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A Division of PDRTERCORP 4246 N. 136th AVE HOLLAND. MI 49424 (616)399-1983
Designs and calculations of Poligon buildings are protected under copyright taws and patents and may not be used in the construction or desigaof a building that is not su
Copyright laws protect Rte style and visual appearance of the structure while patents may protect other parts of the design.
BUILDING TYPE: HEXAGON 40 w/STANDING SEAM ROOF
JOB NUMBER: 47715
MATERIALS ASTM DESIGNATION
TUBE STEEL A-500 GRADE B
LIGHT GAGE COLD FORMED A-570 GRADE 55
STRUCTURAL STEEL PLATE A-36
ROOF PANELS (STEEL) A-446
ANCHOR BOLTS A-307
HIGH STRENGTH BOLTING
ALL HIGH STRENGTH BOLTS ARE A325 WITH HEAVY HEX NUTS AND
ARE TO BE INSTALLED BY THE '7URN-0F-THE-NUT" METHOD SPECIFIED
IN THE THIRTEENTH EDITION OF THE AISC "SPECIFICATION FOR STRUCTURAL
JOINTS USING ASTM A325 OR A490 BOLTS" PER SECTION 8 D (1).
A325 BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED
BY THE'7URN-OF-THE-NUT" METHOD. IT IS THE RESPONSIBILITY OF THE
ERECTOR TO INSURE PROPER TIGHTNESS.
ALL WELDING IS PERFORMED BY AWS CERTIFIED WELDERS AND CONFORMS
TO THE LATEST EDITION OF AWS D1.1 OR D1.3 AS REQUIRED.
IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO THE MATERIALS
SUPPLIED BY POLIGON AND PORTERCORP AND IS NOT INTENDED AS THE SEAL
OF THE ENGINEER OF RECORD FOR THE ENTIRE PROJECT.
PARTS SHOWN MAY BE UPGRADED DUE TO STANDARDIZED FABRICATION.
REFER TO THE SHIPPING BILL OF MATERIALS FOR POSSIBLE SUBSTITUTIONS
FOR PROPER FIELD INSTALLATION OF THE BUILDING IT IS RECOMMENDED THAT
THE PRIMARY FRAME INSTALLER AND THE ROOF INSTALLER HAVE A MINIMUM
FIVE (5) YEARS DOCUMENTED EXPERIENCE INSTALLING THIS TYPE OF PRODUCT.
FOR -PROPER FIELD INSTALLATION OF THE BUILDING IT IS RECOMMENDED THAT
ELECTRIC WIRING, IF REQUIRED, IS RAN THROUGH THE STRUCTURAL MEMBERS
BEFORE THE BUILDING IS ERECTED.
FABRICATOR APPROVALS
CITY OF LOS ANGELES, CA APPROVED FABRICATOR #1596
CITY OF HOUSTON, TX APPROVED FABRICATOR #470
CITY OF RIVERSIDE APPROVED FABRICATOR #SP06-0033
STATE OF UTAH APPROVED FABRICATOR 02008-14
CLARK COUNTY NEVADA APPROVED FABRICATOR #264
CERTIFICATES
M&PAA1"DE COUNTY CERTIFICATE OF COMPETENCY NO. 09-0804.03
2007 California Building Cade
WEIGHT OF ROOFING SYSTEM:
DOWNWARD FORCE: 2 PSF
ROOF LIVE LOAD: 20 PSF
SNOW LOAD: -
GROUND SNOW LOAD: 5 PSF
SNOW EXPOSURE FACTOR: 1.0
SNOW LOAD IMPORTANCE FACTOR: 1.0
THERMAL FACTOR: 1.2
WIND LOAD:
BASIC WIND SPEED: 40 MPH
GUST EFFECT FACTOR (G): 0.85
WIND IMPORTANCE FACTOR: 1.0
INTERNAL PRESSURE COEFFICIENT: 0
WIND EXPOSURE: C
SEISMIC DESIGN:
ORDINARY STEEL MOMENT FRAMES
SEISMIC IMPORTANCE FACTOR: 1.0
SEISMIC DESIGN CATEGORY: D
SEISMIC SITE CLASS: D
OCCUPANCY CATEGORY: II
The undersigned certifies that this submittal has been
reviewed and verified by the contractor in accordance
with the requirements under the general conditions of
the project manual.
