Attachment_2-_Drawings_Sundance_Shade_Structure.pdf

GENERAL:

2021 INTERNATIONAL BUILDING CODE

RISK CATEGORY: II

DEAD LOAD:

ROOF DEAD LOAD: 6 PSF

FRAME DEAD LOAD: SELF WEIGHT

LIVE LOAD:

ROOF LIVE LOAD: 20 PSF

SNOW DESIGN DATA:

GROUND SNOW LOAD (Pg): 40 PSF FLAT ROOF SNOW LOAD (Pf): 34 PSF SNOW EXPOSURE FACTOR (Ce): 1.0 SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 THERMAL FACTOR (Ct): 1.2 ROOF SLOPE FACTOR (Cs): 1.0 DRIFT SURCHARGE LOAD (Pd): 0 PSF WIDTH OF SNOW DRIFT (w): 0 FT MINIMUM HORIZONTAL SEPARATION DISTANCE (s): 20 FT

WIND DESIGN DATA:

BASIC WIND SPEED (V): 110 MPH

ALLOWABLE STRESS DESIGN WIND SPEED (Vasd): 85 MPH

GUST EFFECT FACTOR (G): 0.85

INTERNAL PRESSURE COEFFICIENT (GCpi): 0

WIND EXPOSURE: C

SEISMIC DESIGN DATA:

STEEL SYSTEMS NOT SPECIFICALLY DETAILED

FOR SEISMIC RESISTANCE

SEISMIC IMPORTANCE FACTOR (Ie): 1.0

SEISMIC DESIGN CATEGORY: B

SEISMIC SITE CLASS: D DEFAULT

SHORT SPECTRAL RESPONSE (Ss): 0.32

1-SEC SPECTRAL RESPONSE (S1): 0.08

DESIGN SHORT SPECTRAL RESPONSE (SDS): 0.33

DESIGN 1-SEC SPECTRAL RESPONSE (SD1): 0.13

SEISMIC RESPONSE COEFFICIENT (Cs): 0.11

RESPONSE MODIFICATION COEFFICIENT (R): 3.00

EQUIVALENT LATERAL FORCE PROCEDURE

SEE CALCULATIONS FOR ADDITIONAL DATA

ADDITIONAL CRITERIA:

NONE

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A653

AWS CERTIFIED WELDING FABRICATOR #240707F

GENERAL NOTES:

UNLESS NOTED OTHERWISE, THIS STRUCTURE WAS DESIGNED TO ONLY SUPPORT WHAT IS 1.

SHOWN ON THESE DRAWINGS. POLIGON MUST BE CONTACTED IF ANYTHING ELSE IS TO

BE ATTACHED TO THIS STRUCTURE (WALLS, COLUMN WRAPS, RAILINGS, ETC.) SO THE

DESIGN OF THIS STRUCTURE CAN BE REVIEWED AND POSSIBLY REVISED.

THE ENGINEERING SEAL FOR THE STRUCTURE DETAILED IN THESE DRAWINGS IS ONLY 2.

VALID IF PORTER CORP DESIGNS AND FABRICATES THE STEEL COMPONENTS.

FABRICATING THE STEEL COMPONENTS ELSEWHERE VOIDS THE ENGINEERING PROVIDED

BY PORTER CORP.

UNLESS NOTED OTHERWISE, THIS STRUCTURE WAS DESIGNED ASSUMING A 20' 3.

SEPARATION BETWEEN ANY ADJACENT STRUCTURE WITH AN EAVE HEIGHT EQUAL TO OR

GREATER THAN THE EAVE HEIGHT OF THIS STRUCTURE (SEE SNOW DESIGN DATA). IF THAT

SEPARATION DOES NOT EXIST AND THE GROUND SNOW LOAD (Pg) IS GREATER THAN 0

PSF, POLIGON MUST BE CONTACTED SO THE DESIGN OF THIS STRUCTURE CAN BE

REVIEWED AND POSSIBLY REVISED.

STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE 4.

WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) SPECIFICATION

MANUAL REFERENCED IN THE GOVERNING BUILDING CODE.

ALL WELDING IS PERFORMED BY AMERICAN WELDING SOCIETY (AWS) CERTIFIED 5.

WELDERS AND CONFORMS TO AWS D1.1 OR D1.3 AS REQUIRED.

PARTS SHOWN MAY BE UPGRADED DUE TO STANDARDIZED FABRICATION. REFER TO THE 6.

SHIPPING BILL OF MATERIALS AND FINAL INSTALLATION INSTRUCTIONS INCLUDED WITH

THE STRUCTURE FOR POSSIBLE SUBSTITUTIONS AND IMPROVEMENTS.

FOR PROPER FIELD INSTALLATION OF THE BUILDING IT IS RECOMMENDED THAT THE 7.

PRIMARY FRAME INSTALLER AND THE ROOF INSTALLER HAVE A MINIMUM FIVE (5) YEARS

DOCUMENTED EXPERIENCE INSTALLING THIS TYPE OF PRODUCT.

THE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR SHALL 8.

SUPERVISE AND DIRECT THE WORK, AND SHALL BE SOLELY RESPONSIBLE FOR

CONSTRUCTION MEANS, TECHNIQUES, SEQUENCES AND PROCEDURES, INCLUDING

BRACING, SHORING, LAYDOWN AND PROTECTION OF CONSTRUCTION MATERIALS, ETC.

TEMPORARY SHORING AND BRACING SHALL BE THE RESPONSIBILITY OF THE

CONTRACTOR.

FOR PROPER FIELD INSTALLATION OF THE BUILDING IT IS RECOMMENDED THAT ELECTRIC 9.

