5.3 0.0 1.1 -7.9 0.0 LWL2 -1.1 -7.9 0.0 -1.4 -5.3 0.0 LWL3 1.2 -2.9 0.0 1.2 -5.4 0.0 LWL4 -1.2 -5.4 0.0 -1.2 -2.9 0.0 WL3 2.9 0.8 0.0 3.1 -5.1 0.0 WL4 2.7 3.1 0.0 3.2 -2.7 0.0 Bldg.0 F.L.A O 4 m LOAD QROIIP DL DESLXLPl10N Roof Dead Load _ -- COLL Roof Collateral Load PLLL1 Pattern Live Load Left Leanto/Canopy [PLLLxx] o PLL1 Pattern Live Load [PLLxx] o PLLR1 Pattern Live Load Right Leanto/Canopy [PLLRxx] O LL Roof Live Load WLi Lateral Primary Wind Load (n M c ;� c WL2 Lateral Primary Wind Load C: o U L LWL1 Longitudinal Primary Wind Load Q ,ten �j' O M LWL2 Longitudinal Primary Wind Load ;4� 00 p Q c u LWL3 Longitudinal Primary Wind Load x J Ld L' U L j LWL4 Longitudinal Primary Wind Load _� m O_ WL3 Lateral Primary Wind Load ♦�/�/� N - li WL4 Lateral Primary Wind Load v! O U Q J m ❑ ❑ ? ZUN 0 ; j a)� • CU 1n Ih D_ G G ` U a^O O O rp 0 U U w m U m /C/) W N V C u' i ` ` G - 5 l QLl 4: O l O O El X O WQM tUr , Z0r7 aQJ IM-9 �q g CJ LL v O OP:Y Q l UW0_ O N Z d �w-w j ir tp Y 3 U Qa O O Scale: NOT TO SCALE Drawn by. srs 5/21 /14 Checked by. EBF 5/23/14 Project Engineer: KXH Job Number: 14-B-46892-1 Sheet Number: F5 of 5 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. S. Harley Davidson, P.E. Florida P.E. 38305 DRMEIA ENMEIA No. 38305 O;STA3TE OF2w"!20R�OP,�`May 2 1"'��•,,SS%Q�A. �' '''��n,,,fnRnnttt°�• U m� 60'-0" Building "A" 95'-0" Building "B" 2 _ 30'-0" 30'-0" 27'-3 1 /2" 23'-2 1 /2" 19'-6" 25'-0" 1 g G 0 .R A L U y o " 00 Canopy O I o � C 0 0 I 00 n O w o N I O O 6� coo 0 .8 : ° I_ O-- O 00 LQ UJ o o _ , aDO N MI Oo C o ° U ,n i o a) °' �� o n U O +� y coo Z V') G V) 2, 8, 11 co o N L a m -0 - Canopy _ x z z o J LJ ❑ Q o A U N o �C" ° ono O pi O I o 0 U� cn r� o N m 0 0 pp U m c c m I c0 C O T Q N L V p V N 0 C L .o OI O C) °MI' �2 0Z O o A O �n Cx J O � d U L� O �q C Q 93 0 C: I� Q U C 3 D O a d �J O Q OC) _ Scale: NOT TO SCALE Drawn by Checked by. Project Engineer: JSS Job Number. 14—B-46892—E O I O Sheet Number. E2 of 26 O The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited O to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. O N S. Harley Davidson, P.E. in r Florida P.E. 38305 00 - O 00 N I Canopy I O 20'-0" 20'-0" 20'-0" ENSF•. 60'-0" Building"A" No. 38305 : {c 0 0 o STATE OF EWD May 23, 2014 1 1'-8" —00-1 F-*— 8 8 0 1,_2„ 25 —0 25 —0 30 —0 25 -0 30 -0 25 —0 0 160'-0 Building ,,A„ � 0 (n M O N U C 10, +-� rp O O - M U C x i o J U° CN VI. C X U U Ll Ll O WA 25,_0„ RL 25,_0„ t Y � m i m � CO... O (� 3 z o U C L 4 cnMa Li LiS � o U m fn m 0o 12 12 LI °L- :1;,3 Q I— 4.8 °'4.8 �z o ❑® o -o't o J w 1,-8„ a rz U U- o�I m 3 �Y i� I 160'-0„ Building „A,, Q 1 t EWC ,,taut„ urorq .... May 23, STATE OF 4r rrr//prrHprOgtUt .gin'—n" RI gin,-n 2'-0- 30,_0„ RL 30, 0 12 12 4 F 1 4 IN 0 I -2' 2'-0" crown cry - Checked by. Project Engineer: JSS Job Number. 