HomeMy WebLinkAbout2100 Country Club Rd (a) 2 17-3046 Roof Specs and plansv
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Product Approval
USER: Public User
Application Detail q
t FL #
FL16440-RlO
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
f Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Florida Engineer or Architect Name who developed
the Evaluation Report
Florida License
Quality Assurance Entity
Quality Assurance Contract Expiration Date
Validated By
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Carlisle SynTec Systems
1285 Ritner Highway
P.O. Box 7000
Carlisle, PA 17013
717)245-7000
malpezzi@syntec.carlisle.com
Joe Malpezzi
malpezzi@syntec.carlisle.com
Robert Patton
1555 Ritner Highway
Carlisle, PA 17013
717)245-7264
Robert.PATTON@syntec,cariisle.com
Roofing
Single Ply Roof Systems
Evaluation Repo, L room a Florlda Reglstered Architect or a Licensed Florida
Professional Engineer
Evaluation Report - Hardcopy Received
Robert Nieminen
PE-59166
UL LLC
O8/24/2018
John W. Knezevich, PE
Validation Checklist - Hardcopy Received
Standard Year
TAS 110 2000
TAS 114 2011
TAS 131 1995
Sections from the Code
r
Product Approval Method Method 1 Option D
v
Date Submitted 01/30/2017
Date Validated 02/06/2017
Date Pending FBC Approval 02/08/2017
Date Approved 04/04/2017
Date Revised 08/30/2017
of
FL i Model, Number or Name Description — —
16440.1 i Carlisle Sure -Weld TPO Single Ply Thermoplastic (TPO) single ply roof systems for HVHZ. Roof Systems
Limits of Use
Approved for use in HVHZ: Yes Installation Instructions
A
Approved for use outside HVHZ: No FL16440 R10 II 2017 al FTtd6 p c ,
are -
Weld TPOImpactResistant: N/A HVHZ FL1644Q-R10 Ddf
Design Pressure: +N/A/-495 Verified By: Robert Nleminen PE-59166
Other: 1.) The design pressure noted in this application Created by Independent Third Party: Yes
Evaluation Reports
pertains to one assembly. Refer to ER Appendix for all
assemblies and max. design pressures. 2.) Refer to ER Section
FL16440 pM , Fr ri . - ..
5 for Limitations. 3.) This Product Approval is for HVHZ TPO HVHZ' FL16440-RI0.Ddf
jurisdictions. Refer to FL24083 for Non-HVHZ. Created by Independent Third Party: Yes
I
s
Contact U :: 2601 Blair Stone Road Tallahassee FL 3 399 Phone: 8 0-487-16 4
The State of Florida is an AA/EEO employer. Coovrioht 2007-2013 State of Florida :: PflyacY Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a pubic -records request, do not send electronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section45S.275(Q, Florida Statutes, effective October 1, 2012, licensees: licensed under Chapter 455, F.S. must provide the Department with an email address if they haveone. The emaiis provided may be used for official communication with the. licensee. However email addresses are public record. If you do not wish to supply a personaladdress, please provide the Department with an email address which can be made aval fable to the public: To determine it you are a licensee under Chapter 455, F.S., Please click hen .
Product Approval Accepts:
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r
n_terdtek a.
ASTM E 1886 and ASTM E 1996 TEST REPORT
Report No.: E5450.02-801-44
Rendered to:
Diamond Door Products
Hempstead, Texas
PRODUCT TYPE: Steel Outswing Door
SERIES/MODEL: 4080 130mph Wind Rated Door
ENO
No. 72012 '
w `W=
STATE OF :?\
011111110
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DO.M SOW by: TyW W.,r w*V
2015.07.03 12:02:01-07'00'
Test Date(s): 03/13/15
Through: 03/15/15
Report Date: 05/31/15
Revision 2: 07/02/15
Record Retention End Date: 03/15/19
1
2865 Market Loop
Southlake, TX 76092
www.archtest.com . www.intertek.com/building p• 817.410.7202
f. 717.764.4129
I
Ott s sf,,'
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Architectural Testing
1.0 Report Issued To:
2.0 Test Laboratory:
3.0 Project Summary: .
Diamond Door Products
52294 Hwy 290 West
Hempstead, Texas 77445
Architectural Testing, Inc.
2865 Market Loop
Southlake, Texas 76092
817) 410- 7202
Test Report No.: E5450.02-801-44
Report Date: 05/31/15
Revision 2: 07/02/15
Page 2 of 12
3.1 Product Type: Steel Outswing Door
3.2 Series/Model: 4080 130mph Wind Rated Door
3.3 Compliance Statement: Results obtained are tested values and were secured by
using the designated test method(s). The specimen(s) tested met the performance
requirements set forth in the referenced test procedures for a +1035 Pa (+40.76
psf), and -871 Pa (-34.30 psf) Design Pressure with missile impacts corresponding
to Missile Level D and Wind Zone 3.
3.4 Test Date(s): 03/13/15- 03/15/15
3.5 Test Record Retention End Date: All test records for this report will be retained
until March 15, 2019
3.6 Test Location: Architectural Testing, Inc. test facility in Southlake, Texas.
3.7 Test Specimen Source: The test specimen(s) were provided by the client.
Representative samples of the test specimen(s) will be retained by Architectural
Testing for a minimum of four years from the test completion date.
3.8 Drawing Reference: The test specimen drawings have been reviewed by
Architectural Testing and are representative of the test specimen(s) reported
herein. Test specimen construction was verified by Architectural Testing per the
drawings located in Appendix C. Any deviations are documented herein or on the
drawings.
3.9 List of Official Observers:
M
Name Company
w; Robert Muller Diamond Door Products
Clint Barnett Architectural Testing, Inc.
Architectural Testing
4.0 Test Specification(s):
Test Report No.: E5450.02-801-44
Report Date: 05/31/15
Revision 2: 07/02/15
Page 3 of 12
ASTM E 1886-05, Standard Test Method for Performance of Exterior Windows, Curtain
Walls, Doors, and Impact Protective Systems Impacted by Missiles) and Exposed to Cyclic
Pressure Differentials
ASTM E 1996-12, Standard Specification for Performance of Exterior Windows, Curtain
Walls, Doors, and Impact Protective Systems Impacted by Windborne Debris in
Hurricanes
5.0 Test Specimen Description:
5.1 Product Sizes:
4, Test Specimens #1 - #3:
Overall Area:
4.3 m2
146.41 ft2)
Width Hei ht
millimeters inches millimeters inches
Overall size 1524 60 2829 111-3/8
Door Leaf, 1219 48 2416 95-1/8
5.2 Frame Construction: The frame head and jambs were steel and measured 10-
1/4" wide by 3" deep. Each door utilized a steel Z purlin anchored between the
buck and the door frame at the center. The Z purlin was anchored to the buck
utilizing a 2" x 1-1/2" steel angle. The steel angle was anchored to the buck with
three 3/8" x 3" bolts while the other side of the angle was anchored to the Z purlin
with three 3/8" x 3/4" bolts. The bottom jambs were anchored to the bottom buck
with two 3/8" x 3" bolts. The top Z purlin was anchored into the jambs in the same
manner that the intermediate Z purlins were. The jambs had a 10" x 20" long c-
channel with one located at the top jambs and the other located 16" off the bottom.
The C channel was anchored into the jambs with#8 x 1" self -taping screws every
12". The channel also utilized a bracket that was anchored to the Z purlin with two
3/8" x 3/4" bolts and the bracket anchored to the c channel with # 8 x 1" self -
tapping screws on all four corners. The threshold was anchored to the wood buck
with 1" tap cons spaced every 6".. A steel skin was placed along the exterior
portions of the jambs and the head. The skin was anchored to the head and jambs
using#8 x 1" self -tapping screws.
5.3 Panel Construction: The door leaf was constructed with a top and bottom skin having
folded lock edges. The doors contained a bonded polystyrene core. Flush top and
bottom channels were welded to both face sheets. Two lock boxes were projection
welded to the lock stile of the door leaf.
Test Report No.: E5450.02-801-44
Report Date: 05/31/15ArchitecturalTesting
Revision 2: 07/02/15
Page 4 of 12
5.0 Test Specimen Description: (Continued)
5.4 Material Thickness
Description Thickness
Head and Jambs 0.062"
Exterior steel skin 0.035"
Door Panel Skin 0.030"
C- Channel 0.062".
Z-Purlins 0.109"
5.5 Weatherstripping:
Description Quantity Location
1/4" high two finger rubber 1 Row
Aluminum kerf attached to frame
jambs and head
1" high one finger rubber 1 Row Aluminum kerf attached to leaf bottom
exterior skin
5.6 Drainage Sloped Sill
5.7 Hardware:
Description Quantity Location
Door handle assembly with
lock 1 Door leaf mid -point
Strike plate 1 Door jamb
Hinge 3
5.8 Reinforcement: No reinforcement was utilized.
6.0 Installation:
The specimen was installed into a 2 x 12 Spruce -Pine -Fir wood buck. The exterior
perimeter of the door was sealed with sealant.
Architectural Testing
7.0 Test Results: The results are tabulated as follows:
ASTM E 1886, Large Missile Impact
Test Report No.: E5450.02-801-44
Report Date: 05/31/15
Revision 2: 07/02/15
Page 5 of 12
Conditioning Temperature: 2VC (70°F)
Missile Weight: 4218 g (9.30 lbs)
Missile Length: 2.44 m (8'0")
Muzzle Distance from Test Specimen: 5.18 m (17'0")
Test Unit #1: Orientation within ±5° of horizontal
Impact 1: Missile Velocity: 15.24 m/s (50.00 fps)
Impact Area Center of door leaf
Observations: Missile hit target area, no ruptures or penetrations
Results: Pass
Impact #2: Missile Velocity: 15.51 m/s (50.90 fps)
Impact Area Top right corner of door panel
Observations: Missile hit target area, no ruptures or penetrations
Results: Pass
Test Unit #2: Orientation within ±5° of horizontal
Impact #1: Missile Velocity: 15.42 m/s (50.60 fps)
Impact Area Center of door leaf
Observations: Missile hit target area, no ruptures or penetrations
Results: Pass
Impact #2: Missile Velocity: 15.48 m/s (50.80 fps)
Impact Area Bottom left corner of door panel
Observations: Missile hit target area, no ruptures or penetrations
Results: Pass
Note: See Architectural Testing Sketch #2 for impact locations.
