HomeMy WebLinkAboutB14-0044 000-000-000DRAWING INDEX DRAWING RELEASE HISTORY
DRAWING TITLE PAGES TYPE DATE DESCRIPTION
COVER SHEET 1 Permit Drawing Set 1/2/2014 PERMIT SET- For Building Dept. Approval
NOTES 2
13UTL El ANCHOR ROD PLAN 3
PRIMARY STRUCTURAL 4-8
Lf�
SECONDARY STRUCTURAL 9-15
COVERING N/A
Butler Manufacturing SPECIAL DRAWINGS N/A
a division of BlueScope Buildings North America, Inc.
STANDARD ERECTION DETAILS N/A
PLANOGRAPH DETAILS N/A
4
:NT
GENERAL NOTES
MATERIALS ASTM DESIGNATION
3 PLATE WELDED SECTIONS A529, A572, A1011, A1018 GRADE 55
COLD FORMED LIGHT GAGE SHAPES A653, A1011 GRADE 60
BRACE RODS A572, A510 GRADE 50
HOT ROLLED MILL SHAPES A36, A529, A572, A588, A992 GRADE 36 OR 50
HOT ROLLED ANGLES A529, A572, A588, A992 GRADE 5u
HOLLOW STRUCTURAL SECTION (HSS) A500 GRADE B
CLADDING A653, A792 GRADE 50 OR GRADE 80
A325 & A490 BOLT TIGHTENING REQUIREMENTS
IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE
REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS FOR MORE INFORMATION.
SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE
THE BOLT TIGHTNESS (I.E.-SNUG TIGHT OR PRE -TENSION) UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR
CONTRACT.
ALL A490 BOLTS SHALL BE "PRE -TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE
"SNUG -TIGHT" EXCEPT AS FOLLOWS;
PRE -TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY.
PRE -TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS
REVERSALS ON CONNECTIONS.
PRE -TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS. FOR IBC BASED CODES; HIGH SEISMIC IS
DESIGN CATEGORY D, E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS.
PRE -TENSION ANY CONNECTION WITH DESIGNATION A325 -SC. 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.
IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "PRE -TENSIONED", EXCEPT FOR SECONDARY MEMBERS AND
FLANGE BRACES.
SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHT", UNLESS INDICATED OTHERWISE IN
ERECTION DRAWING DETAILS.
CODES AND LOADS
WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS,
HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN
INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS, WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE.
COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS.
Building Code: California State Building Standards Code - 2013 Edition
Based on Building Code:: 2012 International Building Code
Electrical Control Room: Building Use:Standard Occupancy Structure, Collateral Gravity: 0.00 psf (Not Including bldg wt)
LIVE LOADS AND RAINFALL
Roof Live Load 20.00 psf (Reducible)
Rainfall: 0.10 inches per hour
CONCRETE FOUNDATIONS Compressive Strength (Min.) - Pc: 3000 psi
SNOW LOAD
Ground Snow: 0.00 psf, Flat Roof Snow: 0.00 psf, Design Snow (Sloped): 0.00 psf
Snow Exposure Category (Factor): 2 Partially Exposed (1.00)
Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00)
WIND LOAD
The'Low Rise' Method is Used
Wind Speed: 110.00 (85.21) mph, Wind Exposure: C
Basic Wind Pressure: 22.35 psf
Wind Importance Factor: 1.000, FT= Topographic Factor: 1.0000
Wind Enclosure: Enclosed, 0.180
Note: All windows, doors, skylights and other covered openings
must be designed for the specified above wind loads
EARTHQUAKE DESIGN DATA
Lateral Force Resisting Systems using Equivalent Force Procedure
Mapped Spectral Response - Ss:56.00 %g, S1:23.00 %g
Seismic Design Category: D (See Bolt Tightening Note Above)
Seismic Snow Load: 0.00 psf
Seismic Importance: 1.000
Soil Profile Type: Stiff soil (D, 4)
Design Spectral Response - Sds: 0.5047, Sd1: 0.2975
Ordinary Steel Moment Frames
Frame Redundancy Factor:1.3000
Framing R -Factor: 3.5000, Frame Seismic Factor (Cs): 0.1442, Design Base Shear = 0.1442 W
Ordinary Steel Concentric Braced Frames
Brace Redundancy Factor: 1.3000
Bracing R -Factor: 3.2500, Brace Seismic Factor (Cs): 0.1553, Design Base Shear = 0.1553 W
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VPC FLENAME 13-023ogmI
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MO 64102
COVER SHEET
MFG. AND DESIGN AND PERFORMANCE
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
REQUIREMENTS SPECIFIED BY BUTLER.
THE BUTLER MFG. ENGINEER'S SEAL DOES
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.JOB#
BUILDER North Valley Building Systems, Inc.
13-023088
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
CUSTOMER:
DATE:
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
LOCATION:
California
BUTLER
Butler Manufacturing
g
VPOVERSION: 2013.2a
1/2/2014
ORAwwcHECK:
DOG /
PROJECT: Lundberg
r
Lundberg
BuILDER'sPO► LFF
PAGE
1
a dw
sion of BlueSco Bulldlnas North America. Inc.
VPC FLENAME 13-023ogmI
BUILDER/CONTRACTOR RESPONSIBILITIES
Butler Mfg. follows the guidelines as outlined in the AISC and MBMA Codes of Standard Practice.
Butler Mfg. standard product specifications, design, fabrication, quality criteria shall govern all work
unless stipulated otherwise in the contract documents. In case of discrepancies between
Butler Mfg. structural plans and plans for other trades, Butler Mfg. structural plans shall govern.
It is the responsibility of the Builder to obtain approvals and permits from all governing agencies
and jurisdictions as required. Approval of Butler Mfg drawings constitutes the builders acceptance
of Butler interpretation of the contract purchase order. Unless specific design criteria concerning
interface design and details are furnished as part of the contract, Butler Mfg. design assumptions
shall govern.
Butler engineers are not Project Engineers or Engineer of Record for the overall project. Butler
engineering supply sealed engineering design data and drawings for Butler supplied material as part
of the overall project for use by others to obtain permits, approvals, and coordinate with other
trades. The Builder or A/E firm are responsible for the overall project coordination, including
coordination with appropriate inspection and testing agencies. All interface and/or compatibility
of any materials not furnished by Butler are to be considered and coordinated by the builder or
A/E firm.
CONSTRUCTION & ERECTION RESPONSIBILITY
The Builder is responsible for construction in strict accordance with Butler Mfg.
"FOR CONSTRUCTION" drawings and all applicable product installation guides. Butler is not
responsible for work done from any other Butler drawings that are not marked
"FOR CONSTRUCTION", nor any drawings prepared by others.
As erected field assemblies of members shall be as specified in 2006 MBMA Metal Building
Systems Manual Sec. 6 (in Canada - CSA S16-01 Clause 29.7), which generally require U500
tolerance of assembled members. Occasional field work including shimming, cutting, coping, and
drilling for final fit -up are considered part of erection. Specified field work and field welding
conditions indicated on these drawings shall also be included in the erectors scope of work
See Erection Guide for shimming procedure. For building with top riding bridge cranes see Crane
Data drawing for column plumb tolerance.
The building erector shall be properly licensed and experienced in erecting metal building systems.
The Builder is responsible for having knowledge of, and shall comply with, all OSHA requirements
and all other governing site safety criteria. The builder is responsible for designing, supplying,
locating and installing temporary supports and bracing during erection of the building. Butler
bracing is designed for coda required loads after building completion and shall not be considered
as adequate erection bracing. See Erection Guide.
EXISTING STRUCTURES
Butler must be advised of any existing structure that is within 20 ft. of Butler's building.
Loadings of both buildings may be affected when adjacent buildings are within this distance.
Butler cannot be responsible for the design or loading of existing buildings.
BRACING
Tension brace rods work in pairs to balance forces caused by initial tensioning. Care must be
taken while tightening brace rods so as not to cause accidental or misalignment of components.
All rods must be installed loose and then tightened. Rods should not exhibit excessive sag. For
long or heavy rods, or angles it may be necessary to support the rod at mid -bay by suspending
it from a secondary member.
Bracing for seismic or wind loading of objects or equipment that are not a part of the Butler
structure must be designed by a qualified professional to deliver lateral loads to primary frames
and rod bracing struts. Equipment bracing and suspension connections must not impose torsion
or minor axis loads, or cause local distortion in any Butler components. Butler accepts no
responsibility for design or installation of bracing systems not furnished by Butler.
FIELD WELDING
All field welding shall be done at the direction of a design professional, and done in accordance
with governing requirements (AWS in USA, CWB in Canada) by welders qualified to perform the
welding as directed by the applicable welding procedure specification (WPS). A WPS shall be
prepared by the contractor for each welding variation specified. The contractor is responsible for
any special welding inspection as required by local jurisdiction. Filler metal shall be
70 ksi (480 MPa) tensile strength. For welds in high seismic force resisting system
(Seismic Cat D, E or F), minimum Charpy V -Notch toughness shall meet AISC-341 criteria
(20 ft -lbs min @ ODeg F). Interpass temperatures shall not exceed 55ODeg F (30ODeg C).
VPC RENAME 13023098-01
DELIVERIES
It is the responsibility of the builder to have adequate equipment available at the job site to
unload trucks in a safe and timely manner. The Builder will be responsible for all retention
charges from carriers as a result of job site unloading delays.
Claims for damage or shorts MUST be noted on the Bill -of -Lading or delivery
receipt and filed against the carrier by the consignee as per Butler's Terms of Sales (F.O.B, Plant)
under the Uniform Commercial Code. It is critical that damages or shorts be noted on the
Bill -of -Lading or you have little recourse with the carrier. Immediately upon delivery of material,
material quantities are verified by the Builder against quantities billed on the shipping document.
Neither the Manufacturer nor the carrier is responsible for material shortages against quantities
billed on the shipping document if such shortages are not noted on the shipping documents upon
delivery of material and acknowledged by the carriers agent. For materials concealed in bundles,
boxes, or crates, shortages must be reported immediately upon unpacking. Should products get
wet, bundled and crated materials must be unpacked and unbundled immediately to provide
drainage of trapped moisture. See Erection Guide for proper job site storage procedure.
SEALANTS
Sealants shall be applied in strict accordance with Ruiner details or weather tightness will be
compromised. Sealant must be applied in temperatures and weather conditions
consistent with labeling.
INDEPENDENT MEZZANINES
Independent mezzanines must be designed by a professional engineer. The engineer must: ensure
that proper isolation from the Butler building has been provided to avoid structural damage due to
differential movements, or inadvertently apply loads to the Butler structure. Butler accepts no
responsibility for the design of the independent mezzanine.
FIRE CODE COMPLIANCE
It is the responsibility of the project design professional and builder to comply with local fire code
regulations including consideration of, but not limited to, building use and occupancy, all building
construction materials, separation requirements, egress requirements, fire protection systems, etc.
Builder shall advise Butler of any special requirements to be furnished by Butler.
FIELD MODIFICATIONS
Modifications to this building from details and instructions contained on these drawings must be
approved in writing by Butler Mfg. engineers, or other licensed structural engineer. This includes,
but is not limited to, removal of roof or wall cladding, removing or moving any flange braces or
rod braces, cutting of openings for doors, windows or RTU's, correction of fabrication errors, etc.
The owner shall not impose loads to this structure beyond what is specified for this building in
the contract documents. Butler Mfg. accepts no responsibility for the consequences of any
unauthorized additions, alterations, or added loads to this structure.
If the builder intends to invoice Butler Mfg. for modifications in excess of $1000, The builder
must notify Butler Mfg. immediately, and obtain a Work Authorization from Butler Mfg prior to
proceeding. All final claims must be submitted to Butler Mfg with all supporting documentation
within 30 days of the building completion. Claims submitted without work authorizations, or after
30 days will not be accepted. Correction of minor misfits, shimming and plumbing, moderate
amount of reaming, drilling, chipping / cutting and minor welding are considered by Code of
Standard Practice to be part of erection are not subject to claim reimbursement.
CONCRETE/MASONRY/CONVENTIONAL STUD WALLS
The engineer responsible for the design of the wall system is responsible for coordinating with, or
specifying to Butler Mfg, any wall to steel compatibility issues such as drift and deflection
compatibility, special base details, and wall to Butler steel connections. All fasteners, sealant and
counter flashing of wall systems are to be provided by contractor. The engineer responsible for
the wall shall design the anchorage to Butler supporting elements consistent with Code
required forces.
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
THE BUTLER MFG. ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG
PANELS
Oil canning is an inherent characteristic of cold formed steel panels. It is the result of several
factors that include induced stresses in the raw material delivered to Butler, fabrication methods,
installation procedures, and post installation thermal forces. Thru fastened panels will exhibit
some dimpling when installed, especially when insulation is installed between panels and
secondary supports. Dimpling can be minimized by careful installation, taking care not to
over drive fasteners.
Roof rumble is a phenomenon that is caused by wind gusts lifting up on the roof panels and then
springing back into place. All panels experience this action to some degree, especially with
concealed clip Standing Seam panels. Roof rumble noise may be minimized by providing a layer
of blanket insulation between the panels and any hard support surface such as steel secondary
members, substrates such as plywood, steel decking, or rigid board insulation. A minimum of
3 inch thick blanket is recommended over steel secondary members, or 2 inch over substrates.
Oil canning, dimpling, and roof rumble do not affect the structural integrity or weather tightness
of the panels and is not grounds for rejection of panels.
The Standing Seam joint detail is designed with an interlocking feature for ease of installation.
However, it is imperative that installed Standing Seam panels be secured to the secondary
structural members and properly seamed prior to departure from the job site each day.
SKYLIGHTS
Local building departments may require added fall restraint due to conditions that may affect the
skylight structural integrity. It is the responsibility of the builder to determine and provide any
added fall restraint under the skylight as may be required by your building department.
RAIN WATER RUNOFF
Drainage systems must be designed by the project professional to comply with code requirements.
Mier is not responsible for drainage designs, overflow scuppers, down piping, etc. The project
professional and contractor are responsible to ensure that primary drains and overflow devices
such as scuppers and auxiliary drains are provided as required for the required rain intensity at
the building perimeter and at valley conditions to prevent ponding.
STEEL SHOP COAT
The purpose of Butler's shop coat is to provide protection for the steel members during
transportation, during temporary job site storage and during erection. Standard shop formulation
is not designed to perform as a finish coat when exposed to environmental conditions. Members
shall be kept free of the ground and properly drained during job site storage. It is the Builder's
responsibility to ensure that if a finish coat is being applied over Butler shop coat that the
painting contractor verifies compatibility between his finish coat and Butler's shop coat.