WIRING, IF REQUIRED, BE RUN THROUGH THE STRUCTURAL MEMBERS BEFORE THE

BUILDING IS ERECTED.

MAKING HOLES, CUTS OR MODIFICATIONS TO THE STRUCTURAL STEEL MEMBERS IS NOT 10.

PERMITTED IN THE FIELD WITHOUT SPECIFIC APPROVAL OF POLIGON.

CERTIFICATES:

MIAMI-DADE COUNTY CERTIFICATE OF COMPETENCY NO. 24-0903.04

PCI (POWDER COATING INSTITUTE) 4000 CERTIFIED

FABRICATOR APPROVALS:

CITY OF PHOENIX, AZ APPROVED FABRICATOR #C08-2010

CITY OF LOS ANGELES, CA APPROVED FABRICATOR #FB01596

CITY OF RIVERSIDE, CA APPROVED FABRICATOR #SF_000042

CITY OF HOUSTON, TX APPROVED FABRICATOR #470

CLARK COUNTY, NV APPROVED FABRICATOR #264

STATE OF UTAH APPROVED FABRICATOR 02008-14

AISC APPROVED FABRICATOR C-00024530

ANCHOR BOLTS

MATERIALS:

DESCRIPTION

TUBE STEEL

SCHEDULE PIPE

RMT PIPE

LIGHT GAGE COLD FORMED

STRUCTURAL STEEL PLATE

ROOF PANELS (STEEL)

SEE SHEET 2.1

ASTM DESIGNATION

A500 (GRADE C)

A53 (GRADE B)

A519

A1003 (GRADE 50)

A36

R

A Division of PORTERCORP 4240 N. 136th AVE HOLLAND, MI 49424 (616) 888-3500

ORDER NUMBER:

SHEET

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PROJECT NAME:

PROJECT LOCATION:

DRAWING LIST:

BUILDING TYPE:

ROOF TYPE:

SUNDANCE

MULTI-RIB OVER STAINED T & G

KMO 40x25

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81298

2024E

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

LAUREL, MT

MANUFACTURER NOTES:

DESIGN CRITERIA:

P20736BUILDING NUMBER:

IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

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SHEET NUMBER DRAWING DESCRIPTION

CS COVER SHEET

1 ARCHITECTURAL ELEVATIONS

2-2.1 ANCHOR AND FOOTING LAYOUT / DETAILS

3-3.2 STRUCTURAL FRAMING PLAN

4-4.3 FRAME CONNECTION DETAILS

5 ELECTRICAL VIEWS - N/A

6-6.2 ROOF LAYOUT

7-7.2 ROOF CONNECTION DETAILS

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24'-11 13/16"

REF.

12'-0"

CLEAR

16'-5 5/8"

REF.

19'-6 3/4"

REF.

SHEET 2.1

1 6"

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

1:

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IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

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26'-8 1/8"

REF.

40'- 7/16"

REF.

FINISH GRADE

(ASSUMED AT CONSTANT

ELEVATION UNLESS

OTHERWISE NOTED)

FINISH GRADE

(ASSUMED AT CONSTANT

ELEVATION UNLESS

OTHERWISE NOTED)

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1 ANCHOR BOLT PATTERN

2 BASE PLATE THICKNESS: 1 1/4"

SHEET 2

15'-5 3/4"

23'-11 1/2"

36'-4 1/16"

16'-8 1/16"

REF.

TYP.

33'-10 11/16"

REF.

TYP.

111.80°

68.20°

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COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

ANCHOR AND FOOTING LAYOUT NOTES:

ANCHORS MUST BE CENTERED IN FOOTINGS1.

FOOTINGS MUST BE TURNED TO ALIGN WITH COLUMN 2.

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ELECTRICAL ACCESS HOLE

1 1/8" THRU

6"

1'-0" 1'-4"

9"

1'-6"

1'-10"

4X 1 1/4" THRU

ANCHOR BOLT HOLE

IN

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FOUNDATIONS SHALL BEAR ON COMPETENT, UNDISTURBED SOIL OR 95% COMPACTED FILL. 1.

IF SIGNS OF ORGANIC MATERIAL, UNCONTROLLED FILL, CLAY OR SILT, HIGH WATER TABLE

OR OTHER POSSIBLE DETRIMENTAL CONDITIONS ARE FOUND, CONSTRUCTION OF THE

FOUNDATIONS MUST BE STOPPED AND A GEOTECHNICAL ENGINEER BE CONTACTED.

THE FOUNDATION DESIGN SHOWN ON THESE DRAWINGS IS NOT SITE SPECIFIC, BUT BASED

ON THE PRESUMPTIVE ALLOWABLE FOUNDATION PRESSURES IN CHAPTER 18 OF THE

BUILDING CODE (CLASS 5 SOIL). THE BUILDING OFFICIAL IN THE JURISDICTION IN WHICH THIS

STRUCTURE IS LOCATED MAY REQUIRE A SITE SPECIFIC GEOTECHNICAL REPORT OR LETTER

FROM A QUALIFIED LOCAL PROFESSIONAL ENGINEER ATTESTING TO WHETHER THE ACTUAL

SITE CONDITIONS MEET THE ASSUMPTIONS IDENTIFIED ABOVE.

FOUNDATION NOTES:

NO FOUNDATIONS SHALL BE PLACED INTO OR ADJACENT TO SUBGRADE CONTAINING 2.

WATER, ICE, FROST, ORGANIC OR LOOSE MATERIAL.

