TAUPE SAND (XT), PVDF TAUPE SAND (XT), PVDF TAUPE SAND (XT), PVDF Ga. 24 STANDING SEAM 360 (SS3) HIGH SYSTEM w/ THERMAL SPACERS GALVALUME PLUS (GM) Ga. 26 KIRBY WALL (KW1) TAUPE SAND (XT), PVDF DOWNSPOUTS: FRAMED OPENING TRIM: BASE TRIM: WALL CORNER TRIM: ROOF LINE TRIM: TYPE: TYPE: ROOF PANELS WALL PANELS COLOR: COLOR: TAUPE SAND (XT), PVDF GP - GRAY PRIMER ROOF SECONDARY: STRUCTURAL FRAMING: GP - GRAY PRIMER PRIMER GP - GRAY PRIMER WALL SECONDARY: NOTE: ANY VARIANCE FROM THE PANEL TYPES OR COLORS LISTED HERE WILL BE NOTED ON THE ELEVATION DRAWINGS. TYPE: LINER PANELS COLOR: TAUPE SAND (XT), PVDF TRIM COLORS GENERAL NOTES: GLOSSARY OF ABBREVIATIONS: 7. ASTM DESCRIPTION 1. STRUCTURAL PRIMER NOTE: 2. BUILDING ERECTION NOTES: 3. A325 & A490 BOLT TIGHTENING REQUIREMENTS: 5. GENERAL DESIGN NOTES: 6. AS529 / A572 / A1011 A36 / A529 / A572 / A500 A500 A500 A653 / A1011 A653 / A792 A307 / A325 / A490 A475 A529 / A572 SHOP COAT PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR A SHORT PERIOD OF TIME. STORAGE IN EXTREME COLD TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDING TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFFECT THE DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND ERECTION ARE UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING MANUFACTURER. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE PRIMER OR CORROSION THAT MAY RESULT FROM ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. THE GENERAL CONTRACTOR AND/OR ERECTOR IS RESPONSIBLE TO SAFELY AND PROPERLY ERECT THE METAL BUILDING SYSTEM IN CONFORMANCE WITH THESE DRAWINGS, OSHA REQUIREMENTS, AND EITHER MBMA OR CSA S16 STANDARDS PERTAINING TO PROPER ERECTION. TEMPORARY SUPPORTS SUCH AS GUYS, BRACES, FALSEWORK, CRIBBING, OR OTHER ELEMENTS FOR ERECTION ARE TO BE DETERMINED, FURNISHED, AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUST SECURE THE STEEL FRAMING, OR PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED IN ADDITION TO LOADS RESULTING FROM THE ERECTION OPERATION. SECONDARY WALL AND ROOF FRAMING (GIRTS, PURLINS, AND/OR JOISTS) ARE NOT DESIGNED TO FUNCTION AS A WORKING PLATFORM OR TO PROVIDE AS AN ANCHORAGE POINT FOR A FALL ARREST / SAFETY TIE OFF. a) BUILDING SUPPORTS A CRANE SYSTEM WITH A CAPACITY GREATER THAN 5 TONS. b) BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT OR STRESS-REVERSALS ON THE CONNECTIONS. THE ENGINEER-OF-RECORD FOR THE PROJECT SHOULD BE CONSULTED TO EVALUATE FOR THIS CONDITION. c) THE PROJECT SITE IS LOCATED IN A HIGH SEISMIC AREA. FOR IBC-BASED CODES, "HIGH SEISMIC AREA" IS DEFINED AS "SEISMIC DESIGN CATEGORY" OF "D", "E", OR "F". SEE THE "BUILDING LOADS" SECTION OF THIS PAGE FOR THE DEFINED SEISMIC DESIGN CATEGORY FOR THIS PROJECT. d) ANY CONNECTION DESIGNATED IN THESE DRAWINGS AS "A325-SC" OR "SLIP-CRITICAL (SC)" CONNECTIONS MUST BE FREE OF PAINT, OIL, OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE. 1) ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCE WITH ANSI/AISC 360 “SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" OR THE CAN/CSA S16 “LIMIT STATES DESIGN OF STEEL STRUCTURES”, AS REQUIRED BY THE SPECIFIED BUILDING CODE. 2) ALL WELDING OF STRUCTURAL STEEL IS BASED ON EITHER AWS D1.1 “STRUCTURAL WELDING CODE – STEEL” OR CAN/CSA W59 “WELDED STEEL CONSTRUCTION (METAL ARC WELDING)”, AS REQUIRED BY THE SPECIFIED BUILDING CODE. 3) ALL COLD FORMED MEMBERS ARE DESIGNED IN ACCORDANCE WITH ANSI/AISI 100 OR THE CAN/CSA S136 “SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS”, AS REQUIRED BY THE SPECIFIED BUILDING CODE. 4) ALL WELDING OF COLD FORMED STEEL IS BASED ON AWS D1.3 “STRUCTURAL WELDING CODE – SHEET STEEL” OR CAN/CSA W59 “WELDED STEEL CONSTRUCTION (METAL ARC WELDING)”, AS REQUIRED BY THE SPECIFIED BUILDING CODE. 5) THIS MANUFACTURING FACILITY IS IAS AC-472 ACCREDITED AND CAN/CSA A660 AND W47.1 CERTIFIED (IF APPLICABLE) FOR THE DESIGN AND MANUFACTURING OF METAL BUILDING SYSTEMS. 6) IF JOISTS ARE INCLUDED WITH THIS PROJECT, THEY ARE SUPPLIED AS A PART OF THE SYSTEMS ENGINEERED METAL BUILDING AND ARE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 1926.758 OF OSHA SAFETY STANDARDS FOR STEEL ERECTION DATED JANUARY 18, 2001. THE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF THE METAL BUILDING MANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER’S SEAL PERTAINS ONLY TO THE REQUIREMENTS LISTED HEREIN FOR THE MATERIALS DESIGNED AND SUPPLIED BY THE METAL BUILDING MANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED OR ENGAGED BY THE METAL BUILDING MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. ?? = PART MARK TO BE DETERMINED AND WILL BE UPDATED ON CONSTRUCTION DRAWINGS MATERIALS STRUCTURAL STEEL PLATE HOT ROLLED MILLS SHAPES HSS ROUND HSS RECTANGULAR COLD FORM SHAPES ROOF AND WALL SHEETING BOLTS CABLE RODS IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. FOR PROJECTS IN THE UNITED STATES SEE THE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS OR FOR PROJECTS IN CANADA, SEE THE CAN/CSA S16 LIMIT STATES DESIGN OF STEEL STRUCTURES FOR MORE INFORMATION. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (I.E., "SNUG-TIGHT" OR "FULLY-PRETENSIONED"), UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR CONTRACT REQUIREMENTS: SECONDARY MEMBER (PURLIN, GIRT, OPENING FRAMING, ETC.) AND FLANGE BRACE CONNECTIONS MAY ALWAYS BE "SNUG-TIGHT", UNLESS INDICATED OTHERWISE IN THESE DRAWINGS. A) ALL A490 BOLTS SHALL BE "FULLY-PRETENSIONED". B) ALL A325 BOLTS IN PRIMARY FRAMING (RIGID FRAMES AND BRACING) MAY BE "SNUG-TIGHT", EXCEPT AS FOLLOWS: "FULLY-PRETENSION" A325 BOLTS IF: C) IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "FULLY PRE-TENSIONED", EXCEPT FOR SECONDARY MEMBERS (PURLINS, GIRTS, OPENING FRAMING, ETC.) AND FLANGE BRACES. PL = PLATE REQ’D = REQUIRED REV. = REVISION SIM = SIMILAR SL = STEEL LINE SLV = SHORT LEG VERTICAL TBD = TO BE DETERMINED TYP = TYPICAL U.N.O. = UNLESS NOTED OTHERWISE A.B. = ANCHOR BOLTS B.U. = BUILT-UP BS = BOTH SIDES DIA = DIAMETER F.S. = FAR SIDE FLG = FLANGE GA. = GAUGE H.S.B. = HIGH STRENGTH BOLTS HT. = HEIGHT LLV = LONG LEG VERTICAL M.B. = MACHINE BOLTS MAX = MAXIMUM MBS = METAL BUILDING SUPPLIER MIN = MINIMUM N.S. = NEAR SIDE N/A = NOT APPLICABLE NIC = NOT IN CONTRACT O.A.L. = OVERALL LENGTH O.C. = ON CENTER KIRBY BUILDING SYSTEMS 124 KIRBY DRIVE PORTLAND, TN 37148 PHONE: 615-325-4165 OHIO (OBC 2017) 20.00 II - STANDARD BUILDINGS 20.00 1.00 1.00 115 89 C 28 38 NO 0.165 0.057 0.176/0.091 D 1.00 B EQUIVALENT LATERAL FORCE PROCEDURE NOT DETAILED FOR SEISMIC OH MARION *** CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. KIRBY'S CUSTOMER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. DESIGN LOADS HAVE BEEN APPLIED IN ACCORDANCE WITH THE FOLLOWING. PROJECT BUILDING LOADS NOTES: 1) COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC EQUIPMENT, CEILINGS, ETC., ARE SUSPENDED FROM ROOF MEMBERS, CONSULT THE M.B.S. IF THESE CONCENTRATED LOADS EXCEED 500 POUNDS (USING THE WEB MOUNT DETAIL), OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. 