Fabricator Approvals
IAS FA304; IAS FA377; IAS FA378; IAS FA388; IAS FA389; IAS FA409; IAS FA432;
IAS FA455; IAS FA456; Los Angeles, CA #FB00031; CITY OF HOUSTON 767
Canadian CSA A660 Certifications
VPBMOO; VPB1M9; BUTPAO; BUTNCO; BUTCAO;
Engineering Certifications of Authorization
USA--AR#576; FL#30427; ID#C-2470; IL#184-002649; KS#E-29; MS#E-0592;
MO#E-2010007736; NC#F-0998; OK#CA417OPE; SD#C-1787; TX#F4828; WV#C03059-00;
CAN--AB#PO8900; NS#30123; and YT#PP134
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MO 64102
DATE: I BY:
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING SACLE:
1=14
NTS
DESCRIPTION:
110614
PERMIT SET- For Building Dept. Approval
ERECTION NOTES
BUILDER: North Valley Building Systems, Inc.
CUSTOMER
LOCATION: Richvale, California
PROJECT. Lundberg
BUILDER'S PO# LFF
JOB #
13-023088
DATE:
BUTLER
1/2/2014
Butler Manufacturing
VPC VERSION: 2013.2a
DRAV"CHECK:
/
DOGPAGE.
2
a dNcion
of SlueScope Buildings North America, Inc.
6"
152mm
E E It
co E = E
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E
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1 1 61
WIDTH
21/2" 21/2"
64mm C 64mm
L
D1 (4)3/4" Dia. GR36 A.Rods
Plate W=8" L=1'-1" T=3/8"
Elev.=100'-0"
305mm
T:02 E
+
-�ll} 1 z v, E
T + J
WIDTH
2112" 2 112"
64mm 64mm
L
D2 (4)3/4" Dia. GR36 A.Rods
Plate W=8" L=1'-1" T=3/8"
Elev.=100'-0"
0
I
r
<*> THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED
BAYS. COLUMN BASE REACTIONS, BASE PLATES AND ANCHOR RODS ARE
AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED
WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER.
VPC FILENAME: 13-023088-01
NUT
HARDENED
WASHER
4" (102mm)
PROJECTION
w BOTTOM OF COLUMN
c9 BASE PLATE ELEV.
J m
>_—TOP OFFOUNDATION -CONSIDER
m ANY SPACE BETWEEN THE FOUNDATION
AND COLUMN BASE IN ANCHOR ROD
LENGTH REQUIREMENT
THE 4" PROJECTION ABOVE THE BOTTOM OF THE BASE PLATE
IS A SUGGESTED MINIMUM TO ENSURE ADEQUATE ANCHOR ROD
LENGTH. A DIFFERENT PROJECTION MAY BE REQUIRED BY THE
FOUNDATION DESIGNER.
THE ANCHOR ROD PROJECTION MAY NEED TO BE CUTOFFIF
THERE IS INTERFERENCE WITH OTHER PARTS.
SUGGESTED ANCHOR ROD PROJECTION
23'-0"
VARIES
BOTTOM OF
COLUMN
BASE PLATE �
STD = 112" (13mm)
FLUSH = 0" (Omm)
TYPICAL COLUMN
BASE PLATE DETAIL
1. ANCHOR RODS, NUTS, HARDENED WASHERS AND ANY OTHER
EMBEDDED ITEMS ARE TO BE FURNISHED BYCONTRACTOR.
2. ANCHOR ROD DIAMETERS WERE DETERMINED BYALLOWABLE
SHEAR AND TENSION PER AISC SPECIFICATIONS (FY=36KSI).
(ASTM F1554 GRADE 36) ANCHOR ROD LENGTH, EFFECTS
OF EMBEDDED ANCHOR ROD EDGE DIMENSIONS AND METHOD
OF TRANSFERRING FORCES FROM ANCHOR RODS TO
FOOTINGS ARE TO BE DETERMINED BY OTHERS.
3. UNLESS OTHERWISE SPECIFIED, ANCHOR RODS ARE DESIGNED
AND DETAILED AS "CAST -IN-PLACE" ANCHOR RODS WITH
"SNUG TIGHT' CONNECTIONS.
4. FOUNDATION MUST BE LEVEL, SQUARE AND SMOOTH.
ANCHOR RODS MUST BE ACCURATELY PLACED AS SHOWN
ON THIS DRAWING OR STEEL WILL NOT FIT. THE BUILDER
IS RESPONSIBLE FOR ACCURATE SETING OF ANCHOR RODS
PER AISC CODE OF STANDARD PRACTICE, SEC 7.5
VARIATIONS ARE SUMMARIZED BELOW;
a. CENTERS OF ANY TWO AR'S WITHIN A COLUMN BASE
GROUP; +-118"
b. CENTERS OF ADJACENT AR GROUPS; +-114"
c. TOPS OF AR'S; 11/2"
d. ACCUMULATED DIM BETWEEN CENTERS OF AR GROUPS
ALONG COLUMN LINE; +-114" PER 10OFT., NOT TO
EXCEED 1" TOTAL
e. DIM FROM CENTER OF ANY AR GROUP FROM COLUMN
LINE; +-114"
5. DESIGN LOADS AND REACTIONS ARE FURNISHED IN THE
REACTIONS REPORT.
BL
23'-0"
ANCHOR ROD PLAN
Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
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USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.
BL
23'-0"
ANCHOR ROD PLAN
Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
ONLY TO THE WORK PRODUCT OF BUTLER
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
MFG. AND DESIGN AND PERFORMANCE
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
REQUIREMENTS SPECIFIED BY BUTLER.
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.
THE BUTLER MFG. ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
DESIGN OF ANY OTHER PRODUCT OR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
COMPONENT FURNISHED BY BUTLER EXCEPT
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
TO ANY DESIGN OR PERFORMANCE
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
REQUIREMENTS SPECIFIED BY BUTLER.
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
BL
SEISMIC SEPARATION
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MO 64102
DATE I BY: I DESCRIPTION'.
DRAWING SACLE: NTS
1/21204
11:06:16
Q�pFESSION�t
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PERMIT SET- For Building Dept. Approval
ANCHOR ROD PLAN
BUILDER: North Valley Building Systems, Inc.
CUSTOMER:
LOCATION: Richvale, Califomia
PROJECT: Lundberg
BUILDER'SPo# LFF
JOB #.
13-023088
DATE:
Bu%cEia 1/2/2014
® DRAWN/CHECK:
Butler ManufacturingDOG I
PAGE: 3
VPC VERSION. 2013.2a
a division of BlueScope Buildings North Am rlm, Inc.
I
VPC FILENAME 1302308Bd1
Frame
Member
Schedule
Bolt Connection &
Plate Schedule
Frame
Clearances
Part
Mem
Width
Thick
WebThk.
De thl
De th2
APProx.L
th
A?Prox.Wei ht
Horiz.
Clearance between
members 1(CX003)
and 4(CX004): 14'-8 3/4"
CX003
1
5.0000
.1345
1'-0"
1'-0"
10'-6
9/16"
124#
Id Qty Grade Bolt
Bolt Plate Rows Rows Washer PartNo
.1345
Dia.
Length Thick. Out In
Vert.
Clearance at member
l(CX003): 10'-6
9/16"
RBX001
2
5.0000
.1345
.1345
10"
10"
8'-6
1/16"
93#
Vert.
Clearance at member
4(CX004): 10'-6
9/16"
RBX002
3
5.0000
.1345
.1345
10"
10"
8'-6
1/16"
93#
A 4 A325 3/4"
2 1/2" 3/8" 1 1 Y es 0097284
Finished
Floor Elevation
= 100'-0" (Unless
Noted Otherwise)
CX004
4
5.0000
.1345
.1345
1'-0"
1'-0"
10'-6
9/16"
124#
FMq
O
N
H
5 12'-8 1/2" Ridge Ht.
4 2 @ 3'-8 11/16"
3 1'-1"
2 4'-6"
1 1 5/8"
❑ Dimension Key
1. USE 1/2 X 1 1/2 A325 -N BOLT (49080) AND NUT (47120)
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS,
SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS,
UNLESS NOTED OTHERWISE.
2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME
SIDE OF THE WEB AS THE HILLSIDE WASHER.
VPC FILENAME: 13-023088-01
4
-6 3/8" 1.000:1
'-6 3/8', 1.000:12
M M
r O O r
M N N M
O N
W U 00
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AND DESIGN AND IPERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER,
THE BUTLER MFG. ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
17'-0"
FRAME CROSS SECTION AT FRAME LINES) 2
Shape Name = Electrical Control Room Wall 4, Frame 2
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MO 64102
DATE: I By: I DESCRHPTION:
DRAWING SACLE:
1=14
NTS
11:0620
r .–
QFpFESSlpyq�
LU
C 53017 m
or P. 61301
V 1� P
TF OF CP�-�F
PERMIT SET- For Building Dept. Approval
FRAME CROSS SECTION AT FRAME LINE(S) 2
BUILDER: North Valley Building Systems, Inc. JOB#
13-023088
CUSTOMER: DATE:
LOCATION. Richvale, California BUTLER 1/2/2014
DRAWWCHECK
PROJECT: Lundberg Butler ManufacturingDOG /
PAGE.
BUILDER'S PO* LFF VPC VERSION. 2013.2a 6
a arvuron of mueocope omiu,r,ya wnn rvrnrm .
ROD SLOT BACKING
PLATE MAY EXIST
HARDWARE INSTALL
IN THIS ORDER:
HILLSIDE WASHER
FLAT WASHER "B"
FLAT WASHER "A"
HEX NUT
BRACE ¢ FRAME BRACE
LOCATION LOCATION
WALL BRACE
ROD
REV. DATE: 05/10/10 1 R2 NO.o1 ROD BRACING THRU ROD SLOT
BR02H 1 I COLUMN SHOWN / RAFTER SIMILAR
CLIP REOT W/
THICK FLANGES
O
ALTERNATE CONNECTIONS
ROOF
SECONDARY
MEMBER
.I
OI
of
FLANGE BRACE
(GFB—) OR (HFB—)
FLANGE BRACE WILL TYPICALLY
CONNECT TO THE WEB OF THE
FRAME MEMBER,
FLANGE BRACE REQUIREMENTS:
RULE#1—
ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED.
WASHERS
SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON
ROD DIA,
NUT
A
B
HILLSIDE
3/8'
095321
096408
46040
043657
1/2"
095230
095872
095946
043657
5/8"
095233
095945
095946
043657
3/4"
095235
095946
095948
043658
7/8" 1
095237
1 095947
1 095948
043658
095238
1 095948
095949
043659
h1
i 1 8e
095239
1 095949
095949
043659
REV. DATE: 05/10/10 1 R2 NO.o1 ROD BRACING THRU ROD SLOT
BR02H 1 I COLUMN SHOWN / RAFTER SIMILAR
CLIP REOT W/
THICK FLANGES
O
ALTERNATE CONNECTIONS
ROOF
SECONDARY
MEMBER
.I
OI
of
FLANGE BRACE
(GFB—) OR (HFB—)
FLANGE BRACE WILL TYPICALLY
CONNECT TO THE WEB OF THE
FRAME MEMBER,
FLANGE BRACE REQUIREMENTS:
RULE#1—
ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED.
RULE#2—
SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON
WCX*"" = COLUMN (HOTROLL)
CROSS SECTION IS NOT ACCOMPANIED BY (2).
RULE#3—
FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB
=
RBX*** RAFTER )
ATEPL
WHEN PART MARK IS ACCOMPANIED BY (2).
RULE#4—
WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE
WRX*** = RAFTER (HCTROLL)
CENTER OF THE BUILDING.
RULE#5—
WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.
SIDE OF THE FRAME WEB.
** 10" & 11
1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP.
REv, onre:m/af/oe REV. NO. 00 1TYPICAL
FLANGE BRACE CONNECTIONS
BR06AE
CONT, PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN
F = FEET G = GAGE
CX"' = COLUMN (PLATE)
I = INCHES 0 = OPERATION
CGX*** = COLUMN (GAGE)
E = EIGHTHS C = FIN/COLOR
WCX*"" = COLUMN (HOTROLL)
PANEL/COVERING
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
W 1 3 1 1 7 2 6 1 K T D
=
RBX*** RAFTER )
ATEPL
" F F I I E G G 0 C C C
BGX*** = RAFTER (GAGE)
LENGTH CCDE
WRX*** = RAFTER (HCTROLL)
TRX*** = TRUSS RAFTER
INSULATION
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.
IB 1 301036030 WV
BUILDER: North Valley Building Systems, Inc.
ICX***=INTERIOR COLUMN
** F F F I I I I I I E C C
I
THE BUTLER MFG. ENGINEER'S SEAL DOES
PCX*** = PIPE COLUMN
LENGTH WIDTH THK CODE
TCX*** = TUBE COLUMN
SECONDARY (STANDARD)
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
0 8 Z 1 9 1 1 4 1 7—————
EPX*** = ENDPOST (PLATE)
* * * F F I I E G C * * ' * '
EGX*** = ENDPOST (GAGE)
DEPTH LENGTH GAGE ADJUST.CODES
SHAPE
CBX*** = CANOPY (PLATE)
SECONDARY (SPECIAL)
CBX'** = PIGGYBACK CANOPY
0010821911417———
BUTLER
1/2/2014
DCC*** = 8 1/2" GAGE POST
' • * ' ' • F F I E G G '
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
COUNTER DEPTH& LENGTH GAGE ADJUST CODES
DCE*** = 10" GAGE POST
SHAPE
DRAWAVCHECK
ROD BRACING RS = THREADS BOTH ENDS
0 3 R S 2 5 1 0 RT = THREADS ONE END — CLEVIS ONE END
I E* * F F I I RU = CLEVIS BOTH ENDS
DIA LENGTH RP = THREAD BOTH ENDS — NO HILLSIDES
—'—," "` V' MARK NUMBER KEY
EN 50BI COMMON GENERATED MARK NUMBERS
4
PERMIT SET- For Building Dept. Approval
1, USE 1/2 X 1 1/2 A325 -N BOLT (49080) AND NUT (47120)
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
BUTLER MANUFACTURING
W/0 WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS,
ONLY TO THE WORK PRODUCT OF BUTLER
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
1540 GENESSEE ST. KANSAS CITY, IMO 64102
PRIMARY BRACING SEDS
SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS,
MFG. AND DESIGN AND PERFORMANCE
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
UNLESS NOTED OTHERWISE.
