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BUILDING ENERGY ANALYSIS REPORT
PROJECT:
Recycle Materials Sorting Addition
37 Speedway
Chico, CA 95928
Project Designer:
North Valley Building Systems
#30 Seville Court
Chico, CA 95928
530-345-7296
Report Prepared by:
Donna Wallace E RMIT # 7D VICES
Donna Wallace BUTTE COUNTY DEVELOPMENT SER
399 E. 9th Avenue AEVIEWED FCJR
DARE COMPLIANCE
AL-
Chico,'.CA 95926s�___—=
530-893-4982 DATE�+�
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE CONAPLIANCE
BY— -- --
i DATE
Job Number: BUM
COLNW
. NVBS75 DEC 2 8 2016
Date: MUOPMENT
VICES
12/23/2016
The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is
authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards.
This program developed by EnergySoft, LLC — www.energysoft.com.
EnergyPro 6. by En Soft User Number. 4997 ID: NVBS75
r A
Fir �
a
STATE OF CALIFORNIA
INDOOR LIGHTING
CEC-NRCC-LTI-01-E Revised 08/15 CALIFORNIA ENERGY COMMISSION —
CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E
Indoor Lighting (Page 1 of 6)
Project Name: Recycle Materials Sorting Addition Date Prepared: 12/23/2016
A. General Information
Climate Zone:
Conditioned Floor Area: 0
11
Unconditioned Floor Area: 1,750
Building Type:
0 Nonresidential
❑
High -Rise Residential
❑
Hotel/Motel
❑ Schools
❑ Relocatable Public Schools
❑
Conditioned Spaces
0
Unconditioned Spaces
Phase of Construction:
❑ New Construction
Y0
Addition
❑
Alteration
Method of Compliance:
❑ Complete Building
Area Category
❑
Tailored
Project Address: 37 Speedway
B. Lighting Compliance Documents (select yes for each document Included)
For detailed instructions on the use of this and all Energy Efficiency Standards compliance documents, refer to the Nonresidential Manual published by the California Energy Commission.
YES NO FORM TITLE
✓ NRCC-LTI-01-E Certificate of Compliance. All Pages required on plans for all submittals.
r . NRCC-LTI-02-E Lighting Controls, Certificate of Compliance, and PAF Calculation. All Pages required on plans for all submittals.
✓ NRCC-LTI-03-E Indoor Lighting Power Allowance
✓ NRCC-LTI-04-E Tailored Method Worksheets
✓ NRCC-LTI-05-E Line Voltage Track Lighting Worksheets
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
I
STATE OF CALIFORNIA
INDOOR LIGHTING
CEC-NRCC-LTI-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION
CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E
Indoor lighting (Page 2 of 6)
Project Name: Recycle Materials Sorting Addition Date Prepared: 12/23/2016
C. Summary of Allowed Lighting Power
Conditioned and Unconditioned space Lighting must not be combined for compliance
Indoor Lighting Power for Conditioned Spaces
Indoor Lighting Power for Unconditioned Spaces
Form/Title
Watts
Watts
D Field Inspector
Installed Lighting
Installed Lighting
NRCI-LTI-02-E - Must be submitted for a lighting control system, or for an Energy Management Control System (EMCS),
D Field Inspector
1.
NRCC-LTI-01-E, a e 4
+
0
NRCC-CTI-01-E, a e 4
+
702
2'
PORTABLE ONLY FOR OFFICES
+
NRCI-LTI-04-E - Must be submitted for two interlocked systems serving an auditorium, a convention center, a
NRCC-LTI-01-E, page 3
..
conference room, a multipurpose room, or a theater to be recognized for compliance.
3
Minus Lighting Control Credits
NRCI-LTI-05-E - Must be submitted for a Power Adjustment Factor (PAF) to be recognized for compliance.
Minus Lighting Control Credits
NRCI-LTI-06-E - Must be submitted for additional wattage Installed In a video conferencing studio to be recognized for
NRCC-LTI-02-E, page 2
0
NRCC-LTI-02-E, page 2
-
0
Adjusted Installed Lighting Power
Adjusted Installed Lighting Power
4
(row 1 plus row 2 minus row 3)
=
0
(row 1 minus row 3)
=
702
5.
Complies ONLY if Installed <_ Allowed
Complies ONLY if Installed15 Allowed
6'
Allowed Lighting Power
0
Allowed Lighting Power
1,575
Conditioned NRCC-LTI-03-E, page 1
Unconditioned NRCC-LTI-03-E, page 1
D. Declaration of Required Installation Certificates
Declare by selecting yes for all Installation Certificates that will be submitted. (Retain copies and verify forms are completed and signed.)
YES
NO
Form/Title
NRCI-LTI-01-E - Must be submitted for all buildings
D Field Inspector
NRCI-LTI-02-E - Must be submitted for a lighting control system, or for an Energy Management Control System (EMCS),
D Field Inspector
to be recognized for compliance.
�
NRCI-LTI-03-E - Must be submitted for a line -voltage track lighting integral current limiter, or for a supplementary
C3 Field Inspector
overcurrent protection panel used to energize only line -voltage track lighting, to be recognized for compliance.
NRCI-LTI-04-E - Must be submitted for two interlocked systems serving an auditorium, a convention center, a
D Field Inspector
..
conference room, a multipurpose room, or a theater to be recognized for compliance.
NRCI-LTI-05-E - Must be submitted for a Power Adjustment Factor (PAF) to be recognized for compliance.
D Field Inspector
NRCI-LTI-06-E - Must be submitted for additional wattage Installed In a video conferencing studio to be recognized for
D Field Inspector
compliance.
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
STATE OF CALIFORNIA
INDOOR LIGHTING
Rivill
CEC-NRCC-LTI-01-E Revised 08!75 CALIFORNIA ENERGY COMMISSION
CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E
Indoor Lighting (Page 3 of 6)
Project Name: Recycle Materials Sorting Addition Date Prepared: 12/23/2016
E. Declaration of Required Certificates of Acceptance
Declare by checking all of the Certificates of Acceptance that will be submitted. (Retain copies and verify forms are completed and signed.)
YES
NO
Form/Title
✓
NRCA-LTI-02-A - Must be submitted for occupancy sensors and automatic time switch controls.
❑ Field Inspector
✓
NRCA-LTI-03-A - Must be submitted for automatic daylight controls.
❑ Field Inspector
✓
NRCA-LTI-04-A - Must be submitted for demand responsive lighting controls.
❑ Field Inspector
A separate Lighting Schedule Must Be Filled Out for Conditioned and Unconditioned Spaces. Installed Lighting Power listed on this Lighting Schedule is only for:
❑ CONDITIONED SPACE ❑ UNCONDITIONED SPACE
F. Indoor Lighting Schedule and Field Inspection Energy Checklist
❑ The actual indoor lighting power listed on this page and on the next page includes all installed permanent and planned portable lighting systems.
❑ When Complete Building Method is used for compliance, list each different type of luminaire on separate lines.
❑ When Area Category Method or Tailored Method is used for compliance, list each different type of luminaire by each different function area on separate lines
❑ Also include track lighting in schedule, and submit the track lighting compliance form (NRCC-LTI-05-E) when line -voltage track lighting is installed.
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
STATE OF CALIFORNIA
INDOOR LIGHTING `
CEC-NRCC-LTI-01-E Revised 08115 CALIFORNIA ENERGY COMMISSION �
CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E
Indoor Lighting (Page 4 of 6)
Project Name: Recycle Materials Sorting Addition Date Prepared: 12/23/2016
G. Installed Portable Luminaires in Offices — Exception to Section 140.6(a)
❑ This section shall be filled out ONLY for portable luminaires in offices (As defined in §100.1). All other planned portable luminaires shall be documented on next page of
this compliance form.
❑ This section is used to determine if greater than 0.3 watts of portable lighting is planned for any office
❑ Fill out a separate line for each different office. Small offices that are typical (having the same general and portable lighting) may be grouped together. This allowance
shall not be traded between offices having different lighting systems.
Office Portable Luminaire Schedule
Office Installed Portable Luminaire Watts Per Square
Foot
Office Location
Field Inspector
1
2
3
4
5
6
7
8
9
10
Installed
If F:5 0.3,
portable
Watts
enter
oW
luminaire
d
per
zero;
Identify Office area in
cwatts
in
I N
square
G05 x G07
which these portable
Pass Fail
Complete Luminaire Description
z 3
this office
r w
foot
if G06 >
luminaires are installed
(i.e., LED, under cabinet, furniture mounted
Watts per
(G02 x
°
direct/indirect)
luminaire
G03)
G05)
(GO6-0.3)
`
❑ ❑
❑ ❑
❑ ❑
Enter sum total of all pages into NRCC-LTI-
Total installed portable luminaire watts that are greater` than 0.3 watts per square foot per office:
01-E; Page 1
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
D
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°
STATE OF CALIFORNIA
INDOOR LIGHTING,_
CEC-NRCC-LTI-01-E Revised 08/15 CALIFORNIA ENERGY COMMISSION
CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E
Indoor Lighting (Page 6 of 6)
Project Name: Recycle Materials Sorting Addition Date Prepared: 12/23/2016
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. 1 certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name: Donna Wallace
Documentation Author Signature:
-
Company: Donna Wallace
Signature Date: 12/23/2016
Address:
399 E. 9th Avenue
CEA Certification Identification (if applicable):
4997: EnergyPro User Number
City/State/Zip:
Chico, CA 95926
Phone:
530-893-4982
RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Compliance is true and correct.
,2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance
(responsible designer).
3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of
Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations.
4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance
documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application.
5. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the
enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the
builder provides to the building owner at occupancy.
Responsible Designer Name: Matt Thorpe
Responsible Designer Signature:
Company: Agri Electric
Date Signed: 12/23/2016
Address: 11011 Midway
License: C-10 443455
City/State/Zip: Chico, CA 95928
Phone. ' 530-342-4203
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance
August 2015
STATE OF CALIFORNIA
INDOOR LIGHTING POWER ALLOWANCE
CEC-NRCC-LTI-03-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION —
CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E
Certificate of Compliance - Indoor Lighting Power Allowance (Page 1 of 4)
Project Name: Date Prepared:
Recycle Materials Sorting Addition 12/23/2016
A separate page must be filled out for Conditioned and Unconditioned Spaces. This page is only for:
❑ CONDITIONED spaces 0 UNCONDITIONED spaces
A. SUMMARY TOTALS OF LIGHTING POWER ALLOWANCES
❑ If using Complete Building Method for compliance, use only the total in column (a) as total allowed building watts.
❑ If using Area Category Method, Tailored Method, or a combination of Area Category and Tailored Method for compliance, use only the total in column (b) as the total
allowed building watts
2
(a)
(b)
1. Complete Building Method Allowed Watts. Documented in section B of NRCC-LTI-03-E (below on this page)
4
TYPE OF BUILDING (From §140.6 Table 140.6-B)
2. Area Category Method Allowed Watts. Documented In section C-1 of NRCC-LTI-03-E (below on this page)
X
1,575
3. Tailored Method Allowed Watts. Documented in section A of NRCC-LTI-04-E
0
TOTAL ALLOWED BUILDING WATTS. Enter number Into correct cell on NRCC-LTI-01, Page 2, Row 1
1,575
❑ Check here if building contains both conditioned and unconditioned areas.
B. COMPLETE BUILDING METHOD LIGHTING POWER ALLOWANCE
1
2
3
4
TYPE OF BUILDING (From §140.6 Table 140.6-B)
WATTS
PER (ft')
X
COMPLETE
BLDG. AREA
ALLOWED
WATTS
Total Area:
Total Watts. Enter Total Watts into section A, row 1
(Above on this page)
C -1 AREA CATEGORY METHOD TOTAL LIGHTING POWER ALLOWANCES (D plus E) Watts
Total from section C-2 1,575
Total from section C-3 0
Total Watts. Enter Total Watts into section A, row 2 (Above on this page) 1,575
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
STATE OF CALIFORNIA
INDOOR LIGHTING POWER ALLOWANCE
:EC-NRCC-LTI-03-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION
CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E
Certificate of Compliance - Indoor Lighting Power Allowance (Page 2 of 4)
prole"": Recycle Materials Sorting Addition °"B°repard` 12/23/2016
A separate page must be filled out for Conditioned and Unconditioned Spaces. This page is only for:
O CONDITIONED spaces G3 UNCONDITIONED spaces
C -2 AREA CATEGORY METHOD GENERAL LIGHTING POWER ALLOWANCE
❑ Do not include portable lighting for offices. Portable lighting for offices shall be documented only in section B of NRCCATI-01-E.
❑ Separately list lighting for each primary function area as defined in §100.1 of the Standards.
A B C D
AREA CATEGORY (From §140.6 Table 140.6-C) WATTS ALLOWED
Location in Building Primary Function Area per Table 140.6-C PER (ftZ) X AREA (ft) = WATTS
Sorting Addition Industrial Work, Low Bay 0.90 1,750 1,575
TOTALS 1 1,750
Enter sum total Area Category allowed watts into section C-1 of NRCC-LTI-03-E (this compliance form)
1 1,575 1
0
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
STATE OF CALIFORNIA
INDOOR LIGHTING POWER ALLOWANCE
'EC
-NRCC-LTI-03-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION
CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E
Certificate of Compliance - Indoor Lighting Power Allowance (Page 3 of 4)
Project flame: Recycle Materials Sorting Addition Date °fepard: 12/23/2016
A separate page must be filled out for Conditioned and Unconditioned Spaces. This page is only for:
❑ CONDITIONED spaces S UNCONDITIONED spaces
C-3 AREA CATEGORY METHOD ADDITIONAL LIGHTING WATTAGE ALLOWANCE (from Table 140.6-C Footnotes)
A B C2 D E F G
ALLOWED
Additional Wattage WATTS
Primary Sq Ft or Watts Allowance Description(s) and Quantity of Special Total Design Smaller of
Function linear ft 1 Allowed (B x C) Luminaire Types in each Primary Function Area Watts a D or F
TOTALS — Enter into TOTAL AREA CATEGORY METHOD ADDITIONAL ALLOWANCES — Section C-1 10
1
1. Use linear feet only for additional allowance for white board or chalk board. All other additional Area Category allowances shall use watts per square foot.
2. Additional watts are available only when allowed according to the footnotes on bottom of Table 146-C, which include: Specialized task work; Ornamental lighting;
Precision commercial and industrial work; Per linear foot of white board or chalk board; Accent, display and feature lighting; and Videoconferencing Studio lighting..
3. Luminaire classification and wattage shall be determined in accordance with §330.0(c) of the Standards.
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
STATE OF CALIFORNIA
INDOOR LIGHTING POWER ALLOWANCE
CEC-NRCC-LTW3-E Revised 08/15 CALIFORNIA ENERGY COMMISSION '
CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E
Certificate of Compliance - Indoor Lighting Power Allowance (Page 4 of 4)
Project Name: Recycle Materials Sorting Addition °°repad 12/23/2016
"ere
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. 1 certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name: Donna Wallace
Documentation Author Signature:
company: Donna Wallace
signatureDate 12/23/2016
Address: 399 E. 9th Avenue
CEA Certification Identification (if applicable): 4997. EnergyPro User Number
City/State/zip: Chico, CA 95926
Phone. 530-893-4982
RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Compliance is true and correct.
2. 1 am eligible under Division 3 of the Business and. Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance
(responsible designer).
3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of .
Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations.
4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance
.documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application.
S. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the
enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Co I' n requir to be included with he documentation the
builder provides to the building owner at occupancy.
Responsible Designer Name:
Matt Thorpe
Responsible Designer Signature:
Company: Agri Electric
Date Signed: 12/23/2016
Address:11011 Midway -
License: C-10 443455 '
City/State/Zip: Chico, CA 95928
Phone: 530-342-4203
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
STATE OF CALIFORNIA
OUTDOOR LIGHTING
",Ira
:EC-NRCC-LTO-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION
CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E
Outdoor lighting (Page 1 of 4)
Project Name: Recycle Materials Sorting Addition Date Prepared: 12/23/2016
A. General Information
Project Address: 37 Speedway Chico, CA 95928
Total Illuminated Hardscape Area
2,100
Phase of Construction: ❑ New Construction 0 Addition ❑ Alteration
Outdoor Lighting Zone (OLZ) ❑ OLZ-1 ❑ OLZ-2 0 OLZ-3 ❑ OLZ-4
I have confirmed with the AHJ which OLZ applies to this site. For default lighting zone designations, see Title 24 Part 6, §10-114
B. Lighting Compliance Documents (check box for each document included)
For detailed instructions on the use of this and all Energy Efficiency Standards compliance documents, refer to the Nonresidential Manual
published by the California Energy Commission.
la NRCC-LTO-01-E Certificate of Compliance
❑ NRCC-LTO-02-E Outdoor Lighting Controls Certificate of Compliance
12 NRCC-LTO-03-E Outdoor Lighting Power Allowance Certificate of Compliance
C. Summary of Allowed Outdoor Lighting Power
Watts
1.
Sum Total ALLOWED Outdoor Lighting Wattage from NRCC-LTO-03-E, page 1
=
959
Complies ONLY if Installed 5 Allowed
2.
Sum Total INSTALLED Outdoor lighting Wattage from NRCC-LTO-01-E, page 3
105
D. Declaration of Required Installation Certificates
Declare by checking all Installation Certificates that will be submitted. (Retain copies and verify forms are completed and signed.)
GJ NRCI-LTO-01-E - Must be submitted for all buildings ❑ Field Inspector
H NRCI-LTO-02-E - Must be submitted for a lighting control system, or for an Energy Management Control ❑ Field Inspector
System (EMCS), to be recognized for compliance.
E. Declaration of Required Certificates of Acceptance
Declare by checking all of the Certificates of Acceptance that will be submitted. (Retain copies and verify forms are completed and signed.)
D NRCA-LTO-02-A - Must be submitted for outdoor lighting controls. 113 Field Inspector
F. Schedule of luminaires exempt from the outdoor lighting power requirements in §140.7
Name or Symbol Description of exempt luminaire in accordance with the exemptions
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
STATE OF CALIFORNIA
OUTDOOR LIGHTING
CEC-NRCC-LTO-01-E Revised 08/15) CALIFORNIA ENERGY COMMISSION
CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E
Outdoor Lighting (Page 2 of 4)
Project Name: Recycle Materials Sorting Addition - DatePrepared: 12/23/2016
G. Schedule of luminaires exempt from the cutoff requirements in §130.2(b)
Name or Symbol Description of exempt luminaire in accordance with the exemptions
H. Schedule of luminaires exempt from the outdoor lighting control requirements in §130.2(c)
Name or Symbol Description of exempt luminaire in accordance with the exemptions
r
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance,
August 2015
STATE OF CALIFORNIA
OUTDOOR LIGHTING
CEC-NRCC-LTO-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION
CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E
Outdoor Lighting (Page 3 of 4)
Project Name: Recycle Materials Sorting Addition one Prepared: 12/23/2016
(.Outdoor Lighting Schedule and Field Inspection Energy Checklist
Luminaire Schedule
Installed Watts
Location
Cutoff
Field
Inspector
A
B
C
D
E
F
G
H
I
Name or
Item Tag
Complete Luminaire Description
a,
a, ���,
Na c_
A E
3 3
How wattage was
determined
o ;,
W e
= 7
Z J
d
NPrimary
.v
W
O to x
3:v
Function area in
which these luminaires are
Installed
bo
to
M
m
v T
N =
..
oo
d z
O
V p
V w
3
m
v o
u f"
Q w
B
105w LED Cutoff Wall Pack
105.0
❑
®
1
105
Automotive Hardsca P e
C3 ❑
❑
❑
❑ ❑
11
[3❑
D
[3❑
❑ ❑
❑
❑
❑ ❑
❑
❑
D ❑
❑
D
❑ ❑
❑
❑
❑ ❑
❑
❑
❑ ❑
❑
0
❑ ❑
D
❑
❑ ❑
o
❑
❑ ❑
❑
❑
❑ ❑
❑
❑
13
❑
❑
KO
[3❑
INSTALLED WATTS PAGE TOTAL:Enter
105
sum total of all pages (Sum Total
INSTALLED Outdoor lighting wattage) into
NRCC-LTO-01-E; Page 1
105
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
STATE OF CALIFORNIA
OUTDOOR LIGHTING
CEC-NRCC-LTO-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION
CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E
Outdoor Lighting (Page 4 of 4)
Project Name: Recycle Materials Sorting Addition Date Prepared: 12/23/2016
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. 1 certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name: Donna Wallace
Documentation Author Signature:
Company' Donna Wallace
signature Date: 12/23/2016
Address: 399 E. 9th Avenue
CEA Certification Identification (if applicable): 4997: EnergyProl User #
City/State/Zip: Chico, CA 95926
Phone: 530-893-4982
RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:
1. . The information provided on this Certificate of Compliance is true and correct.
2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance
(responsible designer). -
3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate
of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations.
4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable
compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application.
5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to
the enforcement agency for all applicable inspections. 1 understand that a completed signed copy of this Certificate of Compliance is required to be Included with the
documentation the builder provides to the building owner at occupancy. 4AA 1A
Responsible Designer Name: Matt Thorpe
Responsible Designer Signature:
Company: Agri Electric
Date Signed:
12/23/ 16
Address: 11011 Midway
license: C-10 443455
City/State/Zip: Chico, CA 95928
Phone: •530-342-4203
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance
August 2015
STATE OF CALIFORNIA
OUTDOOR LIGHTING POWER ALLOWANCES
CEC-NRCC-LTO-03-E Revised 08/15 CALIFORNIA ENERGY COMMISSION
CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E
Outdoor Lighting Power Allowances (Page 1 of 4)
Project Name: Recycle Materials Sorting Addition Date Prepared: 12/23/2016
A. OUTDOOR LIGHTING POWER ALLOWANCE SUMMARY
Area Wattage Allowance (AWA)
1. General Hardscape Lighting Power Allowance (Site Total from Section B of NRCC-LTO-03-E) r 1.
959
2. Additional Specific "use it or lose it" Lighting Power Allowances listed in each of these cells shall be identical to total allowed watts
D
determined in Section C-1 to C-4 of NRCC-LTO-03-E.
H I
PER APPLICATION PER UNIT LENGTH PER HARDSCAPE AREA PER SPECIFIC AREA
AWA (B x C)
189
from Section C-1 (SALES FRONTAGE) (ORNAMENTAL LIGHTING) from Section C-4.
IWA
D + G + H
(Watts)
770 959
from Section C-2 from Section C-3
0+ 0+ 0+ 0= 2•
0
3. Sum Total ALLOWED Outdoor Lighting
Wattage (add rows 1 and 2)
3.
959
B. GENERAL HARDSCAPE LIGHTING POWER ALLOWANCE FROM TABLE 140.7-A
Area Wattage Allowance (AWA)
Linear Wattage Allowance (LWA)
Initial Wattage Total General Hardscape
Allowance (IWA) Lighting Allowance
A B C
D
E F G
H I
Illuminated AWA Per
Name of area
Hardscape Area Square Foot
AWA (B x C)
189
Perimeter Length of LPA per LWA
General Hardscape Linear Foot (E x F)
0 0.600 0
IWA
D + G + H
(Watts)
770 959
Automotive Hardscape 2,100 0.090
TOTAL 959
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
STATE OF CALIFORNIA
OUTDOOR LIGHTING POWER ALLOWANCES
CEC-NRCC-LTO-03-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION �
CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E
Outdoor Lighting Power Allowances (Page 2 of 4)
Project Name: Recycle Materials Sorting Addition Date Prepared: 12/23/2016
C. ADDITIONAL "USE IT OR LOSE IT" OUTDOOR LIGHTING POWER ALLOWANCES FOR SPECIFIC APPLICATIONS
❑ The additional specific outdoor lighting power allowance shall be the smaller of the allowed lighting power or the actual lighting power used.
❑ Use Outdoor Lighting Zone (OLZ) that is documented on page 1 of NRCC-LTO-01-E to calculate the specific wattage allowances.
C-1. WATTAGE ALLOWANCE PER APPLICATION —Table 140.7-B
❑ Available only for qualifying locations, which include Building Entrances or Exits; Primary Entrances to Senior Care Facilities, Police Stations, Hospitals, Fire Stations, and
Emergency Vehicle Facilities; Drive Up Windows; Vehicle Service Station Uncovered Fuel Dispenser
❑ If more than one luminaire type is used per location, use multiple rows for that location
A
B
I C
D
E
F G
H I
J
Name of Location for
which allowance is
claimed
ALLOTTED WATTS
DESIGN WATTS
ALLOTTED WATTS
Number of
qualifying
locations
Wattage
Allowance per
qualifying
location
Allotted
Watts
(B x C)
Luminaire
Code or
Symbol
Luminaire Description
Luminaire
Quantity
Watts per
luminaire
Design Watts
(G x H)
Allowed Watts
(smaller of D or 1)
Design Watts
(G x H)
Allowed Watts
(smaller of D or 1)
Sum total allowance per application on this site:
0
C-2. WATTAGE ALLOWANCE PER UNIT LENGTH (Sales Frontage) from Table 140.7-B
❑ If more than one luminaire type is used per location, use multiple rows for that location
A
B
C
D
E
F
G
H
I
J
Name of Location for
which allowance is
claimed
ALLOTTED WATTS
DESIGN WATTS
Linear feet of
Sales Frontage
Wattage
Allowance per
linear foot
Allotted
Watts
(B x C)
Luminaire
Code or
Symbol
Luminaire Description
Luminaire
Quantity
Watts per
luminaire
Design Watts
(G x H)
Allowed Watts
(smaller of D or 1)
Sum total allowance for sales frontage on the site:
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
e
STATE OF CALIFORNIA
OUTDOOR LIGHTING POWER ALLOWANCES
�It%:F71'
CEC-NRCC-LTO-03-E Revised 08/15 CALIFORNIA ENERGY COMMISSION —
CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E
Outdoor Lighting Power Allowances (Page 3 of 4)
Project Nam: Recycle Materials Sorting Addition Date PieWed: 12/23/2016
C-3. WATTAGE ALLOWANCE PER SQUARE FOOT OF HARDSCAPE AREA (Ornamental Lighting) — Table 140.7-B
❑ Allowance for the total site illuminated hardscape area. Luminaires qualifying for this allowance shall be rated for 100 watts or less as determined in accordance with
Section 130.0(c), and shall be post -top luminaires, lanterns, pendant luminaires, or chandeliers.
❑ If more than one luminaire type is used per location, use multiple rows for that location
A
B
1, C D
E F G H I
J
Name of area for which
ornamental allowance is
claimed
ALLOTTED
WATTS
DESIGN WATTS
J
Square feet of
Hardscape
Wattage
Allowance per
square foot
Allotted
Watts
(8 x C)
Luminaire
Code or
Symbol
luminaire Description
Luminaire
Quantity
Watts per
luminaire
Design Watts
(G x H)
Allowed Watts
(smaller of D or 1)
Luminaire
Quantity
Watts per
luminaire
Design Watts
(G x H)
Allowed Watts
(smaller of D or 1)
Sum total allowance
for ornamental lighting on the site:.
0
C-4. WATTAGE ALLOWANCE PER SQUARE FOOT OF SPECIFIC AREA - Table 140.7-B
❑ Allowances for Building Facades; Outdoor Sales Lots; Vehicle Service Station Hardscape; Vehicle Service Station Canopies; Sales Canopies; Non -sales Canopies; Guard
Stations; Student Pick-up/Drop-off zone: Outdoor Dining; Special Security Lighting for Retail Parking and Pedestrian Hardscape.
❑ If more than one luminaire type is used per location, use multiple rows for that location
A
B
I C
D
E
F
G
H
I
J
Name of Location for
which allowance is claimed
ALLOTTED WATTS
DESIGN WATTS
Illuminated
Area of
Application
Wattage
Allowance per
square foot
Allotted
Watts
(B x C)
Luminaire
Code or
Symbol
luminaire Description
Luminaire
Quantity
Watts per
luminaire
Design Watts
(G x H)
Allowed Watts
(smaller of D or 1)
Sum total allowance for specific area on the site:1
0
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015
it
STATE OF CALIFORNIA
OUTDOOR LIGHTING POWER ALLOWANCES _rk
CEC-NRCC-LTO-03-E Revised 08/15 CALIFORNIA ENERGY COMMISSION
CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E
Outdoor Lighting Power Allowances (Page 4 of 4)
Project Name: Recycle Materials Sorting Addition Date Prepared: 12/23/2016
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. 1 certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name: Donna Wallace
Documentation Author Signature:
'�00
Company: Donna Wallace
Signature Date: 12/23/2016
Address: 399 E. 9th Avenue
CEA Certification Identification (if applicable): 4997. EnergyPro User Number
City/state/zip: Chico, CA 95926
phone: 530-893-4982
RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Compliance is true and correct.
2., 1 am eligible under Division 3 of the Business,and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance -
(responsible designer).
3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of
Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations.
4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance
documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application.
5. Lwill ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the
enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the
builder provides to the building owner at occupancy.'
Responsible Designer Name: Matt Thorpe
Responsible Designer Signature:
Company: Agri Electric
Date signed: 12/23/2016
Address: 11011 Midway
License: C-10 443455
City/state/2ip:'Chico, CA 95928
Vhone: 530-342-4203 ..
CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance
August 2015
CRANDALL ENGINEERING
5448 'MERRILL MILL ROAD
MARIPOSA, CA 95338
Sheet 4 of '
Job No.
Date: 62 /e;,hL,,
FOUNDATION'DESIGN FOR PRE-ENGINEERED STEEL BUILDING:
Project Name:
Client: Q V )!;:?I
Building Manufacturer: t
Job # G(4P c0'V4: V 1 `T
Building Location: DEC 1'5'2016
�i-tG®� t� �.•
Latitude/Longitude: moi,-IC�LO', a Ill A SVC) -e-
Elevation:
Inspecting Authority: r, -e-
Engineering Design Criteria: BUTTE
COUNTY
Roof load:
Wind:
Seismic:
20 P.S.F. (Reducible) per CBC Table 1607.1 DEC 2'8 2016
❑ Snow:
DEVELOPMENT
❑ Other: SERVICES
Speed: 1-10
Exposure: B '
Risk Category:
Soil Profile: (�
Accelerations: See sheet 2
SDC: rl> _.
S) h-29? v
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REill �I�P FOR
CO E C
DATEI-1—� BY
Soil: Basis for Design: i 000-44—
Allowable
00-4 iAllowable Foundation Pressure: psf
Lateral Bearing: ' i00 psf/f below natural grade
Lateral Sliding: µs = or Resistance= I O psf
' PHONE: 209-966-4844
8/2/2016 Design Maps Summary Report
Wl= Design Maps Summary Report
User -Specified Input
Report Title Smuckers Electrical Room
Tue August 2, 2016 17:47:22 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 39.7061N, 121.8015DW
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
USGS-Provided Output
SS = 0.614 g SMS = 0.803 g SDS = 0.536 g
S1 = 0.272 g SMI = 0.504 g SDI = 0.336 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRV building code reference document.
MCER Response Spectrum
0.9D
D.91
0.72--
0.63--
0.54--
0.45.
.720.630.540.45
H 0.36
0.27
0.19--
0.09
0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.6D 1.80 2.00
Period, T (sec)
Design Response Spectrum
0.54--
0.48--
0.42--
0.3G
.540.480.4z0.36
Q�
0.30
y 0.24
0.18
0.12--
0.0G.-
0.00,
.120.060.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
Period, T (sec)
For PGA,„ T, CRS, and CRl values, please view the detailed report.
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
http://ehp2-earthquake.wr.usgs.gov/designm aps/us/sum m ary.php?tem plate=minimal&latitude=39.706&longitude=-121.80158siteciass=3&riskcategory=0&editia .. 1/1
e
sur�Esr
Date: 12/5/2016
„M -1 aa16-026977-01 Calculations Package Time:10:58 AM
.�.d..-.,..,.�...r . Page: 2 of 57
I- � .',` t � �� :r ti , - - u F"- ��":i: ;a ui�° . 7, t ., r - ,.:; re - r� hc:; - . ' :'b;�..:J��: e"ti'IF�.�P`+' i' ;'a j,9,k,'G � yi. M .y 'v is a r1 F"li�-lr' �Ikr•,
- ---� g gc�'��' .�P ,t..m.�;• t ,eu���.,o���?a,..,,�� ':�„r��'r.i��u�l�.'x G�ys..,.w'�4.a ,� ��vi
Shape: Recycle Area
Loads and Codes - Shape: Recycle Area
City: Chico County: Butte State: California Country: United States
Building Code: California Building Standards Code - 2013 Edition Structural: 1 OAISC - ASD Rainfall: I: 3.30 inches per hour
Based on Building Code: 2012 International Building Code Cold Form: 12A1SI - ASD fc: 3000.00 psi Concrete
Building Risk/Occupancy Category: II (Standard Occupancy Structure)
Dead and Collateral Loads
Collateral Gravity:3.00 psf
Collateral Uplift: 0.00 psf
Frame Weight (assumed for seismic):2.50 psf
Side Type Mag Units Shape Applied to Description
A D 2.214 psf Entire Frm Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.26: Roof: A
A D 0.950 psf Entire Pur Covering Weight - 26 Butlerib II Unpunched : Roof: A
Roof Live Load
Roof Live Load: 20.00 psf Reducible
Wind Load
Wind Speed: Vult: 110.00 (Vasd: 85.21) mph
Wind Enclosure: Partially Enclosed 6 --*'-
Height Used: 15/11/0 (Type: Five)
Base Elevation: 0/0/0
Primary Zone Strip Width: 2a: 6/0/0
Velocity Pressure: qz: 30.98 psf
Topographic Factor: Kzt: 1.0000
Directionality Factor: Kd: 0.8500
Wind Exposure: C - Kz: 0.860
Basic Wind Pressure: q: 22.63 psf
Snow Load
Ground Snow Load: pg: 0.00 psf
Flat Roof Snow: pf: 0.00 psf
Design Snow (Sloped): ps: 0.00 psf
Snow Accumulation Factor: 1.000
Snow Importance: Is: 1.000
Ground/ Roof Conversion: 0.70
Seismic Load
Lateral Force Resisting Systems using Equivalent Force Procedure
Mapped MCE Acceleration: Ss: 61.00 %g 100
Mapped MCE Acceleration: SI: 27.00 %g
Site Class: Stiff soil (D)
Seismic Importance: Ie: 1.000
Design Acceleration Parameter. Sds: 0.5335
Design Acceleration Parameter. Shc: 0.3348 y/
Seismic Design Category: D 1�
% Snow Used in Seismic: 0.00
Seismic Snow Load: 0.00 psf
Diaphragm Condition: Flexible
Fundamental Period Height Used: 16/11/8
Gust Factor: G: 1.0000
Least Horiz•Dimension: 25/0/0
NOT Windbome Debris Region
Parts / Portions Zone Strip Width: a: 3/0/0
qz=0.00256' (1.00)'(110.00)^2 ' (1.00)
The'Envelope Procedure' is Used
Rain Surcharge: 0.00
Exposure Factor: 2 Partially Exposed Ce: 1.00
Thermal Factor: Unheated - Ct: 1.20
Slope Reduction: Cs: 1.00
Slope Used: 4.764 deg. ( 1.000:12 )
Transverse Direction Parameters
Ordinary Steel Moment Frames
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.2696
R -Factor: 3.50
Overstrength Factor: Omega: 2.50
Deflection Amplification Factor. Cd: 3.00
Base Shear: V: 0.1524x W
Longitudinal Direction Parameters
Ordinary Steel Concentric Braced Frames
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.1671
R -Factor: 3.25
Overstrength Factor: Omega: 2.50
Deflection Amplification Factor. Cd: 3.25
Base Shear: V: 0.1642x W
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
4-1
Date: 12/5/2016
BL,/TLER
16-026977-01 Calculations Package Time: 10:58 AM
.�.d..—.....�..,_.__. Page: 10 of 57
J
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i`
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<+> 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
ma not be relocated without consulting the building suppliers engineer.
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File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
sur�Ea
16-026977-01 Calc
Values shown are resisting forces ofthe foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
D o.,nHn..c _ il..f�nln �n.i 1 n.,.i T.,.•a n♦ C�n.•.n !"�..e� Cnnl:n..• 1
s/
Date: 12/5/2016
Package - Time: 10:58 AM
Pai=e: 28 of 57
Type
X -Loc
Grid] -Gfid2
Base Plate W x L (in.)
Base Plate Thickness (in.)
Anchor Rod Qty/Diam. (in.)
Column Base Elev.
Exterior Column
0/0/0
1-B
8 X 13
0.375
4-0.750
100'-0"
Exterior Column
25/0/0
]-A
8 X 17
0.375
4-0.750
100'-0"
D
0.0
0.0
Load Type
Desc.
Hx
Vy
Hx V
0.9
0.9
L>
D
Fin
0.08
0.58
-0.08 0.68
0.0
0.0
5.4
CG
Frm
0.08
0.44
-0.08 0.44
9.4
<W1
4.4
L>
Frm
0.49
2.66
-0.49 2.70
4.3
-
2.1
<L
Frm
0.49
2.66
-0.49 2.70
WPL
-
4.8
WI>
Frm
-0.38
-3.99
1.40 -5.41
9.4
9.4
MW
<Wl
Frm
2.20
-1.50
2.18 -5.10
3.4
3.4
0.0
W2>
Fin
-3.10
•-7.47
-1.15 0.39
0.0
MW
3.2
<W2
Frm
-0.52
0.01
-0.37 0.70
0.0
0.0
0.0
WPL
Frm
2.51
-1.34
2.33 -5.27
E>
0.7
0.7
WPR
Frm
2.35
-2.55
2.72 -6.85
0.2
0.2
<E
MW
Frm
-
-
- -
0.0
0.0
0.2
MW
Fin
0.78
1.36
2.61 -1.36
MW
Frm
-
-
- -
MW
Frm
-2.10
-1.19
-1.09 1.19
CU
Frm
-
- -
L
Frm
0.49
2.66
-0.49 2.70
E>
Frm
-0.43
-0.31
-0.26 0.29
EG+
Frm
0.02
0.12
-0.02 0.12
<E
Frm
0.43
0.31
0.26 -0.29
EG-
Frm
-0.02
-0.12
0.02 -0.12
c- of iv.-. m:th AnoM:n..c rh-t. _ R.o...:..n
Load Type
Horizontal ..
" Load Reaction
k k
Vertical
Load Reaction
k k
D
0.0
0.0
1.3
1.3
CG
0.0
0.0
0.9
0.9
L>
0.0
0.0
5.4
5.4.
<L
0.0
0.0
5.4
5.4
W1>
1.0
1.0
9.4
9.4
<W1
4.4
4.4
6.6
6.6
W2>
4.3
4.3
2.1
2.1
<W2
0.9
0.9
0.7
0.7
WPL
4.8
4.8
6.6
6.6
WPR
5.1
5.1
9.4
9.4
MW
0.0
0.0
0.0
0.0
MW
3.4
3.4
0.0
0.0
MW
0.0
0.0
0.0
0.0
MW
3.2
3.2
0.0
0.0
CU
0.0
0.0
0.0
0.0
L
0.0
0.0
5.4,
5.4
E>
0.7
0.7
0.0
0.0
EG+
0.0
0.0
0.2
0.2
<E
0.7
0.7
0.0
0.0
EG-
0.0
0.0
0.2
0.2
Maximum Combined Reactions Summary with Factored Loads - Framing
Nnte• All reartinnc are haceri nn 1 ct nrrle ctmrh-1 -1weic
r
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
X -Loc
Grid
Hrzleft
Load
Hrz Right
Load
Hrz In
Load
HrzOut
Load
Uplift
Load
VrtDown
Load
Mom ew
Load
Mom ccw
Load
(-Hx)
Case
(Hx)
Case
(-Hz)
Case
(Hz)
Case
(-Vy)
Case
(Vy)
Case
(-Mzz)
Case
(Mzz)
Case
k
k
k
k
k
k)
(in -k)
(in -k
0/0/0
. 1-B
1.81
15
1.67
7
2.04
13
3.68
1
25/0/0
1-A
1.05
21
1.58
18
3.70
1 18
3.83
1
r
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Date: 12/5/2016
B[JTLER
Butlor Manwee,,,n - 16-026977-01 Calculations Package Time:10:58 AM .
Page: 35 of 57
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
ID-+.- _ rt.d'e f -A r nod T- oe V-. r-.. Q -ti- I
Type
Exterior Column Exterior Column
X -Loc
0/0/0 25/0/0
Gridl - Grid2
2-B 2-A
Base Plate W x L (in.)
8 X 13 8 X 13
Base Plate Thickness (in.)
0.375 0.375
Anchor Rod Qty/Diam. (in.)
4-0.750 4-0.750
Column Base Elev.
100'-0" 100'-0"
Load Type
Desc.
Hx
Hz
V Hx
Hz
V
D
Frm
0.16
0.97 -0.16
1.05
CG
Fnn
0.18
0.87 -0.18
0.87
L>
Frm
0.73
3.60 -0.73-
3.60
<L
Frm
0.73
3.60 -0.73
3.60
Wl>
Frm
0.02
-6.78 2.56
-9.68
<W l
Frm
4.69
-2.83 3.39
-9.34
W2>
Frm
-6.17
-3.69 -1.67
1.70
<W2
Frm
.5
0.25 -0.84
2.05
WPL
Frm
69i
) -
-2.37 3.71
-9.80
\VPRMW
Frm
5
4.25 4:30
12.21
-
MW
Frm-
MW
Frm
2.13
2.67 4.57
-2.67
MW
Frm
-4.71
-
-2.34 -1.60
-
2.34
Frm
-
L
L
Frm
0.73
-
3.6.0 -0.73
.
-
3.60
60
-
E>
Frm
-0.99
-0.61 -0.38
0.56
��
EG+
Frm
0.05
0.24 -0.05
0.24
•
<E
Frm
0.99
0.61 0.38
-0.56
EG-
Frm
-0.05
-0.24 0.05
-0.24
I
WB1>
Brc
0.62
-2.25
.
- .
<WB1
Brc
WB2>
Brc
-0.02
-0.09
-0.12 -
<WB2
Brc
0.
0.03
0.10
0.10
WB3>
Brc
.
<WB3
Brc
-2;m0.
.
-3.34
WB4>
Brc
0.02
-2.30
<WB4
Brc
-0.03
-
2.32'
MWB
Brc
0.02
-3.21
-2.15
MWB
Brc
-
- -
MWB
Brc
-0.03
-
2.18 .
MWB
Brc
-
-
- -
-
EB>
Brc
0.02
-2.28
-1.56 -0.02
-0.07
-0.09
<EB
Brc
-0.02
1.59 0.02
0.06
0.06
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc. -
y
U
SEISMIC LOADS
E1
0.38
0.56
- -
-
- E2
0A3
0.80
E3 0.33
0.32
- E4 -0.38
-0.56
ES -0.43
-0.80
NEER..I
N G.....,.._-..CRANDALLENGI
E7 0.02
-0.07 -0.09
EB -0.02
SHEET OF_
Eb
.O_ _.. ._.__ ... ..
