HomeMy WebLinkAboutPLANS 1ADDITIONAL INFORMATION
THESE PRINTS IDENTIFY AND SHOW THE MAIN COMPONENTS AND
CONNECTIONS FOR THIS BUILDING. LENGTH, WIDTH, AND OTHER
IMPORTANT DIMENSIONS ARE ALSO PRESENT.
TO BEST UNDERSTAND HOW TO CONSTRUCT THIS BUILDING, THE
INFORMATION CONTAINED WITHIN THESE SHEETS SHALL BE USED
WITH THE INSTRUCTION MANUAL SHIPPED WITH THE BUILDING.
THE INSTRUCTIONS INCLUDE DETAILS NEEDED DURING CONSTRUCTION.
SCANNED
BY
St. Lucia r minty
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NOTE: FOUNDATION AND ANCHOR DESIGN IS NOT BY CLEARSPAN. THE FOUNDATION AND ANCHOR DESIGN IS BY OTHERS. THE
FOUNDATION AND ANCHORS ARE CRITICAL ELEMENTS FOR THE BUILDING TO FUNCTION AS DESIGNED. THE OWNER IS RESPONSIBLE
FOR ENSURING THE FOUNDATION IS DESIGNED FOR THE BUILDING BY A PROFESSIONAL IN ACCORDANCE WITH LOCAL REQUIREMENTS.
001110 FASTEHIM OR ATrACHOn
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(Al] ..................COVER
SHEET
[B1] ..................GENERAL
NOTES
[C1] ..................BUILDING
PLAN VIEW
[D1] ..................MATERIAL
SPECIFICATIONS
[E1] ..................RAFTER
PROFILES
[F11 ..................SIDE
PROFILES
[G1] .................
DETAIL LOCATIONS & BASE DETAILS
[G2] .................
GENERAL CONNECTION DETAILS
[G3] .................
CABLE LAYOUT & DETAILS
[1-11] ..................BASE
PLATE LAYOUT & DETAILS
[I] .....................OMITTED
.................. BUILDING REACTION DATA
[L1 1-2] ...........OMITTED: FRONT ENDWALL (OPEN)
[M1 - M2].......... OMITTED: BACK ENDWALL (OPEN)
THEss P>1.1�15 AND ALL PaCIQOSEO W0
ARE 5USJECT TO AIJY COPRECi I��FIS
`RiQUIREU BY FIELD INSPE'C€OnS I -MAT
•• F.}.4Y EE IdECESSAIiY 1FI QPIt'i�gr TD
CC '! Y INTH A.LI, APPUCAaf.E C•%-ES.
/ ST. LUCIE COUNTY
BUILDING DIVISION
REVIEWED
FOR COMPLIANCE
REVIEWED BY �/
DATE Gd7- 7r.1 q
MUST BE KEPT ON JVB OR
_NO INSPECTION WILLBE MADE
THIS STRUCTURE IS DESIGNED AS A RISK CATEGORY I STRUCTURE IN
ACCORDANCE WITH THE FLORIDA BUILDING CODE, 5TH EDITION (2014). IF
THE USE OR OCCUPANCY CHANGES DURING THE BUILDING'S LIFESPAN,
THE STRUCTURE MUST BE REEVALUATED BASED ON THE RISK CATEGORY
ASSOCIATED WITH THE NEW OCCUPANCY IN ACCORDANCE WITH THE
REQUIREMENTS OF THE EXISTING BUILDING CODE.
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SITE LOCATION AND BUILDING DESCRIPTION:
- SITE LOCATION:
BUILDING
BUILDING
GROUP:
GENERAL NOTES:
3207 INDUSTRIAL 29TH ST
FORT PIERCE, FL 34946
ST. LUCIE COUNTY
73' X 60': 4,380 SQUARE FEET
PRE-ENGINEERED FABRIC STRUCTURE
S-1
4,380 / 500 = 9
1. DESIGNED IN CONFORMANCE WITH THE STRUCTURAL PROVISIONS OF
THE FLORIDA BUILDING CODE, 5TH EDITION.
2. DESIGN LOADS:
A. FLOOR LIVE LOAD: N/A
B. ROOF LIVE LOAD: 5 PSF (FABRIC ROOF)
C. ROOF SNOW LOADS:
Pg GROUND SNOW LOAD) = 0 PSF
Ce (SNOW EXPOSURE FACTOR)
- 0.9 (FULLY EXPOSED RAIN
Ct (THERMAL FACTOR) = 1.2 (COLD ROOF) CATEGORY C)
Is (SNOW IMPORTANCE FACTOR) = 0.8 (RISK CATEGORY 1)
Pf (FLAT ROOF SNOW LOAD) = 0.0 PSF
Ps (SLOPED ROOF SNOW LOAD) = Cs Pf
Cs (SLOPE FACTOR) = AS DETERMINED FOR GABLE OR
ARCHED ROOF PER ASCE 7 (BALANCED AND
UNBALANCED LOADING CONDITIONS CONSIDERED)
SNOW DRIFTING FROM ADJACENT BUILDINGS, STRUCTURES, OR
ANY OTHER HORIZONTAL SURFACES HAS NOT BEEN CONSIDERED.
D. WIND DESIGN DATA: (MAIN WIND FORCE RESISTING SYSTEM)
V (ULTIMATE WIND SPEED) = 150 MPH
Kd (WIND DIRECTIONALITY FACTOR) = 0.85
Kzt (WIND TOPOGRAPHIC FACTOR) = 1.0 (ASSUMED)
EXP (EXPOSURE CATEGORY) = C
GCpi (INT. PRES. COEFF.)=+/-0.18 (ENCLOSED)
Cp (EXT. PRIES. COEFF.) = AS DETERMINED FOR GABLE OR
ARCHED ROOF: PER ASCE 7
COMPONENTS AND CLADDING WIND PRESSURE: PER ASCE 7
E. EARTHQUAKE DESIGN DATA: (EQUIV. LATERAL FORCE METHOD)
SEISMIC DESIGN CATEGORY = A
RISK CATEGORY = I, SEISMIC IMPORTANCE FACTOR = 1.0
Ss= 0.056 g, S1= 0.029 g, SITE CLASS: D
SDs = 0.06 g, SDI = 0.047 g
Cs= 0.02, R = 3, SEISMIC BASE SHEAR = 0.35 KIPS
BASIC SEISMIC -FORCE -RESISTING SYSTEM =
STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC
RESISTANCE.
3. THE TRUSSES ARE DESIGNED TO ACCOMMODATE LIMITED ADDITIONAL
WEIGHT. ADDITIONAL LOADS, SUCH AS FOR LIGHTING, HEATING, AND
VENTILATING EQUIPMENT, SHALL NOT EXCEED 500 LBS. PER
ASSEMBLED TRUSS, WITHOUT THE WRITTEN APPROVAL OF THE DESIGN
ENGINEER. -LOADS SHALL BE APPLIED AT PANEL POINTS (POINTS OF
CONTACT BETWEEN TRUSS WEB AND CHORD), AND SHALL BE
DISTRIBUTED SO THAT NO MORE THAN 150 LBS. IS SUSPENDED FROM
ANY SINGLE LOCATION.
FOUNDATION:
1. FOUNDATION AND ANCHORING SHALL BE ENGINEERED AND APPROVED
BY A LOCALLY LICENSED STRUCTURAL ENGINEER TO ACCOUNT FOR
THE BUILDING REACTION DATA SHOWN ON SHEET (J1].
GENERAL ABBREVIATIONS:
TOS TOP OF STEEL / TSL TOP OF SLAB / GALV. GALVANIZED /
FND FOUNDATION / EL ELEVATION / RND. ROUND /
GA GAUGE / DIA. DIAMETER / TYP. TYPICAL / LBS. POUNDS /
CL CENTERLINE
SITE CONDITIONS:
1. NEITHER CLEARSPAN NOR THE BUILDING ENGINEER HAVE VISITED THIS
JOBSITE. INFORMATION CONTAINED HEREIN IS BASED ON CLIENT
SUPPLIED DATA AND MEASUREMENTS. THE DESIGN AND DEPICTED
FABRICATION, ERECTION, AND FOUNDATION DRAWINGS ARE ONLY
VALID FOR THE EXACT DESIGN PARAMETERS AND COMBINATIONS OF
PARAMETERS DOCUMENTED. NEITHER CLEARSPAN NOR THE BUILDING
ENGINEER SHALL BE HELD RESPONSIBLE OR LIABLE IN ANY WAY FOR
ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. WORK SHALL
BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
CLEARSPAN AND/OR THE BUILDING ENGINEER SHALL BE NOTIFIED AND
GIVEN AN OPPORTUNITY TO RE-EVALUATE THEIR WORK UPON
DISCOVERY OF ANY INACCURATE INFORMATION PRIOR TO
MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND
INSTALLATION OF MATERIALS.
STEEL:
1. UNLESS OTHERWISE NOTED, ALL STRUCTURAL STEEL TUBING SHALL BE
GALVANIZED, MIN. YIELD STRENGTH 50 KSI, AND SHALL MEET OR EXCEED
THE REQUIREMENTS OF ASTM A500.
2. UNLESS OTHERWISE NOTED, STEEL PLATES SHALL COMPLY WITH ASTM
A572 GRADE 50 OR EQUAL FOR 3/16" OR GREATER THICKNESS AND ASTM
A1011 GRADE 50 OR ASTM A653 GRADE 50 OR EQUAL FOR LESS THAN 3/16"
THICKNESS.
3. ALL STRUCTURAL STEEL IS TO BE FABRICATED IN ACCORDANCE WITH
THE LATEST EDITION OF AISC "SPECIFICATION FOR THE DESIGN,
FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS."
BOLTS:
1. UNLESS OTHERWISE NOTED, ALL BOLTED CONNECTIONS SHALL USE
GRADE 2 OR A307 OR BETTER BOLTS WITH COMPATIBLE WASHERS AND
NUTS OF DIAMETERS INDICATED ON PLANS. BOLTS NEED ONLY BE
TIGHTENED TO THE SNUG -TIGHT CONDITION. THE SNUG -TIGHT CONDITION
IS DEFINED AS THE TIGHTNESS ATTAINED BY A FEW IMPACTS OF AN
IMPACT WRENCH, OR THE FULL EFFORT OF A MAN USING AN ORDINARY
SPUD WRENCH.
CABLES AND HARDWARE:
1. ALL CABLE SHALL BE GALVANIZED STEEL, MULTIPURPOSE, 7X19 (UP
TO 3/8" DIA.) OR 6X26 (1/2" DIA.) CLASS STRAND CORE COMMERCIAL
GRADE, OF DIAMETER INDICATED.
2. CABLE SLEEVES SHALL BE INSTALLED PER MANUFACTURER'S
RECOMMENDATIONS.
3. USE THIMBLES WITH CABLE SLEEVES IN ALL LOOP -END APPLICATIONS.
4. TENSION CABLES AT TURNBUCKLE TO TAUT CONDITION (STRAIGHT AND
NOT SLACK OR LOOSE).
5. TIGHTEN CABLES SEQUENTIALLY TO AVOID TWISTING OR DEFORMING
STRUCTURAL ELEMENTS DURING ERECTION. RECHECK PREVIOUSLY
TIGHTENED CABLES UNTIL ALL CABLES ACHIEVE TAUT CONDITION.
WELDING:
1. ALL WELDING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF
AWS D1.1 AND D1.3.
2. REFER TO AWS PUBLICATION D19.0-72: WELDING ZINC -COATED STEEL
AND "WELDING GUIDELINES" PUBLISHED BY ALLIED TUBE AND CONDUIT-
HARVEY ILLINOIS, FOR RECOMMENDED PROCESSES AND PRACTICES
FOR WELDING GALVANIZED STEEL.