REQUIREMENTS SPECIFIED BY BUTLER.
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.
Rev DATE: By: DescreuPnoN:
BUILDER: North Valley Building Systems, Inc.
JOB
2, SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME
I
THE BUTLER MFG. ENGINEER'S SEAL DOES
13-023088
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
DATE:
SIDE OF THE WEB AS THE HILLSIDE WASHER.
NOT APPLY TO THE PERFORMANCE OR
CUSTOMER:
DESIGN OF ANY OTHER; PRODUCT OR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
LOCATION Richvale, California
BUTLER
1/2/2014
COMPONENT FURNISHED BY BUTLER EXCEPT
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
DRAWAVCHECK
TO ANY DESIGN OR PERFORMANCE
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
PROJECT: Lundberg
Butler ManufacturingDOG
/
DRAWING SACLE:
NTS`
PAGE.
%
REQUIREMENTS SPECIFIED BY BUTLER.
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
BUILDER'S PO# LFF
WCVERSION. 2013.2a
VPC FILENAME 13-0230W1 102014 11:06:20
a d"Ion of BlueScope Buildirga North Airedea, Inc.
5T1TCH—
OR
'�
>�
DATE:
1/2/2014
DRAWN/CHECK:
DOG /
OR
PAGE:
1 8
ALTERNATE 2 — 5 (3/16 & 1/4 WEB)
— —
— — — — — r``�
BOLTING 4 — 8 (5/16 — 1/2 WEB)
PLATE
ROWS
ROWS OUT
ROWS
OUT
ROW5
OUT
OUT
TYP
ALTERNATE
i
BOLTING
TYP
PLATE
OR
ALTERNATE
O WS
C P
BOLTING
�p ROWS
ROWS IN
\ ` ALTERNATE
PLATE ROWS ALTERNATE
ALTERNATE: _ IN
IN
_
OR \ ` BOLTING
l `�N — BOLTING
BOLTING -- —'
% — — —
CJP \ _ _ _ — PLATE
_
— LATE
PLAT —_
`
RIDGE
\ ROWS4N
OR
/
RAFTER
RAFTER
\I
OR \�_
c�P
J
ROWS OUT CJP
\
CLP
STITCH
�
/1 1/2" — 3 (10 GA. WEB)
STITCH
/ 2 — 5 (3/16 & 1/4 WEB)
\
OR
1 1/2' — 3 (10 GA. WEB) CJP
/ 4 — 8 (5/16 — 1/2 WEB)
ALTERNATE
C�p
2 — 5 (3/15 & 1/4 WEB)
/
PaTI N G
4 — S (5/16 — 1/2 WEB)
PLATE
REV DATE 2/33P'2 REV. Na M I
HAUNCH COLUMN CONNECTION
REV. DAM, s n' IRCV. No. °'
LDW SIDE HAUNCH CONNECTION
REV. CAM 2/n/1 2 REV. ND.aI
HIGH SIDE CDNNECTION
�" °"�" U"2 'R�".
BOLTED RAFTER SPLICE CONNECTIONS
TOP BOLTED WELD STD.
FACE BOLTED WELD STD.
BOLTED, WELD STD.
WELD STD.
STITCH
1 1/2" — 3 (10 GA. WEB)
CDLUMN (CX—) OR
(ICX—)
DLUMN (TCX—) OR (PCX—)
2 — 5 3/16 & 1/4 WEB
WP
4 — 8 (5/16 — 1/2 WEB
FLANGE CHANGE
N�EGnoN
SPLITUBE
OR PIPE COLUMN
CJP
FF. (S, W.)
I I
I — — —
C,Ip
RANDOM SHOP SPLICE
16P 4J.1
\ndh
I I
CJP
BASE PLATE
BASE PLATE
TYP.
A
CJP
DESIGN MEMBER DEPTH
REV. DATE 2/23 Riv.
FRAME CONNECTION AT INTERIOR COLUMN
NEv. DA TE2/23/1 REV R.O. °'
TYPICAL BASE PLATE CONNECTION
'rv. aAm.1 M1 1z NEI. ND.QI
TYPICAL BASE PLATE CONNECTION
F". °"'L-'/13'2 'T" "ad
VARIOUS RANDOM SHOP SPLICE
WELD STD.
BASE PLATE TO COLUMN WELD STD.
BASE PLATE TO COLUMN WELD STD.
SHOP SPLICE WELD STD.
MINIMUM FILLET WELD
FLUSH — UNSTIFFENED
The Table below shows Code minimum volds for AISC & CSA/W59.//--F[_AN(3E
If weld shown on Engineering Weld Standard Dr on fabricationa
PLATE GENERAL NOTES'
GENERAL. NOTES:
o 0 o a v a o o o a o o o a o a o D a a o 0 0
documents are less than these, then the weld site shown below
THE FILLET WELD SHALL BE CONTINUOUSLY
o 0 0 a 0 a 0 0 0 a 0 0
Is to be used, based on the material thickness bang Joined.
SUBMERGED ARC WELDED ONE SIDE OF THE
1. SEE FRAME CROSS SECTION FOR BOLTING PLATE
a D a D o D a D
AISC TABLE J24 & AWS01.1 5.B
MINIMUM CMAW FILLET WELD CZE
WEB TO BOTH FLANGES AS ILLUSTRATED.
WEB PLATE THE MINIMUM FILLET WELD 51ZE SHALL BE
THICKNESS AND NUMBER OF ROWS OUT AMID IN,
TAKEN FROM TABLE BELOW.
11 12 13 14 51 32 53 54
Sg
Base Metal Thickness (Tlx ain' ilki Weld
2. MIN. BOLTING PLATE WIDTH = FLANGE SIIZE (6"
EXTENDED — UNS11TENED
in. rnm in. rrm
T K1/4 T< 8 1/8 3
MI N.)
o D D D o 0 0 0 0 0 o o a o o o a o
1/4 < T <_1/2 T <12 3/16 D
MIN.
0 0 07 0 0 0 0 0 0 0 0 4 4 0 0 4 0
a D CI D D a D a
1/2 < T <_3/4 12 < T < 20 1/4 6
3. SIZE OF WELDS UNLESS NOTED ARE BASED ON
C D D °
WMMW FLLET WELD s12E9 (Usn CWACA IN MUCO) (AWWI.1-TAB1 5.8)
3/4 < T 20 s T 5/16 a
MATERIAL THICKNESS -
FLMrX T-lit"Ss
vm 3/16- OVER
pR 1/.4' 5/16' 3/8' 1/2" 5/8' 3/4' t• 1 t/6' 11/,C
LFSC
+ T = Thicknens Df the thinner port joined (USA, CANADA & MEXICO)
0 44, F
Qe' if
0' ✓Ci
31 32 33 71 72 73
Assumes low hydrogen welding process using GMAW filler metal
F7AO
�� P�� G
�C�
EXTENDED — STIFFENED GUSSET
(GUSSET)
1oaA 1/e 1/Le 1/6 t/e" 1/6 1/6' 1/6' t/8' 1/e' 1�8' t/e'
class ER70-3 (B—C49A 2.0 C3� or SAW filler metal class
��
BCA 1/8' 1/l8" 1/D' 1/8' 1/0" 1/8' 1/8" 1/e 1/8" 1/0" 1/6'
EM13K (F49A2—FM13K),
FILLET WELD ASSEMBLY (AWS D11,1-06 Sec 5.221)
CO O ��
� , 530
W
6 0 6 0 6 0 6 0 6 0 6 0 0 6 6 6 0 6
0 o a D o D a a a o D D a 0 a D a o
3 16' 1/a' 1/18 1/s' 1/8' 1/s' 1/s' i/e° 1/a' 3/16' $/w3/18'
1 4• 1/B' t/IB" t/6' 1/B• 1/6• 1/6' 1/e 3/16' 3/16- 3/16' 3/16'
a D o D D a v a
5/1V 1/6'1/v 3/16' 3/16' S/16' 3/16" 3/16" 3/16' 3/16' S/15' 3/16•
Caps in parts to be joined by fillet welds may have a
Xp.613
gap of <_1/16' with no adjustment In weld size.��
o a a o
J $' 1/6' 1/I3• 3/16` J/16' S/16' 3/16" 3/16" x/16• 3/16' S/Id 3/16•
14. 1/6' 1/16" 3/1e• 3/16' 3/16' .3/16" 3/16' 3/11• 3/1a' 3/16. 3/16'
Gaps > 1/16' but <-3/16-, fillet weld leg must be increased
CIV`\'
1/8' 1/IB" 3/16' 4/16' 1/f I/4' 1/4' 1/4" 1/4" 1/4'
by the amount of the raot opening.5is'
qTF OF Cp,�
41 42 43 81 82 B3
> 3/4' t/a' t/is 3/1B' 4/16' i 3/16' 11/4' 6/16' 5/I6•
Gaps > 3/16', corrective work is required to bring parts
SEE 'BOLTED END—PLATE CONNECTION" SECTION OF DE51GN CALCULATION FOR PLATE I
inio acceptable contact,
RMV DAM 2 93
GENERAL WELD REQUIREMENTS
MV. DAM s/TIM I R" 11`D.°'
TYPICAL NOTES
a"� wiz �/'� '�"� "°�°'
GENERAL NOTES
'�'` °""°°/16/" '�"� N0.07
BOLTED END—PLATE CONNECTION LAYOUT
WELD STD.
TYPICAL SECTION THRU BUILT—UP MEMBERS
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
THE BUTLER MFG. ENGINIEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PIERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
VPC FILENAME: 13-02308&-01
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MO 64102
PERMIT SET- For Building Dept. Approval
MRD50 DRAWING
ZEV DATE: BY: DESCR=IPTION'. BUILDER'. North Valley Building Systems, Inc.
CUSTOMER:
LOCATION: Richvale, California
PROJECT: Lundberg
DRAWING SACI_E: NTS BUILDER'S Pon LFF
BUTLER
Butler Manufacturing
VPC VERSION: 2013.24
of BImScoce Bulldlnas North America, Inc.
JOB It
13-023088
DATE:
1/2/2014
DRAWN/CHECK:
DOG /
a dvision
PAGE:
1 8
t
102014 11:0622 a dfvsion of BlwScope Bulldings North America, Inc.
g
BRACE FRAME BRACE ERECTION NOTE: LO TION LOCATION ROOF
SECONDARY WHEN A CHANNEL BRACE DOES NOT LINE UP WITH ANOTHER
MEMBER CHANNEL BRACE OR THE SLOTS IN THE PURLIN WEB FOR
A DROP PIN CONNECTION BEND THE CHANNEL TABS TOWARD
THE PURLIN WEB AND USE A SELF -DRILLER (55307) TO ATTACH.
I
- ° -� �_----------� L-- 0 -
FLANGE BRACE
(C FB-) OR (HFB-)
CLIP REOT W/
THICK FLANGES FLANGE BRACE WILL TYPICALLY
CONNECT TO THE WEB OF THE
FRAME MEMBER.
0
ALTERNATE CONNECTIONS
FLANGE BRACE REQUIREMENTS:
RULL#1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED.
RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON
CROSS SECTION IS NOT ACCOMPANIED BY (2).
RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB
WHEN PART MARK IS ACCOMPANIED BY (2).
RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE
CENTER OF THE BUILDING.
RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME
SIDE OF THE FRAME WEB.
** 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP.
REV, °ATt:07/01/09 REV. NO.00 TYPICAL FLANGE BRACE CONNECTIONS
BR06AEI CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN
INT. FRAME INT, FRAME
INTERIOR BAY
1) PURLIN BRACE
CHANNEL
(2) PURLIN BRACE Io ] ] o
CHANNELS
(4) PURLIN BRACE ] ]
CHANNELS
TYPICAL
CLUSTER
STANDARD NOTES: -4-
- PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES.
THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW:
0 - DO NOT INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION.
- INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION.
SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS.
- INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE.
- CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER
PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY.
REV. DATE; 07/01/09 1 REV. NO, PURLIN BRACE CLUSTER LOCATION
BR09RZ I INTERIOR BAY CHANNEL LOCATION
EAVE ---/ 1
STRUT
SHIM PLATE
(SEE CHART)
SHIM PLATE
ROOF PITCH
RANGE
PART
NUMBER
.25 TO 1.99
N/A
2.0 TO 2.49
ESH1
2.5 TO 3.49
ESH2
3.5 TO 4.00
ESH3
ROOF BEAM
-(2) 112" X 1 1/2"
A325 BOLT (49080)*
* USE 1/2" X 2"
A325 BOLT (097280)
IN LIEU OF (49080)
**1'-0" AT 7" & 8 1/2" OUTSET
l'-3" AT 10" & 11 1/2" OUTSET
LOW EAVE STRUT SHOWN - HIGH EAVE STRUT SIMILAR
REV. °ATE:°'/°'/09 REV. "0. 0° EAVE STRUT CONNECTION
RS12PH AT END FRAME
1. UNLESS NOTED, USE 1/2 X 1 1/2 A325 -N BOLT (49080) AND NUT (47120)
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION
OF WALL AND ROOF SHEETS.
3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.
VPC FILENAME: 13-0230,99 01
(2) 1/4-14 x 1 1/4"
STRUCT. SCREWS
(55307)
NN
CE
3-;
LIN
(2) 1/4-14 x 1 1/4"
STRUCT. SCREWS
i-__1
ANNEL
ACE
DB-)
USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE
DOES LINE UP WITH THE DOES NOT LINE UP WITH
SLOTS IN THE PURLIN WEB. I THE SLOTS IN THE PURLIN WEB.
/. DATE.04/01/11 IREV. N0. 01 CHANNEL BRACE ENDING AT PURLIN WEB
BR09JG SELF -DRILLER WITH BENT TABS
ADJUST. CODES
GAGE
millimeters
DEPTH
SHAPE
GAGE
47 =7"
Z=ZEE
11 =0.113
08 = 8 1/2"
C = CEE
12 = 0.098
10 = 10"
E = LOW EAVE STRUT
13 = 0.088
11 = 11 1/2"
H = HIGH EAVE STRUT
14 = 0.079
15 = 0.073
16 = 0.068
17 = 0.060
REV. DATE: 07/01/09 1 IAV, No. 00 1 SECONDARY PART MARK NUMBER
EN5101 I COMMON GENERATED MARK NUMBERS
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PROIDUCT OF BUTLER
MFG. AND DESIGN AND IPERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
THE BUTLER MFG. ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
AT EAVE STRUT BEND PBA TABS
AND USE (2)11/32" X 1 1/4" T-45 GRAY
SCRUBOLT (097352) AND SCRUBOLT NUT (097267)
(HEAD OF SCRUBOLT TO BE ON OUTSIDE OF EAVE STRUT)
EAVE PURLIN SEE FACE OF
BRACE ASSY. EAVE STRUT VIEW
(PBA-) FOR TAB ATTACHMENT
Lundberg
BUILDER'SPO# LFF
FACE OF
EAVE STRUT
B
USE (2) 1/2" GALV. HEX SAVE
NUTS (47120) LOCATE (1) STRUT
NUT EACH SIDE OF PURLIN
EAVE PURLIN
BRACE ASSY.