Ec
lAW-6 W-, 0.06 '*40.66'�i P'$?0 O6 i MAX H1
Ed
t0'.02te -0.07 �*0:07:-;M0i0914w MMH1
Date: 4
t'•'Y'3:p033t :'0:00,!ai.`: 0A3 =0904 MAXH
Merrill
_.ig;.;0:02 C;4,0r.604 0.06 . 6;00•h MINH
STEEL BUILDING FOUNDATION DESIGN
n4c'&0;43ZEf4T1; 0.w;", , 16 0:431? , 0.80 MAX V -
' Eh
r;'A'GA3 g i+�D:00:'461F L":' 43* -0.80 MINV ,
5448 Mm Road
16036
JOB NO: 16036
.' Mariposa, 95338
'
ISOLATED OR TIED PIER FOOTINGS
V33.6.0
•
MANUFACTURER: BUTLER
-
BUILDING NO: 16.0263977
-
-
BUILDING UNE: 2A
-
•
CLIENT: NUBS
.•
_
LOCATION: BUTTE CO, CA
•
JOB NO: 16036
"
WIND ADJUST c
1.000
• -
' -
•
f1=
0.5
f2= 0.20
Seismic SDs=
0.54
METAL BUILDING LOAD REACTIONS PER MANUFACTURER
Redundancy p -
1.00
(Set to 1.01f included in mfr's
colts)
r,
T1,=
2.50
/p= 1.92 FORANCHORDESIGN
Mx
Hl - V .
•
- DEAD LOAD
D . 0.16
1.05
CRITICAL SERVICE LOADS
-
Hx
H1 Hx4M
V
' COLLATERAL LOADS
CR D.18
0.87 Gravity
D
0.34
0.00 0.34
1.92
1
t
Co
Up11N
Do
0.16
0.00 0.16
LOS
_
_
I r
rMATERIALIEARTH
0.00
- H
" 0.00
0.00 0.00
H
UVELOADI
O.OD ,
L
1 0.00
0.00 0.00 1
L
'I ROOFLOADI
3.60
3.60
Lr
0.73
0.00 0.73
Lr 0.73
SNOW LOADS
S
S1
52
0.00
'P.Y,0:009"3l 0:00f':j G' �0:00,tt
MAX Hx
S3
+ -.
Sb
0.00
3G20.00fX:<
MIN Hx
MIN
54
Sc
_.
:TA34r!O.00e
....
<: s17�$0.00 AC41'0.00'7:�
0.00
MAX V
•
55
Sd
�W 0:00':.`1%?.a.x000>R•:
I.'%'0.001^'
0.00
MINV
56
U
SEISMIC LOADS
E1
0.38
0.56
- -
-
- E2
0A3
0.80
E3 0.33
0.32
- E4 -0.38
-0.56
ES -0.43
-0.80
E6 -0.33
-0.32
E7 0.02
-0.07 -0.09
EB -0.02
0.06 0.06
Q111GlLASU FCJK STO FOOTING
Hx MIN/MAX
HxHVt.'4,4.•e"RH
4FQ`>4%440..<V,-i VA
ADJUSTED x - LOD
W. 1.67 "».107,OD)W :+n167*G ',V]170?54 MAX Hx _
Wb
•4.57 wi"-0.0091 Vif.'57ra' `jr-': 671*�; MINHx
•.• WC
[i3F-0:03.1 0.10 V6'10,1', Vi0.1044 MAX Hz
Wd
W.+;b 0:02:P;a,:% -0.09 iT D09h•?Ir 0h2P3 MINH
- We
w. a44:57't' l .`a3t0.00:1--, 4.57 77.6-2.67•'4; MAX H
' Wf
¢ y'& 000 r:;/ & 000,'1?' 0.00 *,-0.00',* MIN
•
WR
i6 44L1604*, Vb -O.00: 2.34 MAX V .
Wh '
S:�f.-03032 +�K'0.001FN W4904A 42.21 MINV -
Ea 0.43 Ia 0:00N,!";940AV3 f,V,'0:60`.,L+ MAX Hx '
Eb
-0.43 lsT#0:00 ?i to '4314 *Or-019MT MIN Hx
Ec
lAW-6 W-, 0.06 '*40.66'�i P'$?0 O6 i MAX H1
Ed
t0'.02te -0.07 �*0:07:-;M0i0914w MMH1
Ee
t'•'Y'3:p033t :'0:00,!ai.`: 0A3 =0904 MAXH
Ef
_.ig;.;0:02 C;4,0r.604 0.06 . 6;00•h MINH
Eg
n4c'&0;43ZEf4T1; 0.w;", , 16 0:431? , 0.80 MAX V -
' Eh
r;'A'GA3 g i+�D:00:'461F L":' 43* -0.80 MINV ,
Q111GlLASU FCJK STO FOOTING
Hx MIN/MAX
HxHVt.'4,4.•e"RH
4FQ`>4%440..<V,-i VA
LOAD CASE I
LCR
LEVEL'
MA%W D
1.64
L5+0:00>!.a.,41964?.?:: $4,?k5'.39:?3I
O+H+0.750.6N0+0.75L+ 0.75 Lr
29
133%
MINW D
-2.54
--9''i ti0.00..•K?5{ ,2154* -0:45V.
0.6D+H+0.6N6
110
133%
MAX! Do
1.46
:s6i0:00£`' F9L�461d' i?&x•4:52T+e&
D+H+0.750.6Nb +0.751.+0.75U
29
133%
MINW Do
•1.65
540:00`3`,', 2i.. 1. •i�.'u00.04
O.6D+H+O.6Nb
110
133%
MAX W/ Do 2'RI:.O`14`G' 0.06 44146i151114t� l yfL11S-k. D+H+0.6Y* 15 133%
MINW/Do - 1 `°-017,pi,Z -0.05 ;fl!18�',tj f' 0:98�s.;,n D+H+0.6Wd 16 133%
-VMIN MAX._.___
MA%W D '9L61''NI:Oi00?'8G 4:_'4,"•61'5"•'_4 5.67 1 .D+H+0.750.6 +0.75L+0.75Lr ,35 133%
.IN W D !W']:38'dt3i-.w,c" Q).'(X)A .e2i38'+bm." -6.17 1 0.60+H+DAM 116 133%
MAX W/ Do !?x•1:'43 'i r'k000; ;;,1SL43W'4 4.80 1 D+H+0.750. +0.751.+0.75 Lr 35 133%
MIN W/ Do •"n 5.''-2148 44 S'x1E0•:00.:''A ;2?48== -6.70 BAD +H+0.6V,M 116 133%
16036
RF 1/4
1
16036
RF 1/4
u�
.................1.._.._........... I
r...�..�..__..___. 1
II
0
Or
COMPONENT
FOS
OTx
ASD FOUNDATION DESIGN
X(FT)
WK
MATERIALS CONCRETE WT=
0.15
K/CF fc= 3.00
OVERBURDEN WT=
0.12
K/CF
BASIC SOIL BEARING=
1.50
KSF
ACTIVE SP=
,0.03
K/CF
PASSIVE SP =
0.10
K/CF
• COEF FRICTION=
0.00
SLIDING RESISTANCE= 0.13 K/SF
u�
.................1.._.._........... I
r...�..�..__..___. 1
II
0
Or
FOOTING OVERTURN AND SOIL BEARING
SHEET '" OF
Date: 12/11/16
10B NO: 16036
LOADING COMBINATION 01
COMPONENT
FOS
OTx
W)K)
X(FT)
WK
-Z(FT)
WZ
Hx= 1.64
FOOTING
e _ FOOTING D/6
8.25
2.00
16.50
2.75
1 22.69
e> FOOTING 0/6
OVERBURDEN
A = 22.00
0.00
2.00
0.00
2.75
0.00
1.50
PEDESTAL
• DISTANCES=
0.00
1.17
0.00
2.75
0.00
FT.
FOOTING +OVER
FOOTING Of =
8.25
FT.
1 16.5022.69
2.50
FT.
DEPTH BELOW F.G:
BUILDING
FT.
5.39
1.17
6.30
2.75
14.81
TOTAL RMx= 22.80
BUILDING Hx= 1.64
@ HEIGHT = 2.50
OTMx = 4.10
K -FT
KIPS
FT
FT -K
TOTAL V =
13.64 K
TOTALRMz=
BUILDING Hz =
@ HEIGHT =
OTMz =
37.50
0.00
2.50
0.00
K -FT
KIPS
FT
FT -K
FOOTING OVERTURN AND SOIL BEARING
SHEET '" OF
Date: 12/11/16
10B NO: 16036
LOADING COMBINATION 01
FT
FOS
OTx
LOAD COMB: D+H+0.75(0.6Wa)+0.75L+0.75U
FOS
OTz
STRESS LEVEL= 133%
SP/Sp-,
SP
Hx= 1.64
K
e _ FOOTING D/6
. Hz= 0.00
K
F NA
V. 5
a <= FOOTING D/6 E OK
e> FOOTING 0/6
FOOTING DIMENSION
A = 22.00
-
PEDESTAL Bp=
1.50
FT.
PEDESTALDp=
1.50
FT.
• DISTANCES=
0.42
FT.
0.33
FOOTING Bf =
5.50
FT.
Sz= 20.17
FOOTING Of =
4.00
FT.
FOOTINGT=
2.50
FT.
DEPTH BELOW F.G:
2.50-
FT.
HEIGHT ABDVEF.G.=
0.00
FT.
UPLIFT:
110
GOVERNING M4X SP=
MAXIMUM UP= -6.70
ALLOW= 2.00
E -OK
TOTAL Rd - 9.300
K
0.62
UPLIFT FOS= 1.39
FX
FOK
ex = -0.63
FT
FOS
OTx
FOS
OTz
ez = 0.00 FT
SP/Sp-,
SP
FOS
SLIDER -
FOS
SLIDE
e _ FOOTING D/6
F OK
e> FOOTING D/6
F NA
a <= FOOTING D/6 E OK
e> FOOTING 0/6
F NA
A = 22.00
-
P= 4.12
OK 4.18
_
A = 22.00
0.61) + H + 0.6Wb
1'=
6.00
NA
Sx= 14.67
0.33
SP= 1.20
OK
NA
Sz= 20.17
OK
SP=
0.00
5.97
SP= 1.20
NA
OK
0.47
OK 3.53
SP= 0.62
NA
OK 4.70
OK
110
GOVERNING M4X SP=
1.20
ALLOW= 2.00
E -OK
OK
GOVERNING MAX SP=
0.62
ALLOW=
2.00
FOK
OTx FOS = Mr/Mo =
5.56
MIN = 1.50
F OK
bK
OTx FOS = Mr/Mo =
NA
MIN =
1.50
F OK
75.38
COMBINED SP MAX =
1.20
KSF
ALLOW =
2.00 +
0.3
NA
2.30 F OK
LATERAL STABILITY
OK 14.62
OK
83.75
OK 19.24.
OK
15
D+H+0.6Wc
50.14
OK
Hv
OK
0.23
OK 36.24
OK
Hz
OK 44.44
OK
16
D+H+0.6Wd
FRICTION= 0.00
OK
SLIDING X:
OK
0.22
FRICTION=
0.00
83.75
SLIDING
X:
PASSIVE SP= 2.29
-'5:76 " O
FS XAREA =
2.86
0:54` - - " OK
ACTIVE SP=
1.66
`-NA' ._ -'OK -' " 4.26'
OK
FS X AREA= 2.86 E
SLIDING= 2.86
1.56
1/2 V =
6.82 F
OK
SLIDING =
2.86
OK
NA
1/2 OL - 6.82
TOTALR = 5.15
K
D+H+0.750.6W +0.75L+0.75 Lr
6.20
6K
TOTALR =
4.52 K
0.48
OK 3.60
OK
SLIDING F05= R/H=3.14
OK 4.80
OK
1.50 <- OK
SLIDING FOS= R/H= -
NA
bK
MINIMUM= 1.50 EOK
OK
0.05
COMBINED Hx+Hz
OK
NA
OK 1.58
OK
APPLIED
HxP HZ=
1.64
TOTAL R =
6.85
2.00
FOS-
4.18
F OK
SUMMARY OF CRITICAL CASES:
LOAD
CASE
LOAD COMB
FOS
OTx
FOS
OTz
SP/Sp-,
SP
FOS
SLIDER -
FOS
SLIDE
FOS
SUDEXZ
29
D+H+0.750.6Wa +0.75L+0.75 Lr
5.56
NA
OK
0.52
OK 3.14
OK
NA
OK 4.18
OK
110
0.61) + H + 0.6Wb
2.52
OK
NA
OK
0.33
OK 2.03
OK
NA
OK 2.70
OK
29
D+H+0.750.6Wa+0.75L+0.75 Lr
5.97
OK
NA
OK
0.47
OK 3.53
OK
NA
OK 4.70
OK
110
0.60+H+0.6Wb
2.32
OK
NA
OK
0.32
OK 1.94
OK
NA
OK 2.59
OK
15
D+H+0.6Wc
23.37
bK
187.55
OK
0.28
OK 15.98
OK
75.38
OK 20.92
OK
16
D+H+0.6Wd
21.21
O
NA
OK
0.27
OK 14.62
OK
83.75
OK 19.24.
OK
15
D+H+0.6Wc
50.14
OK
171.60
OK
0.23
OK 36.24
OK
75.38
OK 44.44
OK
16
D+H+0.6Wd
41.03
OK
NA
OK
0.22
OK 29.92
OK
83.75
OK 38.00
OK
35-'- " D+H+0.75 0.6W +0.750+0.75 LF
-'5:76 " O
- -NA- --
OK ""'
0:54` - - " OK
. "3:20
' - OK'
`-NA' ._ -'OK -' " 4.26'
OK
116
0.61+H+0.6Wh
1.56
NA
OK
0.07
OK 1.40
OK
NA
OK 1.80
OK
35
D+H+0.750.6W +0.75L+0.75 Lr
6.20
6K
28
OK
0.48
OK 3.60
OK
NA
OK 4.80
OK
116
0.61) + H + 0.6Wh
1.40
bK
NA
OK
0.05
OK 1.23
OK
NA
OK 1.58
OK
1 / � 16036 RF I50 2/�
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f
• -
SBOH7Ntl 01537BOA OABl1VOILBO
- •
c
r` NDIS3039VBOI0NV
OABI
r
y . 7; K i
1_.' yr
P Y• F
.�
!t
y •A T
_
M•3,
4) CONCRETE SIDE -FACE BLOWOUT
20.00
1.5 X C.,=
36.00
FOR
L -BOLTS 4,Nsb=
N/A
NOR HEADED BOLTS:
4,Vcbg = 56.82
0.4 hei=
4.00 IN
Wed,V = 0.87
oVcbg = 31.82
o,min=
20 IN
le= 6.00 IN
OVsb= N/A
¢Nsb= N/A
8) SHEAR ON BOLT GROUP
.,Vcbg = 44.99 K
Vc = 77.48
GROUP,tVcbg= 134.96 K
1) STEELSHEAR
H2 DIRECTION c.�=
29.00
0.65
d.Nsa=
-22665
Ib =
22.67 K
2) BREAKOUT FOR ANCHORS NEAREST EDGE
An = 1986.50 SQ IN.
Wec,N=
1.00
CONCENTRIC CONNECTION
Wc,V=
1.25
CONCRETE LIKELY TO CRACK
HI DIRECTION
c,,=
24.00
Vb= 71749 Ib =
71.75 K
1.S Xc"=
30.00
GOVERNS:
24.00
A� =
1770.00
SO. IN.
A,,m=
1800.00
SQ. IN.
A�, ¢ n AVcof7$
Wed,V =
1.00
HI SINGLE ANCHOR SHEAR STRENGTH
le=
6.00
IN
Vb=
41092
ib =
41.09 K
4)Vcbg=
37.88
K
GROUP 4)Vcbg=
56.82
K
3) BREAKOUT FOR ANCHOR GROUP
HI DIRECTION
�,�=
25.00
co =
24.00
1.5 Xc.,=
37.50
GOVERNS:
24.00
A.=
1662.50
SQ. IN.
A_=
2812.50
SO, IN.
A„ -n AVco
Ey4mx.,
Wed,V =
1.00
Hl SINGLE ANCHOR SHEAR
STRENGTH
le=
6.00
IN
Vb=
57428
Ib =
57.43 K
GROUP 4,Vcbg=
31.82
K
4) BLOWOUT FOR ANCHOR GROUP
FOR L -BOLTS ONsb =
N/A
NOR HEADED BOLTS:
0.4 hei=
4.00 IN
c ,min=
20 IN
4,Nsb=
N/A
5) PRYOUT STRENGTH FOR GROUP
4= 0.70
kcp=
2.00
Ncbg=
55340
LB
SEE TENSION ABOVE
4)Vcpg=
77476
Ib = 77.48 K
TENSION SUMMARY:
STEEL STRENGTH
coNsa =
43.59
EMBEDMENT STRENGTH -BREAKOUT:
ONcbg=
41.50
EMBEDMENT STRENGTH -PULLOUT:
ONpn=
10.63
EMBEDMENT STRENGTH -BLOWOUT:
Nsb=
N A
SEISMIC---"`
GOVERNING coNn=
10.63 7.97
ISA
C) INTERACTION
0.24,Nn=
2.13
1.59
0.2 mVnr =
4.53
3.40
SHEETS OF_
Date: 12/10/16
JOB NO: 16036
,� = 0.75
H2 DIRECTION c,,=
20.00
1.5 X C.,=
36.00
GOVERNS:
20.00
Ay,= 1845.00 SQ. IN.
A- = 1800.00 SQ IN.
4,Vcbg = 56.82
A,n c= n AV-
Wed,V = 0.87
oVcbg = 31.82
H2 SINGLE ANCHOR SHEAR STRENGTH
le= 6.00 IN
OVsb= N/A
Vb = 54017 Ib
54.02 K
.,Vcbg = 44.99 K
Vc = 77.48
GROUP,tVcbg= 134.96 K
_
SEISMIC rl
H2 DIRECTION c.�=
29.00
c,� =
20.00
1.5 Xc;,=
43.50
GOVERNS:
20.00
An = 1986.50 SQ IN.
Ab, = 3784.50 SQ IN.
AK - n AVwEuwl
Wed,V = 1.00
H2 SINGLE ANCHOR SHEAR STRENGTH
le= 6.00 IN
-
Vb= 71749 Ib =
71.75 K
GROUP 4,Vcbg = 35.31 K
SHEARSUMMARY:
Hl
H2
STEEL STRENGTH
oNsa= 22.67
22.67
BREAKOUT FOR ANCHORS NEAREST EDGE
4,Vcbg = 56.82
134.96
BREKOUT FOR FULL GROUP
oVcbg = 31.82
35.31
EMBEDMENT STRENGTH - BLOWOUT:
OVsb= N/A
N/A
EMBEDMENT STRENGTH - PRYOUT'
Vc = 77.48
77.48
_
SEISMIC rl
GOVERNING OVnx=
22.67
17.00
GOVERNING ¢Vny=
22.67
17.00
r
�._, CRANDALL _ENGINEERING._,___,
5448 Merrill Mill Road STEEL BUILDING FOUNDATION DESIGN
mariposa, e533e ISOLATED OR TIED PIER FOOTINGS
MANUFACTURER: BUTLER
BUILDING NO: 16.0263977
BUILDING LINE: 2B
CLIENT: NVBS
LOCATION: BUTTE CO, CA
JOB NO: 16036
METAL BUILDING LOAD REACTIONS PER MANUFACTURER
Hx Hi
V
DEAD LOAD D
0.16 1
0.97
W2
4.69
Seismic SDs=
COLLATERAL LOADS CR
0.180.87
Gro.ry
Co
0.25
UPIIR
MATERIA EARTH H
W65.45
4.25
W7 2.13
2.67
W8 4.71
LIVELOADI L
W9 0.02 -0.09
-0.12
WILD -0.03 0.10
0.10
W31 0.02 -3.34
ROOF LOAD I Lr
0.73
2.32
W13 0.02 -3.21
-2.15
W14 -0.03
SNOW LOADS S
0.97
"
51
S2
53
54
55
56
WIND LOADS
W1
0.02
We Ls 4.03ftW 0.10 sivo.10•:°'+ .0:307
-6.78
0.5
W2
4.69
Seismic SDs=
-2.83
W3 -6.17
-3.69
W4 -1.50
0.25
W5 5.69
-2.37
W65.45
4.25
W7 2.13
2.67
W8 4.71
-2.34
W9 0.02 -0.09
-0.12
WILD -0.03 0.10
0.10
W31 0.02 -3.34
-2.30
W12 -0.03
2.32
W13 0.02 -3.21
-2.15
W14 -0.03
2.18 -
SHEET -XL OF_
Date: 42715.47
JOB NO: 16036
V33.6.0
WIND ADJUST=
1.000
Wb -6.17 Vc,0.004�R:P :: :6:37 ' W 3:69NL
We Ls 4.03ftW 0.10 sivo.10•:°'+ .0:307
fl=
0.5
f2= 0.20
MAX H
Seismic SDs=
0.54
W S° ,':2?L3' iK eRO.00P.^ ' W2133eY 2.67
MAX V
MINV
Redundancy p=
1.00
(Set to 1.0 It included in mfr's talcs)
17,=
2.50
/p= 1.92.
FOR ANCHOR DESIGN
CRITICAL SERVICE LOADS
Ee i+=0.02=. (-Q: "2!28Q, 2.28i :9`1!S6;tr,=
'
Ef M.-W.Q ! i%'.0:001 ib 0.02 A-0`59
Hx
Ht Hx4Hi
V .
OR
0.34
0.00 0.34
L84
MINW Do
Do
0.16
0.00 0.16
0.97
"
H
0.00
0.00 0.00
0.00
L
0.00
0.00 0.000.00
L
0.73
0.00 0.73
3.60
Sa
0.00
:'::x0:009} 9s?O:Op}*.,
•':ni0:00':!'; MAX Hx
Sb
0.00
O.00ei'.fl„s1'O:OOS'il `s`i0.00�3' MIN Hx
Sc
..
:C¢6'.�'O:OUi�1�l;r-";Sn0:00r�??!x',U:00'+.
O.OD MA1IV
5d
W(lr.00iNffl
x0.00'?.`*:h°t0:00 d1,
0.00 MIN V'
ADJUSTED x 1.00
We 5.69 NO.'O0;59 51169tA' +`CYe`-.`2,37,4+
MAX Hx
MIN Hx
MAX Ht
Wb -6.17 Vc,0.004�R:P :: :6:37 ' W 3:69NL
We Ls 4.03ftW 0.10 sivo.10•:°'+ .0:307
Wda*�`OA AAAI( -3.34 *'.O! JkA w:i2.307
MIN Ht
We T$`'k`•�14f17W+ TL .A O;O0W. , 6.17 16T`=316flwi
MAX H
Wf F'1S d.024V* 944O.bOV99 0.01 '?+J:;fi!78?x
MINH
W S° ,':2?L3' iK eRO.00P.^ ' W2133eY 2.67
MAX V
MINV
Wh 97k002YT* 5-4000 "''�. 8'«!0.02#'D -6.78
Ea 1.04'O:OO',',ffi?£`.-.1'.041'.`d'•;.d0IWT5^,MAX
Hx
Eb -LO4 s*10:00,4,v,, * L04 :T ?=0i85 n
MIN Hx
Ec 6,5Z'4,99At� 0.00 WV.49,4''y- �Afi1kft
MAX Hx
MIN HT
Ed+.:+a -2.28 4. 1128f•<11«-LS6a
Ee i+=0.02=. (-Q: "2!28Q, 2.28i :9`1!S6;tr,=
MAX H
MIN H
Ef M.-W.Q ! i%'.0:001 ib 0.02 A-0`59
E ' %'V 027Liw`ti i-:Ai4d:DOTO? {£$0.WN' L59
MAX V
Eh p"°.$!:;0:02 :>srd AM!28101 WZ.'2B,4 -1.56
MINV
CRITICAL ASD FORCES TO FOOTING
Hx MIN/MAXHx
'Yx195'ri3'�,'•'.:n':.00Dvsl _-''1851A
;*yti;F4wwis.Ni11it:Rq `«s'n...+V,`:
IOAD CASE
lCR
LFVEI
MAX W1 OR
3.75
Wd,OO
D+H+0.6Wa
13
1 3%
MINW D
-3.50»*W''(3:00r:
Ar. -,21.5075W VA$*116
0.6D+H+0.6ft
110
133%
MAX W Do
3.57w^St0:00M
3w)i%- rwa10 v9W
O+H+O.6Wa
13
1 133%
MINW Do
-3.61
giO:OOt:,'L X.rx,afti' iy'S.'+41a%p"
O.6D+H+0.6'b
110
1 133%
-VMINMAX-._•____.
MAXW 0
'Yx195'ri3'�,'•'.:n':.00Dvsl _-''1851A
5.74
D+H+0.750.6 +0.75L+0.75L
35
133%
MIN/Da
D
-2.96
0.613+H+0.6m
114
133%
MAX W Do
4.87
D+H+0.7 0.6 40.75L+0.75 Lr
35
133%
MIN W Do."0'ill„il
ii0:00".' `�. a0:13
-3.49
0.60+H+0.6NT
114
133%
16036
RF 214
ASD FOUNDATION DESIGN
COMPONENT
MATERIALS CONCRETE WT=
0.15
OVERBURDEN WT=
0.12
BASIC SOIL BEARING=
1.50
ACTIVE SP=
0.03
PASSIVE SP=
0.10
COEF FRICTION =
0.00
K/CF Pc= 3.00
K/CF
KSF
K/CF
K/CF
SLIDING RESISTANCE= 0.13 K/SF
FOOTING OVERTURN AND SOIL BEARING
SHEET -):!-- OF
Date: 32/11/36
JOB N0: 16036
LOADING COMBINATION #1
COMPONENT
LOAD COMB:. D + H + 0.6Wa
A(K)
K (FT) WX
z (FT)
WZ
�) atl
K
FOOTING
......._..._._......_1
..�:_......_.
2.00 15.00
2.50
................ .
PEDESTAL Dp =
1.50 FT.
OVERBURDEN
0.42 FT.
0.00
1
- - - ------- ---
2.50
1-
FOOTING Df =
4.00 FT.
I
n!
0.00
1.17 0.00
2.50
z............ . ........ .........
_......__._..............
_..... ... T,
FOOTING +OVER
c" ;WIG PL -4N
7.50
SEC?I--h
FOOTING OVERTURN AND SOIL BEARING
SHEET -):!-- OF
Date: 32/11/36
JOB N0: 16036
LOADING COMBINATION #1
COMPONENT
LOAD COMB:. D + H + 0.6Wa
A(K)
K (FT) WX
z (FT)
WZ
Hz = 0.00
K
FOOTING
E NA
7.50
2.00 15.00
2.50
18.75
PEDESTAL Dp =
1.50 FT.
OVERBURDEN
0.42 FT.
0.00
2.00 0.00
2.50
0.00
FOOTING Df =
4.00 FT.
PEDESTAL
2.50 FT.
0.00
1.17 0.00
2.50
0.00
UPLIFT:
OK
FOOTING +OVER
OK
7.50
15.00
UPLIFT FOS= 2.43
18.75
1.81
GOVERNING MAX SP = 0.40 ALLOW =
BUILDING
OTx FOS = Mr/Mo =
0.42
1.17 0.49 1
2.50.
1.05
OTx FOS =Mr/Mo = NA MIN=
TOTAL RMx= 15.49
BUILDING Hx= 3.75
@ HEIGHT= 2.50
OTMx = 9.39
K -FT
KIPS
FT
FT -K
TOTAL V =
7.92 K .
TOTAL RMz=
BUILDING Hz =
@ HEIGHT=
OTMz =
19.80
0.00
2.50
0.00
K -FT
KIPS _
FT
FT -K
FOOTING OVERTURN AND SOIL BEARING
SHEET -):!-- OF
Date: 32/11/36
JOB N0: 16036
LOADING COMBINATION #1
FT
LOAD COMB:. D + H + 0.6Wa
STRESS LEVEL= 133%
FOS
OTz
Hx = 3.75
K
Hz = 0.00
K
V
E NA
FOOTING OIMENSIO
a <= FOOTING D/6 E OK e > FOOTING
PEDESTAL BP=
1.50 FT.
PEDESTAL Dp =
1.50 FT.
DISTANCES=
0.42 FT.
A= 20.00 P =
FOOTING Bf =
5.00 FT.
_
FOOTING Df =
4.00 FT.
FOOTING T=
2.50 FT.
DEPTH BELOW F.G =
2.50 FT.
HEIGHT ABOVE F.G.=
0.00 FT.
UPLIFT:
OK
MAXIMUM UP=Vmin= -3.
OK
TOTAL Rd - 8.470
K
UPLIFT FOS= 2.43
E OK
ex= -1.23
FT
FOS
OTx
FOS
OTz
ez = 0.00 FT
SP
P
e <= FOOTING D/6
E OK
e> FOOTING D/6
E NA
a <= FOOTING D/6 E OK e > FOOTING
D/6 E NA
A= 20.00
1.65
I'= 2.31
NA
OK
A= 20.00 P =
6.00
Sx= 13.33
_
SP= 1.37
OK
1.69
Sz= 16.67 SP=
0.00
SP= 1.13
1.57
OK
NA
OK
SP= 0.40
OK
GOVERNING MAX SP =
1.37
ALLOW = 2.00
E OK
1.81
GOVERNING MAX SP = 0.40 ALLOW =
2.00 E OK
OTx FOS = Mr/Mo =
1.65
MIN= 1.50
<- OK
OK
OTx FOS =Mr/Mo = NA MIN=
1.50 EOK
_
COMBINED SP MAX =
1.37
KSF
ALLOW =
2.00 + 0.3
2.30 E OK
F
1.45
OK
NA
'
0.49
OK
LATERALSTABILI Y
OK
-
1.76
OK
15
Hr
21.40
OK
156.67
OK
Hz
OK
FRICTION= 0.00
OK
SLIDING X:
OK
19.32
FRICTION= 0.00
SLIDING X:
PASSIVE SP = 2.08
16.06
FS X AREA=
2.60
OK
ACTIVE SP = 1.66
FS X AREA = 2.60 E
SLIDING = 2.60
OK
1/2 V =
• 3.96 E
2.74
SLIDING = 2.60
1/2 DL= 3.96
TOTALR= 4.68
K
OK
142.17
OK
TOTALR= .4.26 K
OK
SLIDING FOS= R/H=1.25
OK
1.50 EX
41.05
SLIDING FOS= R/H= NA
MINIMUM= 1.50 E•OK
1.0+0.14SD5D+H+0.70L Ed
29.98
COMBINED Hx+ Hz
APPLIED
HxP H2=
3.75
0.00
OK
24.35
OK
.
TOTAL R=
6.33
2.00 `. 1
35
SUMMARY OF CRITICAL CASES:
4.71
OK
FOS--
1.69
(-OK
/
OK
LOAD
CASE
-
'
LOAD COMB
FOS
OTx
FOS
OTz
SP
P
w
FOS
SLIDE
FOS
SUDEZ
FOS
SUDEXZ
13
D+H+0.6Wa
1.65
OK
NA
OK
0.60
OK
1.25
OK
OK
1.69
OK
110
0.6D+H+0.6Wb
1.57
OK
NA
OK
OK
1.34
OK
OK
1.81
OK
13
D+H+0.6Wa
1.62
OK
NA
OK
0.52
OK
1.31
OK
OK
1.77
OK
110
0.61)+H+0.6Wb
1.45
OK
NA
OK
0.49
OK
1.30
OK
OK
1.76
OK
15
D+H+0.6Wc
21.40
OK
156.67
OK
0.29
OK
14.53
OK
F71.04
OK
19.32
OK
128
1.0+0.14SD5 D + H +0.7CL Ed
16.06
OK
NA
OK
0.04
OK
12.13
OK
OK
2.74
OK
15
D+H+0.6Wc
45.65
OK
142.17
OK
0.23
OK
32.94
OK
OK
41.05
OK
128
1.0+0.14SD5D+H+0.70L Ed
29.98
OK
NA
OK
0.00
OK
24.35
OK
OK
2.77
OK
35
D+H+0.750.6W +0.75L+0.751r
4.71
OK
NA
OK
0.60
OK
2.53114
OK
3.43
OK...,
O.6D+H +O.6Wi
21.36
OK
NA
OK
0.16
OK
20.1235
OK
NA
OK
27.13
OK
D+H+0.750.6W +0.75L+0.751r
4.97
OK
NA
OK
0.54
OK
2.81114
OK
NA
OK
3.80
OK
0.6D+H+0.6Wf
.40.45.
.OK
NA
OK
0.17
OK
37.83OK
OK
NA ,.
OK
50.84
�• OK
ve-11, V-11", vell,
'16036 - RF O
+ 3.
f
t + 1lRF1) ANCHORAGE DESIGN
}
ANCHOR BOLT DESIGN- AC1318-05, APPENDIX D.
4 '
fc= '2S00
SDC°C°OR ABOVEABOVE V .
SHEET �'bF �• , f�,.
O Dote:12/17J36
r�-JOB NO: "16036• - '
• `-4•' i.' .`SDIAMETER0 7INCHES'+*'`K= ` Fa. ^•'`«"r BOL .F1EAD)TYPE. ?TO.,-. BOLT HEAD TYPES -
Sin +✓ /- �I. m :,• „>7m> 5 ,Z cy } 3 +•
y,�p. .�haGR055 AREA 04422 Sa IN ., ,:.a '' 0 .NONE t -BOL
• ♦ f^' �r;+, •� � �• r�g v+.s:�.nk �'+� ,S -.firer ,rL ay� i F�Ycvyy � '
i
-isl EFFECfIVEl� 0334, SO.IN• i+q .fb3 qk y 1 .SQUARE HEAD .r
t'S_-BEARING,l4ao 0.£'dx _mi } ? ^�•.i +y§^� Y d 2 - HEAW SQUARE
HEX HEAD _
�� N�� B� LTS - •2 RO�W+S F� Y� � BOLTS +.^I ,��"+Y4:. �T�A�LM � '�sr';�i- p,{.� 4 HEAW HEX
EMBEDMENJ hd v . l0i INCHES CONC 2EPTH 24 ,INCHES a+ _ ,.1 �. r '
Yl.
�u t
I 4• � ����'.��*�� ,: �.. '�`�` , 24� ;x t �. P,7CH . � 9� - t'tM 9•
St+ � tt+ 9 s • +. r I, �'
'• +` T D I-- OR lA GERtREIN 0 GNGpTE�-BOLT570 STRbCTURE � OHRN•,17 ,x 1�" � , t + � .. . 4 rt
�• ,��� G���•-����r� + Orr�INC�HES �,,,+ Vey°+ tsa �� F`#0 INCH�4 ♦ 4 +•� r�
£.5..'a�'.' .ryr N• +. ,
SHEAR ANGLE AREA ,0
-SC, IN t ' CONCRETE Hsa • 0.00 ' ; K, --- - ---
STEEL Hsa - 0.00 ,K * 483 `G Cat •f'i_ w
�. + �+ T
_FACTORED FORCES TO A.B.- SHEAR
LOAD
CASE
Hx He-HSB -
Hz• HK4Hz VERT
11.2D+1.OWa+f1L+1.6H+O.SLr' 6.46 6.46 0.00 -'-6.46 1.64
2 0691)+1.OWb+1.6H - '_5.86 -5.66 - 0.00' 5.86 •2.03
`s'• 31.21)+1.OWa+f1L+1.6H+O.SLr' 6.25. 6.25 .'0.00 i' 6.25 'x0.59 j' _
4 0.91)+1.OWb+1.6H -0.03 l.03 0.00 6.03 •2.82 t -
I 0 e t
�. 51.2D+1.OWc.+f1L+1.6H+O.SLr 0.74 0.74 0.30 0.75 4.11 - - 0. . ..
6 1.2+0.2SDSD+Eb Ed+f1L+0.2Sa 0.48 0.48 ',.4.386 4.41 -0.59 ( O- '.Hz .I '`-
71.2D+1.OWc+f1Lw 1.6H+0.5Lr 0.53. 0.53 0.10 O.S4 + 3.06 { f
8 1.2+0.25D5D+(°Ed+f1 L+0.2Sa 0.25 0.25 ` 4.38 4.39 1.73
' 91.2D+1.OWa+f1L+1.6H+0.5Lr 6.46 .0.74' 0.00. 0.74
.1,, • 30 0.9-0.251)5 D+O, Ef f1.6H 0.23 0.48 0.00 0.48' 4.51 - - �_h �Hx s �-'�- � '
+.,
11 1.21)+1.OWa+f3Lti L6H+0.SLr - - 6.25 � .0.53 0.00. 0.53 � - 0.59
.. 12 0.9-0.251)5 D + O, Ef + 1.6H 0.09 0.25 - 0.00' 0.25 •• 3.83 r' I + • -. _
z 'e
13 1.213+1.6Lr+1.6H+0.5W - 2.64 ..6.46 0.00 6.46 9.30
X14 0.92+1.OWf+1.6H ' 0.33. 0.23 0.00 0.23 -5.12 ` '? " •.r ^i
.15 1.2D+ 1,6Lr+ 1.6H+ 0.5W 2.43 6.25 0.00 °6.25 8.26 -
• 160.91)+1.OWf+1.6H 0.16 `0.09 0.00 0.09
' 1) STEEL STRENGTH )�Nn)., �._ 0.75 +' I r, `.; ♦ J ' µ' - # i.
A) TENSION ON BOLT + 4,Nsa=' 43587 Ib _ "43.59 K
2). CONCRETE BREAKOUT � x`0.75 EOGEADJUSTEDhef w10.00 IN
.. 1.SXhef 15 IN
• - BLOCK B , • y50 " t • IN BLOCK D 35, IN
Aa.= nso salty
._i ---r:.• _ _ _ _=i�- -�-rr�lM =-'T-900 SQ"IN3-- - _ + __-*.--�.:t. w,..:, -'t'•4 ..-.- t� --w•. �•+-TL--t+--^'�^"--T-.:,�.
3 -. A,,, r=n ANco �'OK •� �
- Wec N - 1.00 CONCENTRIC CONNECTION I` .. +*, + `•'
Wed N. -^r` w,min=_20 _IN 1.SXhef 15 IN
t•M t Wed,N= 1.00o -_t' 4�. h '•o !'.~ -
' r• WtN "�, 1.00. CONCRETE LIKELY.TOCRACK'. + _ w,"' ♦, eT. s t
Wcp N: 1.00.• CAST IN PLACE ANCHORS •-' 4 - _�X' 1
f a .Nb 37947 � �Ib•; .kc= X24 FOR CIP
• ¢Ncbg= 41505. Ib. ,41.50 'K.
3) CONCRETE PULLOUT _ 0.70 . ° t t ',_, y y t ' �. 7' y • +i• -
tWcP 1.00. ?: CONCRETE UKELYTO CRACK, - {. i t • i'
Np '° - , eh .3.000 .- J,•: .,ti ♦ .'4'. iv _1 t 1 f.I "D° r. t A{
FOR L-BOLTS�Np 5062.50 + T
Y - , FOR HEADED BOLT5Np= 0.00
.. +• oNpn= 10631 5 Ib, - 10.63 K •A tom• ,r �+,t ti,'; ' M'; '� 16036 r
'RF 803/4' �.
A� �` } • �'��'•Y-•1 -, � + +� 1� + 0 3.� f +er
!r
t
ANCHOR BOLT DESIGN- AC1318-05, APPENDIX D.
4 '
fc= '2S00
SDC°C°OR ABOVEABOVE V .
SHEET �'bF �• , f�,.
O Dote:12/17J36
r�-JOB NO: "16036• - '
• `-4•' i.' .`SDIAMETER0 7INCHES'+*'`K= ` Fa. ^•'`«"r BOL .F1EAD)TYPE. ?TO.,-. BOLT HEAD TYPES -
Sin +✓ /- �I. m :,• „>7m> 5 ,Z cy } 3 +•
y,�p. .�haGR055 AREA 04422 Sa IN ., ,:.a '' 0 .NONE t -BOL
• ♦ f^' �r;+, •� � �• r�g v+.s:�.nk �'+� ,S -.firer ,rL ay� i F�Ycvyy � '
i
-isl EFFECfIVEl� 0334, SO.IN• i+q .fb3 qk y 1 .SQUARE HEAD .r
t'S_-BEARING,l4ao 0.£'dx _mi } ? ^�•.i +y§^� Y d 2 - HEAW SQUARE
HEX HEAD _
�� N�� B� LTS - •2 RO�W+S F� Y� � BOLTS +.^I ,��"+Y4:. �T�A�LM � '�sr';�i- p,{.� 4 HEAW HEX
EMBEDMENJ hd v . l0i INCHES CONC 2EPTH 24 ,INCHES a+ _ ,.1 �. r '
Yl.
�u t
I 4• � ����'.��*�� ,: �.. '�`�` , 24� ;x t �. P,7CH . � 9� - t'tM 9•
St+ � tt+ 9 s • +. r I, �'
'• +` T D I-- OR lA GERtREIN 0 GNGpTE�-BOLT570 STRbCTURE � OHRN•,17 ,x 1�" � , t + � .. . 4 rt
�• ,��� G���•-����r� + Orr�INC�HES �,,,+ Vey°+ tsa �� F`#0 INCH�4 ♦ 4 +•� r�
£.5..'a�'.' .ryr N• +. ,
SHEAR ANGLE AREA ,0
-SC, IN t ' CONCRETE Hsa • 0.00 ' ; K, --- - ---
STEEL Hsa - 0.00 ,K * 483 `G Cat •f'i_ w
�. + �+ T
_FACTORED FORCES TO A.B.- SHEAR
LOAD
CASE
Hx He-HSB -
Hz• HK4Hz VERT
11.2D+1.OWa+f1L+1.6H+O.SLr' 6.46 6.46 0.00 -'-6.46 1.64
2 0691)+1.OWb+1.6H - '_5.86 -5.66 - 0.00' 5.86 •2.03
`s'• 31.21)+1.OWa+f1L+1.6H+O.SLr' 6.25. 6.25 .'0.00 i' 6.25 'x0.59 j' _
4 0.91)+1.OWb+1.6H -0.03 l.03 0.00 6.03 •2.82 t -
I 0 e t
�. 51.2D+1.OWc.+f1L+1.6H+O.SLr 0.74 0.74 0.30 0.75 4.11 - - 0. . ..
6 1.2+0.2SDSD+Eb Ed+f1L+0.2Sa 0.48 0.48 ',.4.386 4.41 -0.59 ( O- '.Hz .I '`-
71.2D+1.OWc+f1Lw 1.6H+0.5Lr 0.53. 0.53 0.10 O.S4 + 3.06 { f
8 1.2+0.25D5D+(°Ed+f1 L+0.2Sa 0.25 0.25 ` 4.38 4.39 1.73
' 91.2D+1.OWa+f1L+1.6H+0.5Lr 6.46 .0.74' 0.00. 0.74
.1,, • 30 0.9-0.251)5 D+O, Ef f1.6H 0.23 0.48 0.00 0.48' 4.51 - - �_h �Hx s �-'�- � '
+.,
11 1.21)+1.OWa+f3Lti L6H+0.SLr - - 6.25 � .0.53 0.00. 0.53 � - 0.59
.. 12 0.9-0.251)5 D + O, Ef + 1.6H 0.09 0.25 - 0.00' 0.25 •• 3.83 r' I + • -. _
z 'e
13 1.213+1.6Lr+1.6H+0.5W - 2.64 ..6.46 0.00 6.46 9.30
X14 0.92+1.OWf+1.6H ' 0.33. 0.23 0.00 0.23 -5.12 ` '? " •.r ^i
.15 1.2D+ 1,6Lr+ 1.6H+ 0.5W 2.43 6.25 0.00 °6.25 8.26 -
• 160.91)+1.OWf+1.6H 0.16 `0.09 0.00 0.09
' 1) STEEL STRENGTH )�Nn)., �._ 0.75 +' I r, `.; ♦ J ' µ' - # i.