Signature_ s Date
Printed NamelSIr�(L{� Title--�
Compan
UDOr-xQ- 13000- (—vo3
so
PROJECT NAME: GREYSTONE PARK
PROJECT LOCATION: BAKERSFIELD, CA
DRAWING LIST:
SHEET NUMBER
DRAWING DESCRIPTION
CS
C
C n _)
ANCHOR LAYOUT
_
FOOTING DETAILS
2
STRUCTURAL FRAMING PLAN
2.1
FRAME CONNECTION DETAILS
2.2
FRAME CONNECTION DETAILS (CONTINUED)
3
ARCHITECTURAL ELEVATIONS
EJoyy
PRIMARY ROOF LAYOUT
5
ROOF CONNECTION DETAILS
CVB
CUPOLA INSTALLATION
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PAPK �`'� APGt11r GT_UPE
A Division of PDRTERCORP 4246 N. 136th AVE HOLLAND. MI 49424 (616)399-1983
Designs and calculations of Poligon buildings are protected under copyright taws and patents and may not be used in the construction or desigaof a building that is not su
Copyright laws protect Rte style and visual appearance of the structure while patents may protect other parts of the design.
BUILDING TYPE: HEXAGON 40 w/STANDING SEAM ROOF
JOB NUMBER: 47715
MATERIALS ASTM DESIGNATION
TUBE STEEL A-500 GRADE B
LIGHT GAGE COLD FORMED A-570 GRADE 55
STRUCTURAL STEEL PLATE A-36
ROOF PANELS (STEEL) A-446
ANCHOR BOLTS A-307
HIGH STRENGTH BOLTING
ALL HIGH STRENGTH BOLTS ARE A325 WITH HEAVY HEX NUTS AND
ARE TO BE INSTALLED BY THE '7URN-0F-THE-NUT" METHOD SPECIFIED
IN THE THIRTEENTH EDITION OF THE AISC "SPECIFICATION FOR STRUCTURAL
JOINTS USING ASTM A325 OR A490 BOLTS" PER SECTION 8 D (1).
A325 BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED
BY THE'7URN-OF-THE-NUT" METHOD. IT IS THE RESPONSIBILITY OF THE
ERECTOR TO INSURE PROPER TIGHTNESS.
ALL WELDING IS PERFORMED BY AWS CERTIFIED WELDERS AND CONFORMS
TO THE LATEST EDITION OF AWS D1.1 OR D1.3 AS REQUIRED.
IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO THE MATERIALS
SUPPLIED BY POLIGON AND PORTERCORP AND IS NOT INTENDED AS THE SEAL
OF THE ENGINEER OF RECORD FOR THE ENTIRE PROJECT.
PARTS SHOWN MAY BE UPGRADED DUE TO STANDARDIZED FABRICATION.
REFER TO THE SHIPPING BILL OF MATERIALS FOR POSSIBLE SUBSTITUTIONS
FOR PROPER FIELD INSTALLATION OF THE BUILDING IT IS RECOMMENDED THAT
THE PRIMARY FRAME INSTALLER AND THE ROOF INSTALLER HAVE A MINIMUM
FIVE (5) YEARS DOCUMENTED EXPERIENCE INSTALLING THIS TYPE OF PRODUCT.
FOR -PROPER FIELD INSTALLATION OF THE BUILDING IT IS RECOMMENDED THAT
ELECTRIC WIRING, IF REQUIRED, IS RAN THROUGH THE STRUCTURAL MEMBERS
BEFORE THE BUILDING IS ERECTED.