PURLIN (PBA-)(TYP.)
NOTE: SEE ERECTION DRAWINGS
FOR LOCATION
FOR LOW OR HIGH EAVE LOCATIONS.
REV. DATE:11/26/12 I REV. No. 04
EAVE STRUT BRACE
BRO9K5
ADJUST. CODES
GAGE
EIGHTHS
INCHESI LENGTH
(millimeters)
SHAPE
PTH
COUNTER
DEPTH SHAPE GAGE
07 = 7" ZS = ZEE 11 = 0.113
08 = 8 1/2" CS = CEE 12 = 0.098
10 = 10" ES = LOW EAVE STRUT 13 = 0.088
11 = 11 1/2" HIS = HIGH EAVE STRUT 14 = 0.079
BB = BACK TO BACK CEE
FB = FACE TO BACK CIE 15 = 0.073
FF = FACE TO FACE CEE 16 = 0.068
17 - 0.060
REV. DATE 07/01/N REV. No. o°
SPECIAL SECONDARY PART MARK KEY
COMMON GENERATED MARK NUMBERS
EN5152
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
NOTE:
1. SEE CHART FOR RIDGE BRACE NEST AND
ASSEMBLY SELECTION.II ROTATE
CH
2. NEST CHANNELS TO ACHIEVE II� �� a TOAALIGNS
5" BETWEEN HOLES AND HOLES
USE DROP PINS TO SECURE. USED TO
SECTION SECURE
(2) 1/4" x 6 1/4' WITH DROP
DROP PINS (097556)—; PINS
REV. DATE:07/01/°e IREV. NO. CO CHANNEL RIIDGE BRACE ASSEMBLY
BR09PK SINGLE BRACE AT SYMMETRICAL RIDGE
ERECTION DRAWING PART MARC
C
North Valley Building Systems, Inc.
CUSTOMER:
P
LOCATION
Richvale, California
R
Lundberg
BUILDER'SPO# LFF
1 W 1
B
3
PURLIN
BAY NUMBER
CANOPY (C)/PARTITION(P)/
ROOF(R)/WALL(W) NUMBER
BUILDING SHAPE
THE BAY/BUNDLE CODE IDENTIFIES
THE BUILDING CANOPY/PARTITION/
ROOF/WALL PLANE AND BAY
END FRAME INT. FRAM
END BAY
(1) PURLIN BRACE o ] o 0
CHANNEL
(2) PURLIN BRACE 0 0
CHANNELS
(3) PURLIN BRACE_j o
CHANNELS
(4) PURLIN BRACE ]
CHANNELS
3 TYPICAL
CLUSTER
STANDARD NOTES: `
- PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES.
THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW:
0 - DO NOT INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION.
- INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION.
SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS.
- INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE.
- CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER
PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY.
REV. DATE; 07/01/09 1 REV. PURLIN BRACE CLUSTER LOCATION
BR09RY No.00 END BAY CHANNEL LOCATION
4£
U
2 1/2" 2 5/8"
EA7/31/17 I REV. NO. 01 1 SECONDARY BUNDLE LOCATION KEY I REV. DATE 07/01/09 RI
EN5183 ALL SECONDARY DEPTHS EN53F1
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MO 64102
DATE: I BY: I DESCRIPTION:
DRAWING SACLE:
102014
NTS
110622
PURLIN AND GIRT SIZES
8 112" 216mm
o��prESvo 0.
StO,y���\,�
O \
co
o m
0C 53017 ""
UJI P. 6130-120
\Q
TqT� OFI
PERMIT SET- For Building Dept. Approval
ROOF SECONDARY SED'S
BUDDER:
North Valley Building Systems, Inc.
CUSTOMER:
LOCATION
Richvale, California
PROJECT:
Lundberg
BUILDER'SPO# LFF
BUTLER
-
Butler Manufacturing
VPC VERSION: 2013.2a
of BlueScope Buildings North Am nca, Inc.
JOB it
13-023088
DATE:
1/2/2014
DRAV"CHECK:
DOG /
a dNision
PAGE:
10
VPC FLENPME: 731J23W"l
WC FILENAME. 13.023088-01
I
1. UNLESS NOTED, USE 1/2 X 1 1/2 A325 -N BOLT (49080) AND NUT (47120)
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION
OF WALL AND ROOF SHEETS.
3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.
VPC FILENAME 13.023088-01
Q
17'-0"
BL BL
SECONDARY ELEVATION AT 2
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PROIDUCT OF BUTLER
MFG. AND DESIGN AND IPERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
THE BUTLER MFG. ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED ElY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER,
Shape Name = Electrical Control Room, Wall = 3
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG,
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MO 64102
DATE: I BY'
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 1�11131.1.111G SACLE
� Q�pFESSIONgI
PSD C
CIO O �m
;MV
u- \„AXP. 61* uIle dll/1*
OF CP
PERMIT SET- For Building Dept. Approval
SECONDARY ELEVATION AT 2
DESCRIPTION: BUILDER North Valley Building Systems, Inc.
CUSTOVER.
LOCATION: Richvale, California
PROJECT. Lundberg
NTS BULDER'SPO* LFF
JOB it
13-023088
�^-
DATE
BUTLER
1/2/2014
DRAV"CHECK:
Butler ManufacturingDOG
/
a AN',cinn
VPC VERSION: 2013.2a
of RhwRrnnn RullAln— NnOh America Im
PAGE:
13
VPC FLENPMF: 13-02308&01
ROD SLOT BACKING
PLATE MAY EXIST
HARDWARE INSTALL
IN THIS ORDER:
HILLSIDE WASHER
FLAT WASHER "B"
FLAT WASHER "A"
HEX NUT
WALL BRACE
ROD
I—, "u - ROD BRACING THRU ROD SLOT
BR021-11 11 COLUMN SHOWN / RAETFR SIMIIAR
GRACE g FRAME BRACE
LOCATION I LOCATION
CLIP REO.O W/
THICK FLANGES
0
ALTERNATE CONNECTIONS
- ROOF
SECONDARY
MEMBER
FLANGE BRACE
(CFO-) OR (HFB-)
FLANGE BRACE WILL TYPICALLY
CONNECT TO THE WEB OF THE
FRAME MEMBER.
FLANGE BRACE REQUIREMENTS:
RULE#1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED.
RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON
CROSS SECTION IS NOT ACCOMPANIED BY (2).
RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB
WHEN PART MARK IS ACCOMPANIED BY (2).
RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE
CENTER OF THE BUILDING.
RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME
SIDE OF THE FRAME WEB.
** 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP.
REV. DATE: °,/D1/09 1 aev. NO. 00 TYPICAL FLANGE BRACE CONNECTIONS
BR06AE CONT. PURLIN LAP SHOWN, CONT. GIR7 & SIMPLE PURLIN
GIRT CLIP
iF-
WASHERS
2 1/2"
ROD DIA.
NUT
A
B
HILLSIDE
3/8'
095321
096408
46040
043657
1/2"
095230
095872
095946
043657
5/8"
095233
095945
095946
043657
3/4
095235
095946
095948
043658
7/8'
095237
095947
095948
043658
1"
095238
095948
095949
043659
1 1/8"
095239
095949
1 095949 1
043659
I—, "u - ROD BRACING THRU ROD SLOT
BR021-11 11 COLUMN SHOWN / RAETFR SIMIIAR
GRACE g FRAME BRACE
LOCATION I LOCATION
CLIP REO.O W/
THICK FLANGES
0
ALTERNATE CONNECTIONS
- ROOF
SECONDARY
MEMBER
FLANGE BRACE
(CFO-) OR (HFB-)
FLANGE BRACE WILL TYPICALLY
CONNECT TO THE WEB OF THE
FRAME MEMBER.
FLANGE BRACE REQUIREMENTS:
RULE#1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED.
RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON
CROSS SECTION IS NOT ACCOMPANIED BY (2).
RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB
WHEN PART MARK IS ACCOMPANIED BY (2).
RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE
CENTER OF THE BUILDING.
RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME
SIDE OF THE FRAME WEB.
** 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP.
REV. DATE: °,/D1/09 1 aev. NO. 00 TYPICAL FLANGE BRACE CONNECTIONS
BR06AE CONT. PURLIN LAP SHOWN, CONT. GIR7 & SIMPLE PURLIN
1. UNLESS NOTED, USE 1/2 X 1 1/2 A325 -N BOLT (49080) AND NUT (47120)
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION
OF WALL AND ROOF SHEETS.
3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.
VPC FILENAME: 13-023088-01
VI — 1
08 = 8 1/2"
10 = 10"
11 = 11 1/2"
ADJUST, CODES
GAGE
SHAPE
Z = ZEE
C = CEE
E = LOW EAVE STRUT
H = HIGH EAVE STRUT
(millimeters
ADJUST. CODES
GAGE
EIGHTHS
LENGTH
millimeters
��rin
GAGE
GIRT CLIP
iF-
(BOLTED)(WELDED)
2 1/2"
2 5/8"
I
(GCE_) (GCB_) AT 10" GIRT
DEPTH
SHAPE
GAGE
8 1/2" GIRT CLIP (GC5)
DESIGN OF ANY OTHER PRODUCT OR
8 1/2" & 10"
COMPONENT FURNISHED BY BUTLER EXCEPT
10" GIRT CLIP (GCE-)
07-7"
ZS=ZEE
I
MAY BE SHOP
08 = 8 1/2"
CS = CEE
I
I
I
I
I
WELDED (GC2 OR GCB-)
N
�
ES = LOW EAVE STRUT
I
I
I
I
14 = 0.079
48° m
HS - HIGH EAVE STRUT
I
I
15 = 0.073
LIP
BB = BACK TO BACK CEE
I
<
(BOLTED)(WELDED)
FB = FACE TO BACK CEE
15 = 0.073
17 = 0.060
(GC34_)(GC65_) AT 8 1/2" GIRT
FF = FACE TO FACE CEE
16 - 0.068
G
(GC63-)(GC67-) AT 11 1/2" GIRT
W/ (3) 55307
17 = 0.060
h
1 X G\R� COLUMN
SEE DETAIL WSR032
THEN FIELD CUT GFAP_ AT CORNER
FOR BOLTED CLIP TO
PUNCHED GIRT FILLER ANGLE
7" GIRT
(GIFAP-) ATTACH TOP FLANGE
FEV. DATE:09/10/13 REV. NQ 00
GIRT CONN. AT CORNER COLUMN
ANY INSET GIRT AT EW, INSET GIRT AT SW
ZEE GIRT SHOWN
W// (4) 55307
CEE GIRT SIMILAR
8 1/2" & '10" INSET GIRT
REV. DATE! 07/01/09 REV NO 0o
PURLIN
8
AND GIRT SIZES
1/2" 216mm
REV DATE:10/31/1 I REV NO. 01
GIRT CONN. AT COLUMN
INSIST GIRTS
EN53F1
WS01R2
1. UNLESS NOTED, USE 1/2 X 1 1/2 A325 -N BOLT (49080) AND NUT (47120)
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION
OF WALL AND ROOF SHEETS.
3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.
VPC FILENAME: 13-023088-01
VI — 1
08 = 8 1/2"
10 = 10"
11 = 11 1/2"
ADJUST, CODES
GAGE
SHAPE
Z = ZEE
C = CEE
E = LOW EAVE STRUT
H = HIGH EAVE STRUT
(millimeters
ADJUST. CODES
GAGE
EIGHTHS
LENGTH
millimeters
��rin
GAGE
GIRT CLIP
CORNER COLUMN
(BOLTED)(WELDED)
COUNT[
(GC5) (GC2) AT 8 1/2" GIRT
REQUIREMENTS SPECIFIIED BY BUTLER.
(GCE_) (GCB_) AT 10" GIRT
DEPTH
SHAPE
GAGE
11 = 0.113
DESIGN OF ANY OTHER PRODUCT OR
8 1/2" & 10"
COMPONENT FURNISHED BY BUTLER EXCEPT
12=0.098
07-7"
ZS=ZEE
11 =0.113
13 = 0.088
08 = 8 1/2"
CS = CEE
12 = 0.098
10 = 10"
ES = LOW EAVE STRUT
13 = 0.088
14 = 0.079
11 - 11 1/2
HS - HIGH EAVE STRUT
14 0.079
15 = 0.073
BB = BACK TO BACK CEE
=
16 = 0.068
(BOLTED)(WELDED)
FB = FACE TO BACK CEE
15 = 0.073
17 = 0.060
(GC34_)(GC65_) AT 8 1/2" GIRT
FF = FACE TO FACE CEE
16 - 0.068
(GFAP-) ATTACH TOP FLANGE
(GC63-)(GC67-) AT 11 1/2" GIRT
W/ (3) 55307
17 = 0.060
REV. DATE. 07/01/09 1 REV. NO 00 SECONDARY PART MARK NUMBER
EN51B1 COMMON GENERATED MARK NUMBERS
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
GIRT CLIP
CORNER COLUMN
(BOLTED)(WELDED)
MFG. AND DESIGN AND (PERFORMANCE
(GC5) (GC2) AT 8 1/2" GIRT
REQUIREMENTS SPECIFIIED BY BUTLER.
(GCE_) (GCB_) AT 10" GIRT
ENDWALL
GIRT
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
8 1/2" & 10"
COMPONENT FURNISHED BY BUTLER EXCEPT
SI DEWALL
TO ANY DESIGN OR PERFORMANCE
GIRT
REQUIREMENTS SPECIFIIED BY BUTLER.
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING,
SrRECTION DRAWINGS
\� fa I
FOR BOLTED CLIP
MARK NUMBER
' R
6
GIRT CLIP
FRAME
(BOLTED)(WELDED)
( **" )(GC64_) AT 7" GIRT
(GC34_)(GC65_) AT 8 1/2" GIRT
GIRT FILLER ANGLE PUNCHED
(GC62-)(GC66-) AT 10" GIRT
(GFAP-) ATTACH TOP FLANGE
(GC63-)(GC67-) AT 11 1/2" GIRT
W/ (3) 55307
ALIGN HOLES IN GFAP_ W/GIRT HOLES,
SEE DETAIL WSR032
THEN FIELD CUT GFAP_ AT CORNER
FOR BOLTED CLIP TO
(IF REO'D).