3. ALL SHOP WELDING IS TO BE PERFORMED BY CERTIFIED WELDERS.
PAINTING AND TOUCH-UP:
1. AFTER SHOP FABRICATION, PAINT ALL BARE STEEL, WELDS, AND ABRADED
AREAS WITH COLD GALVANIZING COMPOUND CONSISTENT WITH
GALVANIZED TUBE MANUFACTURER'S RECOMMENDATIONS FOR COLOR
AND COMPOSITION. PRIOR TO TOUCH-UP, CLEAN WELDED AND ABRADED
AREAS WITH A WIRE BRUSH. SURFACES MUST BE CLEAN AND OIL FREE.
2. AFTER FIELD INSTALLATION, TOUCH-UP ANY FIELD WELDS AND DAMAGED
AREAS WITH COLD GALVANIZING COMPOUND.
ERECTION AND FIELD QUALITY CONTROL:
1. THE ERECTOR IS RESPONSIBLE FOR DESIGNING AND FURNISHING ALL
TEMPORARY BRACING, SHORING, AND/OR SUPPORT THAT MAY BE
REQUIRED AS THE RESULT OF ERECTOR'S CONSTRUCTION METHODS
AND/OR SEQUENCES. THE STRUCTURE IS DESIGNED TO FUNCTION AS A
UNIT UPON COMPLETION. THE STRUCTURAL ENGINEER ASSUMES NO
LIABILITY FOR THE STRUCTURE DURING ERECTION.
2. NO MODIFICATIONS OR ALTERATIONS (OTHER THAN THOSE SHOWN ON
THE DRAWINGS) SHALL BE MADE IN ANY STRUCTURAL MEMBER OR
CONNECTION WITHOUT THE WRITTEN APPROVAL OF THE DESIGN ENGINEER.
BOX BOLT HOLE SIZES &
INSTALLATION TORQUEI
BOX BOLT DIA.
-
HOLE DIA.
-
INSTALLATION
TORQUE
1/4"
1/2"
14 FT -LB
5/16"
5/8"
18 FT -LB
3/8"
3/4"
33 FT -LB
1 /2"
13/16"
59 FT -LB
5/8"
1-1/8"
140 FT -LB
3/4"
1-3/8"
221 FT -LB
1. REFER TO BOX BOLT TECHNICAL DATA FOR MORE
INFORMATION IF USING BOX BOLTS
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10'-0" TYP.
BAY NUMBERS: 1 2 3 4 5 6
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ITEM
DESCRIPTION
MATERIAL
A ISUPPORTBASE
OUTER CHORD
GALV. FIND. STEEL TUBE - 0 3.5" - 11 GA
INNER CHORD
GALV. FIND. STEEL TUBE - 0 3.5" - 8 GA
WEB STRAIGHT
GALV. RND. STEEL TUBE - 0 1.25" - 14 GA
WEB ANGLED
GALV. RND. STEEL TUBE - 0 1.9", 2.375" - 14 GA
PIVOT PLATE CHORD
STEEL PLATE 3/8" THICK
PIVOT PLATE ROUND
STEEL PLATE 1/2" THICK
B
SEGMENT
OUTER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 8 GA
INNER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 8 GA
WEB STRAIGHT
GALV. RND. STEEL TUBE - 0 1.25" - 14 GA
WEB ANGLED
GALV. RND. STEEL TUBE - 0 2.375" - 14 GA
C
SEGMENT
OUTER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 11 GA
INNER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 11 GA
WEB STRAIGHT
GALV. RND. STEEL TUBE - 0 1.25" - 14 GA
WEB ANGLED
GALV. RND. STEEL TUBE - 0 1.9" - 14 GA
D
BASES
HORIZONTAL
STEEL PLATE, 1/2" THICK
VERTICAL ROUNDED
STEEL PLATE 3/8" THICK
THREADED STUD
CFL FULLY THREADED STUD - 1/2"-13 x 1"
GUSSETS
STEEL PLATE 3/8" THICK
E
BRACING
E1
LATERAL BRACING END
GALV. RND. STEEL TUBE - 0 3.5" - 14 GA
E2
LATERAL BRACING MID
GALV. RND. STEEL TUBE - 0 2.875" - 14 GA
E3
ANGLED BRACE
GALV. RND. STEEL TUBE - 0 2.875" - 14 GA
THREADED STUD PLATE
1/4" PLATE W/ 1/2" X 2" STUDS
AS CONNECTION PLATE
STEEL PLATE 1/4" THICK
F
CABLE ASSEMBLY
SEE SHEET G3
CABLE CONNECTION PLATE
STEEL PLATE 5/16" THICK
G
SWAY CABLE ASSEMBLY
SEE SHEET G3
CABLE CONNECTION PLATE
STEEL PLATE 1/8" THICK
H
ISPLICE
SPLICE OUTSERTS
FORMED STEEL BAR, 1/4" THICK
J
WINCH ASSEMBLY
WINCH
2" LASHING WINCH (10,000 LBS. STRENGTH
STRAP
2" STRAP (10,000 LBS. STRENGTH
K
WINCH PLATE
HORIZONTAL
STEEL PLATE 1/2" THICK
THREADED STUDS
1CFL FULLY THREADED STUD - 1/2"-13 x 1"
NOTE: THIS VIEW IS GENERIC TO ILLUSTRATE LOCATIONS OF ITEMS IN
THE TABLE ONLY. CABLE PATTERN AND/OR OTHER DETAILS MAY NOT
FULLY MATCH THE SPECIFICS FOR THIS ORDER. SEE OTHER SHEETS
FOR ORDER -SPECIFIC DETAILS.
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'I 'NOTE: REFER TO SHEET [1-11] FOR END RAFTER BASE SKU.
LB
PT073HASGS01
w*1
LB
PT073HASBS01
:FT BASE)*
'NOTE: REFER TO SHEET [H1] FOR MID RAFTER BASE SKU.
/ LB AB
LB SPLICE
PT073HASCS01
LB AB
I PT073HASGS01
LB
PT073HASGS01
LB
PT073HASCS01
BLB
PT073HASBS01
(RIGHT BASE)
[El] VIEW 1 - FRONT PROFILE (END RAFTER)
[El] VIEW 2 - FRONT PROFILE (MID RAFTER)
• BLB = BOTTOM LATERAL BRACE (SKU: LB35G14STL120)
• LB = LATERAL BRACE (SKU: 1LBC35G14UCL120)
• AB = ANGLED BRACE (SKU: LB28G1 4SL1 1475)
• SPLICE: SEE DETAIL SHEET [G2]
= LATERAL BRACE (SKU: LB28G14STL120)
LICE: SEE DETAIL SHEET [G2]
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DETAIL LOCATION CALL -OUTS
END BAYS:
[G2] VIEW 6 - ANGLED BRACE CONNECTION (END BAYS ONLY)
MID BAYS:
N/A
END RAFTERS:
[G2] VIEW 2 - LATERAL BRACE CONNECTION (END BAY)
MID RAFTERS:
(G21 VIEW 2 - LATERAL BRACE CONNECTION (END BAY)
G2] VIEW 3 - LATERAL BRACE CONNECTION
(BOTTOM LATERAL BRACE/MID BAY TO MID BAY)
ALL RAFTERS:
[G2] VIEW 1 - SEGMENT TO SEGMENT
ALL RAFTERS:
[G2] VIEW 3 (ATERAL BRACE CONNECTION
BOTTOM LATERAL BRACE/MID BAY TO MID
END RAFTERS:
[G1] VIEW 1 - BASE TO SUPPORT BASE CONNECTION (END)
MID RAFTERS:
[G1] VIEW 2 - BASE TO SUPPORT BASE CONNECTION (MID)
DETAILS WITH LOCATION CALL -OUTS NOT SHOWN ON THIS SHEET:
G1 VIEW 3 - WINCH PLATE CONNECTION (IF APPLICABLE)
Gi VIEW 4- KEDER ATTACHMENT
G3 VIEW 1 - CABLE SKU PER SPAN
G3 VIEW 2-TYPICAL CABLE CONNECTION DETAIL
G3 VIEW 3 - TYPICAL CABLE ASSEMBLY
G3 VIEW 4 - SWAY CABLE LOCATIONS
G3 VIEW 5 - SWAY CABLE CONNECTION (END BAY)
G3] VIEW 6 - SWAY CABLE CONNECTION (MID BAY TO MID BAY)
G3] VIEW 7 - TYPICAL SWAY CABLE ASSEMBLY
KEDER RAIL ATTACHED WITH
#12 x 1 1/2" TEK SCREW @ 8"
COVER
PANEL
OUTER RAFTER
[G1] VIEW 4 - KEDER ATTACHMENT
(1X)3/4"X23
(2X) 3/4" WAS
(1 X) 3/4" NUT
SUPPORT
(2X) 1/2"
((2X) 1/2"
TYP. CABLE ASSEMBLY
(IF APPLICABLE)
PTBS001
(IF APPLICABLE)
END BASE
0
0
1/2" SHACKLE
(IF APPLICABLE)
[G1] VIEW 1 - BASE TO SUPPORT BASE CONNECTION (END)
SUPPORT
TYP. CABLE ASSEMBLY
(IF APPLICABLE)
- (2X) 3/4" WAS
- (1 X) 3/4" NUT
1/2" SHACKLE
(IF APPLICABLE)
MID BASE PLC
- (2X) 1/2" WASHER
- (2X) 1/2" NUT
(TYP.)
7CC�\
PTBS001
(IF APPLICABLE)
[Gi] VIEW 2 - BASE TO SUPPORT BASE CONNECTION (MID)
(2X) 1/2" WASHER
(2X) 1/2" NUT
WP1004WS
[G1] VIEW 3 - WINCH PLATE
CONNECTION (IF APPLICABLE)
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• END RAFTER BOLT HEADS TO BE LOCATED AT EXTERIOR OF STRUCTURE i
REFER TO SHEET [El] FOR SPLICE LOCATIONS. I
- (2X) SPLICE OUTSE
- (162X) 5/8" WASHER
- (6X) 5/8" NUT (STRI
OUTER RAFTEI
END RAFTER OUTER & INNER
CHORD SPLICES TO BE
WRAPPED WITH COVER
r112405 AND SECURED
WITH (3X) ZIP TIES [112056]
INNER
ASSEMBLED VIEW
SEGMENT CHORDS TO B
WITH SLEEVES AT EACH
LOCATION.
[SPLOUT35S001]
T (A325)
EXPLODED VIEW
INTERNAL CHORD VIEW
[G2] VIEW 1 - SEGMENT
TO SEGMENT SPLICE
[G2] VIEW 4 - NOT USED
SWAY CABLE CONNECTION PLATE
`NOTE: NOT NEEDED ON 2-BAY STI
LATERAL BRACE (END
1/4" SH
2X) 1/2"
2X) 1/2"
2-WAY CABLE CONNECTION PLATE [107800"]
(IF APPLICABLE)
"NOTE: USE [107801] WHERE CABLES ARE ON
BOTH SIDES OF RAFTER
1/2" SHACKLE (TYP
INNER RAFTER
LATERAL BRA
(MID BAYS)"`
i
i
[G2CLATERAL BRACE
CONNECTION (END
OUTER RAFTER CHORD
4CE CONNECTION
.TAB35S01]
HEX BOLT (A325)
I(STRUCTURAL)
RUCTURAL)
ANGLED BRACE
ANGLED BRACE CONNECTION TO OUTER RAFTER CHORD
RAFTER CHORD
EXTERIOR
OFSTRUCTURE
(2X)1/2" UT HER
1/4" SHACKLE
—SWAY CABLE CONNECTION PLATE [110665']
*NOTE: SEE [G3] VIEW 4 FOR LOCATIONS
BRACE (N/A ON END RAFTER)
TERALBRACE
/-2 -WAY CABLE CONNECTION PLATE [107800"]
(IF APPLICABLE)
*"NOTE: USE [107801] WHERE CABLES ARE ON
BOTH SIDES OF RAFTER
1/2" SHACKLE
RAFTER CHORD
[G2] VIEW 3 - LATERAL BRACE CONNECTION
(BOTTOM LATERAL BRACE/MID BAY TO MID BAY)
LATERAL BRACE (END
ANGLED
-(1X)1/2"X
- ((2x) 1/2" N
- 1X 1/2" N
LATERAL BRACE
(MID BAYS)
RAFTER CHORD
ANGLED BRACE CONNECTION TO END LATERAL BRACE
OUTER RAFTER
SEE SHEET [G3] FOR
BRACE SWAY CABLE ASSEMBLY SKUZ
INTERIOR
OF STRUCTURE
INNER RAFTER CHORD —LATERAL BRACE (END BAYS) INNER RAFTER CHORD -
SIDE VIEW (END BAY) LATERAL BRACE (MID
[G2] VIEW 6 - ANGLED BRACE CONNECTION (END BAYS OM
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• RAFTER VIEW SHOWN REPRESENTS TYPICAL CABLE SPAN LABELS
TO ILLUSTRATE LOCATIONS OF SPANS IN THE TABLE. THE CABLE
PATTERN SHOWN MAY NOT FULLY MATCH THE SPECIFICS FOR THIS
PROJECT.
