24_1004 DESIGN.pdf

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

GENERAL:

2018 INTERNATIONAL BUILDING CODE w/ 2020 GA. AMD.

RISK CATEGORY: II

DEAD LOAD:

ROOF DEAD LOAD: 2 PSF

FRAME DEAD LOAD: SELF WEIGHT

LIVE LOAD:

ROOF LIVE LOAD: 20 PSF

SNOW DESIGN DATA:

GROUND SNOW LOAD (Pg): 5 PSF FLAT ROOF SNOW LOAD (Pf): 4 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): 11.68 PSF WIDTH OF SNOW DRIFT (w): 4.78 FT MINIMUM HORIZONTAL SEPARATION DISTANCE (s): 0 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: C

SEISMIC SITE CLASS: D DEFAULT

SHORT SPECTRAL RESPONSE (Ss): 0.55

1-SEC SPECTRAL RESPONSE (S1): 0.13

DESIGN SHORT SPECTRAL RESPONSE (SDS): 0.50

DESIGN 1-SEC SPECTRAL RESPONSE (SD1): 0.20

SEISMIC RESPONSE COEFFICIENT (Cs): 0.17

RESPONSE MODIFICATION COEFFICIENT (R): 3.00

EQUIVALENT LATERAL FORCE PROCEDURE

SEE CALCULATIONS FOR ADDITIONAL DATA

ADDITIONAL CRITERIA:

NONE

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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. 23-0915.11

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-00022589

AWS CERTIFIED WELDING FABRICATOR #221003F

MATERIALS:

DESCRIPTION

TUBE STEEL

SCHEDULE PIPE

RMT PIPE

LIGHT GAGE COLD FORMED

STRUCTURAL STEEL PLATE

ROOF PANELS (STEEL)

ANCHOR BOLTS

ASTM DESIGNATION

A500 (GRADE C)

A53 (GRADE B)

A519

A1003 (GRADE 50)

A36 A653

SEE SHEET 2.1

SHEET NUMBER DRAWING DESCRIPTION

CS COVER SHEET

1 ARCHITECTURAL ELEVATIONS

2-2.1 ANCHOR AND FOOTING LAYOUT / DETAILS

3-3.1 STRUCTURAL FRAMING PLAN

4-4.2 FRAME CONNECTION DETAILS

5 ELECTRICAL VIEWS-N/A

6-6.1 ROOF LAYOUT

7-7.3 ROOF CONNECTION DETAILS

SHEET

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PROJECT NAME:

PROJECT LOCATION:

DRAWING LIST:

BUILDING TYPE:

ROOF TYPE:

CALHOUN PARK

STANDING SEAM (22 GA)

CHE 30X44

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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.

CALHOUN, GA

MANUFACTURER NOTES:

DESIGN CRITERIA:

P18946BUILDING NUMBER:

2024B

78831ORDER NUMBER:

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FINISH GRADE

(ASSUMED AT CONSTANT

ELEVATION UNLESS

OTHERWISE NOTED)

15'-9 1/8"

REF

7'-6"

CLEAR

FINISH GRADE

(ASSUMED AT CONSTANT

ELEVATION UNLESS

OTHERWISE NOTED)

15'- 3/16"

REF

30'- 3/16"

REF

44'- 1/8"

REF

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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ANCHOR BOLT PATTERN1

2 BASE PLATE THICKNESS: 1/2"

40'-0"

26'-0"

47'-8 1/2"

REF

20'-0"

TYP.

32'-9 5/8"

REF.

SHEET 2

1 1/2" TYP 3"

TYP

1 1/8" THRU

ELECTRICAL ACCESS HOLE

4X 3/4" THRU

ANCHOR BOLT HOLE

7"

11"

ARROW TIP ON TEMPLATE

POINTS TO TRUSS SIDE OF COLUMN.

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.

ANCHOR AND FOOTING LAYOUT NOTES:

ANCHORS MUST BE CENTERED IN 1.

FOOTINGS

FOOTINGS MUST BE TURNED TO ALIGN 2.