2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED BY THE MORE CRITICAL EFFECT OF ROOF LIVE LOAD OR ROOF SNOW LOAD, AS DETERMINED BY THE APPLICABLE CODE. 3) ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR THE WELDING PROCESSES AND POSITIONS TO BE USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS ACCEPTANCE CRITERIA (TABLE 6.1) IN ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES USED FOR ALL FIELD WELD PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS D1.1 FOR GROUP II MATERIAL GREATER THAN OR EQUAL TO 0.125" THICK OR TABLE1.2 IN AWS D1.3 FOR MATERIAL LESS THAN 0.125" THICK AND ALL FILLER MATERIAL MUST HAVE A Fu OF 70 KSI. 4) ALL EXTERIOR COMPONENTS (WINDOWS, DOORS, ETC) MUST MEET WIND LOADING REQUIREMENTS FOR THE BUILDING CODE LISTED ABOVE OR MUST BE ADEQUATELY PROTECTED DURING A HIGH WIND EVENT. ALL GLAZING AND OTHER APPLICABLE OPENINGS IN WINDBORNE DEBRIS REGIONS MUST BE IMPACT-RESISTANT OR PROTECTED WITH AN IMPACT-RESISTANT COVERING. IMPACT RESISTANT MATERIALS MUST MEET THE LARGE AND/OR SMALL MISSILE TEST OF ASTM E 1996 AND ASTM E 1886. DESIGN CODE: ROOF LIVE LOAD: REDUCIBLE PER CODE psf RISK CATEGORY: NOMINAL DESIGN WIND SPEED: ULTIMATE DESIGN WIND SPEED: SNOW IMPORTANCE FACTOR, I : GROUND SNOW LOAD: WIND EXPOSURE: psf S SNOW EXP. FACTOR, Ce: mph (Vult) mph (Vasd) DESIGN SUCTION / PRESSURE FOR WALL COMPONENTS AND CLADDING NOT DESIGNED OR PROVIDED BY KBS: + PSF / - PSF SEISMIC IMP. FACTOR, I : DESIGN (Sds / Sd1) : SEISMIC INFORMATION: UL-90 : e Ss: S1: SEISMIC DESIGN CATEGORY: SITE CLASS: STATE: COUNTY: BASIC SFRS: ANALYSIS PROCEDURE: FOR RISK CATEGORY I OR II BUILDINGS, IBC ALLOWS FOR SINGLE STORY BUILDINGS TO HAVE NO LIMIT FOR SEISMIC STORY DRIFT. PLEASE NOTE THAT ANY INTERIOR WALLS, PARTITIONS, CEILINGS, AND EXTERIOR WALLS SHOULD BE DETAILED (BY OTHERS) TO ACCOMMODATE THIS STORY DRIFT. *** BLDG. (psf) ROOF DEAD Pri (psf) Sec (psf) Ct Cs Ps (psf) SNOW LOAD Pm (psf) Enclosure WIND GCpi R SEISMIC Cs V (kips) ** * BUILDING SPECIFIC LOADING INFORMATION * DEAD LOAD: NORMAL WEIGHT OF METAL BUILDING COMPONENTS, NOT INCLUDING PRIMARY FRAMING, AS SUPPLIED BY THE MANUFACTURER ** Pm IS BASED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BUILDING CODE OR THE CONTRACT-SPECIFIED ROOF SNOW LOAD, WHICHEVER IS GREATER. THIS VALUE, Pm, IS ONLY APPLIED IN COMBINATION WITH DEAD AND COLLATERAL LOADS. ROOF SNOW IN OTHER LOADING CONDITIONS IS DETERMINED PER THE SPECIFIED BUILDING CODE. NUMBER SHEET DESCRIPTION CONTENTS AB1 ANCHOR BOLT PLAN C1 - C2 COVER SHEET(S) E1 - E10 ERECTION DRAWINGS D1 - D4 ERECTION DETAILS S1 - S6 SHEETING & LINER DRAWINGS SD1 - SD5 SHEETING & LINER DETAILS A 2.5 5.0 5.0 1.0 1.00 14.00 20.00 Enclosed ±0.18 3.00 0.059 4.7 C1 COVERSHEET JOB NUMBER ADDRESS PROJECT NAME CUSTOMER NAME DRAWING STATUS SHEET DRAWING TITLE FOR CONSTRUCTION K20G0755A STEVENS CONSTRUCTION CO INC MARION, OH 43302 1339 EAST FAIRGROUNDS RD (615) 325-4165 RELEASE / REVISION ENG DATE 0 ANCHOR BOLT DUG/DUG LMF 11/04/2020 1 PERMITS DUG/DUG LMF 11/04/2020 2 CONSTRUCTION JBA / CJL LMF 12/08/2020 SPECIAL INSPECTION: 4. SPECIAL INSPECTIONS AND TESTING THAT MAY BE REQUIRED BY GOVERNMENTAL OR OTHER AUTHORITY DURING CONSTRUCTION AND/OR STEEL FABRICATION (COLLECTIVELY, "INSPECTIONS") ARE NOT THE RESPONSIBILITY OF NBG, AND TO THE EXTENT REQUIRED IT SHALL BE THE RESPONSIBILITY OF THE BUILDER AND/OR OWNER. IN THE EVENT INSPECTIONS ARE REQUIRED, THE BUILDER AND/OR OWNER SHALL EMPLOY A THIRD PARTY QUALITY ASSURANCE TESTING AGENCY APPROVED BY THE RELEVANT AUTHORITY. IF SUCH REQUIREMENTS ARE NOT SPECIFICALLY INCLUDED IN NBG SALES DOCUMENTS, NO INSPECTIONS BY NBG OR AT ANY NBG FACILITY SHALL BE MADE. ALL NBG FACILITIES ARE ACCREDITED BY IAS AC472. Ga. 26 KIRBY RIB (KR2) POLAR WHITE, SMP (PW) POLAR WHITE, SMP (PW) LINER TRIM: 01/22/2021
28
Embed
KIRBY BUILDING SYSTEMS GENERAL NOTES: 124 KIRBY DRIVE ...
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
TAUPE SAND (XT), PVDF
TAUPE SAND (XT), PVDF
TAUPE SAND (XT), PVDF
Ga.24 STANDING SEAM 360 (SS3)
HIGH SYSTEM w/ THERMAL SPACERS
GALVALUME PLUS (GM)
Ga.26 KIRBY WALL (KW1)
TAUPE SAND (XT), PVDF
DOWNSPOUTS:
FRAMED OPENING TRIM:
BASE TRIM:
WALL CORNER TRIM:
ROOF LINE TRIM:
TYPE:
TYPE:
ROOF PANELS
WALL PANELS
COLOR:
COLOR:
TAUPE SAND (XT), PVDF
GP - GRAY PRIMERROOF SECONDARY:
STRUCTURAL FRAMING: GP - GRAY PRIMER
PRIMER
GP - GRAY PRIMERWALL SECONDARY:
NOTE: ANY VARIANCE FROM THE PANEL TYPES OR COLORS
LISTED HERE WILL BE NOTED ON THE ELEVATION DRAWINGS.
SHOP COAT PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR A SHORT PERIOD OFTIME. STORAGE IN EXTREME COLD TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDINGTRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFFECT THEDURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDETHE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF AFIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOPCOAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND ERECTION AREUNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING MANUFACTURER.METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR THE DETERIORATION OF THEPRIMER OR CORROSION THAT MAY RESULT FROM ATMOSPHERIC AND ENVIRONMENTALCONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING.
THE GENERAL CONTRACTOR AND/OR ERECTOR IS RESPONSIBLE TO SAFELY AND PROPERLY ERECTTHE METAL BUILDING SYSTEM IN CONFORMANCE WITH THESE DRAWINGS, OSHA REQUIREMENTS,AND EITHER MBMA OR CSA S16 STANDARDS PERTAINING TO PROPER ERECTION. TEMPORARYSUPPORTS SUCH AS GUYS, BRACES, FALSEWORK, CRIBBING, OR OTHER ELEMENTS FOR ERECTIONARE TO BE DETERMINED, FURNISHED, AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUSTSECURE THE STEEL FRAMING, OR PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADSCOMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED IN ADDITION TOLOADS RESULTING FROM THE ERECTION OPERATION. SECONDARY WALL AND ROOF FRAMING(GIRTS, PURLINS, AND/OR JOISTS) ARE NOT DESIGNED TO FUNCTION AS A WORKING PLATFORM ORTO PROVIDE AS AN ANCHORAGE POINT FOR A FALL ARREST / SAFETY TIE OFF.
a) BUILDING SUPPORTS A CRANE SYSTEM WITH A CAPACITY GREATER THAN 5 TONS.b) BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT OR
STRESS-REVERSALS ON THE CONNECTIONS. THE ENGINEER-OF-RECORD FORTHE PROJECT SHOULD BE CONSULTED TO EVALUATE FOR THIS CONDITION.
c) THE PROJECT SITE IS LOCATED IN A HIGH SEISMIC AREA. FOR IBC-BASED CODES, "HIGH SEISMICAREA" IS DEFINED AS "SEISMIC DESIGN CATEGORY" OF "D", "E", OR "F". SEE THE "BUILDING LOADS"SECTION OF THIS PAGE FOR THE DEFINED SEISMIC DESIGN CATEGORY FOR THIS PROJECT.
d) ANY CONNECTION DESIGNATED IN THESE DRAWINGS AS "A325-SC" OR "SLIP-CRITICAL (SC)"CONNECTIONS MUST BE FREE OF PAINT, OIL, OR OTHER MATERIALS THAT REDUCE FRICTION ATCONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE.
1) ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCEWITH ANSI/AISC 360 “SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" OR THE CAN/CSAS16 “LIMIT STATES DESIGN OF STEEL STRUCTURES”, AS REQUIRED BY THE SPECIFIED BUILDING CODE.
2) ALL WELDING OF STRUCTURAL STEEL IS BASED ON EITHER AWS D1.1 “STRUCTURAL WELDINGCODE – STEEL” OR CAN/CSA W59 “WELDED STEEL CONSTRUCTION (METAL ARC WELDING)”, ASREQUIRED BY THE SPECIFIED BUILDING CODE.
3) ALL COLD FORMED MEMBERS ARE DESIGNED IN ACCORDANCE WITH ANSI/AISI 100 OR THECAN/CSA S136 “SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL STRUCTURALMEMBERS”, AS REQUIRED BY THE SPECIFIED BUILDING CODE.
4) ALL WELDING OF COLD FORMED STEEL IS BASED ON AWS D1.3 “STRUCTURAL WELDING CODE –SHEET STEEL” OR CAN/CSA W59 “WELDED STEEL CONSTRUCTION (METAL ARC WELDING)”,AS REQUIRED BY THE SPECIFIED BUILDING CODE.