CABLE PATTERN REPEATS ON OPPOSITE SIDE OF Q UNLESS NOTED
OTHERWISE.
CABLE IS NOT PRESENT IN BAY NUMBERS NOT LISTED IN TABLE.
CABLE ATTACHMENT COMPONENTS
TURNBUCKLE
314" X 9" GALV E-E
SHACKLE
1/2" GALV
CABLE
3/8" GALV 7X19
'RFFFR Tn RHFFT IC11 FnR RAY NUMBERING
r
CABLE ASSEMBLY SKU'S
BAY NUMBER'
SPAN A'
SPAN 'B'
SPAN 'C'
SPAN 'D'
SPAN 'E'
SPAN 'F'
SPAN 'G'
1 and 6
CAB37G0902
CAB37G0763
CAB37GO810
CAB37GO911
CAB37GO911
CAB37GO911
CAB37G0810
2 and 5
CAB37GO902
CA637G0703
CA837G0810
CAB37GO911
CAB37GO911
N/A
N/A
3 and 4
CAB37GO902
CAB37GO703
I CAB37GO810
1 N/A
N/A
N/A
N/A
[G3] VIEW 1 - CABLE SKU PER SPAN
SWAY CABLE REPEATS DOWN LENGTH OF BUILDING AT LOCATIONS SHOWN BELOW
m
SWAY CABLE ASSEMBLY SKU'S
BAY NUMBER'
SWAY CABLE SKU
1 and 6
CAB18GO804
2-5
CAB18GO806
[G3] VIEW 4 - SWAY CABLE LOCATIONS
OUTER RAFTER CHORD (MID RAFTER)
HACKLE
SWAY CABLE ASSEMBLY (END)
—SWAY CABLE ASSEMBLY (END)
BRACE (END BAYS)
INNER RAFTER CHORD
(END RAFTER)
[G3] VIEW 5 - SWAY CABLE
CONNECTION (END BAY)
THIMBLE
LATERAL BRACE SHACKLE (TYP.)
TYPICAL CABLE
® FFASSEMBLY (TYP.)
RAFTER CHORD
[133] VIEW 2 - TYPICAL CABLE
CONNECTION DETAIL
TURNBUCKLE
TURNBUCKLE ATTACHED TO
CABLE ASSEMBLY IN FIELD.
THIMBLE (TYP.)
SHACKLE SLEEVE (TYP.)
CABLE��
[G3] VIEW 3 - TYPICAL
CABLE ASSEMBLY
i •6•51
CABLE ASSEMBLY (TYP.)
CABLE ASSEMBLY (MID)
LATERAL BRACE
(MID BAYS)
INNER RAFTER CHORD
LATERAL BRACE (MID BAYS)
VIEW 6 - SWAY CABLE
CONNEC ION (MID AY TO MID BAY)
JRNBUCKLE (JAW -JAW)
-40TE: TURNBUC%ESA TACH 14'Y
TO CABLE A %M
IN FIELD.
FILE`
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a i
CABLE—
[G3] VIEW 7 - TYPICAL SWAY
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H1
DMMPEDBY
FOUNDATION NOTES:
• CLEARSPAN DOES NOT PROVIDE ANY MATERIAL OR DESIGN CRITERIA FOR THE CREATION
OF THE FOUNDATION OR ANCHORING OF THIS BUILDING, UNLESS OTHERWISE NOTED.
• FOUNDATION AND ANCHORING SHALL BE ENGINEERED AND APPROVED BY A LICENSED
STRUCTURAL ENGINEER OF OWNER'S CHOICE.
• FOUNDATION MUST MEET THE BUILDING REACTION DATA SHOWN BELOW.
*See notes below
UNFACTORED BASE REACTIONS
TO CONSIDER AT TYPICAL BASES
Load Case
Side A
Side B
Rx (kip)
Ry (kip)
Rx (kip)
Ry (kip)
Dead Load, Self Weight
DL
0.43
1.10
-0.43
1.10
Dead Load, Collateral
EL
0.15
0.25
-0.15
0.25
Snow Load, Balanced
S
0.00
0.00
0.00
0.00
Snow Load, Unbalanced
Su
0.00
0.00
0.00
0.00
Wind Load
Wx
-8.57
-4.73
-4.96
-5.27
Wind Load
Wx2
-7.48
1.26
-6.05
0.72
Wind Load
Wz
-2.56
-16.13
4.63
-15.17
Wind Load
Wz2
-1.46
-10.14
3.54
-9.18
Roof Live Load
Lr
0.99
1.83
-0.99
1.83
0
0
0.00
0.00
0.00
0.00
*See notes below
ADDITIONAL UNFACTORED BASE REACTIONS TO
CONSIDER AT BASES WITH CABLE ATTACHED
Load Case
Side A
Side B
Rx (kip)
Ry (kip)
Rz (kip)
Rx (kip)
Ry (kip)
Rz (kip)
Wind Load
Wz
-6.25
-16.29
3.94
7.98
-16A3
3.31
Dead Load, Cable (Wz)
DL
0.03
0.07
-0.03
0.07
Wind Load
Wz2
6.55
8.92
0.19
-5.77
8.36
0.04
Dead Load, Cable (Wz2)
DL
0.03
0.07
-0.03
0.07
V'2.$
Notes:
CONTROLLING ASD COMBINATIONS TO
CONSIDER AT TYP ICAL BASES
Max Gravity (kip)
3.29
DL + EL + 0.751-r + 0.45W x2
Max Uplift (kip)
-9.02
0.6DL + 0.6Wz
Max Inward Lateral (kip)
-4.89
0.6131- + 0.6Wx
Max Outward Lateral (kip)
-4.20
DL+ EL+ 0.6Wx2
ADDITIONAL CONTROLLING ASD COMBINATIONS TO
CONSIDER AT BASES WITH CABLE ATTACHED
Max Gravity (kip)
6.77
DL + EL + 0.6Wz2
Max Uplift (kip)
-9.07
0.6DL + 0.6Wz
Max Inward Lateral (kip)
-4.87
0.6DL + 0.6Wx
Max Outward Lateral (kip)
4.53
DL + EL + 0.6Wz2
a. The above Reaction Data should be combined as required by the Load Combinations from IBC or other applicable code.
b. The Reaction Data is for a building that represents a low hazard to human life in the event of a failure. Examples of such are agricultural buildings, unoccupied
private buildings, unoccupied storage buildings, or temporary buildings. A building is considered "unoccupied" when employees are typically in the building only
to move materials in and out (no permanent workstations) and it is not open to the public.
C. The Reaction Data is for a building that has both endwalls closed or has the same area of openings in each endwall.
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ADDITIONAL INFORMA''ti�+N
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THESE PRINTS IDENTIFY AND SHOW THE MAIN COMPONENTS AND
CONNECTIONS FOR THIS BUILDING. LENGTH, WIDTH, AND OTHER
IMPORTANT DIMENSIONS ARE ALSO PRESENT.
TO BEST UNDERSTAND HOW TO CONSTRUCT THIS BUILDING, THE
INFORMATION CONTAINED WITHIN THESE SHEETS SHALL BE USED
WITH THE INSTRUCTION MANUAL SHIPPED WITH THE BUILDING.
THE INSTRUCTIONS INCLUDE DETAILS NEEDED DURING CONSTRUCTION.
—
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ESSIONAL IN ACCORDANCE WITH LOCAL REQUIREMENTS.
TRSCS i W1058
BUILDING CONTENT GUIDE:
[A1] ...............:..COVER
SHEET
[B1] ..................GENERAL
NOTES
[C1] ..................BUILDING
PLAN VIEW
[D1] ..................MATERIAL
SPECIFICATIONS
[E1] ..........:...:...RAFTER
PROFILES
[F1] ..................SIDE
PROFILES
[G1] .................
DETAIL LOCATIONS & BASE DETAILS
[132] .................GENERAL
CONNECTION DETAILS
[133] .................
CABLE LAYOUT & DETAILS
[H1] ..................BASE
PLATE LAYOUT & DETAILS
[I] .....................OMITTED
[Al ..................BUILDING
REACTION DATA
[K] ....................OMITTED
[L1 - 1-2] ...........OMITTED:
FRONT ENDWALL (OPEN)
[M1 - M2].:........
OMITTED: BACK ENDWALL (OPEN)
SCANNt,
Sys BY
ST.L�3CIECOUNT`f
STRUCTURE IS DESIGNED AS A RISK CATEGORY I STRUCTURE IN
DRDANCE WITH THE FLORIDA BUILDING CODE, 5TH EDITION (2014)..IF
USE OR OCCUPANCY CHANGES DURING THE BUILDING'S LIFESPAN,
STRUCTURE MUST BEREEVALUATEDBASED ON THE RISK CATEGORY
)CIATED WITH THE NEW OCCUPANCY IN ACCORDANCE WITH THE
AREMENTS OF THE EXISTING BUILDING CODE.
T. A
� C E N
?*. No 576641:*y
STATE OF 4U:
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Feb 15, 2017
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SITE LOCATION AND BUILDING DESCRIPTION:
SITE LOCATION: 3207 INDUSTRIAL 29TH ST
FORT PIERCE, FL 34946 `
ST. LUCIE COUNTY
BUILDING SIZE: 7Y X 60% 4,380 SQUARE FEET
BUILDING TYPE: PRE-ENGINEERED FABRIC STRUCTURE
CONSTRUCTION TYPE: IIB
FABRIC: FIRE -RATED (PER NFPA 701)
GENERAL NOTES:
1. DESIGNED IN CONFORMANCE WITH THE STRUCTURAL PROVISIONS OF
THE FLORIDA BUILDING CODE; 5TH EDITION.
GENERAL ABBREVIATIONS:
TOS TOP OF STEEL / TSL TOP OF SLAB / GALV. GALVANIZED /
FND FOUNDATION / EL ELEVATION / RND. ROUND /
GA GAUGE / DUI. DIAMETER / TYP. TYPICAL / LBS. POUNDS /
CL CENTERLINE.
SITE CONDITIONS:
1. NEITHER CLEARSPAN NOR THE BUILDING ENGINEER HAVE VISITED THIS
JOBSITE. INFORMATION CONTAINED HEREIN IS BASED ON CLIENT
SUPPLIED DATA AND MEASUREMENTS. THE DESIGN AND DEPICTED
FABRICATION, ERECTION, AND FOUNDATION DRAWINGS ARE ONLY
VALID FOR THE EXACT DESIGN PARAMETERS AND COMBINATIONS OF
WELDING: .
1. ALL WELDING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF
AWS D1.1 AND 131.3.
2. REFER TO AWS PUBLICATION D19.0-72: WELDING ZINC -COATED STEEL
AND "WELDING GUIDELINES" PUBLISHED BY ALLIED TUBE AND CONDUIT-
HARVEY ILLINOIS, FOR RECOMMENDED PROCESSES AND PRACTICES
FOR WELDING GALVANIZED STEEL.