WITH COLUMN AND TRUSS

CENTERLINE.

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ENSURE 3" CLEAR DISTANCE BETWEEN

EDGE OF REINFORCING AND EDGE OF

CONCRETE FOOTING (TOP, SIDE, AND BOTTOM)

MINIMUM

Ø

COLUMN

(LOCATED AT CENTER OF FOOTING)

FINISHED GRADE

(ASSUMED AT CONSTANT ELEVATION

UNLESS OTHERWISE NOTED)

TOP OF CONCRETE FOOTING

PIER FOOTING OPTION (INTERNAL ANCHOR BOLTS)

2 TIES IN THE TOP 5"

(4) PLACES

(ENSURE 1 1/2"

EXPOSED FROM TOP

OF FOOTING)

Ø

ANCHOR BOLT

(4) PLACES

FROM TOP OF FOOTING TO

TOP OF HEAD/THREADED NUT)

OPTIONAL SLAB &

EXPANSION MATERIAL

NOT BY MANUFACTURER

+1/2" -0"

FOOTING DESIGN BY MANUFACTURER, FOOTING MATERIALS BY OTHERS.

(TYPICAL WITH EACH COLUMN, QTY OF REINFORCING AND ANCHOR BOLTS

SPECIFIED IN NOTES REFLECT SITE SPECIFIC REQUIREMENTS)

5'-0"

3'-6"

(12) #7 VERTICAL BARS (EQ. SPACED)

#4 HORIZONTAL TIES AT 6" O.C. WITH

1/2" NUT

1/2" WASHER

1/2"X10" LONG

(8" EFFECTIVE EMBEDMENT

ENSURE 3" CLEAR DISTANCE BETWEEN

EDGE OF REINFORCING AND EDGE OF

CONCRETE FOOTING (TOP, SIDE, AND BOTTOM)

MINIMUM

Ø

MINIMUM

COLUMN

(LOCATED AT CENTER OF FOOTING)

FINISHED GRADE

(ASSUMED AT CONSTANT ELEVATION

UNLESS OTHERWISE NOTED)

TOP OF CONCRETE FOOTING

PIER FOOTING OPTION (INTERNAL ANCHOR BOLTS)

FOOTING DESIGN BY MANUFACTURER, FOOTING MATERIALS BY OTHERS.

(TYPICAL WITH EACH COLUMN, QTY OF REINFORCING SHOWN IN

DRAWINGS MAY NOT REFLECT REQUIREMENTS)

2 TIES IN THE TOP 5"

1/2" NUT

1/2" WASHER

(4) PLCS

(ENSURE 1 1/2"

EXPOSED FROM TOP

OF FOOTING

Ø1/2"X10" LONG

ANCHOR BOLT

(4) PLCS

(8" MINIMUM

EMBEDMENT INTO

CONCRETE FOOTING)

OPTIONAL SLAB &

EXPANSION MATERIAL

NOT BY MANUFACTURER

+1/2" -0"

5'-0"

3'-6"

(12) #7 VERTICAL BARS (EQ. SPACED)

#4 HORIZONTAL TIES AT 6" O.C. WITH

ENSURE 3" CLEAR DISTANCE BETWEEN

EDGE OF REINFORCING AND EDGE OF

CONCRETE FOOTING (TOP, SIDE, AND BOTTOM)

MINIMUM

MINIMUM

SQUARE

COLUMN

(LOCATED AT CENTER OF FOOTING)

FINISHED GRADE

(ASSUMED AT CONSTANT ELEVATION

UNLESS OTHERWISE NOTED)

TOP OF CONCRETE FOOTING

PAD FOOTING OPTION (INTERNAL ANCHOR BOLTS)

FOOTING DESIGN BY MANUFACTURER, FOOTING MATERIALS BY OTHERS.