7" GIRT
8 1/2" & 10" INSET SW GIRTS
FEV. DATE:09/10/13 REV. NQ 00
GIRT CONN. AT CORNER COLUMN
ANY INSET GIRT AT EW, INSET GIRT AT SW
WSR029
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
ONLY TO THE WORK PRODUCT OF BUTLER
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
MFG. AND DESIGN AND (PERFORMANCE
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
REQUIREMENTS SPECIFIIED BY BUTLER.
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG
THE BUTLER MFG. ENGINEER'S SEAL DOES
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
COMPONENT FURNISHED BY BUTLER EXCEPT
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
TO ANY DESIGN OR PERFORMANCE
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
REQUIREMENTS SPECIFIIED BY BUTLER.
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING,
REV. DATE 07/DI/09 1 REV.SPECIAL SECONDARY PART MARK KEY
N0. 00
EN51 B2 COMMON GENERATED MARK NUMBERS
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, IMO 64102
DATE: I By. I DESCRIIPTION:
DRAWING SACLE:
1f2/2014
NTS
110628
ERECTION DRAWING PAR? MARK
C
P
R
1W1B3
-T-TTT
BAY NUMBER
CANOPY (C)/PARTITION(P)/
ROOF(R)/WALL(W) NUMBER
BUILDING SHAPE
THE BAY/BUNDLE CODE IDENTIFIES
THE BUILDING CANOPY/PARTITION/
ROOF/WALL PLANE AND BAY
t01/01'""`V.SECONDARY BUNDLE LOCATION KEY
" °'
EN5103 ALL SECONDARY DEPTHS
(ft S 10Nq
0. Gp �G'
Xp.6j301
o�
�Q-
CIv�N'
qrE OF
PERMIT SET- For Building Dept. Approval
WALL SECONDARY SED'S
BUILDER: North Valley Building Systems, Inc. JOB k,
13-023088
CUSTOMER:
DATE:
LOCATION: Richvale, California BUTLER 1/2/2014
DRAWN/CHECK:
PRCJECT: Lundberg Butler ManufacturinDOG /
PAGE:
BUILDER'SPOk LFF VPCVERSION: 2013.2a g 15
a &Ision of BlueScope Bulidirgs North America, Inc.
A
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DRAWING INDEX
DRAWING RELEASE HISTORY
DRAWING TITLE PAGES TYPE DATE DESCRIPTION
GENERAL NOTES
COVER SHEET 1 Permit Drawing Set
1/2/2014 PERMIT SET- For Building Dept. Approval
MATERIALS ASTM DESIGNATION
NOTES
3 PLATE WELDED SECTIONS A529, A572, A1011, A1018 GRADE 55
2
COLD FORMED LIGHT GAGE SHAPES A653, A1011 GRADE 60
ANCHOR ROD PLAN 3
BUTLER
BRACE RODS A572, 5510 GRADE 50
HOT ROLLED MILL SHAPES A36, A529, A572, A588, A992 GRADE 36 OR 50
PRIMARY STRUCTURAL 4-8
HOT ROLLED ANGLES A529, A572, A588, A992 GRADE 50
HOLLOW STRUCTURAL SECTION (HSS) A500 GRADE B
SECONDARY STRUCTURAL 9.15
CLADDING A653, A792 GRADE 50 OR GRADE 80
A325 & A490 BOLT TIGHTENING REQUIREMENTS
COVERING N/A
Butler M a n u fact u r i n
IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE
SPECIAL DRAWINGS
REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS FOR MORE INFORMATION.
N/A
a division of BlueScope Buildings North America, Inc.
SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE
STANDARD ERECTION DETAILS
THE BOLT TIGHTNESS (I.E.-SNUG TIGHT OR PRE-TENSION) UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR
N/A
CONTRACT.
PLANOGRAPH DETAILS N/A
ALL A490 BOLTS SHALL BE "PRE-TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE
"SNUG-TIGHT" EXCEPT AS FOLLOWS;
PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY.
PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS
REVERSALS ON CONNECTIONS.
PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS. FOR IBC BASED CODES; HIGH SEISMIC IS
DESIGN CATEGORY D, E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS.
PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC. SLIP CRITICAL (SC) CONNECTIONS MUST BE FREE
OF PAINT, OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY
CBC SECTION 1704
RUSTED SURFACES ARE ACCEPTABLE.
INSPECTION REQUIRED
IN CANADA,
ALLBRACES.325 AND A490 BOLTS SHALL BE "PRE-TENSIONED", EXCEPT FOR SECOP,DF,RY MEMBERS AND
SPECIAL
Special Inspection
FLANGESECONDARY
See attached
MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHT", UNLESS INDICATED OTHERWISE IN
Note
ERECTION DRAWING DETAILS.
CODES AND LOADS
WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS,
HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN
INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE.
COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS.
Building Code: California State Buildings Standards Code- 2013 Edition
Based on Building Code:: 2012 International Building Code
Electrical Control Room: Building Use:Standard Occupancy Structure, Collateral Gravity: 0.00 psf (Not Including bldg wt)
LIVE LOADS AND RAINFALL
'—
Roof Live Load 20.00 psf (Reducible)
Rainfall: 0.10 inches per hour
CONCRETE FOUNDATIONS Compressive Strength (Min.) - fc: 3000 psi
SNOW LOAD
Ground Snow: 0.00 psf, Flat Roof Snow: 0.00 psf, Design Snow (Sloped): 0.00 psf
Snow Exposure Category (Factor): 2 Partially Exposed (1.00)
Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00)
WIND LOAD
The'Low Rise' Method is Used
Wind Speed: 110.00 (85.21) mph, Wind Exposure: C
Basic Wind Pressure: 22.35 psf
Wind Importance Factor: 1.000, FT= Topographic Factor: 1.0000
jWind
Enclosure: Enclosed, 0.180
/
Note: All windows, doors, skylights and other covered openings
/
must be designed for the specified above wind loads
EARTHQUAKE DESIGN DATA
/
Lateral Force Resisting Systems using Equivalent Force Procedure
/
Mapped Spectral Response - Ss:56.00 %g, S1:23.00 %g
i
Seismic Design Category: D (See Bolt Tightening Note Above)
j
Seismic Snow Load: 0.00 psf
Seismic Importance: 1.000
Soil Profile Type: Stiff soil (D, 4)
/
Design Spectral Response - Sds: 0.5047, Shc: 0.2975
/
Ordinary Steel Moment Frames
Frame Redundancy Factor:1.3000
Framing R-Factor: 3.5000, Frame Seismic Factor (Cs): 0.1442, Design Base Shear = 0.1442 W
Ordinary Steel Concentric Braced Frames
Brace Redundancy Factor: 1.3000
Bracing R-Factor: 3.2500, Brace Seismic Factor (Cs): 0.1553, Design Base Shear = 0.1553 W
II
PERMIT # ✓" 04
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
COD fQMPLIANCE-��
DATE ! BY FESSION
` QUO '�! F
0 G0'Lc2
4�0
QO m
BUTTE 53017
�
COUNTY JI XP•
JAN 10 2014v\�
DEVELOPMENT OF C
OF
SERVICES
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
BUTLER MANUFACTURING
ONLY TO THE WORK PRODUCT OF BUTLER
MFG, AND DESIGN AND PERFORMANCE
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
1540 GENESSEE ST. KANSAS CITY, MO 04102
COVER SHEET
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
REQUIREMENTS SPECIFIED BY BUTLER.
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.
BUILDER: North Valley Building Systems, Inc.
.1013#
THE BUTLER MFG. ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR13-023088
DESIGN OF ANY OTHER PRODUCT OR
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
CUSTOMER:
DATE:
COMPONENT FURNISHED BY BUTLER EXCEPT
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
LOCATION:BUTLER
Richvale, California
1/2/2014
DRAV"CHECK
TO ANY DESIGN OR PERFORMANCE
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
PROJECT: Lundberg
Butler ManufacturingDOG
/
REQUIREMENTS SPECIFIED BY BUTLER.
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
PAGE:
BUILDER'S POk LFF
VPC VERSION: 2013.2a
1
uPC FILENAME 13-023Q48-01
1=14 11:06:13 a dW.Ion of BlueScope Buildings North America, Inc.
BUILDER/CONTRACTOR RESPONSIBILITIES
Butler Mfg. follows the guidelines as outlined in the AISC and MBMA Codes of Standard Practice.
Butler Mfg. standard product specifications, design, fabrication, quality criteria shall govern all work
unless stipulated otherwise in the contract documents. In case of discrepancies between
Butler Mfg. structural plans and plans for other trades, Butler Mfg. structural plans shall govern.
It is the responsibility of the Builder to obtain approvals and permits from all governing agencies
and jurisdictions as required. Approval of Butler Mfg drawings constitutes the builders acceptance
of Butler interpretation of the contract purchase order. Unless specific design criteria concerning
interface design and details are furnished as part of the contract, Butler Mfg. design assumptions
shall govern
Butler engineers are not Project Engineers or Engineer of Record for the overallproject. Butler
engineering supply sealed engineering design data and drawings for Butler supplied material as part
of the overall project for use by others to obtain permits, approvals, and coordinate with other
trades. The Builder or A/E firm are responsible for the overall project coordination, including
coordination with appropriate inspection and testing agencies. All interface and/or compatibility
of any materials not furnished by Butler are to be considered and coordinated by the builder or
A/E firm.
CONSTRUCTION & ERECTION RESPONSIBILITY
The Builder is responsible for construction in strict accordance with Butler Mfg.
"FOR CONSTRUCTION" drawings and all applicable product installation guides. Butler is not
responsible for work done from any other Butler drawings that are not marked
"FOR CONSTRUCTION", nor any drawings prepared by others.
As erected field assemblies of members shall be as specified in 2006 MBMA Metal Building
Systems Manual Sec. 6 (in Canada - CSA S16-01 Clause 29.7), which generally require U500
tolerance of assembled members. Occasional field work including shimming, cutting, coping, and
drilling for final fit -up are considered part of erection. Specified field work and field welding
conditions indicated on these drawings shall also be included in the erectors scope of work.
See Erection Guide for shimining procedure. For building with top riding bridge cranes see Crane
Data drawing for column plumb tolerance.
The building erector shall be properly licensed and experienced in erecting metal building systems.
The Builder is responsible fur having knowledge of, and shall comply with, all OSHA requirements
and all other governing site safety criteria. The builder is responsible for designing, supplying,
locating and installing temporary supports and bracing during erection of the building. Mier
bracing is designed for code required loads after building completion and shall not be considered
as adequate erection bracing. See Erection Guide.
EXISTING STRUCTURES
Butler must be advised of any existing structure that is within 20 ft. of Butler's building.
Loadings of both buildings may be affected when adjacent buildings are within this distance.
Butler cannot be responsible for the design or loading of existing buildings.
BRACING
Tension brace rods work in pairs to balance forces caused by initial tensioning. Care must be
taken while tightening brace rods so as not to cause accidental or misalignment of components.
All rods must be installed loose and then tightened. Rods should not exhibit excessive sag. For
long or heavy rods, or angles it may be necessary to support the rod at mid -bay by suspending
it from a secondary member.
Bracing for seismic or wind loading of objects or equipment that are not a part of the Mier
structure must be designed by a qualified professional to deliver lateral loads to primary frames
and rod bracing struts. Equipment bracing and suspension connections must not impose torsion
or minor axis loads, or cause local distortion in any Butler components. Butler accepts no
responsibility for design or installation of bracing systems not furnished by Butler.
FIELD WELDING
All field welding shall be done at the ditection of a design professional, and done in accordance
with governing requirements (AWS in USA, CWB in Canada) by welders qualified to perform the
welding as directed by the applicable welding procedure specification (WPS). A WPS shall be
prepared by the contractor for each welding variation specified. The contractor is responsible for
any special welding inspection as required by local jurisdiction. Filler metal shall be
70 ksi (480 MPa) tensile strength. Fur .relds in high seismic force resisting system
(Seismic Cat D, E or F), minimum Charpy V -Notch toughness shall meet AISC-341 criteria
(20 ft -lbs min @ ODeg F). Interpass temperatures shall not exceed 55ODeg F (30ODeg C).
VPC FILENAME 13-023088-01
DELIVERIES
It is the responsibility of the builder to have adequate equipment available at the job site to
unload trucks in a safe and timely manner. The Builder will be responsible for all retention
charges from carriers as a result of job site unloading delays.
Claims for damage or shorts MUST be noted on the Bill -of -Lading or delivery
receipt and filed against the carrier by the consignee as per Butler's Terms of Sales (F.O.B. Plant)
under the Uniform Commercial Code. It is critical that damages or shorts be noted on the
Bill -of -Lading or you have little recourse with the carrier. Immediately upon delivery of material,
material quantities are verged by the Builder against quantities billed on the shipping document.
Neither the Manufacturer nor the carrier is responsible for material shortages against quantities
billed on the shipping document if such shortages are not noted on the shipping documents upon
delivery of material and acknowledged by the carriers agent. For materials concealed in bundles,
boxes, or crates, shortages must be reported immediately upon unpacking. Should products get
wet, bundled and crated materials must be unpacked and unbundled immediately to provide
drainage of trapped moisture. See Erection Guide for proper job site storage procedure.
SEALANTS
Sealants shall be applied in strict accordance with Butler details or weather tightness will be
compromised. Sealant must be applied in temperatures and weather conditions
consistent with labeling.
INDEPENDENT MEZZANINES
Independent mezzanines must be designed by a professional engineer. The engineer must ensure
that proper isolation from the Butler building has been provided to avoid structural damage due to
differential movements, or inadvertently apply loads to the Butler structure. Butler accepts no
responsibility for the design of the independent mezzanine.
FIRE CODE COMPLIANCE
It is the responsibility of the project design professional and builder to comply with local fire code
regulations including consideration of, but not limited to, building use and occupancy, all building
construction materials, separation requirements, egress requirements, fire protection systems, etc.
Builder shall advise Butler of any special requirements to be furnished by Butler.
FIELD MODIFICATIONS
Modifications to this building from details and instructions contained on these drawings must be
approved in writing by Butler Mfg. engineers, or other licensed structural engineer. This includes,
but is not limited to, removal of roof or wall cladding, removing or moving any flange braces or
rod braces, cutting of openings for doors, windows or RTU's, correction of fabrication errors, etc.