3. ALL SHOP WELDING IS TO BE PERFORMED BY CERTIFIED WELDERS.
PAINTING AND TOUCH-UP:
2. DESIGN LOADS:
FMMMIVIC 1 Cna VVVUIVICIY I CV. INCII IICMILCMMJrM1V IYVM I I IC uvn.v, Vv
ENGINEER SHALL BE HELD RESPONSIBLE OR LIABLE IN ANY WAY FOR
1 • AFTER SHOP FABRICATION, PAINT ALL BARE STEEL, WELDS, AND ABRADED
ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. WORK SHALL
AREAS WITH COLD GALVANIZING COMPOUND CONSISTENT WITH
A. FLOOR LIVE LOAD: N/A .
BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
GALVANIZED TUBE MANUFACTURER'S RECOMMENDATIONS FOR COLOR
AND COMPOSITION. PRIOR TOUCH-UP, CLEAN WELDED AND ABRADED
B. ROOF LIVE LOAD: 5 PSF (FABRIC ROOF)
CLEARSPAN AND/OR THE BUILDING ENGINEER SHALL BE NOTIFIED AND
GIVEN AN OPPORTUNITY TO RE-EVALUATE THEIR WORK UPON
.
AREAS WITH A WIRE BRUSH. SURFACES MUST BE CLEAN AND OIL FREE.
C. ROOF SNOW LOADS:
'
DISCOVERY OF ANY INACCURATE INFORMATION PRIOR TO
Pg GROUND SNOW LOAD) = 0 PSF
MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND.
2. AFTER FIELD INSTALLATION, TOUCH-UP ANY FIELD WELDS AND DAMAGED
Co' (SNOW EXPOSURE FACTOR)
INSTALLATION OF MATERIALS.'..
AREAS WITH COLD GALVANIZING COMPOUND.
= 0.9 (FULLY EXPOSED TERRAIN CATEGORY C)
Ct HERMAL FACTOR) =1.2 (COLD ROOF)
STEEL:
ERECTION AND FIELD QUALITY CONTROL:
Is SNOW IMPORTANCE FACTOR) = 0.8 (RISK CATEGORY 1)
Pf FLAT ROOF SNOW LOAD) = 0.0 PSF
1. UNLESS OTHERWISE NOTED, ALL STRUCTURAL STEEL TUBING SHALL BE
- 1. THE ERECTOR IS RESPONSIBLE FOR DESIGNING AND FURNISHING ALL n
Pa SLOPED ROOF SNOW LOAD) = Cs Pf -
GALVANIZED, MIN. YIELD STRENGTH 50 KSI, AND SHALL MEET OR EXCEED
TEMPORARY BRACING, SHORING, AND/OR SUPPORT THAT MAY BE
Cs ` SLOPE FACTOR = AS DETERMINED FOR GABLE OR
THE REQUIREMENTS OF ASTM A500.
REQUIRED AS THE RESULT OF ERECTOR'S CONSTRUCTION METHODS
RCHED ROOF PER ASCE 7 (BALANCED AND
AND/OR SEQUENCES. THE STRUCTURE IS DESIGNED TO FUNCTION AS A
UNBALANCED LOADING CONDITIONS CONSIDERED)
2. UNLESS OTHERWISE NOTED, STEEL PLATES SHALL COMPLY WITH ASTM
UNIT UPON COMPLETION. THE STRUCTURAL ENGINEER ASSUMES NO
SNOW DRIFTING FROM ADJACENT BUILDINGS, STRUCTURES, OR
A572 GRADE 50 OR EQUAL FOR 3116" OR GREATER THICKNESS AND ASTM
LIABILITY FOR THE STRUCTURE DURING ERECTION.
ANY OTHER HORIZONTAL SURFACES HAS NOT BEEN CONSIDERED.
A1011 GRADE 50 OR ASTM A853 GRADE 50 OR EQUAL FOR LESS THAN 3/18"
,
THICKNESS.
2. NO MODIFICATIONS OR ALTERATIONS (OTHER THAN THOSE SHOWN ON
D. WIND DESIGN DATA: (MAIN WIND FORCE RESISTING SYSTEM)
THE. DRAWINGS) SHALL BE MADE IN ANY STRUCTURAL MEMBER OR
3. ALL STRUCTURAL STEEL IS TO BE FABRICATED IN ACCORDANCE WITH
CONNECTION WITHOUT WRITTEN APPROVAL OF THE DE GN ENGIN R
W THE P DESIGN ENGINEER.
V ULTIMATE WIND SPEED) = 150 MPH
THE LATEST EDITION OF AISC "SPECIFICATION FOR THE DESIGN,
Kd WIND DIRECTIONALITY FACTOR) = 0.85.
FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS." .
Kzt WIND TOPOGRAPHIC FACTOR) =1 A (ASSUMED) -
EXP EXPOSURE CATEGOR\�/ = C
BOLTS:
(
PI 6XT.
Cp PRES. COEFF�) = AS DETERMINED F)OR GABLE OR
1: UNLESS OTHERWISE NOTED, ALL BOLTED CONNECTIONS SHALL USE
RCHT-PED ROOF: PER ASCE 7
GRADE 2 OR A307 OR BETTER BOLTS WITH COMPATIBLE WASHERS AND
COMPONENTS AND CLADDING WIND PRESSURE: PEA ASCE 7
NUTS OF DIAMETERS INDICATED ON PLANS. BOLTS NEED ONLY BE
TIGHTENED TO THE SNUG -TIGHT CONDITION. THE SNUG -TIGHT CONDITION
E. EARTHQUAKE DESIGN DATA: (EQUIV. LATERAL FORCE METHOD)
IS DEFINED AS THE TIGHTNESS ATTAINED BY A FEW IMPACTS OF AN
IMPACT WRENCH, OR THE FULL EFFORT OF A MAN USING AN ORDINARY
SEISMIC DESIGN CATEGORY = A
RISK CATEGORY = I, SEISMIC IMPORTANCE FACTOR =1.0
SPUD WRENCH.
Ss= 0.056 g, Si =,0.029 g, SITE CLASS: D
'Sos = 0.06 g, SDI = 0.047 g
Cs"_ 0:02, R = 3, SEISMIC BASE SHEAR.= 0.35 KIPS'
BASIC SEISMIC -FORCE -RESISTING SYSTEM =
STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC
CABLES AND HARDWARE:
RESISTANCE. ,.
1. ALL CABLE SHALL BE GALVANIZED STEEL, MULTIPURPOSE, 7X19 (UP
3. THE TRUSSES ARE DESIGNED TO ACCOMMODATE LIMITED ADDITIONAL
TO 3/8" DIA.) OR 6X26 (112" DIA) CLASS STRAND CORE COMMERCIAL
WEIGHT. ADDITIONAL LOADS, SUCH AS FOR LIGHTING, HEATING, AND
GRADE, OF DIAMETER INDICATED.
VENTILATING EQUIPMENT, SHALL NOT EXCEED 500 LBS. PER
ASSEMBLED TRUSS, WITHOUT THE WRITTEN APPROVAL OF THE DESIGN
ENGINEER. LOADS SHALL BE APPLIED AT PANEL POINTS (POINTS OF
CONTACT BETWEEN TRUSS WEB AND CHORD), AND SHALL BE
DISTRIBUTED SO THAT NO MORE THAN 160 LBS: IS SUSPENDED FROM
ANY SINGLE LOCATION.
"FOUNDATION: s
1. FOUNDATION AND ANCHORING SHALL BE ENGINEERED AND APPROVED
BY A LOCALLY LICENSED STRUCTURAL ENGINEER TO ACCOUNT FOR
THE BUILDING REACTION DATA SHOWN ON SHEET (J1).
2. CABLE SLEEVES SHALL BE INSTALLED PER MANUFACTURER'S -
RECOMMENDATIONS.
3. USE THIMBLES WITH CABLE SLEEVES IN ALL LOOP -END APPLICATIONS.
4. TENSION CABLES AT TURNBUCKLE TO TAUT,CONDITION'(STRAIGHT AND
NOT SLACK OR LOOSE)... '
5. TIGHTEN CABLES SEQUENTIALLY TO AVOID TWISTING OR DEFORMING
STRUCTURAL ELEMENTS DURING ERECTION. RECHECK PREVIOUSLY
TIGHTENED CABLES UNTIL ALL CABLES ACHIEVE TAUT CONDITION.
BOX BOLT HOLE SIZES & _
INSTALLATION TORQUE,
BOX BOLT DIA.
HOLE DIA.
INSTALLATION
TORQUE
-1/4'
_ 71/2-
J14 FT -LB
5/16".
5/8"
18 FT -LB
3/8"
3/4"-.
33 FT -LB
1/2"
13/16"
59 FT -LB.
5/8"
1-1/8"
140 FT -LB
3/4"
1-3/8"
221 FT -LB
1. REFER TO BOX
INFORMATION
BOLT TECHNICAL
IF USING BOX
DATA FOR MORE
BOLTS
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LEFT SIDE - SEE SHEET [F1] FOR ELEVATION VIEW
BAY NUMBERS:
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EXTERIOR RAFTER CHORD CENTERS STATE OF ,
. < p R 1
RIGHT SIDE -SEE SHEET [Fi] FOR ELEVATION VIEW '�s;�NAL
Feb 15, 2017
ITEM
DESCRIPTION -
MATERIAL .
A
SUPPORT BASE
OUTER CHORD
GALV. RND. STEEL TUBE - O 3.5" -11 GA
INNER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 8 GA
WEB STRAIGHT
GALV. RND. STEEL TUBE - 0 1.25" -14 GA
WEB ANGLED '
GALV. RND. STEEL TUBE =0 1.9" 2.375" -14 GA
PIVOT PLATE CHORD
STEEL PLATE 3/8" THICK
PIVOT PLATE ROUND
STEEL PLATE 1/2". THICK
B
SEGMENT
OUTER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 8 GA
INNER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 8 GA
WEB STRAIGHT ..
GALV. RND. STEEL TUBE - 0 1.25" -14 GA.
WEB ANGLED
GALV. RND. STEEL TUBE - 0 2.375" =14 GA.
C.
SEGMENT
OUTER CHORD
GALV. RND. STEEL TUBE - 0 3.5" -11 GA . -
INNER CHORD
GALV. RND. STEEL TUBE - 0 3.5" -11 GA
WEB STRAIGHT . -
GALV. RND. STEEL TUBE - 0 1.25" -14 GA'
WEB ANGLED - . -
GALV. RND: STEEL TUBE - 0 1.9" -14 GA
D
BASES.
HORIZONTAL -
STEEL PLATE 1/2" THICK
VERTICAL ROUNDED
STEEL PLATE 3/8" THICK
THREADED STUD "'
CFL FULLY THREADED STUD-1/2"-13 z 1"
GUSSETS.
STEEL PLATE 3/8" THICK .-
E
BRACING
E7
LATERAL BRACING END
GALV. RND. STEEL TUBE - 0 3.5" -14 GA
E2
LATERAL BRACING MID
GALV. RND. STEEL TUBE - 0.2.875" -,14 GA
E3
ANGLED BRACE
GALV. RND. STEEL TUBE - 0 2.875" -14 GA
THREADED. STUD PLATE
1/4" PLATE W/ 1/2" X 2" STUDS
AB CONNECTION PLATE
STEEL PLATE 1/4" THICK
. F :
CABLE ASSEMBLY
SEE SHEET G3
CABLE CONNECTION PLATE
STEEL PLATE 5/16" THICK
G
SWAY CABLE ASSEMBLY
SEE SHEET G3
CABLE CONNECTION
PLATE
STEEL PLATE 1/8" THICK .
H
SPLICE
,.
SPLICE OUTSERTS
FORMED STEEL BAR, 1/4" THICK
J
WINCH ASSEMBLY
WINCH
2" LASHING WINCH (10,000 LBS. STRENGTH ..
STRAP
2" STRAP 10 000 LBS. STRENGTH .