5) THIS MANUFACTURING FACILITY IS IAS AC-472 ACCREDITED AND CAN/CSA A660 AND W47.1CERTIFIED (IF APPLICABLE) FOR THE DESIGN AND MANUFACTURING OF METAL BUILDING SYSTEMS.
6) IF JOISTS ARE INCLUDED WITH THIS PROJECT, THEY ARE SUPPLIED AS A PART OF THE SYSTEMSENGINEERED METAL BUILDING AND ARE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTSOF SECTION 1926.758 OF OSHA SAFETY STANDARDS FOR STEEL ERECTION DATED JANUARY 18, 2001.
THE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF THE METAL BUILDINGMANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER’S SEAL PERTAINS ONLY TO THEREQUIREMENTS LISTED HEREIN FOR THE MATERIALS DESIGNED AND SUPPLIED BY THE METAL BUILDINGMANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESEDRAWINGS IS EMPLOYED OR ENGAGED BY THE METAL BUILDING MANUFACTURER AND DOES NOT SERVEAS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH.
?? = PART MARK TO BE DETERMINED AND WILL BE UPDATED ON CONSTRUCTION DRAWINGS
MATERIALS
STRUCTURAL STEEL PLATEHOT ROLLED MILLS SHAPESHSS ROUNDHSS RECTANGULARCOLD FORM SHAPESROOF AND WALL SHEETINGBOLTSCABLERODS
IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCEWITH APPLICABLE REGULATIONS. FOR PROJECTS IN THE UNITED STATES SEE THE RCSCSPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS OR FOR PROJECTS IN CANADA,SEE THE CAN/CSA S16 LIMIT STATES DESIGN OF STEEL STRUCTURES FOR MORE INFORMATION.
THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (I.E., "SNUG-TIGHT"OR "FULLY-PRETENSIONED"), UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION ORCONTRACT REQUIREMENTS:
SECONDARY MEMBER (PURLIN, GIRT, OPENING FRAMING, ETC.) AND FLANGE BRACE CONNECTIONSMAY ALWAYS BE "SNUG-TIGHT", UNLESS INDICATED OTHERWISE IN THESE DRAWINGS.
A) ALL A490 BOLTS SHALL BE "FULLY-PRETENSIONED".B) ALL A325 BOLTS IN PRIMARY FRAMING (RIGID FRAMES AND BRACING) MAY BE "SNUG-TIGHT",
EXCEPT AS FOLLOWS: "FULLY-PRETENSION" A325 BOLTS IF:
C) IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "FULLY PRE-TENSIONED", EXCEPT FORSECONDARY MEMBERS (PURLINS, GIRTS, OPENING FRAMING, ETC.) AND FLANGE BRACES.
PL = PLATEREQ’D = REQUIREDREV. = REVISIONSIM = SIMILARSL = STEEL LINESLV = SHORT LEG VERTICALTBD = TO BE DETERMINEDTYP = TYPICALU.N.O. = UNLESS NOTED OTHERWISE
A.B. = ANCHOR BOLTSB.U. = BUILT-UPBS = BOTH SIDESDIA = DIAMETERF.S. = FAR SIDEFLG = FLANGEGA. = GAUGEH.S.B. = HIGH STRENGTH BOLTSHT. = HEIGHTLLV = LONG LEG VERTICAL
M.B. = MACHINE BOLTSMAX = MAXIMUMMBS = METAL BUILDING SUPPLIERMIN = MINIMUMN.S. = NEAR SIDEN/A = NOT APPLICABLENIC = NOT IN CONTRACTO.A.L. = OVERALL LENGTHO.C. = ON CENTER
CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER TO THE STRUCTURAL
COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS
INDICATED. KIRBY'S CUSTOMER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE
LOCAL BUILDING DEPARTMENT. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR
THIS CONSTRUCTION PROJECT. DESIGN LOADS HAVE BEEN APPLIED IN ACCORDANCE WITH THE FOLLOWING.
PROJECT BUILDING LOADS
NOTES:
1) COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED.
WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC EQUIPMENT, CEILINGS, ETC., ARE SUSPENDED FROM
ROOF MEMBERS, CONSULT THE M.B.S. IF THESE CONCENTRATED LOADS EXCEED 500 POUNDS (USING THE WEBMOUNT DETAIL), OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED
SIGNIFICANTLY MORE THAN OTHERS.
2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED BY THE MORE CRITICAL
EFFECT OF ROOF LIVE LOAD OR ROOF SNOW LOAD, AS DETERMINED BY THE APPLICABLE CODE.
3) ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR THE WELDING PROCESSES AND
POSITIONS TO BE USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS
ACCEPTANCE CRITERIA (TABLE 6.1) IN ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES
USED FOR ALL FIELD WELD PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS D1.1 FOR GROUP II MATERIALGREATER THAN OR EQUAL TO 0.125" THICK OR TABLE1.2 IN AWS D1.3 FOR MATERIAL LESS THAN 0.125" THICK AND
ALL FILLER MATERIAL MUST HAVE A Fu OF 70 KSI.
4) ALL EXTERIOR COMPONENTS (WINDOWS, DOORS, ETC) MUST MEET WIND LOADING REQUIREMENTS FOR THEBUILDING CODE LISTED ABOVE OR MUST BE ADEQUATELY PROTECTED DURING A HIGH WIND EVENT. ALL GLAZING
AND OTHER APPLICABLE OPENINGS IN WINDBORNE DEBRIS REGIONS MUST BE IMPACT-RESISTANT OR
PROTECTED WITH AN IMPACT-RESISTANT COVERING. IMPACT RESISTANT MATERIALS MUST MEET THE LARGE
AND/OR SMALL MISSILE TEST OF ASTM E 1996 AND ASTM E 1886.
DESIGN CODE:
ROOF LIVE LOAD:
REDUCIBLE PER CODE
psf RISK CATEGORY:
NOMINAL DESIGN WIND SPEED:
ULTIMATE DESIGN WIND SPEED:
SNOW IMPORTANCE FACTOR, I :
GROUND SNOW LOAD:
WIND EXPOSURE:
psf
S
SNOW EXP. FACTOR, Ce:
mph (Vult)
mph (Vasd)
DESIGN SUCTION / PRESSURE FOR WALL COMPONENTS
AND CLADDING NOT DESIGNED OR PROVIDED BY KBS: + PSF / - PSF
SEISMIC IMP. FACTOR, I :
DESIGN (Sds / Sd1) :
SEISMIC INFORMATION:
UL-90 :
e
Ss: S1:
SEISMIC DESIGN CATEGORY:
SITE CLASS:
STATE:
COUNTY:
BASIC SFRS:
ANALYSIS PROCEDURE:
FOR RISK CATEGORY I OR II
BUILDINGS, IBC ALLOWS FOR
SINGLE STORY BUILDINGS TO
HAVE NO LIMIT FOR SEISMICSTORY DRIFT. PLEASE NOTE
THAT ANY INTERIOR WALLS,
PARTITIONS, CEILINGS, AND
EXTERIOR WALLS SHOULD BE
DETAILED (BY OTHERS) TOACCOMMODATE THIS STORY
DRIFT.
***
BLDG. (psf)
ROOF DEAD
Pri (psf) Sec (psf) Ct Cs Ps (psf)
SNOW LOAD
Pm (psf) Enclosure
WIND
GCpi R
SEISMIC
Cs V (kips)***
BUILDING SPECIFIC LOADING INFORMATION
* DEAD LOAD: NORMAL WEIGHT OF METAL BUILDING COMPONENTS, NOT INCLUDING PRIMARY FRAMING,
AS SUPPLIED BY THE MANUFACTURER
** Pm IS BASED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BUILDING CODE OR THE
CONTRACT-SPECIFIED ROOF SNOW LOAD, WHICHEVER IS GREATER. THIS VALUE, Pm, IS ONLY APPLIEDIN COMBINATION WITH DEAD AND COLLATERAL LOADS. ROOF SNOW IN OTHER LOADING CONDITIONS
IS DETERMINED PER THE SPECIFIED BUILDING CODE.
NUMBERSHEET
DESCRIPTION
CONTENTS
AB1 ANCHOR BOLT PLAN
C1 - C2 COVER SHEET(S)
E1 - E10 ERECTION DRAWINGS
D1 - D4 ERECTION DETAILS
S1 - S6 SHEETING & LINER DRAWINGS
SD1 - SD5 SHEETING & LINER DETAILS
ROOF DRAINAGE DESIGNED FOR NEW BUILDING ONLY. EXISTING GUTTERS AND
SPECIAL INSPECTIONS AND TESTING THAT MAY BE REQUIRED BY GOVERNMENTAL OR OTHER AUTHORITYDURING CONSTRUCTION AND/OR STEEL FABRICATION (COLLECTIVELY, "INSPECTIONS") ARE NOT THERESPONSIBILITY OF NBG, AND TO THE EXTENT REQUIRED IT SHALL BE THE RESPONSIBILITY OF THE BUILDERAND/OR OWNER. IN THE EVENT INSPECTIONS ARE REQUIRED, THE BUILDER AND/OR OWNER SHALL EMPLOY ATHIRD PARTY QUALITY ASSURANCE TESTING AGENCY APPROVED BY THE RELEVANT AUTHORITY. IF SUCHREQUIREMENTS ARE NOT SPECIFICALLY INCLUDED IN NBG SALES DOCUMENTS, NO INSPECTIONS BY NBG ORAT ANY NBG FACILITY SHALL BE MADE. ALL NBG FACILITIES ARE ACCREDITED BY IAS AC472.
Ga.26 KIRBY RIB (KR2)
POLAR WHITE, SMP (PW)
POLAR WHITE, SMP (PW)LINER TRIM:
01/22/2021
ROOF STITCH FASTENERSROOF MEMBER FASTENERS
MISCELLANEOUS FASTENERS
WALL STITCH FASTENERSWALL MEMBER FASTENERS
12 - 14 x 1 14" TCP2 w/o WASHER
(UNPAINTED)
H1040
ANCHOR BOLT DRAWINGS:
AN1. ALL DIMENSIONS ARE OUT TO OUT OF STEEL. IF CONCRETENOTCH IS REQUIRED, THEN THE REQ'D DIMENSIONS SHOULD BE
ADDED TO OBTAIN THE OUT TO OUT OF CONCRETE DIMENSIONS.