FABRICATOR APPROVALS
CITY OF LOS ANGELES, CA APPROVED FABRICATOR #1596
CITY OF HOUSTON, TX APPROVED FABRICATOR #470
CITY OF RIVERSIDE APPROVED FABRICATOR #SP06-0033
STATE OF UTAH APPROVED FABRICATOR 02008-14
CLARK COUNTY NEVADA APPROVED FABRICATOR #264
CERTIFICATES
M&PAA1"DE COUNTY CERTIFICATE OF COMPETENCY NO. 09-0804.03
2007 California Building Cade
WEIGHT OF ROOFING SYSTEM:
DOWNWARD FORCE: 2 PSF
ROOF LIVE LOAD: 20 PSF
SNOW LOAD: -
GROUND SNOW LOAD: 5 PSF
SNOW EXPOSURE FACTOR: 1.0
SNOW LOAD IMPORTANCE FACTOR: 1.0
THERMAL FACTOR: 1.2
WIND LOAD:
BASIC WIND SPEED: 40 MPH
GUST EFFECT FACTOR (G): 0.85
WIND IMPORTANCE FACTOR: 1.0
INTERNAL PRESSURE COEFFICIENT: 0
WIND EXPOSURE: C
SEISMIC DESIGN:
ORDINARY STEEL MOMENT FRAMES
SEISMIC IMPORTANCE FACTOR: 1.0
SEISMIC DESIGN CATEGORY: D
SEISMIC SITE CLASS: D
OCCUPANCY CATEGORY: II
The undersigned certifies that this submittal has been
reviewed and verified by the contractor in accordance
with the requirements under the general conditions of
the project manual.
Signature_ s Date
Printed NamelSIr�(L{� Title--�
Compan
UDOr-xQ- 13000- (—vo3
so
PROJECT NAME: GREYSTONE PARK
PROJECT LOCATION: BAKERSFIELD, CA
DRAWING LIST:
SHEET NUMBER
DRAWING DESCRIPTION
CS
COVER SHEET
1
ANCHOR LAYOUT
1.1
FOOTING DETAILS
2
STRUCTURAL FRAMING PLAN
2.1
FRAME CONNECTION DETAILS
2.2
FRAME CONNECTION DETAILS (CONTINUED)
3
ARCHITECTURAL ELEVATIONS
4
PRIMARY ROOF LAYOUT
5
ROOF CONNECTION DETAILS
CVB
CUPOLA INSTALLATION
CUSTOMER APPROVAL REQUIRED:,.
MANUFACTURING CANNOT START UNTIL PORTERCORP
RECEIVES A SIGNED AND APPROVED COPY. PLEASE
RETURN ONE (1) COPY TO PORTERCORP IN THE
ENCLOSED ENVELOPE.
❑ APPROVED AS SUBMf1TED
APPROVED AS REDLINE NOTED
REVISE AND RESUBMIT PER REDLINE
DATE:
SIGNATUR
ESS/0&4
/M�. CC
}(P. 6130112 J zk
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THIS SEAL PEP.TAWS ONLY TO THE MATERIALS SUPPLIED BY POUGON.
THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE PROJECT
ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH.
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OPTIONAL BOLT
CONCEALING SLAB
FINISH GRADE -1
SLAB DESIGN &BMATERIAL
(2} 3/4NUT
2 3/4 WASHER
4 PLACES
NON -SHRINK GROUT
�rUNDER BASE PLATE
(1 1 /2" MAX.)
6' 'a
9" MIN. EMBEDMENT
4" +1 /2" .a -> t' INTO CONCRETE FOOTING
-0��
03/4" x 14" LONG
AN {H}ORACES BOLT
SEE SHEET 1.1 FOR
FOOTING REQUIREMENTS
r.----- 1'-2" SQ. -
1 ANCHOR BOLT PATTERN
BASE PLATE SIZE: 14 x 14 x 1/2
DETAIL
SCALE 1 :6
4X 0 1" THRU
ANCHOR BOLT HOLE
01 1 /8" THRU
ELEC. ACCESS HOLE
r r
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17'-6" /
r \
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17'-6"
CENTER TO CENTER
OF COLUMN
64.00°
TYP-
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REACTION TYPE Force Unit
kip
c Vertical Dead Load {+} 1.1
g c -1.4 kip
a 0 a Max. Vertical Uplift Force
E { -j
5.
oo ° Max. Vertical Downward Farce {+} 2 kip
' ° Max. Horizontal Shear Force {+/-} 0.5 kip
kip-ff
Max. Overturning3.1 Moment (+/-}
NOTE:
THE STRUCTURE HAS BEEN DESIGNED AS A OPEN STRUCTURE (NUNLESS NOTEDO WALLS
THE POLIGON ENGINEER NGFDEPARTMENTM UST BDE DED CONS LTED TH
STRUCTURE
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CONCEALING SLAB
FINISH GRADE —�
SLAB DESIGN & MATERIAL
BY OTHERS
6"
4" +1 /2"
-0-1
4 :.