K
WINCH PLATE
HORIZONTAL• •
STEEL PLATE 1/2" THICK
-.THREADED STUDS
CFL FULLY THREADED STUD-1/2"-13 x 1"
NOTE: THIS VIEW IS GENERIC TO ILLUSTRATE LOCATIONS OF ITEMS IN r
THE TABLE ONLY. CABLE PATTERN AND/OR OTHER DETAILS MAY NOT
FULLY MATCH THE SPECIFICS FOR THIS ORDER. SEE OTHER SHEETS
FOR ORDER -SPECIFIC DETAILS. '
�* O. No 5766�• ••Tye=
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�'. STATE .OF
(LEFT BASE)* (RIGHT BASE)* � O
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[E1] VIEW 2 - FRONT PROFILE (MID RAFTER) Feb 15, 220101`
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OTE: REFER TO SHEET [E1] R .. t RONT PROFILE OF BRACE LOCATIONS
SHEET [C1) FOR PLAN VIEW OF DOOR LOCATIONS (IF APPLICABLE).
BACK OF STRUCTURE
BAY NUMBERS: 6 5 .4 3 2 1
LEFT SIDE VIEW
FRONT OF STRUCTURE
BAY NUMBERS: 1
NOTE: WINCH PLATES (IF APPLICABLE) TO BE CENTERED
BETWEEN RAFTERS, UNLESS NOTED OTHERWISE.
2 3 4 5 6
RIGHT SIDE VIEW
FRONT OF STRUCTURE
BACK OF STRUCTURE
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Feb 15, 2017
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SUPPORTBASE
S2X 1/2" WASHER
12X;1/2" NUT �1
WINCH - •
TYP. CABLE ASSEMBLY �.
(IF APPLICABLE)
i PTBS001
(IF APPLICABLE) ,
i
SIX) 3/4" X 2 3/4' HEX BOLT URA
, 2X 3/4" WASHER (STRUCTURAL)
1X 3/4" NUT (STRUCTURAL)
•. o ao
i D 1/2" SH EN BASE PLATE ACKLE
- i - (IFAPPLICAB LE)
END BAYS: "
[G2] VIEW 6- ANGLED BRACE CONNECTION (END BAYS ONLY) [G1] VIEW 1 -BASE TO. SUPPORT BASE CONNECTION (END)
N/A ID BAYS: i-- --- ------------ ------------- ------------------- - -- ----
(IF APPLICABLE) ,
END RAFTERS. [ .
[G2] VIEW 2 - LATERAL BRACE CONNECTION (END BAY)
MID RAFTERS:
[G2] VIEW 2 - LATERAL BRACE CONNECTION (END BAY) _ , , (
[G2] VIEW 3 - LATERAL BRACE CONNECTION (
(BOTTOM LATERAL BRACEIMID BAY TO MID BAY) ) 2" WASHER
i SUPPORT BASE
(TTYP )
TYP. CABLE ASSEMBLY WINCH
' G VIEW ( AB
ALL RAFTERS: IF APPLICABLE)
2] V W 1 - SEGMENT TO SEGMENT SPLICE
WINCH
ALL RAFTERS; .. 1X 3/4" X 2 3/4" HEX BOLT (A325)
[G2] VIEW 3 - LATERAL BRACE CONNECTION , 2X 3/4" WASHER (STRUCTURAL)
(BOTTOM, LATERAL BRACEIMID BAY TO MID BAY) 1X)3/4" NUT (STRUCTURAL)
1/7 SHACKLE
(IF APPLICABLE)
S.
Gll VIANDIEEWRBASE TO SUPPORT BASE CONNECTION (END) (IF APPLICABLE) MID BASE PLATE PTBS001
MID RAFTERS
[G1] VIEW 2,- BASE TO SUPPORT BASE CONNECTION (MID) , (tI E)
L
• � ' [G1] VIEW 2 -BASE TO SUPPORT BASE'CONNECTION (MID)
----------- ---- ------ ------ - -- ---- ----------- ----- ------ - ---- ---- --- - -------------
/2
KEDER RAIL ATTACHED WITH i
WASHER
#12 x 1 1/2 TEK SCREW @ 8 O.0 i �2X 1
2X; 1/2 NUT.
COVER -.
PANEL WINCH T
_—DETA/LS-W/THLOCAT/ON.CALL-OUTS NOT-SHOWNON.THIS-SHEET:
VIEW 3 - WINCH PLATE CONNECTION (IF APPLICABLE)
VIEW 4 - KEDER ATTACHMENT
VIEW 4 - SIDE DOOR DETAIL (IF APPLICABLE)
VIEW 5 - U-BOLT BRACE CONNECTION (IF APPLICABLE)
VIEW 1 - CABLE SKU PER SPAN
VIEW 2 - TYPICAL CABLE CONNECTION DETAIL
VIEW 3 - TYPICAL CABLE ASSEMBLY
VIEW 4 - SWAY CABLE LOCATIONS
VIEW 5 -SWAY CABLE CONNECTION (END BAY)
VIEW 6 - SWAY CABLE CONNECTION MID BAY TO MID BAY)
VIEW 7 - TYPICAL SWAY CABLE ASSEMBLY
OUTER RAFTER CHORD
[G1]VIEW 4 - KEDER ATTACHMENT 1
o I o
WP7004WS
[G1] VIEW 3 - WINCH PLATE
CONNECTION (IF APPLICABLE)
STATE OF 4U
Feb 15, 2017
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-_----7258847,
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(NOTES:END RAFTER BOLT HEADS T(: -1 LOCATED AT EXTERIOR OF STRUCTURE
• REFER TO SHEET [E1] FOR SPLICE LOCATIONS.
12X)SPLICE OUTSERT
6X 5/8" X 5" HEX BOL'
1 ) 5/8" WASHER (S1
6X) 5/8" NUT (STRUCT
OUTER RAFTEI
END RAFTER OUTER & INNER
CHORD SPLICES TO BE
WRAPPED WITH COVER
ff1124051 AND SECURED
WITH (3 ) ZIP TIES [112056]
INNER
ASSEMBLED VIEW
EXPLODED VIEW
WUFACTURED
ICE BOLT.,
INTERNAL CHORD VIEW
[G2] VIEW I -SEGMENT
TO SEGMENT SPLICE, ----=-------
E: N/A ON END RAFTERS. 1/4" SH
(2X)1/2"
2X 1/2"
SWAY CABLE CONNECTION PLATE 1110664'
*NOTE: NOT NEEDED ON 2-BAY STRUCTUR
LATERAL BRACE (END BAYS)--�
LATERAL BRA
i (MID BAYS)***
2-WAY CABLE CONNECTION PLATE 1107800.1—
(IF APPLICABLE)
"NOTE: USE [107801] WHERE CABLES ARE ON
BOTH SIDES OF RAFTER
1/2" SHACKLE (TYP
INNER RAFTER CHORD—
[G CONNECTION
ON ECTI N(END LBAY)
- �2X 1/2"WASHER (�
2X; 1/2" NUT
1/4" SHACKLE
SWAY CABLE CONNECTION PLATE [1106651
0 "NOTE: SEE [G3] VIEW 4 FOR LOCATIONS
LATERAL BRACE (N/A ON END RAFTER)
LATERAL BRACE
PLATE [107800*]
(IF APPLICABLE)
7
"NOTE: USE j107801] WHERE CABLES ARE ON
BOTH SIDES
OF RAFTER
1/2" SHACKLE
i
i
INNER RAFTER CHORD.
i
[1132] VIEW 3 - LATERAL BRACE CONNECTION .
(BOTTOM LATERAL BRACE/MID BAY TO MID BAY) .
OUTER RAFTER CHORD
- (1X) ANGLED BRACE CONNECTION
i PLATE[PTPLTAB35S01] '
3X 1/2 X 1-1/2" HEX BOLT (A325
4X 1/2" WASHER (STRUCTURAL;
.. 3X)1/2" NUT (STRUCTURAL) LATERAL BRACE (END BAYS)—\
�\
� ANGLED BRACE
ANGLED BRACE—
( °� S1X) 1/2"
° 11 X1 112"
OPENING PRIOR TO CUTTING TUBE...
'NERIC TO ILLUSTRATE MAN DOOR FRAMING i
R STYLE AND/OR OTHER DETAILS MAY NOT FULLY
FOR THIS PROJECT. SEE OTHER SHEETS FOR ORDER
n �
2" X 3" TUBING CUT
TO LENGTH IN FIELD (DPJ
`DOOR FOOTER
HELICAL
FRAMING (IF APPOLICABLE)
/ -SINGLE DOORS
36" & 48' 111713
-DOUBLE DOORS
36":111713S02
48":111713S03
E DOOR
[DETAIL (IFAPPD CABLE)
ANGLED BRACE CONNECTION TO OUTER RAFTER CHORD
OUTER RAFTER CHORD
C
SEGMENT
INNER RAFTER
U-BOLT BI
PER END OF U-BOLT BRACE (TYP.):=
2X 1/2" U-BOLT AROUND C ORD
- 4X 1/2" WASHER
- 4X 1/2" NUT
[G2] VIEW 5 - U-BOLT
BRACE CONNECTION
(IF APPLICABLE)
OUTER RAFTER CHORD
EXTERIOR
OF STRUCTURE
LATERAL BRACE
(MID BAYS)
IER RAFTER CHORD
ANGLED BRACE CONNECTION TO END LATERAL BRACE
OUTER RAFTER CHORD.
SEE SHEET [_G3] FOR
GLED BRACE SWAY CABLE ASSEMBLY SKU
INTERIOR
OF STRUCTURE
i �—INNER RAFTER CHORD "—LATERAL BRACE (END BAYS) INNER RAFTER CHORD
9 LATERAL BRACE (MID BAYS)
SIDE VIEW (END BAV)
[G2] VIEW 6 - ANGLED BRACE CONNECTION (END BAYS ONLY)
,.. - IIIIIIIIIIpf
— ? No 5766
*
STATE OF ;'404
' Feb 15, 2017
7269847
1 8674533 .. 1
*REFER TO SHEET [C1] FOR BAY' LABERING
BAYNUMBER* A RAFTER SPACING
1-6 10'-0"
0
TYP. END BAY
o O o
0 o 6
"REFER TO SHEET [E1] FOR BASE LOCATIONS
RAFTER TYPE
LEFT BASE SKU"
RIGHT BASE SKU"
END
BP061E
BP061E
MID
BPO61M
BPO61M
0 b 0 o
0 0
M
TYP. MID BAY
J _ 5. NOTE: REFER SHEET
FOR WINCH PLATE LOCATIONS.
O 11/18" TYP.
141
_ o a
o
3 3/4" ISOMETRIC VIEW
7 1/2•
TOP VIEW
`__WP1004WS DETAILS (IF APPLICABLE)
1 11/16• I p
RAFTER �
as
a
O
ISOMETRIC VIEW
N
2 1/2"
TYP. 013/16"TYP.
�5"TYP.
TOP VIEW
.___________Y----BP061EDETAILS_________________ __
6" t �°
RAFTER
TOP VIEW
BP061M DETAILS
3", TYP.
ISOMETRIC VIEW
I
* No 5766
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STATE OF •�.
Feb 15, 2017
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FOUNDATION NOTES:
• ESAPCO DOES NOT PROVIDE ANY MATERIAL OR DESIGN CRITERIA FOR THE CREATION
OF THE FOUNDATION OR ANCHORING OF THIS BUILDING, UNLESS OTHERWISE NOTED.
• FOUNDATION AND ANCHORING SHALL BE ENGINEERED AND APPROVED BY A LICENSED
STRUCTURAL ENGINEER OF OWNER'S CHOICE.
• FOUNDATION MUST MEET THE BUILDING REACTION DATA SHOWN BELOW
SEE ENDWALL DRAWINGS FOR ENDWALL REACTIONS (IF APPLICABLE).
*See notes below
UNFACTORED BASE REACTIONS
TO. CONSIDER AT TYPICAL BASES
Load case
. Sida A
Side B
Rx (kip)
Ry (kip)
Rx (kip)
Ry (kip)
Dead_Load, Self Weight
DL
0.43
1.10
-0.43
1.10
Dead Load, Collateral
EL
0.15
0.25
-0.15
0.25
Snow Load,, Balanced
S
o.00
0.00
0.00
0.00 .
Snow Load, Unbalanced
Su
0.00
0.00
0.00
0.00
Wind Load
Wx
1 -8.57
4.73
-4.96
.5.27 .