AN2. THE ANCHOR BOLT PLAN INDICATES WHERE THE ANCHOR
BOLTS ARE TO BE PLACED AS WELL AS THE FOOTPRINT OF THEMETAL BUILDING. IT IS ESSENTIAL THAT THESE BOLT PATTERNS BEFOLLOWED. IF THESE SETTINGS DIFFER FROM THEARCHITECTURAL FOUNDATION PLANS, THE METAL BUILDING
MANUFACTURER MUST BE CONTACTED IMMEDIATELY - BEFORECONCRETE IS PLACED.
AN3. EACH SPECIFIED ANCHOR BOLT DIAMETER ASSUMES F1554
GRADE 36 UNLESS NOTED OTHERWISE. ANCHOR BOLTS OF EQUALDIAMETER THAT EXCEED THE F1554-36 STRENGTH REQUIREMENTMAY BE USED AT THE DISCRETION OF THE FOUNDATION ENGINEER.
AN4. FOUNDATION DESIGN SHALL BE THE RESPONSIBILITY OF AREGISTERED PROFESSIONAL ENGINEER FAMILIAR WITH LOCAL SITECONDITIONS, NOT THE METAL BUILDING MANUFACTURER.
AN5. THE METAL BUILDING MANUFACTURER IS NOT RESPONSIBLEFOR ANCHOR BOLTS (INCLUDING WASHERS AND NUTS), EXPANSIONBOLTS, EMBEDMENT PLATES, NOR ANY OTHER MATERIALS THATMAY BE CONSIDERED PART OF THE FOUNDATION.
AN6. THE ANCHOR BOLT LOCATIONS SHOWN SATISFY PERTINENTREQUIREMENTS OF THE DESIGN OF THE METAL BUILDING. IT IS THERESPONSIBILITY OF THE FOUNDATION ENGINEER TO MAKE CERTAIN
THAT SUFFICIENT CONCRETE EDGE DISTANCE IS PROVIDED FORALL ANCHOR BOLTS.
AN7. SEE DETAILS FOR COLUMN ORIENTATION.
CROSS-SECTION DRAWINGS:
XS1. ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTSUNLESS NOTED.
XS2. FLANGE BRACES ARE REQUIRED ON TWO SIDES (2) OR ONE
SIDE (1) AS NOTED.
XS3. FLANGE BRACE LOCATIONS AT EXPANDABLE END FRAMES: IF(2) ARE REQUIRED THEN ONE FLANGE BRACE IS TO BE INSTALLED
AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STOREDAND USED AT THE TIME OF FUTURE EXPANSION.
ROOF PANEL LAYOUTS:
RP1. FOR STANDING SEAM ROOF PANELS, REFERENCE THEAPPROPRIATE ERECTION MANUAL FOR ERECTION PROCEDURES.
RP2. A COPY OF KIRBY'S STANDING SEAM CHECKLIST CAN BEFOUND IN THE STANDING SEAM ERECTION MANUAL SENT WITHEACH PROJECT. TO ENSURE YOUR INSTALLER HAS A THOROUGHUNDERSTANDING OF THE STANDING SEAM SYSTEM, PLEASE
REVIEW THE DETAILS PROVIDED IN THE ERECTION DRAWINGS ANDTHE STANDING SEAM MANUAL. HAVE THE ERECTOR OR YOURPROJECT SUPERINTENDENT COMPLETE THE CHECKLIST.
ERECTION DRAWING GENERAL NOTES:
GN6. ALL GIRT LAPS NOT INDICATED WILL BE 2-1/4".
GN7. ERECTOR TO FIELD SLOT FLUSH FRAME GIRTS FOR CABLE /ROD BRACING. AF0080
GN8. ALL PRIMARY AND SECONDARY FRAMING, WIND BRACING, ETC.MUST BE PROPERLY INSTALLED AND ALIGNED PRIOR TO THE
INSTALLATION OF THE PANELS.
GN9. DO NOT STAND OR WALK ON SECONDARY FRAMING MEMBERSSUCH AS GIRTS, PURLINS AND EAVE STRUTS UNLESS THEY ARE
FIRMLY SECURED AT BOTH ENDS AND LATERALLY SUPPORTED.
GN10. DO NOT USE METAL BUILDING PANELS AS WALK BOARDS ORWORKING PLATFORMS. NEVER STAND OR WALK ON METAL BUILDING
PANELS BETWEEN SUPPORTS UNLESS THE PANELS ARE FIRMLYFASTENED AT BOTH ENDS AND BOTH SIDES.
GN11. BEFORE INSTALLATION OF WALL PANELS, IT IS IMPORTANT
TO REFERENCE WALL PANEL FASTENER LAYOUT DETAILS TOINSURE CORRECT USAGE OF FASTENERS.FOR EXAMPLE: GA0101 (KW)... GA0201 (KR)... GA0301 (KRP)
GN12. BUILDER TO FIELD CUT OR BACK LAP PANELS AS REQUIRED.
GN13. WARNING: PENCIL LEAD AND MARKER WILL CAUSE GALV.PANELS AND TRIM PIECES TO RUST. DO NOT USE THESE TO MARK
ON PARTS.
GN14. USE RVTCP AT 5'-0" C/C FOR TEMPORARY INSTALLATION OFCLH TRIM.
GN15. REF. GA0030 FOR CAULKING AT TRIM LAPS.
GN16. TRIM THAT IS HIDDEN UPON PROPER INSTALLATION (EX:
CLH, LRT, RCL) MAY NOT BE THE SAME COLOR AS THE TRIM THATWILL BE VISIBLE.
GN17. SHEETING AND TRIM FASTENERS ARE THE SAME COLOR ASTHE FIRST PIECE OF SHEET METAL THROUGH WHICH THE FASTENERPASSES.
GN18. BRONZE COLORED TUBE SEALANT IS PROVIDED FOR DARKBRONZE (DB) AND BURNISHED SLATE (BS) SHEETING AND TRIMAPPLICATIONS. WHITE TUBE SEALANT IS PROVIDED FOR ALL OTHERCOLORS.
GN19. FASTENERS FOR ALL TRIM ARE REQUIRED AT 12" ON CENTERUNLESS NOTED OTHERWISE. USE TUBE SEALANT AT ALL TRIMSPLICES.
GN20. ALL FIELD LOCATED FRAMED OPENINGS MUST BE LOCATEDTO FACILITATE PROPER INSTALLATION OF THE COLUMN ANDRAFTER FLANGE BRACES, THE LONGITUDINAL BRACING AND OTHER
STRUCTURAL MEMBERS LOCATED IN THE WALLS AND ROOF. THEFLANGE BRACES, LONGITUDINAL BUILDING BRACING, AND OTHERSTRUCTURAL MEMBERS IN THE WALLS AND ROOF ARE INTEGRALCOMPONENTS OF THE STRUCTURAL INTEGRITY OF THE BUIDING
SYSTEM AND CANNOT BE MODIFIED, ADJUSTED, OR RELOCATED TOACCOMMODATE FIELD LOCATED FRAMED OPENINGS.
ROOF CURBS:
RC1. ROOF CURBS ON STANDING SEAM ROOF SYSTEMS AREDESIGNED TO MOVE IN CONJUNCTION WITH THE ROOF SYSTEM
DURING EXPANSION AND CONTRACTION. FOLLOW FASTENINGINSTRUCTIONS IN THE STEPS ABOVE. ENSURE THAT NO FASTENERSATTACH CURB COMPONENTS TO ROOF SECONDARY (EX. PURLINS)
AS THIS WILL RESTRICT MOVEMENT OF THE CURB SYSTEM.
RC2. UPON FINAL INSPECTION OF CURB INSTALLATION, MAKE SUREENTIRE PERIMETER OF CURB IS SEALED TO THE ROOF PANEL WITH
TUBE SEALANT. ADEQUATELY FILL ALL VOIDS AND GAPS.
RC3. CURBS BY OTHERS: THE KBS RECOMMENDED INSTALLATIONFOR ROOF CURBS IS SHOWN, ACCORDING TO WHICH KBS WILL
SUPPLY HAT CHANNELS AND THE FASTENERS FOR ATTACHINGTHEM. IF YOUR CURB VARIES FROM THE SECTIONS SHOWN, YOUMAY NEED TO MAKE MODIFICATIONS TO THE MATERIAL SUPPLIED.
MEZZANINE LAYOUTS:
MZ1. MEZZANINE JOISTS ARE TO BE FIELD WELDED IN POSITIONUNLESS OTHERWISE NOTED. REFERENCE THE ERECTION DETAILS
AS THEY ARE APPLIED ABOVE, SINCE SOME AREAS MAY BE BOLTEDWHILE OTHERS ARE WELDED.
MZ2. ALL JOIST BRIDGING TO BE FIELD WELDED, UNLESS NOTED
OTHERWISE. ALL BRIDGING AND BRIDGING ANCHORS SHALL BECOMPLETELY INSTALLED BEFORE CONSTRUCTION LOADS ARE TOBE PLACED ON JOISTS.
MZ3. FLOOR DECKING FURNISHED BY MANUFACTURER WILL BEFASTENED TO JOIST WITH WELD WASHERS UNLESS NOTEDOTHERWISE. FLOOR DECKING SHALL BE ANCHORED TO
SUPPORTING MEMBERS WITH 5/8" DIAMETER PUDDLE WELDS OREQUIVALENT AT ALL EDGE RIBS PLUS A SUFFICIENT NUMBER OFINTERIOR RIBS.
MZ4. THE EDGE ANGLE HAS BEEN DESIGNED ONLY TO RESIST THEFORCES IMPOSED DURING THE PLACEMENT AND CURING OF THECONCRETE FLOOR OF THE MEZZANINE. IT HAS NOT BEEN DESIGNEDFOR THE ATTACHMENT OF STAIRS, RAILINGS, ETC.