WATER SHALL NOT BE PERMITTED TO ACCUMULATE IN FOUNDATION EXCAVATIONS.3.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE LOCAL FROST DEPTH REQUIREMENT 4.

PRIOR TO CONSTRUCTION.

IF FOUNDATIONS SHOWN DO NOT MEET LOCAL FROST DEPTH REQUIREMENTS, EXTEND THE 5.

DRILLED PIER FOUNDATION AS REQUIRED, EXTENDING THE VERTICAL BARS AND PROVIDING

ADDITIONAL TIES TO MEET SPACING REQUIREMENTS AS SHOWN. IF FROST DEPTH

REQUIREMENTS ARE NOT MET, AND NO DRILLED PIER DESIGN IS PROVIDED, CONTACT

POLIGON.

ALLOWABLE SOIL PRESSURES (AS APPLICABLE):6.

SQUARE

3" CLR

4'-0"

4'-0" 2'-0"

TYP

2'-0"

TYP

3" CLR

TYP

@ 2" O.C. WITHIN

#4 CLOSED TIES @ 12"

O.C. PROVIDE (2) TIES

UPPER 5" OF PIER

CL

COLUMN LOCATED AT

PIER FOOTING OPTION

FOOTING TYP. @

CENTER OF FOUNDATION

FOOTING DESIGN BY POLIGON

EACH COLUMN

FOOTING MATERIALS BY OTHERS.

CL

6-#8 HORIZONTAL BARS (EQUALLY SPACED)

EACH WAY, TOP & BOTTOM

(QUANTITY OF REINFORCING AND ANCHOR BOLTS

SPECIFIED IN NOTES REFLECT SITE SPECIFIC REQUIREMENTS)

4'-0"

8'-0"

1'-6"

2'-0"

3'-6"

16-#8 DOWELS

W/12" HOOK

SPACE EQUALLY

ALONG EA. EDGE

SEE ABOVE PLAN VIEW FOR

PIER REINFORCEMENT DETAILS

SEE SHEET 1

INTO CONCRETE FOOTING

EFFECTIVE EMBEDMENT

1 ANCHOR BOLT DETAIL

OPTIONAL CONCRETE SLAB

TO CONCEAL BOLTS

TOP OF FOOTING

FINISH GRADE (ASSUMED AT

CONSTANT ELEVATION

(DESIGN AND MATERIALS BY OTHERS)

UNLESS OTHERWISE NOTED)

COLUMN

24" +1/8" -1"

NON-SHRINK GROUT

UNDER BASE PLATE

(2" MAX.)

(2) 1" NUT

(2) 1" WASHER

(4) PLACES

1" x 30" LONG

ANCHOR BOLT

(4) PLACES

4.625

ANCHOR RODS TO BE ASTM F1554 GRADE 55 TYPE S1 WITH "UNC" CLASS 2A THREADS, HEAVY HEX NUTS AND STANDARD CUT WASHERS, CONCRETE NOTES:

ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE CURRENT “ACI MANUAL OF CONCRETE PRACTICE”.1.

PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 TYPE II OR TYPE V.2.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE CONCRETE MIX DESIGN MEETS THE "ACI MANUAL OF CONCRETE PRACTICE" REQUIREMENTS 3.

FOR CONCRETE BY EXPOSURE CLASS.

THE USE OF CHLORIDE ACCELERATORS IS NOT PERMITTED.4.

COARSE AGGREGATE SHALL BE #57 OR LARGER.5.

CONCRETE AT PLACEMENT SHALL HAVE A SLUMP OF 4" +/- 1".6.

MINIMUM CONCRETE COMPRESSIVE STRENTGH AT 28 DAYS: 4500 PSI.7.

REINFORCING STEEL SHALL BE DEFORMED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A615 (DEFORMATIONS SHALL BE IN 8.

ACCORDANCE WITH ASTM A305) AS FOLLOWS:

GRADE 60: #4 BARS AND LARGER

GRADE 40: #3 BARS

PRIOR TO PLACING OF CONCRETE, REINFORCING STEEL AND EMBEDDED ITEMS SHALL BE WELL SECURED IN POSITION.9.

MAINTAIN 3" CONCRETE COVERAGE TO FACE OF BARS UNLESS OTHERWISE NOTED.10.

BARS SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIAL LIKELY TO IMPAIR BOND. BENDS SHALL BE MADE COLD.11.

WELDING OF REINFORCEMENT IS NOT ALLOWED.12.

SHEET

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COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

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ANCHOR BOLT NOTES - EXTERNAL (ANCHOR BOLTS LOCATED OUTSIDE COLUMN):

UNLESS 1.

OTHERWISE NOTED.

ANCHOR BOLTS SHALL BE EITHER "HEADED" OR "THREADED WITH NUT" AS DEFINED IN THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL.2.

HOOKED ANCHOR BOLTS ARE NOT ACCEPTABLE.3.

ACCURATE ANCHOR BOLT PLACEMENT IS CRITICAL. TO ENSURE THE ANCHOR BOLT LAYOUT MEETS THE DIMENSIONS REQUIRED ON THE DRAWINGS, 4.

SURVEY (OR MEASURE) THE LOCATION OF ALL ANCHOR BOLTS PRIOR TO POURING THE FOOTINGS. AN ADDITIONAL SURVEY (OR MEASUREMENT) SHOULD BE MADE AFTER THE FOOTINGS ARE POURED TO CONFIRM THE ANCHOR BOLTS DID NOT SHIFT DURING THE CONCRETE POUR.

THE MANUFACTURER STRONGLY RECOMMENDS USING ANCHOR BOLT TEMPLATES BECAUSE THEY SIGNIFICANTLY IMPROVE THE ACCURACY OF 5.