Wind Load
Wx2
-7.48
1.26
-6.05
0.72
Wind Load
Wz
-2.56
-16.13
4.63 `
-15.17
Wind Load"
Wz2
A.46
-10.14
3.54
-9.18
Roof Live Load
Lr
0.99
1.63
-0.99
1.83
0;
0
0.00 ;
0.00
0.00
0.00
ADDITIONAL UNFACTORED BASE REACTIONS TO
*See notes below -
CONSIDER AT BASES WITH CABLE ATTACHED
Side A
Side B
Load Case
Rx (kip)
Ry (kip)
Rz (kip)
Rx (kip)
Ry (kip)
Rz (kip)
.
Wind Load
Wz
-6.25
-16.29
3.94
7.98
-16.13
3.31
Dead Load, Cable z
(W)
DL
6.03
0.07
* >re
-0.03
0.07
..
:.
a
Wind Load
Wz2
6.55
6.92
0.19
5.77
8.36
0.04
Dead Load, Cable (Wz2)
DL
0.03
0.07
s
-0.03
0.67
rt
..T
CONTROLLING ASD COMBINATIONS TO
CONSIDER AT TYPICAL BASES
Max Gravity (kip)
3.29
DL + EL + 0.751-F+ 0.45Wx2
Max Uplift (kip) _
-9.02
0.6131-+ 0.6Wz,
Max Inward Lateral (kip)
-4.89
0.6DL+ 0.6Wx
ax Outward Lateral (kip)
-4.26
DL + EL .+ 0.6Wx2
ADDITIONAL CONTROLLING ASD COMBINATIONS TO "
CONSIDER AT BASES WITH CABLE ATTACHED
Max Gravity (kip)
6.771,
DL + EL + 0.6Wz2
Max Uplift (kip)
-9.07
6.6131- + 0.6Wz
Max Inward Lateral (kip)
-4.87
0.6DL + 0.6Wx
Max Outward Lateral (kip)
4.53
DL + EL + 0.6Wz2
V2b
a�- ------ _ Notes:
a. The above Reaction Data should be combined as required by the Load Combinations from IBC or other applicable code.
b, . The Reaction Data is for a building that represents a low hazard to human life In the event of a failure. Examples of such are agricultural buildings, unoccupied
private buildings, unoccupied storage buildings, or temporary buildings. A building is considered "unoccupied" when employees are typically in the building only
to move materials in and out (no permanent workstations) and It is not open to the public.
C. The Reaction Data is for a building that has both endwalls closed or has the same area of openings in each endwall.
,,vv`GwT rAtw--,,
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?*: No 5766
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ADDITIONAL INFORMATION
TRSCSI M058
THESE PRINTS IDENTIFY AND SHOW THE MAIN COMPONENTS AND
CONNECTIONS FOR THIS BUILDING. LENGTH, WIDTH, AND OTHER
IMPORTANT DIMENSIONS ARE ALSO PRESENT.
TO BEST UNDERSTAND HOW TO CONSTRUCT THIS BUILDING, THE
INFORMATION CONTAINED WITHIN THESE SHEETS SHALL BE USED
WITH THE INSTRUCTION MANUAL SHIPPED WITH THE BUILDING.
THE INSTRUCTIONS INCLUDE DETAILS NEEDED DURING CONSTRUCTION
w w
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73'-0"
PIVOT HOLE CENTERS
GRID SQUARES = 2'
NOTE: FOUNDATION AND ANCHOR DESIGN IS NOT BY CLEARSPAN. THE FOUNDATION AND ANCHOR DESIGN IS BY OTHERS. THE
FOUNDATION AND ANCHORS ARE CRITICAL ELEMENTS FOR THE BUILDING TO FUNCTION AS DESIGNED. THE OWNER IS RESPONSIBLE
FOR ENSURING THE FOUNDATION IS DESIGNED FOR THE BUILDING BY A PROFESSIONAL IN ACCORDANCE WITH LOCAL REQUIREMENTS.
! "'.
BUILDING CONTENT GUIDE;
[A1] ..................COVER SHEET
[B1] ..................GENERAL NOTES
[C1] ..................BUILDING
PLAN VIEW
[D1] ..................MATERIAL
SPECIFICATIONS
[Ell ..................RAFTER
PROFILES
[F1] ..................SIDE PROFILES
[G1] .................DETAIL
LOCATIONS & BASE DETAILS
[G2] .................GENERAL
CONNECTION DETAILS
[133] .................
CABLE LAYOUT & DETAILS
[H1I ..................BASE
PLATE LAYOUT & DETAILS
[I] .....................OMITTED
[J1] ..................BUILDING REACTION DATA
[K] ....................OMITTED
[L1 1-2] ...........OMITTED:
FRONT ENDWALL (OPEN)
[M1 - M2]..........
OMITTED: BACK ENDWALL (OPEN)
SCANNtL
BY
St. Lucia
ST.t%zeaur{L I
Treat" ieweallotlu
geview0014
THIS STRUCTURE IS DESIGNED AS A RISK CATEGORY I STRUCTURE IN
ACCORDANCE WITH THE FLORIDA BUILDING CODE, 5TH EDITION (2014). IF
THE USE OR OCCUPANCY CHANGES DURING THE BUILDING'S LIFESPAN,
THE STRUCTURE MUST BE REEVALUATED BASED ON THE RISK CATEGORY
ASSOCIATED WITH THE NEW OCCUPANCY IN ACCORDANCE WITH THE
REQUIREMENTS OF THE EXISTING BUILDING CODE.
9 S E OF :�4/
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Jun 12, 2017
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SITE LOCATION AND BUILDING DESCRIPTION:
SITE LOCATION: 3207 INDUSTRIAL 29TH ST
FORT PIERCE, FL 34946
ST. LUCIE COUNTY
BUILDING SIZE: 73' X 60% 4,380 SQUARE FEET
BUILDING TYPE: PRE-ENGINEERED FABRIC STRUCTURE
CONSTRUCTION TYPE: IIB
FABRIC: FIRE -RATED (PER NFPA 701)
GENERAL NOTES:
1. DESIGNED IN CONFORMANCE WITH THE STRUCTURAL PROVISIONS OF
THE FLORIDA BUILDING CODE, 5TH EDITION.
2. DESIGN LOADS:
A. FLOOR LIVE LOAD: N/A
B. ROOF LIVE LOAD: 5 PSF (FABRIC ROOF)
C. ROOF SNOW LOADS:
Pg GROUND SNOW LOAD) = 0 PSF
Ce (SNOW EXPOSURE FACTOR)
= 0.9 (FULLY EXPOSED TERRAIN CATEGORY C)
Ct (THERMAL FACTOR) =1.2 (COLD ROOF)
Is (SNOW IMPORTANCE FACTOR) = 0.8 (RISK CATEGORY 1)
Pf (FLAT ROOF SNOW LOAD) = 0.0 PSF
Ps (SLOPED ROOF SNOW LOAD) - Cs Pf
Cs (SLOPE FACTOR) = AS DETERMINED FOR GABLE OR
ARCHED ROOF PER ASCE 7 (BALANCED AND
UNBALANCED LOADING CONDITIONS CONSIDERED)
SNOW DRIFTING FROM ADJACENT BUILDINGS, STRUCTURES, OR
ANY OTHER HORIZONTAL SURFACES HAS NOT BEEN CONSIDERED.
D. WIND DESIGN DATA: (MAIN WIND FORCE RESISTING SYSTEM)
V (ULTIMATE WIND SPEED) = 150 MPH
Kd (WIND DIRECTIONALITY FACTOR) = 0.85
Kzt (WIND TOPOGRAPHIC FACTOR) = 1.0 (ASSUMED)
EXP (EXPOSURE CATEGORY) = C
GCpI (INT. PRES. COEFF.) _ +/-0.18 (ENCLOSED)
Cp (EXT. PRES. COEFF.) = AS DETERMINED FOR GABLE OR
ARCHED ROOF: PER ASCE 7
COMPONENTS AND CLADDING WIND PRESSURE: PER ASCE 7
E. EARTHQUAKE DESIGN DATA: (EQUIV. LATERAL FORCE METHOD)
SEISMIC DESIGN CATEGORY = A
RISK CATEGORY = I, SEISMIC IMPORTANCE FACTOR = 1.0
Ss = 0.056 g, S1= 0.029 g, SITE CLASS: D
SDs = 0.06 g, SDI = 0.047 g
Cs= 0.02, R = 3, SEISMIC BASE SHEAR = 0.35 KIPS
BASIC SEISMIC -FORCE -RESISTING SYSTEM =
STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC
RESISTANCE.
3. THE TRUSSES ARE DESIGNED TO ACCOMMODATE LIMITED ADDITIONAL
WEIGHT. ADDITIONAL LOADS, SUCH AS FOR LIGHTING, HEATING, AND
VENTILATING EQUIPMENT, SHALL NOT EXCEED 500 LBS. PER
ASSEMBLED TRUSS, WITHOUT THE WRITTEN APPROVAL OF THE DESIGN
ENGINEER. LOADS SHALL BE APPLIED AT PANEL POINTS (POINTS OF
CONTACT BETWEEN TRUSS WEB AND CHORD), AND SHALL BE
DISTRIBUTED SO THAT NO MORE THAN 150 LBS. IS SUSPENDED FROM
-ANY-SINGLE LOCATION. -
FOUNDATION:
1. FOUNDATION AND ANCHORING SHALL BE ENGINEERED AND APPROVED
BY A LOCALLY LICENSED STRUCTURAL ENGINEER TO ACCOUNT FOR
THE BUILDING REACTION DATA SHOWN ON SHEET [Jt].
GENERAL ABBREVIATIONS:
TOS TOP OF STEEL / TSL TOP OF SLAB / GALV. GALVANIZED /
FND FOUNDATION / EL ELEVATION / RND. ROUND /
GA GAUGE / DIA. DIAMETER / TYP. TYPICAL / LBS. POUNDS /
CL CENTERLINE
SITE CONDITIONS:
NEITHER CLEARSPAN NOR THE BUILDING ENGINEER HAVE VISITED THIS
JOBSITE. INFORMATION CONTAINED HEREIN IS BASED ON CLIENT
SUPPLIED DATA AND MEASUREMENTS. THE DESIGN AND DEPICTED
FABRICATION, ERECTION, AND FOUNDATION DRAWINGS ARE ONLY
VALID FOR THE EXACT DESIGN PARAMETERS AND COMBINATIONS OF
PARAMETERS DOCUMENTED. NEITHER CLEARSPAN NOR THE BUILDING
ENGINEER SHALL BE HELD RESPONSIBLE OR LIABLE IN ANYWAY FOR
ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. WORK SHALL
BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
CLEARSPAN AND/OR THE BUILDING ENGINEER SHALL BE NOTIFIED AND
GIVEN AN OPPORTUNITY TO RE-EVALUATE THEIR WORK UPON
DISCOVERY OF ANY INACCURATE INFORMATION PRIOR TO
MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND
INSTALLATION OF MATERIALS.
STEEL:
1. UNLESS OTHERWISE NOTED, ALL STRUCTURAL STEEL TUBING SHALL BE
GALVANIZED, MIN. YIELD STRENGTH 50 KSI, AND SHALL MEET OR EXCEED
THE REQUIREMENTS OF ASTM A500.
2. UNLESS OTHERWISE NOTED, STEEL PLATES SHALL COMPLY WITH ASTM
A572 GRADE 50 OR EQUAL FOR 3116" OR GREATER THICKNESS AND ASTM
A1011 GRADE 50 OR ASTM A653 GRADE 50 OR EQUAL FOR LESS THAN 3/16"
THICKNESS.
3. ALL STRUCTURAL STEEL IS TO BE FABRICATED IN ACCORDANCE WITH
THE LATEST EDITION OF AISC "SPECIFICATION FOR THE DESIGN,
FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS."