ALL DRAWINGS:
GN1. DRAWINGS ARE NOT TO SCALE.
GN2. FOR FLANGE BRACE CONNECTIONS AT COLUMNS OR RAFTERSSEE DETAIL AG0011 (UNLESS OTHERWISE NOTED).
GN3. ADEQUATE TEMPORARY BRACING MUST BE PROVIDED BY THEERECTOR DURING THE ERECTION OF THE BUILDING.
GN4. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS AND ALL
FLANGE BRACES MUST BE PROPERLY INSTALLED ON MAIN FRAMESAS THEY ARE ERECTED AND BEFORE ERECTION LOADS AREAPPLIED.
GN5. REFER TO THE ERECTION DETAILS FOR BOLT AND WASHERREQUIREMENTS AT SECONDARY TO PRIMARY FRAMINGCONNECTIONS.
HANGER DETAILS NOTES:
HD1. HANGER DETAILS ARE A SUGGESTED MEANS OF ATTACHMENTONLY. KBS IS NOT THE SUPPLIER OF HARDWARE OR HANGER RODS.
HD2. MAXIMUM HANGER LOADS ARE PROVIDED FOR EACH DETAIL.THE PURLINS OR JOISTS ON THIS PROJECT MAY NOT BE DESIGNEDFOR THE REQUIRED HANGER LOADS. CONTACT KBS FORSUSPENDED LOADS THAT EXCEED THE DESIGN COLLATERAL LOAD
SPECIFIED FOR THIS PROJECT.
HD3. PURLIN LIPS AND JOIST CHORD MEMBERS MUST NEVER BEDISTORTED.
HD4. ROD HANGERS MUST HANG VERTICALLY, AND OFTEN MUST BEBENT TO ACHIEVE THIS. KBS IS NOT RESPONSIBLE FOR THE DESIGNOR ADEQUACY OF THE BENT ROD HANGER.
HD5. COLLATERAL DEAD LOADS ARE ASSUMED TO BE UNIFORMLYDISTRIBUTED.
HD6. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVACEQUIPMENT, CEILINGS, ETC. ARE SUSPENDED FROM ROOFMEMBERS, CONSULT KBS ENGINEERING IF ANY CONCENTRATEDLOAD APPROACHES THE LIMITS SHOWN, OR IF INDIVIDUAL MEMBERS
ARE LOADED SIGNIFICANTLY MORE THAN OTHERS.
OPTION B:SUPPORT
CLAMP(80# MAX.)
OPTION A:PLACE SUPPORT
BETWEEN JOISTANGLES
BOTTOM CHORD
TOP CHORDJOISTSTEEL LINE
NO SUPPORT MATERIALS MAY PROTRUDE ABOVE THE STEEL LINE.
HDJ1. ANY LOAD GREATER THAN 80 LBS. MUST BE EQUALLY SUPPORTED BY BOTH CHORD ANGLES.
HDJ2. MAXIMUM 200# LOAD CAN BE PLACED ANYWHERE ON JOISTS CHORDS BEFORE ADDING REINFORCING
ANGLES, PROVIDED THAT THE LOAD IS ACCOUNTED FOR IN THE ORIGINAL UNIFORM LOADING (COLLATERAL
LOAD).
HDJ3. A POINT LOAD GREATER THAN 200# BUT LESS THAN 500# MUST BE APPLIED AT A PANEL POINT OR
HAVE EXTRA WEB MEMBERS TRANSFERRING THE LOAD TO WITHIN 3" OF THE OPPOSITE CORD PANEL POINT.
THE ERECTOR IS RESPONSIBLE FOR OBTAINING AND FIELD INSTALLING THE EXTRA REINFORCED ANGLE.
HDJ4. LOADS OVER 500# SHOULD NOT BE INSTALLED UNTIL AUTHORIZED BY KBS.
HDJ5. FIELD MODIFYING OF JOISTS, INCLUDING DRILLING OR CREATING HOLES IN CHORD ANGLES, IS
ABSOLUTELY PROHIBITED.
3/16TYP.
HANGING LOAD
EXTRA WEB MEMBER ON EACHSIDE OF JOIST, FIELD WELDEDTO JOIST AS SHOWN
CONCENTRATED LOAD
HANGER DETAILS AT JOISTSMAX. ROOF SLOPE = 2:12
400# CAPACITY WHEN ROD HANGER IS WITHINCENTER ONE THIRD OF BEARING ANGLE SPAN(200# CAPACITY OTHERWISE)
SUPPORT ANGLE(L2"x2"x1/8", 3" LONG)(TYP.)
BEARING ANGLE(L3"x3"x3/16")
(2) 12-14 x 1 1/4" SDS
(TYP.)
1/8
7/16"Ø HOLE
(FIELD DRILLED)
PURLIN
PURLIN
TYP.
3/8"Ø ROD HANGER(SEE NOTE HD4)
MAX. ROOF SLOPE = 8:12
HANGER DETAIL BETWEEN PURLINS
ROOF SLOPE UP TO 4:12375# CAPACITY
ROOF SLOPE ABOVE 4:12250# CAPACITY
25/64"Ø HOLE(FIELD DRILLED) 3/8"Ø ROD HANGER
SAMMY X-PRESS
SWIVEL PIPE HANGER(MODEL SXP 35)
1 1/2"
MAX.
PURLIN
MAX. ROOF SLOPE = 8:12
HANGER DETAIL AT PURLIN
ROOF SLOPE UP TO 4:12
250# CAPACITY WITHOUT SUPPORT ANGLE500# CAPACITY WITH SUPPORT ANGLEROOF SLOPE ABOVE 4:12
250# CAPACITY WITH SUPPORT ANGLE
CADDY PURLIN
CLAMP(MODEL 315)
(2) 12-14 x 1 1/4" SDS
SUPPORT ANGLE(L2"x2"x1/8", 6" LONG)REQUIRED AT LOADS > 250 LBS.
REQUIRED AT ROOF SLOPE > 4:12
3/8"Ø ROD HANGER
(SEE NOTE HD4)
1 1/2"
MAX.
PURLIN
MAX. ROOF SLOPE = 8:12
HANGER DETAIL AT PURLIN
500# CAPACITY
3/4" MIN.
1/2 PURLIN DEPTH MAX.
25/64"Ø HOLE(FIELD DRILLED)
3/8"Ø ROD HANGER
(SEE NOTE HD4)
SAMMY X-PRESS
SIDEWINDER PIPEHANGER(MODEL SWXP 35)
MAX. ROOF SLOPE = 1:12
HANGER DETAIL AT PURLIN
PURLIN
50# CAPACITY WITHOUT SUPPORT ANGLE200# CAPACITY WITH SUPPORT ANGLE
GENERAL NOTES:AN4. FOUNDATION DESIGN SHALL BE THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL ENGINEER
FAMILIAR WITH LOCAL SITE CONDITIONS, NOT THE METAL BUILDING MANUFACTURER.AN1. ALL DIMENSIONS ARE OUT TO OUT OF STEEL. IF CONCRETE NOTCH IS REQUIRED, THEN THE REQ'D
DIMENSIONS SHOULD BE ADDED TO OBTAIN THE OUT TO OUT OF CONCRETE DIMENSIONS.AN5. THE METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR ANCHOR BOLTS (INCLUDING
WASHERS AND NUTS), EXPANSION BOLTS, EMBEDMENT PLATES, NOR ANY OTHER MATERIALS THAT MAY
BE CONSIDERED PART OF THE FOUNDATION.
AN2. THE ANCHOR BOLT PLAN INDICATES WHERE THE ANCHOR BOLTS ARE TO BE PLACED AS WELL AS
THE FOOTPRINT OF THE METAL BUILDING. IT IS ESSENTIAL THAT THESE BOLT PATTERNS BE FOLLOWED.
IF THESE SETTINGS DIFFER FROM THE ARCHITECTURAL FOUNDATION PLANS, THE METAL BUILDING
MANUFACTURER MUST BE CONTACTED IMMEDIATELY - BEFORE CONCRETE IS PLACED. AN6. THE ANCHOR BOLT LOCATIONS SHOWN SATISFY PERTINENT REQUIREMENTS OF THE DESIGN OF
THE METAL BUILDING. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO MAKE CERTAIN
THAT SUFFICIENT CONCRETE EDGE DISTANCE IS PROVIDED FOR ALL ANCHOR BOLTS.AN3. EACH SPECIFIED ANCHOR BOLT DIAMETER ASSUMES F1554 GRADE 36 UNLESS NOTED OTHERWISE.
ANCHOR BOLTS OF EQUAL DIAMETER THAT EXCEED THE F1554-36 STRENGTH REQUIREMENT MAY BE
USED AT THE DISCRETION OF THE FOUNDATION ENGINEER. AN7. DRAWINGS ARE NOT TO SCALE. SEE DETAILS FOR COLUMN ORIENTATION.
A.B. SIZE AND PROJECTION
D**
P
BOLT MATERIAL IS TO BE ASTM F1554-36.
**
ANCHOR BOLT QUANTITY
1-1/2"
1-1/4"
BOLT DIA.
ANCHOR BOLT SHAPEIS TO BE DETERMINEDBY THE FOUNDATIONENGINEER.
BOTTOM OFBASE PLATE
AS REQ'D
QTY.
3/4"
1"
1/2"
2-1/2"
3-1/2"
3-1/2"
3"
ANCHOR BOLT EMBEDMENT LENGTH "D" IS TO BEDETERMINED BY THE FOUNDATION ENGINEER.
PROJECTION
( P)
*
*N/A
RE
LEA
SE
/ R
EV
ISIO
NE
NG
DA
TE
AN
CH
OR
BO
LT
PL
AN
AB
1
0A
NC
HO
R B
OLT
DU
G/D
UG
LMF
11/0
4/20
20
2C
ON
ST
RU
CT
ION
JBA
/CJL
LMF
12/0
8/20
20
1P
ER
MIT
SD
UG
/DU
GLM
F11
/04/
2020
NOTE: ALL BASE PLATES @ 100'-0" (U.N.)