A) TENSION ON BOLT + 4,Nsa=' 43587 Ib _ "43.59 K
2). CONCRETE BREAKOUT � x`0.75 EOGEADJUSTEDhef w10.00 IN
.. 1.SXhef 15 IN
• - BLOCK B , • y50 " t • IN BLOCK D 35, IN
Aa.= nso salty
._i ---r:.• _ _ _ _=i�- -�-rr�lM =-'T-900 SQ"IN3-- - _ + __-*.--�.:t. w,..:, -'t'•4 ..-.- t� --w•. �•+-TL--t+--^'�^"--T-.:,�.
3 -. A,,, r=n ANco �'OK •� �
- Wec N - 1.00 CONCENTRIC CONNECTION I` .. +*, + `•'
Wed N. -^r` w,min=_20 _IN 1.SXhef 15 IN
t•M t Wed,N= 1.00o -_t' 4�. h '•o !'.~ -
' r• WtN "�, 1.00. CONCRETE LIKELY.TOCRACK'. + _ w,"' ♦, eT. s t
Wcp N: 1.00.• CAST IN PLACE ANCHORS •-' 4 - _�X' 1
f a .Nb 37947 � �Ib•; .kc= X24 FOR CIP
• ¢Ncbg= 41505. Ib. ,41.50 'K.
3) CONCRETE PULLOUT _ 0.70 . ° t t ',_, y y t ' �. 7' y • +i• -
tWcP 1.00. ?: CONCRETE UKELYTO CRACK, - {. i t • i'
Np '° - , eh .3.000 .- J,•: .,ti ♦ .'4'. iv _1 t 1 f.I "D° r. t A{
FOR L-BOLTS�Np 5062.50 + T
Y - , FOR HEADED BOLT5Np= 0.00
.. +• oNpn= 10631 5 Ib, - 10.63 K •A tom• ,r �+,t ti,'; ' M'; '� 16036 r
'RF 803/4' �.
A� �` } • �'��'•Y-•1 -, � + +� 1� + 0 3.� f +er
4) CONCRETE SIDE -FACE BLOWOUT
20.00
1.5 X S) =
36.00
1 FOR
L -BOLTS 4)Nsb -
N/A
20.00
HOR HEADED BOLTS:
(bVcbg = 56.82
0.4 hef =
4.00 , IN
Wed,V = 0.87
ctVcbg= 31.82
ca,min=
20 IN
le= 6.00 IN
bVsb= N/A
,bNsb= N/A
B) SHEAR ON BOLT GROUP
,tVcbg = 44.99 K
71.75 K
GROUP 4,Vcbg = 134.96 K
1) STEEL SHEAR
GOVERNING
GOVERNING 4aVnx=
0.65
ONsa=
22665
Ib =
22.67 K
2) BREAKOUT FOR ANCHORS NEAREST EDGE
Wec,N=
1.00
CONCENTRIC CONNECTION
Wc,V =
1.25
CONCRETE LIKELY TO CRACK
Hl DIRECTION
S) =
24.00
1.5Xgt=
30.00
GOVERNS:
24.00
A.,=
1770.00
SQ, IN.
A_=
1800.00
SQ, IN.
A,.1=n AVco-gttOK`ab"`.L".•
Wed,V =
1.00
HI SINGLE ANCHOR SHEAR STRENGTH
le=
6.00
IN
Vb=
41092
Ib =
41.09 K
4,Vcbg=
37.88
K
GROUP 4)Vcbg=
56.82
K
31 BREAKOUT FOR ANCHOR GROUP
HI DIRECTION
c',t=
25.00
4) =
24.00
1.S X c',) =
37.50
GOVERNS:
24.00
A, =
1662.50
SO, IN.
A_ =
2812.50
SO, IN.
A,h r- n AVco
q, ,V
Wed,V =
1.00
Hl SINGLE ANCHOR SHEAR STRENGTH
le=
6.00
IN
Vb=
S7428
Ib =
57.43 K
-
GROUP 4)Vcbg=
31.82
K
4) BLOWOUT FOR ANCHOR GROUP
FOR L-BOLTS¢Nsb=
N/A
HOP HEADED BOLTS:
0.4 hef =
4.00 IN
w,min=
20 IN
4,Nsb=
N/A
5) PRYOUT STRENGTH FOR GROUP
0= 0.70
kcp =
2.00
Ncbg=
55340
LB
SEE TENSION ABOVE
OVcpg=
77476
Ib = 77.48 K
TENSION SUMMARY:
STEELSTRENGTH
bNsa=
43.59
EMBEDMENT STRENGTH - BREAKOUT:
(bNcbg=
41.50
EMBEDMENT STRENGTH - PULLOUT:
4)Npn=
10.63
EMBEDMENT STRENGTH - BLOWOUT:
4,Nsb=
N/A
SEISMIC
h
GOVERNING pNn=
10.63 7.97
SEISM-, 'C_s
C) INTERACTION
0.24tNn=
2.13
L59
0.24)Vnx=
4.53
3.40
SHEET - OF_
Date: 12/11/16
JOB NO: 16036
4) = 0.75
H2 DIRECTION c,) =
20.00
1.5 X S) =
36.00
GOVERNS:
20.00
An= 1845.00 SQ, IN.
20.00
A-= 1800.00 SQ. IN.
(bVcbg = 56.82
A� e= n AVCo
Wed,V = 0.87
ctVcbg= 31.82
H2 SINGLE ANCHOR SHEAR STRENGTH
le= 6.00 IN
bVsb= N/A
Vb= 54017 Ib =
54.02 K
,tVcbg = 44.99 K
71.75 K
GROUP 4,Vcbg = 134.96 K
SEISMCM-
C' -
H2 DIRECTION C',,=
29.00
C., =
20.00
1.5 X c',) =
43.50
GOVERNS:
20.00
Ate= 1966.50 SQ. IN.
(bVcbg = 56.82
A- = 3784.50 SQ, IN.
A, -n AVw j3;jOK E;
ctVcbg= 31.82
Wed,V = 1.00
H2 SINGLE ANCHOR SHEAR STRENGTH
bVsb= N/A
le= 6.00 IN
Vb= 71749 Ib =
71.75 K
GROUP,!Vcbg= 35.31 K
SEISMCM-
C' -
SHEAR SUMMARY:
Hl
H2
STEELSTRENGTH
pNso= 22.67
22.67
BREAKOUT FOR ANCHORS NEAREST EDGE
(bVcbg = 56.82
134.96
BREKOUT FOR FULLGROUP
ctVcbg= 31.82
35.31
EMBEDMENT STRENGTH - BLOWOUT:
bVsb= N/A
N/A
EMBEDMENT STRENGTH . PRYOUT
4fflcpg = 77.48
77.48
SEISMCM-
C' -
GOVERNING
GOVERNING 4aVnx=
2267
17.00
GOVERNING 4aVny=
22.67
17.00
0.2.tVny= 4.53 3.40
LOAD CASE SEISMIC Vx V Nu Vx/0.2 Vnx V /0.2 Vn Nu/0.2 Nn Vux/ Vnx Vuy/4)Vny Nul ibNn E <1.27
1.20+1.OWa+f1L+1.6H+0.51/ N 6.46 0.00 0.00 1.43 0.00 0.00 0.29 0.00 0.00 0.29 OK
0.90+1.OWb+L6H N -5.86 0.00 2.03 1.29 0.00 0.96 0.26 0.00 0.00 0.26 OK
1.20+1.OWa +f1L+1.fiH+0.51r N 6.25 0.00, 0.00 1.38 0.00 0.00 0.28 0.00 0.00 0.28 OK
0.91) + 1.OWb + 1.6H N -6.03 0.00 2.82 1.33 0.00 1.32 0.27 0.00 0.26 0.53 OK
1.2D+1.OWc+f1L+1.6H+O.SU N 0.74 0.10 0.00 0.16 0.02 0.00 0.00 0.00 0.00 0.00 OK
1.2+0.2SDSD+LL Ed+fl L+0.2Sa Y 0.48 -4.38 0.59 0.14 1.29 0.37 0.00 0.26 0.00 0.26 OK
1.21)+1.OWc+f1L+1.6H+O.SLr N 0.53 0.10 0.00 0.12 0.02 0.00 0.00 0.00 0.00 0.00 OK
1.2+0.25DSD+ M Ed+ fl L+0.2Sa Y 0.25 -4.38 1.73 0.07 1.29 1.09 0.00 0.26 0.22 0.48 OK
1.20+1.OWa+f1L+1.6H+0.5Lr N 6.46 0.00 0.00 1.43 0.00 0.00 0.29 0.00 0.00 0.29 OK
0:9-0:2SD5 D"t O; Ef + 1:6H -" -' -' - -'"-Y--- -0:23-- 0.00-- 0.00- " 0:07 - "' " ' 0:00 '"""0.00" -'" - 0.00- " -'"0:00 -" "0.00- - '0:00'" OK
1.20+1.OWa+ILL +1.6H+O.SLr N 6.25 0.00 0.00 1.38 0.00 0.00 0.28 0.00 0.00 0.28 OK
0.9.0.2SDSD+Cl, Ef+1.6H Y 0.09 0.00 0.00 0.03 0.00. 0.00 0.00 0.00 0.00 0.00 OK
1.2D+ 1.6Lr+ 1.6H + O.SWg N 2.64 0.00 0.00 0.58 0.00 0.00 0.00 0.00 0.00 0.00 OK
0.91) + 1.OWf + 1.6H N 0.33 0.00 5.12 0.07 0.00 2.41 0.00 0.00 0.48 0.48 OK
1.21)+ 1.6Lr+ 1.6H + O.SWg N 2.43 0.00 0.00 0.53 0.00 0.00 0.00 0.00 0.00 0.00 OK
0.913+1.OWf+1.6H N 0.16 0.00 5.91 0.04 0.00 2.78 0.00 0.00 0.56 0.56 OK
16036
RF ISO 4/4
• surcER
Butler Manufacturing 16-026977-01 G
Values shown are resisting forces ofthe foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
12 ... firm. - Unf-f-d T nod T -P of ii? --p fine. Q -tin.• '3
I AO
Date: 12/5/2016
Package Time:10:58 AM
Paee: 43 of 57
Type Exterior Column
X -Loc 0/0/0
Grid] - Grid2 3-B
Base Plate W x L (in.) 8 X 13
Base Plate Thickness (in.) 0.375
Anchor Rod Qty/Diam. (in.) 4-0.750
Column Base Elev.. 100'-0"
Exterior Column
25/0/0
3-A
8 X 13
0.375
4-0.750
100'-0"
Load Type
Desc. Hx
Hz I
Vy
Hx
Hz I
V
D
Frm 0.16
0.96.
-0.16
1.04
CG
Frm 0.17
0.86
-0.17
0.86
L>
Frm 0.72
3.59
-0.72
3.59
<L
Frm 0.72
3.59
-0.72
3.59
Wl>
Fnn 0.02
-6.69
2.53
-9.57
<W1
Frm 4.64
-2.80
3.35
-9.23
W2>
Frm -6.10
-3.64
-1.65
1.69
-
<W2
Frm -1.49
0.25
-0.83
2.04
WPL
Frm 5.63
-2.34
3.67
-9.69
-
WPR
Frtn 5.39
4.19
4.25
-12.07
-
MW
Frm -
-
-
-
MW
Frm 2.10
2.64
4.52
-2.64
-
MW
Frm
-
-
1/
MW
Frm x.. 66
-
-2.31,
-1.59
.
-
2.31
-
CU
Frm -
L
Frm 0.72
3.59
-0.72
3.59
.�
E>
Frm -0.98
-0.61'
-0.37
0.55
;\
EG+
Frm 0.05
0.24
-0.05
0.24
<E
Frm 0.98
-
0.61
0.37
-0.55
,,�/
EG-
Frm -0.05
-0.24
0.05
-0.24
t`�
WB1>
Brc6.08
<WBI
Brc 0.
--2.47'
WB2>
Brc -0.
0.03
-0.09
0.09
<WB2
Brc
-2.32
-0.05
0.10
-0.09
WB3>
Brc -0.
9-03
9--"9-
<WB3
Brc 0.
-33=
-0
- -
WB4>
Brc -0.03
-
2.33
<WB4
Brc 0.05
3.34
-2.34
Q 09-
MWB
Brc -0.03
2.18
-
MWB
Brc -
-
-
MWB
Brc 0.05
3.21
-2.18
-0.05
-0.09
-0.08
MWB
Brc -
-
-
-
-
EB>
Brc -0.02
-
1.58
0.02
-0.07
0.06
<EB
Brc 0.03
2.28
-1.60
-0.03
0.06
-0.05
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
f lel
Date: 12/5/2016
BUTLER
16-026977-01 Calculations Package Time: 10:58 AM
Page: 49 of 57
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
D e.... �:....o - ii..f�.•�....o.i i ..n•1 T....n of Frn.nn !•.nec.ConHnn• d
Type
X -Loc
Grid] - Grid2
Base Plate W x L (in.)
Base Plate Thickness (in.)
Anchor Rod Qty/Diam. (in.)
Column Base Elev.
Exterior Column Exterior Column
0/0/0 25/0/0
4-B 4-A
8 X 13 9 X 17
0.375 0.375
4-0.750 4-0.750
100'-0" 100'-0"
Vertical
Load Reaction
k k
Load Type
Desc.
Hx
VY Hx
V
CG
D
Frm
0.09
0.59 -0.09.
0.81
0.0
CG
Frm
0.08
0.45 -0.08
0.45
0.0
L>
Frm
0.52
2.72 -0.52
2.76
9.6
<L
Frm
0.52
2.72 -0.52
2.76
6.8
Wl>
Frm
-0.42
4.08 1.46
-5.53
<W2
<W]
Frm
2.21
-1.54 2.26
-5.22
5.0
W2>
Frm
-3.16
-2.53 -1.19
0.40
5.2
<W2
Frm
-0.53
0.01 -0.39
0.72
0.0
WPL
Frm
2.52
-1.39 2.43
-5.36
0.0
WPR
Frm
2.37
-2.58 2.82
4.03
MW
MW
Frm
-
- -
-
-
MW
Fnn
0.77
1.39 2.69
-1.39
0.0
MW
Frm
-
- -
-
0.0
MW
Frm-2.13
0.0
-1.22 -1.13
1.22
0.2
CU
Frm
0.7
- -
-
EG-
L
Frrn
0.52
2.72 -0.52
2.76
E>
Frm
-0.44
-0.32 -0.27
0.29
EG+
Frm
0.02
0.12 -0.02
0.12
<E
Frm
0.44
0.32 0.27
-0.29
EG-
Frm
-0.02
-0.12 0.02
1 -0.12
Sum of Fnrrps with Rpartinns Chprk - Frnminv
Load Type
Horizontal
Load Reaction
k k
Vertical
Load Reaction
k k
D
0.0
0.0
1.5
1.4
CG
0.0
0.0
0.9
0.9
L>
0.0
0.0
5.5
5.5
<L
0.0
0.0
5.5
5.5
W1>
1.0
1.0
9.6
9.6
<W1
4.5
4.5
6.8
6.8
W2>
4.3
4.3
2.1
2.1
<W2
0.9
0.9
0.7
0.7
WPL
5.0
5.0
6.8
6.8
WPR
5.2
5.2
9.6
9.6
MW
0.0
0.0
0.0
0.0
MW
3.5
3.5
0.0
0.0
MW
0.0
0.0
0.0
0.0
MW
3.3
3.3
0.0
0.0
CU
0.0
0.0
0.0
0.0
L
0.0
0.0
5.5
5.5
F>
0.7
0.7
0.0
0.0
EG+
0.0
0.0
0.2
0.2
<E
0.7
0.7
0.0
0.0
EG-
0.0
0.0
0.2
0.2
- ` -- . -Maximum Combined Reactions'Summary with' Factored -Loads = Framing-
Nnte All r rtinnc - h-1 nn 1 ct nrrler ctnirthval nnaly is
X -Loc
Grid
Hrzleft
Load
Hrz Right
Load
Hrz In
Load
Hrz Out
Load
Uplift
Load
Vrt Down
Load
Mom cw
Load
Mom ccw
Load
(-Hx)
Case
(Hx)
Case
(-Hz)
Case
(Hz)
Case
(-Vy)
Case
(Vy)
Case
(-Mzz)
Case
(Mzz)
Case
k
k
k
k
k
k)
(in -k)
(in -k
0/0/0
4-B
1.85
15
1.69
23
-
2.10
13
3.76
1 1
25/0/0
4-A
1 1.09
21
1.64
18
1
3.73
18
4.02
1 1
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
INAMWAX
X 0'
;;D, -7-
W/ Do
./D.
ADJUSTED x 1-00
W. 1.19 k*O.40'4,i
MAX H.
•
Wb
-2.92 ift-6.booA �?I; F-4'cGt7t
MIN H.
1
We
.4*51r46ZO O.OD 54146111 W5:53:"'S:
MAX H?
Wd
3�`s!:1246 4WA 0.00 Urffr4-0-1
MINH,
We
2.82 u"t4:.03'A',
MAX H
wt
WAF07607� *i,!6XOJ^ ' 0.00 5r- O.'OMW
MIN H
W9
IIAS2:13'V,� ',Wh0.0W&,' 1.22
MAX V
Wh
SHEET OF
MINV
STEEL BUILDING FOUNDATION DESIGN
Dale: 42714.6
1 5448 Merrill Mill Road
133%
JOB NO: 16036
Mariposa, 95338
ISOLATED OR TIED PIER FOOTINGS
V13.6.0
110
133%
MANUFACTURER: BUTLER
16036
BUILDING NO: 16-0263977
RF 1/4
BUILDING LINE: 4A
CLIENT: NVBS
LOCATION: BUTTE CO, CA
JOB NO: 16036
•
WIND ADJUST=
1.000
fl=0.5
fz- 0.20
Seismic 'So,
54
01'
METAL BUILDING LOAD REACTIONS PER MANUFACTURERRedundan"p:
-
1.00
(Set to 1.0 If Included In mfr's calm)
T1•=
2.50
P 1.92 FOR ANCHOR DESIGN
HX
It
Da-D--L-O-A-D-F-D 1 0.09
1
CRITICAL SERVICE LOADS
•
H.
Hs
�j �0.17
126
COLLATERAL LOADS CR 1 0.08
1 1 0.-4T--1G-IIV
DR
2.17
0.00 1 '1
Co•
Uplift
Do
0.09
0.00 1 0.09 1 0.81
MATERMVEARTHI H
H 1
0.00
1' 0.00 1 0.013 1-000
LIVE LOAD I L 1- -7-1
1 0.00 1 0.00 1 0.00 1
L 1
0.00
ROOFLOADI Lr 1 0.52
1 2.76 1
1 0.00 1 0.52 1 �276
1 Lr
0.52
SNOW LOADS S
S1
-52
1!
0.00
1&ii:0.004'Al '0
MAX H
53
Sb
.00
jw�O-.Og'*j A. 00��4 0.66..i
MIN Nx
54
Sc
.009"v Ooki
MAX v
55
'1-
gz�d.w'-Inq
'6-0041
MIRV
56
INAMWAX
X 0'
;;D, -7-
W/ Do
./D.
ADJUSTED x 1-00
W. 1.19 k*O.40'4,i
MAX H.
•
Wb
-2.92 ift-6.booA �?I; F-4'cGt7t
MIN H.
1
We
.4*51r46ZO O.OD 54146111 W5:53:"'S:
MAX H?
Wd
3�`s!:1246 4WA 0.00 Urffr4-0-1
MINH,
We
2.82 u"t4:.03'A',
MAX H
wt
WAF07607� *i,!6XOJ^ ' 0.00 5r- O.'OMW
MIN H
W9
IIAS2:13'V,� ',Wh0.0W&,' 1.22
MAX V
Wh
md2lW`. -7.03
MINV
Ee 0.29 4%tO:WW1 V'K'6129L- 6.41W
MAX H.
Eb
-0.29 };= !06W," *!?W293,'f 4rQ410,-'
MIN Hx
1
---Ec
koKV.2t,g om =c.,27,0. &t-5 29W,
MAX Its
Ed
WV6.Vr 0.00 4f0i!274:V iWd.'29Y+
MIN Ht
Ee
VpOXID3Ti 0.29 .4,W419r-
MAX H
Ef
X�,wbW,,AV. -NN0:W;qz4 0.00 4JO.6610
MIN
Eg
W�0;49WA W.0'004T' a11.1FO!2§XTL 0.41
MAX V
Eh
WW -029* -4 W6"e.O0iRj f"WO:UYN -0.41
MINV
100%
D
1
1
100%
1
100%
D
1
1DD%
IJ
.4-
D#H+Lr
3
100%
0.6D+H.0.6'Ab
110
133%
D+H+Lr
3
100%
0.6D H 0.6ft
110
133%
16036
RF 1/4
ASD FOUNDATION DESIGN
COMPONENT
FOS
OTx
MATERIALS CONCRETE WT=
- 1 0.15
K/CF Tc= 3.00
OVERBURDEN WT=
0.12
K/CF
" BASIC SOIL BEARING=
1.50
KSF
ACTIVE SP=
0.03
K/CF
PASSIVE SP=
0.10
K/CF
COEF FRICTION =
0.00
SLIDING RESISTANCE= 0.13 K/SF
I
�u
�� Qi. I c .rizse�y-•val
m i
F OT IM" PLS SECTIO
' SHEET\v OF
Date: 12/10/16
JOB NO: 16036
LOADING COMBINATION Rl
LOAD COMB: D+H+0.75(O.6Wa)+0.75L+0.75Lr
STRESS LEVEL= 133%
Hx= 1.10 K
Hz= 0.0
V = 3. 1 K
FOOTING DIMENSION `
PEOESTA Bp= 1.50 FT.
EDESTAL DIP 1.50 FT.
DISTANCES= 0.42 Fr.
FOOTING III= 3.50 FT.
FOOTING Of= 4.00 FT.
FOOTINGT= 2.50 FT.
1.00
DEPTH BELOW F.G.= 2.50 FT.
HEIGHT ABOVE F.G: 0.00 FT.
UPLIFT:
MAXIMUMUP=Vm K
TOTAL Rd - 6.060
.UPLIFT FOS = 1.62 EOK
1 »
ex = -0.65
COMPONENT
FOS
OTx
W (K)
X (FT)
WX
ZIFT)
WZ
SLIDE X
FOOTING
E OK
5.25
2.00
10.50
1.75
9.19
A= 14.00
OVERBURDEN
1'= 4.06
0.00
2.00
0.00 1
1.75
0.00
6.00
PEDESTAL
10.60+H+0.
0.00
1.17
0.001.75
Sz= 8.17
0.00
SP=
FOOTING +OVER
SP= 1.23.
5.25
OK
10.50
29
9.19
5.55
BUILDING
-
3.51
1.17
4.11
1.75
6.14
'
0.63
TOTAL V =
8.76
K
5.33
MIN = 1.50
- TOTAL RMx= 14.61
K -FT
OTx FOS = Mr/Mo =
NA
TOTAL RMz=
15.33
K -FT
e BUILDING Hx= 1.10
KIPS
KSF
BUILDING Hz=
0.00
KIPS
@HEIGHT= 2.50
FT
LATERAL STABILITY
• OK
@HEIGHT=
2.50
FT
OTMx= 2.74.
FT -K
1
D
OTMz=
0.00
FT -K
FOOTING OVERTURN AND SOIL BEARING
0.35
Nx
17.14
OK
NA
' SHEET\v OF
Date: 12/10/16
JOB NO: 16036
LOADING COMBINATION Rl
LOAD COMB: D+H+0.75(O.6Wa)+0.75L+0.75Lr
STRESS LEVEL= 133%
Hx= 1.10 K
Hz= 0.0
V = 3. 1 K
FOOTING DIMENSION `
PEOESTA Bp= 1.50 FT.
EDESTAL DIP 1.50 FT.
DISTANCES= 0.42 Fr.
FOOTING III= 3.50 FT.
FOOTING Of= 4.00 FT.
FOOTINGT= 2.50 FT.
1.00
DEPTH BELOW F.G.= 2.50 FT.
HEIGHT ABOVE F.G: 0.00 FT.
UPLIFT:
MAXIMUMUP=Vm K
TOTAL Rd - 6.060
.UPLIFT FOS = 1.62 EOK
1 »
ex = -0.65
FT
FOS
OTx
FOS
OTz
ez = 0.00 FT
"
SLIDE X
e - FOOTING D/6
E OK
e > FOOTING D/6
E NA
D+H+0.75 .6Wa +0.7 L+0.75Lr
a - FOOTING D/6 E OK
e > FOOTING D/6 E NA
A= 14.00
OK
1'= 4.06
OK
2.99
A= 14.00
NA
1'=
6.00
Sx= 9.33
10.60+H+0.
SP= 1.23
OK
NA
Sz= 8.17
0.11
SP=
0.00
SP= 1.23.
NA
OK
2.18 OK
29
SP= 0.63
5.55
OK
-
• GOVERNING MAX SP =
1.23
ALLOW = 2.00
E OK
OK
GOVERNING MAX SP =
0.63
ALLOW =
2.00 E OK
OTx FOS = Mr/Mo =
5.33
MIN = 1.50
F OK
OK
OTx FOS = Mr/Mo =
NA
MIN =
1.50 E OK
NA
COMBINED SP MAX =
1.23
KSF
ALLOW =
2.00 +
0.3
NA
2.30 E OK
LATERAL STABILITY
• OK
17.14
OK
NA
OK
-
1
D
Hx
OK
NA
OK
0.35
Nx
17.14
OK
NA
FRICTION= 0.00
24.90 OK
SLIDING X:
D
50.88
FRICTION=
0.00
OK
SLIDING X:
' PASSIVE SP= 1.45
32.38
FSXAREA =
1.82
OK
ACTIVE SP=
1.66
D
FS X AREA= 1.82 E
SLIDING= 1.82
NA
1/2 V=
4.38 E
OK
SLIDING=
1.82
.,
1/2 DL= 4.38
TOTAL R = 3.27
K
B:Blv_._ _OK_.
0.6D+H+0.6Wb 1.62 OK
.NA_..
NA
OK
OK
TOTAL R =
3.48 K
-
NA
OK"
OK
SLIDING FOS = R/H=2.99
3
D+H+Lr
1.50 EOK
SLIDING FOS= R/H=
NA
MINIMUM= 1.50 EOX
0.62
OK
COMBINED Hx+Hz
OK
NA
OK
6.94 OK
10
1K
MD+H+0.6Wb
1.50
O
APPLIED HxP HZ=
1.10
09
OK
.35
OK
N
OK
2.0
TOTAL R =
4.78
2.00
FOS--
4.36
E OK
-
SUMMARY OF CRITICAL CASES:
LOAD
CASE
LOAD COMB
FOS
OTx
FOS
OTz
SP/Sp-,FOS
SP
SLIDE X
FOS
SLIDE Z
FOS
SLIDE XZ
29
D+H+0.75 .6Wa +0.7 L+0.75Lr
5.33
OK
NA
OK
0.54
OK
2.99
OK
NA
OK
4.36 OK
110
10.60+H+0.
1.62
OK
NA
OK
0.11
OK
1.48
OK
NA
OK
2.18 OK
29
1 D + H + 0.7 0.75L+0.75 Lr
5.55
OK
NA
OK
0.50,
OK
3.22
OK
NA
OK
4.71 OK
110
10.6D+H+0.6Wb
3.50
OK
NA
OK
0.09
OK
1.35
OK
NA
OK
2.00 OK
1
D
28.17
OK
NA
OK
0.35
• OK
17.14
OK
NA
OK
24.90 OK
1
D
28.17
OK
NA
OK
0.35
OK
17.14
OK
NA
OK
24.90 OK
1
D
50.88
OK
NA
OK
0.29
OK
32.38
OK
NA
OK
47.03 OK
1
D
50.88
OK
NA
OK
0.29
OK
32.38
OK
NA
OK
47.03 OK
110
B:Blv_._ _OK_.
0.6D+H+0.6Wb 1.62 OK
.NA_..
NA
OK
OK
--0.67
0.11
OK 4.22 - -OK ' "NA
OK 1.48 OK
-
NA
OK"
OK
--6.13 "OK'
2.18 OK
3
D+H+Lr
9.62
OK
N
OK
0.62
OK
4.
OK
NA
OK
6.94 OK
10
1K
MD+H+0.6Wb
1.50
O
A
OK
09
OK
.35
OK
N
OK
2.0
IS
. 0 OK
LT.,-,
6 R 150 4
� p o O. •ate cJ� �-
iLRFO ANCHORAGE DE
'ter
LA• i � ::+ T..
7 K
F � ,
SHEET OF n •. rs
4 Date: 12/10/16
y - `JOB NO: .y 16036 `
f + .•
t ... '
0
MA%.,
.
.SQUARE HEAD
f
r1
u
t �.
�al
,!'JY.�vy,• k•"
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4 t ,
t•'...�- y ;3.
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^
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1 Y it
'� + "�, {
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+
N f . i .➢•
f'-, . .,M,f '' y
a
•�
.�` Th H .+.4+ r•'
a. Y i �• ,`• �',' ♦
1'
'0.9D+LOWb+LSH
125
N_)7 V 'L. - .4:'2 T • h, t
W Do - •:.,
, r
0.00
-." .,.Oti3}'+no 6 '•1Xli'i�1Y•�-
-_' `lAD
«
MAXW D.
'
1.2D+L61r+16H+0.5W
W Do -
O:Ltiti
- 0.00
£.4"i0.13x'k_'. i 21.1.3$A
1.41)-
iLRFO ANCHORAGE DE
'ter
LA• i � ::+ T..
7 K
F � ,
SHEET OF n •. rs
4 Date: 12/10/16
y - `JOB NO: .y 16036 `
f + .•
t ... '
0
MA%.,
.
.SQUARE HEAD
f
r1
u
'
+;
X W D
�";Oi24
0.00
s024.�°f'^�e' ,*'°1176ix�.,s'
- L4DW
ar
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D0.00
H
-
A`-;fON*'7tV L76 -,, i
- 14D
1r.X
'0.9D+LOWb+LSH
125
N_)7 V 'L. - .4:'2 T • h, t
W Do - •:.,
'... '.Wo.13t
0.00
-." .,.Oti3}'+no 6 '•1Xli'i�1Y•�-
-_' `lAD
«
MAXW D.
'
1.2D+L61r+16H+0.5W
W Do -
O:Ltiti
- 0.00
£.4"i0.13x'k_'. i 21.1.3$A
1.41)-
Hsa 0.00 K
4, '.$_-i
n
•
0
V MIN/MAX
1 •
.SQUARE HEAD
^� 2 ♦
HEAVY SQUARE
3
'
+;
'
MA%W D
zt1i60c N 000160 .6.54
-1.2D+1.6Lr+1.6H+O.SW
18 •
ar
��
H
-
MINW D'
ko..267 ¢RR(K "aj1N,,-T09"" '-5.90
'0.9D+LOWb+LSH
125
N_)7 V 'L. - .4:'2 T • h, t
;.
,!` 4
�+
.,f,i 't"•
, .. t
«
MAXW D.
ra:L51i"�7, °U:00'��''B)wi'L51:''r 6.00
1.2D+L61r+16H+0.5W
, -.SHEAR ANGLE AREA �' c` 0 SQ:IN ' CONCRETE
Hsa 0.00 K-
b...
•C.
�•
Hsa 0.00 K
+
MINDo -,
2�4l1 M' O:OM ".32.1741x&' -630 1
0.9D+LOWb L6H
125 '-
+
-s. /
*+.
!
''y
FACTORED
FORCES TO A.B. SHEAR
t
LOAD CASE - NX! -HIB Hx HX�Hx
11.21)+1.OWa+Ill. +1.6H+0.5Lr - 365 - 1.65 0.00 1:65
VERT
3.29
�
ANCHOR BOLT DESIGN -AC1318-05. APPENDIXD
•, 1
2 0.91) + 1.OWb + 1.6H -2.67 . -2.67 0.00 ': 2.67
- -
•5.90
:-.2.75+..
I
.. •�
,�I\.•
�• �'
1
fc= 2500 PSI .'
SOC^C OR ABOVE
Y� -- ,{
-
t
:�
-"
•
i,,; 58000 r : PSI IA 307 BOLTS)
° SEISMIC RED
'' ' 0.75"
L�
I';"
r
LL
a
t e
^
6 1:41) - 0.24 '. 0.24 ` 0.00 0.24
1.76
- 3,, DIAMETE•- Ram 75aer NC�Ht ES OLTHEADrTYPE a0' 'a k .
a•` - x, �, �:�y i a'y6 t,.,.. ' 1E' >'. fi ROSS'fA IEA 0.442 IN uA MEN �` Oi .t
NG"
i
a� ,��#�OSBOLTS „ 2-M4K ROWS OF x2,- '%pQL•TS, 4� u TOTAL
BOLTHEADTYPES -".
0
NONE l-BOl
1 •
.SQUARE HEAD
^� 2 ♦
HEAVY SQUARE
3
HEX HEAD
4
. HEAVY HEX "
ES� r
CONG0EPTHjl.% 24 °'INCHES r 1 � Kf+
♦
q,
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h . N• ': 't,. q, 'i ' 'Y' ;+I , l; h� .
✓.
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> GAGE t >.' : ♦ t '
� .
� f . 5.,� 2s
yr
P,fTCH i �k, �'�1, ' r � , ,x+
.,i '
��
'OOE57i4 ORiIAR�GE,R REINFORCING TIE OLTSTOIST PIFFTUR"E IY$OR
N_)7 V 'L. - .4:'2 T • h, t
;.
-', SHEAR�ANGLE Hsa �"0` IN� ,�
� 4 4a ��, Oh*� 'INCHESI� '' �` � . 'k} ,,, ` .✓•.3' rM � 1
.•
, .. t
«
s„
•• - ��'��„'�t dssa„��O��INCHES
� - � - t• L
'
.
, -.SHEAR ANGLE AREA �' c` 0 SQ:IN ' CONCRETE
Hsa 0.00 K-
b...
•C.
d
r # A.. STEEL
Hsa 0.00 K
+
'.C83
-. C4
►-
,•.
•^
FACTORED
FORCES TO A.B. SHEAR
t
LOAD CASE - NX! -HIB Hx HX�Hx
11.21)+1.OWa+Ill. +1.6H+0.5Lr - 365 - 1.65 0.00 1:65
VERT
3.29
•, 1
2 0.91) + 1.OWb + 1.6H -2.67 . -2.67 0.00 ': 2.67
- -
•5.90
:-.2.75+..
I
.. •�
31.21)+1.OWa+f1L+1.6H+0.511 - 3.56 .1.56 0.00 ".1.56
1
4 0.91)+1.OWb+1.6H -2.74 -2.74 0.00 - .2.74.
`
6.30
t`
I
r `
•
!k=l
S 1.413 0.24 0.24 .0.00. 0.24.
1.76 "
�. O -
a
t e
^
6 1:41) - 0.24 '. 0.24 ` 0.00 0.24
1.76
A T+
~�:�'
7 1.41)0.13 0.13 0.00 0.13
8 1.4D 0.13 0.13 0.00. 0.13
1.13
1.13
-
+i ,Si-
O „ O `•
_ 1 `
_
-0.24
,1;
•;
#
i tom. ' 10
9 0.9D+l OWb+36H •2.67 0.00 0.24
1.20+f1L+1.6H+ 1.0 Eb+0,2fLSa-0.09 0.24 - 0.00 - 0.24
,-
-5.90
1.10
•.
��h
T e
_
•
- ''.-- 110.90+
1.OWb+ 1.6H rs -2.74 - 0.13 .^•0.00 :0.13
-. -6.30.
y
..
.T_.'+.. 12
13
0.9-0.251)51)+O, Ef +1.6H .., ..0.07 ' 0.13-O.00r ..0.13.
1:21)+1.6Lr+166H+O.SW ' " 1.60 :-2.67 0.00 2.67.
... 0.64
,i
q
U
k:
_'ly
.. 340.913
r
c1.OWb+ 1.6H ;"-.,' _ -2.67-0.09 0.00 ..0.09
..6.54 r
'•5.90 \
:�,i
.si.�,•
��y
"
';-.
.
�' 151.21)+
1.6Lr+ 1.6H+ O.SW .. ?.._ .1.51 . -2.74 0.00. .2.74
-. 6.00 +'•++
: � ..
i '. ... �. .p �,
,..r
.
' 3.+•: 16
0.91)+1.OW6+1.6H -2.74. 0.07 ' 0.00 ..0.07
.'6.3.
4
+ • f F •
'
1) STEEL STRENGTH ),�Nn) tb = 0.75
A) TENSION
s
ON BOLT I 4,Nsa+ t ,43587 ,'Ib 43.59 K
2) CONCRETE BREAKOUT ! a 4' 0.75 it EDGE ADJUSTED
hef 10.00' IN
~♦ s*c
s 1.5 X hef .'}. 15 !v IN.. ....
-
r r N .. A I
s
; BLOCK 8 - 50 IN BLOCK D = �` 35 IN
i ' • - y' i •+ f .. �. - rl �' .1 ,. -
t• 11 A,( 1750` "SQ. IN. ;,
r`+ -6/y�,
•" a wT.
1
.-..
+
y' :."__'?`_'___'r A«m =4 900 SO. IN '� -kT.
�.- '_-- _`.t_� �'---,--..- 1-'---r.t-.x. a.,z._..•-p-.-f•-,•_. ,..-_
Air -n ANco).OIC
i Wec N •yy� 1 100 CONCENTRIC CONNECTION
r
WedN p.I.= '20 IN 15Xhef '15
`' •" r r
`.
IN 4 '' + 1 •'
••! �'... .,�:^. .. .L •.4 _..
.' K t+c �`.�
Y Wed N = 1.00 -
.. t
Y +
We N .1.00' „ CONCRETE LIKELY TO CRACK • i
�.
{ .+ +: f fry +�,
_'i'"•T
,.r-�•
- Wcp,N: 1.00 . CAST IN PLACE ANCHORS h
.- +"'f'. + -j'
,
° �.".
•~.
I,Nb 37947 Ib kc
*
, 4,Ncbg 41505. Ib` F 4L50 K
24 FOR ClP
r
:.
,` ti ....0.70
7 _'S + }f a v
`'# rl ;.'
31#CONCRETE PULLOUT
J '
';.�"! 1
3 i T 3 # " - ,.•
f `
.1.-
We P 1.00 - CONCRETE LIKELY TO CRACK
_•
• x, i t +„ I i ti .4, _
'++Hr
eh=., 3.000
1' #
_ ., ' ..
' HT
a -
• - y' ., - FOR l -BOLTS Np 5062.50
ti
♦ s .; s
+} •- r '
+
-
r ❑ "' FOR HEADED. BOLTS Np ; 0.00
T
y } 4tNpn = .10631: Ib - ;10.63 K
+ ° .� t .. 1,', •' 1 1� p •. 16036
•
4 �. � � is "'e.
_
�, RF 150 3/4^
.,+y Tf }
r
mr
y
' f y..i ra 9. I
,. 'L ! '�•'" y of t
4) CONCRETE SIDE -FACE BLOWOUT
20.00
1.5Xg2=
• FOR
L -BOLTS 4)Nsb = N/A
20.00
HOR HEADED BOLTS:
0.4 hef -
4.00 IN
�Vcbg= 56.82
amine
20 IN
"
¢Nsb=
N/A
B) SHEAR ON BOLT GROUP -
le= 6.00 IN
¢Vsb= N/A
- 1) STEEL SHEAR -�=
54.02 K
0.65
oNsa=
22665 Ib =
22.67 K
2) BREAKOUT FOR ANCHORS NEAREST EDGE
29.00
Wec,N =
1.00 CONCENTRIC CONNECTION
Wc,V=
1.25 CONCRETE LIKELY TO CRACK
Hl DIRECTION
42=
24.00
'
1.5XS,=
30.00
0.55
GOVERNS:
24.00
A.=
1770.00 50, IN.
1.56
A- _ -
1800.00 SO, IN.
Vb= 71749 Ib =
-
A, r- n AVco.,O-K'
0.00
0.00
Wed,V = 1.00
0.00
Hl SINGLE ANCHOR SHEAR STRENGTH
0.91)+1.OWb+1.6H
- le=
6.00 IN
0.00
Vb=
41092 Ib =
41.09 K
2.96
4,Vcbg= 37.88
K
0.59
GROUP 4,Vcbg= 56.82
K
3) BREAKOUT FOR ANCHOR GROUP
N
0.24
Hl DIRECTION
c'„ =
25.00
'
c,, =
24.00
0.00
1.5 X c',, =
37.50
OK
GOVERNS:
24.00
Ah=
1662.50 SQ. IN. -
0.00
A_ =
2812.50 50, IN.
0.00
0.00
A, <= n AVw 0
0.00
0.00
Wed,V = 1.00
1AD
Hl SINGLE ANCHOR SHEAR
STRENGTH
-
le=
6.00 IN
0.00
Vb=
57428 Ib =
57.43 K
0.00
GROUP (oVcbg= 31.82
K
4) BLOWOUT FOR ANCHOR GROUP
N
0.13
FOR L -BOLTS tNsb = N/A
1 0.00
HOR HEADED BOLTS:
0.4 hef =
4.00 IN
0.00
ca,min=
20 IN
0.00
ONsb=
N/A -
5) PRYOUT STRENGTH FOR GROUP
-2.67
= 0.70
kcp =
2.00
0.00
Ncbg=
55340 LB
SEE TENSION ABOVE
+
4,Vcpg = 77476
Ib = 77.48 K
TENSION SUMMARY:
--Y-- -"-=0:09----0:00----"-0:00---'-`"--0:03-----0:00---`---O:OO----0:00---"`-0:00-'--0:00-`-0:00-`OK-
STEEL STRENGTH
tNsa=
43.59
EMBEDMENT STRENGTH - BREAKOUT:
ONcbg=
41.50
N
-2.74
EMBEDMENT STRENGTH - PULLOUT:
bNpn=
10.63
0.00
2.96
EMBEDMENT STRENGTH - BLOWOUT:
cbNh=
NA
SEISMIC_,. '
OK
GOVERNING oNn=
10.63 7.97
0.07
0.00
SEISMIC.
C) INTERACTION
0.2,bNn= 2.13
1.59
0.00
0.2¢Vnx= 4.53
3.40
0.00
0.24)Vny= 4.53
3.40
SHEET 600F _
Oese: 12/10/16
JOB NO: 16036
'o = 0.75
H2 DIRECTION
20.00
1.5Xg2=
36.00 "
GOVERNS:
20.00
A, = 1845.00 SQ. IN.
Nu/0.2 cbNn
A- _. 1800.00 SO. IN.
�Vcbg= 56.82
A< c= n AVwM.LKq
E
Wed,V - 0.87
oVcbg= 31.82
H2 SINGLE ANCHOR SHEAR STRENGTH
`
le= 6.00 IN
¢Vsb= N/A
Vb= 54017 Ib =
54.02 K
4.Vcbg = 44.99 K
0Wpg = 77.48
GROUP,OVcbg= 134.96 K
SEISMIC;
H2 DIRECTION c',r=
29.00
C., =
20.00
1.5X c',r=
43.50
GOVERNS:
20.00
AK= 1986.50 SO.IN.
2.77
A-= 3784.50 SQ.IN.