14-8-46892—E Sheet Number. E4 of 26 The engineer whose seal appears hereon is an employee for the manufacturer for the 0 materials described herein. Said seal or certification is limited I I to the products designed and N manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. S. Harley Davidson, P.E. Florida P.E. 38305 May 23, 2014 v 12 22 Gage Galvalume 4 Super-Lok Roof panels Overhang Beam 13'-0" Eave Height 12'-4" Canopy Eave co ClosE Lintel Not by M sco Gutter Soffit/ Soffit esco ch oles Cover trim ^ ` for 4" bolts Approver Not by Mesco provide gage(side to side) between holes Co crete Spandrel Not by Mesco 8" Block (By Others) 4.8 :12 slope sirniliar has a 1'-8" overhang Projection a .a a STEEL LINE A SECTION Frame 22 Gage Galvalume Super-Lok Roof panels 1?_ 8 F Overhang Beam --\ z 13'-0" Eave Height 12'-4" Canopy Eave Close Linterl Not by M sco Gutter I Frame esco to punch holes Soffit/ Soffit Cover trim ' : �\ fo (4) n" bolts Approver Not by Mesco pro ide gage(side to side) between holes Co Crete Spandrel Not by Mesco 8" Block (By Others) II q �d 6 STEEL LINE () B sECTroN `Own xrrpA GI7 r tic sF•. `POD,: No. W % STATE OF May 4 .,,r,ti G�`v \ Rake Trim by Mesco Approver: Please provide sheathinc depth and stucco depth for correc rake trim can be provided ')? ( age Galvalume -ok Roof panels 2'-0" I 8'-0" STEEL LINE C SECTION Tube Column ` N S May 23, 2014 OY/PROJECTS\XDS-V47-20140424 FRAME = Jobs/Active/eng/14-B-46892/ver02-jss/Bldg-A/Drftg/xO4L Jobs/Active/eng/14-8- 68 2/verO2-jss/Bldg-A/Drftg/xO4R 5/ 9/14 13:59:37 5/ 9/14 13:59:37 OY/PROJECTS\XDS-V47-20140424 FB SET = Eng/14-B-46892/verO2-jss/Bldg-A/DRFTG/x04L Eng/14-B-46892/ver02-jss/Bldg- /D FTG/x04R i F r C D a LL C I Pr I 2'-7J _ SPLICE BOLT TABLE - CONN. CITY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (12) J X 2J A325 B&N 0 0 B (8) J X 2" A325 B&N 0 0 12 3.0728- rn 39'-08 1w 78'-1 J OUT OF STE[ 2',4 41-0 12 1 i 0 13.0728 � 2 2', 64 o d 01 r CROSS SECTION AT FRAME LINE "1" 39'-08 N 1 2'-7J cb GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. 14, 5 o � o � o ON O Q LO y to O M J L O O m �_ F- _J N V W /\ N \J/ C N �. 6O O •V O �l �l o Qi O U 3 Z J p p +, w CU V) S C 04 rn (n PMa C MM� 00 V 00 U t0 O a (5 m y 0/ N C C CCW N V LV OV rn G v Id NOM b C a J j l p E vYa- d OO Scale: NOT TO SCALE Drown by. Checked by Project Engineer. JSS Job Number: 14-B-46892-E Sheet Number: E7 of 26 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. S. Harley Davidson, P.E. I No. 38305 n'. STATE OF :°� L--�- OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14—B-46892/ver02—jss/Bldg—A/Drftg/x08L 5/13/14 08:57:03 OY/PROJECTS\XDS—V47-20140424 FB SET = Eng/14—B-46892/verO2—jss/Bldg—A/DRFTG/x08L GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. s c E s LL a LL 1'-4; Al 1 l 1+,9�a 1'�3i6 12 3.0728 11 1' �10 2 .4A 39'-08 39'-0j OUT/OUT OF STEEL CROSS SECTION AT FRAME LINE "101"" May 23, 2014 FOY/�PROJECTS\XDS—V47-20140424 TS XDS-V47-20140424 FRAME - Jobs Active en 14-B-46892 ver02-Jss/Bldg-A/Drftg/xO2L 5/ 9/14 10:15:40 a / / 9/ FRAMEGENERACLEARA U FB SET = En 14-B-46892 ver02—'ss Bld -A DRFTC x02L J/ 9 / / AAPPROXIMATEAND / RANGES SHOWN ARE MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM m� FINISHED FLOOR REFERENCE ELEVATION. RIM9 30,-0 1'J CROSS SECTION AT FRAME LINE "3° N O O o a) � o 0 i0 O N o h U IQ +r y ao O Z tM C N X J 0, O L W �-N l o�a� c Lz O U. Z 1-1 LJ �i pJ I c U _ o V U c"n m rn a Una- m V O^o f0 O o U U ? m N ,� N V Lv UU 5W G L ` .E Q M Q ,d N p M 0�-J �C1 C7 aoL- L 0 L _o U.S E a =� o c o cD Y j L U Q,- O Scale: NOT TO SCALE Drawn by. Checked by. Project Engineer: JSS Job Number.- 14-B-46892-E Sheet Number. E10 of 26 The engineer whose seal appears hereon is an employee for the manufacturer for the materials desc ibed herein. Said seal or certification is limited to the product's designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. S. Harley Davidson, P.E. Florida P.E. 38305 —A No. 38305 : �c �j STATE OF ay '�.Is•��.� SPLICE BOLT TABLE NN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (4) X 11 A325 B&N 0 0 B (6) X 11 A325 B&N 0 0 w OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14—B-46892/ver02—jss/Bldg—A/Drftg/x01L Jobs/Active/eng/14—B 468 2/verO2--jss/Bldg—A/Drftg/x01R 5/ 8/14 15:29:51 5/ 8/14 15:29:51 OY/PROJECTS\XDS—V47-20140424 FB SET Eng/14—B-46892/verO2-jss/Bldg—A/DRFTG/x01L Eng/14-B-46892/verO2-jss/Bldg A/gRFTG/x01R F- C Li 3 LL L C I CROSS SECTION AT FRAME LINE "5" SPLICE BOLT TABLE CONN. QTY. SIZE TYPE HARDENED BEVEL WASHERS WASH! A (8) J X 21 A325 B &N 0 PO B (8) 1 X 2" A325 B&N 0 GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. a U m� 0 A U C) O a� 0 0 c 0 0 ct ,o � o c M m p N 0 (] ^ L0 > L w damVJ - M w0 L Cm m x n O U o 0 Ll '� ��. 0) O U 3 Z p J Ll t L UV) J O V C) •v M o> `O 0 � O CL (n r7 IZ m C) oO o 0 0 I U U � � c) m y Cry//g)� o 0 0 vNi 'o O L L �� Q� 0) I E1 ❑ -01 I� a pM � J h p aa�` .J p Q i o V y a- U G p c +� r Y � 3 scow U ¢�� o O Scale: NOT TO SCALE Drawn by. Checked by Project Engineer: JSS Job Number: 14—B-46892—E Sheet Number. Ell of 26 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. S. Harley Davidson, P.E. Florida P.E. 38305 _ /1 No.38305 �c STATE OF May 23, 2014 OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14—B-46892/ver02-jss/Bldg—A/Drftg/x01L Jobs/Active/eng/14—B 689 /"ver02-jss/Bldg-A/Drftg/x01R 5/ 8/14 15:29:51 5/ 8/14 15:29:51 OY/PROJECTS\XDS-V47-20140424 FB SET = Eng/14—B-46892/verO2-jss/Bldg—A/DRFTG/x01L Eng/14-B-46892/verO2-jss/Bldg— /D FTG/x01R I- S c LL LL a LL c I K ED CROSS SECTION AT FRAME LINE "7" GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. m May'23, F- OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14—B-46892/ver02—jss/Bldg—A/Drftg/xO7L 