ANCHOR BOLT PLACEMENT. AN ANCHOR BOLT TEMPLATE IS PROVIDED WITH ANY ANCHOR BOLT KIT PURCHASED.

IF OUTSIDE CONSULTING ENGINEERS ARE DESIGNING THE FOUNDATIONS FOR THIS STRUCTURE, THEY MUST REFER TO THE MANUFACTURER'S 6.

CALCULATIONS FOR MINIMUM CONCRETE PROPERTIES (COMPRESSIVE STRENGTH, EDGE DISTANCE, ETC.) REQUIRED FOR THE ANCHOR BOLT DESIGN.

ELECTRICAL ACCESS HOLE IS ALWAYS LOCATED IN THE COLUMN BASE PLATE AS SHOWN. TEMPLATE MUST BE REMOVED BEFORE INSTALLING COLUMNS.7.

GROUT UNDER BASEPLATES SHALL BE NON-METALLIC, NON-SHRINK GROUT WITH MINIMUM f'c=6500 PSI.8.

THE CALCULATIONS FOR THIS STRUCTURE ASSUME A FIXED COLUMN BASE.9.

ADHESIVE ANCHORS MAY NOT BE SUBSTITUTED FOR THE CAST-IN-PLACE ANCHORS.10.

ALL EXPOSED EXTERNAL CORNER OF FOUNDATIONS TO BE CHAMFERED BY 3/4" BY 45 DEGREES UNLESS NOTED OTHERWISE.13.

ALL NEW CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING OF REMOVING FORMWORK. CURING SHALL BE EITHER A MOIST CURE 14.

METHOD OR THE USE OF A CURING COMPOUND.

PIER ON PAD

VERTICAL BEARING 1500 PSF

LATERAL COHESION 130 PSF

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IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

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ITEM QTY. PART NO. DESCRIPTION MATERIAL SIZE WEIGHT

29 1 - PURLIN TAIL 2 ASM HSS6"X6"X3/16" 20.65

28 1 - PURLIN TAIL 1 ASM HSS6"X6"X3/16" 20.66

27 1 - TMEM TAIL 2 ASM HSS8"X6"X3/16" 39.06

26 1 - TMEM TAIL1 ASM HSS8"X6"X3/16" 39.06

25 1 - C-TUBE 2 ASM HSS10"X10"X5/8" 182.07

24 1 - C-TUBE 1 ASM HSS10"X10"X5/8" 164.48

23 1 - RIDGE 2 ASM HSS10"X4"X3/16" 132.08

22 1 - RIDGE BEAM ASM HSS10"X4"X3/16" 258.96

21 1 - FRONT PURLIN 4 ASM HSS6"X6"X3/16" 93.20

20 1 - FRONT PURLIN 3 ASM HSS6"X6"X3/16" 56.43

19 1 - FRONT PURLIN 2 ASM HSS6"X6"X3/16" 93.20

18 1 - FRONT PURLIN 1 ASM HSS6"X6"X3/16" 56.43

17 1 - PURLIN 4 ASM HSS6"X6"X3/16" 180.84

16 1 - PURLIN 3 ASM HSS6"X6"X3/16" 222.68

15 1 - PURLIN 2 ASM HSS6"X6"X3/16" 180.84

14 1 - PURLIN 1 ASM HSS6"X6"X3/16" 222.68

13 1 - RAKE BEAM 2 ASM HSS6"X4"X1/8" 91.91

12 1 - RAKE BEAM 1 ASM HSS6"X4"X1/8" 91.91

11 1 - ROLLED EAVE 2 ASM HSS8"X4"X3/8" 539.43

10 1 - ROLLED EAVE 1 ASM HSS8"X4"X3/8" 539.43

9 1 - BACK TRUSS 1 ASM HSS12"X8"X1/4" 486.60

8 1 - BACK TRUSS 1 ASM HSS12"X8"X1/4" 486.60

7 1 - FRONT TRUSS 2 ASM HSS12"X8"X1/4" 696.74

6 1 - FRONT TRUSS 1 ASM HSS12"X8"X1/4" 696.74

5 2 - TMEM ASM HSS8"X6"X3/16" 282.10

4 1 - COLUMN ASM 4 HSS12"X8"X1/4" 600.66

3 1 - COLUMN ASM 3 HSS12"X8"X1/4" 600.66

2 1 - COLUMN ASM 2 HSS12"X8"X1/4" 610.87

1 1 - COLUMN ASM 1 HSS12"X8"X1/4" 610.87

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SHEET

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IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

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29 13

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(6

) 8

-3

SHEET 4.2

P-100

SHEET 4.2

P-200

SHEET 4.2

P-300

SHEET 4.3

G-100

SHEET 4

K-100

SHEET 4

K-200

SHEET 4.1

T-100

SHEET 4.1

E-100

SHEET 4.1

T-200

SHEET 4.1

R-100

SHEET 4.2

R-200

6"

12'- 3/8"

UNDER TMEM

16'-2 9/16"

19'-3 1/16"

SHEET

3.2

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: 1/

/2

1:

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SC

A

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B Y:

IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

na th a n.

ke llic ut

FINISH GRADE

(ASSUMED AT CONSTANT

ELEVATION UNLESS

OTHERWISE NOTED)

FINISH GRADE

(ASSUMED AT CONSTANT

ELEVATION UNLESS

OTHERWISE NOTED)

120.00°+ 30° 30°

STEP TWO:

AFTER SNUG TIGHT,

MATCH MARK PLATE

TO MEET AISC REQUIREMENTS.