0.00
0.55
0.55
Wed,V = 1.00
1.2D+1.OWa+ f1L+ 1.6H+ O.SLr
H2 SINGLE ANCHOR SHEAR STRENGTH
1.56
le= 6.00 IN
0.00
Vb= 71749 Ib =
71.75 K
GROUP �Vcbg = 35.31. K
0.00
SHEARSUMMARY:
Hl
H2
VY
STEELSTRENGTH
ONsa= 22.67
22.67
Nu/0.2 cbNn
BREAKOUT FOR ANCHORS NEAREST EDGE
�Vcbg= 56.82
134.96
E
BREKOUT FOR FULL GROUP
oVcbg= 31.82
35.31
1.65
EMBEDMENT STRENGTH BLOWOUT:
¢Vsb= N/A
N/A
0.00
EMBEDMENT STRENGTH • PRYOUT
0Wpg = 77.48
77.48
SEISMIC;
0.00
GOVERNING OVnx=
22.67
17.00
-2.67
GOVERNING OV V=
22.67
17.00
0.00
2.77
0.00
0.00
LOAD CASE
SEISMIC
Vx
VY
Nu
Vx/0.2 Vnx
/0.2 Vn
Nu/0.2 cbNn
Vux/ Vnx
Vu / Vn
Nu Nn
E
<3.27
1.21)+ 1.OWa+ f1L+ 1.6H+O.SLr
N
1.65
0.00
0.00
0.36
0.00
0.00
0.00
0.00
0.00
0.00
OK
0.91)+1.OWb+1.6H
N
-2.67
0.00
5.90
0.59
0.00
2.77
0.00
0.00
0.55
0.55
OK
1.2D+1.OWa+ f1L+ 1.6H+ O.SLr
N
1.56
0.00
0.00
0.34
0.00
0.00
0.00
0.00
0.00
0.00
OK
0.91)+1.OWb+1.6H
N
-2.74
0.00
6.30
-0.60
0.00
2.96
0.00
0.00
0.59
0.59
OK
1.41)
N
0.24
0.00
0.00
0.05
0.00
0.00
0.00
0.00
0.00
0.00
OK
1.41)
N
0.24
0.00
0.00
0.05
0.00
0.00
0.00
0.00
0.00
0.00
OK
1AD
N
0.13
0.00
0.00
0.03
0.00
0.00
0.00
0.00
0.00
0.00
OK
1AD
N
0.13
0.00
1 0.00
0.03
0.00
0.00
0.00
0.00
0.00
0.00
OK
0.91)+1.OWb+1.6H
N
-2.67
0.00
5.90
0.59
0.00
2.77
0.00
0.00
O.SS
0.55
OK
12Dif1L+1:6H-a"1:00Eb-+0:2f2Sa
--Y-- -"-=0:09----0:00----"-0:00---'-`"--0:03-----0:00---`---O:OO----0:00---"`-0:00-'--0:00-`-0:00-`OK-
0.9D+1.OWb+1.6H
N
-2.74
0.00
6.30
0.60
0.00
2.96
0.00
0.00
0.59
0.59
OK
0.9-0.25DSD+ TL Ef+1.6H
Y
0.07
0.00
0.00
0.02
0.00
0.00
0.00
0.00
0.00
0.00
OK
1.21)+1.6Lr+1.6H+O.SW
N
1.60
0.00
0.00
0.35
0.00
0.00
0.00
0.00
0.00
0.00
OK
0.91)+1.OWb+1.6H
N
- -2.67
0.00
5.90
0.59
0.00
2.77
0.00
0.00
0.55
0.55
OK
1.20 + 1.6Lr + 1.6H + O.SWRN
1.51
0.00
0.00
0.33
0.00
0.00
0.00
0.00
0.00
O.00
OK
0.91)+ 1.OWb+ 1.6H
N
-2.74
0.00
6.30
0.60
0.00
2.96
1 0.00
0.00
0.59
0.59
OK
16036
RF LSO 4/4
I
...._CRANDALL ENGINEERING.... _.
5448 Merrill Mill Road
Mariposa, 95338
MANUFACTURER: BUTLER
BUILDING NO: 16-0263977
BUILDING UNE: OB
SHEET -a_ OF_
STEEL BUILDING FOUNDATION DESIGN OB NO: 4160366
ISOLATED OR TIED PIER FOOTINGS V13.6'0
CLIENT: NVBS
LOCATION: BUTTE CO, CA
JOB NO: 16036
METAL BUILDING LOAD REACTIONS PER MANUFACTURER
Hx Hi V
DEAD LOAD D 0.09 0.59
COLLATERAL LOADS CR 0.08 0.45 GraultV
Co uplift
MATERIA EARTH H
UVELOADI L
WIND ADJUST=
LOOD
Wb
-3.16 -2:53#MINHx
MIN Ha
fl=
0.5
it.
0.20
a:T'a-042;c.:<t 0.00 WOA24,
Seismic lbs=
0.54
S`': .'-3:16,..4 'V,'0:00*4 3.16 .It2:534
MAXH
Wf
Redundancy 0 =
1.00
)Set to 1.0 If Included in
mfr's talcs)
0.=
2.50
/p=
1.92
FOR ANCHOR DESIGN
CRITICAL SERVICE LOADS
1.61
14'0`,004:;
D+ H+ 0.750.6M0+0.75L+ 0.75 Lr
29
Hx
Ht
Ifx±M
V
0.60+H+0.6Nb
D
0.17
0.00
0.11
1.0a
Do 1
0.09
0.00
0.09
0.59
H 1 0.00 1 0.00 1 0.00 1 O.OD
L 1 0.00 1 0.00 1 0.00 1 0.00
U 0.52 0.00 0.52 2.72
S. O.OD 11 -!*6.00--1W.,; ,MAX Hx
Sb 0.00 0003`I :�000c=:0.00'^ MIN Hx
Sc 0.00 MAXV
Sal10196.004F"14,'0.00 MINV
ADJUSTED x 1.00
We 2.52 ":0.00.'nI 152:..i':w409,J
MAX Hx
Wb
-3.16 -2:53#MINHx
MIN Ha
We
:.-0912'*3 0.00 ; ".D:42 »' "F=0`08?'J
MAX Ht
Wd
a:T'a-042;c.:<t 0.00 WOA24,
MIN Hx
We
S`': .'-3:16,..4 'V,'0:00*4 3.16 .It2:534
MAXH
Wf
': 00",4 '.,x::0:00 r,,: 0.00 x`:.0:00':+,
MINH
W
-::;077;'�„i,", 000 -Al..'07,7'.+^: L39
MAXV
Wh
a 0,00„7;7 840:42:4' -0.08
MINV
Ea 046 44�000 u4,0461 "&§'0444:
MAX Hx
Eb
-046 ;'t::a 000 "` ltke046La-().44 Z)
MIN Ha
Ec
!R'+'-0 4-0 000 r- 044,$ Xt-0:3210.:'
MAX Ht
Ed
L.:Fi;-0.44;*A 0.00 *tD'44',a1,;LtO.132'."1
MIN Ht
Ee
-&46:r' le-AiO.00'"4 0.46 �ii,+044�::'
MAXH
Ef!?`-.70'0.00,..:
0.V0:00'17-,, 0.00 `";OAYk*
MINH
E
h, X0:06 m+' . "-`C7�;UWV''' , :0:46:Ir.{ 0.44
MAX V
Eh
`.; -0!46;k:c'e•'-4t0:06w.:' $:"40:460,! -0.44
MINV
133%
MAX W/ Do
1.61
MITICAL ASD FORCES TO FOOTING
Mx 'MAX
Hxt+.>MdV
2: ,"&hHw Hi � ?S._-Vr" ,:EI
LOAD CASE I
LCR
LEVEL
MAXW
1.69
r,',0'00%''V�jffi5 t"'Fw,7.2:45 'X
D+H+0.750.6N4+0,75L+0.75 Lr
29
133%
MINW D
-1.79M:00#-L11'x'riJ179Rs
m'i=0:89..z+.N
0.6D+H+0.6Nb
110
133%
MAX W/ Do
1.61
14'0`,004:;
D+ H+ 0.750.6M0+0.75L+ 0.75 Lr
29
133%
MIN W1 Do
-1.84
xkT;0.00 Y80'Lt, ', :'..:<'116'r
0.60+H+0.6Nb
110
133%
16036
RF 1/4
' ASD FOUNDATION DESIGN
COMPONENT
FOS
OTx
' MATERIALS CONCRETE WT=
0.15
- K/CF ft = 3.00
OVERBURDEN WT=
0.12
K/CF
BASIC SOIL BEARING =
1.50
KSF
ACTIVESP=
0.03
K/CF
PASSIVE SP =
0.10
K/CF
COEF FRICTION=
0.00
SLIDING RESISTANCE= 0.13 K/SF
............
c f'
4
nr
OOTINC. PLAN' =CTJ
SHEET IWOF_
Date: 12/10/16
108 NO: 16036
LOADING COMBINATION 91
COMPONENT
FOS
OTx
W(K)
X)FT
WX
Z)FT
WZ
Hx= 1.69 K
FOOTING
0/6
5.25
2.00
10.50
1.75
9.19
A= 14.00
OVERBURDEN
3.56
0.00
2.00
0.00
1.75
0.00
1.50
PEDESTAL
DISTANCES=
0.00
1.17
0.00
1.75
0.00
FOOTING Of =
FOOTING. OVER
FT. }
5.25
2.50
10.50
SLIDING FOS = R/H = NA
9.19
_ GOVERNING MAX SP= 1.24
BUILDING
2.50
2.45
1.17
2.87 1
1.75
4.3D
OTx FOS = Mr/Mo = 3.16
MIN =
TOTAL V =
7.70
K
TOTAL Rd - 5.840 k
1.50
TOTAL RMx= 13.37
K -FT
0.31
1.24
TOTAL RMz =
13.48
K -FT
BUILDING Hx= 1.69
KIPS
BUILDING Hz =
0.00
KIPS
@ HEIGHT= 2.50
FT
0.33
OK
@ HEIGHT=
2.50
FT
OTMx = 4.24
FT -K
1
1
OTMz =
0.00
FT -K
FOOTING OVERTURN AND SOIL BEARING
0.33
OK
17.14
OK
24.90
SHEET IWOF_
Date: 12/10/16
108 NO: 16036
LOADING COMBINATION 91
LOAD COMB
FOS
OTx
LOAD COMB: D + H + 0.75)0.6Wa)+0.75L+
0.75 Lr
STRESS LEVEL= 133%
HH'
Hx= 1.69 K
e > FOOTING
0/6
Hz=
a - FOOTING D/6 E OK
e > FOOTING
V = 45 K
E NA
A= 14.00
FOOTING DIMENSIONS
3.56
FSXAREA = 1.82
PEDESTAL Bp =
1.50
FT.
FEDESTALbp=
1.50
FT.
DISTANCES=
0.42
FT. \
FOOTING 8f =
V.
3.50
FT. \\
FOOTING Of =
4.00
FT. }
FOOTINGT=
2.50
FT.
SLIDING FOS = R/H = NA
1.00
_ GOVERNING MAX SP= 1.24
DEPTH BELOW F.G.=
2.50
FT.
IGHT ABOVE F.G.
0.00
FT.
UPLIFT:
OTx FOS = Mr/Mo = 3.16
MIN =
MAXIMUMUP=Vmin= -2.09 kK
F OK
OTx FOS = Mr/Mo = NA
TOTAL Rd - 5.840 k
1.50
f OK
UPLIFT FOS = 2.79 F OK
0.31
ex= -0.81 FT
LOAD COMB
FOS
OTx
ez= 0.00 FT
FOS
OTz
HH'
e - FOOTING D/6 E OK
e > FOOTING
0/6
E NA
a - FOOTING D/6 E OK
e > FOOTING
D/6
E NA
A= 14.00
I'=
3.56
FSXAREA = 1.82
A= 14.00
1' =
6.00
1.82 E
Sx= 9.33
SP=
1.24
SUDING= 1.82
Sz= 8.17
SP=
0.00
0.32
SP= 1.22 -
TOTAL R = 3.48 K
OK
SP= 0.55
1.50 F OK
SLIDING FOS = R/H = NA
MINIMUM=
_ GOVERNING MAX SP= 1.24
ALLOW =
2.00
E OK
GOVERNING MAX SP = 0.55
ALLOW =
2.00
E OK
OTx FOS = Mr/Mo = 3.16
MIN =
1.50
F OK
OTx FOS = Mr/Mo = NA
MIN =
1.50
f OK
COMBINED SP MAX =
0.31
1.24
KSF
ALLOW = 2.00 + 0.3
=
2.30 E OK
LATERAL STABILITY
LOAD COMB
FOS
OTx
FOS
OTz
HH'
FOS
SLIDE X
FOS
SLIDE 2
FOS
SLIDE XZ
FRICTION = 0.00
SLIDING X:
3.16
FRICTION = 0.00
SUDING X:
OK
PASSIVE SP= 1.45
FSXAREA = 1.82
1.93
ACTIVESP= 1.66
FS AREA=
1.82 E
SLIDING= 1.82
1/2V= 3.85 E
0.6D+H+O.6Wb
SUDING= 1.82
1/2 DL=
3.85
TOTAL R = 3.27 K
0.32
OK
TOTAL R = 3.48 K
OK
SLIDING FOS = R/H = 1.93
1.50 F OK
SLIDING FOS = R/H = NA
MINIMUM=
1.50 F OK
OK
COMBINED Hx+ Hz
OK
0.50
OK
2.03
OK
APPLIED HxP HZ=
1.69
OK
110
0.61+H+0.6Wb
1.98
TOTAL R =
4.78
2.00
0.31
OK
1.78. _
FOS --2.82
E OK
OK1
SUMMARY OF CRITICAL CASES:
27.57
OK
NA
OK
0.33
LOAD
CASE
"'
LOAD COMB
FOS
OTx
FOS
OTz
SP/Sp-.
SP
FOS
SLIDE X
FOS
SLIDE 2
FOS
SLIDE XZ
29
D+H+0.750.6Wa +0.75L+0.75 Lr
3.16
OK
NA
OK
0.54
OK
1.93
OK
2.82
OK
110
0.6D+H+O.6Wb
2.11
OK
NA
OK
0.32
OK
1.83
OK
2.66
OK
29
D+H+0.750.6Wa +0.75L+0.75 Lr
3.18
OK
NA
OK
0.50
OK
2.03
OK
2.96
OK
110
0.61+H+0.6Wb
1.98
OK
NA
OK
0.31
OK
1.78. _
OK
2.60
OK1
D
27.57
OK
NA
OK
0.33
OK
17.14
OK
MNAOK
24.90
OK
1
1
27.57
OK
NA
OK
0.33
OK
17.14
OK
24.90
OK
1
D
49.73
OK
NA
OK
0.27
OK
32.38
OK
47.03
OK
1
D
49.73
OK
NA
OK
0.27
OK
32.38.
OK
47.03
OK
3
D+H �.U_. -.._ _.... ._..-
8.60OK
NA
OK
0.65
OK.__..4.22
_-_.OK_111
-6.j37'
-OK'
0.6D+H+0.6Wc
22.31
OK
NA
OK
OK
21.12
OK
NA3
30.86
2E To."
OK
D+H+Lr
9.42
OK
NA
OK
0.59
OK
4.78
OK
NA111
OK 6.94
OK
0.6D+H+0.6Wc
16.26
OK
NA
OK
OK
15.32
OK
NA
OK 22.4211
0�
1 36
RFI 4
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T 9E091 L' { 1�. , y # X„ E901 ql clE90T Er -udNIO
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NOIIJ�3}NNOJJIHIN3JNOJ + 00 T 0 -ill
'
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f NI r ST =1-4XST
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✓ 1 c[`Z.�
)I 6S'EC = ;ql } I,�LBSEb . r*' --SNd• LL108 NO NOISN31, (tl-_ J
^,1 fa a
5['0 = Q' c (uN4)H19N3HLS IEIUS (T
SS'E- SO'0 00'0 SO'O- bE'O- - H9'T+WWI +06'0 91
.- ' t, •' ti " i '. MS'O+H9
9C'S 80'E 0040 80'E- - EE'S 'T++19'1+OZ'T ST
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9'+ai'T £T
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A.:r f'1r + T• XH i - 6C'O- bZ'0 00'0 bZ'O 50'0• oM5'0+H9'1+e59'T+025 O1. + }
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EB'O ET'O 00'0 '£T'0 -El'0 - 0418
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ry 89'0 68'Z '00'0 69'Z 69'Z IlS'O+H9'T+IT)+-MO'T+an E
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Fi'�f 4.
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z y
s3
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n -? lYga .i t5+ y. t
r" r a
y:. 'p.•r �. =s
4' '` Z !a. y -
fd`bF
y'I
- _
4) CONCRETE SIDE -FACE BLOWOUT
20.00
1.5 XS,=
36.00
FOR
L -BOLTS 4)Nsb=,
N/A
20.00
• HOR HEADED BOLTS:
�oVcbg = 56.82
0.4 hef =
4.00 IN
Wed,V =
4,Vcbg= 31.82
w,min=
20 IN
le= 6.00 IN
"
41Nsb = N/A
B) SHEAR ON BOLT GROUP
4)Vcbg = 44.99 K
71.75 K
GROUP 4,Vcbg= 134.96 K
1) STEELSHEAR
d,=
0.65
4,Nsa =
22665
Ib
22.67 K
2) BREAKOUT FOR ANCHCRS NEAREST EDGE
Wec,N=
1.00
CONCENTRIC CONNECTION
Wc,` -
1.25
CONCRETE LIKELY
TO CRACK
HI DIRECTION
c,i=
24.00
1.5 Xq,=
30.00
GOVERNS:
24.00
!�„ =
1770.00
SQ, IN.
A„= =
1800.00
SQ, IN.
A,,, c=n AV- rkiyOK
Wed,V =
1.00
HI SINGLE ANCHOR SHEAR STRENGTH
le=
6.00
IN
Vb=
41092
lb =
41.09 K
4)Vcbg=
37.88 K
GROUP,oVcbg=
56.82 K
3) BREAKOUT FOR ANCHOR GROUP
Hl DIRECTION
c',�=
25.00
c,, =
24.00
1.5X c',i=
37.50
GOVERNS:
24.00
A,.,=
1662.50
SQ.IN.
A_ =
2812.50
SQ. IN.
!y, -n AVw#OK
Wed,V =
1.00
HI SINGLE ANCHOR SHEAR
STRENGTH
le=
6.00
IN
Vb=
57428
Ib =
57.43 K
GROUP 4)Vcbg=
31.82 K
4) BLOWOUT FOR ANCHOR GROUP
FOR L -BOLTS $Nsb =
N/A
HOR HEADED BOLTS:
0.4 hef =
4.00 IN
m,min=
20 IN
4,Nsb= N/A
5) PRYOLFT STRENGTH FOR GROUP
¢= 0.70
kcp =
2.00
Ncbg =
55340
LB SEE TENSION ABOVE
$Vcpg=
77476 Ib
= 77.48 K
TENSION SUMMARY:
STEEL STRENGTH
�tNsa=
43.59
EMBEDMENT STRENGTH - BREAKOUT:
$Ncbg =
41.50
EMBEDMENT STREN.-TH- PULLOUT:
4,Npn=
10.63
EMBEDMENT STRENGTH - BLOWOUT:
$Nsb=
N/A
SEISMIIZ
GOVERNING bNn =
10.63 7.97
CSEISMIG
C) INTERACTION
0.2(oNn=
2.13
1.59 "
0.2 4)Vnx =
4.53
3.40
SHEET OF
Date: 12/10/16
JOB NO: 16036
4'. 0.75
H2 DIRECTION c„ =
20.00
1.5 XS,=
36.00
GOVERNS:
20.00
" AK = 1845.00 50. IN.
20.00
As„= 1800.00 SQ. IN.
�oVcbg = 56.82
4"i,.
f0.87
Wed,V =
4,Vcbg= 31.82
H2 SINGLE ANCHOR SHEAR STRENGTH
le= 6.00 IN
OVsb= N/A
Vb = 54017 Ib =
54.02 K
4)Vcbg = 44.99 K
71.75 K
GROUP 4,Vcbg= 134.96 K
SEISMI
H2 DIRECTION c',� =
29.00
c =
20.00
1.5 Xc',r=
43.50
GOVERNS:
20.00
A„ = 1986.50 SO, IN.
�oVcbg = 56.82
Aa„ = 3784.50 50, IN.
A,,r-nAV-WK4 Cj
4,Vcbg= 31.82
Wed,V = 1.00
H2 SINGLE ANCHOR SHEAR STRENGTH •,
OVsb= N/A
le= 6.00 IN
Vb = 71749 Ib =
71.75 K
GROUP 4ftbg = 35.31 K
SEISMI
SHEARSUMMARY:
Hl
H2
STEEL STRENGTH
�Nsa = 22.67
22.67
BREAKOUT FOR ANCHORS NEAREST EDGE
�oVcbg = 56.82
134.96
BREKOUT FOR FULL GROUP
4,Vcbg= 31.82
35.31
EMBEDMENT STRENGTH - BLOWOUT:
OVsb= N/A
N/A
EMBEDMENT STRENGTH - PRYOUT
4,Vcpg - 77.48
77.48
SEISMI
GOVERNING oVnx-
2L67
17.00
GOVERNING OVny-
22.67
17.00
CRdNDALL.ENGINEERING` SHEET "1 OF
5448 Merrill Mill Road
• JOB NO. I �Pp�.7`r
Mariposa, CA 95338
Phone: 209-966-4844 ' DATE: f LO
ID
`�I�J N11 G — ���1Q� ►.a � �ll�C�i"E"� - ��"f�la �ai�"'�
75,
., CkANDALL ENGINEERING SHEET 2L OF
5448 Merrill Mill Road
Mariposa, GA 95338' JOB 40.
Phone: 209-966.4844 DATE: f Z/�
_ a
5 d O � Co �.. 'yam, � - 1 �' c> �. � f•l. i�=-P�a �
t .
" oA >x
x 11,tole
`S
CRANDALL ENGINEERING Sheet 2 of
P.O. Box 124
Midpines, CA 95345 Job No.
REINFORCED CONCRETE/MASONRY DESIGN - ALTERNATE METHOD
MATERIAL PROPERTIES: (Only for Normal Wt Concrete I Masonry without inspection)
MATERIAL:(C or M )
fm/fc=Mksi
psi
Fs =
E = 1125000 psi
n= 25.8
MEMBER # x7
DESCRIPTION: 6
LOCATION: E CAL REN
b= s in REINFORCING: SIZE:
d= in NO. BARS:
As = 0.31
APPLIED MOMENT: s o Ib -in
k -ft Design Moment = 19320 Ib -in
Stress Level: o°
DESIGN CONSTANTS: p= 0.002248 k = 0.282663 j = 0.905779
STRESSES: fm / fc= 253.9 psi Fm / Fc = 250 si **E
Is = ksi Fs = 20 ksi OK
MEMBER # k
DESCRIPTION:
d.:�
b=
Ma.
in
REIN RCING-
SIZE:
As
0.20
APPLIED MOMENT: a
lb -in
k -ft
Design Moment
9744
lb -in
Stress Level:
DESIGN CONSTANTS:•�
0.001064
0.206832
0.931056
STRESSES:
fm fc
45.8
•
1
psi •
fs
4.5
ksi Fs
1
ksi •
CRANDALL ENGINEERING
5448 Merrill Mill Road
Marlposa, CA 95338
Phone: 209-966-4844
SHEET- OF
JOB NO.
DATE: z /9 Z(k:,
fl;'n I�
1 t .Co"� 1b • �t
o-T�A A -'-0e>
ovi
Ipoi sow
�o,� �+ ► �'�;+o ' • '� � ��� x,09 �:cp
Q cow
COE
®t4 SGV
CRANDALL ENGINEERING
SHEET OF '
5448 Merrill Mill Road -
f
JOB NO.
Marlposa, CA 95338
DATE.
" Phone. 209-966-4844
�o,� �+ ► �'�;+o ' • '� � ��� x,09 �:cp
Q cow
COE
®t4 SGV
'''`CRANDALL ENGINEERING SHEET_ OF
5448 Merrill Mill Road
JOB NO.
Mariposa, CA 95338
Phone: 209.966-4844 DATE: _Gl1
>e
_ tt
67
_ e
� � o
0'.S C 6 Iz_
. �W 7
. i►�►u-1�1� msµ. °` - +off . �- �-- .
eur�ER Date: 12/5/2016
Butler Menuiawirtrlp 16-026977-01. Calculations •Package Time: 10:58 AM
...._.�. Pager 1 of 57
Butler Manufacturing Company
1540 Genessee Street
City,, MO
Kansas 64102 •
STRUCT TRAL DESIGN -DATA .
BUTTE
COUNTY
Project: Smuckers -
Name:: 16-026977-101
DEC 2 8 2016
Builder. P0#: 16-990
Jobsite: 37 Speedway Ave. DEVELOPMENT
;.
". SERVICES
• • � �.• � � � • .• • ' fib=?-�i.c� •
City, State: Chico, California 9592r,8RMIT #
County: Butte, . BUTTE COUNTY DEVELQPMENT SERVICES
Country:. United: p OR
: CODE "OMPLIA E
ATE
:TABLE'OYCONTENTS
Building Loading -Expanded Report.. ..... " ... ...................'.... .. 2
Bracing - Summar
y.Report.:............ .................. ....:....... .... .......... I 1 ~
Secondary - Summary: Report....:......:: ............. ............................................................................. :. :.......'16
• ..Framing = Summary Report.:... .............:.... 25
Covering - Summary'Report:... ................. ... ...... �4R �N.qt, 53
• Appendix ......................... ...,.....:.................... ... ...............:....:.......... ........... w ......... . . .....535 • ..
W�..� ZJ
f--No._C-822.93-,� .A
This document-has beenTel.e'ctronically signed Exp.�3-31-18 � '. :•'
cr
and, real .bylJeremy-Welsehme er,. PE usin
I L 1 Y g * sa�o6�zo�6
my Digital SMignatu�r_e with PE seal affixed sTq G1V1�.:
Printed copies ofithis diocument-are riot; OF.CAL�F��
considered signed and, sealed, and the .. .
signature must be -'v& -e. fe�feii d on any electronic
L—copy-4
20.16:12-06-09:52=57-06'00'
Pile: 16-026977-61 Version: 2016:2a '
Butler Manufacturing, a division, of. BlueScope Buildings North America, Inc. ,
' t c�
PY.
Date: 12/5/2016
e 16-026977-01 Calculations Package Time.: 10:58 AM
a�aurcR'�
....� ..�.
Page: 2 of 57
Building.Loading - Expanded Report
Shape: Recycle Area
Loads and Codes - Shape: Recycle Area ,
City: Chico County: Butte
State: California' Country: United States
Building Code: California Building Standards Code - 2013 Edition t,
Structural: l OAISC - ASD Rainfall: 1: 3.30 inches per hour
Based on Building Code:2012 International Building Code
Cold Form: 12A1SI - ASD Fc: 3000.00 psi Concrete
Building Risk/Occuparncy Category: 11 (Standard Occupancy Structure)
.
- Dead and Collateral Loads
Collateral Gravity:3.00 psf
Frame Weight (assumed for seismic):2:50 psf
Collateral Uplift: 0.00 psf
Side, Type Mag •, .Units".. Shape Applied to
Description .
A D 2.214 psf Entire Frm Covering Weight - 26 Butlerib Il Unp'unched + Secondary Weight 1.26: Roof: A • ,
A D0.950 ,psf. Entire Pur Covering Weight' 26 Buderib 11 Unpunched : Roof: A
Roof Live Load
• Roof Live Load: 20;00, psf Reducible
Wind Load
Wind Speed: Vult: 110.00 (Vasd: 85:21)
Gust Factor: G: 1.0000
mph _�
Wind Enclosure: Parti closed "
Least Horiz.'Dimension:25/0/0
Height.Used: I M 1/0 (Type: Eave) ,
Base Elevation: 0/0/0
NOT Windbome Debris Region
Primary Zone Strip Width: 2a: 6/0/0 -
Parts/ Portions Zone Strip Width: a: 3/0/0
Velocity Pressure; qz: 30.98 psf.
qz= 0.00256 • (1.00)- (110.00)^2 ' (1:00)
Topographic Factor: Kzt: 1.0000 '
'The'Envelope Procedure' is Used
DirectionalityFactor: Kd: 0:8500
"
Wind Exposure: C = Kz: 0.860
Basic Wind Pressure: q: 22.63 psf
-
Snow Load
Ground Snow Load: pg: 0.00 psf :
Rain Surcharge: 0.00 '
Flat Roof Snow: pf: 0.00 psf'.
Exposure Factor: 2 Partially Exposed Ce: 1.00 -
Designi Snow'(Sloped): ps: 0.00 psf,
Thermal Factor: Unheated - Ci: 1.20,
Snow Accumulation Factor: 1.000
Slope Reduction: Cs:1.00 -
•I
Snowmportance: Is: T.000 Slope
Used: 4.764 deg. ( 1.000:12,) ..
'Ground /Roof Conversion: 0.70 ' : • . " .
Seismic Load
Lateral Force:Resisting Systems using Equivalent Force Procedure "
. ' Transverse Direction Parameters • '
Mapped MCE Acceleration: Ss: 61•.00.1/og
Ordinary Steel Moment Frames
Mapped MCE Acceleration. S1: 27.00 %g
Redundancy Factor: Rho: 1.30 .
Site Class: Stiff soil
Fundamental Period' ..Ta:0.2696' „
Seismic Importance: le: 1.000. :
R -Factor 3.50
Design Acceleration Parameter: Sds: 0.5335 ".
Overstrength Factor:.Omega: 2.50
Design,Acceleration Parameter: Shc: 0.3348
Deflection Amplification Factor: Cd:'3.60
Seismic Design Category`. D
Base Shear: V: 0.1524x W
Snow.Used in Seismic: 0.00. '
^ Seismic Snow Load: 0.00 psf'.
Longitudinal Direction Parameters
Diaphragm Condition: Flexible ' .
Ordinary Steel Concentric Braced Frames
Fundamental Period Height Used: 16/11/8
Redundancy Factor:,Rho: 130
-
Fundamental Period: Ta: 0.1671
R -Factor. 3.25 .
Overstrength Factor: Omega: 2.50 '
Deflection Amplification Factor: Cd: 3.25
Base Shear: V; 0:1642x W
Fide: 16-026977-01
Version: 2016:2a
Butler Manufacturing, a division of BlueScope Buildings North
-America, Inc: ' '
curt RDate•
12/5/2016
�,„
16-026977-01
Calculations Package Time: 10:58 AM
Butter �„ �
...�
Page: 3 of 57
Side Type Mag '.
Units'
Shape
Applied to
Description
3 E 0.145
psf
Entire
. Frm
Seismic: Covering Weight -26 Butlerib 11 Punched: Wall: 3
3 E 0.156"
psf
Entire
Brc
Seismic: Covering Weight - 26 Butlerib 11 Punched: Wall: 3
3, E 4.268
psf
Rect
Fnn
Seismic: Covering Weight - 28.00 NBBMC - Masonry: Wall: 3
3 E 4.597
psf `
Rect
Brc
Seismic: Covering Weight.- 28.00 NBBMC - Masonry: Wall: 3
3 E 0.126
psf
Spec
Frm
Seismic:'Secondary Weight 0.83: Wall: 3
3 E 0.136
psf
Spec
Brc
Seismic: Secondary Weight 0.83 : Wall: 3
4 E 0.145
psf
Entire
Frm.
Seismic: Covering Weight - 26 Butlerib 11 Punched: Wall: 4
4 E 0.156
. psf
Entire
Brc
Seismic: Covering Weight, 26 Butlerib 11 Punched :.Wall: 4
4 ' E 4.268
psf
Rect
Frm
Seismic: Covering Weight: 28.00 NBBMC - Masonry: Wall: 4
4 E .4.597
psf ' .
Rect
Brc
Seismic: Covering Weight _ 28.00 NBBMC - Masonry: Wall: 4
4 E 0:139
psf
Rect'
Frm
Seismic: Secondary Weight 0.91: Wall. 4
4 E 0:150
psf
Rect
` Brc
.' Seismic: Secondary Weight 0.91: Wall: 4 "
A E 1.176
psf
Entire
Fnn
Seismic: Covering Weight - 26 Butlerib If Unpunched + Secondary Weight 1.26 + (Includes
3.000 Collateral 2.500 Frame Weight) ; Roof: A
A' E 1.266
psf
Entire
Brc .
Seismic: Covering Weight - 26 Butlerib II Unpunched +Secondary Weight 1.26 + (Includes
3.000 Collateral 2.500 Frame Weight) : Roof: A . ".
Deflection Conditions
. .
r
Frames are vertically supporting:Metal Roof
Purlins and Panels, • • '.
Frames are laterally supporting: Metal Wall
Girts and Panels
Purlins are supporting: Metal
Roof Panels
-
Girls are supportmg:Meta I Wall Panels
File: 16-0269.77-01
Version:. 2016.2a
Butler Manufacturing, -a division ofBWeScope
Buildings North. America, Inc: '
surcEsr Date: 12/5/2016
Butter Manutaetur`ngi 16-026977-,01 Calculations Package- _ Time:10:58 AM
Page: 4 of 57
Desien Load Combinations - Framing
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.-
1
System
1.000 1.0 D + 1.0 CG + 1.0 L>
+ CG + L>
2
System
1.000 1.0 D + 1.0 CG + 1.0 <L
+ CG + <L
3
System
1.000 1.OD+I.00G+0.6W1>
D+CG+WI>
4
System
1.000 1.0 D + 1.0 CG + 0.6 <W l
D + CG + <W l
5
System
1.000 1.0 D + 1.0 CG + 0.6 W2>
+ CG + W2>
6
System
1.000 '1.0D+I.0CG+0.6<W2
D +CG'+<W2
7
System
1.000 1.0 D + 1.0 CG + 0.6 WPL
+ CG + WPL .
8
System
1.000 1.0 D + 1.0 CG t 0.6 WPR
D + CG '+ WPR
9
System
1.000 0.6 MW
MW -Wall: 1 .
10
System'
1.000 0.6 MW
MW - Wall: 2
11
System
1.000 0.6 MW
MW - Wall: 3',
12
System
1.000 0.6 MW
MW. - Wall: 4 .
13
System
1.000 0.6D+0.6CU+0.6W1>
D+CU+WI>
14
System
1.000 0.6 D + 0.6 CU + 0.6 <W T
D + CU + <W l
15
System
1.000 0.6 D + 0.6 CU + 0.6 W2>
+CU+W2>
16
System
1.000 0.6 D + 0.6 CU + 0.6 <W2
D + CU + <W2
17
System
1.000 0.6 D + 0.6, CU + 0.6 WPL
D + CU + WPL
18
System
1.000 0.6D+0.6CU+0.6WPR
+CU+WPR "
19 :
System
1.000 I.OD+I.00G+0.75L+0.45W1>
D+CG+L+WI>
20
System
1.000 I.0D+I.0CG+0.75 L.+0.45<Wl
D+CG+L+<Wl '
21
System
1:000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2>
+ CG + L '+ W2>
22
System.
1.000 1.0D+I.0CG+0.75L+0.45<W2
D+.CG+L+<W2
23
System
1.000 1.0D+1.0.CG+0.75L+:0.45WPL
D+CG+L+WPL
24 .
System
1.000 1.0 D + 1.O CG + 0.75 L + 0.45 WPR .,
D + CG + L + WPR
25
System
1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+
D + CG + E> + EG+
26
System
1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ "
D + CG + <E + EG+
27
System
1.000 0.6D+0.6CU+0.91F>+0.7EG-
D+CU+E>+EG-
28"
System
1.000 0.6D+0.6CU+0.91<E+0.7EG
D +CU+<E+EG-
29
Special
1.000 1.0 D + 1.0 CG "+ 1.75 E> + 0.7 EG+
D + CG + E> + EG+
30
Special
1.000 1.0D+1.0CG•+1.75<E+0.7EG+.
•+CG+<E+EG+
31 -
Special
1.000 0'.6 D + 0.6 CU + 1.75 E> i- 0.7 EG -
D + CU + E> + EG' -
32
Special
1.000 0.69+0.6CU+1.75<E+0.7EG- .
+CU+<E+EG-
33
OMF Connection
1.000 1.0 D +.L0 CG + 2.45 E> + 0.7 EG+
D + CG + E> + EG+
34
OMF Connection
1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+
D + CG + <E + EG+
35
OMF Connection
1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG -
D + CU + E> + EG -
36 ..
OMF Connection
1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG -
+CU+<E+EG-
37 .
System Derived,
1.000 1.0D+1.0CG+0.6WPR +0'6WB1>
+CG+WPR+WBI>'
38
System Derived
1.000 0.6D+0.6CU+0.6WPR+0.6WBI>
+CU+WPR+WBI>
39
System Derived.
1.000 1.0D+1.0CG+0.75L+0.45WPR+0.45WB1>
+CG+L+WPR+WBI>
40
System Derived
1.000 1.0D+1.0CG+0.6WPR'+0.6<WB1
D+CG+,WPR+<WBl
41
'System Derived
1.000 0.6D+0.6CU+•O.6WOR +0.6<WBI.
D -FCU +WPR +<WBI ,
42
System Derived
1.000 I.OD+I.00G+0.75L+0.45WPR +0.45<WBl
+CG.+L+WOR +<WBI
43
System Derived
1.000 1.0 D +.l .0 CG + 0.6 WPR + 0.6 WB2>D
+,CG +WPR + WB2>
44
System Derived
1.000 0.6D+0.6CU+0.6WPR+0.6WB2>
D+CU+.WPR+WB2>
45
System Derived
1.000' 1.0 D + 1.0 CG + 0.75 L + 0.45. WPR 4:0.45 WB2> ..
D+ CG + L + WPR + WB2>
46
System Derived
1.000 1.0 D + LOCG + 0.6 WPR + 0.6 <WB2 • •
+ CG + WPR +. <WB2
47
, , System Derived
1.000 0.6 D +.0.6 CU + 0.6 WPR + 0.6 <WB2.
D + CU +WPR + <WB,2 .
48
System Derived
1.000 . 1.0 D + 1.0 CG + 0:75 L +:0.45 WPR•+ 0.45.<WB2
D + CG +• L +.WPR + <WB2 .
49
System Derived
1.000 l .0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>.
D + CG•+ WPL + WB3>
50
System Derived
1.000 0.6D+0.6CU+0.6•WPL+0.6WB3>,
+CU+WPL+.WB3>
51
System Derived
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL'+ 0.45 WB3>•
D + CG +L + WPL + WB3>
52
System Derived
1.000. 1.0 D + 1'.0 CG + 0.6 WPL + 0.6 <WB3
+ CG +WPL + <Wg3
53
System Derived
1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3
D + CU + WPL.+ <W133
54
System Derived
1.000 1.0 D + 1.0 CG '+ 0.75 L + 0.45 WPL + 0.45 <WB3
D + CG + L + WPL + <WB3
55
System Derived
1.000 1,0 D + 1.0 CG +.0.6 WPL + 0.6 WB4>
D + CG'+ WPL + WB4>
56
System Derived
1.000 0.6 D + 0.6 CU .+ 0.6 WPL + 0.6 WB4>
+ CU + WPL + WB4>
57
System Derived
1.000 . 1.0 D + 1.0 CG + 0.75 L + 0.45. WPL +0.45 WB45. .
+ CG +,L + WPL + WB4>
58
System Derived ..
1.000 1.0 D + 1.0 CG,t 0.6 WPL + 0.6 <WB4D
+ CG +WPL + <WB4
59
System Derived
1.000 6.6 D + 0.6 CU + 0.6 WPL + 0.6 <W134
D + CU + WPL + <W134
60
System Derived'_
1.000 1.0 D + 1.0 CG + 0:75 L.+:0.45 WPL +0.45 <WB4
D +`CG + L + WPI, + <WB4
61
System Derived
1.000 .0.6 MWBMWB
-Wall: I
62
System Derived
1.000 0.6 MWB
MWB - Wall' 2
63
System Derived
1.000 0.6 MWB
MWB - Wall: 3
64
System Derived
1.000 0.6 MWB
MWB : Wall: 4 x.
65
System Derived
1.000 1.01)+1.0CG+0.213E>+0.7EG++0.91EB>
D + CG,+,E> + EG+ + EB>
66,
System Derived
1.000. 1.0 D + 1.0. CG + 0.91 E> + 0.7 EG+ + 0.273 EB>
+ CG + E> + EG+ + EB>.
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.-
BUTLER
System
1,000
Date: 12/5/2016
D+WI>'. "
2
16-026977-01 Calculations Package
Time: 10:58 �i
Butler Menw
u„
3
System
1.000
1.0 D + 0.6 W2>
D + W2>
4
System
Page:.5 of 57
1.0 D + 0.6 <W2
67
System Derived
1.000
1.0 D + 1.0 CG + 0.273'<E + 0.7 EG+ + 0.91 EB>
1.0 D + 0.6 W3>
D + CG + <E + EG+ + EB>
6
System _
68
System Derived
1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> •
System
D + CG + <E + EG+ + EB>
1.0 D + 0.6 W4>
D + WO..
69
System Derived
1.000
0.6 D + 0.6 CU + 0.273 F> + 0.7 EG - + 0.91 EB>
D + <W4
D + CU + E> + EG- + EB>
System
1.000
70
System Derived
1.000
0.6D+0.6CU+'0.91E>+0.7'EG-+0.273EB>
1.000
D+'CU+Fj+EG-+EB>
MW -Wall: 2
.11
71
System Derived
1.000
6.6 D + 0.6 CU + 0.273 <E + 0.7 EG - + 0.91 EB>
12
D + CU + <E + EG- + EB>
1.000
0.6 MW
72
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG - + 0.273 EB>
1.0 D + 0.7 E>
D + CU + <E + EG- + EB>
14
System
73
Special
1.000
1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+
System Derived
D + CG + EB> + EG+
1.0 D + 1.6 CG + 0.6 W 1>
D + CG + W 1>
74
Special.
1.000
0.6D+0.6CU+1.75EB>+0.7EG-
D + CG + <W 1
+'CU+EB>+EG-
System Derived
1.000
75
System Derived
1.000
1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB
1.000 '
D + CG + F> + EG+ + <EB
D + CG + <W2
19 .
76
System Derived
1.000
1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB
20
D + CG + E> + EG+ + <EB
1.600
1.0 D + 1.0 CG +.0.6 <W3
77
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB
1.0 D + 1.0 CG + 0.6 W4>
D + CG + <E + EG+ + <EB
22
System Derived
78
System Derived
1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB
System Derived
D.+ CG + <E + -EG+ + <EB
0.6'D + 0.6 CU + 0.6 W1 >
D + CU + W 1 >
79
System Derived
1.000
0.6 D + 0.6 CU + 0.273 F> + 0.7 EG - + 0.91 <EB
D + CU '+ <W l
D + CU + F> + EG- + <EB
System Derived
1.000
80
System Derived.
1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG - +,0.273 <EB
1.000
D + CU + E> + EG- + <EB
D+CU+<W2' ..
27
81
System Derived
1.000
0.6 D + 0.6 CU + 0.273 <E + 0.7 EG - + 0.91 <EB
28
D + CU + <E + EG- + <EB
1.000
0.6 D + 0.6 CU + 0.6 <W3'
82
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG - + 0.273 <EB
0.6 D + 0.6 CU + 0.6 W4>.
D + CU + <E + EG-+ <EB
30
System Derived
83
Special
1.000
1:0 D + 1.0 CG + 1.75 <EB + 0.7 EG+
System Derived
D + CG + <EB + EG+
1.0 D + 1.0 CG # 6.7 F> + 0.7 EG+
D + CG + E> + EG+ ,
84
Special
1.000
0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG -
D + CG + <E + EG+
D +.CU + <EB + EG-
G-Desi
System Derived
1.000
0.6 D + 0.6 CG + 0.7 E> + 0.7 EG -
+ CG + E> + EG-
34
Design
n Load Coinbinations
- Bracing".
0.6 D + 0.6 CG + 0.7 <E,+. 0.7 EG -
ID +.CG +,<E + EG-
No..
Ori in
Factor
Application
Description,
I.