Test Report No.: E5450:02-801-44
Report Date: 05/31/15
Architectural Testing
Revision 2: 07/02/15
Page 6 of 12
7.0 Test Results: (Continued)
ASTM E 1886, Large Missile Impact
Conditioning Temperature: 21°C (70°F)
Missile Weight: 4218 g (9.301bs)
Missile Length: 2.44 m (8'0")
Muzzle Distance from Test Specimen: 5.18 m (17'0")
Test Unit #3: Orientation within ±5° of horizontal
Impact #1: Missile Velocity: 15.51 m/s (50.90 fps)
Impact Area Bottom left corner of door leaf
Observations: Missile hit target area, no ruptures or penetrations
Results: Pass
Impact 2: Missile Velocity: 15.24 m/s (50.00 fps)
Impact Area Center of door leaf
Observations: Missile hit target area, no ruptures or penetrations
Results: Pass
Note: See Architectural Testing Sketch #3for impact locations.
Architectural Testing
7.0 Test Results: (Continued)
ASTM E 1886, Air Pressure Cycling
Test Report No.: E5450.02-801-44
ReportDate: 05/31/15 Revision
2: 07/02/15 Page
7 of 12 Test
Unit #1 Design
Pressure: +1035 Pa (+40.76 pso -871 Pa (-34.30 psO POSITIVE
PRESSURE Pressure
Range Number Average
Cycle
Time Observations Pa (
psf) of Cycles seconds)
486
to 1214 3500
1.62 No damage beyond the allowable 8.
20 to 20.40) 0
to 1457 300
1.94 No damage beyond the allowable 0
to 24.50 1214
to 1942 600
1.65 No damage beyond the allowable 20.
40 to 32.60) 728
to 2428 100
1.66 No damage beyond the allowable 12.
21 to 40.76) NEGATIVE
PRESSURE Pressure
Range Number Average
Cycle
Time Observations Pa (
psf) of Cycles seconds)
261
to 871 50
2.00 No damage beyond the allowable 10.
29 to 34.30) 436
to 697 1050
1.65 No damage beyond the allowable 17.
15 to 27.44 0
to 523 50
2.05 No damage beyond the allowable 0
to 20.60) 174
to 436 3350
1.52 No damage beyond the allowable 6.
86 to 17.15) Result:
Pass
Architectural Testing
7.0 Test Results: (Continued)
ASTM E 1886, Air Pressure Cycling
Test Report No.: E5450.02-801-44
ReportDate: 05/31/15 Revision
2: 07/02/15 Page
8 of 12 Test
Unit #2 Design
Pressure: +1035 Pa (+40.76 psi? -871 Pa (-34.30 pso POSITIVE
PRESSURE Pressure
Range Number Average
Pa (
psf) of Cycles Cycle
Time Observations seconds)
486
to 1214 8.
20 to 20.40) 3500
1.82 No damage beyond the allowable 0
to 1457 0
to 24.50 300
1.83 No damage beyond the allowable 1214
to 1942 20.
40 to 32.60) 600
1.65 No damage beyond the allowable 728
to 2428 12.
21 to 40.76) 100
1.77 No damage beyond the allowable NEGATIVE
PRESSURE Pressure
Range Number Average
Pa (
psf) of Cycles Cycle
Time Observations seconds)
261
to 871 10.
29 to 34.30) 50
2.00 No damage beyond the allowable 436
to 697 1050
1.65 No damage beyond the allowable 17.
15 to 27.44 0
to 523 0
to 20.60) 50
2.05 No damage beyond the allowable 174
to 436 6.
86 to 17.15) 3350
1.52 No damage beyond the allowable Result:
Pass
Architectural Testing
7.0 Test Results: (Continued)
ASTM E 1886, Air Pressure Cycling
Test Report No.: E5450.02-801-44
ReportDate: 05/31/15 Revision
2: 07/02/15 Page
9 of 12 Test
Unit #3 Design
Pressure: +1035 Pa (+40.76 psf) -871 Pa (-34.30 pso POSITIVE
PRESSURE Pressure
Range Number Average
Pa (
psf) of Cycles Cycle
Time Observations seconds)
486
to 1214 8.
20 to 20.40) 3500
1.62 No damage beyond the allowable 0
to 1457 0
to 24.50 300
1.94 No damage beyond the allowable 1214
to 1942 20.
40 to 32.60) 600
1.65 No damage beyond the allowable 728
to 2428 12.
21 to 40.76) 100
1.66 No damage beyond the allowable NEGATIVE
PRESSURE Pressure
Range Number Average
Pa (
psf) of Cycles Cycle
Time Observations seconds)
261
to 871 10.
29 to 34.30) 50
2.00 No damage beyond the allowable 436
to 697 17.
15 to 27.44 1050
1.65 No damage beyond the allowable 0
to 523 0
to 20.60) 50
2.05 No damage beyond the allowable 174
to 436 6.
86 to 17.15) 3350
1.52 No damage beyond the allowable Result:
Pass
Test Report No.: E5450.02-801-44
Report Date: 05/31/15
Architectural Testing
Revision 2: 07/02/15
Page 10 of 12
General Note: Upon completion of testing, the specimens met the requirements of Section 7
of ASTM E 1996.
8.OTest Equipment:
Cannon: Constructed from steel piping utilizing compressed air to propel the missile
Missile: 2A Southern Pine
Timing Device: Electronic Beam Type
Cycling Mechanism: Computer controlled centrifugal blower with electronic pressure
measuring device
Tape and film were used to seal against air leakage during structural testing. In our
opinion, the tape and film did not influence the results of the test.
r --.
I Architectural Testingi
Test Report No.: E5450.02-801-44
Report Date: 05/31/15
Revision 2: 07/02/15
Page 11 of 12
Architectural Testing will service this report for the entire test record retention period.
Test records such as detailed drawings, datasheets, representative samples of test
specimens, or other pertinent project documentation, will be retained by Architectural
Testing, Inc. for the entire test record retention period.
This report does not constitute certification of this product nor an opinion or endorsement
by this laboratory. It is the exclusive property of the client so named herein and relates
only to the specimen(s) tested. This report may not be reproduced, except in full, without
the written approval of Architectural Testing, Inc.
For ARCHITECTURAL TESTING, Inc.
r
Clint Barnett
Technician
CAB:hd
a
Tyler Westerling, P.E.
Senior Project Engineer
Attachments (pages): This report is complete only when all attachments listed are included.
Appendix -A: Sketches (3)
Appendix-B: Drawing (1)
tltt 1 w'L .i . i.iili
i
i
i Test Report No.: E5450.02-801-44
Report Date: 05/31/15
Architectural re:"Q
Revision 2: 07/02/15
Page 12 of 12
Revision Log
Rev. # Date Pages) Revision(s)
0 05/31/15 N/A Original report issue
1 06/19/15 Cover Page Added Florida P.E. Seal.
1 06/19/ 15 " Page 11
2 07/02/15 Cover, 1
Replaced Andy Cost with Tyler
Westerling.
Change model# from 4070 to 4080
Architectural Testing
Test Report No.: E5450.02-801-44
Report Date: 05/31/15
Revision 1: 06/19/15
Revision 2:07/02/15
Appendix A
Sketches
Test Specimen # I Impact locations
22L-
Architectural Testing
Test Report No.: E5450.02-801-44
Report Date: 05/31/15
Revision 1: 06/19/15
Revision 2:07/02/15
Test Specimen # 2 Impact locations
Test Report No.: E5450.02-801-44
Report Date: 05/31/15
Architectural Testing Revision 1: 06/19/15
Revision 2:07/02/15
td n rti
P .
Test Specimen 4 3 Impact locations
Architecturai Testing
Appendix B
Drawing
Test Report No.: E5450.02-801-44
Report Date: 05/31/15
Revision 1: 06/19/15
Revision 2:07/02/15
uMMIAMFOADE COUNTY
i...0
ACCREDrTED
E
STEEL. ST R V C T V ' INC. METAL BUILDING MANUFACTURES ASSOCIATION
LETTER OFCERTIFICATION VULCAN
STEEL STRUCTURES, INC DATE: 08/29/17 Job
Number 24934-2 , DESIGNED BY: VLB Customer
Name: IRONROCK COMMERCIAL CONSTRUCT DETAILED BY: KD Job
Location: SANFORD, FL 32771 CHECKED BY: BCP DESIGN
PARAMETERS COMMENTS BUILDING
DESCRIPTION: PIPE
STANDS TO SUPPORT 4,620# NOMINAL
WIDTH: 38.92 feet ROOF UNITS (1 PER BAY) NOMINAL
LENGTH: 79.5 feet EAVE
HEIGHT, BACK S.W: 35.86 feet AIR UNITS HANGING BELOW ROOF: EAVE
HEIGHT, FRONT S.W: 36.67 feet 1,600# PER UNIT (2 UNITS PER BAY) ROOF
SLOPE, LEFT: 0.25:12 ROOF
SLOPE, RIGHT: DESIGN
LOADS BUILDING
CODE: FLORIDA BUILDING CODE 5TH EDITION (2014) - BUILDING FRAME
SELF WEIGHT: INCLUDED SNOW ROOF
DEAD, LOAD: 6.500 psf FLAT ROOF SNOW LOAD ,Pf 0 psf COLLATERAL
LOAD: 5 psf GROUND SNOW LOAD Pg 0.00 psf. ROOF '
LIVE LOAD::. 20.00 psf SNOW LOAD IMP. FACTOR 1.00 FRAME
LIVE LOAD: 13.23 / 12 psf THERMAL FACTOR, Ct. 1:00 SNOW
LOAD, ROOF: 0 psf SNOW EXP. FACTOR Ce 1.00 WIND
SPEED: (3 SEC GUST) 140 mph (Vult) 108.