BOLTS:
1. UNLESS OTHERWISE NOTED, ALL BOLTED CONNECTIONS SHALL USE
GRADE 2 OR A307 OR BETTER BOLTS WITH COMPATIBLE WASHERS AND
NUTS OF DIAMETERS INDICATED ON PLANS. BOLTS NEED ONLY BE
TIGHTENED TO THE SNUG -TIGHT CONDITION. THE SNUG -TIGHT CONDITION
IS DEFINED AS THE TIGHTNESS ATTAINED BY A FEW IMPACTS OF AN
IMPACT WRENCH, OR THE FULL EFFORT OF A MAN USING AN ORDINARY
SPUD WRENCH.
CABLES AND HARDWARE:
1. ALL CABLE SHALL BE GALVANIZED STEEL, MULTIPURPOSE, 7X19 (UP
TO 3/8" DIA.) OR 6X26 (1/2" DIA.) CLASS STRAND CORE COMMERCIAL
GRADE, OF DIAMETER INDICATED.
2. CABLE SLEEVES SHALL BE INSTALLED PER MANUFACTURER'S
RECOMMENDATIONS.
3. USE THIMBLES WITH CABLE SLEEVES IN ALL LOOP -END APPLICATIONS.
4. TENSION CABLES AT TURNBUCKLE TO TAUT CONDITION (STRAIGHT AND
NOT SLACK OR LOOSE).
5. TIGHTEN CABLES SEQUENTIALLY TO AVOID TWISTING OR DEFORMING
STRUCTURAL ELEMENTS DURING ERECTION. RECHECK PREVIOUSLY
TIGHTENED CABLES UNTIL ALL CABLES ACHIEVE TAUT CONDITION.
WELDING:
1. ALL WELDING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF
AWS D1.1 AND D1.3.
2. REFER TO AWS PUBLICATION D19.0-72: WELDING ZINC -COATED STEEL
AND "WELDING GUIDELINES" PUBLISHED BY ALLIED TUBE AND CONDUIT-
HARVEY ILLINOIS, FOR RECOMMENDED PROCESSES AND PRACTICES
FOR WELDING GALVANIZED STEEL.
3. ALL SHOP WELDING IS TO BE PERFORMED BY CERTIFIED WELDERS.
PAINTING AND TOUCH-UP:
1. AFTER SHOP FABRICATION, PAINT ALL BARE STEEL, WELDS, AND ABRADED
AREAS WITH COLD GALVANIZING COMPOUND CONSISTENT WITH
GALVANIZED TUBE MANUFACTURER'S RECOMMENDATIONS FOR COLOR
AND COMPOSITION. PRIOR TO TOUCH-UP, CLEAN WELDED AND ABRADED
AREAS WITH A WIRE BRUSH. SURFACES MUST BE CLEAN AND OIL FREE.
2. AFTER FIELD INSTALLATION, TOUCH-UP ANY FIELD WELDS AND DAMAGED
AREAS WITH COLD GALVANIZING COMPOUND.
ERECTION AND FIELD QUALITY CONTROL:
1. THE ERECTOR IS RESPONSIBLE FOR DESIGNING AND FURNISHING ALL
TEMPORARY BRACING, SHORING, AND/OR SUPPORT THAT MAY BE
REQUIRED AS THE RESULT OF ERECTOR'S CONSTRUCTION METHODS
AND/OR SEQUENCES. THE STRUCTURE IS DESIGNED TO FUNCTION AS A
UNIT UPON COMPLETION. THE STRUCTURAL ENGINEER ASSUMES NO
LIABILITY FOR THE STRUCTURE DURING ERECTION.
2. NO MODIFICATIONS OR ALTERATIONS (OTHER THAN THOSE SHOWN ON
THE DRAWINGS) SHALL BE MADE IN ANY STRUCTURAL MEMBER OR
CONNECTION WITHOUT THE WRITTEN APPROVAL OF THE DESIGN ENGINEER.
BOX BOLT HOLE SIZES &
INSTALLATION TORQUEI
BOX BOLT DIA.
HOLE DIA.
INSTALLATION
TORQUE
1/4"
1/2"
14 FT -LB
5/16"
5/8"
18 FT -LB
3/8"
3/4"
33 FT -LB
1/2"
13/16"
59 FT -LB
5/8"
1-1/8"
140 FT -LB
3/4"
1-3/8"
221 FT -LB
1. REFER TO BOX BOLT TECHNICAL DATA FOR MORE
INFORMATION IF USING BOX BOLTS
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CUSTOMER INFORMATON:
MAVERICK BOAT GROUP
STRUCTURE SKU C:
320TINDUSTRIAL26TNST
TRSCSTM058
FORT PIERCE, FL U94"662
CUSTOMER CONTACT:
CONTACTPHONE:
STRUCTURE SIZE:
MARK LIVINGSTON
772-065-0631
73' X 60'
SHEETTIRE:
STRUCTURE DESCRIPTION:
BUILDING PLAN VIEW
-
>VECTOR
E Il O I Il E E R 9
9138 S. STA7E STREET. SUITE 101 (807) 990-1775
SANDY, UTAH 84070 (801) 990-1776 FAX
FIRM LICENSE: COA 26626
JOB NUMBER: U1382-508-171
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DESCRIPTION
MATERIAL
A
SUPPORT BASE
OUTER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 11 GA
INNER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 8 GA
WEB STRAIGHT
GALV. RND. STEEL TUBE - 0 1.25" - 14 GA
WEB ANGLED
GALV. RND. STEEL TUBE - 0 1.9", 2.375" - 14 GA
PIVOT PLATE CHORD
STEEL PLATE 3/8" THICK
PIVOT PLATE ROUND
STEEL PLATE 1/2" THICK
B
SEGMENT
OUTER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 8 GA
INNER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 8 GA
WEB STRAIGHT
GALV. RND. STEEL TUBE - 0 1.25" - 14 GA
WEB ANGLED
GALV. RND. STEEL TUBE - 0 2.375" - 14 GA
C
SEGMENT
OUTER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 11 GA
INNER CHORD
GALV. RND. STEEL TUBE - 0 3.5" - 11 GA
WEB STRAIGHT
GALV. RND. STEEL TUBE - 0 1.25" - 14 GA
WEB ANGLED
GALV. RND. STEEL TUBE - 0 1.9" - 14 GA
D
BASES
HORIZONTAL
STEEL PLATE 1/2" THICK
VERTICAL ROUNDED
STEEL PLATE 3/8" THICK
THREADED STUD
CFL FULLY THREADED STUD - 1/2"-13 x 1"
GUSSETS
STEEL PLATE 3/8" THICK
E
IBRACING
Et
LATERAL BRACING END
GALV. RND. STEEL TUBE - 0 3.5] - 14 GA
E2
LATERAL BRACING MID
GALV. RND. STEEL TUBE - 0 2.875" - 14 GA
E3
ANGLED BRACE
GALV. RND. STEEL TUBE - 0 2.875" - 14 GA
THREADED STUD PLATE
1/4" PLATE W/ 1/2" X 2" STUDS
AB CONNECTION PLATE
STEEL PLATE 1/4" THICK
F
CABLE ASSEMBLY
SEE SHEET G3
CABLE CONNECTION PLATE
STEEL PLATE 5/16" THICK
G
SWAY CABLE ASSEMBLY
SEE SHEET G3
CABLE CONNECTION PLATE
STEEL PLATE 1/8" THICK
H
SPLICE
SPLICE OUTSERTS
FORMED STEEL BAR, 1/4" THICK
J
WINCH ASSEMBLY
WINCH
2" LASHING WINCH (10,000 LBS. STRENGTH
STRAP
2" STRAP (10,000 LBS. STRENGTH
K
WINCH PLATE
HORIZONTAL
STEEL PLATE 1/2" THICK
THREADED STUDS
CFL FULLY THREADED STUD - 1/2"-13 x 1"
NOTE: THIS VIEW IS GENERIC TO ILLUSTRATE LOCATIONS OF ITEMS IN
THE TABLE ONLY. CABLE PATTERN AND/OR OTHER DETAILS MAY NOT
FULLY MATCH THE SPECIFICS FOR THIS ORDER. SEE OTHER SHEETS
FOR ORDER -SPECIFIC DETAILS.
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*NOTE: REFER TO SHEET [H1] FOR MID RAFTER BASE SKU.
[E1] VIEW 1 - FRONT PROFILE (END RAFTER)
[E1] VIEW 2 - FRONT PROFILE (MID RAFTER)
B = BOTTOM LATERAL BRACE (SKU: 1-1335G14STL120)
= LATERAL BRACE (SKU: LBC35G1 4UCL1 20)
= ANGLED BRACE (SKU: LB28G1 4SL1 1475)
LICE: SEE DETAIL SHEET [G2]
LB = LATERAL BRACE (SKU: 1-1328G14STL120)
SPLICE: SEE DETAIL SHEET [G2]
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SHEET [Cl] FOR PLAN VIEW OF DOOR LOCATIONS (IF APPLICABLE).
BACK OF STRUCTURE
BAY NUMBERS: 6
FRONT OF STRUCTURE
BAY NUMBERS:
NOTE: WINCH PLATES (IF APPLICABLE) TO BE CENTERED
BETWEEN RAFTERS, UNLESS NOTED OTHERWISE.
5 4 3 2
LEFT SIDE VIEW
-------------------------------------------
1 2 3 4
RIGHT SIDE VIEW
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END BAYS:
[G2[ VIEW 6 - ANGLED BRACE CONNECTION (END BAYS ONLY)
MID BAYS:
N/A
END RAFTERS:
[G2] VIEW 2 - LATERAL BRACE CONNECTION (END BAY)
MID RAFTERS:
[G2] VIEW 2 - LATERAL BRACE CONNECTION (END BAY)
[G2] VIEW 3 - LATERAL BRACE CONNECTION
(BOTTOM LATERAL BRACE(MID BAY TO MID BAY)
ALL RAFTERS.
[G2] VIEW 1 -SEGMENT TO SEGMENT
ALL RAFTERS:
[G2] VIEW 3 (ATERAL BRACE CONNECTION
BOTTOM LATERAL BRACE/MID BAY TO MID
END RAFTERS:
[G1] VIEW 1 - BASE TO SUPPORT BASE CONNECTION (END) (IF APPLICABLE)
MID RAFTERS:
[GI] VIEW 2 - BASE TO SUPPORT BASE CONNECTION (MID)
DETAILS WITH LOCATION CALL -OUTS NOT SHOWN ON THIS SHEET:
G1 VIEW 3 - WINCH PLATE CONNECTION (IF APPLICABLE)
G1 VIEW 4 - KEDER ATTACHMENT
G2 VIEW 4 - SIDE DOOR DETAIL (IF APPLICABLE)
G2 VIEW 5 - U-BOLT BRACE CONNECTION (IF APPLICABLE)
G3 VIEW 1 - CABLE SKU PER SPAN
33 VIEW 2 -TYPICAL CABLE CONNECTION DETAIL
G3 VIEW 3 - TYPICAL CABLE ASSEMBLY
G3 VIEW 4 - SWAY CABLE LOCATIONS
G3 VIEW 5 - SWAY CABLE CONNECTION (END BAY)
[G3 VIEW 6 - SWAY CABLE CONNECTION (MID BAY TO MID BAY)
[G3 VIEW 7 - TYPICAL SWAY CABLE ASSEMBLY
KEDER RAIL ATTACHED WITH
#12 x 1 1/2" TEK SCREW @ 8"
COVER
PANEL
OUTER RAFTER
[G1] VIEW 4 - KEDER ATTACHMENT
- (1 X) 3/4" X 2
- (1X) 3/4" NU
SUPPORT
- (2X) 1/2" WAE
- (2X) 1/2" NUT
WINCH
TYP. CABLE ASSEMBLY
(IF APPLICABLE)
PTBS001
(IF APPLICABLE)
HEX BOLT
END BASE
0
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APPLICABLE)
[G1] VIEW 1 - BASE TO SUPPORT BASE CONNECTION (END)
(IF APPLICABLE)
SUPPORT
TYP. CABLE ASSEMBLY
(IF APPLICABLE)
325)
- (2X) 3/4" WASHER (STRUCTURAL)
- (1 X) 3/4" NUT (STRUCTURAL)
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(IF APPLICABLE
MID BASE PI
(2X) 1/2" WASHER
(2X) 1/2" NUT
(TYP.)