System
1,000
I.OD+0.6W1>
D+WI>'. "
2
System
1.000
1.0 D + 0.6 <W 1
D + <W l
3
System
1.000
1.0 D + 0.6 W2>
D + W2>
4
System
1.000
1.0 D + 0.6 <W2
D + <W2
5
System
1.000
1.0 D + 0.6 W3>
D + W3>
6
System _
1.000
1.0 D + 0:6 <W3
D + <W3 '
7
System
1.000
1.0 D + 0.6 W4>
D + WO..
8
System
1.000
1.0 D + 0.6 <W4
D + <W4
9
System
1.000
0.6 MW
_
MW - Wall: 1 ,
10
System
1.000
0.6 MW
MW -Wall: 2
.11
System
1.000
0.6 MW
MW - Wall: 3
12
System
1.000
0.6 MW
MW - Wall: 4
13
System.
1.000
1.0 D + 0.7 E>
D + E>
14
System
1.000
1.0 D + 0.7 <ED
+ <E
15
System Derived
1.006
1.0 D + 1.6 CG + 0.6 W 1>
D + CG + W 1>
16
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W l
D + CG + <W 1
17
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W2>.
D + CG + W2>
18
System Derived
1.000 '
1.0 D + 1.0 CG +.0.6 <W2
D + CG + <W2
19 .
System Derived .,
1.000
1.0 D + 1.0 CG + 0.6 W3>
D + CG + W3>
20
System Derived
1.600
1.0 D + 1.0 CG +.0.6 <W3
D +,CG •+ <W3
21
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W4>
D + CG +. W4>.
22
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W4
D + CG.+ <W4
23
System Derived
1.000
0.6'D + 0.6 CU + 0.6 W1 >
D + CU + W 1 >
24
System Derived
1.000
0.6 D + 6.6 CU + 0.6 <Wl-
D + CU '+ <W l
25
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W2>
D + CU +.W2>
26
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 . • .
D+CU+<W2' ..
27
System Derived
1.000.
0.6 D + 0.6 CU '+. 0.6 W3>
D + CU + W3>'
28
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W3'
D•+ CU +<W3
29
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W4>.
D + CU + W4>
30
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W4
D + CU + <W4
31
System Derived
1.000
1.0 D + 1.0 CG # 6.7 F> + 0.7 EG+
D + CG + E> + EG+ ,
32
System Derived
1.000
I.0 D + 1.0 CG + 0.7 <E + 0.7 EG+
D + CG + <E + EG+
33
System Derived
1.000
0.6 D + 0.6 CG + 0.7 E> + 0.7 EG -
+ CG + E> + EG-
34
System Derived
1,000
0.6 D + 0.6 CG + 0.7 <E,+. 0.7 EG -
ID +.CG +,<E + EG-
1 t
BUTLER Date: 1.2/5/2016
auttarManwnau„ng- 16-026977-01 Calculations Package Time: 10:58 AM
Page:. 6 of 57
Design Load Combinations Purlin
No.
Origin
Factor
Application'
Description
1
System
1.000
1.0 D + 1.0 CG + 1.0 L
+ CG + L
2
System Derived
1.000
1.0D+I.0CG+0.6WI>+0.6"1>
D +CG+WI>+WBI>
3
System Derived
1.000
1.0D+I.0CG+0.6<W2+0.6WBI>'
D +CG+<W2+WBI>
4
SystemDerived
1.000
0.6D+0.6CU+0.6W1>+0.6WB1>'
D +CU+WI>+WBI>
5
System Derived
1.000
0.6D+0.6CU+0.6<W2+0.6WB1>
+CU+<W2+WBI>
'6
System Derived
1.000
1.0D+I.0CG+0.75L+0.45WI>+0.45WBI>
D +CG+L+WI>+WB1>
7
System Derived
1.000
1.0D+I.0CG+0.75L+0.45<W2+0.45WBI>
D +CG+L+<W2+WBI>
8
System Derived
1.000
1.0D+I.0CG+'0.6W1>+0.6 <WB 1-D+CG+WI>+<WBI
9
System Derived
1.000
1.0D+I.0CG+0.6<W2+0.6 <WB I
D+CG+<W2+<WB1,
10
System Derived
1.000
0.6D+0.6'CU+0.6WI>+0.6<WB1
D +CU+W1>+<WB1
I 1
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB 1
+, CU + <W2 + <WB 1
12
System Derived
1.000
1.OD+I.0CG+0.75L+0.45W1>+0.45<WB I
D+CG+L+WI>+<WB1
13
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB I
+ CG + L + <W2 + <WB I
14
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB2>
D + CG + W 1> + WB2>
15
System Derived -
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2>
D + CG + <W2 + WB2>
16
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WI > +'0.6 WB2>
D + CU + W 1 > + WB2>
• 17
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2>
+ CU + <W2 + WB2>
18
System Derived
1.000
1.0D+1.0CG.+0.75L+0.45WI>+0.45W1325-
+CG+L+WI>+WB2>
19
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2>
D + CG + L + <W2 + WB2>
20
System Derived
•1.000
1.0D+I.00G+0.6W1>+0.6<WB2
+CG+W1>+<WB2
21
System Derived '
.I.000
1.0 D + 1.0. CG + 0.6 <W2 + 0.6 <WB2
D + CG + <W2 + <WB2
22
System Derived
1.600
0.6D+0.6CU+0.6WI>+0.6<WB2
+CU+W1>+<WB2 .
23
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2
D + CU + <W2 + <WB2
24
System Derived
1.600
1.0 D + 1.0 CG + 0.75 L .+ 0.45 WI > + 0.45 <WB2
D + CG + L + WI > + <WB2'
25
System Derived '
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2
+ CG + L + <W 2 + <W B2
26
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB3>
D + CG + WI > + WB3>.
27
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3>
D + CG + <W2 + WB3>
28
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W1 > + 0.6 WB3>
+CU+W1>+WB3>
29 .
System Derived
1.000
0.6 D + 0.6. CU + 0.6 <W2 + 0.6 WB3>
+ CU + <W2 + WB3>
30
System Derived
1.000
1.0D+I.0CG+0.75L+0.45W1>+0.45WB3>
D+CG+L+WI>+WB3>
31
System Derived '
1.000
1'0 D + 1.0 CG + 0.75 L +' 2 0.45 <W + 0.45 WM>
D + CG + L;+ <W2 + WB3>
32
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W I> + 0.6 <WB3
+ CG + W 1> + <WB3
33
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3
D + CG + <W2 + <WB3
34
System Derived
1.000.
0.6D+0.6'CU+0.6W1>+0.6<WB3
+CU+WI>+<WB3
35
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3
+ CU + <W2 + <WB3
36
System Derived
1.000
1.0D+I.0C6+0.75L+0.45W1>+0.45<WB3.S
+CG+L+W1>+<WB3 .
37
System Derived
1.000,
1.0 D + 1.0 CG + 0:75 L + 0.45 <W2 +.0.45 <WB3
+ CG + L + <W2 + <WB3
38
System Derived
1.000
1.OD+1,0'CG+0.6W1>+0.6WB4>
+CG+WI>+WB4>
39
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> •
D + CG :+ <W2 + WB4>
40
System Derived
1.000
0.6D+0.6CU+0.6WI>+0.6WB4>
+CU+WI>+WB4>
41
System Derived
1.000
0.6 D + 0.6 CU +,0.6 <W2 + 0.6 WB4>
+ CU + <W2 + WB4>
42
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W1>+0.45WB4>
+CG+L+WI>+WB4>
43
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4>
D + CG + L'+ <W2 +WB4>
44
System Derived
1.000 ,
L.O D + 1.0 CG + 0.6 W 1 > + 0.6 <WB4
D + CG +• W.1 > + <WB4
45
System Derived
1.000
LOP D + 1.O CG +.0.6 <W2,+ 0.6 <WB4
D +.CG + <W2 + <WB4 , .
46
m
System
1.000
0.6D+O.fiCU+0.6W1>+0.6<WB4.
+CU+WI>+<WB4
47
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 "+ 0.6 <WB4
+ CU + <W2 + <WB4
48
System Derived
1.000 .
1.0 D + 1.0 CG + 0.75 L + 0.45 W 1 > + 0.45 <WB4
D + CG +'L + WI > + <W B4
49
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L+, 0.45 <W2 + 0.45 <WB4D
+.CG + L +.<.W2 + <WB4
50
System Derived
1.000
1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ _
+ CG + EB> + EG+
51
System Derived
1.000
0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG -
+ Cu + EB> + EG -
52
System Derived
1.000
1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+
+ CG + <EB + EG+
53
System Derived
1.000
0.6D+0.6CU+0.7<EB+0.7EG- .. '
+.CU+<EB+EG=.
Design Load Combinations - Girt
. ' •
Application :• ' '
• " - ':
No.
.Origin
FactorApplication'.*
1.000
1.000
0.6W1>
0.6 <W2
Description
1:0 D + 0.6 <W2
+ <W2
3 S stem.
1.000
0.6D+0.6WI>
+Wl>
Desi n Load Combinations - Roof - Panel
No. Origin:
. ' •
Application :• ' '
• " - ':
1 System
1
2
System
S stem
1.000
1.000
0.6W1>
0.6 <W2
W2 ..
No. Origin:
Factor
Application :• ' '
Description
1 System
1.000
1.0 D + 1.0 L .
+ L
2 System
1'.000
1:0 D + 0.6 <W2
+ <W2
3 S stem.
1.000
0.6D+0.6WI>
+Wl>
- BL/TLER .
Date: 12/5/2016
Butler Menufactu.l'q 16=026977-01. Calculations Package Time:10:58 AM
..� _. Page: 7 of 57
nasion r nad r...nhin4ri ,n� _ Wou _ ao..ot
No. Origin Factor Application' Description
W l > IWI>
1
Factor
System
DefV
1.000 0.6 <W2.
W2'
No. Origin Factor Application' Description
W l > IWI>
1
Factor
System
DefV
1.000 0.6
Description
2
System
System
0
180
Deflection Load Combinations
- Framin
2
System
1.000
60
180
0.42 Wl>
No:
Origin
Factor
DefH
DefV
Application
Description
1
System
1.000
0
180
1,0 L
System
2
System
1.000
60
180
0.42 Wl>
> .
3
System
-1.000
60
180
.42 <W 1
[2>
4
System
1.000
60
180
:42 W2>
5
System1'.000
C
60
180
.42 <W22
CU
6.
System
1.000
60
180
0.42 WPL
L
7
System ;
1.000
60
180
.42WPR'
WPR
8
System
1.000
10 .
0
1.0 E> + 1.0 EG-
E> + EG -
9
System
1.000
10 -
0
1.0 <E + 1.0 EG-
J<E + EG-
nrnarrinn r nod rnr.. h:nofin..c _ v..rn., .,
'No.
Oripin
actor
DeflectionApplication
Description
Description,* .
1
. System'
1..000 '
150
1.0 L
L'
2
System
1.000.
• '.180
0.42 W1>
1>
3
System :. ..
1.000'
:. _ •Ps0 ..
.42 <W2.`
W2.
r)Pflnrtinn t and Vi.mhi-tinne - Girt
No. '
, origin
Factor -Deflection
A lication
Description
1
2
System
S stem
1'.000' '90*
11.000 90 -
0:42 W1>
.42 <W2
1>.
J<W2
Deflection Load Combinations _ Roof --Panel'
No.
•
Origin '..
Factor.
DefH
Defy
A lication'..'
'
'Descri 'tion
I'
'System ..
1<000 .
60
1 :60'
10.42 <W2
J<W2
Load Type Descriptions
D
Material Dead -Weight
C
Collateral Load
CG
Collateral Load for Gravity Cases
CU
Collateral Load for Wind Cases
L
Roof Live Load' ..
ASL^
Alternate Span Live Load, Shifted Right
AA SL
Alternate Span Live Load, Shifted Left
PL2
Partial Live, Full; 2 Spans
L>
Live - Notional Right 1
<L .
Live - Notional Left
S .
Snow l oad'
USl •
Unbalanced Snow. Load 1, Shifted Right
*,US].
Unbalanced Snow Load 1, Shifted Left
US2e " ,•
Unbalanced Snow Load 2, Shifted Right
•US2
Unbalanced Snow Load 2, Shifted Left .
SD
Sriow Drift Load
SS
Sliding Snow Load •
RS
Rain Surcharge Load
PFI
Partial Load, Full, I Span'
PHl'
Partial Load; Half, l Span "
PF2
Partial Load, Full,,2 Spans .
PH2
Partial Load, Half, 2 Spans
S>
Snow - Notional Right ,•
<S
Snow - Notional• Left
SMS
Specified.Min. Roof Snow
SMS> ;.
Specified Min. RoofSnow -Notional Right.
<SMS
Specified'Min. RoofSnoW -Notional Left
PS1 "..
Partial Load; Hal f.Span 1
PS2' .
Partial Load, Half Span 2
'W
Wind Load
W l>
Wind Load; Case,1, Right
. <W 1
'Wind Load, Case 1, Left
W2>
Wind Load, Case 2, Right
<W2'
Wind Load, Case 2, Left
W3>
Wind Load, Case 3, Right'
<W3'
Wind Load, Case 3, Left
W4>
--Wind Load, Case 4, Right
<W4 "
Wind Load, Case 4, Left
W5>
Wind Load, Case.5, Right
<W5 .
Wind. Load, Case 5, Left .
W6>
Wind Load, Case'6, Right
<W6
Wind Load, Case 6, Left
WP
Wind Load, 'Parallel to Ridge .
WPR
Wind Load, 11 Ridge, Right '
WPL
` Wind Load, 11 Ridge; Left
WPAI
Wind Parallel - Ref A, Case d
WPA2
Wind Parallel - Ref A, Case 2 ` . % .,
WPB
Wind Parallel - Ref B, Case l
WPB2
Wind Parallel' - Ref B, Case 2'
WPC
Wind Parallel - Ref C, Case l
WPC2 .'
Wind Parallel - Ref G, Case 2
WPDI
Wind Parallel - Ref D, Case I
WPD2
'Wind Parallel - Ref D,Case 2.
WBl>'
Wind Brace Reaction, Case l; Right
<WBI .
Wind Brace Reaction, Case 1, Left
WB2>
Wind Brace Reaction, Case 2, Right
<WB2
.Wind Brace Reaction, Case 2; Left
' WB3>
Wind Brace Reaction, Case 3, Right '
<WB3
Wind Brace Reaction; Case 3, Left
WB4>
Wind Brace Reaction, Case 4, Right -
<WB4
Wind Brace Reaction; Case 4; Left
WB5>;
Wind Brace Reaction, Case 5, Right
<WB5 .
Wind Brace Reaction; Case 5, Left
WB6>
Wind Brace Reaction, Case 6, Right . ..
<WB6
Wind Brace Reacticlif, Case 6', Left
MW
Minimum Wind Load "
MWB
Minimum Wind, Bracing Reaction '
E .
Seismic Load
File: 16-026977-01 Version: 2016.2a
Butler.Manufacturing, a division of.BlueScope Buildings North America, Inc:
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division, ofBlueScope Buildings. North America, Inc: ;. ••
surcER
Date: 12/5/2016
Ulf
16-026977-01 Calculations Package Time: 10:58 AM
au„erM, urtm
.... _....
_
Page: 8o 57
E>
Seismic Load, Right
<E
Seismic Load, Left
EG
Vertical Seismic Effect
EG+.
Vertical Seismic Effect, Additive
EG-
Vertical Seismic Effect, Subtractive
EB>
Seismic Brace Reaction, Right
<EB
Seismic Brace Reaction, Left
FL
Floor Live Load
FL*
Altemate.Span Floor Live Load, Shifted Right
*FL
Alternate Span Floor Live Load, Shifted Left
FD
Floor Dead Load
AL
Auxiliary Live Load
AL*>
Auxiliary Live Load, Right, Right
*AL>
Auxiliary Live Load, Right, Left
<AL*,
Auxiliary Live Load, Left; Right
<*AL
Auxiliary Live Load, Left, Left
AL*
Aux Live, Right
*AL.
Aux Live, Left
AL*>(1)
Auxiliary Live_ Load, Right, Right, Aisle I
*AL>(1)
Auxiliary Live Load, Right, Left, Aisle
<AL*(1)
Auxiliary Live Load, Left, Right, Aisle I,
<*AL(1)' _
Auxiliary Live Load, Left, Left, Aisle 1
AL*(1)
Aux Live; Right, -Aisle l - : -
*AL(l)
Aux Live, Left, Aisle 1
AL*>(2)
Auxiliary Live Load, Right Right, Aisle 2 -
*AL>(2)
Auxiliary Live Load, Right; Left, Aisle 2
<AL*(2)
Auxiliary. Live Load, Left, Right, Aisle 2
<*AL(2).
Auxiliary.Live Load, Left, Left, Aisle 2
AL*(2)
Aux Live, Right,'Aisle 2
*AL(2)
Aux Live, Left, Aisle 2
AL*>(3)
Auxiliary Live Load, Right, Right, Aisle 3 ,
*AL>(3)
Auxiliary Live Load, Right Left Aisle 3,
<AL*(3) .
Auxiliary Live Load, Left, Right, Aisle 3
<*AL(3)"
Auxiliary Live Load; Left, Left, Aisle 3
AL*(3)
Aux Live, Right, Aisle 3,
*AL(3)
Aux Live, Left, Aisle 3'
AL*>(4)
Auxiliary Live Load, Right, Right, Aisle.4
*AL>(4) .
Auxiliary Live Load; Right Left; Aisle 4
<AL*(4) ,
Auxiliary'Live Load Left,' Right, Aisle 4' ".
<*AL(4)
Auxiliary Live Load, Left, Left, Aisle'4
AL*(4) -
Aux Live; Right, Aisle 4
*AL 4)
Aux Live; Left, Aisle 4
AL•>(5)
'Auxiliary Live Load, Right, Right, Aisle 5
*AL>($)
'Auxiliary Live Load, Right, Left, Aisle 5
<AL*(5)
Auxiliary Live Load, Left, Right, Aisle 5
<*AL(5)
Auxiliary Live Load, Left, Left, Aisle 5
AL*(5)
Aux Live, Right, Aisle 5
*AL(5)
Aux Live, Left, Aisle 5
ALB
Aux Live Bracing Reaction
ALB>
Aux Live Bracing Reaction, Right
<ALB
Aux Live Bracing Reaction, Left
WALB>
Wind, Aux Live Bracing Reaction, Right
<WALB
Wind, Aux Live Bracing Reaction, Left
ALB>(I)
Aux Live Bracing Reaction, Right, Aisle 1
<ALB(1) .
Aux Live Bracing Reaction, Left, Aisle 1'.. "'
WALB>(1)
Wind, Aux Live Bracing Reaction, Right, Aisle I
<WALB(1)
Wind, Aux Live Bracing Reaction, Left, Aisle 1
'ALB>(2)
Aux Live Bracing Reaction, Right, Aisle 2
<ALB(2)
Aux Live Bracing Reaction, Left, Aisle 2
WALB>(2)
Wind, Aux Live Bracing Reaction, Right,•Aisle 2
<WALB(2)
Wind, Aux Live Bracing Reaction, Left, Aisle 2
ALB>(3)
Aux Live Bracing Reaction, Right Aisle-3
<ALB(3)
Aux Live Bracing Reaction,'Left, Aisle 3' .
WALB>(3)
Wind, Aux Live Bracing Reaction, Right, Aisle 3 '
<WALB(3)
Wind, Aux Live Bracing Reaction, Left, Aisle 3
ALB>(4)
Aux Live Bracing Reaction, Right, Aisle 4
<ALB(4)
Aux Live Bracing Reaction,.Left, Aisle 4
WALB>(4) .
Wind, Aux Live Bracing Reaction, Right, Aisle 4
<WALB(4)
Wind, Aux Live Bracing Reaction, Left, Aisle 4
ALB>(5)
Aux Live Bracing Reaction,, Right, Aisle
<ALB(5)
Aux Live Bracing Reaction, Left, Aisle 5 , .
WALB>(5)
.5
Wind, Aux Live Bracing Reaction, Right, Aisle 5 .
<WALB(5)
Wind, Aux Live Bracing Reaction, Left, Aisle 5.,
WALB
Wind, -Aux Live Bracing Reaction
AD ' .
Auxiliary Dead Load r
UO
User Defined Load .
U I ' .
User Defined Load - 1 .
U2
User Defined Load'-.2 "
U3
User Defined Load - 3
•U4 . "
User Defined Load -'4
U5
User Defined Load - 5'
U6.
User Defined Load'-6
U7
User Defined Load - 7
U8
User Defined Load -.8
U9
User Defined Load - 9 . •
UB
User Brace Reaction
UB l
User Brace Reactioni - b
-UB2
User Brace Reaction 2
UB3
User Brace Reaction- 3
UB4
User Brace Reactioni = 4
UB5
User Brace Reaction'- 5
UB6
User Brace Reaction - 6
UB7
.User Brace Reaction - 7
UB8
User Brace Reaction - 8 .
UB9
User Brace Reaction - 9 ..
R ". ,' ..
Rain Load
T
Temperature Load •y
V .
Shear: '.
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division, ofBlueScope Buildings. North America, Inc: ;. ••
surcEra Date: 12/5/2016
By,b, Menuraau'ring . • r 16-026977=01 Calculations Package - . ' " " Time: 10:58 AM
_. Pagec 9 of 57
' llcar >tn£nad Froma Pn:nf r..odc fn. !`rnc� Co��:....• A • • '
Side
-Units T
Desai tion'
141a l '
. •Loch ' Offset
'H•or V
I Su Dir.
Coef.
•Loc;
4
4
k WPR
k WP L
eak Axis Load
eak Axis Load ..
5.91
5.91
9/0/0 N
9/0/0 N'
N
_ . N
N IN
N OUT
1.000
1.000
WA
'WA "
' : , s •sur�ER
Date: 12/5/2016
16-026977=01 Calculations Package Time:10:58 AM
B,t,e,Man„u,,;g�
Page: 11 of 57 .
Bracing -Summary:Report
Shape: Recycle Area.' .
Loads and Codes - Shape: Recycle Area
City: Chico" County:' Butte' State: California
Country: United States
Building Code: California Building Standards Code - 2013 Edition '; Structural: I OAISC
- ASD Rainfall: 1: 3.30 inches per hour
Based on Building Code: 2012 International Building Code` -.Cold Forth: 12AISI,-
ASD fc: 3000.00 psi Concrete
Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) ..
Dead and Collateral Loads
Roof Live Load
Collateral Gravity:3.00 psf Roof Covering+Second. Dead Load: 2.21 psf
'Roof Live Load: 20.00 psf Reducible
Collateral Uplift: 0.00 psf , . Frame Weight (assumed for seismic):2.50 psf
Wind Load Snow Load
Seismic Load "
Wind Speed:, Vult: 110.00 (Vasd:• 85.21) mph Ground Snow Load: pg: 0.00 psf ..
Lateral Force Resisting Systems using Equivalent -
:. .•
Force Procedure
The'Envelope Procedure' is Used Flat Roof Snow: pf 0.00,psf .
Mapped MCE Acceleration: $s: 61.00 %g .
Wind Exposure: C - Kz: 0.860 Design Snow (Sloped): ps: 0.00 psf
Mapped MCE Acceleration: S 1: 27.00 %g
Parts Wind Exposure Factor: 0.860 Rain Surcharge: 0.00"
Site Class: Stiffsoil'(D)."
Wind £nclosure:'Partially Enclosed Exposure Factor> 2 Partially Exposed - Ce: I.00 ' •
' Seismic Importance: le: 1:000
Topographic Factor: Kzt: 1'.0000 Snow Importance: Is: 1.000
Design Acceleration Parameter: Sds: 0.5335 :
Themial Factor: Unheated - Ct: 1.20
Design Acceleration Parameter: Sd1: 0.3348 ;
NOT Windbome Debris Region Ground / Roof Conversion: 0.70.
Seismic Design Category: D
Base Elevation: 0/0/0
Seismic Snow Load: 0.00 psf'
Primary Zone Strip Width: 2a: 6/0/0
%Snow Used, in Seismic- 0.00 "
Parts / Portions Zone Strip Width:.a: 3/0/0. ^
Diaphragm,Condition: Flexible
Basic Wind Pressure: q: 22.63 psf..
Fundamental Period Height Used: 16/11/8
Transverse Direction Parameters "
Ordinary Steel Moment Frames
Redundancy Factor Rho: 1:3'0
Fundamental Period. Ta. 0.2696 .
R -Factor 150.
Oyerstrength Factor: Omega: 2.50,• •
Deflection Amplification Factor: Cd: 3.00
Base Shear: V: 0.1524 x W
Longitudinal Direction Parameters, -
Ordinary Steel Concentric Braced Frames ,
Redundancy factor: Rho' .1.30
"
Fundamental Period: Ta: 0.1671
. .. .. ..
:'R -Factor: j.25
_ -
•
,
Overstrength Factor: Omega: 2.50•
Deflection Amplification Factor: Cd: 3.25
:
Base Shear: V: 0:1642 x•W. .. .
Deflection Conditions
'
Frames are vertically supponing:Metal R'oofPurlins and Panels""
Frames are laferally supporting:Metal Wall Girts and Panels
"
" Purlins are su" rtin Metal Roof Panels
Girts are suppo iing:Metal Wall Panels . •' ".
• File: 16-026977-01
Version: 2016.2a
Butler Manufacturing, a division. of BlueScope Buildings North America, Inc:
eurcER i Date: 12/5/2016
Buller Menu/eaturfw 16-026977-01 Calculations Package Time: 10:58 AM
�...._ Page: 12 of 57. .
Design Load Combinations- Bracing
No.
Origin Factor
Application'
Description
1
System 1.000
I.OD+0.6W]>
+Wl>
2
System 1.000
1.0 D + 0.6 <W 1
D + <W 1
3
System .1.000 .1.0
D + 0.6 W2>
D + W2>
4
System 1.000
1.0 D + 0.6 <W2
D + <W2
5
System 1.000
1.0 D + 0.6 W3>
D + W3>
6
System 1.000
1.0 D + 0.6 <W3
D + <W3 .
7
System 1.000
1.0 D + 0.6 W4>
D + W4>
8
System. 1.000
1.0 D + 6.6 <W4
D + <W4 "
9
-
System 1.000
0.6 MW
MW -Wall: 1
10
'System' 1.000
0.6 MW.
MW - Wall: 2 .
11
System 1.000
0.6 MW
Wall: 3
12
System 1.000
0.6 MW
MW.- Wall: 4
13
System 1.000
L.O D + 0.7 Fa
D + E>
14
l System 1.000
1.0 D + 0.7 <E
+<E
15
System Derived . 1.600
1.0 D + LO'OG + 0.6 W 1 >
D + CG + W l > .
16
System Derived 1.000
1.O D + 1.0 CG + 0.6 <W 1
D + CG + <W 1
17
System Derived .1.000
1.0 D + 1.0 CG + 0.6 W2>
D + CG + W2>
18
System Derived 1.000
1.0 D+ 1.0 CGA- 0.6 <W2
D+CG+<W2
19
System Derived 1.000
1'.O D + 1.0 CG + 0.6 W3>
D + CG + W3>
20
System Derived 1.000
1.0 D + 1.0 CG + 0.6 <W3
D + CG +'<W3 "
21
System Derived 1.000
1.0 D + 1.0 CG + 0.6 W4>
D + CG + W4>
22
System Derived 1.000
1.0 D + 1.0'CG.+ 0.6.<W4
D + CG +'<W4
.23 .
System Derived 1.000
0.6D+0.6CU+0.6W15 -
+CU+WI>
24
System Derived 1.000
0.6 D + 0.6 CU + 0.6 <W 1
D +.CU + <W I . .
25
System Derived 1.000
0.6 D + 0.6, CU + 0.6 W2>
D+CU+W2>-
26
System Derived 1.000
0.6 D + 0.6 CU + 0.6 <W2
D + CU + <W2
27
System Derived, 1.600
0.6 D + 0.6 CU + 0.6 W3>
D + CU + W3>
28
System Derived' 1.000
0.6 D + 0.6 CU + 0.6 <W3
b +.CU + <W3
29' .
System Derived 1.000
0.6 D + 0:6 CU'+ 0.6 W4>
D + CU + W4> •
30
System Derived 1.000
0.6 D + 0.6 CU + 0.6 <W4
D.+ CU + <W4
31'
System Derived 1.000
1'.0 D + 1.0 CG + 0.7 F> + 0.7 EG+
D + CG +•E> + EG+
32 .
System Derived 1.000
1.0 D + 1.0. CG + 0.7 <E + 0.7 EG -Il:
D + CG +. <E +. EG+
33
System Derived 1.000
0.6b + 0.6 CG + 0.7 E>:+ 0.7 EG -
D + CG + D-+ EG;
34
System Derived 1.000.
0+6 D + 0.6 CG•+ 0.7 <E + 0.7 EG - .
D'+ CG.+ <E+ EG-
1
Diagonal Bracing Member Design Summa : Roof A
Mem.
Bracing
'Length
Angle
Design
Seismic
Stress'
Stress
Governing" ,'
Design
Comment .
No.
Shape
(11),
flan e.weld O web direct shear OK web punching shear OK, tensile fracture of web OK, >> PASSED.
Axial k
Factor .
_
Factor
Ratio
Load Case
'Status
1
:R 0.375
33.65
47.4
' -1.40
1.00001'
1.0000
0.548
0.6D+0.6CU+0:6<W4 '
passed
2
R0.375
33.65
47.4
-1.40.
1.0000
1,0000
:0.548•
0.6D+0.6CU+0.6W4>
assed.
••
Mem.
End
Diagonal Connection Design Information
1
Left
Slot: Web Thk _, 0:134; Load Case 0.6D+0.6CU+0.6<W4, Factored F = 1.40, E factor =1.000, stress increase = 1.000; slot offset_ ", = 3.000, web-'
weld, OK,
flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED..
Right
Slot: Web 0.164, Load.Case O.6D+0.6CU+0.6<W4, Factored F =.1.40, E factor =1.000, stress increase= 1.000, slot.offset , =,3.000, web-. .
flan e.weld O web direct shear OK web punching shear OK, tensile fracture of web OK, >> PASSED.
2'
Left
Slot: Web Thk = 0.164; Load Case 0.6D+0.6CU+0.6W4>, Factored F = 1.40, E factor= 1.000, stress increase =1.000; slot offset, = 3.00 0, web -
flange weld OK, web direct shear OK, web; punching shear OK, tensile fracture of web OK, » PASSED.,
Right'IS-t:lo
Web Thk.= 0:134, Load Case 0.6D+0.6CU+0.6W4>, Factored F = 1.40, E factor =1.000, stress increase=, 1.000, slot offset, = 3.000, web -
flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.
Bracing
Length
' Design
Seismic
Stress
Stress
Load
Design
, ' 'Left
Right .
Sha
ft
Axial k
Factor '
Factor
Ratio
Case,
Status
End Conn
End Conn .
Left KBD 2L 3.00.00.1188:6.375
5.09
. 0:34
2.5000
1,0000
0.079
1-..OD+I.00G+0.7E>+0
passed
(2) 3/4'A325.
(2) 3/4 A325
0.42.
Shear Stress Ratio
0.0204'
Governing Drift Case: I.0<E+l .OEG-
Stress Increase Used
.7EG+
.
Seismic Amplification Factor - 2.5000
H/0.57=376> 10 passed '
Ri ht KBD 2L 3.0z3.OxO.188-0.375
5.09
.. 0.31
• • 2.5000
'. 1,0000
6.074
' I,0D+0.7<E
pa ssed
2 3/4 A325
2 3/4 A325'
Knee'Brace Connection Design
Left KBDee/Colunin:
Factored F = 1.0k, E factor = 2.500, stress increase =.1.000, 0.375 x 4.000 S2 stiffener one side, S2 bending OK , 0.125 S2 to flange.
eM both sides, 3/16 KC gusset weld => passed -
3P 6x1/4z0.1345x8
ee/Beam:.KBC standard.connection 2 3/4 in. A325SC Bolt'shear OK => passed .
Right KBD
ee/Column: Factored F= 1.0, E•factor =2.500, stress:increase =•1 •.000;0.375 x 4.000 S2. stiffener one side; S2 bending OK, 0:125 S2 to flange
Axial Force
el'd both sides; 3/16 KC, gusset. weld=> Passed,
Lx = 24.00(ft) t.•
Knee/Beam: KBC standard connection 2 3/4 in. A325SC 'Bolt shear 'OK=> passed
Portal Brace Beam Design'
Design Size
3P 6x1/4z0.1345x8
Kx=1.0:
Combined Ratio 0.070'< 1.03:... ,.Design passedKy'-
1.0
Axial Force
0.24(k)`
Lx = 24.00(ft) t.•
Seismic Amplified Force ..
0.59 '
Ly = 16:80(ft)
Compressive Stress Ratio•
0.0180
'Lb = 16.80(ft)
Moment
7.18(in-k) _
CMx =1.0 '
Seismic Amplified Moment
. 17.95
CMy = 1.0
Bending Stress Ratio
0.0523
Bending coefficient (Cb) = 2.30
Shear
0.17
Column Connection: Flange Special':
Seismic Amplified Shear
0.42.
Shear Stress Ratio
0.0204'
Governing Drift Case: I.0<E+l .OEG-
Stress Increase Used
1.0000
Horizontal. Deflection = 0.57
Seismic Amplification Factor - 2.5000
H/0.57=376> 10 passed '
Load Case
1.OD+l .00G+0.7E>+0.7EG+ ;
Left Connection Design: :.
.FS (4) 3/4 A325T, F =.0.6 V =.0:4, E factor = 2.500 stress factor = 1.000; bolt shear & tension OK, local FS bending OK; haun ch,
web yielding OK, haunch web crippling OK => passed
Right Connection Design;
FS (4) 3/4 A325T, Factored F=.0.6Factored V = 0.4, E factor = 2.500
stress factor = 1.000, bolt shear & tension OK, local FS
bending OK haunch web yielding OK, haunch web crippling OK => passed
File: 16-626977-01
- Version: 2016.2a
Butler Manufacturing, a division
of BlueScope Buildings North America, Inc:
"
c
i .
Diagonal Bracing Member Desi n Summary: Sidewall 4.
Mem:
Bracing
Length.
Angle
Design
Seismic
Stress
Stress
Goyeming
Design
Comment' .
No.
Sha
ft
web -flange weld OY, web direct shear OK, web punching shear OK,'tensile fracture of web O » PASSED. .
Axial k
Factor -I
Factor
Ratio
Load Case
Status
.1
R 0.5. • '
28.56
' 33.6
-1.981.'
13000
1.0000
0.562
1.OD+I.00G+0.7E?
BurLER
Date: 12/5/2016
16=026977-01 Calculations Package
Time: 10:58 AM
Butler Mbnulaeturin0r
..
...
, . .. Page: 16 of 57,
SecondarySummary_ Report
'Loads and ,Codes -, Shape: Recycle Area •
'
City: Chico County: Butte State: ' . California
Country: United States
Building Code: California Building Standards Code - 2013 Edition. 'Structural: I OAISC
- ASD Rainfall: I: 3.30 inches per hour
Based on Building Code; 2012 lntemational Building
Code Cold Form: I2AISI - ASD ': fc: 3000.00 psi Concrete
Building Risk/Occupancy Category: II (Standard
Qccupancy Structure) ,'•
..
Dead and Collateral Loads
Roof Live Load "
Collateral Gravity:3.00 psf
Roof Covering + Second. Dead Load:. 2.21 psf, " :
Roof Live Load: 20.00 psf Reducible
Collateral Uplift: 0:00 psf m
Frame Weight (assumed for seismic):2.50 psf
Wind Load
Snow Load
. Seismic Load
Wind Speed: Vult: 110.00 (Vasd: 85.21) mph. •
Ground Snow Load: pg: 0.00 psf -
Lateral Force Resisting Systems using Equivalent Force
`..
Procedure
The'Envelope Procedure is Used
Flat Roof Snow: pf: 0.00 psf`
Mapped MCE Acceleration: Ss: 61.00 %g
Wind Exposure: C - Kz: 0.860
Design Snow (Sloped): ps: 0.00 psf
Mapped MCE Acceleration: ,S1: 27.00 %og
Parts Wind Exposure Factor. 0.860.
Rain Surcharge: 0.00,
Site.Class: Stiffsoil (D)
Wind Enclosure: Partially EnclosedExposure
Factor: 2Partially Exposed - Ce.' 1.00
Seismic Importance: Ie:- 1.000'
Topographic Factor. Kzt: 1.0000 ',
Snow. Importance: Is: 1.000:
Design Acceleration Parameter: Sds; 0.5335 • .. .,
"
Thermal Factor: Unheated - Ct: 1.20 '
-Design Acceleration Parameter. Shc : 0.3348. "
NOT Windbome Debris'Region
Ground./ Roof Conversion: 0.,70 • -
Seismic Design Category: D
" Base Eleyation: 0/0/0 ; :
Seismic Snow Load:'O.00 psf
- Primary Zone Strip.Wid6 2a:•6/0/0
:
• % Snow Used in Seismic: 0.00
:.. Parts / Portions Zone Strip Width: a: 3/0/0
r
Diaphragm Condition:' Flexible
Basic Wind Pressure: q: 22.63 psf '
Fundamental Period Height Used: 16/11/8
.
Transverse Direction Parameters
Ordinary, Steel Moment Frames
Redundancy Factor: Rho`. 1.30'.
Fundamental Period:.Ta: 0.2696
R Factor3 50
Overstrength Factor: Omega:2:50
Deflection Amplification' Factor. Cd: 3.00
Base Shear. V' 0 1524 x W .
Longitudinal Direction Parameters
`
Ordinary Steel Concentric Braced Frames '
„
Redundancy Factor: Rh"o:.1.36 .
Fundamental Period: Ta; 0:1671:
R-Factor: 3.25
Overstrength Factor: Omega: 2.50 ;
Deflection Amplification Factor: Cd; 3.25
•
.. . '
' B Shear: V: 0.1642 x•W
ase
File: 16-026977-01
Version: 2016.2a '
',
Butler Manufacturing, a'division,of BlueScope Buildings North-America, lnc: :
BUTLER Date: 12/5/2016
Butler Manufacturing 16-026977-01 Calculations Package Time:10:58 AM
Page: 17 of 57
Desion IAad rnmhinatians _ Purlin
No.
Origin
Factor
A lication
Description
1
System
1.000
1.0 D + 1.0 CG + 1.0 L
+ CG + L
2
System Derived
1.000
I.0D+I.0CG+0.6W1>+0.6WB1>
D + CIS + WI > + WB I >
3
System Derived
1.000
1.0D+I.0CG+0.6<W2+0.6WBI>
+CG+<W2+WB1>
4
System Derived
1.000
0.6D+.0.6CU+0.6W1>+0.6WB1>
+CU+WI>+WBI>
5
System Derived
1.000
0.6D+0.6'CU+0.6<W2+0.6WB1>
+CU+<W2+WBI>
6
SystemDerived
1.000
1.OD+I.0CG+0.75L+0.45W1>+0.45WB1>
D + CG + L + WI > + WB I >
7
System Derived
1.000
1.0D+I.0CG+0.75 L.+0.45<W2+0.45WB1>
+CG+L+<W2+WB1>'
8
System Derived
1.000
1.0D+I.0CG+0.6W1>+0.6<WBI
D +CG+WI>+<WBI
9
System Derived
1.000
1.0 D + 1.0 CG + 6.6 <W2 + 0.6 <WB 1
D + CG + <W2 + <W B I
10
System Derived
1.000
0.6D+0.6CU+0.6W1>'+0.6<WB1
D +CU+WI>+<WB1
11
System Derived
1.000
0.'6D+0.6CU+0.6<W2+0.6<WB1
+CU+<W2+<WB1
12
System Derived
1.000
1.0D+I.0CG+0.75L+0.45W1>+0.45<WBl
D + CG + L + W I > + <WBI
13
System Derived
1.000
1.0 D.+ 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB I
+ CG + L + <W2 + <WB 1
14
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WI > + 0.6 WB2>
D + CG + WI > + WB2>
15
System Derived
1.000 '
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2>+
CG + <W2 + WB2>
16
System Derived
1.000
0.6D+0.6CU+0.6W1>+0.6WB2>.
+CU+WI>+WB2>
17
System Derived
1.000
6.6 D + 0.6 CU + 0.6 <W2 +;0.6 WB2>
D + CU + <W2 + WB2>'
18
System Derived
1.000
1.OD+KOCG+0.75L+0.45 W1>+0:45WB2>
+CG+L+W1>+WB2> '
19
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2>
D +CG + L + <W2 +W B2>
.20
System Derived
1.000
1.0 D + 1.0 CG +'0.6 W 1 > + 0.6 <WB7' ,
D + CG + W l> + <WB2
21
System Derived
1.000
1.0 D'+ 1.0 CG + 0.6 <W2 +;0.6 <WB2'
D + CG,+ <W2 + <WB2
22
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W 15 + 0.6 <WB2
+ CU + W l > + <W B2
23
System Derived
1.000
0.6 D + 0.6 CU .+ 0.6 <W2 + 0:6 <WB2
b + CU + <W2 + <WB2
24
System Derived
1.000
I.0D+I.0CG+0.75L+0.45WI>'+0.45<WB2
D +CG+L+.WI>+<WB2
25
System Derived
1.000
I.O D + I.00G.+ 0.75 L + 0:45 <W2 + 0.45 <WB2.
D + CG + L + <W2 + -,WB2
26
System Derived
1.000
1.0D+I.0CG+0.6WP- +0.6WB3>.
+CG+WI>+WB3>
27
System Derived
1.000
1.0 D +'1.0 CG + 0.6 <W2 + 0.6 WB3>
+CG + <W2 + WB3>
28
System Derived
1.000
0.6D+0.6CU+0.6W1>+0:6WB3>
+CU+WI>+WB3>
29
System Derived
1.000
0.6 D+ 0.6 CU + 0.6 <W2 +:0.6 WB3>
D +CU + <W2 + WB3>
30
System Derived
1.006
1.0D+'1.0CG+0.75L.+0.45W1>+0:45WB3>
D +CG+L+W1>+WB3>
31
System Derived
1.000
1.0'D'+ 1.0 CG + 0:75 L +0.45 <W2 +0.45 WB3>
+ CG +. L + <W2 +. W B3>
32
System Derived
1.000
1.0.D+1.0CG+0.6W1>+0.6<WB3.
D +CG+W1>+<WB3
33
System Derived
1.000,
1.0 D+ 1.0 CG + 0.6.<W2 + 0.6 <WB3
D + CG + <W2 + <WB3
34
System Derived
1.000
0.6D+0.6CU'+0.6W1>+0.6<WB3
+CU+W1>+<WB3
35
System Derived
1.000
0.6D+ 0.6 CU + 0.6 <W2 + 0.6 <WB3
D + CU + <W2 + <WB3
36
System Derived
1.000
1.0D+1.0CG+0.75L+0.45W1>40.45<WB3
D +.CG+L+WI>+<WB3
37
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 •
+ CG + L + <W2 + <WB3 ,
38
System Derived
1.000
1.0 D + I.O CG + 0.6*W 1> + 0.6 WB4>,
D + CG + WI > + WB4>
39
System Derived
1.000
1.0 D +-1.0 CG + 0.6 <W2 + 0.6 WB4>
+ CG +. <W2+ WB4>
40
System Derived
1.000
0.6 D.+ 0.6 CU + 0.6 WI > + 0.6 WB4>
D + CU + WI > + WB4>
41
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 +.0.6 WB4>
+ CU + <W2 + WB4>
42
System Derived
1.000'
1.0D+'I*.6CG+0.75L+•0.45WI>+0.45WB4>
D + CG+ L + W I > + WB4>
43
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L:+ 0.45 <W2 + 0.45 WB45
D +CG + L + <W2 + WB4> '
44
System Derived
1.000
1.0 D.+, 1.0 CG + 0.6 WI 5 + 0.`6 <WB4
D + CG + W 1 > + <WB4.