X3/4"xLONG
ANCHOR BOLT
(4) PLACES
SEE SHEET 1.1 FOR
FOOTING REQUIREMENTS
11 r—COLUMN
#2 3/4 NUT
2 3/4 WASHER
4 PLACES
NON -SHRINK GROUT
UNDER BASE PLATE
{ 1 1/2" MA X,1
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9" MIN. EMBEDMENT
INTO CONCRETE FOOTING
1 ANCHOR BOLT PATTERN
BASE PLATE SIZE: 14 x 14 x 1/2
DETAIL
SCALE 1 :6
4X 0 1"THRU
ANCHOR BOLT HOLE
01 1/8"THRU
ELEC. ACCESS HOLE
17'-6"
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17-6" ,
1 /
CENTER TO CENTER
OF COLUMN
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NOTE:
THE STRUCTURE HAS BEEN DESIGNED AS A OPEN STRUCTURE (NO WA(, -LS}
UNLESS NOTED OTHERWISE jr- WALLS ARE TO BE DDT
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A ED TO THE S RVI.- I E THIS SEAL PERIAINS ONLY TO THE MATERIALS SUPPLIED BY POLIGON.
THE POLIGON ENGINEERING DEPARTMENT MUST BE CONSULTED. 1H"SEAL DOES NOT SERvEAS-ORREPRESENT-IHE PROJECT
ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH.
7.3.15
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REACTION TYPE
Force
Unit
c
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1.1
kip
�.0
00.0-0
E'oo
Max. Vertical Uplift Force {-)
-1.4
kip
�o 00
Max. Vertical Downward Farce {+}
5.2
kip
Max. Horizontal Shear Force {+/-}
0.5
kip
Max. Overturning Moment {+/-}
3.1 1
kip -ft
NOTE:
THE STRUCTURE HAS BEEN DESIGNED AS A OPEN STRUCTURE (NO WA(, -LS}
UNLESS NOTED OTHERWISE jr- WALLS ARE TO BE DDT
��OF ESS;ON��
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A ED TO THE S RVI.- I E THIS SEAL PERIAINS ONLY TO THE MATERIALS SUPPLIED BY POLIGON.
THE POLIGON ENGINEERING DEPARTMENT MUST BE CONSULTED. 1H"SEAL DOES NOT SERvEAS-ORREPRESENT-IHE PROJECT
ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH.
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3" CLR
2'-6" DIA.
COLUMN LOCATED AT
CENTER OF FOUNDATION
DRILLED PIER FOOTING
FOOTING DESIGN BY POUGON
FOOTING MATERIALS BY OTHERS.
3" CLR
F-6"
3" CLR
3" CLR
4'-6"
SQUARE FOOTING
FOOTING TYP. @
EACH COLUMN
€'c = 3000 PSI
FOOTING DESIGN BY POLIGON
FOOTING MATERIALS BY OTHERS.
8-46 VERTICAL BARS (EQUALLY SPACED)
#4 TIES HORIZONTAL @ 12" O.C.
w/2 TIES IN THE TOP 5"
(QUANTITY OF REINFORCING SHOWN IN
DRAWINGS MAY NOT REFLECT REQUIREMENTS)
COLUMN LOCATED AT
CENTER OF FOUNDATION
FOOTING TYP. @
EACH COLUMN
f'c = 3000 PSI
FOUNDATION NOTES:
1, ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THEBUILDING CODE, AMERICAN CONCRETE
INSTITUTE, AND ALL APPLICABLE STATE & LOCAL ORDINANCES AND REQUIREMENTS.
2. THE CONCRETE DESIGN IS BASED ON A 28 -,DAY STRENGTH OF 3000 PSI..
3. ANCHOR BOLTS SHALL BE A307 QUALITY AND RECOMMENDED TO BE THE "HEADED" TYPE BOLT IF NOT USING THE ANCHORS
SUPPLIED BY THE MANUFACTURER OF THE SHELTER.
4. THE SPREAD FOOTING SHALL BEAR ON COMPETENT UNDISTURBED SOIL OR 95% COMPACTED FILL. IF SIGNS OF ORGANIC MATERIAL,
UNCONTROLLED FILL, CLAY OR SILT, HIGH WATER TABLE OR OTHER POSSIBLE DETRIMENTAL CONDITIONS ARE FOUND, INSTALLATION
OF THE FOUNDATION MUST BE DISCONTINUED AND A SOILS ENGINEER CONTACTED. THE SOILS ENGINEER MUST THEN EVALUATE THE
SOIL PROPERTIES BEFORE.THE FOUNDATION CAN BE INSTALLED. A LOCAL FOUNDATION DESIGN ENGINEER MUST THEN REDESIGN THE
FOUNDATION BASED ON THE NEW SOILS CONDITION.
