HomeMy WebLinkAboutAnchor Rod Plan # 2GENERAL NOTES:
1. MATERIALS ASTM DESCRIPTION
STRUCTURAL STEEL PLATE AS529 / A572 / A1011
HOT ROLLED MILLS SHAPES A36 / A529 / A572 / A500
HSS ROUND A500
HSS RECTANGULAR A500
COLD FORM SHAPES A653 / A1011
ROOF AND WALL SHEETING A653 / A792
BOLTS A307 / A325 / A490
CABLE A475
RODS A529 / A572
2. STRUCTURAL PRIMER NOTE:
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 PRIMMER 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.
3. BUILDING ERECTION NOTES:
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.
4. SPECIAL INSPECTION:
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.
5. A325 & A490 BOLT TIGHTENING REQUIREMENTS:
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:
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:
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.
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.
SECONDARY MEMBER (PURLIN, GIRT, OPENING FRAMING, ETC.) AND FLANGE BRACE CONNECTIONS
MAY ALWAYS BE "SNUG -TIGHT", UNLESS INDICATED OTHERWISE IN THESE DRAWINGS.
6. GENERAL DESIGN NOTES:
1) ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCE
WITH ANSI/RISC 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.
7. GLOSSARY OF ABBREVIATIONS:
A.B. = ANCHOR RODS M.B. = MACHINE BOLTS PL = PLATE
B.U. = BUILT-UP MAX = MAXIMUM REQ'D = REQUIRED
BS = BOTH SIDES MBS = METAL BUILDING SUPPLIER REV„ = REVISION
DIA = DIAMETER MIN = MINIMUM SIM = SIMILAR
F.S. = FAR SIDE N.S. = NEAR SIDE SL = STEEL LINE.
FLG = FLANGE N/A = NOT APPLICABLE SLV = SHORT LEG VERTICAL
GA. = GAUGE NIC = NOT IN CONTRACT TBD = TO BE DETERMINED
H.S.B. = HIGH STRENGTH BOLTS O.A.L. = OVERALL LENGTH TYP = TYPICAL
HT. = HEIGHT O.C. = ON CENTER U.N.O. = UNLESS NOTED OTHERWISE
LLV = LONG LEG VERTICAL
?? = PART MARK TO BE DETERMINED AND WILL BE UPDATED ON (;ONSTRUCTION DRAWINGS
KIRBY BUILDING SYSTEMS
124 KIRBY DRIVE
PORTLAND, TN 37148
PHONE: 615-325-4165
PROJECT BUILDING LOADS
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.
DESIGN CODE: FLORIDA (FBC 2020)
ROOF LIVE LOAD: 20.00 psf *** RISK CATEGORY:
REDUCIBLE PER CODE II - STANDARD BUILDINGS
GROUND SNOW LOAD: 0.00 psf I SNOW EXP. FACTOR, Ce: 1.00
SNOW IMPORTANCE FACTOR, Is: 0.00
ULTIMATE DESIGN WIND SPEED: 160 mph (Vult)
NOMINAL DESIGN WIND SPEED: 124 mph (Vasd)
WIND EXPOSURE: C
DESIGN SUCTION / PRESSURE FOR WALL COMPONENTS
AND CLADDING NOT DESIGNED OR PROVIDED BY KBS: + 53 PSF / - 71
UL-90: NO
SEISMIC INFORMATION: Ss: 0.069 S1: 0.028
DESIGN (Sds / Sd1) : --/-- SITE CLASS: D
SEISMIC IMP. FACTOR, le: 1.00 SEISMIC DESIGN CATEGORY: A►
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
BASIC SFRS: NOT DETAILED FOR SEISMIC
STATE: FLORIDA
COUNTY: SAINT LUCIE
PSF
*** 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.
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.
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.
ROOF DEAD
COLLATERAL DEAD
SNOW COEFFICIENT
SNOW LOAD
i WIND
SEISMIC
BLDG.
(psf) *
Pri (psf)
Sec (psf)
Ct
Cs
Ps (psf?
**Pm (psf)
Enclosure
GCpi
R
Cs
V (kips)
A
3.0
5.0
5.0
1.0
--
0.00
--
Enclosed
± 0.18
--
--
--
ENGINEER NOTES:
1) FOR OCCUPANCY (RISK) CATEGORY I OR II, IBC PROVISIONS INDICATE_ THAT SINGLE -STORY BUILDINGS SHALL
HAVE "NO DRIFT LIMIT" PROVIDED THAT INTERIOR WALLS, PARTITIONS, CEILINGS, AND EXTERIOR WALL SYSTEMS
HAVE BEEN DESIGNED TO ACCOMMODATE THE SEISMIC STORY DRIFTS. INTERIOR WALLS, PARTITIONS, CEILINGS,
OR EXTERIOR WALL SYSTEMS NOT PROVIDED BY THE METAL BUILDING MANUFACTURER SHALL BE DESIGNED AND
DETAILED BY OTHERS TO ACCOMMODATE THE SEISMIC STORY DRIFTS. SEISMIC DRIFT VALUES MAY BE OBTAINED
FROM THE METAL BUILDING MANUFACTURER.
2) FRAMED OPENINGS HAVE BEEN DESIGNED TO SUPPORT WIND LOAD NORMAL TO THE WALL BASED ON THE STANDARD
BUILDING CODE CRITERIA. FRAMED OPENINGS HAVE NOT BEEN DESIGNED FOR ANY ADDITIONAL MOMENT OR CATENARY
FORCES FROM THE DOOR. ANY CHANGE TO THE INFORMATION SHOWN HERE WILL REQUIRE AN ENGINEERING
INVESTIGATION AND POSSIBLE BUILDING REINFORCEMENT.