45
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2, +.0.6 <WB4
D + CG + <W2 + <WB4
46
System Derived
1.000 .0.6
D + 0.6 CU + 0.6 W 1 > + 0.6 <WB4
D + CU + W 1 > + <WB4 .
47
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 + 0:6 <WB4
D + CU + <W2 + <WB4
48
System Derived
1.000
1.O.D+I.00G+0.75L+0.45WI>+0.45<WB4-. -
+CG+L+WI>+<WB4
49
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 eW2 + 0.45 <WB4
+ CG + L + <W2 + <WB4
50
System Derived
1.000 .1.0
D + 1.0 CG.+ 0.7 EB> + 0.7 EG+
+ CG + EB> + EG+ .
51
System Derived
1.000
0:6 D + 0.6 CU + 0.7 EB> +:0.7 EG -
D + CU + EB> + EG -
52
System Derived
1.000
1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+
D + CG + <EB + EG+
53
System Derived .
1.000
.6 D + 0.6. CU + 0.7 <EB.+ 0.7.EG - .
D + CU + <EB + EG-
M -ion I Arid Cnmhinatinim _ Mi4 - - -
No.
Origin
I Factor
Application
Description
1
2
System
System
1.000
1.000
0.6W]>,
.6 <W2I<W2
I>
'
Deflectinn road ('nmhinatinns _ Purlin -
No.
Ori in
Factor
'Deflection Apolication ;
Description
1
System
1.000
150 1.0 L
2
System
1.000
.180 0.42W]>
1>'
3
System
1.000
180 0.42 <W2
W2 "
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings, North America, Inc: '
No. Origin Factor Deflection Application Description
1 System 1.000 90 0.42 W1> l>
2 System 1.000 90 0.42 <W2 kW2
dL
-Dimension Key . " .. •' —
N.
2 .6^
y
File: 16-026977-01
Version:' 2016.2a
Butler .Manufacturing, a division of BlueScope Buildings North America; Inc^
.J
Lerr
. 'Description . Fy(ksi) .
Design
'
surcER
_
Date: 12/5/2016
%
'
16-026977=01 Calculations Package
Time: 10:58 AM
Lap %
eut,e,Menu,u„,� •
%
%
Ld
% .
%'
' Page: 21 of 57
'. %
Wall: 3
.Lap
Id
ft
'Status
. in.
Bnd
Shr
Curb
Wcp
Cs
in. 'Bnd
Shr
Cmb
We
Cs
Bnd
Shr,
Cmb
WcD
Cs
in:
. l,l
25.00
8:50x0.073 Z Sim -60.0
Yes
'0.0
1.01
0.00
0.00
0.00
1
2' 1
25.00
8.50x0.113 Z Sim =60.0
Yes
0.0
NBBMC-Nbsohry
0.91
0.06
0.00
0.00
:1 •
”
+
, IW3BO
—•
-'.
Dimension Key_
Maximuin. Seconds Designs os for Sha De Rec c1e Area on Side 3
Des
Lerr
. 'Description . Fy(ksi) .
Design
'Detail
,Lap
.' :' •• • : -Exterior ' Interior, :
Exterior
• °lo.
%
%
%
I
Ld
Lap %
1.%
%
%
Ld
% .
%'
%
'. %
Ld
.Lap
Id
ft
'Status
. in.
Bnd
Shr
Curb
Wcp
Cs
in. 'Bnd
Shr
Cmb
We
Cs
Bnd
Shr,
Cmb
WcD
Cs
in:
. l,l
25.00
8:50x0.073 Z Sim -60.0
Yes
'0.0
1.01
0.00
0.00
0.00
1
2' 1
25.00
8.50x0.113 Z Sim =60.0
Yes
0.0
0.91
0.06
0.00
0.00
:1 •
”
Maximum Seconds Deflections for Sha Rec cle Area on Side 3
Desi Id Segment '• • Deflection in. . • Ratio ' ' .I.-Location(ft) -Load Case Description
1 :1 1.08. . (L/277) ..12.50 1 0.42W1>,
2 1 .. :' '1.06 L/283 12:50 1 r 0.42W1>
,
File: 16-026977-61 F Version,'2016 2a
p . Butler Manufacturing, a division of BlueScope Buildings. North'America, Inc.
Maximum Secondaryy Deflections for Shape. Reccle Area on Side 4
Design, Id •'
Len
"
Description ' Fy(ksi) '
Design
Detail
Lap
Exterior . :"' .
Interior •
Exterior
oda
..%
oda
%
Ld
Lap
°(o
%
%
%'
Ld
-%*
%
%'
• %•
Ld
Lap
• 59.38.
ft
.0.42W1> ". .
Status
in: •
Bnd
.Shr'
Cmb
We
"Cs
in.
Bnd'
'Shr,
Cmb
We
Cs
Bnd
Shr
Cmb
We'
Cs'
irr.
rd
23.00:
8.50z0.060'ZCon10.0
Yes
"10.5.
0.60
0.00
0.42
0.00
:1
0:31
0.16
0.35
0.00,
1
10.5
24.00
8.50x0.060 Z Con -60.0'
. Yes
.'10.5
0.31'
0.14
0.34'
0.00
1
.10.5
0.60
0.25
0.54
0.00
•2.
0.30.'
0.14.
0.33
0.0.023.00
8.50x0.060 Z Con -60.0
Yes'
10.5
0.30
0.1.6
0.34
0.00
1
10.5
0.57
0.00
0.40
0.00"
. 1,23.00
8.50x0.060 Z Con -60.0
Yes,
• 103
0.77"
0.00
0.54
0.00
l
6.40
0.21
0.45
0.00
1 '
.10.5
2,2
24.00
'8.50z0.060'Z.Con -60.0
Yes •
10.5.
0.40
0:19:
0:44'
0.00
1
10.5
0.78
0.32
0:69
0.00
:2
0.39
0.18
0.43
0.00
•1
10:5.
2,3
23.60
8.50x0.060 Z Con -60.0
Yes
..'10.5 .
0.39
0.21
0.44
0.00'
. l .
.10.5
0.73
0.00,
:0.51
.0.00
1 '
. ,
', ` "
Maximum Secondaryy Deflections for Shape. Reccle Area on Side 4
Design, Id •'
", Segment-,
Deflection in.:
'Ratio".. '
: Location ft
L'oadCase
Description
1 .
1.
0:42.
(L/649•)•
10.00
1
- .. .0.42W1>
1
2
0.09• '
( L/3336) .
35.38.
l ..
0.42W1
1
3
0.38
(•L/692)
• 59.38.
1
.0.42W1> ". .
.2
" 1
0.54. '
, 1
10.00
l
0.42W1>. '
2
2
0:11':
( L/2577)
35:38
1
0.42W1>
2
3
0.49
0535
59.38.
1
0.42W1>.
Detail Exterior. Interior Exterior •
Des Len Description-Fy(ksi) Design Lap % % %. %. Ld' Lap ;% % % :% Ld % % %W Ld Lap
Id ft ' Status in. Bnd Shr Cmb We Cs in. Bnd Shr .Cmb We Cs Bnd Shr: Cmb We Cs in.
1,1 23.00 8.50x0.073 Z Con 60.0 . Yes 34:5 0.92' 0.00 0.64 0:00 4 0.62 0.27 0.84 0.84 7 34.5
1,2 24.00 8.50x0.060ZCon-60.0 Yes 16.5 0.62 0.24 0.84 0.84 7 16.5 0.88 0.56 6.87 0.00 7 0.65 0.27 0.89 0.91 7 16.5
113 23.00 8.50x0.068ZCon-60.0. Yes 34.5 0.65 '0.30' 0.89 0.91 7' 34.5 1.02 0.46 .0.94 0.00 7
2,1 23.00 8.50x0.079 EZ Sim -60.0 Yes. 0.0 0.67 0.00 •0.78 0.00 AO
2,2 24.00 8.50x0.079 EZ Sim -60.0 Yes' 0.0' 0.98 0.00 0.00 0.06 4'
2,3 23.00 EZ Sim -00.0 Yes 0.0 0.64 0.00 0.75 0.00 46
31
23.00
.8.50x0.079
8.50x0:060 EZ Sim -60.0
Yes
0.0
d l .
0.73:.
( L/369) ;
10.00
2
0.42W 1> .. .
0.37
0.00
0:49
0.00.
19
LOL
1 : 3
6:72 '
( L/366)
59.38 •'
2.
.. , 0.42W1>
2 1
3,2
24.00
8.50x0:060 EZ Sim -60.0
Yes,
0.42W1>
'2 2
0.94
( L/307) . ;
35.00
2
0.42W 1>
2 3 ..
0.56
( L/471) •
58.00
2
0.42W1>
3 1
0.37
(Ln34)
12.00
2
0.42W1>-
3 .2
0.48
( L/604 ).
35.00.
2
0.42W 15
3 .. 3
0.33. ..
L/788
58.00 • :.
.' • 2. ..
. .0.42W.1> -
Maximum
Seconda Deflections for Shape Recycle Area on Side A
0.0
0.42
0.00
0:65
0.00
49
3 3
23..00
•8.50x0.060 EZ Sim -60.0
Yes ,
0.0
0.35:
0.00
0.47
0:00
25
..
Detail Exterior. Interior Exterior •
Des Len Description-Fy(ksi) Design Lap % % %. %. Ld' Lap ;% % % :% Ld % % %W Ld Lap
Id ft ' Status in. Bnd Shr Cmb We Cs in. Bnd Shr .Cmb We Cs Bnd Shr: Cmb We Cs in.
1,1 23.00 8.50x0.073 Z Con 60.0 . Yes 34:5 0.92' 0.00 0.64 0:00 4 0.62 0.27 0.84 0.84 7 34.5
1,2 24.00 8.50x0.060ZCon-60.0 Yes 16.5 0.62 0.24 0.84 0.84 7 16.5 0.88 0.56 6.87 0.00 7 0.65 0.27 0.89 0.91 7 16.5
113 23.00 8.50x0.068ZCon-60.0. Yes 34.5 0.65 '0.30' 0.89 0.91 7' 34.5 1.02 0.46 .0.94 0.00 7
2,1 23.00 8.50x0.079 EZ Sim -60.0 Yes. 0.0 0.67 0.00 •0.78 0.00 AO
2,2 24.00 8.50x0.079 EZ Sim -60.0 Yes' 0.0' 0.98 0.00 0.00 0.06 4'
2,3 23.00 EZ Sim -00.0 Yes 0.0 0.64 0.00 0.75 0.00 46
31
23.00
.8.50x0.079
8.50x0:060 EZ Sim -60.0
Yes
0.0
d l .
0.73:.
( L/369) ;
10.00
2
0.42W 1> .. .
0.37
0.00
0:49
0.00.
19
LOL
1 : 3
6:72 '
( L/366)
59.38 •'
2.
.. , 0.42W1>
2 1
3,2
24.00
8.50x0:060 EZ Sim -60.0
Yes,
0.42W1>
'2 2
0.94
( L/307) . ;
35.00
2
0.42W 1>
2 3 ..
0.56
( L/471) •
58.00
2
0.42W1>
3 1
0.37
(Ln34)
12.00
2
0.42W1>-
3 .2
0.48
( L/604 ).
35.00.
2
0.42W 15
3 .. 3
0.33. ..
L/788
58.00 • :.
.' • 2. ..
. .0.42W.1> -
Maximum
Seconda Deflections for Shape Recycle Area on Side A
Design Id Se meet '
Deflection in..
Ratio
Location ft
Load Case
Description -
d l .
0.73:.
( L/369) ;
10.00
2
0.42W 1> .. .
12 .
'-0.16 '
( L/1797 ).
34.88
1
LOL
1 : 3
6:72 '
( L/366)
59.38 •'
2.
.. , 0.42W1>
2 1
0.62
( L/437)
11.50,.
2
0.42W1>
'2 2
0.94
( L/307) . ;
35.00
2
0.42W 1>
2 3 ..
0.56
( L/471) •
58.00
2
0.42W1>
3 1
0.37
(Ln34)
12.00
2
0.42W1>-
3 .2
0.48
( L/604 ).
35.00.
2
0.42W 15
3 .. 3
0.33. ..
L/788
58.00 • :.
.' • 2. ..
. .0.42W.1> -
aur�ER Date: 12/5/2016
Butler Maaufaelarliq 16-026977-01 Calculations Package Time; loos AM
...-...._...,._.�.... Page: 24 of 57
Pnrlin Anrhnra- Fnrnae Mr Ch- Dnrvrin Arno Dnnf A D...al T.r..e �:e DDT M-1. - _1 MA.11 AD".. :r -....1A CD!`a
Bay
'Thickness
Load(psl)
Ld Case
# Puilms
Length
Simple?
Diaphragm'
Allowable Defl
Actual DeFl
Diaphragm
Diaphragm
Frm-Line
. Lin k
Anchor
.
Width
STD.
Stiffness
1
0.073
-15.90
1 '
5
23.00
N
25:09
0.767
0.055
2
0.060
-15.90
l
5
24.00
N
25.09
0.800
0.055
3
0.068
15.90
1
5
23.00
N
25.09.
0.767.
0.052
'Reference
Located @
Force per Anch.
'Force per
Arich. Allow
,Req'd AR'Actual*
Required
' Available .
Diaphragm
Diaphragm
Diaphragm
Frm-Line
. Lin k
Anchor
.
'Anchors
STD.
Stiffness
Stiffness
Allow
Shr
Stress Ratio
1(0.00) •
Frame
0.04U
O.OIU (k)
0.16 '
0
'0,0
0.208
2.220
0.086
' 0.001
0.016
2(23.00)
Frame
0.04D
0.01D (k)
0.27
0
0,0
0.184
4.892
0.086
0.002
0.019
3(47.00)
Frame
0.07D
0.'016 (k)
0:25
0,
A0.
0.341
4.377
0.686
0.002
0.019
4(70.00)
Frame .
0.01U.
O.00U k
.0.14
0
0,0
0.029
1.853.
0.086
0.000
0.002
-
B[/TLER
Date: 12/5/2016
ti 16-026977,' 01 Calculations Package Time: 10:58 AM
eirtte, Men�„�; „
....d ....w.
'
= Page: 25 of 57
Framin>;=Summary_Report-
Loads and Codes - Shepe:'RecycleArea ,
City: Chico County: Butte 'State: California
Country: United States '
Building Code: California Building Standards Code - 2013 Edition Structural: 10A1SC
= ASD , Rainfall: 1: 3.30 inches per hour
- Based on Building Code: 2012 International Building Code Cold Form: 12A1S1
- ASD, fc: 3000.00_ psi Concrete
Building Risk/Occupancy Category: 11 (Standard Occupancy Structure)
, . • 5 . '
Dead and Collateral Loads+� 'A
Roof Live Load y ,
Colla(eral Graviry:3.00 psf' Roof Covering + Second. Dead Load' 2.21 psf
Roof Live Load: 20.00 psf Reducible
, . ' Collateral Uplift: 0.00 psf .. FrarneWei ht assumed for seismic2.50
p p g ) psf . .
Wind Load Snow Load
Seismic Load '
Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf i
Lateral Force Resisting Systems using Equivalent •
Force Procedure
_. The'Envelope Procedure' is Used Flat Roof Snow: pf. 0.00 psf
Mapped MCE Acceleration: Ss: 61.00 %g'
Wind Exposure: C•- Kz: 0.860 ' . Design Snow (Sloped): ps: 0.00 psf
Mapped MCE Acceleration: Sl: 27.00 %g
_ Parts, Wind Exposure Factor: 0.860 Rain Surcharge: 0.00 '
Site Class: Stiff soil (D) ,
Wind Enclosure: Partially Enclosed Exposure'Factor: 2 Partially Exposed - Ce: 1.00' r
Seismic Importance: le: 1.000 }
Topographic Factor: Kzt: 1.0000 Snow Importance: Is: •1.000'
Design Acceleration Parameter. Sds: 0.5335 .. �.
Thermal Factor: Unheated, Ct: 1.20 ;' .
Design Acceleration Parameter: Shc : 0.3348
NOT Windbome Debris Region Ground / Roof Conversion: 0.70
Seismic Design Category: D
Base Elevation: 0/0/0 ”, ' ' e ' "
Seismic Snow Load: 0.00 psf
Primary Zone Strip Width: 2a: 6/0/0' '
%Snow Used in Seismic: 0.00
, Parts / Portions Zone Strip Width; a: 3/0/0
Diaphragm Condition: Flexible ,
•
Basic Wind Pressure: q: 22.63 psf n '
Fundamental Period height Used: 1&11/8
• +
:Transverse Direction Parameters ,.r ••
.• '
Ordinary Steel Moment frames
Redundancy Factor: Rho: 1.30
i a
Fundamental Period: Ta: 0.2696"'
'
R -Factor: 3.50
Oyerstrength Factor: Omega: 2.50.
• ;
Deflection Amplification Factor Cd: 3.00 "
Base Shear V: 0.1524 x W ' ••
Longitudinal Direction Parameters .
'
Ordinary Steel Concentric Braced Frames
t
'Redundancy Factor. Rha 130
- ,
• "
Fundamental Period: Ta: 0.1671 ••
}
R -Factor: 3.25.
Overstrength Factor: Omega: 2.50
Deflection Amplification Factor: Cd: 125
Base Shear: V: 0.1642 x W
I t
. Deflection Conditions
Frames are'vertically supportirig:Metal Roof Purlins and Panels '
Frames are laterally supporting:Metal Wall Girts and Panels
Purlins are supporting
Pu ,
:Metal Roof Panels
Girts are supporting:Metal Wall Panels
File: 16-026977-01
Version:'2016.2a- '
' Butler Manufacturing, a division of BlueScope Buildings North America, Inc: ;
-
Date: 12/5/2016
Butler ManufaMurind 16-026977-01 Calculations Package Time:10:58 AM
Page: 27 of 57
Frame Location Desi n Parameters:
Location' Av : Ba Space
Description. An le Group Trib. Override Design Status
0/6/0. 11/9/0 cle.Area Ri id Endwall #I EW 1. 90.0000 Stress Check
Design Load Combinations - Framing
No..
Origin
Factor Application
Description
1 .
System
1.000 ' 1.0 D + 1.0 CG + 1.01>
D + CG '+ L>
2,
System
1.000 1.0 D + 1.0 CG +'1.0 <L
+ CG + <L
3.
System
1.000 1.0D+1.0CG+0.6.W1>
D+CG+WI>
4
System
1.000 1.0 D + 1.0 CG + 0.6 <W 1
D + CG + <W
5
System
1.000 1.0 D + 1.0 CG + 0.6 W2>
+ CG + W2>
6
System
1.000 1.0 D + 1.0 CG +0.6 <W2
D + CG + <W2
7
System
1.060 1.0 D + 1.0 CG + 0.6 WPL
+ CG + WPL
8
System
1.000 1.0 D + 1.0 CG + 0.6 WPR.
D + CO + WPR
9
System
1.000 0,6 MW
MW -Wall -
10
System
1.000 0.6 MW .
MW - Wall: 2
11
System .
1.000 0.6 MW
MW - Wall: 3
12
-System
1.000 0.6 MW
MW - Wall: 4
13
System
1.000 0.6 D + 0.6 CU + 0.6 WI >
D+CU+WI>
14
System
1'_000 0.6 D +'0.6 CU + 0.6 <W 1
D +CU + <W 1
15
System
1.000 0.6D+0.6CU+0.6W2>'.
D+CU+W2>
16
System
1.000, 0.6D+0.6CU+0.6<W2
D+'CU+<W2
17
System
1.000 0.6 D + 0.6CU + 0.6 WPL
D + CU + WPL
18
System
1.000 0.6 D + 0.6 CU + 0.6 WPR
D + CU + WPR
19
System
1.000 1.0D+I.0CG+0.75L+0.45WI'>
D+CG+L+WI>
20
System .
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1
D + CG + L + <W l
21 '.
System
1.000 1.0D+1.O.CG+0.75L+0.45W2>- '
D+CG+L+W2>
22
System
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W21 .
D + CG + L + <W2
23
System
1.000 1.0 D + 1.0 CG + 0.75 L'+ 0.45 WPL
D + CG + L + WPL
24
System
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR
D + CG + L + WPR
25
System
1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+
D + CG + Fj + EG+
26
System
1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ _'
D + CG +<E + EG+
27
System
1.000'0.6D+0.6CU+0.91E>+0.7EG-
D +CU+E>+EG-
28
System
1.000 0.6 D +,0.6 CU + 0.91 <E + 0.7 EG -
D + CU + <E + EG -
29
Special
1.000 1.0D+LO'CG+1.75E>+OJ EG+•
+CG+Fj+EG+:
30
Special
1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ _
+ CG + <E + EG+
31
Special
1.000 0.6D+0.6.CU+1,35E>+0.7EG-.
D+CU+E>+EG-
32
Speciale
1.000 0.6D+0.6CU+1.75<E+0.7EG-
D+CU+"<E+EG-
33
OMF Connection
1.600 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+
D + CG:F Fj + EG+ .
34
OMF Connection
1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+
D + CG + <E + EG+'
35
OMF Connection
1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG -
D + CU + E> + EG -
36
OMF Connection
1.000, 0.6D+0.6CU.+2.45<E+0.7.EG7'
+.CU+<E+EG-
Frame Member Sizes
Mem. ",
. Fig Width
Fig Thk.
Web Thk
Depthl
Depth2
'Length .
Weight
Fig Fy
Web Fy .
Splice
Codes
Shape
No.
in.
in.
in..
(in.).
in.(11)"
•
(p)
(ksi
ksi
Jt.l•
A.2
1
5.00
0.1345
0.1345
12.00'
12.00
15.24
163.7.
55.00
55.00 "
BP.
KN
3P:
2
5.00
0:1345
0.1345
9.00
9.00
11.83
110.5
; 55.00.
55.00
KN
SS
3P
3
5.00
0.1345
0:1644.
9.00
16.00
11.82
129.6
55.00
55.00
SS
KN
3P.
4.
5.00
0.1875
0.1345
16.00
16.00.
17:23
259.2.
55.00
.55.00
BP
KN
3P
Total Frame Weight = 663.0. (p) (includes all plates)
Boundary Condition Summary
` Member X -Loc Y -Loc Supp. X, Supp. Y. Moment.. Displacement X(in.) Displacement Y in. Displacement ZZ rad.
1 0/0/0 0/0/0. Yes Yes No 0/0/0 0/0/0 0.0000
4 25/0/0 0/0/0 Yes Yes - No 0/0/0 0/0/0 0.0000
File: 16-026977-01 Version: 2016:2a
Butler Manufacturing, a division ofBlueScope Buildings. North America, Inc: '
BUTLER Date: 12/5/2016
eutwrM;ntitsa�,lr%i, 16-026977-01 Calculations Package Time: 10:58 AM
Page: 28 of 57
Values shown are resisting forces of the foundation.
r. Base Connection Design is Based on 3000.00 (psi) Concrete
Reactions - Unfactored Load Type at Frame Cross Section: l
Type
X -Loc
Grid -Grid2
Base.Plate W x L (in.)
Base Plate Thickness (in:).
Anchor Rod Qty/Diam.(in:)
Column Base El v.
Exterior Column Exterior Column
0/0/0 25/0/0
1-B 1-A
8 X 13 8 X 17
0.375 0:375
4-0.750 4.0.750.. .
1001-011. 100'-0" ,
Ha left
Load T
Desc.
Hx -
V . Hx
V
Hiz,Out,
D'
Frm
0.08
0.58 . '-0.08
' 0.68 "
Mom cw
CG
Fri
0.08
0.44 -0.08
0.44 '
(-Hx)
L>
Frm
0.49
2.66 -0.49
2.70
(Hz)
<L
Frm
0.49
2.66 -0.49
2.70
.
W I>
Frm
-0.38
-3.99 1.46 ''
-5.41 -
k ..
<W l
Frm
2.20
1.50 2.18 ' `
5.10
k
W2>
Frm
3.10
2.47 1.15
0.39
-
<W2
Frm.
.-0.52
0.01 -0.37-,
0.70
1.81
WPL
Frm
2.51..
-1.34 2.33-5.27
WPR
Frrn
2.35
-2.55. .2.72.
x.85
MW
Frm
25/0/0
T -A'
'.1.05 ' .
MW
Frm
0.78
1.36 2.61
-1.36
MW ..
Frm'
18
3:83.
'1 .
MW
Frm
-2.10
-1.19 -1.09'
1.19
CU
Frm .
L
Frim
0.49
2.66 -0.49
2.70
Fa
Frm
-0:43
-0.31 -0.26
0,29.
EG+
Frm
0.02
0.12 402
0.12
<E
Frm
0.43
0.31 0.26
-0.29
_
EG-
Frin -
-0.02
-0.12 0:02
• -0.12
Maximum Combined Reactions Summary With Factored' Loads - Frarniug. -
Note: All reactions are based on l st order structural analysis.
X -Loc
. Grid'
Ha left
Load
Hrz Right
Load
I Hrz In.
Load
Hiz,Out,
Load
Uplift
Load
VrtDown
Load
Mom cw
Loadi
om ccw
Load
(-Hx)
Case
(Hx)
Case
' (-Hz)
Case
(Hz)
Case
(-Vy)
Case
(Vy)
Case
(-Mzz}
Case
(Mzz) •
Case
k ..
kj
k
k
(k)* .
k
in -k
in -k)'.,
• 0/0/0
l -B ';
1.81
15
1'.67
7
=
2.04
13 •
3.68
1
25/0/0
T -A'
'.1.05 ' .
21
1.58,
18.
3.70 ,
18
3:83.
'1 .
6 1
BfJTLER
Date: 12/5/2016
Butler Manufacturinp16-026977-01 Calculations Package Time: 10:58 AM
�...._...,....._... Page: 29 of 57
Base Plate Summary
Base Connection Design is Based on 3000.00 (psi) Concrete
Plate Fy = 55.00 ksi
Grade A36 Anchor Rods used to determine quantity and diameter
Gnoe.. k nitrh emneiarde are h -d nn Ar9_'31 R Ann.ndiv t) -;t-;. ;o f r rocr_;o_nlor." nrhn.. ]. IAA:.. =A *,4, -AN
X -Loc
Grid
Mem.
Thickness
Width
Length
Stiff.
Num. Of
Rod Diam:
Pitch
Gage
Hole
Welds to
Welds to
Axial
rame Shear
No.
in.
in.
in.
k
Rods
in.
in.
in.
T
Flan a
Web
0/0/0
1-B
1
0.375
8
13
No
4
0.750
5.0
5.0
Std
OS -0.1875
OS -0.1875
25/0/0
1-A
4
0.375
8
17
No
4
0.750
5.0
5.0
Std
OS -0.1875
OS -0.1875
Pinned Rsnse Plate Cnnnertinn 1 nndino
Maximum Shear Case
Maximum Tension Case
Maximum Cornp Case
Maximum Bracin A Case
X -Loc Shear
Axial
Load
Shear
Tension
Load
Shear
Comp
Load
Shear
Axial
rame Shear
Load
k
k
Case
k
k
Case
k
k
Case
k
k
k
Case
0/0/0 1.83
-1.13
15
0.18
-2.05
13
0.66
3.71
2
0.079
15
0.053
0
25/0/0 1.59
-3.65
18
1.59
-3.65
18
0.66
3.82
1
2
0.040
2
0
Rat. PIAL. CnnnPrtinn Ctr.noth Patine
X -Loc
Rod
Load
Rod
Load
Rod
Load
RodLoad
Thick.
Conc.
Load
" Plate
Load
Plate
Load
Flange
Load
Web
Load
in.
Shear
Case
Tension
Case
V + T
Case
Bendin
Case
I Bearin
Case
Tension
Case
Comp
Case
Weld
Case
Weld
Case
0/0/0
0.079
15
0.053
13
N/A
0
2.000
0
0.032
2
1
0.078
13
0.060
2
0.040
2
0.054
15
25/0/0
0.069
18
0.095
18
KN Face
0
6.00
0
0.025
1
1 0.138
18
0.047
1
0.042
1
0.075
18
Weh Ctiffen.r Cnm-
Mem.
Stiff.
Desc.
Loc.
Web Depth
h/t
a/h
a
Thick.
Width
Side
Welding
No.
No.ft
Gages In/Out
Confi uration Pitches Ist/2nd Configuration Pitches Ist/2nd
in.
No.
No.
in.
in.
in.
in.
Description
2
1
S9
1.00
8.773
65.23
N/A
N/A
0.1875
2.000
Both
SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250
4
1
S3
15.75
15.625
N/A
N/A
N/A
0.1875
2.000
1 Both
SP -BS -0.1875 W -BS -0.1250,F -OS -0. 1250
PWted Fnd_Pl.t. C.nnortinnc (Plot. Vo = QC nn 4ch
M. -..t Cnnn.rt;.n
Outside Flange
Required Strength
Design
End -Plate Dimensions
Bolt
Outside Flange Inside Flange
Mem.
1t.
Type
Thick.
Width
Length
Diam.
Spec/Joint
Gages In/Out
Confi uration Pitches Ist/2nd Configuration Pitches Ist/2nd
No.
No.
No.
in.
in.
in.
in.
(in -k)
in.
ID
Desc. in. ID Desc. in.
1
2
KN(Top)
0.375
6.00
13.00
0.750
A325N/PT
3.00
11
Flush 2.50/2.50 11 Flush .2.50/2.50
2
1
KN(Top)
0.375
6.00
13.00
0.750
A325N/PT
3.00
11
Flush 2.50 11 Flush 2.50
3
2
KN(Face)
0.375
6.00
17.02
0.750
A325N/PT
3.00
11
Flush 10.63 12 Flush 2.00
4
2
KN Face
0.375
6.00
17.07
0.750
A325N/PT
3.00
1 11
Flush 10.63 12 Flush 2.00
M. -..t Cnnn.rt;.n
Outside Flange
Required Strength
Design
StrengthRatios •
Mem.
1t.
Ld
Axial
Shear
Moment
Bolt
Bolt
Plate
Shear
Shear
Bearing
Flange
Web
No.
No.
Cs
k
k)
(in -k)
Proc.
Tension
Shear
Bendin
Yieldin
Ru ture
Tearing
Weld
Weld
1
2
23
-2.4
0.1
139.6
AISC DG-16/Thin plate
0.378
0.002
0.613
0.000
0.000
0.003
0.516
0.516
2
1
23
-2.4
0.1
139.6
AISC DG-16/Thin plate
0.378
0.002
0.613
0.000
0.000
0.003
0.516
0.516
3
2
21
-0.9
2.8
190.7
AISC DG-16/Thin plate
0.397
0.057
0.645
0.000
0.000
0.092
0.516
0.631
.4
2
21
-0.9
2.8
190.71
AISC DG-16/Thin plate
0.397
0.057
0.645
0.000
0.000
0.092
0.516
0.631
Inside Flange
Required Strength
Design
Strength Ratios
Mem.
A.
Ld
Axial
Shear
Moment
Bolt
Bolt
Plate
Shear
Shear
Bearing
Flange
Web
No.
No..
Cs
k
k)
(in -k)
Proc.
Tension
Shear
Bendin
Yieldin
Rupture
Tearin
Weld
Weld
1
2
15
1.1
0.6
103.9
AISC DG-16/17hin plate
10.334
0.013
0.542
0.000
0.000
0.021
0.516
0.516
2
1
15
1.1
0.6
103.9
AISC DG-16/Thin plate
0.334
0.013
0.542
0.000
0.000
0.021
0.516
0.516
3
2
18
1.4
3.4
277.2
AISC DG-16/Thin plate
0.335
0.046
0.844
0.000
0.000
0.049
0.631
0.631
4
2
18
1.4
3.4
277.2
AISC DG-16/Thin plate
0.335
0.046
0.844
0.000
0.000
0.049
0.631
0.631
• Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit (Stress Limit = 1.03)
Flnno. Rrar. Q-
Member
From Member Joint 1
From Side Point 1
Part
Axial Load per FB k
Load Case D sign Note
l
12/6/0
12/6/0
GFB2050
0.222
23
2
1/10/11
22/6/8
GFB2037
0.213
23
3
2/7/4
10/0/0
GFB2050
0.119
23
3
7/7/4
5/0/0
GFB2063
0.149
18
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
' suresR Date: 12/5/2016
Butler Menufaatu.•..� . 16-026977-01 Calculations Package Time: 10:58 AM
Page: 30 of 57.
Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses'Der Member Locations are from Joint 1
Parameters Ilsvd fnrr Axiwl and FIP-ral n -ion - -
Mem.
Controlling Cases
R6quiredStren
Available Strength
Strength Ratios .
Ag
Afn •
Ixx
Axial
Sx
Axial
Shear
Mom -x
Mom- y
Axial
Shear
Mom -x
Mom -y
Axial
Qa
Mem.
Loc.
Depth
+
Shear
Pr
Vr
Mrx
Mry :
Pc
V
Mcx
Mcy
+
Shear
No.
ft
in.
Flexure
1.000
k.
k
in -k
in -k
k
k
in -k
in -k .
Flexure
10.91
1
12.50
12.00
23.
' 98.71
-2.4
1.00
-139.5
0.0
18.8
2
183.8
39.0
0.82
9.7
1
0.00.
12.00
2.80,
15
1.12
1.8
1.72
0.02
55.09
16.7
1:00
1.13'
0.67
0.11
2
0.47
9:00
23
33.4
0.1
0.67
-128:8
0.0.
83.1
1.12
169.5
39.0
.0:76
176.70
2
6.47
9.00
0.56
2
4
3.0
189.37
189.4
.189.4
20.9
0.94
. 159.97
3.91
0.15
3
10.39
16.00
18
244.37
1.4
1.00
277.2
0.0
129.7
1
319.7
39.0
0.87
3
10.39
16.00
base fixity..Therefore, these deflections maybe considerably overstated."
18
Frame Lateral Stiffness (K): 1.808 (Win)
3.4
Fundamental Period (calculated) (T): 0:506 (sec.)
File: 16-026977-01
'216
Butler Manufacturing, a division of BWeScope Buildings North America, Inc:
6.15-
4
15.78
" 16:00
18'
3.7
291.3
0.0
131.2
295.8
". 51.6
1.00
4
0.00
16.00
'10.
4.612.6
.0.12.
Parameters Ilsvd fnrr Axiwl and FIP-ral n -ion - -
Mem.
Loc.
Lx
Ly/Lt'
Lb
Ag
Afn •
Ixx
lyy
Sx
Sy
Zx
Zy '
. J
Cw
Cb
Rpg
Rpc
Qs
Qa
No.
ft
in:
in.
in..
in.2
in.2
in.4
in.4
in.3
in.3
in.3 •
in.3
in.4
in.6
4
System
1.000
1 ' ..
12.50
'175.15.
150.0
150.0
2.92
' 0.67
65.44:
2.80
10.91
.1112
12.61
1.73
0:02.
' 98.71
1.35
1.00
.1.15.
0.59
•0.76
2
0.47
255.35
9.7
9.7
2.52
0.67
33.89
2.80,
7.53
1.12
8.53
1.72
0.02
55.09
1.00
1:00
1.13'
0.67
1.00
3
10.39
255.35
• 33.4
33.4
3.93
0.67
.137.97
2.81
• 17.25
1.12
20.84
1.79
0.03
176.70
' 1.19
1.00
'1.16
0.56
1.00
4
15.78
189.37
189.4
.189.4
3.98
0.94
. 159.97
3.91
20.00
• 1:56
23.03
2.41:
' .0.03.
244.37
1.83.
1.00
1.05
0.80
-1.00
Deflection Load Combinations Framing
No..
Origin
Factor
DefH Defy
Application." ..
Description
I.
System
1.000
0 180
1.0 L . "
2
System
1.000
60 180
3.42 Wl>
1>
3
System
1.000
60 180
.42 <W 1
W 1
4
System
1.000
60 180
.42 W2>
2>
5
System
1.000
60 180
.42 <W2
W2
6
System
1'.000
60 . 180
.42 WPL
WPL
7
System .
1.000
60 180
.42 WPR
R
8
System .
1.000
10 0
l .0 E> + 1.0 EG-
E> + EG- '
9 .
System
1.000
10 0
1.0 <E + 1.0 EG
$ + EQ -
Controlling Frame Deflection Ratios for Cross Section:.l
" Description Ratio
Deflection in.
Member
Joint-
Load'Case
Load Case Description • -
Max. Horizontal Deflection ( H/177')
-1.012
1 '
2 .
7
WPR
Max. Vertical Deflection for Spar • 1 L/828
-0.325
3.
l .
1
L.
Negative horizontal,deflection is left '
e Negative: verticaldeflection is down
Lateral deflections of primary frames are calculated on a bare frame basis and do nol include resistance from systems such as roof and endwall diaphragms or partial
base fixity..Therefore, these deflections maybe considerably overstated."
"
Frame Lateral Stiffness (K): 1.808 (Win)
Fundamental Period (calculated) (T): 0:506 (sec.)
File: 16-026977-01
Version: 2016.2a
Butler Manufacturing, a division of BWeScope Buildings North America, Inc:
surcEs�
Date: 12/5/2016
16-026977-01 Calculations Package
Time: 10:58 AM
Butler Manufnatu,lliM
�...d...._.
.. "'
Page: 32 of 57
Frame Location Design Parameters:
Location I Avg. Bay Space
I
Description
An le
Group
Trib. Override
Design Status
23/0/0
1 23/3/0
Kecycle Area Clearspan #1
90.0000
1
Stress Check
Desi n Load Combinations -
Framing
No.
Origin •
Factor
Application
Description
1
System
1.000
1.0 D + 1.0 CG + 1.0 L>
D + CG + L>
2
System
1.000
1.0 D + 1.0 CG + 1.0 <L
D + CG + <L
3
System
1.000
I.0D+I.0CG+0.6W1>
D+CG+WI>
4
System
1.000
1.0 D + 1.0 CG + 0.6 <W 1
D + CG + <W 1
5
System
1.000
1.0 D + 1.0 CG + 0.6 W2>
D + CG + W2>
6
System
1.000
1.0 D + 1.0 CG + 0.6 <W2
D + CG + <W2
7
System
1.000
1.0 D + 1.0 CG + 0.6 WPL
D + CG + WPL
8
System
1.000
1.0 D + 1.0 CG + 0.6 WPR
+ CG + WPR
9 "
System
1.000
0.6 MW
MW - Wall: 1
10
System
1.000
0.6 MW
MW - Wall: 2
1 I
System
1.000
0.6 MW
MW - Wall: 3
12
System
1.000
0.6 MW '
MW - Wall: 4
13
System
1.000
0.6D+0.6CU+0.6W1> ,'
+CU+WI>
14
System
1.000
0.6 D + 0.6 CU + 0.6 <Wl
D +CU+<Wl
15
System
1.000
0.6 D + 0.6 CU + 0.6 W2> ..
D + CU + W2>
16
System,
1.000
0.6 D + 0.6 CU + 0.6 <W2
D+CU+<W2
17
System
1.000
0.6 D + 0.6 CU + 0.6 WPL
+CU+WPL
18
System
1.000
0.6 D + 0.6 CU t 0.6 WPR
D+CU+WPR
19
System
1.000
I.0D+I.0CG+0.75L+6.45W1>.
D+CG+L+WI>
20
System,
1.000
1.0D+I.0CG+0.75L+0.45<W1
D+CG+L+<W1
21
System
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W2>
+ CG + L + W 2>
22
System
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2
D + CG + L + <W2
23
System
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL
+ CG + L + WPL
24
System
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45. WPR
D + CG + L + WPR
25
System
1.000
1.0 D + 1.0, CG + 0.91 E> + 0.7 EG+
D + CG + Fj + EG+
26
System
1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+
D + CG + <E + EG+
27
System
1.000
0.6 D + 0.6 CU + 0.91 E>+0.7EG-
D +CU+E>+EG-
28
System
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG -
D + CU + <E + EG -
29
Special
1.000
1:0 D + 1.0 CG + 1.75 E> + 0.7 EG+
+ CG + Fa + EG+
30
Special
1.000
1.0 D + 1.0 CG + 1.75 <E + 0.7 EG'+
D + CG + <E + EG+
31
Special
1.000
0.6 D + 0.6 CU + 1.75 E>, + 0.7 EG -
D + CU + E> + EG -
32
Special
1.000
0.6D+0.6CU+1.75<E+:0.7EG-
D. + CU + <E + EG -
33
OMF Connection
1.000
1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+
D+CG + E>+ EG+
34
OMF Connection
1.000
1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+
D +"CG + <E + EG+
35
OMF Connection
1.000
0.6D+0.6.CU+2.45E>+0.7EG-
D +CU+E>+EG-
".
36
OMF Connection
1.000
0.6D+0.6CU+2.45<E+0.7EG-D
+CU+<E+EG-
37
System'Derived
1.000
1',OD+I.0CG+0.6WPR+0.6WB1>
p+CG+WPR+WBI>
"
38
System"Derived
1.000
0.6D+0.6CU+0.6WPR+0.6WB1>
D+CU+WPR+WBI>
39
System Derived
1.000
I.OD+I.0CG+0.75L+0.45WPR +0.45WB1>
D + CG + L + WPR + WBI >
40
System Derived
1.000
1.0D+1.0CG+0.6WPR +0.6<WBI
+CG+WPR+<WBI
•
41
System Derived
1.000
0.6D+0.6CU+0.6WPR+0.6<WBl
D+CU+WPR +<WBl
.42
System Derived
1.000
1.0 D+ 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1'.
D + CG + L + WPR + <W131
43
System Derived
1.000
l.O D + 1.o CG + 0.6 WPR + 0:6 WB2> .
D + CG + WPR + WBI>,
44
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2>
D'+ CU + WPR + WB2>
45
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2>
+ CG + L + WPR + WB2>
46
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2
+ CG + WPR + <WB2
47
System Derived "
1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 <W132
+ CU + WPR + <WB2
48
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2
+ CG + L + WPR + <WB2
49
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>
D + CG + WPL + WB3>
50
System Derived
1.000
0.6P + 0.6 CU + 0.6 WPL + 0.6 WB3>
+ CU + WPL + WB3>
51
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L'+ 0.45, WPL + 0.45 WB3>
D + CG + L + WPL +.WB3>
52
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W]33
+ CG + WPL + <WB3
53
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL'+ 0.6 <W133
+ CU + WPL + <WB3
54
System Derived
.1.000
1.0 D + 1.0 CG + 0.75 L +0.45 WPL.+ 0.45,<W'133
+ CG +L + WPL + <WB3
55
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4>.
D + CG + WPL'+ WB4>
56
System Derived
1.000
0.6D+0.6CU+0.6WPL +0.6WB4>
D +CU.+WPL+WB4>
57
System Derived
1.000
1.0D+1.0CG+0.75L+0.45WPL +0.45WB4>
D +CG+L+WPL +WB4>'
58
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4
D + CG + WPL + <W134
59
System Derived
1,000
0.6 D "+ 0.6 CU + 0.6 WPL + 0.6 <WB4
+ CU + WPL + <W134
60
System Derived
1.000
Il.O D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4
D + CG + L + WPL + <WB4
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, lnc:
Bur�ER Date: 12/5/2016
ButlerM,n„ �,�; 16-026977-01 Calculations Package Time: 10:58 AM
_ Page: 33 of 57
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc:
61
System Derived
1.000
0.6 MWB
MWB -Wall: 1
62
System Derived
1.000
0.6 MWB
MWB - Wall: 2
63
System Derived
1.000
0.6 MWB
MWB - Wall: 3
64
System Derived
1.000
0.6 MWB
MWB - Wall: 4
65
System Derived
1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>
D + CG + E> + EG+ + EB>
66
System Derived
1.000
1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB>
D + CG + E> + EG+ + EB>
67
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E t 0.7 EG+ + 0.91 EB>.