5. THE REINFORCING STEEL SHALL BE NEW AND UNUSED AND SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615, GRADE 60.
6. IF FOOTING DEPTH SHOWN DOES NOT MEET LOCAL FROST REQUIREMENTS, FOOTINGS SHALL BE RE -DESIGNED UNDER THE
DIRECTION OF A LOCAL ENGINEER. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE LOCAL FROST LINE DEPTH BELOW
GRADE PRIOR TO CONSTRUCTION.
THE FOUNDATION DESIGN CONTAINED HEREIN IS NOT SITE SPECIFIC,
BUT BASED ON TABLE 1804.2 OF THE BUILDING CODE, CLASS 5 SOIL
MATERIAL_ THE BUILDING OFFICIAL IN THE JURISDICTION OF WHICH
THIS STRUCTURE IS LOCATED, MAY REQUIRE THAT SITE SPECIFIC
GEOTECHNICAL REPORT BE PROVIDED AND BE INCORPORATED IN THE
SUBMITTAL DOCUMENTS.
4-96 HORIZONTAL BARS (EQUALLY SPACED)
EACH WAY. TOP 8 BOTTOM
(QUANTITY OF REINFORCING SHOWN IN
DRAWINGS MAY NOT REFLECT REQUIREMENTS)
//ROFESS/M.
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THIS SEAL PERTAINS ONLY TO THE MATERIALS SUPPLIED BY POLIGON.
THE SEAL DOES NOT SERVE AS - OR REPRESENT -THE PROJECT
ENGNEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH,
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FINISH GRADE
2 -
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COLUMN 2 ASM
HSS8"X8"X3 16"
-
COLUMN 1 ASM
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FRAME/QTY. Part No.
Description
Material
THIS SEAL PERTAINS ONLY TO THE MATERIALS SUPPIiFD BY POIiGON. Z
THIS SEAL DOES NOT SERVE AS • OR REPRESE4tT - THE PROTECT
ENGUJEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH.
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FINISH GRADE
THIS SEAL PERTAINS ONLY TO THE MATERIALS SUPPLf£D BY POUGOTL
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ITEM
FRAME/QTY. Part No.
Description
Material
FINISH GRADE
THIS SEAL PERTAINS ONLY TO THE MATERIALS SUPPLf£D BY POUGOTL
THIS SEAL DOES NOT SERVE AS • OR REPRESENT -THE PROSECT e
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(2) PLCS EACH CO
BOLT, HEX. 3/4-IOX
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3/4-10
:ACH CONNECTION
!2" PLATE
13/8" FLG. PLT.
iS TAIL
K-100
'COVER PLATE ASSEMBLY
CONSISTING OF:
(1) PLATE (231-0380)
(1) STRAP (231-03811
(1) SCREW (030015)
SECTION -ANCHOR BOLT
AT COLUMN
VtN YLAit
EMBLY
12" NUT
l) PLC5
114 WASHER
(4) PLCS
NOTES:
R
i"
ALL HIGH STRENGTH BOLTS ARE A-325 BOLTS AND TO BE INSTALLED BY THE'TURN
E Q
OF THE NUT" METHOD AS SPECIFIED IN THE 13TH EDITION OF THE AISC "SPECIFICATION
O
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FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". SECTION 8 D (1). A-325
N
BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE'TURN OF
eU 6
M
THE NUT" METHOD. IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER
v
TIGHTNESS. THIS METHOD IS ONLY REQUIRED ON 5/8" DIAMETER AND LARGER BOLTS.