ANCHOR BOLT PLAN
FINISHED FLOOR @ 100'-0"
E X I S T I N G B U I L D I N G
25'-0" 25'-0" 25'-0" 25'-0"
100'-0"
25'-0" 25'-0" 25'-0" 25'-0"
80'-0"
20'-0"
20'-0"
20'-0"
20'-0"
1'-4"
18'-8"
1'-4"
18'-8"
4'-0"
12'-0"
4'-0"
20'-0"
20'-0"
20'-0"
20'-0"
1'-4"
18'-8"
OUT-TO-OUT OF STEEL
OU
T-T
O-O
UT
OF
ST
EE
L
OP
EN
X-BRACING
X-BRACING
X-B
RA
CIN
G
X-B
RA
CIN
G
1 2 3 4 5
1 2 3 4 5
A
B
C
D
E
A
B
C
D
E
11 1
/2"
78'-1"
11 1
/2"
24'-0" 1'-0"
DIA. ANCHOR ROD3/4"
ELEVATION = 100'-0"
A
11 1/2"
8"
1 1
/2"
1 1
/2"
3"
3 1
/2"
8" 1'-0 1/4"
1'-4"
SIDEWALL
EN
DW
ALL
DIA. ANCHOR ROD3/4"
ELEVATION = 100'-0"
B
11 1/2"
8"
1 1
/2"
1 1
/2"
3"
3 1
/2"
8" 1'-0 1/4"
EN
DW
ALL
DIA. ANCHOR ROD3/4"
ELEVATION = 100'-0"
C
11 1
/2" 10"
1 1/2" 1 1/2"
3"
3 1/2"
8"
1'-1"
SIDEWALL
DIA. ANCHOR ROD3/4"
ELEVATION = 100'-0"
D
11 1
/2"
8"
1 1/2" 1 1/2"
3"
3 1/2"
8"
1'-1"
SIDEWALL
DIA. ANCHOR ROD3/4"
ELEVATION = 100'-0"
E
11 1
/2" 8"
1 1/2" 1 1/2"
3"
3 1/2"
8"
9 1
/2"
1'-0"
SIDEWALL
EN
DW
ALL
8"
WA
LL
OP
EN
ING
2"
4"
2"
AP
PR
OX
.
ELEVATION = 100'-0"
F
(2) 1/2"Ø ANCHOR RODS (FIELD DRILL
FOUNDATION, MASONRY, ETC. AS REQ'D)
1 1
/4"
A
B
A
B
B
F
F
B
A
B
B
C
D
C
D
C
D
E
(HO
LD
TH
IS D
IM. A
T L
INE
S
2-4
)
ENGINEER: LMFDATE: 1/19/2021
01/22/2021
ENDWALL CROSS SECTION AT LINE 1
LO
W E
AV
E
HIG
H E
AV
E /
TIE
-IN
EX
IST
ING
BU
ILD
ING
LO
W E
AV
E
(4) 1/2 X 2 A325T
PLATE SIZE
GENERAL DETAILS
A
E1
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
EN
DW
ALL C
RO
SS
SE
CT
ION
AT
LIN
E 1
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:1
1pm
(4) 1/2 X 2 A325T
RE
LE
AS
E / R
EV
ISIO
NE
NG
DA
TE
A00030
8" X 1/4
A00010
PLATE SIZE
(4) 1/2 X 2 A325T
AG0003
SPLICE BOLT TABLE
SPLICE BOLTS CLEAR TO F.F.
19'-1 1/2" 8" X 1/4 N/A
B (4) 3/4 X 3 A325T 20'-0 13/16" 6" X 3/8 6" X 3/8
C 19'-10 13/16" 8" X 1/4 N/A
D (4) 3/4 X 3 A325T 20'-10 13/16" 6" X 3/8 6" X 3/8
E 20'-8 13/16" 8" X 1/4 N/A
F (4) 3/4 X 3 A325T 21'-8 13/16" 6" X 3/8 6" X 3/8
G (4) 1/2 X 2 A325T 21'-6 13/16" 8" X 1/4 N/A
H (4) 1/2 X 2 A325T 22'-4 1/8" N/A
NOTE: USE (1) EACH FBL & FBN CLIPS W/ (3) 1/2" A325 BOLTS AT EACH FRAME BRACE LOCATION WHERE
REQUIRED FOR LINER OR INSULATION (SEE AG0105 OR AG0110)
FBJ-3
1'-4"
5'-9
"
20
'-8
" 24
'-0
"
EC
C-3
(12
S10
5)
FBC42
20'-0" 1'-4"
ERW-2 (W8X10)
FBE06
FBE06
18'-8"20'-0"18'-8"
(SIM.)
2'-5"
3'-9
"
AG0010
FBE06
12
FBC42
16@4'-9"
A
E
H
AG0060
1/2
ERW-4 (W8X10)ERW-3 (W8X10)
ERW-1 (W8X10)
EC
C-5
(12
S0
75
)
EC
C-4
(12
S0
99
)
EC
C-2
(12
S12
0)
EC
C-1
(1
2S
089)
FBE06 FBE06 FBE06
FBE06FBE06
FBE06
FBJ-4
FBE06
FBE06
FBE06
FBC42 FBC42FBC42 FBC42
FBC42FBC42
FBC42 FBC42FBC42
BD
F
C
G
(K18
G0
17
8A
)E
XIS
TIN
G B
UIL
DIN
G
AB0020AB0080
AG0170
AG0060
AG0170
(SIM.)
E D C B A
25
'-0"
5'-0
"3
'-9"
1'-4"
2'-8 13/16"
80'-0 13/16"
80'-0"
01/22/2021
RIGID CROSS SECTION AT LINE 2
EX
IST
ING
BU
ILD
ING
LO
W E
AV
E
HIG
H E
AV
E /
TIE
-IN
LO
W E
AV
E
29.00
GENERAL DETAILS
A00030
152.15
A00010
E2
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
RIG
ID C
RO
SS
SE
CT
ION
AT
LIN
E 2
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:1
5pm
239.50
RE
LE
AS
E / R
EV
ISIO
NE
NG
DA
TE
0.19
FLANGEOUTSIDE
AG0003
MEMBER SIZE TABLE
NAMEASSEMBLY
THICKWEB
LENGTHWEB
DEPTHWEB
STARTING
DEPTHWEB
ENDING
FLANGEINSIDE
RCB-2 6.00 X 0.31 208.34 12.00 33.00 6.00 X 0.50
0.28 32.50 33.00 33.00
RRB-2 6.00 X 0.38 0.22 240.02 29.00 29.00 6.00 X 0.50
0.22 239.10 29.00 29.00 6.00 X 0.50
RRB-1 6.00 X 0.38 0.22 29.00 29.00 6.00 X 0.50
0.22 29.00 6.00 X 0.50
RCB-1 10.00 X 0.38 0.22 240.01 12.00 37.47 10.00 X 0.50
0.31 38.76 37.47 38.00
NOTE: PARTS ARE LISTED FROM LOW END.
NOTE: UNITS ARE DECIMAL INCH.
SPLICE BOLT TABLE
SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE
A (8) 7/8 X 3 A325T 17'-4 13/16" 6" X 5/8 6" X 5/8
B (16) 3/4 X 3 A325T 19'-1 5/16" 6" X 1/2 6" X 1/2
C (12) 3/4 X 3 A325T 20'-5 1/2" 10" X 5/8 8" X 5/8
NOTE: USE (1) EACH FBL & FBN CLIPS W/ (3) 1/2" A325 BOLTS AT EACH FRAME BRACE LOCATION WHERE
REQUIRED FOR LINER OR INSULATION (SEE AG0105 OR AG0110)
RC
B-1
RC
B-2
FBC50
8"
1/2
FBC50
12
FBC50FBC50
AG0105
3'-9"
FBC50
RRB-1
C
FBC40
B
A
RRB-2
FBC34
25'-0"
8" 1'-0 7/8"
(K18
G0
17
8A
)E
XIS
TIN
G B
UIL
DIN
G
80'-0 13/16"
20
'-8
1/8
"
80'-0"
1'-0 13/16"
72'-7 5/16"
FBC50FBC50
FBC50
AG0010
AG0030
AE
24'-0"
2'-5
"5'-9"
5'-0"
3'-9
"
20'-8"
1'-4"
16@4'-9"
2'-8 13/16"
17'-7
7/8
"
3'-10 7/8"3'-5 13/16"
01/22/2021
RIGID CROSS SECTION AT LINE 3
HIG
H E
AV
E /
TIE
-IN
EX
IST
ING
BU
ILD
ING
LO
W E
AV
E
LO
W E
AV
E
6.00 X 0.50
37.47
A00030
E3
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
RIG
ID C
RO
SS
SE
CT
ION
AT
LIN
E 3
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:1
9pm
239.10
RE
LE
AS
E / R
EV
ISIO
NE
NG
DA
TE
6.00 X 0.38
12.00
GENERAL DETAILS
208.34
A00010
AG0003
29.00
MEMBER SIZE TABLE
NAMEASSEMBLY
FLANGEOUTSIDE
THICKWEB
10.00 X 0.38
LENGTHWEB
DEPTHWEB
STARTING
DEPTHWEB
ENDING
FLANGEINSIDE
RCB-2 6.00 X 0.31 0.19 33.00
0.28 32.50 33.00 33.00
RRB-2
29.00
20'-5 1/2"
6.00 X 0.38 0.22 240.02 29.00 29.00 6.00 X 0.50
29.00
0.22 29.00
0.22
29.00
0.22
6.00 X 0.50
RRB-1 0.22 239.50 29.00 6.00 X 0.50
152.15 6.00 X 0.50
RCB-1 240.01 12.00 37.47 10.00 X 0.50
0.31 38.76 38.00
NOTE: PARTS ARE LISTED FROM LOW END.
NOTE: UNITS ARE DECIMAL INCH.