D + CG + <E + EG+ + EB>
68
System Derived
1.000
1.0 D + 1.0 CG + 0.91 <E +. 0.7 EG+ + 0.273 EB>
+ CG + <E + EG+ + EB>
69 "
System Derived
1.000
0.6 D + 0.6 CU + 0.273 F> + 0.7 EG - + 0.91 EB>
D + CU .+ E> + EG- + EB>
70
System Derived
1.000
0.6D+0.6CU+0.91E>+0.7EG-+0.273EB>
D+CU+F>+EG- +EB>
71
System Derived
1.000
0.6 D + 0.6 CU + 0.273 <E + 0.7 EG - + 0.91 EB>.
D + CU + <E + EG- + EB>
72
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG - + 0.273 EB>
D + CU + <E + EG= + EB>.
73
Special
1.000
1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+
D + CG + EB> + EG+
74
Special
1.000
0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG -
D + CU + EB> + EG -
75
System Derived
1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB
D + CG + E> + EG+ + <EB
76
System Derived
1.000
1.0 D + 1.0 CG + 0.91 F> + 0.7 EG++ 0.273 <EB
D + CG + E> + EG++ <EB
77
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 <EB
D + CG + <E + EG++ <EB
78
System Derived
1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++.0.273 <EB
D + CG + <E + EG++ <EB
79
System Derived
1.000
0.6 D + 0.6 CU + 0.273 E> + 0.7 EG - + 0.91 <EB
D + CU + F> + EG- + <EB
80
System Derived
1.000
0.6 D + 0.6 CU + 0.91 F> + 0.7 EG - + 0.273 <EB
D + CU + E> + EG- + <EB
81
System Derived
1.000
0.6 D + 0.6 CU + 0.273 <E + 0.7 EG - + 0.91 <EB
D + CU + <E + EG- + <EB
82
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E+0.7EG-+,0.273<EB
D + CU + <E + EG- + <EB
83
Special
1.000
1.0 D + 1.0 CG + 1.75 <EB +0.7 EG+
D + CG + <EB + EG+
84
Special
1.000
0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG -
D + CU + <EB + EG -
85
System
1.000
1.0 D + 1.0 CG + 1.0 L>
+ CG + L> (Set 1)
86
System
1.000
1.0 D + 1.0 CG + 1.0 <L.
D + CG + <L (Set 1)
87
System
1.000
I.0D+I.0CG+0.6W1>
D+CG+WI>(Set 1)
88
System
1.000
1.0 D + 1.0 CG + 0.6 <W 1
D + CG + <W 1 (Set 1)
89
System
1.000
1.0 D + 1.0 CG + 0.6 W2>
D + CG + W2> (Set 1)
90
System
1.000
1.0 D + 1.0 CG + 0.6 <W2
D + CG + <W2 (Set 1)
91
System
1.000
1.0 D + 1.0 CG + 0.6 WPL
D + CG + WPL (Set 1)
92
System
1.000
1.0 D + 1.0 CG + 0.6 WPR
D + CG + WPR (Set 1)
93
System
1.000
0.6 MW
MW - Wall: 1 (Set 1)
94'
System
1.000
0.6 MW
MW - Wall: 2 (Set 1)
95
System
1.000
0.6 MW
MW - Wall: 3 (Set 1)
96
System
1.000
0.6 MW
MW - Wall: 4 (Set 1)
97
System
1.000
0.6D+0.6CU+0.6W1>
D + CU + WI > (Set 1)
98
System
1.000
0.6 D + 0.6 CU + 0.6 <W 1
D + CU + <W] (Set 1)
99
System
1.000
0.6 D + 0.6, CU + 0.6 W2>
D + CU + W2> (Set 1)
100
System
1.000
0.6 D + 0.6 CU + 0.6 <W2
D + CU + <W2 (Set 1)
101
System
1.000
0.6 D + 0.6 CU +.0.6 WPL
D + CU + WPL (Set l )
162
System
1.000
0.6 D + 0.6 CU + 0.6 WPR
D + CU + WPR (Set 1)
103
System
1.000
1.0 D + 1.0 CG + 0.75 L.+ 0.45 W, I >
D + CG + L + W I > (Set 1)
104
System
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W t
+ CG + L + eW 1 (Set l )
105
System
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W2>
D + CG +"L'+ W2> (Set 1)
106
System
1.000
1.0 D + 1.0 03 + 0.75 L +'0.45 <W2
+ CG + L + <W2 (Set l )
107
System
1..000
1.0 D + 1.0 CG + 0.75 L,+ 0.45 WPL •
+ CG + L + WPL (Set 1) "
108
System
1.006
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR
D + C.G + L + WPR (Set l )
109
System
1.000
1.0 D + 1.0 Cl +. 0.91 E> + 0.7 EG+
D + CG + F> + EG+ (Set 1)
110
System
1.000
1.0 D + 1.0. CG + 0.91 <E + 0.7 EG+
D + CG +" <E + EG+ (Set 1)
111
System
1.000
0.6 D + 0.6 CU + 0.9 11 E>+0.7EG-
D + CU + E> +EG- (Set 1)
112
System
1.000
0.6D+0.6CU+0.91<E+0.7EG-
D + CU + <E + EG- (Set l)
113
Special
1.000
1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+
D + CG + E> + EG+ (Set l )
114
Special
1.000
1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+
D + CG + <E + EG+ (Set 1)
115
Special
1.000
0.6 D + 0.6 CU + 1.75 E> + 0.7 EG -
D+CU+F>+EG- (Set 1)
116
Special
1.000
0.6D+0.6CU+1.75<E+0.7EG-
+ CU + <E + EG- (Set 1)
117
OMF Connection
1.000
1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+
D + CG + E> + EG+(Set 1)
118
OMF Connection
1.000
1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+
+ CG + <E +. EG+ (Set l) "
119
OMF Connection
1.000
0.6 D + 0.6 CU + 2:45 F> +03 EG -
D + CU + E> + EG- (Set l )
120
OMF Connection
1.000
0.6D+0.6"CU+2.45<E+0.7EG-
D + CU + <E + EG- (Set 1)'
121
System Derived
1.000
1.0D+I:OCG+0.6WPR+0.6WB1>
+CG+WPR+WBI>(Set 1)
122
System Derived
1.000
0.6D+0.6CU+0.6WPR +0.6WB1>
D + CU + WPR + WBI > (Set 1)
123
System Derived
1.000
1.0D+1.0CG40.75 L+ 0.45 WPR+ 0.45WB1>.
D +CG+L+WPR +WBI>(Set 1)
124
System Derived
1.000
1.0D+I.0CG+0.6WPR +0.6<WB1.
D + CG + WPR + <WBI (Set 1)
125
System Derived
1.000
0.6D+0.6CU+0.6WPR+0.6<WBl
D +CU+WPR +<WBl(Set 1)
126
System Derived
1.000
1.0D+I.0CG+0.75L+0.45WPR +0:45<WBI
L+WPR+<WBI (Set 1)
127
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPR + 0.6 W]32>+
�+CG+
CG + WPR + WB2> (Set 1)
128
System Derived
1.000
0.6 D + 0.6 CU + 6.6 WPR + 0.6 WB2>
+ CU + WPR + WB2> (Set 1)
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc:
Bur�ER Date: 12/5/2016
Butler Menuteaturlr4 _ 16-026977-01 Calculations Package Time:10:58 AM
Page: 34 of 57
Flg Width
129
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2>
D + CG + L + WPR + WB2> (Set 1)
'Weight
130
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2
D + CG + WPR + <WB2 (Set 1)
No.
131
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2
D + CU + WPR + <WB2 (Set 1)
ft)
132
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2
D + CG + L + WPR + <WB2 (Set 1)
133
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>
D + CG + WPL + WB3> (Set 1)
18.00
134
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>
D + CU + WPL + WB3> (Set 1)
KN
135
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3>
D + CG + L + WPL + WB3> (Set 1)
16.00
136
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3
D + CG + WPL + <WB3 (Set 1)
KN
137
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3
D + CU + WPL + <WB3 (Set 1)
0.1345
138
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3
+ CG + L + WPL + <WB3 (Set 1)
55.00
139
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL +.0.6 WB4>
D + CG + WPL + WB4> (Set 1)
0.2500
140
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>
D + CU'+ WPL + WB4> (Set 1)
55.00
141
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> .
D + CG + L + WPL + WB4> (Set 1)
142
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4
D + CG + WPL + <WB4 (Set 1)
143
System Derived
1.000
0.6D+0.6CU+0.6WPL +0.6<WB4
D + CU + WPL + <W134 (Set 1)
144
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4
D + CG + L + WPL + <WB4 (Set 1)
145
System Derived
1.000
0.6 MWB
MWB - Wall: I (Set 1)
146
System Derived
1.000
0.6 MWB
MWB - Wall: 2 (Set 1)
147
System Derived
1.000
0:6 MWB
MWB - Wall: 3 (Set 1)
148
System Derived
1.000
0.6 MWB
MWB - Wall: 4 (Set 1)
149
System Derived
1.000
1.0 D + 1.0 CG + 0.273 F> +.0.7 EG++ 0.91 EB>
D + CG + E> + EG++ EB> (Set 1) '
150
System' Derived
1.000
1.0 D + 1.0 CG +0.91 E> + 0.7 EG++ 0.273 EB>
D +.CG + Ei + EG++ EE15 (Set 1)
151
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 EB>
D + CG + <E + EG++ EB> (Set 1)
152
System Derived
1.000
1.0 D + 1.0 CG.+ 0.91 <E +. 0.7 EG++ 0.273 EB>
D + CG + <E + EG++ EB> (Set 1)
153
System Derived
1.000
0.6 D + 0.6 CU + 0.273 E> + 0.7 EG - + 0.91 EB>
D + CU + E> + EG- + EB> (Set 1)
154
System Derived
1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG.- + 0.273 EB>
D + CU + E> + EG- + EB> (Set 1)
155
System Derived
1.000
0.6 D + 0.6 CU + 0.273 <E + 0.7 EG - + 0.91 EB>
D+CU+<E+ EG-+ EB> (Set 1)
156
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG - + 0.273 EB>
D + CU + <E + EG- + EB> (Set 1)
157
Special
1.000
1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+
D + CG + EB> + EG+ (Set 1)
158
Special
1.000
0.6D+0.6CU+1.75EB> +0.7EG-
D + CU + EB> + EG- (Set l)
159
System Derived
1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 <EB
D + CG + E> + EG+ + <EB (Set 1)
160
System Derived
1.000.
1.0 D + 1.0 CG + 0.91 E> + 0'.7 EG++ 0.273 <EB
D + CG + E> + EG+ + <EB (Set 1)
161
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB
D + CG + <E + EG+ + <EB (Set 1)
162
System Derived
1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 <EB
D + CG + <E + EG+ + <EB (Set 1)
163
System Derived
1.000
0.6D+0.6CU+0.273E>+0.7EG-+0.91<EB
D + CU + E> + EG- + <EB (Set 1)
164
System Derived
1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7. EG - + 0.273 <EB
D + CU + F> + EG- + <EB (Set 1)
165
System Derived
1.000
0.6 D + 0:6 CU + 0.273 <E + 6.7 EG - + 0.91 <EB
D+CU+<E+EG- +<EB(Set l)
166
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG - + 0.273 <EB '
D + CU + <E + EG- + <EB (Set 1)
167
Special
1.000
1.0 D + 1.0 CG + 1,75 <EB + 0.7 EG+
D + CG + <EB + EG+ (Set 1).
ID+CU+<EB+EG-(Setl)
168
Special
1.000
0.61) + 0.6'CU + 1.75 <13 EG-
Froma Mambo.• Civoc ._ _ •
Mem.
Flg Width
Flg Thk
Web Thk
Depth
Depth2
Length
'Weight
Flg Fy
Web Fy
Splice
Codes
Shape
No.
in.
in.
in.
in.
in:
ft)
(p)
(ksi
ksi
Jt.l
R.2
1'
5.00
0.1875
0.1345
12.00
18.00
.15:24
205.8
55.00
55.00
BP
KN
3P
2
5.00
0.1345
0.1644
16.00
9.00 -
11.83
151.0
55.00
55.00
KN
SS
3P
3
5.00
0.1875
0.1345
9.00
14.00
11.82
134.7.
55.00
55.00
SS
KN
3P
4
6.00
0.2500
0.1345
12.00
13.00.
17:23
294.8.
55.00
55.00
BP
KN
3P
Total Frame Weight = 786.3 . (p) . (Includes all plates)
Rnnndary Cnnditinn Rnmmnry
Member
X -Loc Y -Loc. Su . X Su . Y
Moment -1
Displacement X in.
Displacement Y in.
Displacement ZZ rad.
1
4
0/0/0 0/0/0. Yes Yes
25/0/0 0!0/0 Yes Yes
No
No
0/0/0•
0/0/0
0/0/0.
0/0/0
0.0000
0.0000
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc:
r' surcER Date: 12/5/2016
Butler Manutaaturft 16-026977-01 Calculations Package Time: 10:58 AM
Page: 35 of 57.
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reactions - Unfactored Load Type at Frame Cross Section: 2
Type
X -Loc
Grid 1 „- Grid2
Base Plate W x L (in.)
Base Plate Thickness (in:)
Anchor Rod Qty/Diam..(in.)
Column Base Elev.
Exterior Column 'Exterior Column
0/0/0 25/0/0
2-B 2-A
8 X 13 8 X 13'
0.375.. 0.375
4 - 0.750 4 4.750
100'-0". .100'-0"
Load T
' Desc..
Hx
Hz .
Vy Hx
Hz V
D
Frrn
0.16 '
0.97" -0:16
1.05 "
CG
Frm
0.18
0.87 -0.18
0:87
L>
Frm
.0.73
3.60 -0.73
3.60
<L •
Frm
0.73,
3.60 -0:73
3.60
W1>
Frm
0.02
-0.78 2.56
468
<W 1
Frrn
4.69
-2.83 3.39
-9.34'
W2>
Frm
-0.17
-3.69 -1.67
1.70.
<W2
Frrn
=1.50
0.25 -0.84
2.05
WPL
Fran
5.69
-2.37 .3.71
480
WPR
Frm
5.45
4.25 4.30
- -12.21
MW
Frm..
_ _ . .
MW
Frm,
2.13
2.67 4.57
72.67
MW
Frm
_
MW
Frm
4.71
-
-2.34 -1.60
- 2:34
CU
Frm
L
Fnn
0.73
3.60 .-0.73
3.60
E>
Frm
-0.99
-0.61 -0:38
0.56
EG+
Fnn
0.05
0.24 -0.05
024
<.E
Frm
0.99
0.61 0.38
-0.56
EG-
Frm
-0.05
-0.24 0.05
-0.24
WBI>
Brc
0.02
-3.33
-2.23 -0.02
-0.09 =0.11
<WBI
Brc
-0.03
2.25 0.03
0.09 0109'
WB2>
Brc
0.02
-3.33
-2.26 -0.02
• -0.09 ' =0.12
<WB2
Brc
-0.03
2.31 .0.03 ,
0.10' 0.10
WB3>
Brc
0.02
-3.34
-2.29-0.02
409 -0.12
<WB3
Brc
-0.03
2.32 0.03
0.09 0.09
WB4>
Brc
0.02
-3.34
-230 -0.02
-0.09 -0.12
<WB4
Brc
-0.03
., -
2:32 0.03
0.09 , 0.09
MWB
Brc
0.02
-3.21
'-2.15 -0.02
-0.09 ,-0.12
MWB'
Brc
_
MWB
Brc
-0:03
2:18 0.03
-0.09 0.09
MWB
Brc
EB>
Brc
0.02
-2.28
-.1.56 -0.02
-0.07 -0.09
<EB' .
Brc
-0.02
1 • -
.1.59 .1 0'.02.
1 0.06.1 0:06. '
" Date: 12/5/2016.
•BUTLER ,
ButierMeow �, 16-026977-01 Calculations Package Time: 10:58 AM
r Page:. 36 of 57
Sum of Forces with Reactions Check - Framin
Load Type
Horizontal
Load Reaction .
k k ".
, Vertical
Load Reaction
k k
D
0.0 `,
0.0 ..
2.1'.
2.0
CG
0.0
0:0
1.7
1.7
L>
0.0 "
0.0
'7.2
7.2 . ..
<L
0:0
0:0
•7.2
7.2
Wl> :•
2.6
2.6
16.5.
16.5
<W1,
8.1
8:1
12.2'
•12.2
W2>
"
7.8
7.8
2.0
2.0 "
<W2
2.3
2.3
2.3
2.3
WPL
9.4
9.4
12.2
12.2 .
WPR .
9.8.
9.8
'16.5
16.5
MW
0.0"
0.0
0.0
0.0 .
MW
6.7 .
6.7
0.0
0.0
MW
0.0
0.0
0.0
0.0
MW..
6.3.
6.3
0:0
0.0
CU- "
0.0 . ..
0.0
0.0
0.0 .
0:12 ' .
0:0
0.0
7.2`
7.2 '
E>
1.4 '•
1.4
i 0.0
0.1
£G+" .
0.0 . "•
0.0
0:5
6.5
<E.
1.4
1.4
0.0,
0:1
EG-
0.0
0.0
0.5 ."
'0.5 '
WB1>
0.0
0.0
0.0
2.3
<WB1
0.0
0.0
0.0
2.3
WB2>
0.0. •
0.0
'" 0.0,
2.4
<WB2
0.0
0.0
0.0
2.4
WB3>
0.0
0.0
0.0
2.4
<WB3
0.0
0.0
0.0
2.4
" WB4>:.
0.0
0.0 ,
0.0.
2.4 "
<WB4
0.0
0.0
0.0
2.4
MWB
0.0
0.0
0.0- -
2.1 ..
MWB
0.0 •
0.0
0.0
0.0
MWB
0.0
0.0
0.0
2.3
MWB
0.0
0.0 ".
0.0
0:0
EB>'
0.0
0.0
0.0"
1.6
<EB
0.0
0.0 ".
.0-0. . "
1.7 , ..
Maximum Combined Reactions Summary with Factored Loads = Framing
Note: All reactions are based on 1 st order structural analysis.
X -Loc
Grid
Hrz left"
Load
Hrz Right
Load
Hrz In
Load
Hrz Out •
Load
Uplift
Load
Vrt Down
Load
Mom cw
Load
Mom ccw
Load
, in. ..
in.
(-Hx)
Case
, ,(Hx).
Case
. (-Hz).
Case
(Hzj. "
Case
' (-.Vy)
Case
•" (Vy)
Case
(-Mzz) .
Case
_ (Mzz)
Case
•0.750 "
5.0
k
Std ••
k1�k)k
OS -0a 875
25/0/0.
2-A
4 _'
. 0.375
(k).-)
13.
No
4..
in -k
5.0
in=k
Std ..
0/0/0
2-B
" 3:61
15
3.76
•55
3.99 • •
`73 .
=
'3.48'-
13'
5.44'
1.
.
- •
-• I•
-
25/0/0
2-A
" : 1.63
21
2.74
10
0:12 ' .
73
0.11
83'
6.77 :
44
.5,54 •
22
Base Plate Summary
Base Connection Design is Based on 3000.00 (psi) Concrete
Plate Fy = 55.00 ksi .. : • ..
Grade A36 Anchor Rods used to determine quantityand diameter'
Gape & vitch standards are based on ACI -318 Appendix D critera for ''cast -in- 7ace"anchor rods (Mins ace =.4'drod
X -Loc
Grid
Mem.
-Thickness
Width- "
Length
Stiff."
Num. Of
Rod Diam:
'Pitch
Gage
Hole
'Welds to 1
Welds to
Axial .
rame Shea
No.*.
in.
, in. ..
in.
Case k
'Rods(in.)'.',
Case"
in:
in.
.T'
Flange*
Web
0/0/0
2-B "
' :1
0.375
:8
13
No
4
•0.750 "
5.0
5.0
Std ••
OS -0:1875
OS -0a 875
25/0/0.
2-A
4 _'
. 0.375
8'-' "
13.
No
4..
0.750,
5.0
5.0.
Std ..
OS -0.1875..
OS -0.1875
Pinned Base Plate Connection Loading
Maximum Shear Case -Maximum Tension Case
Maximum Comp Case
Maximum Bracin A Case' "
X -Loc
Shear
-Axial .
Load 'Shear'
Tension
Load
"' Shear.
Comp '
Load
Shear
Axial .
rame Shea
Load
k
k
Case k
k ...
Case"
k
k .
Case
.' (k).
k ,
k
Case
0/0/0
3.72 '
-1.01
55 •0.10
-3.53
•13 •
,1:08
5.44
•2
2.00
-3.45.
3.33
44
25/0/0
2.76.
-1.60.
10' . 2.52
-6.65.44'
'1'.27
. " 5.60
22
-,0.06 "..
=6.65
2452
44"
BUTLER Date: 12/5/2016
Butler Manuta"Urin0 16-026977-01 Calculations Package Time:10:58 AM
Page: 37 of 57
RAC. Plat. r ..... tinn Qtr ... th Rat -
X -Loc
Rod
Load
Rod
Load
Rod
Load
Rod
Load
Conc.
Load
Plate
Load
Plate
Load
Flange
Load
Web
Load
N/A
Shear
Case
Tension
Case
V + T
Case
Bending
Case
Bearing
Case
Tension
Case
Comp
Case
Weld
Case
Weld
Case
0/0/0
0.168
44
0.092
13
2.50/2.50 11
0
2.50/2.50
0
0.047
1
2
0.134
13
0.087
2
0.104
44
0.108
55
25/0/0
0.120
10
0.173
44
S2
0
12.361
0
0.049
22
1 0.245
44
0.058
22
0.072
22
0.148
1 44
Wph Rtiffpnpr Rummnry
Mem.
No.
Stiff.
No.
Desc.
Loc.
ft •
Web Depth
in.
h/t
a/h
a
in.
Thick.
in.
Width
in.
Side
Welding
Description
2
1
S9
1.50
15.727
95.67
N/A
N/A
0.1875
2.000
Both
SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250
4
1
S11
ID
Alternate
Web
Thick=
0.1644
0.1875
2.500
Opposite
W -OS -0.1250
6.00
19.00
(S10)
A325N/PT
3.00
11
Flush
2.50/2.50 11
Flush
2.50/2.50
Fillet
.1
4
2
S3
15.94
12.500
N/A
N/A
N/A
0.1875
2.000
Both
SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250
4
3
S2
13.52
12.361
91.90
N/A
N/A
1 0.3750
4.000
Near
I F -BS -0.1875 W -OS -0.1875 F -BS -0.1875
Rnitpd F.nd-Plntp rnnnpetinne !Plat. Fv = CC 00 Leil
Mnm.nt r'nnn.rtinne-
Outside Flange
Required Strength
Design
End -Plate Dimensions
Bolt
Outside Flange Inside Flan e
Mem.
Jt.
Type
Thick.
Width
Length
Diam.
Spec/Joint
Gages In/Out
Configuration
Pitches 1 st/2nd Configuration
Pitches 1 st/2nd
No.
No.
Cs
in.
in.
in.
in.
Tension
in.
ID
I Desc.
in. ID
Desc.
in.
1
2
KN(Top)
0.375
6.00
19.00
0.750
A325N/PT
3.00
11
Flush
2.50/2.50 11
Flush
2.50/2.50
2
.1
KN(Top)
0.375
6.00
19.00
0.750
A325N/PT
3.00
11
Flush
2.50 11
Flush
2.50
3
2
KN(Face)
0.375
6.00
19.52
0.750
A325N/PT
3.00
31
Extended
3.25 32
Extended
3.25/2.00
4
2
KN Face
0.375
6.00
19.57
0.750
A325N/PT
3.00.
31
Extended
3.25 32
Extended
3.25/2.00
Mnm.nt r'nnn.rtinne-
Outside Flange
Required Strength
Design
Strength Ratios
Mem.
it.
Ld
Axial
Shear
Moment
Bolt
Bolt
Plate
Shear
Shear
Bearing
Flange
Web
No.
No.
Cs
k
k)
(in -k)
Proc.
Tension
I Shear
Bendin&
Yielding
Rupture
Tearing
Weld
Weld
1
2
23
-3.5
0.1
295.2
AISC DG-16/Thin plate
0.502
0.002
0.813
0.000
0.000
0.003
0.719
0.631
2
1
23
-3.5
0.1
295.2
AISC DG-16/Thin plate
0.502
0.002
0.813
0.000
0.000
0.003
0.719
0.631
3
2
21
-1.3
4.7
302.2
AISC DG-16/Thin plate
0.326
0.064
0.690
0.324
0.479
0.062
0.738
0.516
4
2
21
-1.3
4.7
302.21
AISC DG-16/Thin plate
0.326
0.064
0.690
0.324
0.479
0.062
0.959
0.516
Inside Flange
Required Strength
Design
StrengthRatios
Mem.
it.
Ld
Axial
Shear
Moment
Bolt
Bolt
Plate
Shear
Shear
Bearing
Flange
Web'
No.
No.
Cs
k
k)
(in -k)
Proc.
Tension
1. Shear
Bending
Yielding
Rupture
Tearing
Weld
Weld
1
2
15
1.6
0.7
245.5
AISC DG-16/Thin plate
0.495
0.013
0.801
0.000
0.000
0.022
0.719
0.631
2
1
15
1.6
0.7
245.5
AISC DG-16/Thin plate
0.495
0.013
0.801
0.000
0.000
0.022
0.719
0.631
3
2
47
2.2
6.2
439.1
AISC DG-16/Thin plate
0.380
0.063
0.941
0.324
0.479
0.054
0.762
0.516
4
2
47
2.2
6.2
439.1
AISC DG-16/Thin plate
0.380
0.063
0.941
0.324
0.479
0.054
0.959
0.516
Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit (Stress Limit = 1.03)
Flanap Rrnrp Rnmmnry
Member
From Member Joint 1
From Side Point 1
Part
Axial Load per FB k
Load Case
Design Note
1
12/6/0
12/6/0
(2)GFB2081
0.180
60
Mom- y
2
1/10/11
22/6/8
(2)GFB2063
0.138
60
Mem.
2
9/5/3
15/0/0
GFB2037
0.274
47
Mrx
3
7/7/4
5/0/0
2 GFB2050
0.128
47
Shear
Frnmp nlpsion Mpmhpr Rummary - rnntrnnina 1 And ra- and movimeam rnmhin.d Qfrpeepe np, M.mh.r If nrotinnc o . from Inial 1 1
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Control Iin Cases
Required Strength
Available Strength
Strength Ratios
Axial
Axial
Shear
Mom -z
Mom- y
Axial
Shear
Mom -x
Mom -y
Axial
Mem.
Loc.
Depth
+
Shear
Pr
Vr
Mrx
Mry
Pc
VC
Mcx
Mcy
+
Shear
No.
ft
in.
Flexure
k
k
in -k
in -k
k
k
in -k
in -k
Flexure
1
12.50
17.34
60
4.6
-287.7
1 0.0
26.2
366.3
50.4
0.87
1
0.00
12.00
55
-3.7
17.0
0.22
2
0.69
16.00
60
0.1
-279.0
0.0
129.7
319.7
39.0
0.87
2
0.69
16.00
2
4.2
22.6
0.19
3
10.65
14.00
47
2.2
439.1
0.0
122.3
476.653.5
0.93
3
10.65
14.00
47
6.2.
14.5
0.43
4
15.97
13.00
47
6.7
461.0
-5.8
154.5
549.7
117.5
0.91
4
0.00
12.00
10
-2.7
17.4
0.16
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
r
BUTLER Date: 12/5/2016
. a�,�.Me�w ���• 16-026977-01 Calculations Package Time: 10:58 AM
..f Page: 38 of 57
,
Parameters Used for Axial and Flexural Design
Mem.
Loc.
• Lx
Ly/Lt
'Lb
'Ag
Afn
Ixx'
. Iyy .
Sx '
Sy
Zx
Zy
•. J, ,
Cw
Cb
Rpg
. Rpc
'Qs
'Qa
No.
ft
in:..
in.
in..
in.2 .
in.2
in.4-
in.4
in.3
in:3
in:3
in.3 '
in.4
• in.6
+'
6
System
1.000
60 180
1
12.50
168:65
'150.0
150.0
4:16
0.94.
192.57
3.91
22.21
1.56
' 25.75
2.42
0.04
'.287.48
1.36
. 1.00-
1.02
0.78
0.65
2 .
0.69
253.11
15.3.
15.3
3.93
0.67
137.97
2.81
17.25
IJ2
20.84
1.79
0.03
176.70
1.00
1.00
1.16
0.56
•1.00
3
10.65
253.11
36.6
36.6'
, 3.71
0.94
' 117:79
3.91
16.83
1.56
19.19
2.41
0.03
186.45
1.25
' 1.00
1.09
0.82
. 1.00
4
15.97
191.63
191'.6
191.6
'.4.68
1:50
143.83
9.00
22.13
, . 3.00.
24.38
.4.56.
'0.07
365.87
1.81
1.00
1.09
0.89
1.00
Deflection Load Combinations- Framin
No.
Origin •.'.,
.Factor.
DefH Def V-
":.. Application. •'.: .. •.
Description
1
System
1.000
0' 180
1.0 L
PR''
WPR
2
System '
1'.000
60 180
.42 W 1> " '
1>'
3'
System
1.000
60- 180
.42 <W I
<Wil
4 '
System
1.000
60 180
R
.42 W2>2>
+
5
System•
1.000
60. 180
.42<W2 +W2.
+'
6
System
1.000
60 180
0.42 WPL'WPL
7-
System
1.000
60 180.
0.42 WPR
PR
8
System ' ,
1.000
10 0
1.0 E> + 1.0 EG- ..
E> + EG -
9
System •
,1.000
10 0 ..
1.0 <E + 1.0 EG -
<E + EG- ,
10
System
1'.000
.0 • 180
1.0 L
L (Set 1 )
1'
System
1.000
60 180
0.42.Wl>
W1> (Set']) `
12 "
. System ;
1.000
60 180
0.42 <W 1 ,. `.
W l .(Set l) .. w .
13
System
1.000
60 180
0.42 W2> a
2> (Set 1.)
14
System
1.000 '
60 180
0.42 <W2
<W2 (Set.])
15
System
1.000
60' 180
0.42 WPL '
L (Set 1) ,
16
System .',
1.000
60 180
0.42 WPR
R'(Set1.),. !.
17
System
1.000
10 0
1.0 E> + 1.0 EG- : " _
+ EG- (Set 1) .
18
System
1.000
10 • 0
1.0 <E + 1.0 EG -
<E + EG- Set 1
Controlling Frame Deflection Ratios for Cross Section: 2 .
... a
Description
Ratio • • '.
. Deflection in.
Member : 'Joint
Load Case
Load Case Description
Max. Horizontal Deflection .-
Max. Vertical Deflection for Spin 1
( }1/120)
L/800 •
;• .-1.454
0.334
1W
' 2
3 • 1
7
7
PR''
WPR
sur�ER Date: 12/5/2016
Butler Manufact_ 16-026977-01 Calculations Package Time: 10:58 AM
..w� Page: 40 of 57
Frame Location Desi n Parameters:
Location" AVP.Ba S ace Description' Angle Group Trib. Override Design Status'
47/0/0 23/0/0[Recycle Area Clears an #1 90.0000 1 Stress Check
Desi n Load Combinations - Framing
No. '
Origin •
Factor Application
Description
1
System
l .000 1.0 D + 1.0 CG + 1.01>
+ CG + L>
2
System
1.000 1.0 D + 1.0 CG + 1.0 <L
+ CG + <L
3
System
1.000 - 1.0 D + 1.0 CG + 0.6 W 1 >
D + CG + W I >
4
System
1.000 1.0 D + 1:0 CG + 0.6 <W t
D + CG + <W 1
5
System
1.000 1.0 D + 1.0 CG + 0.6 W2>
D + CG + W2>
6
System
1.000 1.0 D + 1.0 CG + 0.6 <W2 •
D + CG + <W2
7
System .
1.000 1.0 D + 1.0 CG + 0.6 WPL ..
+ CG +WPL
8
System
1.000 1.0 D + 1.0 CG + 0.6 WPR .D
+ CG +WPR
9
System
1.000 0.6 MW
MW -Wall: 1
10
System
1.000 0.6 MW
MW - Wall: 2
11
System
1.000 0.6 MW
MW -Wall: 3
12
System.
1.000 0.6 MW
Wall: 4
13
System
1.000 0.6D+0.6CU+0.6W1>
+CU+W1> "
14
System
1.000 0.6 D + 0.6 CU + 0.6 <W 1
D +'CU + <.W1
15
System
1.000 0.6 D + 0.6 CU + 0.6 W2>
D +CU+W2>
16
System:
1.000 0.6 D + 0.6 CU,4- 0.6 <W2
D +CU+<W2
17
System
1.000 0.6 D + 0.6 CU + 0.6 WPL
D + CU + WPL
18
System
1.000 0.6 D + 0.6 CU + 0.6 WPR
+ CU +WPR '
19
System
1.000 1.0D+1.0CG+0.75L+0.45WI>
+CG+L+WI>
20
System
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W l
D + CG + L + <W 1
21
System
1.000 1.O D + 1.0 CG + 0.75 L + 0.45 W2>
+ CG + L + W2>
22
System
1.000 1.0 D + 1.0 CG + 0.75 L +, 0.45 <W2
+ CG + L + <W2
23
System
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL
D + CG + L + WPL
24
System
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR
+ CG + L + WPR
25
System
1.000 1.0 D + 1.0. CG + 0.91 E>:F 0.7 EG+
D + CG + E> + EG+
26
System
1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+,
D + CG + <E + EG+
27
System
1.006 0.6 D+ 0.6 CU + 0.91 E>+0.7EG-D
+CU+Fj+EG-
28
System'
1.000 0.6 D + 0.6 CU + 0.91 <E +:0.7 EG -
+ CU + <E + EG -
29
Special
1.000 1.0D+1.0,CG+1.75E>+0.7EG+ ''
+CG+F>+EG+
30
Special
1.000 1.0D+I.0CG+1.75<E+0.7EG+
D +CG+<E+,EG+
31
Special
1.000 0.6 D + 0.6 CU + 1.75 E>. + 0.7 EG -
D +CU+F>+EG-
32
Special
1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG -
D + CU + <E + EG -
33
OMF Connection
1.000 1.0 D + 1.0: CG + 2.45 E> + 0.7 EG+D
+ CG + E> + EG+
34
OMF Connection
1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+
+"CG + <E + EG+ '
35
OMF Connection
1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG'-
D + CU + Ei,+ EG -
36
OMF Connection
1.600 0.6D+0.6CU+2.45<E+'0:7EG-
DI +CU+<E+EG-
37
System Derived
1.000 1.0D+I.0CG+0.6WPR +0.6WB1>
+CG+•WPR+WBI>
38
System Derived
1.000 0.6D+•0.6CU+0.6WPR +0.6WB1>
D +CU+WPR +WBI>.
39
System Derived
1.0001.OD+I.0CG+0.75L+0.45WPR +0.45WBI>
D + CG + L + WPR + WBI >.
40
System Derived
1.600 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB l
D + CG + WPR + <WB 1
41
System. Derived
1.000 0.6D+0.6CU+0.6WPR +6.6<WBI
D +CU+WPR +<WBl
42
System Derived
.1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB I
Ei + CG + L + WPR + <WB 1
43
System Derived
1.000 I.0 D + 1.0, CG + 0.6 WPR + 0.6 WB2>
.
+ CG + WPR + W B2>
44
System Derived
1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2>
+ CU + WPR+ WB2>
45
System Derived
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> •
+ CG + L + WPR + WB2>
46
System Derived
1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2
+ CG + WPR + <WB2
47
System Derived
1.000 0.6 D + 0.6 CU +.0.6' WPR + 0.6 <W132
+ CU + WPR + <WB2
48
System Derived
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W132
+ CG + L + WPR + <WB2 .
49
System Derived
1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>
+ CG + WPL + WB3>
50 .
System Derived
• 1:000 0.6 D + 0.6 CU + 0.6 WPL; + 0.6 WB3>
+ CU + WPL + WB3>
51
System Derived
1:000 1.0 D'+ 1.0 CG + 0.75 L + 0.45 WPL +'0.45 WB3>
+ CG + L + WPL + WB3>.
52
System Derived
1.000 1.0 D + 1.O CG + 0.6WPL + 0.6 - W"3
+ CG .+ WPL + <WB3
53'
System Derived
1.000 0.6 D + 0:6 CU + 0.6 WPL + 0.6 <W133
+ CU + WPL + <WB3
54 .
System Derived
1.000 1.0 D +.1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 ..
+ CG + L + WPL + <WB3
55
System Derived
1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4>.
D + CG + WPL + WB4>
56
System Derived
1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>
D + CU + WPL+ WB4>'
57
System Derived
1.600 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4>
D + CG + L.+ WPL + WB4>
58
System Derived
1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4
+ CG + WPL + <WB4
59
System Derived
1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4,
+ CU + WPL + <W134
60
System Derived
1.000 1.0 .D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W64
+ CG + L + WPL + <W B4
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division, of BlueScope Buildings. North America, Inc:: ' '
surcER
aunerManutecturinp .
...._ ..»_
61 System Derived 1.000
Date: 12/5/2016
16-026977-01 Calculations Package Time: 10:58 AM
Page: 41 of 57
0.6 MWB
MWB - Wall: 1
62 System Derived.. 1.000
0.6 MWB
MWB, Wall: 2
63 System Derived 1.000
0.6 MWB
MWB - Wall: 3
64 System Derived 1.000
0.6 MWB
Wall: 4
65 System Derived 1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>
D + CG + Fj + EG+ + EB>
66 System Derived. 1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>
D + CG + Fj + EG+ + EB>
67 System Derived 1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.9.1 EB> .
D + CG + <E,+ EG+ + EB>
68 System Derived 1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273-E B>D
+ CG + <E + EG+ + EB>
69 System Derived 1.000
0.6 D + 0.6 CU + 0.273 E? + 0.7 EG -+ 0.91 EB>
D + CU + F> + EG-+ EB>
70 System Derived. 1.006
0.6 D + 0.6 CU + 0.91 E>+0.7EG-+'0.213•EB>
D + CU + E> + EG- + EB>
71 System Derived 1.000
0.6D+0.6CU+0.273<E+6.7EG-+0.91 EB5
+CU+<E+EG-+EB>
72 System Derived 1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG - + 0.273 EB>D
+ CU + <E + EG- +'EB> .
73 Special 1.000
1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+
+ CG + EB> + EG+
74 Special 1.000
0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG -
D + CU + EB> + EG -
75 System Derived 1:000.
1.0D+1.0CG+0.273E>+0.7EG++0.91<EB "
+CG+E>+EG++<EB
76 System Derived 1.060
lb D + 1.0 CG + 0.91 E> + 0.7 EG++ 0.273 <EB
+ CG + E> + EG++ <EB
77 System Derived 1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91. <EB
D + CG ..+.<E + EG++.<EB
78 System Derived 1.000
1.O D + 1.0 CG +'0.91 <E + 0.7 EG++ 0.273 <EB
D + CG + <E + EG++ <EB
79 System Derived 1:000
0.6D+0.6CU+0.273E>+0:7EG-+0.91<EB .
D +CU+E>+EG- +<EB
80 System Derived 1.060
0.6 D + 0.6 CU + 0.91 E> + 0:7 EG -+ 0.273 <b:
D + CO + E> + EG- + <EB
81 System Derived 1.000
0.6 D + 0.6 CU + 0.273 <E + 0.7 EG - + 0.91 <EB
D + CU + <E + EG- +: <EB
82 System Derived 1.006
0.6 D + 0.6 CU + 0.91 <E + 0:7 EG.-.+ 0.273 <EB
D + CU + <E + EG- + <EB ".
83 Special 1.000
1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+
D + CG + <EB + EG+
84 Special 1.000
0.6 D + 0.6 CU + 1.75 <EB'+ 0.7 EG -
+. CU + <EB + EG -
85 System 1.000
1.0 D + 1.0 CG + 1.0 L>
D + CG .+ L> (Set 1)
86 System 1.000
1.0 D +1.0 CG + 1.0 <L
D + CG + <L (Set 1) .
87 System 1.000
1.0D+I.0CG+0.6W1>
D +CG+W1>(Set 1)
88 'System 1.000
1.0 D + 1.0 CG + 0.6 <W 1
D + CG + <W 1 (Set 1)
89 System 1.000
1.0 D + 1.0 CG + 0.6 W2>
D + CG + W2> (Set 1)
90 System 1.000
1.0 D + 1.0 CG + 0.6 <W2
+ CG + <W2 (Set 1)
91 System 1.000
1.0 D + 1.0 CG + 0.6 WPL
D + CG + WPL (Set 1)
92 System 1.000.
1.0 D + 1.0 CG + 0.6 WPR
,+ CG + WPR (Set 1)
93 System 1.000
0:6 MW
MW -Wall: I (Set 1)
94 System 1.000
0.6 MW
MW - Wall: 2 (Set 1)
95 System 1.060
0.6 MW
MW'- Wall: 3 (Set 1)
96 System 1.000
0.6 MW
MW - Wall: 4 (Set 1)
97 System 1.000
016D+0.6CU+0.6W1>
D +CU+W1>(Set 1)
'. 98 System 1.000
6.6 D + 0.6 CU + 0.6 <W ]D
+ CU + <W 1 (Set I )
99 System 1.000
0.6 D + 0.6. CU + 0.6 W2>
D + CU + W2> (Set l )
100 System 1.000
0.6 D + 6.6 CU + 0.6.<W2
+ CU + <W2 (Set I )
101 • System 1.000
0.6 D + 0.6 CU +.0.6 WPL
+ CU +WPL (Set I )
102 System 1.000
0.6 D + 0.6 CU +0.6 WPR'.D
+ CU +WPR (Set 1)
103. System 1.000
I.0D+I.0CG+0.75L+0.45WI>
D + CG + L + WI > (Set 1)
104 System 1.000
1.0 D + 1.0 CG + 0.75 L +0.45 <W l
D. + CG + L + <W l (Set l) '
105 System 1,000
1.0 D + 1:0 CG + 0.75 L +.0.45 W2>
+ CG + 1;+ W2> (Set 1)
'. -. . . 106 - System 1•:000.
1.0D+I.0CG+0.75L+0.45<W2
+CG+L+<W2(Set l)
107 System 1,000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL " •
+ CG + L + WPL (Set 1)
108 System 1.000
I.0D+I.9CG+0.75L+0.45•WPR
.'+CG.+L+WPR(Set1)'•
109 System 1,000
1.0 D.+ 1.0 CG +,0.91 F> + 0.7 EG+ ' :
+ CG + E> + EG+ (Set l )
110 System I :000 ,
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+
+ CG +, <E + EG+ (Set 1)
111 System 1.000.
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG -
D +CU+P>+EG- (Set 1)
112 System 1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG -
D + CU + <E + EG- (Set 1)
1 13 Special 1.000
1.O D + 1,O CG + 1.75 F> + 0.7 EG+
+ CG + Fj + EG+ (Set l )
114 Special 1.000
1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+
D + CG + <E + EG+ (Set 1)
115 Special 1.000
0.6 D + 0.6 CU + 1.75 E> + 0.7, EG-
D +CU+F>+EG- (Set t)_.