= W
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ANCHOR BOLTS NEED NOT BE TIGHTENED PAST SNUG TIGHT.
o0
LOCAL JURISDICTIONS MAY REQUIRE AN INSPECTOR TO BE PRESENT TO WITNESS HARDWARE
m >
INSTALLATION AND INDEPENDENT TESTING. INSPECTION REQUIREMENTS SHOULD BE VERIFIED
PRIOR TO STEEL ERECTION. SEE FIGURE BELOW FOR PROPER HIGH STRENGTH BOLT INSTALLATION.44
0 r
ERECTION OF THE FRAMING MEMBERS WILL REQUIRE THE MAIN COLUMNS TO BE PLUMB
fl
SQUARE AND TIGHTENED TO THE TRUSSES AND TENSION MEMBERS BEFORE INSTALLING
cl 0
THE PURLINS. PURLINS, IF REQUIRED. MUST BE PARALLEL TO THE EAVE BEAMS
e
AND TENSION MEMBERS,&
UNLESS THE BUILDING HAS A FACTORY APPLIED POWDERCOAT, E -COAT OR GALVANIZING.
0
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THE FRAME WILL BE PRIME PAINTED AND WILL BE REQUIRED TO BE FINISH PAINTED IN THE
£
FIELD WITH ALL PAINT. MATERIALS AND LABOR NOT BY POLIGON (PORTERCORP. INC).
REFER TO FINAL SALES ORDER_
,
AFTER SNUG TIGHT.
MATCH MARK PLATE
AND BOLT/NUT WITH
PAINT MARKER
T �rw+30'
THEN TURN BOLT/NUT PAST SNUG TIGHT 1/3 TURN
OR 120 DEGREES PLUS OR MINUS 30 DEGREES
NOTE:
NUT OR BOLT ROTATION FROM SNUG -TIGHT CONDITION FOR All OF POUGON'S
CONNECTIONS 1S 1/3 TURN (OR 120 DEGREES)
TOUCH-UP PAINT MUST BE APPLIED
TO ALL EXPOSED BOLTS & NUTS.
PERIODIC TOUCH-UP AT THESE
BOLTED CONNECTIONS IS A MUST.
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THIS SEAL PERTAINS ONLY TO THE MATERIALS SUPPLIED BY '020F N.
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ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH.
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THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE PROJECT
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ENG NEER OF RECORD AND SHALL NOT 8E CONSTRUED AS SUCH.
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17.3• Ise
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THE DETAILS SHOWN ARE SUGGESTIONS OR GUIDELINES ON HOW TO ERECT THE SYSTEMS. THE
INFORMATION SHOWN IS ACCURATE, BUT IT IS NOT INTENDED TO COVER ALL INSTANCES,
BUILDING REQUIREMENTS, DESIGNS OR CODES. THE DETAILS MAY REQUIRE CHANGES OR
REVISIONS DUE TO FIELD CONDITIONS.
IT SHALL BE THE RESPONSIBILITY OF THE ERECTOR TO ENSURE THAT THE DETAILS MEET
PARTICULAR BUILDING REQUIREMENTS AND TO ASSURE ADEQUATE WATER TIGHTNESS.
THE ERECTOR SHOULD THOROUGHLY FAMILIARIZE HIMSELF/HERSELF WITH ALL ERECTION
INSTRUCTIONS BEFORE STARTING WORK.
THE PANELS SHOULD BE INSTALLED PLUMB, STRAIGHT, AND ACCURATELY TO THE ADJACENT
WORK.
FLASHING AND TRIM SHALL BE INSTALLED TRUE. AND IN PROPER ALIGNMENT, WITH ANY
EXPOSED FASTENERS EQUALLY SPACED FOR THE BEST APPEARANCE.
SEALANT SHALL BE FIELD APPLIED ON DRY, CLEAN SURFACES. SOME FIELD CUTTING AND
FITTING OF PANELS AND FLASHING IS TO BE EXPECTED BY THE ERECTOR AND MINOR FIELD
CORRECTIONS ARE A PART OF NORMAL ERECTION WORK.
WORKMANSHIP SHALL BE OF THE BEST INDUSTRY STANDARDS AND INSTALLATION SHALL BE
-PERFORMED BY EXPERIENCED METAL CRAFTSMEN.
12
16'-1 13/ 16".
3.5
4'-9 9/16"
4'-7 9/16"
PURLIN
PURLIN
STANDING SEAM PANEL ROOF
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METAL SHAVINGS FROM
DRILLING OR INSTALLATION OF
ROOF FASTENERS MIDST BE
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EACH DAY DURING
INSTALLATION.
SHAVINGS LEFT ON THE ROOF
WILL QUICKLY RUST AND
STAIN THE ROOF FINISH.