TURN-OF-NUT PRETENSIONING METHOD:

THESE STEPS ILLUSTRATE THE

REQUIREMENTS OUTLINED IN THE AISC

SPECIFICATION. THE ROTATION

INDICATED IS ACCURATE FOR MOST

BOLT DIAMETERS AND LENGTHS BUT IT IS

THE RESPONSIBILITY OF THE INSTALLER

THEN TURN BOLT/NUT PAST

SNUG TIGHT 1/3 TURN

STEP ONE:

COLUMN CONNECTIONS K-100

R M A

IN

6)

-3 by

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(6

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-3

END COLUMN CONNECTION K-200

TEMPORARY SHORING OR BRACING SHALL BE USED TO COMPACT THE JOINTS UNTIL THE 10.

CONNECTED PLIES ARE IN FIRM CONTACT PRIOR TO PRETENSIONING.

SHEET

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: 1/

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IN

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SC

A

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B Y:

IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

na th a n.

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CONNECTION NOTES:

HIGH STRENGTH BOLTS SHALL BE ASTM F3125 (A325, TYPE 1) MATERIAL.1.

HIGH STRENGTH NUTS SHALL BE ASTM A563 (GRADE DH) MATERIAL.2.

HIGH STRENGTH WASHERS SHALL CONFORM TO ASTM F436.3.

UNLESS A SNUG-TIGHT JOINT IS PERMITTED IN THE CONNECTION DETAIL, ALL BOLTS ARE TO 4.

BE INSTALLED BY ONE OF THE FOLLOWING PRETENSIONING METHODS AS SPECIFIED IN THE

AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS", SECTION 8:

A. TURN-OF-NUT PRETENSIONING

B. CALIBRATED WRENCH PRETENSIONING

THE SNUG-TIGHT CONDITION IS THE TIGHTNESS THAT IS ATTAINED WITH A FEW IMPACTS OF 5.

AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY

SPUD WRENCH TO BRING THE CONNECTED PLIES INTO FIRM CONTACT.

ANCHOR BOLTS NEED NOT BE TIGHTENED PAST SNUG-TIGHT.6.

WHEN INSTALLING BOLTS REFER TO SECTIONS 8.4.1, 8.4.2, AND 8.4.3 OF THE 7.

"SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS" FOR GUIDANCE.

LOCAL JURISDICTIONS MAY REQUIRE AN INSPECTOR TO BE PRESENT TO WITNESS 8.

HARDWARE INSTALLATION AND INDEPENDENT TESTING. INSPECTION REQUIREMENTS

SHOULD BE VERIFIED BY INSTALLER PRIOR TO STEEL ERECTION.

ERECTION OF THE FRAMING MEMBERS WILL REQUIRE THE MAIN COLUMNS TO BE PLUMB 9.

SQUARE AND TIGHTENED TO THE TRUSSES AND/OR TENSION MEMBERS BEFORE INSTALLING

THE PURLINS. PURLINS, IF REQUIRED, MUST BE AS SHOWN IN FRAMING PLAN.

PRIOR TO THE ERECTION OF SHELTER COMPONENTS, IT IS RECOMMENDED TO CHASE AND 11.

TAP STRUCTURAL HARDWARE.

ALL BOLTS MUST BE LUBRICATED WITH WAX TO ASSIST IN PROPER TIGHTENING. TO 12.

LUBRICATE A BOLT IN THE FIELD, APPLY THE WAX STICK DOWN THE LENGTH OF THE BOLT’S

THREADS.

TO PREVENT RUST STAINING OF FINISH, ALL METAL SHAVINGS MUST BE REMOVED AFTER 13.

INSTALLATION. ENSURE NO SHAVING ARE TRAPPED BETWEEN MATING SURFACES.

TOUCH-UP PAINT MUST BE APPLIED TO ALL EXPOSED FASTENERS. PERIODIC TOUCH-UP AT 14.

THESE CONNECTIONS IS REQUIRED.

NOTE:

SEE UC-100 FOR U-CLIP INSTALLATION

NOTE:

SEE UC-100 FOR U-CLIP INSTALLATION

1/2" PLATE

1" PLATE

3/8" PLATE

ATTACH GRACE ICE AND WATER

SHIELD TO THE BACK OF THE

COVER PLATE. THEN INSTALL

COVER PLATE USING (4) SCREWS.

3/8" FLG. PLT.

3/8" FLG. PLT.

3/4" FLG. PLT.

COLUMN

EAVE STUB

(HSSS8"X4"X3/8")

WELDED TO COLUMN

EAVE BEAM

TRUSS

TENSION MEMBER

BOLT, HEX, 5/8-11x2 A325

(4) PLCS EACH CONNECTION

SNUG TIGHT PERMITTED

NUT, HEX, 1-8 A563

(4) PLCS EACH CONNECTION

SNUG TIGHT PERMITTED

BOLT, HEX, 1-8x2

(2) PLCS EACH CONNECTION

SNUG TIGHT PERMITTED

TRUSS

TENSION MEMBER

TENSION MEMBER

TAIL

1/2" PLATE

3/8" PLATE

1" PLATE

3/4" FLG. PLT.

3/8" FLG. PLT.

1/4" FLG. PLT.