5/ 9/14 13:10:01 OY/PROJECTS\XDS—V47-20140424 FB SET = Eng/14—B-46892/verO2—jss/Bldg—A/DRFTG/x07L GENERAL NOTES :FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION).' VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. CROSS SECTION AT FRAME LINE "C" SPLICE BOLT TABLE CONN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (2) X 1J A325 B&N 0 1 0 B (4)- X 14 1 A325 B&N 1 0 1 0 O � O C O O 4f Ln l -I--m f 7. CO N a J U J lJ L N C x a j U o LZ o L. •� 4 O U JEl Z v U C V) c _ U O` rn m rn 0 It (n Ma_ M W m ^ U ap O O w t0 ( J 0 m h y � m O O O v 0 ` oU C G L c o ` ... I z .., I ta-VIIJ r7 ❑ G v0 NJ ) or) O a w �b �29 -( dO L� O L Q L �Ya- E o o c O O •� 3 U Q,- it Scale: NOT TO SCALE Drawn by. Checked by. - Project Engineer: JSS Job Number: 14—B-46892—E Sheet Number. • E15 of 26 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. S. Harley Davidson, P.E. Florida P.E. 38305 No. SMW : �t pp SPATE OF :-* May 23, 2014 OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14—B-46892/ver02—jss/Bldg—A/Drftg/x07L OY/PROJECTS\XDS—V47-20140424 FB SET = Eng/14—B-46892/verO2—jss/Bldg—A/DRFTG/x07L 5/ 9/14 13:10:01 GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. a U +4 F 7 C L L L SPLICE BOLT TABLE CONN, QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (2) X 1� A325 B&N 1 0 1 0 B (4) X 11 1 A325 B&N 1 0 1 0 2'-0 2'! RJ CROSS SECTION AT FRAME LINE "E" N O Q r„ O a- O C O C o M (7 O + N it), L 0 U) ^ o (1) 0) o •1--� o 00 JE n O N �L' U lu V/1 C N � O O �l L. O �l J � x O Z � O •U U J ❑ ❑ w p O U � C U C V) N _ U O` m O '�F O (nM0_ C C M W m ^ O O U 00 co U U O " m � J y U 0) > L� QLZ �2 �2 0 ❑ Q -0� ai M d o C 0_ J J �q O o-ga' o O Q L p a) Y E C Yap U Q-J O Scale: NOT TO SCALE Drawn by. Checked by Project Engineer: JSS Job Number: 14—B-46892—E Sheet Number: E16 of 26 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. S. Harley Davidson, P.E. Florida P.E. 38305 No. 38305 -o E �n STATE OF May 23, 2014 OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14—B-46892/ver02-js$/Bldg-B/Drftg/r07L 5/13/14 07:53:07 OY/PROJECTS\XDS—V47-20140424 FB SET = Eng/14—B-46892/verO2—jss/Bldg-B/DRFTG/xO7L' I F x w x w w 0 TABLE SPLICE BOLT CONN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (2) X 1J A325 B&N 0 0 B (4) X 1J I A325 B&N 1 0 0 Job Number. 14—B-46892—E Sheet Number. E17 of 26 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. S. Harley Davidson, P.E. Florida P.E. 38305 Opp ��unv rrrnip � ; No. 983U5 %:.K r STATE OF •� May 23, 2014 .�.,,P.w�,......,,...,..e,...o.,.�r..,.,d.�......x.m...............,.a,... x,..�. ,.,,.,.-...........,,,._.......w,...,.....,....e,w....®...,m...e..�. .....�®.