The owner shall not impose loads to this structure beyond what is specified for this building in
the contract documents. Butler Mfg. accepts no responsibility for the consequences of any
unauthorized additions, alterations, or added loads to this structure.
If the builder intends to invoice Butler Mfg. for modifications in excess of $1000, The builder
must notify Butler Mfg. immediately, and obtain a Work Authorization from Butler Mfg prior to
proceeding. All final claims must be submitted to Butler Mfg with all supporting documentation
within 30 days of the building completion. Claims submitted without work authorizations, or after
30 days will not be accepted. Correction of minor misfits, shimming and plumbing, moderate
amount of reaming, drilling, chipping / cutting and minor welding are considered by Code of
Standard Practice to be part of erection are not subject to claim reimbursement.
CONCRETE/MASONRY/CONVENTIONAL STUD WALLS
The engineer responsible for the design of the wall system is responsible for coordinating with, or
specifying to Butler Mfg, any wall to steel compatibility issues such as drift and deflection
compatibility, special base details, and wall to Butler steel connections. All fasteners, sealant and
counter flashing of wall systems are to be provided by contractor. The engineer responsible for
the wall shall design the anchorage to Butler supporting elements consistent with Code
required forces.
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
THE BUTLER MFG. ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.
PANELS
Oil canning is an inherent characteristic of cold formed steel panels. It is the result of several
factors that include induced stresses in the raw material delivered to Butler, fabrication methods,
installation procedures, and post installation thermal forces. Thru fastened panels will exhibit
some dimpling when installed, especially when insulation is installed between panels and
secondary supports. Dimpling can be minimized by careful installation, taking care not to
over drive fasteners.
Roof rumble is a phenomenon that is caused by wind gusts lifting up on the roof panels and then
springing back into place. All panels experience this action to some degree, especially with
concealed clip Standing Seam panels. Roof rumble noise may be minimized by providing a layer
of blanket insulation between the panels and any hard support surface such as steel secondary
members, substrates such as plywood, steel decking, or rigid board insulation. A minimum of
3 inch thick blanket is recommended over steel secondary members, or 2 inch over substrates.
Oil canning, dimpling, and roof rumble do not affect the structural integrity or weather tightness
of the panels and is not grounds for rejection of panels.
The Standing Seam joint detail is designed with an interlocking feature for ease of installation.
However, it is imperative that installed Standing Seam panels be secured to the secondary
structural members and properly seamed prior to departure from the job site each day.
SKYLIGHTS
Local building departments may require added fall restraint due to conditions that may affect the
skylight structural integrity. It is the responsibility of the builder to determine and provide any
added fall restraint under the skylight as may be required by your building department.
RAIN WATER RUNOFF
Drainage systems must be designed by the project professional to comply with code requirements.
Butler is not responsible for drainage designs, overflow scuppers, down piping, etc. The project
professional and contractor are responsible to ensure that primary drains and overflow devices
such as scuppers and auxiliary drains are provided as required for the required rain intensity at
the building perimeter and at valley conditions to prevent ponding.
STEEL SHOP COAT
The purpose of Butler's shop coat is to provide protection for the steel members during
transportation, during temporary job site storage and during erection. Standard shop formulation
is not designed to perform as a finish coat when exposed to environmental conditions. Members
shall be kept free of the ground and properly drained during job site storage. It is the Builder's
responsibility to ensure that if a finish coat is being applied over Butler shop coat that the
painting contractor verifies compatibility between his finish coat and Butler's shop coat.
Fabricator Approvals
IAS FA304; IAS FA377; IAS FA378; IAS FA388; IAS FA389; IAS FA409; IAS FA432;
IAS FA455; IAS FA456; Los Angeles, CA #FB00031; CITY OF HOUSTON 767
Canadian CSA A660 Certifications
VPBMOO; VPBWI9; BUTPAO; BUTNCO; BUTCAO;
Engineering Certifications of Authorization
USA--AR#576; FL#30427; ID#C-2470; IL#184-002649; KS#E-29; MS#E-0592;
MO#E-2010007736; NC#F-0998; OK#CA417OPE; SD#C-1787; TX#F4828; WV#C03059-00;
CAN--AB#PO8900; NS43U123; and YT9PP134
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MO 64102
DATE: I BY:
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWNCSncLE:
UPIN-M
NTS
DESCRIPTION:
1106:14
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PERMIT SET- For Building Dept Approval
ERECTION NOTES
BUILDER: North Valley Building Systems, Inc.
CUSTOMER'.
LOCATION: Richvale, California
PROJECT: Lundberg
BULDER'SPOtt LFF
a d"ion of BlueScope Buildings North Amenca, Ino
BUTLER
Butler Manufacturing
VFCVERSION: 2013.2a
13-023088
DATE
1/2/2014
DRAAPUCHECK:
-PAGE DOG /
2
a d"ion of BlueScope Buildings North Amenca, Ino
6"
152mm
E E
m E E
O � N
M _ +� o
1 �ll}
WIDTH
z to E
+ T J
7
2 1/2" I 2 1/2"
64mm`—C 64mm
L
D1 (4)3/4" Dia. GR36 A.Rods
Plate W=8" L=1'-111 T-3/8"
Elev.=100'-0"
V-0„
305mm
$�=WASHER
HARDENED
It
LE E 4" (102mm)
G0 o PROJECTION
Zn E
(9 -
E
F W BOTTOM OF COLUMN
o BASE PLATE ELEV.
Uj
WIDTH '� m -TOP OF FOUNDATION - CONSIDER
ANY SPACE BETWEEN THE FOUNDATION
2112" 2 1/2" m AND COLUMN BASE IN ANCHOR ROD
64mm 64mm LENGTH REQUIREMENT
L
THE 4" PROJECTION ABOVE THE BOTTOM OF THE BASE PLATE
IS A SUGGESTED MINIMUM TO ENSURE ADEQUATE ANCHOR ROD
LENGTH. A DIFFERENT PROJECTION MAY BE REQUIRED BY THE
FOUNDATION DESIGNER.
D2 (4)3/4" Dia. GR3 6 A . ROds THE ANCHOR ROD PROJECTION MAY NEED TO BE CUTOFF IF
Plate W=8" L=1' -I" T=3/8" THERE IS INTERFERENCE WITH OTHER PARTS.
Elev.=100' -0" SUGGESTED ANCHOR ROD PROJECTION
0
I
r
II VARIES
BOTTOM OF
COLUMN
BASE PLATE �
STD = 112" (13mm)
FLUSH = 0" (0mm)
TYPICAL COLUMN
BASE PLATE DETAIL
23'-0"
11. ANCHOR RODS, NUTS, HARDENED WASHERS AND ANY OTHER
EMBEDDED ITEMS ARE TO BE FURNISHED BY CONTRACTOR.
2. ANCHOR ROD DIAMETERS WERE DETERMINED BY ALLOWABLE
SHEAR AND TENSION PER AISC SPECIFICATIONS (FY=36KSI).
(ASTM F1554 GRADE 36) ANCHOR ROD LENGTH, EFFECTS
OF EMBEDDED ANCHOR ROD EDGE DIMENSIONS AND METHOD
OF TRANSFERRING FORCES FROM ANCHOR RODS TO
FOOTINGS ARE TO BE DETERMINED BY OTHERS.
3. UNLESS OTHERWISE SPECIFIED, ANCHOR RODS ARE DESIGNED
AND DETAILED AS "CAST -IN-PLACE" ANCHOR RODS WITH
"SNUG TIGHT" CONNECTIONS.
4. FOUNDATION MUST BE LEVEL, SQUARE AND SMOOTH.
ANCHOR RODS MUST BE ACCURATELY PLACED AS SHOWN
ON THIS DRAWING OR STEEL WILL NOT FIT. THE BUILDER
IS RESPONSIBLE FOR ACCURATE SETTING OF ANCHOR RODS
PER AISC CODE OF STANDARD PRACTICE, SEC 7.5
VARIATIONS ARE SUMMARIZED BELOW;
a. CENTERS OF ANY TWO AR'S WITHIN A COLUMN BASE
GROUP; +_118"
I. CENTERS OF ADJACENT AR GROUPS; +-114"
c. TOPS OF AR'S; +.1/Z"
d. ACCUMULATED DIM BETWEEN CENTERS OF AR GROUPS
ALONG COLUMN LINE; +-114" PER 100FT., NOT TO
EXCEED 1" TOTAL.
e. DIM FROM CENTER OF ANY AR GROUP FROM COLUMN
LINE; +-1/4"
S. DESIGN LOADS AND REACTIONS ARE FURNISHED IN THE
REACTIONS REPORT.
D1
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BL BL
ANCHOR ROD PLAN
Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)
SEISMIC SEPARATION
Q�OFESS/ONS
w� PSD 0• `FSG
m
LU C 53017 �1
�v 6 vjv \- \
OF CFO�
PERMIT SET- For Building Dept. Approval
<R> THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
BUTLER MANUFACTURING
BAYS. COLUMN BASE REACTIONS, BASE PLATES AND ANCHOR RODS ARE
ONLY TO THE WORK PRODUCT OF BUTLER
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
1540 GENESSEE ST. KANSAS CITY, MO 64102 ANCHOR ROD PLAN
AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED
MFG. AND DESIGN AND PERFORMANCE
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER.
REQUIREMENTS SPECIFIED BY BUTLER.
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.JOB#
REv: DATE: BY: DescRlPTioN: 6uiLDER: North Valley Building Systems, Inc.
THE BUTLER MFG. ENGINEER'S SEAL DOES
13-023088
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
DATE:
NOT APPLY TO THE PERFORMANCE OR
CUSTOMER.
DESIGN OF ANY OTHER PRODUCT OR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING INB(ITLER
LocanoN: Richvale, California
1/2/2014
COMPONENT FURNISHED BY BUTLER EXCEPT
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
®
DRAWN/CHECK:
DOG /
TO ANY DESIGN OR PERFORMANCE
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
PROJECT: Lundberg
Butler Manufacturing
DRAWING SACLE NTS BUILDER'SPoo LFF
PAGE:
3
REQUIREMENTS SPECIFIED BY BUTLER.
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
VPCVERSION 2013.2a
VPC FILENAME: 13-023088-01 V212o14 n:uuao -ul—'--1-1— ... - —1-11161 ---„ —
VPCFILENAME 13-023(N84D1
VPC FIENAME 13-023008-01
VPC FILENAME: 13-023088 01 102014 11:06:20 a du'.ion of BlueScope Buildings Nodh AmOca, Int.
VPC FILENAME13023088-01
TYP,
r•
DESIGN MEMBER DEPTH�
RSV. DAM 2/23PI IREV.FRAME CONNECTION AT INTERIOR COLUMN `EV-DATLY,
WELD STD.
MI AIMJM FILLET WELD
The Table below shows Code minimum welds for AISC & CSA/W59.
If weld shownon E�gineerng Weld Standard Dr on fabrication
documents or less than these, then the weld size shown below
Is to be used, based on the rnaterid thickness berg Joined.
AISC TABLE J2_4 & AWS01.1 &B
MINIMUM CMAW FILLET WELD SIZrE� 5gr� p
Bass Metal Thickness (TI1 Iin k}llet Weld
in, rnrn in rrm
1 < 1/4 T < 6 1/8 3
1/4 < T <_1/2 T S 12 3/16 5
C+nI f nand /n2/ N no !iw N
W. 01
TYPICAL BASE PLATE CONNECTION
BASE PLATE TO COLUMN WELD STD.
GENERAL NOTES:
THE FILLET WELD SHALL BE CONTINUOUSLY
SUBMERGED ARC WELDED ONE SIDE OF THE
WEB TO BOTH FLANGES AS ILLUSTRATED.
THE MINIMUM FILLET WELD SIZE SHALL BE
TAKEN FRDM TABLE BELOW.
1/2 < T <-3/4 12 < T < 20 1/4 6
3 /4� < T 20 < T 5/1 b 8
T = Thickness of the thinner part joined (USA, CANADA & MEXICO)
Assumes low hydrogen welding process using GMAW filler metal
dagc ER70-3 (13-C49A 2.L` C3) or SAW filler matul class F7AO-
EM13K (F49A2-FM13K),
FILLET WELD ASSEMBLY (AWS D1.1 -O6 Sec 5.221)
Caps in parts to be joined by fillet welds may have a
gap of X1/16' with no adjustment in weld size,
Gaps > 1/16- but < 3/113% fillet well leg must be increased
by the amount of the root opanng_
Gaps > 3/16', corrective work is required Lo bring parts
ria acceptable contact.
DAM 2/23/12 Rte. Na M GENERAL WELD REQUIREMENTS
WELD STD.
V S11TCH
ONLY TO THE WORK PRODUCT OF BUTLER
WN" FLLET WELD 812£9 (US& CWO& & W7000) (AW901.1-TA9LE 5.8)
OR
R-ANGE TN C" M
REQUIREMENTS SPECIFIED BY BUTLER.
win IRB1/4• 6/16' 3/8• 1/2' 6/8' 3/4' 1' 1l/ER�
IFSC
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OR
NOT APPLY TO THE PERFORMANCE OR
I Tr/ V
1/a'
I
3/16' 1/9 1/a' 1/s' 1/a' 1/a' 1/a" 1/e" 1/S' 3/16" J/Id'
1 1/2" - 3 (10 GA. WEB)
1 t' 1/B" 1/8 1/6' 1/B' 1/6'1/8- 1/0' 3/16' 3/16' 3/16'
3/16'
CJP
3/16'
6" 1/e' 1/e'/le' J/16' S/16• J/16" x/16' �/Ifi' J/I6' S/Id/lfi'
1/e• 1/e" 7/16' a/1e 3/I6' .3/16' 3/1 e" ]/16' 3/I6' 3/1e
3/15•
TYP
> 3/4' 1/B' 1/3' 3/10" 3/15' 5/14' 1/f I/4' S/t6' 5/16' 5/16'
9/16'
2 - 5 (3/16 & 1/4 WEB)—
—
—
— — — —
— — -�
ALTERNATE
BOLTNC
4 - 8 (5/16 - 1/2 WEB)
PLATE
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ROWS
ROWS
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ROWS
ROWS
OUT
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TYP
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TYP
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ALTERNATE
ROWS
CJP
BOCTING
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CJP
VRIDWS
ROWS
IN
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1 ALTERNATE
PLATE
ROWS
ALTERNAT
ALTERNATE
_ _
IN
OR \CLAnIFG
t \ N - _
BOLTING
BOLTING
CJP
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LATE
RIDG
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ROWS�(N
OR
RAFTER
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OR
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ROWS
CLP
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OUT CJP
\
(10 GA. WEB)
STITCH
/ 2 — 5 (3/16 & 1/4 WEB)
\
1 1/2' - 3 (10 GA. WEB)/
CJP
4 - B (5/16 - 1/2 w®)
�
ALTERN ATE
0
2 - 5 (3/16 & 1/4 WEB)
/
BOLTING
4 - B (5/1B - 1/2 WEB)
PLATE
f'iEV DAM 2/a5 1 R£V. Na D1
HAUNCH COLUMN CONNECTION
LY/27 REV W. O
LOW
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HAUNCH
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RAFTER SPLICE CONNECTONS
T
TOP L
TYP,
r•
DESIGN MEMBER DEPTH�
RSV. DAM 2/23PI IREV.FRAME CONNECTION AT INTERIOR COLUMN `EV-DATLY,
WELD STD.