4 mph (Vasd) INTERNAL
PRESSURE COEFF. 0.18/ 0.18 WIND
EXPOSURE: B CLOSURE "
C, 0, P" Closed RISK
CATEGORY II - Normal SEISMIC
PARAMETERS SEISMIC -
FORCE RESISTING SYSTEM: STEEL ORDINARY MOMENT FRAME ANALYSIS
PROCEDURE EQUIVALENT LATERAL, FORCE PROCEDURE SITE
CLASS (ASSUMED) D , SEISMIC
IMPORTANCE: 1.00: ' SEISMIC
DESIGN CATEGORY: A DESIGNED
SPECTRAL ACCELERATION PARAMETER "SDS=''. - (SHORT PERIODS): 0.09 DESIGNED
SPECTRAL ACCELERATION PARAMETER "SD1" - (1 SEC PERIODS): 0.06 MAPPED
SPECTRAL RESPONSE ACCELERATION SS" - (SHORT PERIODS): 0.08 MAPPED
SPECTRAL RESPONSE ACCELERATION S1" - (1 SEC PERIOD): 0.04 SEISMIC
RESPONSE MODIFICATION COEFFICIENT. R" 3.5 SEISMIC
RESPONSE COEFFICIENT: "Cs" - 0.029 TOTAL
LONGITUDINAL BASE SHEAR 1.42 TOTAL
TRANSVERSE BASE SHEAR 1.44 DRAWING
RELEASE HISTORY DRAWING REVISIONS DATE
SENT REASON FOR RELEASE REVISION DATE BY DESCRIPTION A
B
C
D
COVERING
AND TRIM COLOR TABLE SHEETING
ROOF
PANEL: GAUGE
PANEL TYPE COLOR 22
GA. B" DECK GALVANIZED FLORIDA
PRODUCT APPROVAL NUMBERS W
A L K D 0 0 R S 3070/
4070 IMPACT RATED WIND RATED & KNOCKDOWN OR PRE -ASSEMBLED FL17900.1 3070/
4070 NON -IMPACT RATED WIND RATED & KNOCKDOWN OR PRE -ASSEMBLED FL17900.2 6070/
8070 IMPACT RATED WIND RATED & KNOCKDOWN OR PRE -ASSEMBLED FL18463.2 6070/
8070 NON -IMPACT RATED WIND RATED & KNOCKDOWN OR PRE -ASSEMBLED FL18463.1 R
I D G E V E N T S 12"
THROAT RIDGE VENT WITH 12" THROAT FL12805.2 6-
3/4" THROAT RIDGE VENT WITH 6-3/4" THROAT FL12805.5 9"
THROAT. RIDGE VENT WITH 9" THROAT FL12805.1 L
O U V E R S FIXED
GLASS LOUVER WITH FLIXED GLASS FL12256.1 ADJUST.
GLASS ILOUVER WITH ADJUSTABLE GLASS FL12256.2 R
O; L L U P D 0 0 R S 1100
SERIES MAX SIZE: 8'-8" X 14'-0" FL12765.1 1100
SERIES MAX SIZE: 10'-0" X 14'-0" FL12765.2 3100
SERIES MAX SIZE: 12'-0" X 20'-0" FL12765.3 3100
SERIES - MAX SIZE: 20'-0" X 20'-0" FL12765.4 750
SERIES MAX SIZE: 3'-0" X 12'-0" FL12675.5 750
SERIES MAX SIZE: 6'-0" X 12'-0" FL12765.6 750
SERIES' MAX SIZE: 8'-8" X 12'-0" FL12765.7 750
SERIES MAX SIZE: 10'--0" X 12'-0" FL12765.8 R
0 0 F P A N E L S BATTENLOK
FL11819.1 DOUBLE-
LOK FL11819.2 LOKSEAM
FL11819.3 SUPERLOK
FL11819.4 ULTRA-
DEK FL11819.5 7.
2 PANEL FL1519.1 , PBR
PANEL FL5346.1 PBU
PANEL FL11868.2 W
A L L P A N E L S AVP
PANEL FL11917.3 FW-
120 PANEL FL11917.4 PBR
PANEL FL5335.1 REVERSE
PBR FL5335.1 SHADOWRIB
PANEL FL11917.6 S
0 F F I T P A N E L S ARTISAN
L-12 FL11919.1 S
K Y L I G H T S PBR
SKYLIGHT FL13793 W
A L L L I T E S PBR
I FL13787.1 BLDG#
2 BLDG#1 KEY
PLAN MIAMI
DADE PRODUCT APPROVAL NUMBERS R
0 L L U P D 0 0 R S 850
SERIES MINI MAX SIZE: 8'-8" X 12'-0" NOA-13-1203.05 3400
SERIES MAX SIZE: 12'-0" X 20'-0" NOA-13-0124.05 R
0 0 F P A N E L S PBR
122 GAGE & 24 GAGE NOA-12-0730.02 SUPERLOK
22 GAGE NOA-12-0911.02 SUPERLOK
24 GAGE NOA-12-0123.07 DOUBLE-
LOK NOA-13-0425.14 W
A L L- P A N E L S PBR
24 GAGEv, NOA-12-0123.06 ECO-
FICIENT NOA-14-0306.03' S
K Y L I G H T S PBRI
NOA-12-0110.04 THE
PROJECT DESIGNER IS NOT THE METAL BUILDING
MANUFACTURER, THE METAL BUILDING. DESIGNER
OR THE METAL BUILDING ENGINEER. THE
ENGINEER WHOSE SEAL APPEARS ON THE METAL
BUILDING PLANS IS A SPECIALTY ENGINEER
AND NOT THE PROJECT DESIGNER OR
THE PROJECT ENGINEER OF RECORD. THE ENGINEER
WHOSE SEAL APPEARS ON THE METAL
BUILDING PLANS DOES NOT HAVE FAMILIARITY
WITH THE PHYSICAL JOBSITE LOCATION
AND THEREFORE CANNOT BE IDENTIFIED
AS, SERVE AS OR QUALIFY AS THE
PROJECT DESIGNER. WALTER
E. WOOD P.E. FLORIDA
P.E.# 61323 500
V 4gTppp,ARKWAY O.
No.
61323ae
O
o
STATE OF _ v
0W//1RIGINAL SIGNATURE REQUIRED
41
A.
GENERAL NOTES
1. MATERIALS ASTM DESIGNATION
STRUCTURAL STEEL PLATE A529 OR A572 GRADE 50 or GRADE 55
COLD FORMED LIGHT GAGE SHAPES A1011 GRADE 55
BRACE CABLES A475 EHS
HOT ROLLED MILL SHAPES ASTM A992 GRADE 50
ROOF AND WALL SHEETS A653 OR A792 GRADE 50 or GRADE 80
BOLTS A307, A325T, AND A490 A307 UNLESS NOTED
2. STRUCTURAL PRIMER
SHOP PRIMER PAINT IS A MINIMAL NON —UNIFORM THICKNESS COATING OF A RUST INHIBITIVE RED —OXIDE COLOR PRIMER
SATISFYING THE REQUIREMENTS OF TT—P-664. THIS PRIMER IS NOT TO BE CONSIDERED A FINISH COAT AND IS NOT INTENDED
FOR LONG TERM EXPOSURE TO THE ELEMENTS. THIS PRIMER IS NOT WARRANTED OR REPRESENTED AS BEING COMPATIBLE
WITH ANY TYPE OF FINISH PAINT SYSTEM. THE PRIMER COAT APPLIED AT THE FACTORY IS SUBJECT TO BLEMISHES, SCUFFS,
SCRATCHES AND THE LIKE DURING SHIPPING AND DURING HANDLING AS PART OF THE ERECTION PROCESS. IT IS THE
RESPONSIBILITY OF THE ERECTOR TO TOUCH UP ANY SUCH UNDESIRABLE CONDITIONS DURING OR AFTER THE ERECTION
PROCESS. OBJECTIONS TO PRIMER APPEARANCE SHALL NOT BE SUBJECT TO REJECTION OR BE CONSIDERED A CAUSE FOR
REJECTION.
3. A325 BOLT TIGHTENING REQUIREMENTS
ALL HIGH STRENGTH BOLTS ARE A325T UNLESS SPECIFICALLY NOTED OTHERWISE.
STRUCTURAL BOLTS SHALL BE TIGHTENED BY THE TURN —OF —THE —NUT METHOD IN ACCORDANCE WITH THE 14th
EDITION AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325T OR A490 BOLTS". PER SECTION 8.1, (SPEC. 16.2)
A325T BOLTSMAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE TURN —OF —THE NUT METHOD.
ALL HIGH STRENGTH BOLTS, EXCEPT AS NOTED OTHERWISE, ARE SUBJECT TO DIRECT TENSION AND MAY REQUIRE
INSPECTION AS DEFINED BY THE APPLICABLE BUILDING CODE OR STANDARD. IT IS THE RESPONSIBILITY OF THE
ERECTOR TO ASSURE PROPER TIGHTNESS.
4. BUILDER/CONTRACTOR RESPONSIBILITIES
THE METAL BUILDING MANUFACTURER'S STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATED OTHERWISE IN
THE CONTRACT DOCUMENTS, THE METAL BUILDING MANUFACTURER'S DESIGN, FABRICATION, QUALITY CRITERIA STANDARDS AND
TOLERANCES WILL GOVERN THE WORK.
IN CASE OF DISCREPANCIES BETWEEN METAL BUILDINGS MANUFACTURER STRUCTURAL PLANS AND PLANS FOR OTHER TRADES.
THE METAL BUILDING MANUFACTURER'S PLANS SHALL GOVERN.