®. f//pftt11111111111��� OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14— OY/PROJECTS\XDS—V47-20140424 FB SET = Eng/14-8-46892/v B-46892/ver02—jss/Bldg—B/Drftg/x07L 5/13/14 07:53:07 er02—jss/Bldg—B/DRFTG/xO7L GENERAL NOTES y FRAME CLEARANCES SHOWN ARE APPROXIMATE AND U MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM ca FINISHED FLOOR REFERENCE ELEVATION. F 2 {0 W 2 W 0 I �ro n II I CROSS SECTION AT FRAME LINE "4" SPLICE BOLT TABLE CONN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (2) X 1 J A325 B&N 0 0 B (4) } X 1 A325 B&N 0 0 N E •CO C O O E O y M O N LO rn U i w o H � J m �_ �-J V I- N vA N ' J C X a O •LD V O O (1 �L OU-07 2 t 0- cUN _ Q c O m ?� (N M a M LLJ V 00 o O 0 U U q y, O7 q) O � Z I M El X Q U � 00 U b N P C o J y � � a0� O � j l o N ". E vYa- .0 h "f0� O U Scale: NOT TO SCALE Drawn by.• Checked by. Project Engineer- JSS Job Number: 14-8-46892—E Sheet Number: El of 26 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. S. Harley Davidson, P.E. Florida P.E. 38305 VJ00 May i No. 98305 : �c n. STATE OF :!H OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14—B-46892/verO2—•ss/Bldg—B/Drftg/xO1L OY/PROJECTS\XDS—V47-20140424 FB SET = Eng/14-8-46892/verO2—jss/Bldg—B/DRFTG/x01L F 3 C LL s LL a LL SPLICE BOLT TABLE NN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (4) X 1J A325 B&N 0 0 B (8) X 1J A325 B&N 0 0 5/13/14 07:11:35 CROSS SECTION AT FRAME LINE "D" ;ENERAL NOTES U RAME CLEARANCES SHOWN ARE APPROXIMATE AND IAY VARY DUE TO CONDITIONS (DEFLECTION). 'ERTICAL CLEARANCE DIMENSIONS ARE FROM C� 1NISHED FLOOR REFERENCE ELEVATION. M N w O O 0 co h S m d; o CL o c O N o m U Iz O L O m00 O O � J •� W O U Z a J El ❑ t •� 0 co C U M CL (n rM a O O M 00 LLI U O O 00 0 U U U m 0 .�. cG N �L QL 0)0 r, a � t I M ,d b oM O�J y �jT9 •� L 0O Y EvYa- c o c y (O Y O L U d.-J L O Scale: NOT TO SCALE Drown by. Checked by Project Engineer: JSS Job Number: 14—B-46892—E Sheet Number.- E19 of 26 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. S. Harley Davidson, P.E. Florida P.E. 38305 ENSF :u 3 d°, STATE OF p 0 May 23, 2014 ., ly .......L1`fL OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14—B= 46892/verO2—jss/Bldg—B/Drftg/x05L 5/12/14 15:38:28 OY/PROJECTS\XDS—V47-20140424 FB SET = Eng/14—B-46892/verO2—jss/Bldg—B/DRFTG/xO5L Eng/14—B-46892/verO2—jss/Bldg—B/DRFTG/xO5R GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. 1l3 M!, 25'-0 rA 7' 50'-0 OUT T OF STEEL 25'-0 1 '-5,j 6 U CROSS SECTION AT FRAME LINE "F" 1'-8 May 23, 2014 * No.38305 :K u E. STATE OF OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14—B-46892/ver02—jss/Bldg—B/Drftg/x05L 5/12/14 15:38:28 OY/PROJECTS\XDS—V47-20140424 FB SET Eng/14—B-46892/verO2—jss/Bldg-B/DRFTG/x05L Eng/14—B-46892/verO2-jss/Bldg—I /DRFTG/x05R I �...�_w _.._..,_..a..a_..... ne._..�r�._ ._.m_.