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RIDGE CAP WITH # 12-14x3/4" SELF
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CUPOLA SIDING
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ALL MATERIALS ARE CALLED
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SECTION (9) COMPRESSION RING
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ONSRVEA MAT RIALS
THIS SIS
SEAL DOES -OR
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'
ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH.
7-a 11 �
F.
NOTE: THE CUPOLA FRAME MA.- r' BE II�lSTALLED O;'•ITO
THE COMPRESSION tilrl!l BEFORE ASSEMBLING THE
rte" OF THE BUILD€HG. 3ATTEIJ
PLAN VIEW
ELEVA i ION VIEW
F',' -)P PIJET Ik -.--
POOr PANEL
ROOF PA::EL LIP
ROCS= F:IOUf:TING FIN
SIDE ASSEMi9L1
COLUMN ASSENIO LY
FIELD DRILL HOLE
KIM COMPRESSION
=INN
rl_• HE=L'� �_�Li
5
IJ 1. MAKE SURE YOHA�:E ALL THE PARTS REOUIRED TO ASSEfv'BLE THE
UPOLA.
B E21N A )SEiaB LY B'i . AT TAt— HING C—RI;'IL TO A '" OLIJhj1N 'r;'ITH A i I :, x
I" BOLT. DO i101 TIi,H3Ei•( BOLTS. POSIT101,1 THE COMPLETE-E-)lflG
COLUMN A-jEI`•IBLC OP•1 THE COIvIPRESSIOf-a=:li'aG A(••ID ATTACH ANOTHER -
OLUiPl TO 1HE-—RINU "1F'POSITE OF THE FIRST Cn-LUM[.d ^�SEME3L'i.
; OidTlNUE ASSEME31 'I' OF RE IvIA1f 11i C OLUbI;'i TO w—P N(' 1i•I THIS fv1A.h•IffER.
H=Y. HEAD P,OLT
3. NEXT ASSEMBLE SIDE FRAMES TO COLUMN ASSEMBLY '•-JITH 5/16 x 3"
HE'•: HEAL BOLTS _. 5/16 NUTS. TIGHTEN ALL FASTENERS,
3 4. ATTACH' THE CUPOLA FRAME TO THE COMPRESSION, RING. POSITION
CUPOLA Qi -1 THE C0MPRESSI'11.1 RING IFJ IT'S PROPER. LOCATIOf••l THEM IvIAPle
,. -PIING DRILL A 3/8" DsA(v1ETER c-- LEARAP•IC E HOLE I%J THE TOP OF THE COMPRESSION
RING. ATTACH CUPOLA FRAIUIE WITH 5/16 x 1-1/2" HEX HEAD BOLTS cr
5/ 16" HEX f• -ICJ T S.
I '
a �
5. ATTACH `'E;1TEG ';IDE PA.(,!ELS TO FPA.idE USIf's:; SELF DRILLING SCREWS,ATTACH C OPRIER I RI&,I TO SIDE PANELS 4b•'ITH POP RIVETS.
NOTE: THE CUPOLA ROOF i•IAY BE I11STALLED
a ONTO THE CUPOLA BEFORE ASSEMBLING THE
COMPRESSION Rlr-•1G WITH THE BUILDING FRAME.
"CAUTInN— SO;l1E POOF PARTS MAY BE
DAMAGED 'AiHEr^•I L1 -TING THE CUPOLA ASSEMBLY
INTO PLACE. r"OU MAY 'WAI,IT TO INSTALL THE
ROOF AFTER. THE REST OF THE BUILDING FRAME
HAS BEEN COMPLETE -D.
6. POSITION RQ_.`:1F PAf'JEI_S ON FRAME MAX'ING
^�
SURE ROOF AI`IE;_ LIP IS SI%,IUG ac3AINS FRAME
ROOF MOUNTI IG i'q,,I ON EACH SfDE. PLACE
3.ATT F ;•.1 OVER R '•OF PANEL LIPS FIN. USE
A. CLAMP TO HOLD IN PLACE. "CAUTIOi••I" DO
I'10T I IAP BATTEN `NHEN CLAMPING. DRILL (3)
I; B" HOLES EVENLY SPACED AND SEC URE +,%IfTH
='OP RIVETS. SEAL THE PEAK FORMED BY THE
BATTENS, 'Y'v'ITH CLEAR --AULK.
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