(TYPICAL WITH EACH COLUMN, QTY OF REINFORCING SHOWN IN

DRAWINGS MAY NOT REFLECT REQUIREMENTS)

Ø1/2"X10" LONG

ANCHOR BOLT

(4) PLCS

(8" MINIMUM

EMBEDMENT INTO

CONCRETE FOOTING)

OPTIONAL SLAB &

EXPANSION MATERIAL

NOT BY MANUFACTURER

1/2" NUT

1/2" WASHER

(4) PLCS

(ENSURE 1 1/2

EXPOSED FROM TOP

OF FOOTING)

+1/2" -0"

EACH WAY, TOP & BOTTOM

1'-6"

5'-6"

(7) #5 VERTICAL BARS (EQ. SPACED)

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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:

FOUNDATIONS SHALL BEAR ON COMPETENT, UNDISTRUBED 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.

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.

ENSURE 3" CLEAR DISTANCE BETWEEN

EDGE OF REINFORCING AND EDGE OF

CONCRETE FOOTING (TOP, SIDE,

SQUARE

COLUMN

(LOCATED AT CENTER OF FOOTING)

FINISHED GRADE

(ASSUMED AT CONSTANT ELEVATION

UNLESS OTHERWISE NOTED)

TOP OF CONCRETE FOOTING

PAD FOOTING OPTION (INTERNAL ANCHOR BOLTS)

Ø

ANCHOR BOLT

(4) PLACES

FROM TOP OF FOOTING TO

TOP OF HEAD/THREADED NUT)

OPTIONAL SLAB &

EXPANSION MATERIAL

NOT BY MANUFACTURER

(4) PLACES

(ENSURE 1 1/2

EXPOSED FROM TOP

OF FOOTING)

+1/2" -0"

EACH WAY, TOP & BOTTOM

FOOTING DESIGN BY MANUFACTURER, FOOTING MATERIALS BY OTHERS.

(TYPICAL WITH EACH COLUMN, QTY OF REINFORCING AND ANCHOR BOLTS

SPECIFIED IN NOTES REFLECT SITE SPECIFIC REQUIREMENTS)

AND BOTTOM)

1'-6"

5'-6"

1/2"X10" LONG

(8" EFFECTIVE EMBEDMENT

1/2" NUT

1/2" WASHER

(7) #5 HORIZONTAL BARS (EQ. SPACED)

SPREAD PAD

VERTICAL BEARING 1500 PSF

LATERAL COHESION 130 PSF

DRILLED PIER

VERTICAL BEARING 1500 PSF

LATERAL BEARING 100 PSF/FT

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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ANCHOR BOLT NOTES - INTERNAL (ANCHOR BOLTS LOCATED WITHIN COLUMN):

ANCHOR BOLTS SHALL BE ASTM A307 (GRADE A) MATERIAL UNLESS OTHERWISE NOTED.1.

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. BE SURE TO KEEP THE ANCHOR BOLT TEMPLATE PROPERLY 7.

ORIENTED WHEN ELECTRICAL ACCESS TO THE COLUMN IS REQUIRED. TEMPLATE MUST BE REMOVED BEFORE INSTALLING COLUMNS.

THE CALCULATIONS FOR THIS STRUCTURE ASSUME A PINNED COLUMN BASE.8.

THE FOLLOWING ADHESIVE ANCHORS MAY BE SUBSTITUTED FOR THE CAST-IN-PLACE ANCHOR BOLTS:

-HILTI HIT-HY 200 (A OR R) V3 ADHESIVE WITH Ø 1/2" HAS-E ROD WITH 6" EFFECTIVE EMBEDMENT.

CONTRACTOR SHALL FOLLOW ALL INSTALLATION SPECIFICATIONS AND REQUIREMENTS OF ANCHOR MANUFACTURER.

9.

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

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

THE FOLLOWING ADHESIVE ANCHORS MAY BE SUBSTITUTED FOR THE CAST-IN-PLACE ANCHOR BOLTS:

-HILTI HIT-HY 200 (A OR R) V3 ADHESIVE WITH Ø 1/2" HAS-E ROD WITH 6" EFFECTIVE EMBEDMENT.

CONTRACTOR SHALL FOLLOW ALL INSTALLATION SPECIFICATIONS AND REQUIREMENTS OF ANCHOR MANUFACTURER.