�,.._..,.. GENERAL NOTES v FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM On FINISHED FLOOR REFERENCE ELEVATION. H 0 w 2 w w 0 I 1'-8 6 SPLICE BOLT TABLE CONN. QTY. SIZE TYPE HARDENED WASHERS A (8) J X 2" A325 B&N 0 12 4.8 r 25'-0 1 50'-0 OUT/OUT OF CROSS SECTION AT FRAME LINE "G" 12 4.8 3 \3� Q c ,o a� 2 �9� ' � w 3 N L U o O o m 0) yc o 00 x Q pM O i U W m � a _ N (n x — _ a� a o o 0 C) N U 20 � _ v .l 00 04 0 m o 0 i 0 U m a m y W N tf 0 L. <L L 0 4 0 L22 M 0 El 0 A Q -O t F , d ) 00 J rJ � C7 T9 0 a01'- w o Q o C L W U. U U Q_J Q r I Scale: NOT TO SCALE Drawn by. Checked by Project Engineer: JSS Job Number: 14-13-46892—E I�! Sheet Number. • E21 of 26 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 8J I manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. i S. Harley Davidson, P.E. Florida P.E. 38305 25'-0 V-8 b s N0.38305 ;.1F STATE OF e� C 1 May 23, 2014 '1,u6y ........ ��r���ONAI- rs� OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14—B-46892/ver02—jss/Bldg-B/Drftg/x05L 5/12/14 15:38:28 OY/PROJECTS\XDS—V47-20140424 FB SET Eng/14—B-46892/ver02—jss/Bldg—B/DRFTG/x05L Eng/14—B-46892/ver02-jss/Bldg— /DR TG/x05R GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. 1 NO C7 w LU w 0 r4w 12 14.8 3 �3� m 0 3., 3 c i 9 w Q. o p o 0 b c, SPLICE BOLT TABLE CITY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS '8) 1 X 2" A325 B&N 0 1 0 CROSS SECTION AT FRAME LINE "H" i, o N 3 J M"2 p rn .. LO v >� O L o coP� co > X o U 4i CD ^ t� Cq U) x N x �•VLC LL. Z � 0 o U U 0 c p V) n a- U 00 t0 U U V m y I w C2 L2 ro U IU aM to = C�J oaJ naw o w �, o4)` w w E vYa_ Q Q CD - o O U ¢-- O Scale: NOT TO SCALE Drawn by. Checked by Project Engineer: JSS Job Number: 14—B-46892—E Sheet Number. E22 of 26 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. S. Harley Davidson, P.E. Florida P.E. 38305 s CO* 0 No. 38305 cr 3 :o: STATE OF :� May 23, 2014AIA� Y`vaN��,' OY/PROJECTS\XDS—V47-20140424 FRAME = Job s/Active/eng/14—B-46892/ver02—jss/Bldg—B/Drftg/x03L 5/12/14 16:14:05 OY/PROJECTS\XDS—V47-20140424 FB SET = Eng/14—B-46892/verO2—jss/Bldg—B/DRFTG/xO3L Eng/14-8-46892/verO2—jss/Bldg—B/DRFTG/x03R H S 0 w w w 1'-5j 25'-0 N. FL. LEV. 7' um I 00 1' 8 I 50'-0 OUT/OUT OF STEEL c CROSS SECTION AT FRAME LINE "I" 25'-0 GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. N May 23, 2014 OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14—B-46892/ver02—jss/Bldg—B/Drftg/x08L 5/13/14 08:45:38 OY/PROJECTS\XDS—V47-20140424 FB SET = Eng/14—B-46892/ver02—jss/Bldg—B/DRFTG/x08L GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOUR REFERENCE ELEVATION. 1'-2�q l i'-11 2'-4?g r 12 2,4 3.3942 2 A% 35-4j 35-4j OUT/OUT OF STEEL CROSS SECTION AT FRAME LINE F N %��' May 23, 2014 ���rrrrrr OY/PROJECTS\XDS—V47-20140424 FRAME = Jobs/Active/eng/14—B-46892/ver02—jss/Bldg—B/Drftg/x08L 5/13/14 08:45:38 OY/PROJECTS\XDS—V47-20140424 FB SET = Eng/14—B-46892/ver02—jss/Bldg—B/DRFTG/x08L GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. 2'-4A 1'-2j b 1'-1 12 3.3942 r- 35-4j 35-4j OUT/OUT OF STEEL e CROSS SECTION AT FRAME LINE "J5" May 23, 2014