COLUMN

BOLT, HEX, 5/8-11x2 A325

(4) PLCS EACH CONNECTION

SNUG TIGHT PERMITTED

NUT, HEX, 1-8 A563

(4) PLCS EACH CONNECTION

SNUG TIGHT PERMITTED

NUT, HEX, 5/8-11 A563

(4) PLCS EACH CONNECTION

PRE-TENSIONED JOINT

IN

6)

-3 by

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(6

) 8

-3

COMPRESSION MEMBER CONNECTION

(1P2903) (1) PER CLEAT

NOTE:

CTUBE COVER PLATE

ATTACHED WITH POP RIVETS

AT BOTTOM OF CONNECTION

T-100 COMPRESSION MEMBER CONNECTION T-200

EAVE BEAM CONNECTION E-100 RAKE BEAM CONNECTION R-100

SHEET

4.1

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1:

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IN

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SC

A

LE

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B Y:

IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

na th a n.

ke llic ut

EAVE BEAM

EAVE BEAM

3/8" PLATE

3/8" PLATE

3/8" FLG. PLT.3/8" FLG. PLT.

RIDGE BEAM

BOLT, HEX, 1-8x2-1/4

(2) PLCS EACH CONNECTION

SNUG TIGHT PERMITTED

TENSION MEMBER

TAIL

RAKE STUB

(HSS6"X4"X3/16")

WELDED TO TMEM TAIL

3/8" FLG. PLT.

COVER ACCESS HOLES WITH

GRACE ICE AND WATER

SHIELD BEFORE ATTACHING

ROOF DECKING.

RAKE BEAM

3/8" PLATE

BOLT, HEX, 5/8-11x1-3/4 A325

(2) PLCS EACH CONNECTION

SNUG TIGHT PERMITTED

RIDGE TAIL

(HSS10"X4"X3/16")

WELDED TO CTUBE

RAKE BEAM

RAKE BEAM

3/8" PLATE3/8" PLATE

BOLT, HEX, 5/8-11x1-1/2 A325

(2) PLCS EACH CONNECTION

SNUG TIGHT PERMITTED

ATTACH GRACE ICE AND WATER

SHIELD TO THE BACK OF THE

COVER PLATE. THEN INSTALL

COVER PLATE USING (4) SCREWS.

COMPRESSION TUBE

(HSS10"X10"X5/8")

WELDED TO RIDGE

RIDGE BEAM

TRUSSTRUSS

1" PLATE

1" PLATE

3/8" FLG. PLT.

3/8" FLG. PLT.

1/2" PLATE

1/4" FLG. PLT.

1/4" FLG. PLT.

1/2" PLATERIDGE BEAM

BOLT, HEX, 1-8x3-1/4 A325

(4) PLCS EACH CONNECTION

SNUG TIGHT PERMITTED

BOLT, HEX, 3/4-10x2-1/2 A325

(2) PLCS EACH CONNECTION

SNUG TIGHT PERMITTED

BOLT, HEX, 3/4-10x2-1/2 A325

(2) PLCS EACH CONNECTION

SNUG TIGHT PERMITTED

IN

6)

-3 by

P O

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(6

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-3

PURLIN TAIL CONNECTION R-200 PURLIN CONNECTION P-100

P-200PURLIN-TENSION MEMBER CONNECTION P-300PURLIN-EAVE BEAM CONNECTION

SHEET

4.2

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IN

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RE

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SC

A

LE

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W N

B Y:

IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

na th a n.

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FRONT PURLIN

PURLIN

FRONT TRUSS

(11) #12-24 x 1 1/2

ONE STEP SCREW

(1P2905FNULL)

(5) ALONG TOP

(3) ALONG EACH SIDE

EACH CONNECTION

FRONT PURLIN

EAVE BEAM

(10) #12-24 x 1 1/2

ONE STEP SCREW

(1P2905FNULL)

(5) ALONG TOP

(5) ALONG SIDE

EACH CONNECTION

BACK TRUSS

RAKE BEAM

PURLIN TAIL

(11) #12-24 x 1 1/2

ONE STEP SCREW

(1P2905FNULL)

(5) ALONG TOP

(3) ALONG EACH SIDE

EACH CONNECTION

PURLIN

(9) #12-24 x 1 1/2

ONE STEP SCREW

(1P2905FNULL)

(4) ALONG TOP

(5) ALONG SIDE

EACH CONNECTION

TENSION MEMBER

IN

6)

-3 by

P O

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(6

) 8

-3

U-CLIP SHOULD NOT IF TUBE HAS DRAIN HOLES

NEAR TUBE END, ATTACH U-CLIP REST ON WELD SEAMSO HOLES FACE UP.

PRIOR TO BUILDING ASSEMBLY.

INSIDE FACE

U-CLIP

OUTSIDE FACE

OF TENSION MEMBER

12-24 X 1 1/2" ONE STEP SCREW

(1P2905)

12" O.C. BOTH SIDES

OF TENSION MEMBER

REMOVE METAL SHAVINGS

UC-100

NOTE:

U-CLIP MUST BE ATTACHED TO

TENSION MEMBER AS SHOWN

U-CLIP CONNECTION COLUMN GUSSET DETAIL G-100

SHEET

4.3

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: 1/

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1:

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1/

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IN

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RE

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L

EV

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SC

A

LE

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B Y:

IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

na th a n.

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COLUMN

3"X4"X1/2" PLATE

(4) PLACES

IN

6)

-3 by

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(6

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-3

SHEET 7

TGMR-100

SHEET 7

TGMR-407

SHEET 7.1

TGMR-450

SHEET 7.1

TGMR-500

SHEET 7.2

TGMR-600

SHEET 7.2

TGMR-604

SHEET

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D

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:SU

N

D A

N C

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LA

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A

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: 1/

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1:

/1

1/

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IN

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A

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RE

V

L

EV

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SC

A

LE

D

RA

W N

B Y:

IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

na th a n.