MI AIMJM FILLET WELD
The Table below shows Code minimum welds for AISC & CSA/W59.
If weld shownon E�gineerng Weld Standard Dr on fabrication
documents or less than these, then the weld size shown below
Is to be used, based on the rnaterid thickness berg Joined.
AISC TABLE J2_4 & AWS01.1 &B
MINIMUM CMAW FILLET WELD SIZrE� 5gr� p
Bass Metal Thickness (TI1 Iin k}llet Weld
in, rnrn in rrm
1 < 1/4 T < 6 1/8 3
1/4 < T <_1/2 T S 12 3/16 5
C+nI f nand /n2/ N no !iw N
W. 01
TYPICAL BASE PLATE CONNECTION
BASE PLATE TO COLUMN WELD STD.
GENERAL NOTES:
THE FILLET WELD SHALL BE CONTINUOUSLY
SUBMERGED ARC WELDED ONE SIDE OF THE
WEB TO BOTH FLANGES AS ILLUSTRATED.
THE MINIMUM FILLET WELD SIZE SHALL BE
TAKEN FRDM TABLE BELOW.
1/2 < T <-3/4 12 < T < 20 1/4 6
3 /4� < T 20 < T 5/1 b 8
T = Thickness of the thinner part joined (USA, CANADA & MEXICO)
Assumes low hydrogen welding process using GMAW filler metal
dagc ER70-3 (13-C49A 2.L` C3) or SAW filler matul class F7AO-
EM13K (F49A2-FM13K),
FILLET WELD ASSEMBLY (AWS D1.1 -O6 Sec 5.221)
Caps in parts to be joined by fillet welds may have a
gap of X1/16' with no adjustment in weld size,
Gaps > 1/16- but < 3/113% fillet well leg must be increased
by the amount of the root opanng_
Gaps > 3/16', corrective work is required Lo bring parts
ria acceptable contact.
DAM 2/23/12 Rte. Na M GENERAL WELD REQUIREMENTS
WELD STD.
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
ONLY TO THE WORK PRODUCT OF BUTLER
WN" FLLET WELD 812£9 (US& CWO& & W7000) (AW901.1-TA9LE 5.8)
MFG. AND DESIGN AND PERFORMANCE
R-ANGE TN C" M
REQUIREMENTS SPECIFIED BY BUTLER.
win IRB1/4• 6/16' 3/8• 1/2' 6/8' 3/4' 1' 1l/ER�
IFSC
OV
INA 1/B' 1/B" 1/e' 1/6' 1/6' 1/0' 1/e' 1/8•
NOT APPLY TO THE PERFORMANCE OR
aca 1/a' t/a" t/a' t/a' 1/6' 1/c' 1/B" 1/6' 1/s' I/$"
1/a'
I
3/16' 1/9 1/a' 1/s' 1/a' 1/a' 1/a" 1/e" 1/S' 3/16" J/Id'
3/10'
1 t' 1/B" 1/8 1/6' 1/B' 1/6'1/8- 1/0' 3/16' 3/16' 3/16'
3/16'
S 16' 1/B 1/B" 3/16' 3/1G 3/16' 3/16' 3/16" 3/16' 3/16' 3/15
3/16'
6" 1/e' 1/e'/le' J/16' S/16• J/16" x/16' �/Ifi' J/I6' S/Id/lfi'
1/e• 1/e" 7/16' a/1e 3/I6' .3/16' 3/1 e" ]/16' 3/I6' 3/1e
3/15•
6/g• 1/B 1/0� 3/16' 3/16 3/I6' 1/f I/4' 1X
> 3/4' 1/B' 1/3' 3/10" 3/15' 5/14' 1/f I/4' S/t6' 5/16' 5/16'
9/16'
mV- [MM. 2/n/13 IREv ND. °'
TYPICAL NOTES
I TYPICAL SECTION THRU BUILT—UP MEMBERS
WCFILENAME 13023088-01
,TCX-) OR (PCX-)
OR PIPE COLUMN
OM SHOP SPLICE
BASE PLATE
REV. OAM2/n/12 1`r". N�I TYPICAL BASE PLATE CONNECTION
BASE PLATE TO COLUMN WELD STD_
GENERAL NOTES:
1. SEE F-RAME CROSS SECTION FOR BOLTING PLATE
THICKNESS AND NUMBER OF ROWS OUT AND IN.
2. MIN. BOLTING PLATE WIDTH = FLANGE SIZE (6"
MIN.)
3. SIZE OF WELDS UNLESS NOTED ARE BASED ON
MATERIAL THICKNESS
,, S I OAIgZ
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FMV. OATS 1/Y7/12 I R_V. ND. 01
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
ONLY TO THE WORK PRODUCT OF BUTLER
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
MFG. AND DESIGN AND PERFORMANCE
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
REQUIREMENTS SPECIFIED BY BUTLER.
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG
THE BUTLER MFG, ENGINEER'S SEAL DOES
D
NOT APPLY TO THE PERFORMANCE OR
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
DESIGN OF ANY OTHER PRODUCT OR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
COMPONENT FURNISHED BY BUTLER EXCEPT
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
TO ANY DESIGN OR PERFORMANCE
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
REQUIREMENTS SPECIFIED BY BUTLER.
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
qrE OF OpJ.\F
GENERAL NOTES
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MO 64102
DATE: I BY: I DESCRIPTION:
DRAWING SACLE:
1=014
NTS
1107:12
FLANGE CHC
CONNECTION
SPLICE
tN9
CIP
CJP
CJP
CJP
CJP
DATL-2/23/12 . NaEr VARIOUS RANDOM SHOP SPLICE
SHOP SPLICE WELD STD.
FLUSH — UNSTIFFENED
0 a a a D D a o a 0 0
0 0 0 0 0 0 0 0 0 0 0 0
a D a D 0 D a D
0 0 0 0
11 12 13 14 51 52 53 54
EXTENDED — UNSTIFFENED
❑ D ❑ D 0 D 0 4 0 D 0 D a D 0 D a 0
MOD0 a 0 P 0 a 0 0 4 0 4 4 0 0
0 D D a D a
v D v a
31 32 33 71 72 73
EXTENDED - STIFFENED (GUSSET)
6 6 6 D 6 D
a 0 0 D ❑ D
0 D 0 D
a a
s o 6 6
s D
o 6
6 6 a 6
❑ o a 0
O D
a o
a D a D
DRAVdlCHECK
DOG
D
a
0 a
4 4
41 42 43 81 82 83
SEE 'BOLTED END-PLATE CONNECTION" 5ECTIDN OF DESIGN CALCULATION FOR PLATE I
'. DAM -00/16/13 1MV. N0.07 BOLTED END—PLATE CONNECTION LAYOUT
PERMIT SET- For Building Dept. Approval
MRD50 DRAWING
BUILDER North Valley Building Systems, Inc.
13-
13-023088
CUSTOMER:
DATE:
1/2/2014
IODATION Richvale, California
BUTLER
Manufacturing
Butler Manufacturin
VPCVERSION: 2013.2a
of &l Scope Buildings North America, Inc.
DRAVdlCHECK
DOG
PRaecr: Lundberg
PAGE:
8
BUILDER'S PO# LFF
a dNaion
i
r
VPC FILENAME 13023088-01
BRACE ¢ FRAME BRACE ROOF
LOCATION I LOCATION I SECONDARY
t MEMBER
o
I
------------A 0I
�— FLANGE BRACE
(CFO-) OR (HFO-)
CLIP REO'D W/
THICK FLANCES FLANGE BRACE WILL TYPICALLY
CONNECT TO THE WEB OF THE
FRAME MEMBER.
0
ALTERNATE CONNECTIONS
FLANGE BRACE REQUIREMENTS:
RULE#1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED.
RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON
CROSS SECTION IS NOT ACCOMPANIED BY (2).
RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB
WHEN PART MARK IS ACCOMPANIED BY (2).
RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE
CENTER OF THE BUILDING.
RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME
SIDE OF THE FRAME WEB.
** 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP.
PEV pA?07/°'/09 1 REV=CONT.
ICAL FLANGE BRACE CONNECTIONS
BR06AERLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN
INT. FRAME INT. FRAME
INTERIOR BAY
1) PURLIN BRACE
CHANNEL
2) PURLIN BRACE
CHANNELS
(4) PURLIN BRACE
CHANNELS
4- --1-
� ��� TYPICAL
T
3" CLUSTER
STANDARD NOTES: � 41
- PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES.
THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW:
0 - DO NOT INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION.
- INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION.
SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS.
- INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE.
- CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER
PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY.
REV. DATE; 07/01/09 1 REV. NO. 00 PURLIN BRACE CLUSTER LOCATION
BR09RZ INTERIOR BAY CHANNEL LOCATION
EAVE
STRU
SHIM PLATE
ROOF PITCH
RANGE
PART
NUMBER
.25 TO 1.99
N/A
2.0 TO 2.49
ESHt
2.5 TO 3.49
ESH2
3.5 TO 4.00
ESH3
ROOF BEAM
XA3)25
12"x112"
/ /
�\ BOLT (49080)*
\ 1/2" X 2"
A325 BOLT (097280)
o o ��sf f / \ \ IN LIEU OF (49080)
GfsFr f ,
OC **1'-O" AT 7" & 8 1/2" OUTSET
1'-3" AT 10" & 11 1/2" OUTSET
LOW EAVE ST;WT SHOWN - HIGH EAVE STRUT SIMILAR
REV. DArE:07/01/09 REV. NO.0011 EAVE STRUT CONNECTION
RS12PH 11 AT END FRAME
1. UNLESS NOTED, USE 1/2 X 1 1/2 A325 -N BOLT (49080) AND NUT (47120)
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION
OF WALL AND ROOF SHEETS.
3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.
VPC FILENAME: 13-023088-01
WHEN A CHANNEL BRACE DOES NOT LINE UP WITH ANOTHER
CHANNEL BRACE OR THE SLOTS IN THE PURLIN WEB FOR
A DROP PIN CONNECTION BEND THE CHANNEL TABS TOWARD
THE PURLIN WEB AND USE A SELF -DRILLER (55307) TO ATTACH.
(2) 1/4-14 x 1 1/4"
STRUCT. SCREWS
(55307)
ANNI
ACE
DB—)
--PURLIN
USE WHEN CHANNEL BRACE
DOES LINE UP WITH THE
SLOTS IN THE PURLIN WEB.
(2) 1/4-14 x 1 1/4"
STRUCT. SCREWS
AT EAVE STRUT BEND PBA TABS
AND USE (2)11/32" X 1 1/4" T-45 GRAY
SCRUBOLT (097352) AND SCRUBOLT NUT (097267)
(HEAD OF SCRUBOLT TO BE ON OUTSIDE OF EAVE STRUT)-
EAVE PURLIN SEE FACE OF
BRACE ASSY. EAVE STRUT VIEW
(PBA-) FOR TAB ATTACHMENT
HANNEL FACE OF \1
RACE EAVE STRUT
�PB-)
USE (2) 1/2" GALV. HEX —
NUTS (47120) LOCATE (1)
NUT EACH SIDE OF PURLIN
EAVE
STRUT
V EAVE PURLIN-3
USE WHEN CHANNEL BRACE BRACE ASSY. PURLIN
DOES NOT LINE UP WITH PBA- TYP.
THE SLOTS IN THE PURLIN WEB. NOTE: SEE ERECTION DRAWINGS
FOR LOCATION
FOR LOW OR HIGH EAVE LOCATIONS.
REV. °ATE:°'/°'/11 REV. NO, 01 CHANNEL BRACE IENDING AT PURLIN WEB REu. °"rE`"/26/'2 °. "°.°` EAVE STRUT BRACE
BR09JG SELF-DRILLIER WITH BENT TABS BR09K5
DEPTH
07 = 7"
08 = 8 1/2"
10 = 10"
11 = 11 1/2"
REV, DATE:07/01/L'y�
EN51B1
ADJUST. CODES
GAGE
millimeters)
SHAPE
ADJUST. CODES
GAGE
HESI LENGTH
(millimeters
SHAPE
GAGE
DEPTH
SHAPE
GAGE
Z=ZEE
11 =0.113
07=7"
ZS=ZEE
11 =0.113
C = CEE
12 = 0.098
08 = 8 1/2"
CS = CEE
12 = 0.098
E = LOW EAVE STRUT
13 = 0.088
ES = LOW EAVE STRUT
13 = 0.088
H =HIGH EAVIE STRUT
14 = 0.079
101 = 101 1/2"
HS = HIGH EAVE STRUT
14 = 0.079
15 = 0.073
BB = BACK TO BACK CEE
t5 = 0.073
FB = FACE TO BACK CEE
16=0.068
FF =FACE TO FACE CEE
16=0.068
17 = 0.060
17 = 0.060
SECONDARY PART MARK NUMBER
COMMON GENERATED MARK NUMBERS
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
THE BUTLER MFG. ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
REV, DATE:07/DI/09 1 REV. NO. 00 SPECIAL SECONDARY PART MARK KEY
EN5162 COMMON GENERATED MARK NUMBERS
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
NOTE:
1. SEE CHART FOR RIDGE BRACE II NEST AND
ASSEMBLY SELECTION. ROTATE
2. NEST CHANNELS TO ACHIEVE II o CHANNELS
TO ALIGN
5" BETWEEN HOLES AND
USE DROP PINS TO SECURE. HOLES
USED TO
SECTION
SECURE
END FRAME
(1) PURLIN BRACE
CHANNEL
(2) PURLIN BRACE
(2) 1/4" x 6 1/4" 7 II� WITH DROP CHANNELS
A PINS
DROP PINS (097556)
BEV. OAIE:07/0,/09 I REV. NO. 00 CHANNEL (RIDGE BRACE ASSEMBLY
DR09PK SINGLE BRACE AT SYMMETRICAL RIDGE
ERECTION DRAWING PART MARK
INT. FRAME
END BAY
(3) PURLIN BRACE 0
CHANNELS
(4) PURLIN BRACE
CHANNELS
3TYPICAL
\ CLUSTER
STANDARD NOTES:
PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES.
THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW:
0 - DO NOT INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION.
- INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION.
SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS.
PURLIN
- INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE.
- CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER
PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY.
REV. DATE:
:07/0,/09 REV, NO. DO PURLIN BRACE CLUSTER LOCATION
BR09RY END BAY CHANNEL LOCATION
C
P
R
1-w I B 3
BAY NUMBER
CANOPY (C)/PARTITION(P)/
ROOF(R)/WALL(W) NUMBER
BUILDING SHAPE
THE BAY/BUNDLE CODE IDENTIFIES
THE BUILDING CANOPY/PARTITION/
ROOF/WALL PLANE AND BAY
E.01/31/13 IREV. No. o, SECONDARY BUNDLE LOCATION KEY
EN51 B3 ALL SECONDARY DEPTHS
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MO 64102
DATE I BY: DESCRIPTION'.
DRAWING SACLE:
111/2014
NTS
11:06:72
4£
LI
REV, DATE °'/Jt/191 REV. NO 00 PURLIN AND GIRT SIZES
EN53F1 8 1/2" 216mm
�pFESS1OIvq
O' G �c
c� (, 53417
C Irl
. qTF OF CPN-N��
PERMIT SET- For Building Dept. Approval
ROOF SECONDARY SED'S
BUILDER: North Valley Building Systems, Inc.
BUTLER
Butler Manufacturing
VPC VERSION 2013.2a
on of BlueScope Buildings North America, Inc.
JOB It
13-023088
CUSTOMER:
DATE'
1/2/2014
LOCATION: Richvale, California
DRAMCHECK:
DOG /
PROJECT: Lundberg
PAGE:
10
SUILDER'SPc# LFF
a dvis
Secondary Part Schedule
Mark Part Thick. Depth Lap
G4 00108ZS140621702 0.0600 8 1/2"
2 GFAP2054
1 GFAP1114
OPart Mark Key
1. UNLESS NOTED, USE 1/2 X 1 1/2 A325 -N BOLT (49080) AND NUT (47120)
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION
OF WALL AND ROOF SHEETS.
3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.
VPC FILENAME: 13-023068-01
Detail
I I
I I
I I
I I
I
BL
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
THE BUTLER MFG, ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
1B0
17'-0"
SECONDARY ELEVATION AT 1
Shape Name = Electrical Control Room, Wall = 1
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG
BL
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MO 64102
DATE: I BY:
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAW NosACEE:
1812014
s
1 w
�r QRpFESS10�,���
�,D 0, G G1.
� Q �
w G 53Q17 �
ml
p.61341�
C IV ��- Q�
���E OF CPQ-�F��
PERMIT SET- For Building Dept. Approval
SECONDARY ELEVATION AT 1
DESCRIPTION:
BUILDER: North Valley Building Systems, Inc.
CUSTOMER.
BUTLER
LOCATION: Richvale, California
—
PROJECT: Lundberg
NTS BULDER'SPO# LFF
11:06:25
13-023088
DATE:
BUTLER
1/2/2014
—
DRAWWCHECK:
Butler Manufacturing
VPC VERSION: 2013.2a
DOG/
PACE
11
a division of BlueScope Buildings North America, Inc.
VPC FILENAME: IM23088d1
VPC FILENAME: 13.023098-01
Secondary Part Schedule
Mark Part Thick. Depth Lap
G3 OBZ2103415EE12 0.0730 8 1/2"
Detail
WS01R2
I
CL
3 4'-6"
2 1'-0"
1 6"
Dimension Key
2 GFAP1084
1 GFAP1054
OPart Mark Key
I
BL
1. UNLESS NOTED, USE 1/2 X 1 1/2 A325 -N BOLT (49080) AND NUT (47120)
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION
OF WALL AND ROOF SHEETS.
3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.
VPC FILENAME: 13.02308&01
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
THE BUTLER MFG, ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
1B0
1'-6"
23'-0"
SECONDARY ELEVATION AT B
Shape Name = Electrical Control Room, Wall = 4
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MO 64102
I
CL
1
BL
S 4 r
;S
✓M G
L
' SSIO1'
�e
�p.�,D 0.co
G Fac\
W � 53017 j0
`r /-&XP.61301
\
CI
��-
OF
PERMIT SET- For Building Dept. Approval
SECONDARY ELEVATION AT B
REV DATE: BY: DESCRIPTION'. BUILDER: North Valley Building Systems, Inc.
CUSTOMER:
LOCATION. Richvale, California
PROJECT: Lundberg
DRAWING SAGLE: NTS BUILDERS Pon LFF
13-023088
DATE:
TL ER
1/2/2014
DRAWWCHECK:
Butler Manufacturing
DOG /
VPCVERSION: 2013.2a
PAGE:
14
a dNsion of BIu Scope Buildings North America, Ira.
ROD SLOT BACKING
PLATE MAY EXIST
HARDWARE INSTALL
IN THIS ORDER:
HILLSIDE WASHER
FLAT WASHER "B"
FLAT WASHER "A"
HEX NUT
L __
BRACE FF -ME BRACE
ROOF
LOCATION LOCATION
SECONDARY
MEMBER
WALL BRACE _
ROD
_ DoT—
05/10/10 1 REV NO 011 ROD BRACING THRU ROD SLOT
0R02H 1 COLUMN SHOWN / RAFTER SIMILAR
48°
LIP
REV. DATE! 07/01/091RI
EN53E1
PURLIN AND GIRT SIZES
8 1/2" 216mrn
1. UNLESS NOTED, USE 1/2 X 1 1/2 A325 -N BOLT (49080) AND NUT (47120)
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION
OF WALL AND ROOF SHEETS.
3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.
VPC FILENAME 13-0230&-01
`— FLANGE BRACE
(CFA-) OR (HFB-)
CLIP REO'D W/
THICK FLANCES FLANGE BRACE WILL TYPICALLY
CONNECT TO THE WEB OF THE
FRAME MEInBER.
0
ALTERNATE CONNECTIONS DEPTH
FLANGE BRACE REQUIREMENTS: 07 - 7
RULE#1- ALL FLANGE BR,�CES ON CROSS SECTONS MUST BE INSTALLED. 08 - 8 1/2
1 1
RULE#2- SINGLE FLAME BRACES ARE REQUIRED WHEN PART MARK ON =
111 = 111
1/2°
CROSS SECTION IS NOT ACCOMPANIED BY (2).
RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB
WHEN PART MARK IS ACCOMPANIED BY (2).
RULE#4- WHENEVER POS"ISLE, PLACE SINGLE BRACES TOWARD THE
CENTER OF THE BUILDING.
RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME
SIDE OF THE FRAME WEB.
** 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP.
REV. OATE:07/01/0y FEV. N0. D0 TYPICAL FLANGE BRACE CONNECTIONS REV. DATE; 07/01/09 REV. NO.
00
BR06AE CONT. PURLIN LAP SHOWN, CUNT. GIRT & SIMPLE PURLIN EN51131
L -ZEE GIRT SHOWN
CEE GIRT SIMILAR
8 1/2" GIRT CLIP (GC5)
10" GIRT CLIP (GCE-)
tiAAY BE SHOP
WELDED (GC2 OR GCB-)
COLUMN
PUNCHED GIRT FILLER ANGLE
(GFAP-) ATTACH TOP FLANGE
W/ (4) 55307
8 1/2" & 10" INSET GIRT
REV. DATE910/bl/11 REv. ND.m GIRT CONN. AT COLUMN
WS01 R2 I INSET GIRTS
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
THE BUTLER MFG. ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
ADJUST. CODES
GAGE
EIGHTHS
millimeters
ADJUST. CODES
GAGE
INCHES LENGTH
C -C -CT millimeters
SHAPE
GAGE
DEPTH
WASHERS
GAGE
ROD DIA.
NUT
A
B
HILLSIDE
3/8'
095321
096408
46040
043657
1 2"
095230
095872
095946
043657
5/8"
095233
095945
095946
043657
3/4"
095235
_
095946
095948
043658
7/8
095237
095947
095948 1
043658
1'
095238
095948
095949
043559
1 1/8"
095239
095949
095949
043659
05/10/10 1 REV NO 011 ROD BRACING THRU ROD SLOT
0R02H 1 COLUMN SHOWN / RAFTER SIMILAR
48°
LIP
REV. DATE! 07/01/091RI
EN53E1
PURLIN AND GIRT SIZES
8 1/2" 216mrn
1. UNLESS NOTED, USE 1/2 X 1 1/2 A325 -N BOLT (49080) AND NUT (47120)
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION
OF WALL AND ROOF SHEETS.
3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.
VPC FILENAME 13-0230&-01
`— FLANGE BRACE
(CFA-) OR (HFB-)
CLIP REO'D W/
THICK FLANCES FLANGE BRACE WILL TYPICALLY
CONNECT TO THE WEB OF THE
FRAME MEInBER.
0
ALTERNATE CONNECTIONS DEPTH
FLANGE BRACE REQUIREMENTS: 07 - 7
RULE#1- ALL FLANGE BR,�CES ON CROSS SECTONS MUST BE INSTALLED. 08 - 8 1/2
1 1
RULE#2- SINGLE FLAME BRACES ARE REQUIRED WHEN PART MARK ON =
111 = 111
1/2°
CROSS SECTION IS NOT ACCOMPANIED BY (2).
RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB
WHEN PART MARK IS ACCOMPANIED BY (2).
RULE#4- WHENEVER POS"ISLE, PLACE SINGLE BRACES TOWARD THE
CENTER OF THE BUILDING.
RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME
SIDE OF THE FRAME WEB.
** 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP.
REV. OATE:07/01/0y FEV. N0. D0 TYPICAL FLANGE BRACE CONNECTIONS REV. DATE; 07/01/09 REV. NO.
00
BR06AE CONT. PURLIN LAP SHOWN, CUNT. GIRT & SIMPLE PURLIN EN51131
L -ZEE GIRT SHOWN
CEE GIRT SIMILAR
8 1/2" GIRT CLIP (GC5)
10" GIRT CLIP (GCE-)
tiAAY BE SHOP
WELDED (GC2 OR GCB-)
COLUMN
PUNCHED GIRT FILLER ANGLE
(GFAP-) ATTACH TOP FLANGE
W/ (4) 55307
8 1/2" & 10" INSET GIRT
REV. DATE910/bl/11 REv. ND.m GIRT CONN. AT COLUMN
WS01 R2 I INSET GIRTS
THE BUTLER MFG. ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
THE BUTLER MFG. ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER.
ADJUST. CODES
GAGE
EIGHTHS
millimeters
ADJUST. CODES
GAGE
INCHES LENGTH
C -C -CT millimeters
SHAPE
GAGE
DEPTH
SHAPE
GAGE
Z = ZEE
11 = 0.113
07 = 7"
ZS = ZEE
11 = 0.113
C = CEE
E = LOW EAVE STRUT13
12 = 0.098
08 = 8 1/2"
CS = CEE
12 = 0.098
H = HIGH EAVE STRUT
= 0.088
10 = 10"
ES = LOW EAVE STRUT
13 = 0.088
DATE:09/10/13 IRLV. NO. D°
14 = 0.079HS
1 - 11 1/2
= HICH EAVE STRUT
14 = 0.079
15 == 0.073
BB = BACK TO BACK CEE
16 = 0.068
FB = FACE TO BACK CEE
15 = 0.073
FF = FACE TO FACE CEE
16 = 0.068
17 = 0.060
17 = 0.060
SECONDARY PART MARK
NUMBER
REV. DATE. 07/DI/09 REV. N0.CIAL
SECONDARY PART
"COMMON
MARK KEY
EN51B2
COMMON GENERATED MARK
NUMBERS
GENERATED MARK
NUMBERS
CORNER COLUMN
GIRT CLIP
lane T17nWWFl nFnl
" GIRT
GIRT
k 10"
GIRT CLIP —/
FRAME
z
(BOLTED)D)
BUILDER: North Valley Building Systems, Inc.
( *** )(GC64-)C64_) AT 7" GIRT
VCIRTLFZILLER
(GC34_)(GC65_) AT 8 1/2" GIRT
ANGLE PUNCHED
(GC62-)(GC66_) AT 1D" GIRT
(GFAP_) ATTACH TOP FLANGE
(GC63_)(GC67_) AT 11 1/2" GIRT
W/ (3) 55307
BUILDER'SPO# LFF
a dhvon
ALIGN HOLES IN GFAP_ W/GIRT HOLES,
SEE DETAIL WSR032
THEN FIELD CUT GFAP_ AT CORNER
FOR BOLTED CLIP TO
(IF REQ'D).
7" GIRT
8 1/2" & 10" INSET SW GIRTS
DATE:09/10/13 IRLV. NO. D°
GIRT CONN. AT CORNER COLUMN
ANY INSET GIRT AT EW, INSET GIRT AT SW
WSR029
THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY
OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED
IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR
USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR
ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN
ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL
APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING
TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
BUTLER MANUFACTURING
1540 GENESSEE ST. KANSAS CITY, MIO 64102
DATE: BY: DESCRIPTION:
DRAWING SACLE
102014
NTS
110628
ERECTION DRAWING PART MARK
C
P
R
1 W1 B3
7 BAY NUMBER
CANOPY (C)/PARTITION(P)/
ROOF(R)/WALL(W) NUMBER
BUILDING SHAPE
THE BAY/BUNDLE CODE IDENTIFIES
THE BUILDING CANOPY/PARTITION/
ROOF/WALL PLANE AND BAY
REV. DATE.01/31/17 IREV. N0.0, 1 SECONDARY BUNDLE LOCATION KEY
EN5'I33 11 ALL SECONDARY DEPTHS
OFESS101Vgj
o• G0
rE OF C,
PERMIT SET- For Building Dept. Approval
WALL SECONDARY SED'S
BUILDER: North Valley Building Systems, Inc.
BUTLER
Butler Manufacturing
VPC VERSION: 2013.2a
of BIueScope BWdings NOM Ar nca, Inc.
dOB 13a
13-023088
CUSTOMER:
DATE:
1/2/2014
LOCATION: Richvale, California
DRAWNiCHECK:
DOG /
PROJECT Lundberg
PAGE:
15
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