IT IS THE RESPONSIBILITY OF THE BUILDER / CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND NECESSARY
PERMITS FROM CITY, COUNTY, STATE, OR FEDERAL AGENCIES, AS REQUIRED.
APPROVAL OF METAL BUILDING MANUFACTURER'S DRAWINGS CONSTITUTES THE BUILDER / CONTRACTOR'S ACCEPTANCE OF THE
METAL BUILDING MANUFACTURER'S INTERPRETATION OF THE CONTRACT PURCHASE ORDER.
ONCE THE BUILDER / CONTRACTOR OR A/E FIRM HAS SIGNED MANUFACTURER'S APPROVAL PACKAGE, CHANGES FROM
THE PURCHASE ORDER BY THE BUILDER WILL BE BILLED TO THE BUILDER / CONTRACTOR FOR MATERIAL,
ENGINEERING AND HANDLING FEES. SUCH CHANGES MAY CAUSE THE PROJECT TO BE MOVED FROM THE FABRICATION
AND OR SHIPPING SCHEDULE. A PENALTY FEE MAY BE CHARGED IF THE PROJECT MUST BE MOVED FROM THE
FABRICATION AND / OR SHIPPING SCHEDULE, AS LONG AS THE MANUFACTURER'S DESIGN AND DETAILING APPROACH COMPLIES
WITH THE PURCHASE ORDER.
THE BUILDER / CONTRACTOR OR A/E FIRM ARE RESPONSIBLE FOR THE OVERALL PROJECT CONDITION. ALL INTERFACE
AND COMPATIBILITY CONCERNING ANY MATERIALS NOT FURNISHED BY THE MANUFACTURER ARE TO BE CONSIDERED AND
COORDINATED BY THE BUILDER / CONTRACTOR OR A/E FIRM. UNLESS SPECIFIC DESIGN CRITERIA CONCERNING THIS
INTERFACE BETWEEN MATERIALS IS FURNISHED AS PART OF THE PURCHASE ORDER. THE METAL BUILDING MANUFACTURER'S
ASSUMPTIONS WILL GOVERN.
THE BUILDER / CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL OTHER PROJECT PLANS AND SPECIFICATIONS
COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITY. SUPPLYING SEALED
ENGINEERING DESIGN DATA AND DRAWINGS BY THE BUILDING MANUFACTURER .DOES NOT IMPLY OR CONSTITUTE AN
AGREEMENT THAT THE BUILDING MANUFACTURER OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN
PROFESSIONAL FOR THE CONSTRUCTION PROJECT. THESE DRAWINGS AND DESIGN DATA ARE SEALED AS TO THE
STRUCTURAL SYSTEM FURNISHED BY THE METAL BUILDING MANUFACTURER IN COMPLIANCE WITH ALL REQUIREMENTS OF THE
PURCHASE ORDER.
THE BUILDER / CONTRACTOR IS RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL BUILDING
COMPONENTS IN ACCORDANCE WITH THE METAL BUILDING MANUFACTURER'S "FOR CONSTRUCTION" DRAWINGS. TEMPORARY
SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE RESPONSIBILITY OF THE ERECTOR TO
DETERMINE, FURNISH, AND INSTALL.
THE METAL BUILDING MANUFACTURER DOES NOT WARRANT STRUCTURAL INTEGRITY OF ANY COMPONENTS FIELD MODIFIED
OR DESIGNED AND FABRICATED BY OTHERS. NEITHER DO WE ACCEPT DESIGN RESPONSIBILTY FOR THE EFFECTS
NON STANDARD COMPONENTS DESIGNED BY OTHERS MAY HAVE ON THE SYSTEM IN GENERAL.
AS TAKEN FROM THE FOURTEENTH EDITION OF THE AISC MANUAL PAGE 16.3-56 PARAGRAPH 7.14 — READS AS FOLLOWS
THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS OF REAMING, GRINDING, WELDING OR CUTTING,
AND THE DRAWING OF ELEMENTS INTO LINE WITH DRIFT PINS, SHALL BECONSIDERED TO BE NORMAL ERECTION OPERATIONS."
RECOGNIZING THE FLORIDA BUILDING CODE REQUIRES EXPOSURE C AS THE DEFAULT WIND EXPOSURE. IT IS
RESPONSIBILITY OF THE PROJECT DESIGNER TO DETERMINE, VERIFY AND PROVE EXPOSURE "B" IS APPLICABLE
BASED ON THE BUILDING LOCATION AND THAT EXPOSURE B IS ACCEPTABLE TO LOCAL BUILDING/CODE OFFICIALS
OR AUTHORITIES HAVING JURISDICTION. IT IS THE ABSOLUTE RESPONSIBILITY OF THE BUYER TO RETAIN SERVICES
OF AN INDIVIDUAL OR FIRM PROPERLY QUALIFIED TO PERFORM THE DUTIES REQUIRED OF A PROJECT DESIGNER
TO INCLUDE:
A PROJECT DESIGNER IS RESPONSIBLE FOR DETERMINING THE SITING OF (DETERMINATION OF
WIND EXPOSURE) AND SPECIFYING THE GEOMETRY, LOADS AND MATERIALS FOR A BUILDING
PROJECT.
A PROJECT DESIGNER IS RESPONSIBLE FOR DETERMINING GEOMETRY PARAMETERS INCLUDE
DEFINITION OF WIDTH, LENGTH, HEIGHT, SLOPE, BAYS, INGRESS AND EGRESS REQUIREMENTS
AS APPLICABLE AND NECESSARY FOR THE DESIRED OCCUPANCY USAGE CATEGORY.
A PROJECT DESIGNER IS RESPONSIBLE FOR DETERMINING LOAD PARAMETERS INCLUDING
DEFINITION OF THE BUILDING CODE AND APPLICABLE EDITION (YEAR), DETERMINATION OF
IMPORTANCE FACTORS, DEFINITION OF ALL LOADS REQUIRED FOR THE DESIGN OF THE
STRUCTURE INCLUDING DEAD LOADS, COLLATERAL LOADS, LIVE LOADS, WIND SPEED AND
EXPOSURE. CATEGORY, HVAC UNIT LOADS, FLOOR AND OTHER APPLIED LOADS (IF APPLICA—
BLE). NEITHER THE METAL BUILDING MANUFACTURER OR THE METAL BUILDING ENGINEER ARE
RESPONSIBLE FOR LOAD OR EXPOSURE CATEGORY DETERMINATION.
A PROJECT DESIGNER IS RESPONSIBLE FOR DETERMINING MATERIAL PARAMETERS INCLUDE
DEFINITION OF ALL EXTERIOR COVERING MATERIALS AS WELL AS ALL INTERIOR SURFACES
AND FINISHES.
SPFCIAI NOTFS-
BUILDING IS NOT STRUCTURALLY SOUND UNTIL ALL
WALL COVERING, ROOF SHEETS, AND PERMANENT
BRACING IS INSTALLED. BUILDER / CONTRACTOR IS
RESPONSIBLE FOR SUPPORTS OR TEMPORARY BRACING
DURING ERECTION, HE SHALL FURNISH, AND INSTALL
THESE TEMPORARY SUPPORTS WHERE NECESSARY.
TEMPORARY SUPPORTS ARE NOT PROVIDED BY THE
METAL BUILDING MANUFACTURER.
OUTSIDE VENDOR ACCESSORY NOTE:
BUYER SHALL BE RESPONSIBLE TO COORDINATE,
ASSURE AND VERIFY THAT THE STRUCTURE AND
CLEARANCES AS PROVIDED BY BUILDING MANUFACTURER
ARE COMPATIBLE WITH THE DOOR PROVIDED BY OTHERS.
TUBE
GUTTER
TRIM VARIES)
p
STANDARD TRIM LAP DETAIL b
NOTE: ALL TRIM CONTAINED ON THIS PROJECT,
WILL HAVE OUR STANDARD 3" LAP AS SHOWN.
ABOVE. (TRIM STYLE VARIES)
BLDG#2 BLDG#1
KEY PLAN
THE PROJECT DESIGNER IS NOT THE METAL
BUILDING MANUFACTURER, THE METAL BUILDING
DESIGNER OR THE METAL BUILDING ENGINEER.
THE ENGINEER WHOSE SEAL APPEARS ON THE
METAL BUILDING PLANS IS A SPECIALTY
ENGINEER AND NOT THE PROJECT DESIGNER
OR THE PROJECT ENGINEER OF RECORD. THE
ENGINEER WHOSE SEAL APPEARS ON THE
METAL BUILDING PLANS DOES NOT HAVE
FAMILIARITY WITH THE PHYSICAL JOBSITE
LOCATION AND THEREFORE CANNOT BE
IDENTIFIED AS, SERVE AS OR QUALIFY AS
THE PROJECT DESIGNER.
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULQAhL. PARKWAY
cc '•• .0'
0.61323
o STATE OF •:';
ORIGINAL SIGNATURE REQUIRED
MCHOR BOLT NOTES: HICK NUT
W/FLAT WASHER\ SEE BUILDING PLANS ANCHOR BOLT SUMMARY _
MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS CONCRETE LINE \\ FOR PROJECTION
wRIS HNUTANDWHERON BOTH ENDS AS OPPOSED TO J-BOLTS OR Total ANCHOR
BOLTS WHH HOOKS BECAUSE OF BETTER PERFORMANCE Dia Len Pfaj RESULTS
IN CONCRETE FOUNDATIONS. ETHER TYPE BOLT IS Qty Locate (I n) (In) (In) ACCEPTABLE
AS DETERMINED BY THE FOUNDATION ENGINEER. ANY Z
9• DOOR JAMBS 5/8" DIA VALUESGNFNFORANCHORBOLTTOTALLENGTHSAND/OR BEND LENGTHS
ME SUGGESTED LENGTHS ONLY. R IS THE RESPONSIBILITY 0 8 Endwall 5/8" 15.0 3.00 15'
FOR ALL OTHER 5/8' OIA h DOOR THEY
THEEA FUNCTION ENGINEER R DETERMINE THESE OTHER SINCE 0 120 Frame 3/4" 24.0 3.00 1HEY
ME A NNCTION OF CONCRETE STRENGTH AND OTHER FACTORS. O
JAMBS
ACTING 15 E.W. COLUMNS HI
NUT « 24"
ALL OTHERS W/FLAT WAS ANCHOR
BOLTS SHALL BE ASTM F1554 GRADE 36 (Ml OR
GRADE 55' ANCHOR
BOLTS 279'-
0" 15
79'-
6"STEEL LINE TO STEEL LINE 199'-6"STEEL LINE TO STEEL LINE 26'-
6". 26'-0" T-O' 20'-0" 20'-0' 7
14 20'-
0" 20'-O" 20'-0" 20'-0" 20"-0" 20'-0" 20'-0" 19'-6" 4:
5 8"
25'-10' - 26'-4" 8" 8" 19'-4" - 1W-10" 8" Low
Eave 2" 2 _ 2. 2" 2. 2^ - 2. 2' i6
2"
2" 2" 2" 2" 2• 2" 2" 212 2" 2" 212 212 2" 2" 2' 2" Low E.- G-
Wind -Bent Wind -Bent Wind -Bent A
r"
z w
0
J
B
w
ni.