10.

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.

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.

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SHEET 4.2

A-100

SHEET 4.2

P-100

ITEM QTY. PART NO. DESCRIPTION MATERIAL WEIGHT

28 2 - UP TRUSS_MID ASM HSS10"X6"X3/16" 128.65

27 2 - UP TRUSS_RH ASM HSS10"X6"X3/16" 143.60

26 2 - UP TRUSS_LH ASM HSS10"X6"X3/16" 143.60

25 8 - PURLIN ASM HSS6"X4"X1/8" 236.28

24 4 - UP E-TAIL ASM HSS6"X4"X1/8" 23.51

23 4 - LO E-TAIL ASM HSS6"X4"X1/8" 17.04

22 8 - EAVE BEAM ASM HSS6"X4"X1/8" 162.23

21 2 - UP T-TAIL ASM_MID HSS10"X6"X3/16" 24.20

20 2 - UP T-TAIL ASM_RH HSS10"X6"X3/16" 24.20

19 2 - UP T-TAIL ASM_LH HSS10"X6"X3/16" 24.20

18 4 - RH CMEM TAIL ASM HSS6"X4"X1/8" 16.49

17 4 - LH CMEM TAIL ASM HSS6"X4"X1/8" 16.49

16 2 - RIDGE BEAM ASM HSS6"X4"X1/8" 162.25

15 1 - MID C-TUBE ASM HSS8"X8"X5/8" 57.92

14 2 - C-TUBE ASM HSS8"X8"X5/8" 72.47

13 8 - C-MEMBER ASM HSS6"X4"X1/8" 162.25

12 2 - RH J-COLUMN ASM HSS8"X8"X5/8" 203.04

11 2 - LH J-COLUMN ASM HSS8"X8"X5/8" 203.14

10 2 - MID J-COLUMN ASM HSS8"X8"X5/8" 202.87

9 2 - LO TRUSS 1 ASM HSS12"X6"X3/16" 188.77

8 2 - LO TRUSS 2 ASM HSS12"X6"X3/16" 188.77

7 2 - LO TRUSS 3 ASM HSS12"X6"X3/16" 173.81

6 2 - RH T-MEM TAIL ASM HSS6"X4"X1/8" 17.15

5 2 - LH T-MEM TAIL ASM HSS6"X4"X1/8" 17.15

4 4 - TMEM ASM HSS6"X4"X1/8" 162.93

3 2 - MID COLUMN 1 ASM HSS10"X6"X3/16" 253.62

2 2 - RH COLUMN ASM HSS10"X6"X3/16" 245.41

1 2 - LH COLUMN ASM HSS10"X6"X3/16" 245.41

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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FINISH GRADE

(ASSUMED AT CONSTANT

ELEVATION UNLESS

OTHERWISE NOTED)

15'-6 13/16"

7'-6"

CLEAR

FINISH GRADE

(ASSUMED AT CONSTANT

ELEVATION UNLESS

OTHERWISE NOTED)

SHEET 4

K-100

SHEET 4

T-100

SHEET 4.1

J-100

SHEET 4.1

J-200

SHEET 4.1

E-100

SHEET 4.1

E-200

SHEET

3.1

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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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120.00°+- 30° 30°

AFTER SNUG TIGHT,

MATCH MARK PLATE

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

TO MEET AISC REQUIREMENTS.

THEN TURN BOLT/NUT PAST

SNUG TIGHT 1/3 TURN

STEP ONE:

STEP TWO:

COLUMN CONNECTIONS K-100 COMPRESSION MEMBER CONNECTION T-100

R by P

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(6

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LOWER TRUSS

TENSION MEMBER

T-MEM TAIL

COLUMN

NUT, HEX, 5/8-11

(2) PLCS EACH CONNECTION

1" PLATE

1/2" PLATE

3/4" FLG. PLT.

LOWER TRUSS TAIL

(HSS12"X6"X3/16")

WELDED TO COLUMN

NUT, HEX, 1-8

(4) PLCS EACH CONNECTION

BOLT, HEX, 5/8-11x2 A325

(2) PLCS EACH CONNECTION

3/8" PLATE

1/2" FLG. PLT.