PTBS001
(IF APPLICABLE)
[G1] VIEW 2 - BASE TO SUPPORT BASE CONNECTION (MID)
(2X) 1/2" WASHER
2X) 1/2" NUT
WINCH
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NOTES: `""I : N/A ON END RAFTERS.
• END RAFTER BOLT HEADS TO BE LOCATED AT EXTERIOR OF STRUCTURE
• REFER TO SHEET [El] FOR SPLICE LOCATIONS.
- (2X) SPLICE OUTSERT
- (6X) 5/8" X 5" HEX BOU
- (1 2X) 5/8" WASHER (ST
- (6X) 5/8" NUT (STRUCT
OUTER RAFTEI
END RAFTER OUTER & INNER
CHORD SPLICES TO BE
WRAPPED WITH COVER
[1124051 AND SECURED
WITH (3X) ZIP TIES [112056]
INNER
ASSEMBLED VIEW
SEGMENT CHORDS TO BE
WITH SLEEVES AT EACH SI
LOCATION.
EXPLODED VIEW
INTERNAL CHORD VIEW
[G2] VIEW 1 - SEGMENT
TO SEGMENT SPLICE
NOTE: VERIFY ROUGH OPENING PRIOR TO CUTTING TUBE.
NOTE: THIS VIEW IS GENERIC TO ILLUSTRATE MAN DOOR FRAMING
CONNECTIONS. RAFTER STYLE AND/OR OTHER DETAILS MAY NOT FULLY
MATCH THE SPECIFICS FOR THIS PROJECT. SEE OTHER SHEETS FOR ORDER
SPECIFIC DETAILS. D -j
PER END OF 2" X 3" TUBE (TYP.):
- (6Xl #114 X 3 (FRAM"TEK SCREW NG BRACKET)
_. ___ _"-2"X3"TUBING CUT___ __
TO LENGTH IN FIELD (TYP.)
DOOR FOOTER FOR HELICAL
FRAMING (IF APPLICABLE)
SINGLE DOORS
36" & 48":111713
-DOUBLE DOORS
36":111713S02
48":111713S03
[DETAIL (IF APPLICABLE)
SWAY CABLE CONNECTION PLATE
'NOTE: NOT NEEDED ON 2-BAY STI
LATERAL BRACE (END
1/4" SH
(2X) 1/2"
(2X) 1/2"
2-WAY CABLE CONNECTION PLATE [107800`1-
(IF APPLICABLE)
"NOTE: USE [107801] WHERE CABLES ARE ON
BOTH SIDES OF RAFTER
1/2" SHACKLE
INNER RAFTER
LATERAL BRP
(MID BAYS)"'
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[G2] VIEW 2 - LATERAL
BRACE
CONNECTION (END BAY)
OUTER RAFTER
(2X) 1/2" WASHER
�- (2X) 1/2" NUT
/4" SHACKLE
-SWAY CABLE CONNECTION PLATE [1106651
`NOTE: SEE [G3] VIEW 4 FOR LOCATIONS
LATERAL BRACE (N/A ON END RAFTER)
LATERAL BRACE
-WAY CABLE CONNECTION PLATE 1107800"•]
= APPLICABLE)
"NOTE: USE 1107801] WHERE CABLES ARE ON
BOTH SIDES OF RAFTER
1/2" SHACKLE
[G2] VIEW 3 - LATERAL BRACE CONNECTION
(BOTTOM LATERAL BRACE/MID BAY TO MID BAY)
- (1 X) ANGLED BRACE CONNECTION
PLATE[PTPLTAB35S01
- �3X) 1/2" X 1-1/2" HEX BOLT (A325)
4X) 1/2" WASHER (STRUCTURAL)
- (3X) 1/2" NUT (STRUCTURAL) LATERAL BRACE (END
ANGLED BRACE
ANGLED BRACE CONNECTION TO OUTER RAFTER CHORD
OUTER RAFTER CHORD
PER END
- (2X) 1/2"
- (4X) 1/2-
- (4X) 1/2" NUT
[G2] VIEW 5 - U-BOLT
BRACE CONNECTION
(IF APPLICABLE)
f:7_T20atme7➢L]
EXTERIOR
OFSTRUCTURE
ANGLED
-(1X)1/2"X1-
- (2X) 1/2" WA;
-(1X) 1/2" NUT
RAFTER CHORD
ANGLED BRACE CONNECTION TO END LATERAL BRACE
OUTER RAFTER
SEE SHEET [G3] FOR
ANGLED BRACE SWAY CABLE ASSEMBLY SKU:D,
INTERIOR
OFSTRUCTURE
INNER RAFTER CHORD `--LATERAL BRACE (END BAYS) INNER RAFTER CHORD
SIDE VIEW (END BAY) LATERAL BRACE (MID BAl'
[G2] VIEW 6 - ANGLED BRACE CONNECTION (END BAYS ONLY)
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RAFTER VIEW SHOWN REPRESENTS TYPICAL CABLE SPAN LABELS
TO ILLUSTRATE LOCATIONS OF SPANS IN THE TABLE. THE CABLE
PATTERN SHOWN MAY NOT FULLY MATCH THE SPECIFICS FOR THIS
PROJECT.
CABLE PATTERN REPEATS ON OPPOSITE SIDE OF (� UNLESS NOTED
OTHERWISE.
CABLE IS NOT PRESENT IN BAY NUMBERS NOT LISTED IN TABLE.
CABLE ATTACHMENT COMPONENTS
TURNBUCKLE
3/4" X 9" GALV E-E
SHACKLE
1/2" GALV
CABLE
3/8" GALV 7X19
*RFFFR Tr%'ZWP:rT rr.11 Ff1R RAV NI WRFRIMr.
CABLE ASSEMBLY SKU'S
BAY NUMBER'
SPAN 4'
SPAN'B'
SPAN'C'
SPAN'D'
SPAN E'
SPAN F'
SPAN'G'
1 and 6
CAB37G0902
CA637G0703
CA637G0810
CA837G0911
CAB37G0911
CA637G0911
CA637G0810
2 and 5
CAB37GO902
CAB37GO703
CAS37GO810
CAB37GO911
CAB37GO911
N/A
N/A
3 and 4
CAB37GO902
CAB37GO703
CAB37GO810
N/A
N/A
N/A
N/A
[G3] VIEW 1 - CABLE SKU PER SPAN
SWAY CABLE REPEATS DOWN LENGTH OF BUILDING AT LOCATIONS SHOWN BELOW
SWAY CABLE ASSEMBLY SKU'S
a
R_BAY NUMBER*_
SWAY CABLE SKU--
_ s
1 and 6
CAB18G0804
2-5
CAB18G0806
[G3] VIEW 4 - SWAY CABLE LOCATIONS
OUTER RAFTER CHORD (MID RAFTER)
HACKLE
SWAY CABLE ASSEMBLY (END)
,SWAY CABLE ASSEMBLY (END)
—LATERAL BRACE (END BAYS)
INNER RAFTER CHORD
(END RAFTER)
[G3] VIEW 5 - SWAY CABLE
CONNECTION (END BAY)
THIMBLE (TYP.)
(JAW -JAW)
NOTE: TURNBUCKLE ATTACHED
TO CABLE ASSEMBLY
IN FIELD.
CABLE
(TYP.)
[G3] VIEW 7 - TYPICAL SWAY
CABLE ASSEMBLY
Iw_,vf* Ttw7 "*A
::..:.LE (TYP.)
-TYPICAL CABLE
ASSEMBLY (TYP.)
INNER RAFTER CHORD
[G3] VIEW 2 - TYPICAL CABLE
CONNECTION DETAIL
NOTE: TURNBUCKLE ATTACHED TO
CABLE ASSEMBLY IN FIELD.
THIMBLE (TYP.)
SLEEVE (TYP.)
[G3] VIEW 3 - TYPICAL
CABLE ASSEMBLY
ICHORD
CABLE ASSEMBLY (TYP.)
CABLE ASSEMBLY (MID)
LATERAL BRACE
(MID BAYS)
7 INNER RAFTER CHORD —
LATERAL BRACE (MID BAYS)
[G3] VIEW 6 - SWAY CABLE
CONNECTION (MID BAY TO MID BAY)
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FOUNDATION NOTES:
• ESAPCO DOES NOT PROVIDE ANY MATERIAL OR DESIGN CRITERIA FOR THE CREATION
OF THE FOUNDATION OR ANCHORING OF THIS BUILDING, UNLESS OTHERWISE NOTED.
FOUNDATION AND ANCHORING SHALL BE ENGINEERED AND APPROVED BY A LICENSED
STRUCTURAL ENGINEER OF OWNER'S CHOICE.
FOUNDATION MUST MEET THE BUILDING REACTION DATA SHOWN BELOW.
SEE ENDWALL DRAWINGS FOR ENDWALL REACTIONS (IF APPLICABLE).
`See notes below
UNFACTORED BASE REACTIONS
TO CONSIDER AT TYPICAL BASES
Load Case
Side A
Side B
Rx (kip)
Ry (kip)
Rx (kip)
Ry (kip)
Dead Load, Self Weight
DL
0.43
1.10
-0.43
1.10
Dead Load, Collateral
EL
0.15
0.25
-0.15
0.25
Snow Load, Balanced
S
0.00
0.00
0.00
0.00
Snow Load, Unbalanced
Su
0.00
0.00
0.00
0.00
Wind Load
Wx
-8.57
-4.73
-4.96
-5.27
Wind Load
Wx2
-7.48
1.26
-6.05
0.72
Wind Load
Wz
-2.56
-16.13
4.63
-15.17
Wind Load
Wz2
-1.46
-10.14
3.54
-9.18
Roof Live Load
Lr
0.99
1.83
-0.99
1.83
0
0
0.00
0.00
0.00
0.00
*See notes below
ADDITIONAL UNFACTORED BASE REACTIONS TO
CONSIDER AT BASES WITH CABLE ATTACHED
Load Case
Side A
Side B
Rx (kip)
Ry (kip)
Rz (kip)
Rx (kip)
Ry (kip)
Rz (kip)
Wind Load
Wz
-6.25
-16.29
3.94
7.98
-16.13
3.31
Dead Load, Cable (Wz)
DL
0.03
0.07
-0.03
0.07
Wind Load
Wz2
6.55
8.92
0.19
-5.77
8.36
0.04
Dead Load, Cable (Wz2)
DL
0.03
0.07
1 -
-0.03
0.07
G
CONTROLLING ASD COMBINATIONS TO
CONSIDER AT TYPICAL BASES
Max Gravity (kip)
3.29
DL + EL + 0.751-r + 0.45Wx2
Max Uplift (kip)
-9.02
0.6DL + 0.6Wz
Max Inward Lateral (kip)
-4.89
0.6DL + 0.6Wx
Max Outward Lateral (kip)
-4.20
DL + EL + 0.6Wx2
ADDITIONAL CONTROLLING ASD COMBINATIONS TO
CONSIDER AT BASES WITH CABLE ATTACHED
Max Gravity (kip)
6.77
DL+ EL+ 0.6Wz2
Max Uplift (kip)
-9.07
0.6DL + 0.6Wz
Max Inward Lateral (kip)
-4.87
0.6DL+ 0.6Wx
Max Outward Lateral (kip)
4.53
DL+ EL+ 0.6Wz2
V25
- - - -Notes: -
a. The above Reaction Data should be combined as required by the Load Combinations from IBC or other applicable code.
b. The Reaction Data is for a building that represents a low hazard to human life in the event of a failure. Examples of such are agricultural buildings, unoccupied
private buildings, unoccupied storage buildings, or temporary buildings. A building is considered "unoccupied" when employees are typically in the building only
to move materials in and out (no permanent workstations) and it is not open to the public.
C. The Reaction Data is for a building that has both endwalls closed or has the same area of openings in each endwall.
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