C
Wind -
Bent Wind -Bent Wind -Bent _ _ C High
Eave 2" 2" 2" 2" 2" 2" 2' 2" T8_ 2" 2" 2".2" 2" 2" 2" 2" 2" 2" 2" 2" Y 2" 2" 2" - 2" 2" 2 2 High Eave8"
25'-10" 6'-4" 8"" 19'-4" ,8'-10" 8' 4
5 26'-
6" 26'-0" 27'-0" 20'-0" 20'-0" 20'-0" 20'-0' 20'-0" 20'-0' 20'-0" 20'-0" 20,-0" 19'-6" FRAME
LINE - DIMENSIONS
1 2 3 6 7 8 9 10 - 11 1 1:i T4 15 ANCHOR
BOLT PLAN NOTE:
All Base Plates ® 100'-0" (U.N.) 1 —
3H WALTER
E. WOOD P.E. FLORIDA
P.E.# 61323 500
VULCAN PARKWAY UIII
i1g4 n NO.
61323 SEE
PLAN - a OUT
TO our CONCRETE I L
PANOL— FIELD
LOCATED OPENINGS SEEPLAN _ i
OUT T. OUT STEEL ®Y
OTHERS) OTY DESCRIPTIONI BLDG#
Z BLDG#1 ; STATE ,. w
INSIDE. CLOSURE (OPTIONAU 3
3'-4'x7'-2' F.. '0 .
4..'
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G•
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BASE ANGLE 'f(
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x4'x16GA. FINISHED FLOORKEY PLAN / /7J N444444tso%%+t,
ORIGINAL
SIGNATURE REQUIRED REVISIONS
DRAWING STATUS VULCAN STEEL STRUCTURES, INC IRONROCK COMMERCIAL CONSTRUCTI N 1/
4' x I' REV. DESCRIPTIDNI DATE DTLR DATE CHKR APPD E I FINAL ERECTION PROJECT THE FATHER'S TABLE ANCHOR BOLT PLAN NAIL -
IN ANCHOR ID 24934-2 DESIGN- VLB DRAFTS KD CHECKI PMS 2
36' O.C. (BY OTHERS) EX]
FOR CONSTRUCTION E
I FOR APPROVAL PROJECT DATE108/28/17 SHEET .1 OF 18 rnNCRFTF
FD AND ANCHOR R 1 T PRO 1 TI N BASE WITHOUTSHEETING NOTCHTRIH E I THER, EXPLAIN SANFORD, FL 32771 ADDRESS
1.
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COLUMN LINE
H
ENDWALL COLUMN: BASIC COLUMN REACTIONS (k )
Wind Wind
Frm Col Press Suct E1PAT_LL-1- E1PAT_LL-2-
Line Line Harz Horz Horz Vert Harz Vert
1 B -9.3 10.2 0.0 3.1 0.0 3.1
BUILDING BRACING REACTIONS
t Reactions(k) Panel Shear
Wall - Col -Wind - -Seismic- (lb7ft)
Loc Line" Line Horz Vert Horz Vert Wind Seis Note
F-SW C 2,3 3.0 8.2 0.4 1.0 b
R-EW 4 h
B-SW A 2,3 3.0 7.9 0.4 0.9 b
b Wind bent in bay, base above finish floor
h Rigid frame at endwoll
2 3 4
H
QCOLUMN LINE
V
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc._Bolt Base -Plate (n Elev.
Line Line Qty Dia Width Length hick in)
1 A 4 0.750 8.000 14.75 0.500 6.0
1 C 4 0.750 8.000 17.00 0.500 6.0
1 B 4 0.625 6.000 13.00 0.500 6.0
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc._Bolt Base -Plate (in) Elev.
Line Line Qty Dia Width Length Thick (in)
2* A 4 0.750 8.000 20.00 0.500 -6.0
2* C 4 0.750 10.00 20.00 0.500 -6.0
2* Frame lines: 2 3
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc._Bolt Base -Plate (in Elev.
Line Line Qty Dia Width Length hick in)
4 A 4 0.750 8.000 14.75 0.500 6.0
4 C 4 0.750 8.000. 17.00- 0.500 6.0
GENERAL NOTES
1.) APPLICATION OF ENGINEERS SEAL IS FOR METAL BUILDING ONLY AND DOES NOT
REPRESENT THEPROFESSIONALOF RECORD. 2.)
FOUNDATION DESIGN AND CONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE MEYAL
BUILDING MANUFACTURER. 3.)
ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8"IN BOTH _ ELEVATION
AND LOCATION. 4.)
THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES aN
THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A QUALIFIED ENGINEER TO
SUPPORT THE BUILDING REACTIONS IN ADDITION TO OTHER LOADS IMPOSED BY THE BUILDING
USE OR OCCUPANCY WITH RESPECT TO JOB SITE CONDITIONS. 5.)
ALL ANCHOR BOLTS TO BE ASTM F1554 GRADE 36 MIN. OR GRADE 55.(UNLESS NOTED) 6.)
VALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS ONLY.
IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO DETERMINE THESE VALUES
SINCE THEY ARE A FUNCTION OF CONCRETE STRENGTH AS WELL AS OTHER FACTORS. 7.)
WIND REACTIONS ARE BASED ON Vult DESIGN
LOAD DEFINITIONS RIGID
FRAME LOAD CASE DEFINITIONS Wlncl_
Ll/Wlnd_Rl = Lateral wind load from the left/right with o negative Internal pressure cofficlent. Wlnd_
L2/Wlnd_R2 = Lateral wind load from the left/right with a positive Internal pressure cofficient. Wlnd-
Lnl = Longitudinal wind load with a negative Internal pressure coefficient. Wind_
Ln2 = Longitudinal wind load with a positive Internal pressure coefficient. Seisrtic_
L/SPismlc_R =-Lateral Selsmic load from left/right, LWIND#_
L#E/ LWIND#_R#E = Longltudlnal wind loads for edge zones. F#
UNB_SL_L/ F#UNB_SL_R = Unbalanced roof snow load with wind from the left/right. F#
PAT_LL # = Pattern live load for continuous bears systems. Note,
Bracing reactions .are not already Included In combination with any other load but must be added to
basic reactions as desired by the foundation designer.' Cotlat =
Collateral Load Endwall Load Case Definitions Rafter
Wind_L/ Rafter Wlnd R = Lateral wind load from the left/right. Brace
Wind_L/ Brace Wlnd_R = Lateral wind load from the left/rlght with the bracing loads added. Wind_
P/Wlnd_S = Wind Pressure/Suctlon due to longitudinal wind, Wlnd-
Ln#. = Longitudinal wind load on the roof. Seismlc_
L/SeismIc_R = Lateral Seismic load from left/right. E#
UNB_SL_L/ E#UNB_SL_R = Unbalanced roof snow load with wind from the left/right. E#
PAT_LL # = Pattern live load for continuous beam systems. LWIND#-
L/LWIND#_R = Longltudlnal wind loads for edge zones. VISIONS
V
T DESCRIP RIGID
FRAME: BASIC COLUMN REACTIONS (k ) Frame
Column Dead- ----Collateral- Live ------ Wind_Leftl- Wind_Rightl- Wind-Left2- Line
Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1
A 0.0 1.8 0.1 1.5 0.0 1.6 5.6 7.2 7.1 0.0 8.5 5.5 1
C 0.0 2.4 0.1 1.9 0.0 1.6 5.9 8.8 7.2 18.8 7.4 13.7 1
8 0.0 3.4 0.0 6.3 0.0 4.0 0.0 22.8 0.0 6.7 0.0 23.4 Frame
Column Wind_Right2- Wind-Longl- Wind_Long2- Seismic Left Seismic Right F1PAT_LL_l- Line
Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1
A 4.2 1.8 5.3 5.2 5.3 5.2 0.1 0.1 0.1 0.1 0.0 1.7 1
C 5.7 13.9 2.9 11.5 2.9 11.5 0.2 0.4 0.2 0.4 0.0 0.1 1
B 0.0 6.2 0.0 4.5 0.0 4.5 0.0 0.3 0.0 0.3 0.0 2.0 Frame
Column F1 PAT-LL-2- Line
Line Horiz Vert 1
A 0.0 0.1 1
C 0.0 1.7 1
B 0.0 2.0 Frame
Column Dead -----Collateral- Live ------ Wind_Leftl- Wind-Rightl- Wind_Left2- Line
Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 4
A 0.2 3.1 0.5 4.6 0.3 3.6 7.3 18.7 7.6 3.4 10.2 17.2 4
C 0.2 3.7 0.5 5.0 0.3 3.6 4.2 2.6 6.7 15.5 5.7 2.1 Frame
Column Wind_Right2- Wind-Longl- Wind_Long2- Seismic-Left Seismic Right Line
Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 4
A 4.7 4.9 4.9 7.5 4.9 7.5 0.1 0.3 0.1 0.3 4
C 5.3 10.8 3.2 13.7 3.2 13.7 0.2 0.3 0.2 0.3 Frame
Column Dead -----Collateral- Live ------ Wind -Left 1- Wind_Rightl- Wind_Left2- Line
Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2*
A 0.5 5.3 1.3 9.5 0.7 6.1 10.3 25.8 12.6 5.8 16.1 23.1 2*
C 0.5 5.7 1.3 10.2 0.7 6.1 4.6 2.2 8.7 23.5 6.9 6.7 Frame
Column Wind-Right2- Wind_Longl- Wind_Long2- Seismic-Left Seismic Right Line
Line Horiz Vert Horiz Vert - Horiz Vert Horiz Vert Horiz Vert 2*
A 6.8 8.6 9.9 8.5 9.9 8.5 0.2 0.4 0.2 0.4 2*
C 6.3 14.7 4.6` 19.5 4.6 19.5 0.2 0.4 0.2 0.4 2*
Frame lines: 2 3 WIND
LOADING PRESSURES CHART AREA <=
10 SQ.FT. FOR PAN GLVAUELSIFORVOUSLT E VOD E NEGT VE VEGGSATNE ZONE
1 (ROOF INTERIOR) 15 10 37 22 ZONE
2 (ROOF EDGE) 15 10 63 38 ZONE
3 (ROOF CORNER) 15 10 94 56 ZONE
4 (WALL INTERIOR) 34 21 37 22 ZONE
5 (WALL EDGE) 34 21 45 27 3070
34 21 37 22 NOTE
i USE MAXIMUM STATED WALL PRESSURES FOR WINDOWS,
LOUVERS, OR ANY OTHER SUCH TYPE ACCESSORY
PENING IN THE METAL BUILDING WALL
WHETHER R NOT THE ACCESSORY IS SUPPLIED
BY THE METAL BUILDING MANUFACTURER, BLDG#
2 BLDG#1 KEY
PLAN VULCAN
STEEL STRUCTURES, INC I
1 FINAL ERECTION PROJECT THE FATHER'S TABL EXI
FOR CONSTRUCTION ID 24934-2 I
1 FOR APPROVAL PROJECT SANFORD, FL 32771 11OTHER, EXPLAIN ADDRESS WALTER
E. WOOD P.E. FLORIDA
P.E.# 61323 500
VULCAN PARKWAY ADEL,
GA 31620 tptptnt
n n nnrrnprzr`.. AFL
E . 0,
GENSF• .O' N61323
0. STATEOF :
cc i ..*• 4
FSS1D N AV 0/21NAL
SIGNATURE REQUIRED IRONROCK COMMERCIAL
CONSTRUCTIO DESIGN, VLB
I DRAFT, KD DATE-0 /
28/17 SHI
Dia= 5/8" .Dia= 3/4"
j— j o f 8 —I
i I
F I I
o
010
L15/8"
4°
OI0 @
I_ 4"
1 5/8"
EW SW
1 3/4" 1 3/4" 2" 2"
See Plan See Plan
DETAIL A Base EL. 99'-6" DETAILE Base EL. 99'-6" Dia=
3/4" BLDG'#
1 4"
4
SW
2"
T2 " 8DETAIL
B Base EL. 99'-6" Dia=
3/4" r
l DETAIL
C Base EL. 99'-6" Dia=
3/4" w
8
1-
74" 1
5/8" SW
DETAIL
D Base EL. 99'-6" I
Ig Dia=
5/8" j
a f0 9
e Dia=
3
w3/
4° 010
4„
4010 1
5/8" 1 5/8" EW
1
3/4"' 1 3/4• SW
2"
2" See
Plan 8..
DETAIL
Al Base EL. 99'-6" DETAIL E1 Base EL. 99'-6" Dia=
3/4" Dia= 3/4" w
I I 8" to&
4»
4"
4. 4..
1 5/8" SW
SW See
Plan DETAIL
Cl Base EL. 99'-6" DETAIL F1 Base EL. 99'-6" Dia=
3/4" lo"
4"
I—
4"
SW
2"
2.. See
Plan DETAIL
D1 Base EL. 99'-6" REVISI
NS REV,
I DESCRIP WALTER
E. WOOD P.E. FLORIDA
P.E.# 61323 500
VULCAN PARKWAY ADEL,
GA 31620 Unrururuernhrr,,
r
0.
61323 ^ C
e
BLDG#
2 BLDG#1 STATE OF n
p 5pr cl
re' tt KEY
PLAN ORI
INAL SIGNATURE REQUIRED' DRAWING
STATUS VULCAN STEEL STRUCTURES, INC IRONROCK COMMERCIAL CONSTRUCTION E
I FINAL ERECTION PROJECT THE FATHER'S TABLE ANCHOR BOLT DETAILS EX]
FOR CONSTRUCTION ID 24934-2 DESIGN-VLB I DRAFT KD CHECK PMS E
I FOR APPROVAL E
I OTHER, EXPLAIN PROJECT SANFORD, FL 32771 DATE 08/29/17 SHEET 3 ADDRESS
SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE
TYP, FLANGE BRACE / GIRT C NNECTI N Web De th Web Plate Outside Flange
Qty DFFSET nL
Mark Start End Thick Len th W x Thk x Length
Mark Top Bot Int Type Dia Length Mark Qty Type Dia Length 2'SE 1/2'xl 1/4
A307 BOLTS RF1-101 14.0 14.0 0.135 164.7 6 x 5 t6 x 228.0
SP-1 4 4 0 A325T 0.625 2.25 EC-101 4 A325T 0.625 2.25 TYP. U.N.) TYP, U.N.) 14.0/14.0 0.135 240.0 6 x 5/16" x 197.5
SP-2 4 4 0 A325T 0.875 3.50 I ° 14.0/14.0 0.188 21.0 6 x 5/16" x 15.9
o I RF1-102 W18X35
FLANGE BRACE TABLE
FRAME. LINE 1
D ID SIDES MARK LENGTH OFFSET
1 1 FB41A 3'-5" 2'-8"
2 1 FB37.5A 3'-1 1/2" 2'-8"
GENERAL NOTES:
NOTICE TO ERECTOR
A)lt is IMPORTANT that for members
exceeding 30 ft. in length that a
spreader bar be used when lifting.
B)ALL flange braces and wind bracing
must be installed prior to exterior
finishes being applied.
RF1-103 16.0/16.0 0.500 21.4 8 x 1/2" x 16.5
I"/
16.0/1 6.0 0.135 240.0 8 x 1 /2" x 207.2
iRT
1BOLTS
16.0/ 16.0 10.135 173.7 8 x 1 /2" x 228.0
A307 EC-101 W12X22
A SECOND FLANGE
FLANGE BRACE
SEE FRAME CRDSS
BRACE IS REQUIRED'
i
1 5/8'
IF '(2)' IS NOTED IN THE
FLANGE BRACE TABLE. R.F. .COLUMN/RAFTER
SEE FRAME CROSS SECTION
FOR LOCATIONS,
6 BOLTS TOTAL
ADDITIONAL HOLES ARE PRESENT
FOR ALIGNMENT PURPOSES ONLY
8' 0" 8'-0"
6' 6" 1' -0 4'-0 4'-0 -
JOIST SPACING
10 1/ 4'
7 ® 4'-10 3 8"
PURLIN SPACING -
a
RF1 102
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GENERAL PLASTICS
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CLEARANCE CLEARANCE -
19'-5 1/2" 19'-5 1/2"
D
38'-11" OUT -TO -OUT OF STEEL
I
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MAIN FRAME ELEVATION: FRAME LINE 1
REVISI NS
RFV. I DESCRIPTIONS - DATE D
nside Flange
v x Thk x Length
6 x 3 8 x 228.0
6 x 3/8' x 176.7
8 x 5/8" x 185.7
8 x 1 /2" x 228.0
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
SOO PARKWAY
ADELEL, GA GA 31620
pl\ppltr IrilUr
No.613
BLDG#2 BLDG#1 STATE OF ;•
KEY PLAN r rrrrrninttttlHIP tftt
ORIGINAL SIGNATURE REQUIRED
DRAWING STATUS VULCAN STEEL STRUCTURES, INC IRONROCK COMMERCIAL CONSTRUCTION
E I FINAL ERECTION PROJECT THE FATHER'S TABLE RIGID FRAME ELEVATION
EX] FOR CONSTRUCTION ID 24934-2 DESIGN, VLB . I DRAFTY KD CHECK- BCP
E ] FOR APPROVAL
E I OTHER, EXPLAIN
PROJECT SANFORD, FL 32771 DATE- 08/29/17 SHEET 4
ADDRESS
i
i
t.
SPLICE BOLT TABLE
Qty
Mark Top Bot Int Type Dia Length
SP-1 4 4 0 A325T 0.750 2.50
SP-2 4 4 0 A325T 0.875 3.50
FLANGE BRACE TABLE
FRAME LINE 4
0ID SIDES MARK LENGTH OFFSET
1 1 FB41A 3'-5" 2'-8"
2 1 FB37.5A 3'-1 1/2" 2'-8"
GENERAL NOTES:
NOTICE TO ERECTOR
A)lt is IMPORTANT that for members
exceeding 30 ft. in length that a
spreader bar be used when lifting.
B)ALL flange braces and wind bracing
must be installed prior to exterior
finishes being applied.