3/8" PLATE

COMPRESSION TUBE

RIDGE BEAM RIDGE TAIL

(HSS6"X4"X1/8")

WELDED TO C-TUBE

UPPER TRUSS

UPPER TRUSS

5/8" PLATE

5/8" PLATE

1/2" PLATE

BOLT, HEX, 5/8-11x2 A325

(2) PLCS EACH CONNECTION

BOLT, HEX, 5/8-11x2-1/4 A325

(4) PLCS EACH CONNECTION

1/2" PLATE

RIDGE BEAM

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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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.

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

CONNECTED PLIES ARE IN FIRM CONTACT PRIOR TO PRETENSIONING.

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:

COVER PLATE

ATTACHED WITH POP RIVETS

(1P2903) (1) PER CLEAT

AT BOTTOM OF CONNECTION

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(6

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LOWER EAVE BEAM CONNECTION E-100LOWER J-COLUMN CONNECTION

NOTE:

CTUBE COVER PLATE

ATTACHED WITH POP RIVETS

(1P2903) (1) PER CLEAT

AT BOTTOM OF CONNECTION

J-100

UPPER EAVE BEAM CONNECTION E-200UPPER J-COLUMN CONNECTION J-200

J-COLUMN

CLERESTORY MEMBER C-MEM TAIL

LOWER TRUSS

NUT, HEX, 5/8-11

(2) PLCS EACH CONNECTION

BOLT, HEX, 5/8-11x2 A325

(4) PLCS EACH CONNECTION

5/8" PLATE

BOLT, HEX, 5/8-11x2 A325

(2) PLCS EACH CONNECTION

J-COLUMN

CLERESTORY MEMBER

C-MEM TAIL

UPPER TRUSS

NUT, HEX, 5/8-11

(2) PLCS EACH CONNECTION

3/8" PLATE

3/8" PLATE

5/8" PLATE

UPPER TRUSS TAIL

NUT, HEX, 5/8-11

(4) PLCS EACH CONNECTION

BOLT, HEX, 5/8-11x2 A325

(2) PLCS EACH CONNECTION

3/8" PLATE1/2" PLATE

1/2" PLATE

NUT, HEX, 5/8-11

(2) PLCS EACH CONNECTION

UPPER EAVE TAIL UPPER EAVE BEAM

COVER ACCESS HOLES WITH

GRACE ICE AND WATER

SHIELD BEFORE ATTACHING

ROOF DECKING.

UPPER TRUSS TAIL

3/8" PLATE3/8" PLATE

NUT, HEX, 5/8-11

(2) PLCS EACH CONNECTION

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

(2) PLCS EACH CONNECTION

UPPER EAVE BEAM

3/8" PLATE

LOWER TRUSS TAIL

LOWER EAVE BEAM

LOWER EAVE TAIL

COVER ACCESS HOLES WITH

GRACE ICE AND WATER

SHIELD BEFORE ATTACHING

ROOF DECKING.

3/8" PLATE3/8" PLATE

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

(2) PLCS EACH CONNECTION

NUT, HEX, 5/8-11

(2) PLCS EACH CONNECTION

3/8" PLATE

LOWER EAVE BEAM

SHEET

4.1

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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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(6

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ANCHOR ACCESS COVER PLATE A-100

U-CLIP

INSIDE FACE

OF TENSION MEMBER

OUTSIDE FACE

OF TENSION MEMBER

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

(1P2905)

12" O.C. BOTH SIDES

REMOVE METAL SHAVINGS

UC-100

NOTE:

U-CLIP MUST BE ATTACHED TO

TENSION MEMBER AS SHOWN

PRIOR TO BUILDING ASSEMBLY.

U-CLIP CONNECTION

U-CLIP SHOULD NOT

REST ON WELD SEAM

IF TUBE HAS DRAIN HOLES

NEAR TUBE END, ATTACH U-CLIP

SO HOLES FACE UP.