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IN

6)

-3 by

P O

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W .P

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(6

) 8

-3

6.

FOR BEST APPEARANCE POLIGON SUGGESTS THAT

ALL END JOINTS BE MITERED @ 45°

TONGUE & GROOVE NOTES:

THE FIRST PLANK SHOULD BE INSTALLED PLUMB, STRAIGHT, AND 1.

ACCURATELY TO THE ADJACENT WORK. MAKE SURE PLANKS EXTEND

ENOUGH TO COVER EAVE, TRUSSES, AND/OR THE CENTER OF THE PEAK.

THE T&G PROVIDED MAY CONTAIN SOME MINOR IMPERFECTIONS. 2.

REMOVE THESE IMPERFECTIONS AS REQUIRED AND USE REMAINDER OF

MATERIAL TO ATTAIN MAXIMUM YIELD.

NO END JOINTS IN DECKING BETWEEN STRUCTURAL FRAMING AND 3.

EAVE OF DECKING.

A MINIMUM OF 24" SPACING IS REQUIRED BETWEEN ALL ADJACENT END 4.

JOINTS. BOARD LAYOUT MAY REQUIRE VISIBLE SPLICES.

IF PRE-STAINED T&G IS ORDERED, TOUCH-UP AT FIELD CUT EDGES MAY 5.

BE NECESSARY.

POLIGON RECOMMENDS ALL T&G BE STAINED/SEALED TO IMPROVE

LONG TERM PERFORMANCE.

22'-11 15/16"

20'-8 5/16"

17'-8 3/4"

24'-9 1/8"

R31'- 1/4"

6'-10 11/16"

12"

4"

20'-7 7/16"

22'-11 15/16"

20'-8 5/16"

R31'- 1/4"

17'-8 3/4"

24'-9 1/8"

6'-10 11/16"

SHEET

6.1

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D

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IN

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: 1/

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1:

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1/

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PR

IN

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A

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RE

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L

EV

EL

SC

A

LE

D

RA

W N

B Y:

IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

na th a n.

ke llic ut

SPLICE T&G

OVER PURLIN

13'-8 13/16"

PURLIN

PURLIN

RIDGE BEAM

TONGUE & GROOVE ROOF

6'-7 1/8"

6'-10 11/16"

SPLICE T&G

OVER PURLIN

13'-8 13/16"

IN

6)

-3 by

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(6

) 8

-3

12"

4"

23'-4 1/16"

20'-10 13/16"

17'-11 11/16"

25'-1 7/8"

112.98°

22'-9 9/16"

23'-4 1/16"

22'-9 9/16"

20'-10 13/16"

17'-11 11/16"

112.98°

25'-1 7/8"

SHEET

6.2

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C A

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: 1/

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1:

/1

1/

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PR

IN

T D

A

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RE

V

L

EV

EL

SC

A

LE

D

RA

W N

B Y:

IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

na th a n.

ke llic ut

MULTI-RIB NOTES:

THE DETAILS SHOWN ARE SUGGESTIONS OR GUIDELINES ON HOW TO 1.

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 2.

DETAILS MEET PARTICULAR BUILDING REQUIREMENTS AND TO

ASSURE ADEQUATE WATER TIGHTNESS.

THE ERECTOR SHOULD THOROUGHLY FAMILIARIZE HIMSELF/HERSELF 3.

WITH ALL ERECTION INSTRUCTIONS BEFORE STARTING WORK.

THE PANELS SHOULD BE INSTALLED PLUMB, STRAIGHT, AND 4.

ACCURATELY TO THE ADJACENT WORK.

FLASHING AND TRIM SHALL BE INSTALLED TRUE, AND IN PROPER 5.

ALIGNMENT, WITH ANY EXPOSED FASTENERS EQUALLY SPACED FOR

THE BEST APPEARANCE.

SEALANT SHALL BE FIELD APPLIED ON DRY, CLEAN SURFACES. SOME 6.

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 7.

INSTALLATION SHALL BE PERFORMED BY EXPERIENCED METAL

CRAFTSMEN.

METAL SHAVINGS FROM DRILLING OR INSTALLATION OF ROOF 8.

FASTENERS MUST BE CAREFULLY REMOVED FROM THE ROOF BY

BRUSHING OR SWEEPING AT THE END OF EACH DAY DURING

INSTALLATION. SHAVINGS LEFT ON THE ROOF WILL QUICKLY RUST

AND STAIN THE ROOF FINISH.

PURLIN

PURLIN

RIDGE BEAM

TONGUE & GROOVE ROOF

MULTI RIB PANEL ROOF

2 15/16"

20'-10 13/16"

MULTI-RIB PANELS

NEED TO BE FIELD CUT

TO LENGTH.

13'-11" 13'-11"

IN

6)

-3 by

P O

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(6

) 8

-3

NOTE:

WHEN NAILING DOWN FELT TO THE T&G DECKING

APPLY 3/4 LBS. (165 NAILS) OF NAILS PER 100 SQ. FT.

EVENLY DISPERSED. (NAILS NOT BY POLIGON)

STARTER LAYER OF FELT

2023A

EAVE TOP TRIM

(INSTALL WITH 1/2"

(WRAP CEDAR FASCIA)

GAP FROM MR PANEL)

METAL EAVE FASCIA

EAVE TOP TRIM

(INSTALL WITH 1/2"

METAL EAVE FASCIA

#12-14 X 3/4" SELF

DRILLING SCREW

GAP FROM MR PANEL)

(1) @ EACH RIB

#9 X 1" WOODGRIP SCREW

(1) @ EACH SIDE OF RIB &

MULTI RIB PANEL (24 GA.)