TYP. FLANGE BRACE / GIRT CONNECTION
OFFSET
1/2'xl 1/4' 2-8' A307 BDLTSTYP, U.N.) U.N.)
o
o
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o
PURLIN/ GIRT \ 1/2'xl 1/4'
A307 BOLTS
A SECOND FLANGE FLANGE BRACE
BRACE IS REQUIRED
SEE FRAME CROSS
IF '(2)' IS NOTED IN THE
FLANGE BRACE TABLE. R.F. COLUMN/RAFTER
SEE FRAME CROSS SECTION 6 BOLTS TOTAL
FOR LOCATIONS,
ADDITIONAL HOLES ARE PRESENT
FOR ALIGNMENT PURPOSES ONLY
6'-6„ 1'-0. 4'04 0 JOIST
SPACING I
PURLIN
SPACING 7 0 4'-10 3 8" cD
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38'-
11" OUT -TO -OUT OF STEEL a
A
C MAIN
FRAME ELEVATION: FRAME LINE 4 REVISIONS
REV.
DESCRIPTION- DATE D MEMBER
TABLE Web
Depth Web Plate Outside Flange Inside Flange Mark
W x Thk x Len th W x Thk x Length StartEndThickLengthRF2-
1 01 1 4.0 1 4.0 0.135 164.7 6 x 5/16" x 228.0 6 x 3 8 x 228.0 14.
0/14.0 0.135 240.0 6 x 5/16" x 197.5 6 x 3/8" x 176.7 14.
0/14.0 0.250 21.0 6 x 5/16" x 15.9 RF2-
102 W18X35 RF2-
103 1 6.0/ 1 6.0 0.375 21.4 8 x 1 /2" x 16.5 8 x 5/8" x 185.7 1
6.0/1 6.0 0.135 240.0 8 x 1 /2" x 207.2 8 x 1 /2" x_ 228.0 1
6.0 1 6.0 O. T 35 1 73.7 8 x 1 2" x 228.0 V
WALTER
E. WOOD P.E. FLORIDA
P.E.# 61323 d 500
VULCAN PARKWAY ADEL,
GA 31620 AGE
No.
61323 BLDG#
2 BLDG#1 ATE Q i Al
IoNk
KEY
PLAN Z iNi i1p µRta ORI
INAL SIGNATURE REQUIRED DRAWING
STATUS VULCAN STEEL STRUCTURES, INC IRONROCK COMMERCIAL CONSTRUCTION R
APP C I FINAL ERECTION PROJECT .THE FATHER'S TABLE RIGID FRAME ELEVATION CXI
FOR CONSTRUCTION ID 24934-2 DESIGN VLB I DRAFT KD I CHECK BCP C
I FOR APPROVAL PROJECT DATE, 08/29/17 SHEET 5 C ]
EITHER, EXPLADDRESS AIN SANFRD, FL 32771
I
SPLICE BOLT TABLE
Qty
Mark Top Bot Int Type Dia Length
SP-1 4 4 0 A325T 1.000 3.50
FLANGE BRACE TABLE
FRAME LINE 2 3
D ID SIDES MARK LENGTH OFFSET
1 2 FB39A 3'-3" 2'-8"
2 1 FB41A 3'-5" 2'-8"
3 2 FB41A 3'-5" 2'-8"
4 2 FB38.5A 3'-2 1/2" 2'-8"
GENERAL NOTES:
NOTICE TO ERECTOR
A)It is IMPORTANT that for members
exceeding 30 ft. in length that a
spreader bar be used when lifting.
B)ALL flange braces and wind bracing
must be installed prior to exterior
finishes being applied.
TYP, FLANGE BRACE GIRT C NNECTI N
OFFSET (
2 B' 1/2'xl 1/4'
TYP. U.N.)(TYP.
A307 BOLTS
U,NJ
O I I
o
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PURLIN/ GIRT 1/2'xl 1/4'
A307 BOLTS
o
A SECOND FLANGE
0
FLANGE BRACE
SEE FRAME CROSS
BRACE IS REQUIRED ONLY
IF '(2)' IS NOTED IN THE
FLANGE BRACE TABLE, R.F. COLUMN/RAFTER
SEE FRAME CROSS SECTION 16 BOLTS TOTALFORLOCATIONS.
ADDITIONAL HOLES ARE. PRESENT
FOR ALIGNMENT PURPOSES ONLY
Q 1 /4
12
3"-10 1/4'
E
0
1 5/
6•-6" 1"-0"" 4'-0" 4'-0"" - -
JOIST SPACING
4"-10 1/ "
7 0 4'-10 3 8"
PURLIN SPACING
1
I N
a
2 2 2 3 _
RF3 102
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A C
MAIN FRAME ELEVATION: FRAME LINE 2 3
REVISI NS
RREV. I DESCRIPTD7N
MEMBER TABLE
Web De th Web Plate Outside Flange Inside Flange
Mark W x Thk x Length W x Thk x LengthStartEndThickLength
RF3-101 1 9.019.0 0.135 164.6 8 x 3/8" x 228.0 8 x 1 2 x 228.0 19.
0/19.0 0.135 240.0 8 x 3/8" x 197.3 8 x 1/2" x 176.6 19.
0/19.0 0.500 21.2 8 x 1/2" x 21.0 RF3-
102 W18X46 RF3-
103 19.0/19.0 0.500 21.6 10 x 3/8" x 19.4 10 x 1/2" x 185.4 19.
0/19.0 0.188 240.0 10 x 3/8" x 207.0 10 x 1/2" x. 228.0 19.
0/19.0 0.188 173.4 10 x 3/8" x 228.0 WALTER
E. WOOD P.E. FLORIDA
P.E.# 61323 500
VULCAN PARKWAY ADEL,
GA 31620 111111p11111111/
fill f11/IV//, RE. P\'• ,
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61323 a •
qTATE OF BLDG#2 BLDG#1 o''•`
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PLAN ORIGINAL
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STATUS VULCAN STEEL STRUCTURES, INC IRONROCK COMMERCIAL CONSTRUC TLR
DATE CHKR APPD E ] FINAL ERECTION PROJECT THE FATHER'S TABLE RIGID FRAME ELEVATION EX]
FOR CONSTRUCTION ID 24934-2 DESIGN-VLB I DRAFT KD I CHECK- I
FOR APPROVAL PROJECT DATE+OB/29/17 SHEET 6 E
I OTHER, EXPLAIN ADDRESS SANFORD, FL 32771
ERECTOR NOTE:
THIS BUILDING HAS SPECIFIC ROOF AND/OR WALL FASTENER 11/2
REQUIREMENTS. PLEASE REVIEW THIS DETAIL PRIOR TO ERECTING u
THE ROOF & WALL PANELS. FAILURE TO FOLLOW THESE SPECIFIC
1 /e
31/2'
REQUIREMENTS COULD RESULT IN LOSS OF ROOF OR WALL PANEL(S). 21/2'
36' NOMINAL COVERAGE
B DECK
P-0' 1'-0• i 1'-1.
ETAILA' 12-24 X 1-1/4 HVH S #5 V/V (IMPAX)
PANEL FASTENER SPACING AT INTERMEDIATE SUPPORTS
6' 6' 6' I 6' 1 6' 1 6'
12-24 X i-1/4 HVH SD #5 V/V (IMPAX)
PANEL FASTENER SPACING AT PANEL ENDS
14
STITCH FASTENERS'
20' /C
DETAIL 'A'
B DECK
IER DETAIL F
RTIAC LY ENCL
VISIONS
ROOF SLOPE 0' TO <3'
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
No.61323 =
ci : i TATE OF %crif
WALL FASTENER DETAIL PLAN KEY PLAN Z ejru{{{¢!!!!u00,1!
ORIGINAL SIGNATURE REQUIRED
DRAWING STATUS VULCAN STEEL STRUCTURES, INC IRONROCK COMMERCIAL CONSTRUCTIDN
C I FINAL ERECTION PROJECT THE FATHER'S TABLE EASTERNER DETAILS
CXI FOR CONSTRUCTION ID 24934-2 DESIGN, VLB DRAFT, KD CHECK, BCP
C I FOR APPROVAL PROJECT SANFORD, FL 32771 DATE>08/29/17 SHEET 7
C I OTHER, EXPLAIN ADDRESS
102
1 3/4" 1 3/4"
r2"x 1 1/2"
25T BOLTS
DETAIL "B"
I
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PS-12 PS-12 PS-12 PS-12
FBLDG#2TI BLDG#1
03 - - - - - - - - - - - - - - - - -3- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
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RF1-1RF-103 RF3-103 RF2-103 KEY
PLAN D
JOISTS & BEAMS FRAMING PLAN WALTER E. WOOD P.E. FLORIDA
P . E.61323 3/
8" THICK PL 500 VULCAN PARKWAY 2)
3/4""x2 1/2" A325T BOLTS (TYP.) ADEL, GA 31620 1/
2" CAP PLATE 3/8" THICK PL 1
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BOLTS A325T BOLTS W10x45
W10x45 I
I I I •• O N
N o. 6132 6"
WIDE x 12" x 1/2" THICK a = 3 =_
d
PL. - BOLTS BY OTHERS I = i i/I D 6"
HIDK PL.2,.
x 1/2.. a •.: STATE
OF 8" INSULATION BY OTHERS O 1.
5" "B" 10" PURLIN -' 'f OR.
DP'•'\\k DECK
PANEL RIGID RAFTER SECTION
S1 5>NG 11(((
1tl1!1!!!!!lt GENERAL
PLASTICS BOLTS
BY OTHERS STRUCTURAL INSULATION RIGINAL SIGNATURE REQUIRED FOAM
BLOCK. BY OTHERS GENERAL
PLASTICS STRUCTURAL
INSULATION DRAWING STATUS VULCAN STEEL STRUCTURES, INC IRONROCK COMMERCIAL CONSTRUCTION RIGID
RAFTER FOAM BLOCK. (BY OTHERS) REVISIONS
REV.