CONTENTS
SHEET
NUMBER
DESCRIPTION
C1
COVER SHEET(S)
AB1
ANCHOR ROD PLAN
El-E8
ERECTION DRAWINGS
DRIKADR
STRUCTURAL FRAMING
WALL SECONDARY:
ROOF SECONDARY:
ROOF PANELS
RMEWED
)DE CO
(3P - GRAY PRIMER
GP - GRAY PRIMER
GP - GRAY PRIMER
TYPE:
26 Ga. KIRBY RIB (KR2.
FL4838.1
COLOR:
GALVALUME PLUS (GPI
WALL PANELS
TYPE:
26 Ga. KIRBY RIB KR2.)_
FL4837.1
COLOR:
CHARCOAL, PVDF (CH)_
SOFFIT PANELS
TYPE:
26 Ga. KIRBY RIB (KR2.)
FL4837.1
COLOR:
SLATE GRAY, PVDF (SG)
TRIM COLORS
ROOF LINE TRIM:
DOWNSPOUTS:
WALL CORNER TRIM:
BASE TRIM:
FRAMED OPENING TRIM:
SLATE GRAY, PVDF (SG)
SLATE GRAY, PVDF (SG)
CHARCOAL, PVDF (CH)
CHARCOAL, PVDF (CH)
SLATE GRAY, PVDF (SG)
NOTE: ANY VARIANCE FROM THE PANEL TYPES OR COLORS
LISTED HERE WILL BE NOTED ON THE ELEVATION DRAWINGS.
3/4" DIA. ANCHOR ROD 3/4" DIA. ANCHOR ROD
ELEVATION = 100'-0" ELEVATION = 100'-0"
SIDEWALL
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11 1/2" 1
1 2 3 4 5 6 7 8 9
26'-4 3/4"
29'4 1/2"
29'-4 1/2"
14'-9"
TYP. JAMB
DETAIL
24'-0" 24'-0"
189'-3"
OUT -TO -OUT OF STEEL
200'-0"
OUT -TO -OUT OF STEEL OVERALL
(: 5
ANCHOR ROD PLAN
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ANCHOR ROD PLAN GENERAL NOTES:
ANCHOR RODS
AN5. DRAWINGS ARE NOT TO SCALE. SEE DETAILS FOR COLUMN ORIENTATION.
BOTTOM OF
ANt. ANCHOR ROD EMBEDMENT LENGTH SHALL BE DETERMINED BY THE FOUNDATION ENGINEER
ANB. THE ANCHOR ROD PLAN INDICATES WHERE THE ANCHOR RODS ARE TO BE PLA(-,E). AS WELL AS THE FOOTPRINT OF THE METAL
'P
BASE PLATE
PROJECTION
AN2. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN IS THE
BUILDING. IT IS ESSENTIAL THAT THESE ANCHOR ROD PATTERNS BE FOLLOWED. IFT-'ESE SETTINGS OIFFER FROM THE ARCHITECTURAL
ANCHOR ROD SHAPE
OTy.
DIA.
MATERIAL
(`P)
RESPONSIBILITY OF A REGISTERED PROFESSIONAL ENGINEER, FAMILIAR WITH LOCAL SITE CONDITIONS.
FOUNDATION PLANS, THE METAL BUILDING MANUFACTURER MUST BE CONTACTED IMI'AEDIATELY - BEFORE CONCRETE IS PLACED-
AND EMBEDMENT
AN3. ANCHOR RODS, NUTS, FLAT WASHERS FOR ANCHOR RODS, EXPANSION BOLTS, AND CONCRETE / MASONRY EMBEDMENT PLATES ARE
ANT. 'SINGLE'GEE COLUMNS SHALL BE ORIENTED WITH THE 'TOES' TOWARD THE LO�A SAVE UNLESS NOTED OTHERWISE.
D
LENGTH'D' 0 TO BE
88
3/4'
F1554 GR 36
3"
DESIGN
NOT BY METAL BUILDING MANUFACTURER.
AN8. ALL DIMENSIONS ARE OUT TO OUT OF STEEL. IF CONCRETE NOTCH IS REQUIRFIJ THEN THE REQUIRED DIMENSION SHOULD BE
DETERMINED BY THE
1'
F1554 GR 36
3"
ENGINEER:
AN4. THE ANCHOR ROD LOCATIONS PROVIDED BY METAL BUILDING MANUFACTURER SATISFY PERTINENT REQUIREMENTS FOR THE DESIGN
ADDED TO OBTAIN THE OUT TO OUT OF CONCRETE DIMENSIONS.
FOUNDATION
1-1/4"
F1554 GR 36
3-1/2"
DATE:
OF THE MATERIALS SUPPLIED BY THE METAL BUILDING MANUFACTURER IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO
OF BASE PLATE = 10(r-W, U0A-ESS NOT® OTHERWISE.
ENGINEER
MAKE SURE THAT SUFFICIENT EDGE DISTANCE IS PROVIDED FOR ALL ANGHOR RODS IN THE DETAILS OF THE FOUNDATION DESIGN.
AN9. FINISHED FLOOR ELEVATION=JOLT-0', AND BOTTOM
1-1/2'
F1554 GR 36
3-1/2"
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UANUF' T
RIGID FRAME ELEVATION: FRAME LINE 2
BRACEI
SIDE *
REQUIR
TYPICAL FLANGE BRACE ATTACHMENT
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66'-0" OUT -TO -OUT OF STEEL
A E
RIGID FRAME ELEVATION: FRAME LINE 3
CFRAME REPRESE7AND
NLY ARE SHOWN.
T FRAME SHTAILS AREECT TO CHAINAL DESIGN.
f
BRACE C
SIDE W-
REQUIRE
TYPICAL FLANGE BRACE ATTACHMENT
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