(1) BETWEEN EACH RIB

INSIDE FOAM CLOSURE

#12-24 X 2 3/4" TRAXX/4 SCREW30# FELT

#6 X 2" GALV. COATED

DECK SCREW

(2) PER BOARD

24" O.C.

T&G DECKING

TENSION MEMBER

2" x 3" NAILER

#6 X 2" GALV. COATED

DECK SCREW

1" X 4" CEDAR FASCIA

STAGGERED 24" O.C.

EAVE DETAIL TGMR-100

2023A

T&G DECKING

RAKE DETAIL TGMR-407

24" O.C.

STAGGER BETWEEN THE TWO SCREWS

#6 X 2" GALV. COATED DECK SCREW

#12-24 X 2 1/4" TRAXX/4 SCREW

UNDER RIBS

EXPANDING FOAM SEALANT (2) PER BOARD

#12-24 X 2 3/4" TRAXX/4 SCREW SCREW

EACH SIDE OF RIB

#9 X 1" WOODGRIP SCREW

EACH C-CLOSURE

#9 X 1" WOODGRIP SCREW

@ EACH C-CLOSURE

DRILLING SCREW

#12-14 X 3/4" SELF

CENTERED EACH FLAT)

(2" LONG PIECE

C-CLOSURE

EACH RIB

DRILLING SCREW

#12-14 X 3/4" SELF

GAP FROM MR PANEL

(INSTALL WITH 1/2"

EAVE TOP TRIM

CEDAR FASCIA

WRAP FELT TO COVER

METAL EAVE FASCIA

1" X 4" CEDAR FASCIA

30# FELT

MULTI-RIB PANEL

RAKE

#12-14x3/4" SELF DRILLING SCREW

#9x1" WOODGRIP SCREW

PART DESCTIPTIONS:

1/8" POP RIVET

1" GALVANIZED

ROOFING NAIL

(NOT BY POLIGON)

#6 x 2" GALV. COATED

DECK SCREW

#12-24x2.75 TRAXX/4 SCREW

SHEET

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PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

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2023A

TGMR-450

(FIT INTO HEM - ATTACH w/POP RIVETS)

CURVED RAKE SPLICE

GAP FROM ROOF PANEL

(INSTALL TRIM WITH 1/2"

CURVED RAKE TRIM

15" MAX SPACING

(INTO C-CLOSURE & RIBS)

DRILLING SCREW

#12-14 X 3/4" SELF

C-CLOSURE

12" O.C. BETWEEN RIBS

#9 X 1" WOODGRIP SCREW

30# FELT

GAP FROM ROOF PANEL

(INSTALL TRIM WITH 1/2"

CURVED RAKE TRIM

CURVED RAKE TRIM

CURVED RAKE BEAM

ONTO CURVED RAKE BEAM)

(WRAP OVER EDGE OF T&G

GRACE ICE & WATER SHIELD

T&G DECKING

MULTI RIB PANEL (24 GA.)

RAKE DETAIL

APPLY 3/4 LBS. (165 NAILS) OF NAILS PER 100 SQ. FT.

2023A

NOTE:

WHEN NAILING DOWN FELT TO THE T&G DECKING

EVENLY DISPERSED. (NAILS NOT BY POLIGON)

RIDGE DETAIL

FOAM OUTSIDE CLOSURE

(1) @ EACH SIDE OF RIB

#9 X 1" WOODGRIP SCREW

(WRAP OVER RIDGE)

30# FELT

(1) @ EACH RIB

DRILLING SCREW

#12-14 X 3/4" SELF

(6" OVERLAP)

RIDGE CAP

RIDGE CAP

MULTI RIB PANEL

(24 GA.)

(2) PER BOARD

#12-24 X 2 3/4" TRAXX/4 SCREW

T&G DECKING

RIDGE BEAM

TGMR-500

SHEET

7.1

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COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

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EVENLY DISPERSED. (NAILS NOT BY POLIGON)

NOTE:

WHEN NAILING DOWN FELT TO THE T&G DECKING

APPLY 3/4 LBS. (165 NAILS) OF NAILS PER 100 SQ. FT.

2023A

MID SPAN DETAIL

OVER ENTIRE ROOF

36" O.C. ALONG RIB

(1) EACH SIDE OF RIB

#9 X 1" WOODGRIP SCREW

30# FELT

(1) PER BOARD

#12-24 X 2 3/4" TRAXX/4 SCREW

MULTI RIB PANEL (24 GA.)

T&G DECKING

PURLIN

TGMR-600

EVENLY DISPERSED. (NAILS NOT BY POLIGON)

NOTE:

WHEN NAILING DOWN FELT TO THE T&G DECKING

APPLY 3/4 LBS. (165 NAILS) OF NAILS PER 100 SQ. FT.

2023A

T&G DECKING

#12-24 X 2 3/4" TRAXX/4 SCREW

MID SPAN DETAIL TGMR-604

SPLICED OVER PURLIN

T&G DECKING

OVER ENTIRE ROOF

36" O.C. ALONG RIB

(1) EACH SIDE OF RIB

#9 X 1" WOODGRIP SCREW

30# FELT

(2) PER BOARD

MULTI RIB PANEL (24 GA.)

PURLIN

SHEET

7.2

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IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO BUILDING

COMPONENTS DETAILED WITHIN THESE DRAWINGS AND SUPPLIED BY

PORTER CORP AS WELL AS THE FOUNDATION DESIGN, IF APPLICABLE.

na th a n.

ke