12" O.C. BOTH SIDES

(1P2905)

1 1/2" ONE STEP SCREW

RIDGE BEAM

HAT CHANNEL

HAT CHANNEL CONNECTION HC-100PURLIN CONNECTION

NOTE: ENSURE PURLIN CONNECTIONS ARE

EVENLY SPACED BETWEEN TRUSS MEMBERS

BEFORE INSTALLING SIDE SCREWS

P-100

COLUMN

(1) COVER PLATE (1M1002950)

(1) COVER STRAP (1K1002)

(1) ONE WAY SCREW (1P3089)

PURLIN TAIL

(HSS6"X4"X1/8")

WELDED TO TRUSS

PURLIN

TRUSS

(7) #12-24 x 1 1/2

ONE STEP SCREW

(1P2905FNULL)

(3) ALONG TOP

(2) ALONG EACH SIDE

EACH CONNECTION

SHEET

4.2

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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.

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SHEET 7

SS-101

SHEET 7

SS-200

SHEET 7.1

SS-400

SHEET 7.1

SS-501

SHEET 7.2

SS-600

SHEET 7.2

SS-902

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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(6

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7'-10 5/16"

9'-7 3/8"

2"

2"

1'-7 13/16"

1'-6 13/16"

3'-7 5/8"

1'-4 5/16"

2'-11 15/16"

RIDGE BEAM

CLERESTORY MEMBER

EAVE BEAM

EAVE BEAM

STANDING SEAM ROOF (22 GA)

STANDING SEAM ROOF (22 GA)

TENSION MEMBER

PURLIN

PURLIN

44'-0"

7'-10 5/16"

1'-4 3/16"

STANDING SEAM PANELS

NEED TO BE FIELD CUT TO LENGTH.

STANDING SEAM PANELS

MUST BE INSTALLED LEFT TO RIGHT

9'-7 3/8"

44'-0"

1'-4 3/16"

STANDING SEAM PANELS

NEED TO BE FIELD CUT TO LENGTH.

STANDING SEAM PANELS

MUST BE INSTALLED LEFT TO RIGHT

SHEET

6.1

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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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STANDING SEAM INSTALLATION 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.

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(6

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#12-14x1 1/4" SELF DRILLING

SCREW.

#12-14x3/4" SELF DRILLING SCREW

#10x1" PANCAKE HEAD

SELF TAPPING SCREW

1/8" POP RIVET

PART DESCRIPTIONS:

SS-101

2022B

EAVE DETAIL

EAVE BEAM

TENSION MEMBER

ROOF CLIP

SELF-DRILLING SCREWS

STANDING SEAM PANEL (22 GA.)

OFFSET CLEAT

(OVERHANG 1")

FIELD BEND PANEL

SLIDE AROUND PANEL

(2) #10x1" PANCAKE HEAD

AND SIDES)

(ALONG TOP, BOTTOM,

BUTYL TAPE

(EACH SIDE OF RIB)

DRILLING SCREW

#12-24 X 1-1/4" SELF

12" O.C.

DRILLING SCREW

#12-14 X 3/4" SELF

U-CLIP

24" O.C.

POP RIVET

CLERESTORY MEMBER

C-CLOSURE

HIGH SIDE TRIM

STANDING SEAM PANEL (22 GA.)

2022B

HIGH SIDE DETAIL (VIEWING FROM ABOVE) SS-200

SHEET

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O

F C

O N

N

EC

TIO

N

D

ET

A

IL

S C

A D

M O

D

EL

D

RA

W

IN

G

:C A

LH

O

UN

P

A

RK

C al ho un

, G A

O

RD

ER

N O

A

C

RE

A

TIO

N D

A

TE

: 5/

/2

N

TS

4/ 4/

~P

PR

IN

T D

A

TE

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.

m ax

.m ac d er m

P

O R

TE

R

C O

R P

W W

W .P

O

LI

G O

N .C

O M

M A

IN

6)

-3

FI

EL

D

S U

PP

O

R T:

(6

) 8

-3

AND ENDS)

(ALONG TOP, BOTTOM,

BUTYL TAPE

12" O.C.