DESCRIPTIDN, DATE DTLR DATE CHKR APPD E I FINAL ERECTION PROJECT ITHE FATHER'S TABLE 1 JOISTS & BEAMS FRAMING PLAN SECTION
C SECTION D EXI
FOR CONSTRUCTION ID 24934-2 DESIGN- VLB DRAFT; KD CHECK- BCP E
I FOR APPROVAL PROJECT DATE;08/29/17 SHEET 9 E
I OTHER, EXPLAIN ADDRESS SANFORD, FL 32771
1 4
79'-6" OUT -TO -OUT OF STEEL
2 3
26•-0" 27•-0"
ROOF SHEETING PLAN
PANELS: 22 C.. 1.5" "B" DECK - GALVANIZED
m
BLDG#2 BLDG#1
KEY PLAN
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RF1' 103 RF3-103 - RF3-103
24'-3 13/16"
CLEAR
SIDEWALL FRAMING: FRAME LINE C
Q i Q
WALL PANEL BY OTHERS
GENERAL NOTES:
1.) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF
SIDE WALL COLUMNS WERE NOT PROVIDED IT HAS BEEN DETERMINED THAT DIAPHRAGM
PANEL ACTION IS SUFFICIENT TO RESIST IN —PLANE WIND FORCES. TEMPORARY BRACING
SHOULD BE PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED.
2.) ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL
ELEVATION. THESE ARE REQUIRED TO SATISFY CODE —DEFINED CORNER ZONE WIND PRESSURES
IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING
APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION.
OPEN TO REMAIN OPEN @ EXISTING
SIDEWALL: FRAME LINE C
REVISI N
24934-1
RF2-103
wr-ivi - vvr-iw 6 HJZJI J/`+ /
WF-102 — WF-103 8 A325T 3/4; 2 1/2;;
WF-101 — RF3-103 16 A325T 5/8 2 1/4
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E-101 1OE375D14 26'-5 1/'"
E-102 1OE375D14 25'-11 1/2"
E-103 t0E375D12 26'-11 1 2"
G-108 8X25C14 25'-0 1 4"
G-109 8X35Z12 25'-0 1/4"
G-110 8X25C14 24'-3 1/2„
G-111 8X35Z12 24'-3 1/2„
G-112 8X25C14 25;-6 1/4
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
24934-,
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FOR CONSTRUCTION E
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I OTHER, EXPLAIN VULCAN
STEEL STRUCTURES, INC IRONROCK COMMERCIAL CONSTRUCTION DATE
DTLR DATE CHKR APPD PROJECT THE FATHER'S TABLE SIDEWALL FRAMING ID
24934-2 DESIGN, VLB DRAFT, KD ICHECK BCP PROJECT
ADDRESS
SANFORD,
FL 32771 DATE,
08/29/17 SHEET 11
3'-10 1/4"
4'-O"
4'-0" — —
4'-0"
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4'-0"
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24934-1
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4'-0"
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1.) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF
SIDE WALL COLUMNS WERE NOT PROVIDED IT HAS BEEN DETERMINED THAT DIAPHRAGM
PANEL ACTION IS SUFFICIENT TO RESIST IN —PLANE WIND FORCES. TEMPORARY BRACING
SHOULD BE PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED.
2.) ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL
ELEVATION. THESE ARE REQUIRED TO SATISFY CODE —DEFINED CORNER ZONE WIND PRESSURES
IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING
APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION.
I.. I
RF3-101 RF3-101
24'-3 13/16" 1
CLEAR
SIDEWALL FRAMING: FRAME LINE A
Q i Y
WALL PANEL BY OTHERS
SIDEWALL: FRAME LINE A
REVISI NS
REV. DESCRIPTION,
Wi -IU'+ — V—
11
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HLJTWF-105 — W8A325 WF-
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4" WF-105 W10882
34'-8 1/4" E-104 10E375D12
26'-11 1/2" E-105 1OE375D14
25'-11 1 2' E-106 10E375D14
26'-5 1 2" G-114 8X35Z12
25'-7 1/4" G-115 8X35Z13
25'-7 1/4 G-116 8X25Z12
24'-3 1/2„ G-117 8X35Z13
24'-3 1/2 G-118 BX25Z12
25'-1 1/4, f1-11 q
RY S71 i 05'-1 1 /4" BLDG#2 BLDG#
1 KEY PLAN DRAWING
STATUS VULCAN
STEEL STRUCTURES, INC E I FINAL
ERECTION PROJECT THE FATHER'S TABLE EX] FOR CONSTRUCTION
ID 24934-2 E I FOR
APPROVAL PROJECT SANFORD, FL 32771 E I OTHER,
EXPLAIN ADDRESS WALTER E. WOOD
P.E. FLORIDA P.E.#
61323 500 VULCAN PARKWAY
ADEL, GA 31620
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EC-107
ENDWALL FRAMING: FRAME LINE 1
GENERAL NOTES:
1.) IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS
BEEN DETERMINED THAT DIAPHRAGM PANEL ACTION OR QUARTER —PANEL BRACING IS
SUFFICIENT TO RESIST IN —PLANE WIND FORCES. TEMPORARY BRACING SHOULD BE
PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED.
2.) ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL
ELEVATION. THESE ARE REQUIRED TO SATISFY CODE —DEFINED CORNER ZONE WIND PRESSURES
IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING
APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION.
412
FLANGE BRACE TABLE
FRAME LINE 1
V ID SIDES I MARK LENGTH OFFSET
1 . 1 1 FB38F 3'-2" 2'-8"
ENDWALL: FRAME LINE 1
BLDG#2 BLDG#1
vzm
KEY PLAN
DRAWING STATUS
rPROJECT
AN STEEL STRUCTURES, INC
I 1 FINAL ERECTION THE FATHER'S TABLE
EX] FOR CONSTRUCTION 24934-2
1 7 FOR APPROVAL ECTEI THER, EXPLAIN SANFDRD, FL 32771
ESS
Cl.- I U I YY LALL JY -J '/ I V
G-101 8X25Z13 17'-9 3/16;;
G-102 8X25Z14 17'-9 3/16
G-103 8X25Z13 17'-8 1/2„
G-104 8X25Z14 17'-8 1/2
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL GA 31620
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IRONROCK COMMERCIAL CONSTRUCTION
DESIGN, VLB I DRAFT] KD I CHECKS BCP
DATE-08/29/17 SHEET 13
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EC-102
ENDWALL FRAMING: FRAME LINE 4 ENDWALL: FRAME LINE 4
SEE SHEET NO.18 FOR SECTION A
GENERAL NOTES:
1.) IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS
BEEN DETERMINED THAT DIAPHRAGM PANEL ACTION OR QUARTER —PANEL BRACING IS
SUFFICIENT TO RESIST IN —PLANE WIND FORCES. TEMPORARY BRACING SHOULD BE
PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED.
2.) ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL
ELEVATION. THESE ARE REQUIRED TO SATISFY CODE -DEFINED CORNER ZONE WIND PRESSURES
IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING
APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION.
BLDG#2 BLDG#1
KEY PLAN
REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC
REV. DESCRIPTION- DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT THE FATHER'S TABLE
CXI FOR CONSTRUCTION ID 24934-2
C I FOR APPROVAL PROJECT
C I OTHER, EXPLAIN ADDRESS
SANFORD, FL 32771
EC-lUZ W1UX15 9 -lU 9/lb
G-106 8X25Z14 17'-8 3/8' 3
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FLORIDA P.E.# 61323
500 VULCAN PARKWAY
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COMMERCIAL CONSTRUCTION ENDWALL
FRAMING DESIGNS
VLB I DRAFT- KD CHECK- BCP DATE:
08/29/17 ISHEET 14
END OF BUILDING
1/4" 2'x4'xl6GA, RAKE ANGLE
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DESCRIPTION DATE I DTLR I DATET CHKRT APPD PROJECT THE FATHER'S TABLE DETAIL DRAWINGS ID
24934-2 DESIGN, VLB DRAFT. KD CHECK BCP PROJECT
ADDRESS
SANFORD,
FL 32771 DATE
08/29/17 SHEET 15
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ENDVALL COLUMN
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11KMW11VU JIH UJ VULCAN STEEL STRUCTURES, INC
C ] FINAL ERECTION PROJECT THE FATHER'S TABLE
IX] FOR CONSTRUCTION ID 24934-2
C ]
C ]
FOR APPROVAL
OTHER, EXPLAIN
PROJECT
ADDRESS SANFORD, FL 32771
BLDG#2 BLDG#1
KEY PLAN
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
E
No.6132
fTeATE OF :
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OR I'D
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ORI INAL SIGNATURE REQUIRED
IRONROCK COMMERCIAL C NSTRUCTION
DETAIL DRAWINGS
DESIGN- VLB I DRAFT- KD I CHECK- BCP
DATE,08/29/17 ISHEET 16
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END OF BUILDING
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WALTER E. WOOD P.E.-
FLORIDA P.E.# 61323
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REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC IRONR CK COMMERCIAL CONSTRUCTION
REV. DESCRIPTIDN, DATE DTLR DATE CHKR APPD E I FINAL ERECTION PROJECT THE FATHER'S TABLE DETAIL DRAWINGS
EXI FOR CONSTRUCTION ID 24934-2 DESIGN- VLB DRAFT, KD CHECK, BCP
E I FOR APPROVAL PROJECT DATE 08/29/17 SHEET 17
E I OTHER, EXPLAIN SANFORD, FL 32771
ADDRESS
ERECTOR NOTE:
C NNECTI N WILL VARY FROM THIS DETAIL
DUE TO DESIGN LOADS AND BUILDING SIZE,
REFERENCE CROSS SECTI N DRAWING FOR
ACTUAL C NNECTI N TYPES,
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C I FINAL ERECTION PROJECT THE FATHER'S TABLE
CXI FOR CONSTRUCTION ID 24934-2
I I
C I
FOR APPROVAL
OTHER, EXPLAIN
PROJECT
ADDRESS SANFORD, FL 32771
BLDG#2 BLDG#1
KEY PLAN
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCIAANN RKWAY
ER .... 0-,
o. 6132
o : STATE OF
OR 10
ORIGINAL SIGNATURE REQUIRED
IRONROCK COMMERCIAL CONSTRUCTION
DETAIL DRAWINGS
DESIGN- VLB DRAFT, KD CHECK, BCP
DATE:08/29/1 ISHEET 18