SPLICE BOLT TABLE
SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE
A (8) 7/8 X 3 A325T 17'-4 13/16" 6" X 5/8 6" X 5/8
B (16) 3/4 X 3 A325T 19'-1 5/16" 6" X 1/2 6" X 1/2
C (12) 3/4 X 3 A325T 10" X 5/8 8" X 5/8
NOTE: USE (1) EACH FBL & FBN CLIPS W/ (3) 1/2" A325 BOLTS AT EACH FRAME BRACE LOCATION WHERE
REQUIRED FOR LINER OR INSULATION (SEE AG0105 OR AG0110)
FBC50
(K1
8G
01
78
A)
EX
IST
ING
BU
ILD
ING
80'-0 13/16"
AG0030
20'-8
1/8
"
80'-0"
1'-0 7/8"
RC
B-2
AG0105
RRB-2
RRB-1
FBC34
B
5'-0
"
1'-4"
A
FBC50
16@4'-9"
A
C
FBC40
FBC50FBC50
72'-7 5/16"
FBC50
12
2'-8 13/16"
1'-0 13/16"
1/2
RC
B-1
FBC50
FBC50FBC50
AG0010
E
24'-0
"
25
'-0
"
2'-5
"5'-9
"3
'-9
"3'-9"
20'-8
"
17
'-7
7/8
"
8"
3'-10 7/8"3'-5 13/16"
8"
01/22/2021
RIGID CROSS SECTION AT LINE 4
EX
IST
ING
BU
ILD
ING
LO
W E
AV
E
HIG
H E
AV
E /
TIE
-IN
LO
W E
AV
E
RCB-3
A00010
FLANGEINSIDE
(8) 7/8 X 3 A325T
37.47
33.00
E4
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
RIG
ID C
RO
SS
SE
CT
ION
AT
LIN
E 4
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:2
2pm
RE
LE
AS
E / R
EV
ISIO
NE
NG
DA
TE
0.19
10.00 X 0.38
DEPTHWEB
ENDING
GENERAL DETAILS
RCB-4
A00030
AG0003
MEMBER SIZE TABLE
29.00
NAMEASSEMBLY
37.47
FLANGEOUTSIDE
THICKWEB
LENGTHWEB
0.22
DEPTHWEB
STARTING
6.00 X 0.31 208.34 12.00
240.01
RRB-3
33.00 6.00 X 0.50
29.00
B
0.28 32.50
0.22
33.00
RRB-4
29.00
6.00 X 0.38
29.00
8" X 5/8
0.22 240.02 29.00
152.15
29.00 6.00 X 0.50
0.22
0.22 239.10 6.00 X 0.50
6.00 X 0.38 239.50 29.00 6.00 X 0.50
29.00 6.00 X 0.50
12.00 10.00 X 0.50
0.31 38.76 38.00
NOTE: PARTS ARE LISTED FROM LOW END.
NOTE: UNITS ARE DECIMAL INCH.
SPLICE BOLT TABLE
SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE
A 17'-4 13/16" 6" X 5/8 6" X 5/8
(16) 3/4 X 3 A325T 19'-1 5/16" 6" X 1/2 6" X 1/2
C (12) 3/4 X 3 A325T 20'-5 1/2" 10" X 5/8
NOTE: USE (1) EACH FBL & FBN CLIPS W/ (3) 1/2" A325 BOLTS AT EACH FRAME BRACE LOCATION WHERE
REQUIRED FOR LINER OR INSULATION (SEE AG0105 OR AG0110)
FBC40
12
1'-0 7/8"
3'-9
"2'-5
"
8"
AG0030
RRB-4
RRB-3
FBC34
FBC50
A
RC
B-4
FBC50
B
A
FBC50FBC50
FBC50
25'-0"
C
72'-7 5/16"
FBC50AG0010
3'-10 7/8"
8"
(K1
8G
017
8A
)E
XIS
TIN
G B
UIL
DIN
G
AG0105
1/2
RC
B-3
FBC50
FBC50
E
24
'-0"
5'-9"
5'-0"
3'-9"
20
'-8"
1'-4"
16@4'-9"
2'-8 13/16"
80'-0 13/16"
17'-7
7/8
"
20
'-8
1/8
"
3'-5 13/16"
80'-0"
1'-0 13/16"
01/22/2021
ENDWALL CROSS SECTION AT LINE 5
HIG
H E
AV
E /
TIE
-IN
EX
IST
ING
BU
ILD
ING
LO
W E
AV
E
LO
W E
AV
E
A00030
8.00 X 0.259.00
A00010
9.00
THICKWEB
E5
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
EN
DW
ALL C
RO
SS
SE
CT
ION
AT
LIN
E 5
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:2
5pm
(4) 1/2 X 2 A325T
RE
LE
AS
E / R
EV
ISIO
NE
NG
DA
TE
AG0003
GENERAL DETAILS
ECB-1
8" X 1/4
MEMBER SIZE TABLE
NAMEASSEMBLY
FLANGEOUTSIDE
LENGTHWEB
(4) 3/4 X 3 A325TDEPTHWEB
STARTING
DEPTHWEB
ENDING
FLANGEINSIDE
8.00 X 0.25 0.136" X 3/8
240.00 9.00
(4) 3/4 X 3 A325T
0.13 31.02(4) 3/4 X 3 A325T
9.00
NOTE: PARTS ARE LISTED FROM LOW END.
NOTE: UNITS ARE DECIMAL INCH. N/A
20'-0 13/16"
N/A
6" X 3/8
21'-6 13/16"
B
SPLICE BOLT TABLE
SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE
A 19'-1 1/2"
C (4) 1/2 X 2 A325T 19'-10 13/16" 8" X 1/4 N/A
D 20'-10 13/16" 6" X 3/8 6" X 3/8
E (4) 1/2 X 2 A325T 20'-8 13/16" 8" X 1/4
F 21'-8 13/16" 6" X 3/8 6" X 3/8
G (4) 1/2 X 2 A325T 8" X 1/4 N/A
H (4) 1/2 X 2 A325T 22'-7 8" X 3/8 N/A
NOTE: USE (1) EACH FBL & FBN CLIPS W/ (3) 1/2" A325 BOLTS AT EACH FRAME BRACE LOCATION WHERE
REQUIRED FOR LINER OR INSULATION (SEE AG0105 OR AG0110)
AG0060
EC
C-6
(12
S1
20
)
FBE06
FBE06
9 1/2"
24'-0"
2'-5
"
FBE06
C
FBC42
ERW-5 (W8X10)
FBE06
20'-0"20'-0"1'-4"
FBC42
(K18
G0
17
8A
)E
XIS
TIN
G B
UIL
DIN
G
FBC42
20'-0"18'-8"
3'-9"
12
AB0020
AB0580X
AG0010
FBE06 FBE06
FBE06
B
FBC42
1/2
EC
B-1
ERW-4 (W8X10)ERW-3 (W8X10)
ERW-2 (W8X10)
EC
C-9
(12
S07
5)
EC
C-8
(12
S0
99
)
EC
C-7
(12
S1
05
)
FBE06 FBE06 FBE06
FBE06
FBC42FBC42 FBC42 FBC42
FBC42FBC42
FBC42
DF
H
AC
EG
AG0170
AB0080
E D B A
3'-9
"
25'-0
"
5'-9"
5'-0"
20'-8"
1'-4"
16@4'-9"
2'-8 13/16"
80'-0 13/16"
22'-7
3/4
"
8"
80'-0"
01/22/2021
ROOF FRAMING PLANA00020
E6
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
RO
OF
FR
AM
ING
PLA
N
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:3
6pm
GENERAL DETAILS
RE
LE
AS
E / R
EV
ISIO
NE
NG
DA
TE
A00010
C
(2)
E
20'-0"
5
20
'-0"
PB833
BB0050 BB0055
80
'-0
"
2D
1D
C
B
BB0055
D1
BB0050
ACTUALSHOWN
RD05-1
3
20'-0"
20'-0
"
AF0010
D1
24'-0"
(2)PB857
LAP TYP U.N.4'-0 - 4'-0
4
E
20
'-0
"
BB0055
(K18G0178A)EXISTING BUILDING
A
24'-0"
S1
D1
D1
D1
RD05-2
D1
D1
1'-0"
RD05-2
EAVE STRUT LINE (SEE S.W.)
80
'-0
"
S1
RD05-3
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
S1
S1
100'-0"
S1
S1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
S1
S1
S1
S1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
S1
S1
S1
S1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
S1
S1
RD05-2
RD05-3
RD05-2
RD05-1
BE0001
D
B
A
1
SHORTENED MARKS
S1
PLANE NAME: R50
LAP TYP U.N.4'-0 - 4'-0
LAP TYP U.N.2'-0 - 2'-0(17) REQUIRED
80Z-3 (U.N.)(17) REQUIRED
80Z-1 (U.N.)(17) REQUIRED
80Z-2 (U.N.)(17) REQUIRED
80Z-4 (U.N.)
20
'-0
"
20'-0
"20
'-0"
25'-0"25'-0"1'-0"
01/22/2021
SIDEWALL FRAMING ELEVATION AT LINE A
HIG
H E
AV
E /
TIE
-IN
E7
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
SID
EW
ALL F
RA
MIN
G E
LE
VA
TIO
N A
T L
INE
A
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:3
9pm
RE
LE
AS
E / R
EV
ISIO
NE
NG
DA
TE
AF0010
PLANE NAME: M50
RC
B-3
24'-4"
BCS07
RD05
-7
AF0020
25'-0"
4
1'-0"
OPEN
TO
EXIS
TING
OPEN
TO
EXIS
TING
1
EC
C-1
RC
B-1
5
RD05-3
OPEN
TO
EXIS
TING
OPEN
TO
EXIS
TING
RC
B-1
EC
B-1
23
24
'-0
"
100'-0"
8"25'-0"24'-0"
01/22/2021
SIDEWALL FRAMING ELEVATION AT LINE E
LO
W E
AV
E
A00030
E8
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
SID
EW
ALL F
RA
MIN
G E
LE
VA
TIO
N A
T L
INE
E
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:4
3pm
RE
LE
AS
E / R
EV
ISIO
NE
NG
DA
TE
A00010
GENERAL DETAILS
C00010
HEIGHT
1
CC1010
LAP TYP U.N.1'-7 3/4" - 1'-7 3/4"
4'-0
EC
C-5
(1) ESW01
LAP TYP U.N.1'-7 3/4" - 1'-7 3/4"
FJC
-1
SILL HEIGHT
1
(2) ESW01
8"24'-4"
(3) REQUIRED80Z-6 (U.N.)