POP RIVET

RAKE CLOSURE

TOP AND SIDE

12" O.C.

DRILLING SCREW

#12-14 X 3/4" SELF

RAKE TRIM

STANDING SEAM PANEL (22 GA.)

TRUSS

SS-400RAKE DETAIL

2022A

RIDGE DETAIL

(6" OVERLAP)

2022A

SS-501

STANDING SEAM PANEL (22 GA.)

RIDGE CAP

C-CLOSURE

(TRIM TO FIT)

RIDGE BEAM

AND/OR TAIL

#12-14 X 3/4" SELF

DRILLING SCREW

12" O.C.

#12-24 X 1-1/4" SELF

DRILLING SCREW

(1) @ EACH SIDE OF RIB

BUTYL TAPE

(ALONG TOP, BOTTOM,

AND ENDS)

RIDGE CAP

HAT CHANNEL

SHEET

7.1

PR

O

JE

C

T:

PR

O

JE

C

T L

O C

A

TIO

N

RO

O

F C

O N

N

EC

TIO

N

D

ET

A

IL

S C

A D

M O

D

EL

D

RA

W

IN

G

:C A

LH

O

UN

P

A

RK

C al ho un

, G A

O

RD

ER

N O

A

C

RE

A

TIO

N D

A

TE

: 5/

/2

N

TS

4/ 4/

~P

PR

IN

T D

A

TE

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.

m ax

.m ac d er m

P

O R

TE

R

C O

R P

W W

W .P

O

LI

G O

N .C

O M

M A

IN

6)

-3

FI

EL

D

S U

PP

O

R T:

(6

) 8

-3

(2) #10x1" PANCAKE HEAD

ROOF CLIP

SELF-DRILLING SCREWS

TAIL

AND/ OR

PURLIN

STANDING SEAM PANEL (22 GA.)

SS-600PURLIN DETAIL

2022B

(THROUGH TRIM AND TAB)

#12-14 X 3/4" SELF DRILLING SCREW

FORMED IN FIELD

TAB CUT AND

RAKE TRIM

STANDING SEAM PANEL

SS-902RAKE DETAIL

2023A

SHEET

7.2

PR

O

JE

C

T:

PR

O

JE

C

T L

O C

A

TIO

N

RO

O

F C

O N

N

EC

TIO

N

D

ET

A

IL

S C

A D

M O

D

EL

D

RA

W

IN

G

:C A

LH

O

UN

P

A

RK

C al ho un

, G A

O

RD

ER

N O

A

C

RE

A

TIO

N D

A

TE

: 5/

/2

N

TS

4/ 4/

~P

PR

IN

T D

A

TE

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.

m ax

.m ac d er m

P

O R

TE

R

C O

R P

W W

W .P

O

LI

G O

N .C

O M

M A

IN

6)

-3

FI

EL

D

S U

PP

O

R T:

(6

) 8

-3

-STANDING SEAM PANELS COME PRE-NOTCHED FROM THE FACTORY

-PANELS MUST BE INSTALLED FROM LEFT TO RIGHT (FEMALE LEG ON LEFT, MALE LEG ON THE RIGHT

-HEM TOOL NOT PROVIDED AS PART OF THE ROOF KIT

2022A

HEM DETAIL SS HEM

HEM TOOL

SLIDE OVER PANEL

STANDING SEAM PANEL (22 GA.)

FINISHED HEM

HEM STANDING SEAM

PANEL OVER OFFSET CLEAT

SHEET

7.3

PR

O

JE

C

T:

PR

O

JE

C

T L

O C

A

TIO

N

RO

O

F C

O N

N

EC

TIO

N

D

ET

A

IL

S C

A D

M O

D

EL

D

RA

W

IN

G

:C A

LH

O

UN

P

A

RK

C al ho un

, G A

O

RD

ER

N O

A

C

RE

A

TIO

N D

A

TE

: 5/

/2

N

TS

4/ 4/

~P

PR

IN

T D

A

TE

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.

m ax

.m ac d er m