LAP TYP U.N.1'-7 3/4" - 1'-7 3/4"
80Z-7
80E1-1
(3) REQUIRED80Z-5 (U.N.)
5'-9"
3'-9"
WIDTH
100'-0"
24'-4"
PLANE NAME: M51
1 5
80Z-25
25'-0"
80Z-7 80Z-8
80E1-180E1-2 80E1-3
FHC-1
FJC
-1
FJC
-1
HW8-1
FHC-1
FJC
-1
HW8-1
FHC-1
FJC
-1
FJC
-1
HW8-1
FHC-1
FJC
-1
FJC
-1
HW8-1
RD05-4RD05-4
111
RC
B-2
CF1001
RC
B-2
RC
B-4
EC
C-9
THIS ELEVATIONREQ'D AT (8) LOCATIONS ONGCC02 + MAG01
CF0015
(1) ESW01 (2) ESW01
BA0020BA0030
(2) ESW01
(FIELD LOCATED)
AF0010
CC0006
CG1017
CG0025
CG1050
CG1017
2 3 4
FRAMED OPENING TABLE
MARK TYPE
4'-0 14'-0
(3) REQUIRED80Z-9 (U.N.)
(3) REQUIRED80Z-5 (U.N.)
2'-5"
5'-0
"3
'-9
"
20'-8"
25'-0"8"
01/22/2021
ENDWALL FRAMING ELEVATION AT LINE 1
EX
IST
ING
BU
ILD
ING
LO
W E
AV
E
HIG
H E
AV
E /
TIE
-IN
A00030
C00010
A00010
E9
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
EN
DW
ALL F
RA
MIN
G E
LE
VA
TIO
N A
T L
INE
1
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:4
7pm
GENERAL DETAILS
RE
LE
AS
E / R
EV
ISIO
NE
NG
DA
TE
LEFT
(K18
G0
17
8A
)E
XIS
TIN
G B
UIL
DIN
G
80Z-12
80Z-18
3'-4
"
12'-0"
RD05-5
5'-9
"
25'-0
"
80Z-13
1'-3 3/4" - 1'-3 3/4''1'-3 3/4" - 1'-3 3/4''
FRAMED OPENING TABLE
LO
W E
AV
E
A E
CG1060 3'-9"
CG0025
CG1050
CG1017
MARK WIDTHMARK
80Z-19
80Z-10
OPEN
AF0010
CC0006
12'-0
CC0011
TYPE
CF0015
ERW-2
ERW-4
ERW-3
ERW-1
EC
C-5
EC
C-4
EC
C-3
EC
C-2
EC
C-1
80Z-11 80Z-12 80Z-14
80Z-15 80Z-17
80Z-15 80Z-16
80Z-11
FJC
-2
3'-9"
FJC
-2
FHC-2
FJC
-1 FJC
-1
24'-0
"
HW8-1
FHC-1
RD05
-6
2
1
80Z-10
LAP TYP U.N.
80Z-16
80Z-16
(FIELD LOCATED)
CG1017
CF0360
CG1030
5'-0
"
1
CG1050
CG1059
THIS ELEVATION(20) EACH REQ'DGCW08 + GCB03
CF1001
4'-0
SILL HEIGHTHEIGHT
4'-0 14'-0
2 14'-0 OVERHEAD DOORPLANE NAME: M52
LAP TYP U.N.
SECONDARY LAP AND BOLT INFORMATION
RIGHT
1 1'-3 3/4'' 1'-3 3/4''
1
5'-9"
20
'-8
"
4'-0"64'-0"
80'-0"
01/22/2021
ENDWALL FRAMING ELEVATION AT LINE 5
HIG
H E
AV
E /
TIE
-IN
EX
IST
ING
BU
ILD
ING
LO
W E
AV
E
C00010
GENERAL DETAILS
E10
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
EN
DW
ALL F
RA
MIN
G E
LE
VA
TIO
N A
T L
INE
5
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:5
1pm
RE
LE
AS
E / R
EV
ISIO
NE
NG
DA
TE
A00030
NAMEASSEMBLY
A00010
MEMBER SIZE TABLE
FLANGEOUTSIDE
THICKWEB
LENGTHWEB
DEPTHWEB
STARTING
DEPTHWEB
ENDING
FLANGEINSIDE
ECB-1 8.00 X 0.25 0.13 240.00 9.00 9.00 8.00 X 0.25
0.13 31.02 9.00 9.00
NOTE: PARTS ARE LISTED FROM LOW END.
NOTE: UNITS ARE DECIMAL INCH.
80Z-11
24'-0
"
3'-4
"
THIS ELEVATION(16) EACH REQ'DGCW08 + GCB03
AF0010
80'-0"
LAP TYP U.N.1'-3 3/4" - 1'-3 3/4"
PLANE NAME: M53
CF0015
E
ERW-2
CF0500
3'-9"
80Z-21
ERW-3
EC
B-1
EC
C-6
CG1017
25'-0"
ERW-4
ERW-5
EC
C-9
EC
C-8
EC
C-7
80Z-11
80Z-11 80Z-11
80Z-22
80Z-23
80Z-23
FJC
-1
FJC
-1
HW8-1
FHC-1
RD05-6 R
D05
-51
LO
W E
AV
E
A
(FIELD LOCATED)
(K18
G01
78
A)
EX
IST
ING
BU
ILD
ING
CG1017
CG0025
CG1050
CC0011
CC0006
CF1001
FRAMED OPENING TABLE
MARK WIDTH HEIGHT SILL HEIGHT TYPE
1 4'-0 4'-0 14'-0
LAP TYP U.N.1'-3 3/4" - 1'-3 3/4"
LAP TYP U.N.1'-3 3/4" - 1'-3 3/4"(2) REQUIRED
80Z-20 (U.N.)(2) REQUIRED80Z-16 (U.N.)
(2) REQUIRED80Z-16 (U.N.)
(2) REQUIRED80Z-24 (U.N.)
5'-9
"5
'-9"
5'-0
"3
'-9"
20'-8
"
01/22/2021
D1
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
Prim
ary
Det
ails
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:5
2pm
RE
LEA
SE
/ R
EV
ISIO
NE
NG
DA
TE
01/22/2021
D2
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
Prim
ary
Det
ails
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:5
5pm
RE
LEA
SE
/ R
EV
ISIO
NE
NG
DA
TE
01/22/2021
D3
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
Prim
ary
Det
ails
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:32:5
8pm
RE
LEA
SE
/ R
EV
ISIO
NE
NG
DA
TE
01/22/2021
D4
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
Prim
ary
Det
ails
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:33:0
3pm
RE
LEA
SE
/ R
EV
ISIO
NE
NG
DA
TE
01/22/2021
ROOF SHEETING PLAN
S1
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
RO
OF
SH
EE
TIN
G P
LA
N
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:33:1
2pm
RE
LE
AS
E / R
EV
ISIO
NE
NG
DA
TE
ERECTION NOTE!!!
ALL ROOF PANEL SIDELAP TO PURLIN INTERSECTIONS REQUIRE PANEL CLIPS.
51
9.0
0"
39
1.3
7"
51
9.0
0"
57
6.0
0"
57
6.0
0"
448
.37
"
ROOF SHEETING @ 1000: (GM)
PLANE NAME: R50
100'-0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
44
8.3
7"
51
9.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
44
8.3
7"
391
.37
"57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
391
.37
"57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
51
9.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
39
1.3
7"
57
6.0
0"
448
.37
"5
19.0
0"
(K18G0178A)EXISTING BUILDING
4"
EA8025
(10) TXP01LT.GAGE: (5) MAR02
EI8111X EG8001
41
/2"
80'-0
13/1
6"
01/22/2021
SIDEWALL SHEETING ELEVATION AT LINE E
DOWNSPOUT @ SHEETED WALL
H2
314
H2333
5'-0"
(TY
P.)
(TYP.)DPA01 & DBA01
PIECE
MARK
QTY PER D.S.
LOCATION
TOT. QTY
THIS PAGE
102
51
204
204
H2314
H2333
DPA01
DBA01
GA0081
GA0082
GA0085
PANEL STARTPANEL START
LO
W E
AV
E
RE
LE
AS
E / R
EV
ISIO
NE
NG
DA
TE
S2
SH
EE
T
PR
OJE
CT
NA
ME
Ce
nM
ac M
eta
l Wo
rks A
dd
itio
n
CU
ST
OM
ER
NA
ME
ST
EV
EN
S C
ON
ST
RU
CT
ION
CO
IN
C
JO
B N
UM
BE
R
K20G
0755A
DR
AW
ING
STA
TU
S
FO
R C
ON
ST
RU
CT
ION
13
39
Ea
st F
airg
rou
nd
s R
d
SID
EW
ALL S
HE
ET
ING
ELE
VA
TIO
N A
T L
INE
E
DR
AW
ING
TIT
LE
AD
DR
ES
S
Ma
rio
n, O
H 4
33
02
(615)
325-4
165
12
/08/2
020
07
:33:1
5pm
= DOWNSPOUT LOCATION
MAINTAIN COVERAGE AND AVOID PANEL DEFORMATION SUCH AS PILLOWING, DIMPLING, AND OIL CANNING.
FIELD LOCATED ACCESSORIES:
(4) PRE-ASSEMBLED WALK DOORS - PA3070
GA0821 GA0892
ADDITIONAL TRIM FOR WALK DOORS:
ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE(4) HTK044, (8) JTW088
GA0030
GENERAL DETAILS
PANEL DEFORMATION DUE TO FASTENER OVERTIGHTENING IS NOT CAUSE FOR REJECTION.
ERECTION NOTE!!!
REQUIRED FASTENER LAYOUT DETAILS.
NOTE: WHEN INSTALLING SHEETING OVER THICK INSULATION, ADDITIONAL CARE MUST BE TAKEN TOJT