116 Special 1.000
0.6 D + 0.6 CU + 1.75 <E + 0.7 EG -
D + CU + <E + EG- (Set 1)
117 OMF Connection 1.000
1.0 D + 1.0 CG +.2.45 E> + 0.7 EG+
D + CG + F? + EG+ (Set l )
118 • • OMF Connection 1:000.
1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+D
+ CG + <E + EG+ (Set l) ,
119 - OMF Connection 1.000
0.6 D + 0.6 CU + 2:45 E> + 0.7 EG -'
D + CU .+ E> + EG- (Set l )
120OMFConnection 1.000
0.6D+0.6.CU+2.45<E+0.7BG-
+CU+<E+EG- (Seth:.
121 System Derived 1.000
1.OD+.I.00G+0.6WPR +0'6WBI>
+CG+WPR+WB1>(Set 1)
122 System Derived 1.000
0.6D+0.6CU+0.6WPR +0.6WB1>D
+CU+WPR +.WBI>(Set l)
123 System Derived 1.000
1.0D+1.00G+0.75L+0.45WPR +0.45WBI>
D +CG+L+WPR +WBI>(Set 1)•
124 System Derived 1.000
I.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 .
+ CG + WPR + <WB I (Set 1)
125 'System Derived. 1.000
0.6D+0.6CU+.0.6WPR+,0.6<WB1. ..
+CU+WPR + <WB l(Set l)
126 System Derived 1.000
I.0D+I.00G+0.75L+.0.45 WPR +0.45<WB1
+CG+L+WPR+ <WBI (Set 1)
127 System Derived 1.000
1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>
+ CG + WPR +. W B2> (Set l )
128 System Derived 1.060
.6D+0.6CU'+0.6WPR +0.6 WB2>.
+ CU + WPR + WB2> (Set 1)
File: 16-026977-01 Version: 2016.2a
Sutler Manufacturing, a• division of BlueScope Buildings North America, Inc...
BUTLER Date: 12/5/2016
16-026977-01 Calculations Package Time: 10:58 AM
�...d.._.,- Page: 42 of 57
Fig Width
129
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2>
D + CG + L + WPR + WB2> (Set 1)
Weight
130
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2
D + CG + WPR + <WB2 (Set 1)
No.
131
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 <W132
D + CU + WPR + <W132 (Set 1)
ft)
132
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2
+ CG + L + WPR + <W B2 (Set 1)
133
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 W133>
D + CG + WPL + WB3> (Set 1)
18.00
134
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D
+ CU + WPL + WB3> (Set 1)
KN
135
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3>.
D + CG + L + WPL + WB3> (Set 1)
16.00
136
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3
D + CG + WPL + <WB3 (Set 1)
KN
137
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W133
D + CU + WPL + <WB3 (Set 1)
0.1345
138
System Derived
1.000
1.0D+I.0CG+0.75L+0.45WPL +0.45<WB3
D+CG+L+WPL+<WB3 (Set 1)
55.00
139
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4>
D + CG + WPL + WB4> (Set 1)
0.2500
140
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>
D + CU + WPL + WB4> (Set 1)
55.00
141
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 W134>,
D + CG + L + WPL + WB4> (Set 1)
142
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W134
D + CG + WPL + <W134 (Set 1)
143
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4'
D + CU + WPL + <W134 (Set 1)
144
System Derived
1.000
1.0 D + 1.0 CG.+ 0.75 L + 0.45 WPL + 0.45 <WB4
+ CG + L + WPL + <WB4 (Set 1)
145
System Derived
1.000
0.6 MWB
N4WB Wall: 1 (Set 1)
146
System Derived
1.000
0.6 MW13
MWB - Wall: 2 (Set 1)
147
System Derived
1.000
0.6 MWB
MWB - Wall: 3 (Set 1)
148
System Derived
1.000
0.6 MWB
MWB - Wall: 4 (Set 1)
149
System Derived
1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>
D + CG + Fj + EG+ + EB> (Set 1)
150
System Derived
1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>
D +.CG + E> + EG+ + EB> (Set 1)
151
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>
D + CG + <E + EG+ + EB> (Set 1)
152
System Derived
1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>
D + CG + <E + EG+ + EB> (Set 1)
153
System Derived
1.000
0.6 D + 0.6 CU + 0.273 F> + 0.7 EG - + 0.91 EB>
D + CU + E> + EG- + EB> (Set 1)
154
System Derived
1.000
0.6D+0.6CU+0.91E>+0.7EG-+0.273EB>
D +CU+Fj+EG- + EB> (Set 1)
155
System Derived
1.000
0.6 D + 0.6 CU + 0.273 <E + 0.7 EG - + 0.91 EB>
D + CU + <E + EG- + EB> (Set 1)
156
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG - + 0.273 EB>
D + CU + <E + EG- + EB> (Set 1)
157
Special
1.000
1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+
D + CG + EB> + EG+ (Set 1)
158
Special
1.000
0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG -
D + CU + EB> + EG- (Set l)
159
System Derived
1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB
D + CG + E> + EG+ + <EB (Set 1)
160
System Derived
1.000
1.0 D + 1.O CG + 0.91 F> + 0.7 EG+ + 0.273 <EB'
D + CG + E>+ EG+ + <EB (Set l )
161
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB
D + CG + <E + EG+ + <EB (Set 1)
162
System Derived
1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB
D + CG + <E + EG+ + <EB (Set 1)
163
System Derived
1.000
0.6 D + 0.6 CU + 0.273 E> + 0.7 EG - + 0.91 <EB
D + CU + E> + EG- + <EB (Set 1)
164
System Derived
1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG - + 0.273 <EB
D + CU + E> + EG- + <EB (Set 1)
165
System Derived
1.000
016 D + 0.6 CU + 0.273 <E + 0.7 EG - + 0.91 <EB
D + CU + <E + EG- + <EB (Set 1)
166,
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG'- + 0.273 <EB
D + CU + <E + EG- + <EB (Set 1)
167
Special
1.000
1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+
D + CG + <EB + EG+ (Set 1)
168
Special
1.000
0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG -
D+CU+ <EB +EG- (Set 1)
FrnmP
MPmtwr Si"c
- -
Mem. .
Fig Width
Fig Thk
Web Thk
Depthl
Depth2
Length .
Weight
Fig Fy
Web Fy .
Splice
Codes
Shape .
No.
in.
in.
in.
in.
in.
ft)
(p)
(ksi
ksi
it.I
R.2
1
5.00
0.1875
0.1345
12.00
18.00
15.26
205.8
55.00
55.00'
BP
KN
3P
2
5.00
0.1345
0.1644
16.00
9.00
11.83
151.0
55.00
55.00
KN
SS
3P
3
5.00
0.1875
0.1345
9.00
14.00
11.83
134.7
55.00
55.00
SS
KN
3P
4
6.00
0.2500
0.1345
12.00
13.00.
17.23
294.8.
55.00
55.00
BP
KN
3P
i orai rrame weignt= iao.s tP1 kmcivaes au plates/
Rm�eaary r„�ai.a„� c��mmor.,
Member X -Loc I Y -Loc..
Supp. X .
. Supp. Y Moment.
Displacement X in.
Displacement Y in.
Displacement ZZ rad.
1 0/0/0 1 0/0/0
4 25/0/0 0/0/0
Yes
Yes
Yes No
Yes No
0/0/0.
0/0/0
0/0/0
0/0/0
0.0000 '
0.0000
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueSco'a Buildings North America, Inc.
BurcErz Date: 12/5/2Q 16
'
Butter Min�„�� 16-026977-01 Calculations Package Time: 10:58 AM '
...._.... Page: 43 of 57
.. Values shown are resisting forces of the foundation.
Base Connection. Design is Based on.3000.00 (psi) Concrete
i Reactions - Unfactored Load Type at Frame Cross Section: 3
ti Type Exterior Column Exterior Column " -
X -Loc 0/0/0 25/0/0 "
Grid 1 - Grid2 3-B 3-p`
Base Plate W.x'L (in.) 8 X 13 • 8X 13
Base Plate Thickness (in:)' 0.375..' " 0.375. '
Anchor Rod Qty/Diam,' . (in.) 4-0.750 4-0.750 ;
Column Base Elev. 100'-01,. 100'-0"
Load T
' Desc. Hx
Hz . V • ' . Hx
Hz
V '
D
Frm ' ' 0.16
= -0.96' -0:16
1.04.
CG
Frm 0.17
0.86 -0.17
0.86
L>
Frm 0.72
3.59 -0.72
3.59
<L
Frm 0.72
3.59 -0.72
3.59
Wl>
Frm 0.02
-6.69 .2.53
-9.57.
<W 1
Frim 4.64
2.80 3.35 '
-
9.23
_
W2>
Frm -6:10
-3.64 -1.65
1.69
<W2
Fnn ;1.490.25
-0.83'
2.04.
WPL
Frm' 5.63
.. -2.34 3.67
9.69. ..
WPR •
Frm 5.39
-4.19 4.25
-12.07
•
MW
Fmn
MW
Fmr 2.10
2.64 4.52 '
-2.64
MW.
Fnn'
_
MW
Fmn s 4.66
_ -2.31 -1.59
2.31
CU
Frm
L
Frm 0.72
3:59 '-0.72
3.59
E>
Frm -0.98
-0.61 -0.37
0.55
EG+
Fmr 0.05 -
- 0.24 -0.05
0:24
<E
Frm 0.98
0.61, .0.37.
-0.55 ..
EG-
Fmi -0.05
-0:24 0.05
-0.24
WBI>
Brc -0.03
2.26 •0.03
-0.09
0.08
<WBI
Brc 0.05
3.33 -2.27 -0.05
0'-09
-0.07
WB2>
Brc . -0.03
- 2.29 0.03
-0.09
0.09
<W B2
Brc 0.05
3.33 -2.32' . -0.05
0.10 -
-0.09
WB3>
Brc -0.03.
2.32 0.03
-0.09
0.09
'<WB3
Brc •0.05
3:34 ' -2.33 -0.05
0.09
408
WB4>
Brc -0.03
-• - 2.33 0.03
'-0.09
0.09
<WB4
Brc • 0.05'
. 3.34 -2.34 • -0.05
0.09 ,
-0.08
MWB
Brc -0.03
- '2.18 0.03
-0.09
. 0.09
MWB
Brc
MWB'
Brc' 0.05
'3.21 -2.18 -0.05
-0.09
408
MWB
Brc
EB>
Brc -0.02
'1.58 0.02
-0.07
. 0.06
<EB
Brc' '..0.03
1 -2.28' -1.60. -0.03.
0.06
1 405.
aur�t=rz Dater 12/5/2016
Butler Manufacturing . I6-026977-01.Calculations Package Time:10:58 AM
•Page- 44 6f 57 .
Sum of Forces with Reactions Check - Framing
Load Type'
" Horizontal
Load Reaction
k k
;Vertical • "
Load Reaction
k k
13
0.0
0.0
2.1
2.0
CG
0.0
0.0'
1.7
'1.7
L>
0.0
0.0
7.2
7.2 .
<L
0.0
0.0
7.2
7.2' ..
WI>
2.6
2.6
.16.3
16.3
<W1,
8.0
8.0
12.0
12.0 '
W2>
7.8
7.8
1.9
1.9
<W2
2:3.'
2.3
2.3'
2.3• •..
WPL
9.3
9.3
12.0 "
12.0
WPR
9.6.
9.6
16.3 ',
16.3
MW
0.0'. ..
0.0 ' -
0.0
0.0
MW
6:6
6.6
'0.0
0.0
MW
0.0
0.0
0.0 . -
0.0
MW
61. . '„
6.2
6.0
0.0
CU,.
0.0
0.0,
0.0
0.0
L
0.0
0.6
7.2"
7.2
E>
1.3
1.3
0.0 -
- 0.1:
EG+
0.6 ',
0.0
0:5
6.5
<E
1.3
1.3
0.0
0.1
EG-
0:0 •
0.0
0.5
0.5
WBl>
0.0
0.0
0.0
2.3
<WB1
0.0
0.0
0.0
2.3.
WB2>
0.0.
0.0 ,
0.0
2.4
<WB2
0.0
0.0
0.0'
2,4
WB3>
0.0
0.0
0.0
2.4
<W133
0.0 :.
0:0
0.0
2.4', '
WB4>
0.0
0.0.
0.0
2.4
<WB4
0.0
0.0
0.0
2.4
MW13
.0.0
0.0
-0.0..
2.3•
MWB
0.0
0.0
0.0
0.0
MWB
0.0.
0.0
0.0
2.3
MWI3
0.0
0.0
0.0
0.0
EB>
'0.0
0.0
0.0
1.6
.<EB :. ..
0.0 '`
0.0 ;
.0.0 ._ .
1:7'. ..
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions are based on 1 st order structural anlysis. '
X -Loc
Base
Grid
Hrzleft
Load"
HrzRight
Load
Hrz In
Load
HrzOut.
Loadl
Uplift,
Load
Vrt Down
Load
Mom cw
Load
Mom ccw
Load
in. ..
in:
(-Hx)
Case
" .(Hx). .
Case
(-Hz)
Case
• (Hz).
Case
,"(-Vy)
Case
(Vy). .
Case
(-Miz)
Case
(Mzz)
Case
0.750
5.0
k
Std •
k,
OS -0:1875
k
3-A.
k
0.375
(k)..
13
k
4.,
in -k ',
5.0
in.k
Std
0/0/0.
3-B' •
"' 3:56 '
15
334
58 .
3.99
83
.'3.44
13'
• 5:42
1
2570/0
3-A
1.62
21
2.71
10:
" 0.12 .'
73
0.11 :
83'
6.67:
47
5:52
22-
2
Base Plate Summary
oBase Cnnection.es
Design is Based on 3060.00
.. , . .. g (psi)Concrete .. ..
Plate Fy =.55:00 k'si
Grade A36 Anchor Rods used to determine quantity and diameter
age & Ditch standards are based on ACI=318 A' endix D criteria for "cast -in -01 ce"'anchor rods (Min space = 4tdrod
X -Loc
Grid
Mem.
Thickness
Width
Length
Stiff.
Num. Of
Rodbiam:
Pitch
Gage
Hole
Welds to.
Welds to
k ..
k
No..
in.
in. ..
in:
Case k
Rods
in. . "
in.
in.
Type
Flanpe
Web
0/0/0
3-13
l
0.375
8
13
'No '
4
0.750
5.0
5.0
Std •
OS -0:1875
OS -0:1875
25/0/0
3-A.
4 ..
0.375
8
13
No
4.,
0.750
5.0
5.0
Std
OS -0.1875..
OS -0.1875
Pinned Base Plate Connection Loading
Maximum Shear Case :Mazimum'Tension Case Maximum ComO Case'. Maximum Bracing/WA Case
X -Loc
Shear
Axial .
Load : Shear
Tension '
Load Shear
:Comp:'
Load . Shear
Axial .
rame Shea
Load
k ..
k
Case k
k
Case k
k
Case k
k.
k
Case
0/0/0
3.72'
-1.01 -
55 0.10
-3.53
13 ,1.08.
5.44
. 2 2.00
-3.45
3.33
44 "
25/0/0
. • 2.76.
1.60 -
10' . ' 2.52
6.65.
44. 1.27'
5.60 '
22 .0.06
=6.65
2.52,
44' ..
BUTLER Date: 12/5/2016
Butler Manufaaturft 16-026977-01 Calculations Package Time: 10:58 AM
.r.W.-.�._ Page: 45 of 57
RA plata ('nnnartinn Qtrannth Aotinc .
X -Loc
Rod
Load
Rod
Load
Rod
Load
Rod
Load
Conc.
Load
PlateLoad
2
Plate
Load
Flange
Load
Web
Load
N/A
Shear
Case
Tension
Case
V + T
Case
Bendin
Case
BearingCase
Web
Tension
Case
Com
Case
Weld
Case
Weld
Case
0/0/0
0.168
44
0.092
13
3.00
0
Flush 2.50 11
0
0.047
2
0.134
13
0.087
2
0.104
44
0.108
55
25/0/0
0.120
10
0.173
44
S2
0
12.361
0
0.049
22
0.245
44
0.058
22
0.072
22
0.148
44
' Weh StirrPnpr Cummnry
Mem.
No.
Stiff.
No.
Desc.
Loc.
ft
Web Depth
in.
h/t
a/h
a
in.
Thick.
in.
Width
in.
Side
Welding
Description
2
1
S9
1.50
15.727
95.67
N/A
N/A
0.1875
2.000
Both '
SP -BS -0. I 875,W -BS -0. 1250,F -OS -0. 1250
4
1
S11
KN(Top)
Alternate
Web
Thick=
0.1644
0.1875
2.500
Opposite
W -OS -0.1250
2
1
(SIO)
0.375
6.00
19.00 0.750
A325N/PT
3.00
11
Flush 2.50 11
Fillet
3
4
2
S3
15.94
12.500
N/A
N/A
N/A
0.1875
2.000
Both
SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250
4
3
S2
13.52
12.361
91.90
N/A
N/A
0.3750
4.000
Far
F -BS -0.1875 WAS -0.1875 F -BS -0.1875
Rnitad Fnd-Plata ('nnnartinne !Plata Fv = GCM 4ci1
Mnmant (�nnnartinn.-
Outside Flange
Required Strength
Design
End -Plate Dimensions I Bolt
Outside Flange Inside Flange
Mem.
it.
Type
Thick.
Width
Length Diam.
Spec/Joint
Gages In/Out
Configuration Pitches Ist/2nd Configuration I Pitches Ist/2nd
No.
No.
Flange
in.
in.
in. in.
Cs
in.
ID
Desc. in. ID
Desc. in.
1
2
KN(Top)
0.375
6.00
19.00 0.750
A325N/PT
3.00
11
Flush 2.50/2.50 11
Flush 2.50/2.50
2
1
KN(Top)
0.375
6.00
19.00 0.750
A325N/PT
3.00
11
Flush 2.50 11
Flush 2.50
3
2
KN(Face)
0.375
6.00
19.52 0.750
A325N/PT
3.00
31
Extended 3.25 32
Extended 3.25/2.00
4
2
KN Face
0.375
6.00
19.57 0.750
A325N/PT
3.00.
31
Extended 3.25 32
-Extended 3.25/2.00
Mnmant (�nnnartinn.-
Outside Flange
Required Strength
Design
Strength Ratios
Mem.
it.
I
Ld
Axial
Shear
Moment
Bolt
Bolt
Plate
Shear
Shear
Bearing
Flange
Web
No.
No.
Cs
k
k
in -k
Proc..
Tension
I Shear
Bending
Yielding
Rupture
Tearing
Weld
Weld
1
2
23
-3.5
0.1
295.2
AISC DG-16/Thin plate
0.502
0.002
0.813
0.000
0.000
0.003
0.719
0.631
2
1
23
-3.5
0.1
295.2
AISC DG-16/Thin plate
0.502
0.002
0.813
0.000
0.000
0.003
0.719
0.631
3
2
21
-1.3
4.7
302.2
AISC DG-16/Thin plate
0.326
0.064
0.690
0.324
0.479
0.062
0.738
0.516
4
2
21
-1.3
. 4.7
302.2
AISC DG-16/Thin plate
0.326
0.064
0.690
0.324
0.479
0.062
0.959
0.516
Inside Flange
Required Strength
Design
Strength Ratios
Mem.
Jt.
Ld
Axial
Shear
Moment
Bolt
Bolt
Plate
Shear
Shear
Bearing
Flange
Web
No.
No.
Cs
k
k) -
(in -k)
Proc:Tension
7/7/4
Shear
Bending
Yielding
Rupture
Tearing
Weld
Weld
1
2
15
1.6
0.7
245.5
AISC DG-16/Thin plate
0.495
0.013
0.801
0.000
0.000
0.022
0.719
0.631
2
1
15
1.6
0.7
245.5
AISC DG-16/Thin plate
1 0.495
0.013
0.801
0.000
0.000
0.022
0.719
0.631
3
2
47
2.2
6.2
439.1
AISC DG- I6frhin plate
0.380
0.063
0.941
0.324
0.479
0.054
0.762
0.516
4
2
147
2.2
6.2
439.11
AISC DG-16/Thin plate
0.380
0.063
0.941
0.324
0.479
0.054
0.959
0.516
Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03)
Flanaa Rrara Q-
Member
From Member Joint 1
From Side Point 1 .
Part
Axial Load per FB k Load Case
Design Note
1
12/6/0
.12/6/0
(2)GFB2081
0.180 60
Shear
2
1/10/11
22/6/8
(2)GFB2063
0.138 60
Mom -y
2
9/5/3
15/0/0
GFB2037
0.274 47
+
3
7/7/4
5/0/0
2 GFB2050
0.128 47
Pc
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Controlling Cases
Required Strength
Available Strength
Stren Ratios
Axial
Axial
Shear
Mom -x
Mom- y
Axial
Shear
Mom -x
Mom -y
Axial
Mem.
Loc.
Depth
+
Shear
Pr
Vr
Mrx
Mry
Pc
Vc
Mcx
Mcy
+
Shear
No.
ft
in.
Flexure
k
k
in -k
in -k
k
k
in -k
in -k
Flexure
1
12.50
17.34
60
-4.6
-287.7
0.0
26.2
366.3
50.4
0.87
1
0.00
12.00
55
-3.7
17.0
0.22
2
0.69
16.00
60
0.1
279.0
0.0
129.7
319.7
39.0
0.87
2
0.69
16.00
2
4.2
22.6
..
0.19
3
10.65
14.00
47
2.2
439.1
0.0
122.3
476.6
53.5
0.93
3
10.65
14.00
47
6.2
14.5
0.43
4
15.97
13.00
47
6.7
461.0
-5.8
154.5
549.7
117.5
0.91
4
1 0.00
12.00
10
-2.7
17.4
1
0.16
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Date. 12/5/2016
BUTLER .
r a,tb: Manufacturin 16-026977, 01 Calculations Pac_ kage-Time:10:5s AM
Page: 46 of 57 .
Parameters Used for Axial and Flexural Design
-Mem.
Loc.
Lx
Ly/Lt
Lb
Ag
Afn
Ixx
. lyy,,
• Sx '
Sy
Zx -
• • Zy .
J
CW'
Cb
Rpg
Rpc
, Qs
', Qa
No.
, ft
in.:
in.
• in..
in.2,
in.2
in.4
in.4
in.3
in.3
in.3
in.3
in.4 .
- in.6
7
System
1.000
60 180 0.42 WPR
WPR
1
12.50
168.65
150.0
150.0
4.16
0.94
. 192.57
-3.91
22.21
1.56
25.75
• 2.42
0.04
287.48
1.36
1.00
1.02
0.78
0.65
2
0.69
253.11
15.3
15.3
3.93
0.67
137.97
2.81
17.25
. 1.1
20.84
1.79
0.03
176.70
1.00
1.00
1.16
' 0.56
1.00
3
10.65
253.11
36.6
36.6
3.71
0.94
117.79.
3.91
16.83
1.56
19.19
2.41
0.03
186.45
1.25
1.00
1.09
0.82
1.00
4
15.97
191.63
191.6
19.1.6
-4.68
1.50
143.83
9.00
22.13
•3.00
24.38
4.56
0.67
365.87
1.81
1*.00
1.09
0.89
1.00
Deflection Load Combinations - Framing
a�
f
• - s A
No.
+ :
Origin
Factor,
DefH DefV 'i . Application
'Description.
1
System
1.000
0' 180 1.0 L'
2
System
1.000
' • 60 180 .42 W 1> ..
1 >
3
System
1.000
60 180. 21.42 <W 1
<wi "
4
System
1.000
. 60 180 .42 W2>
W2>
5'
System
1.000
60 180 .42 <W2
<W2 ;
6
System
1.000
60 180 .42 WPL
WPL
7
System
1.000
60 180 0.42 WPR
WPR
8
System
1.000
10 0 1.0 E> + 1:0 EG- . . , •
E> + EG -
9
System
1.000
10 0 _ 1.0 <E + 1.0 EG-
<E + EG -
10
System
1'.000
0 180 I.0 L . '
(Set 1)
1
System
1.000
60 180 .42 W 1> _
`
I> (Set 1) „
12
System
1.000 •
. 60 180 .42 <W 1
W I (Set 1)
13
System
1.000
60 180 ).42,W2>
W2> (Set 1)
14
System
1.000
60• 180 .42<W2
<W2 (Set 1), .
15
System
1.000
60 180. .42 WPL
WPL (Set 1)
16
System
1.000
'. 60 180 .42 WPR
WPR (Set l )
17
System
1.000
10 0' 1.0E>+1.0EG=
E>+EG- (Set 1),..
18
1 System
1 1.000
10 0 1.0 <E.+ 1.0 EG=
t<E + EG- Set 1
Controlling Frame Deflection Ratios for Cross Section: 3 .
a
'Description Ratio • • Deflection in. Member Joint. Load Case Load Case Description
ax. Horizontal Deflection ('H/120) -1.454 1 ' ' 2 7 WPR" .
•� ,' , ; • Max. Vertical Deflection for S an I L/800 + 0.334 3 • 1 7 . • WPR
• Negative hotizontal deflection is left
+ • Negative vertical deflection is down +•
Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such asroofand endwall diaphragms or partial
base fixity. Therefore, these deflections may be considerably overstated: ;
y t' ,Frame Lateral Stiffness (K): 3.166 (k/in)11 4 1
' ` ' Fundamental Period (calculated) (T): 0.535 (sec.)
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division ofBlueScope Buildings. North America, Inc. °.
" Date: 12/5/2016
' BfJTLER � '
a��.rnenur u. 16-026977-01 Calculations Package Time: 10:58 AM
Page:. 48 of 57. .
Frame Location Design Parameters:
Location I Avg. Bay Space I Description " Angle ' Group Trib. Override Desi Status .
12/0/0 cle Area Ri id Endwall #2 EW 3.. 90.0000 Stress Check
Design Load Combinations - Framing
No..
Ori in
Factor - Application
Description
1
System
1.000 1.0 D + 1.0 CG + 1.0 L>
+ CG + L>
2
System
1.000 1.0 D + 1.0 CG + 1.0 <L
D + CG + <L
3
System ,
1.000 1.0D+1.0CG+0.6W1>'..
D+CG+WI>
4
System
1.000 1.0 D + 1.0 CG + 0.6 <Wl.
D + CG + <W 1
5.
System
1.000 1.0 D + 1.0 CG + 0.6 W2>,
D + CG + W2>
6
System
1.000 1.0 D + 1.0 CG + 0.6 <W2
D + CG + <W2
7
System
1.000 ' 1.0 D + 1.0 CG + 0.6 WPL
D + CG + WPL
8
System.
1.000 1.0 D + 1.0 CG + 0.6 WPR
D + CG + WPR.
9
System
1.000 .0,6 MW
MW -Wall: 1
10
System
1.000 0.6 MW
MW - Wall:, 2 ,
1 I
System.
1.000 0.6 MW
MW - Wall: 3.' ..
'12
System.
• 1.006 0.6 MW
MW .- Wall: 4,
13
System
1.006 .0.6D+0.6CU+0.6WI>
D +CU+WI>
14
System
1.006 0.6 D + 0.6 CU + 0.6 <W],
+ CU + <W 1
15
System.
1.000. 0.6 D + 0.6 CU + 0.6 W2> .
D + CU + W2>
16 .
System:
1'.000 0.6D+0.6CU+0.6<W2.
+CU+<.2,
,17
System
1.000 .0.6 D + 0.6 CU + 0.6 WPL. • ; . ..
D + CU +.WPL
18
System
1.000 0.6 D + O.6 CU + 0.6 WPR "
D + CU + WPR
19
System
1.000 1.0D+I.0CG+0.75L+0.45W1>,
D +CG+L+W1>
20
System
Low 1.0 D + 1.0 CG + 0.75'L + 0.45 <W 1 ,
D + CG + L + <W 1
21
System
1.000 1.0 D+ I.00G+0.75 L+0.45 W2>.
D +CG+L+W2> -
22
System
1.000 1.0D+I.0CG+OJ5L+0.45<W2
D +CG+L+.<W2
.23
System
.1.000 1.0 D + 1.0 CG ,+ 0.75 L'+ 0.45 VOL
D + CG + L + WPL
24
'System
1.000 1.0 D+ 1.0 CG+0.7.5L+0.45WPR..
D+'CG+L+WPR
25
System
1.000 EO D + 1.0 CG + 0.91 E> + 0.7 EG+..
D + CG +E> + EG+
'+
26
System
1.006 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+
D + CG <E + EG+
27
System
1:000 0.6 D + 0.6 CU + 0.9 1 E>+0.7EG-.
D+CU+E>+EG-
28
System
1.000 0.6D+0.6CU+'0.91<E+:Oil EG-
D +CU+<E+EG- ".
.29
Special
1.600 1.OD+I.O'CG+1.75E>+0.7EG+•
D+CG+E>+EG+'
30 ,.",..
,Special.',
1.000 1.0D+1.000+1.75<E+0.7EG+ ..
D+CG+<E+EG+
31•,
Special •
.1.000.0.6D+0.6CU+1.75E>.+0.7EG-.'
D+CU+E>+EG-
32
special,
1.000 0. 6 D + 0.6 CU + 1 .75 <E + 0.7 EG-,.•
D+CU+'<E+EG-
33
OMF Connection
1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+
D + CG + E> + EG+
34-
OMF Connection
1..000 1.0 D + 1,0 CG + 2.45 <E + 0.7 EG+
D +.CG +,<E + EG+
35
OMF Connection
1.000 0.6D+0.61CU+2.45E>+0.7EG-'
D+CU+E>+EG-
36
OMF Connection
. 1.000 0.6 D +.0.6 CU.+ 2.45 <E + 0:7 EG -' .
+ CU +'<E + EG-
'. .. Frame Member Sizes
•k '
Mem. '
Fig Width
Fig Thk
Web Thk
Depth
Depth2
Length
Weight
.Fig Fy
Web Fy
Splice
Codes
Shape
No..
in.
in.
(in.),
(in.)..
in.
11
ksi •
ksi .
R.I
R.2 .'
1
5.00'
0.1345
0.1345:
12.00'
'12.00
15.24.,
163:7.
'55.00
55.00 ..
:BP,
KN
:3P
2
5.00
0:1345:
0.1345
9.00
.'•9.00
11.83
110.5
.55.00:
55.00 •
KN
SS
3P
3
5.00
0.1345
0:1644
9.00
15.00
11.82
126.1
.55.00
55.06
SS •
KN'
3P
4 .
8.00
0.1500'
0.1345
16.00
16.00.
17.23
389.4
.'55.00
55.00
BP
KN
3P • '
Total Frame Weight = 789.8 (p) (Includes all plates) "
Boundary Condition Summa
Member. ' X -Loc Y -Loc . Supp., X . Su . Y.. _ Moment . Dis lacement X in. Displacement Y in. Dis lacement ZZ rad.
1 .0/0/0 0/O/0 Yes . • Yes No 0/0/O 0/0/O 0.0000
4 • • 25/0/0 0/0/0 Yes • Yes' No• ' 0/0/0 • • 0/o/O 0.0000
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc: ;
J
surcER Date: 12/5/2016 •
sutler ManwecturinpF,: :16-026977-01 Calculations Package - Time:10:58 AM
r Page: 49 of 57.
Values shown are resisting forces of the foundation.
Base Connection Design is:Based on 3000.00 (psi) Concrete
Reactions - Unfactored Load Type at Frame Cross Section: 4 ' ..
Type Exterior Column
X-Loc0/0/6
Grid -Grid2 4-B
Base Plate W x L (in.) 8 X'13
Base Plate Thickness (in.) 0.375
Anchor Rod Qry/Diam: ,(in.) 4-0.750
Column Base Elev. 100'-0..
Exterior Column
25/0/0
4-A
9 X 17
0.375
4-0.750
100'-0"
Vertical
Load Reaction -
k .- k.
Load
Load Type
Desc. Hx
V .
Hx
V
0.0
0:0
D
Frm' 0.09
0.59
-0.09
0.81 "
5.5'
5.5
CG
Fnn 0.08
0.45 •
-0.08,
0.45 .
Wl>
1.0
L>
Frm 0.52
2.72
-0.52 _-
2.76
4:5 ..
68:.
<L
Frm. 0.52
2.72
-0.52
2.76
2.1,
<W2
VNl>
Frm .. -0.42
4.08
1.46,
-5.53.
5.0'
5.0
<W 1
Frm 2.21
-1.54
2.26.
-5.22
-
9,6 .. .
W2>
Frm -3.16
-2.53
-1•.19
0.40
MW'
3.5
<W2
Frm -0.53
0.01
-0.39
0.72 '
0,0
0.0
WPL
Frm' 2.52
-139 ..
2.43•
,-5.36.
_
CU
WPR
Farm 2.37 .
-2.58
2.82 :
-7.03
0.0
0.0
MW '
Frm
E>
0.7
0.7
0.0.. .
0.0 .
MW
Fran 0.77
1.39
2.69
'=1.39
=
0.7
MW.
Frm
0.0
0.0
0.0 •
0.2
MW
Frm -2.13'
=1.22
-1.13
1.22
CU
Frm
L
Frm. 0.52
2.72
-0.52' .
2.76
E>.
Frm -0.44
-0.32
-0.27
0.29 -
EG+
Frm 0.02
0.12.
-0.02
0.12 '
<E
Frm 0.44
0.32
0.27
-0.29
-
EG-
Frm . -0.02:
0.12 " '
. 0:02
0.17
t • • Sum of Forces with Reactions heck -.Framing'
Load Type,
Horizontal .
Load : Reaction:'
(k) k
Vertical
Load Reaction -
k .- k.
Load
Hrz Right.
0.0
1.5' ` .
.1.4
:CG '
0.0
0:0
0.9:
0.9
Load
Mom cw
0.0 .
5.5'
5.5
<L
0.0
•0.0
5.5
(Hx)
Wl>
1.0
1.0
..'9.6
%5.5
9.6.. .
<W1' .. .-
4:5'
4:5 ..
68:.
6.8: ...
W2>
4.3
4.3
2.1
2.1,
<W2
0.9
0.9 .
0.7 ..
0.7
WPL
5.0'
5.0
6.8
6.8
WPR ,
5:2
5:2 '
9.6:. ,'
9,6 .. .
MW
0.0
0.0
0.0',
.. 0.0
MW'
3.5
3:5
0.0
0.0
MW
0.0 , " -
0,0
0.0
.' 0.0
MW. ... ••
3:3
3.3
O.O.
0.0 ...
CU
0.0
0.0
0.0'•
0.0
L"
0.0
0.0
5.55.5
3.73.
E>
0.7
0.7
0.0.. .
0.0 .
. EG+
0:0
0. 0'
. 0 2
0.2 .
<E
0.7
0.7
0.0:
0.0
0.0
0.0 •
0.2
0.2
Maximum Combined Reactions Summary with Factored Loads = Framing
Note: All reactions are based on •1st order structural Anysis.
X -Loc
. Grid
Hfz left
Load
Hrz Right.
Load
-Hrz ln..
Load
Hiz Out,
Load
Uplift ' .
Load
Vrt Down
Load
Mom cw
Load
Mom ccw
Load
(-Hx) .
Case
(Hx)
Case
(-Hz)
Case
(Hz)
Case
(-Vy)
Case
(Vy)
Case
(-Mzz).
Case
' (Mzz) "
Case
k
k
''
k
k
k
.. k
in-
in -k
0/0/0
4-B
L8.5'
15
1.69
.23
2.10
13:
'3.76
1 -
25/0/0
- 4-A'
1.09
.21
1.64.
18.
3.73.
18
4:02.
l .
sureE�r Dater 12/5/2016
butler Manuteaturbig _ 16-026977-01 Calculations Package Time: 10:58 AM
�.a.._.�._._.. � Page: 50 of 57
Base Plate Summary
Base Connection Design is Based on 3000.00 (psi) Concrete
Plate Fy = 55.00 ksi
Grade A36 Anchor Rods used to determine quantity and diameter
Gape & nitrh standards are haled nn ACI -'i 1 R Annrndix n rritaria for •Tact-in-nlara" anrhnr rode (Min cnara = AM-il
X -Loc
Grid
Mem.
Thickness
Width
Length
Stiff.
Num. Of
Rod Diam.
Pitch
Gage
Hole
Welds to
Welds to
k
Case k
No.
in.
in.
in.
k
Rods
in.
in.
in.
T
Flange
Web
0/0/0
4-B
1
0.375
8
13
No
4
0.750
5.0
5.0
Std
OS -0.1875
OS -0.1875
25/0/0
4-A
4
0.375
9
17
No
4
0.750
5.0
5.0
Std
OS -0.1875
OS -0.1875
Pinnal Roca Plato 4"nnnortinn I nodina
Maximum Shear Case Maximum Tension Case Maximum Comp Case
Maximum Bracin A Case
X -Loc Shear
Axial
Load Shear
Tension
Load Shear
Comp
Load
Shear
Axial
Frame Shear
Load
k
k
Case k
k
Case k
k
Case
k
k
k
Case
0/0/0 1.86
-1.16
15 0.20
-2.10
13 0.69
3.79
2
-
-
-
0
25/0/0 1.65
-3.68
18 1.65
-3.68
18 0.69
4.01
1
1.77
-3.68
1.65
18
Race PIMP Cnnnrrtinn Rtranath Ratinc -
X -Loc
Rod
Load
Rod
Load
Rod
Load
Rod
Load
Conc.
Load
Plate
Load
Plate
Loadi
ange
Load
Web
Load
in.
Shear
Case
Tension
Case
V + T
Case
Bending
Case
Bearing
Case
Tension
Case
Comp
Case
Weld
Case
Weld
Case
0/0/0
0.081
15
0.055
13
N/A
0
3.000
0
0.033
2
0.079
13
0.061
2
0.041
2
0.055
15
25/0/0
0.105
18
0.096
18
12
0
4
0
0.024
1
0.119
18
0.019
1
0.041
18
0.052
18
WPh CtiffPnPr Cummary
Mem.
Stiff.
Desc.
Loc.
Web Depth
h/t
a/h
a
Thick.
Width
Side
Welding
No.
No.
Configuration Pitches Ist/2nd
ft
in.
No.
No.
in.
in.
in.
k)
Description
2
1
S9
1.00
8.773
65.23
N/A
N/A
0.1875
2.000
Both
SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250
4
1
S3
15.83
15.500
N/A
N/A
N/A
0.2500
3.000
Both
SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250
Rnitad Fnd-Plata Cnnnartinnc (Plata Fv = K (In 4ci)
Mnmant Cnnnartinne-
Outside Flange
Required Strength
Design
End -Plate Dimensions Bolt
Outside Flange
Inside Flan e
Mem.
it.
Type
Thick.
Width
Length Diam.
Spec/Joint
Gages In/Out
Configuration Pitches Ist/2nd
Configuration Pitches Ist/2nd
No.
No.
No.
in.
in.
in. in.
k)
in.
ID
Desc. in.
1D
Desc. in.
1
2
KN(Top)
0.375
6.00
13.00 0.750
A325N/PT
3.00
11
Flush 2.50/2.50
11
Flush 2.50/2.50
2
1
KN(Top)
0.375
6.00
13.00 0.750
A325N/PT
3.00
11
Flush 2.50
11
Flush 2.50
3
2
KN(Face)
0.375
6.00
16.02 0.750
A325N/PT
3.00
11
Flush 9.63
12
Flush 2.00
4
2
KN Face
0.375
8.00
16.07 0.750
A325N/PT
3.00
1 11
Flush 9.63
12
Flush 2.00
Mnmant Cnnnartinne-
Outside Flange
Required Strength
Design
Strength Ratios
Mem.
it.
Ld
Axial
Shear
Moment
Bolt
Bolt
Plate
Shear
Shear
Bearing
Flange
Web
No.
No.
Cs
k
k)
(in -k)
Proc.
Tension
Shear
Bending
Yieldinjzl
Rupture
Tearing
Weld
Weld
1
2
23
-2.5
0.1
141.2
AISC DG-16/Thin plate
0.382
0.002
0.620
0.000
0.000
0.003
0.516
0.516
2
1
23
-2.5
0.1
141.2
AISC DG-16/Thin plate
0.382
0.002
0.620
0.000
0.000
0.003
0.516
0.516
3
2
21
-0.9
2.9
199.2
AISC DG-161rhin plate
0.447
0.058
. 0.726
0.000
0.000
0.094
0.516
0.631
4
2
21
-0.9
2.9
199.2
AISC DG-16/Thin plate
0.447
0.058
0.726
0.000
0.000
0.094
0.959
0.631
Inside Flange
Required Strength
Design
Strength Ratios
Mem.
it.
Ld
Axial
Shear
Moment
Bolt
Bolt
Plate
Shear
Shear
Bearing
Flange
Web
No.
No.
Cs
k
k)
(in -k)
Proc.
Tension
I Shear
Bending
Yieldingi
Ruriture
Tearinp
Weld
Weld
1
2
15
1.2
0.6
104.9
AISC DG-16/Thin plate
0.338
0.013
0.548
0.000
0.000
0.021
0.516
0.516
2
1
15
1.2
0.6
104.9
AISC DG-16/Thin plate
0.338
0.013
0.548
0.000
0.000
0.021
0.516
0.516
3
2
18
1.4
3.5
292.6
AISC DG-16/Thin plate
0.381
0.048
0.959
0.000
0.000
0.051
0.708
0.631
4
2
18
1.4
3.5
292.6
AISC DG-16/Thin plate
0.381
0.048
0.959
0.000
0.000
0.051
0.959
0.631
Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03)
FlanoP RrnrP Rummary
Member
From Member Joint 1
I From Side Point 1
Part
Axial Load per FB k
Load Case
Design Note
1
12/6/0
12/6/0
GFB2050
0.225
23
2
1/10/11
22/6/8
GFB2037
0.215
23
3
2/7/4
10/0/0
GFB2037
0.128
23
3
7/7/4
5/0/0
GFB2050
0.164
18
File: 16-026977-01 Version: 2016.2a
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
surcER Date: 1,2/5/2016
Butler Menut9etulUip� 16-026977-01,Calculations Package ; Time: 10:58 AM -
Page:. 51 of 57.
r' • Frame Desi n Member Summary -"Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint.1
-Parameters Used for -Axial and Flexural Design .
Mem.
Controllin 'Cases
R"e uired Strength
Available Strength
Strength Ratios
Ag
Afn
Ixx
Axial
SX
Axial.
"Shear
Mom -x
Mom- y
Axial
Shear
Mom -x
Mom -y
Axial •'
Qa
Mem.
Loc.
Depth
+
Shear
Pr
Vr
Mrx
Mry
Pc .
Vc
Mcx .
Mcy
+
Shear
No.
ft .
in.
Flexurek
1 ..
k ,
in -k
in -k
k
k
in -k
in -k ,
Flexure
.10.91
1
12.50
12.00
23
98.71
" -2.5
1.00
-141.3
0.0
18.8'
2 .
183.5
39.0
0.84
9.7
1
0.00
12.00
2.80
15
1.12
1.8
1.72
0.02
55.09
16.7
'00,
1.13.
0.67
0:11
2
0.47
9100
23
- 33.5
0.2
0.67
'430:2
0.0
83.1
• 1.12
169.5
'' 39.0
0.77 .
155.10
2
0.47
9.00
0.58
2.
.4
.3.1
190.38
'190.4
. 190.4.
20.9
2.00
289.82
'21.34
0.15
3
10.39
15.00
18
1323.19
1.4
1.00
292.6
0.0
124,3
301.6
39.0
0.98
3
10.39
15.00
18
3.5
24.2
0.15
4
9.00
16:00
'18
3.7
175.4
191'.4
200.8
"
825.7
_250.2
0.99
4 ; .
0.00
16.00
IG.
1.6
12.8
. 0.13
-Parameters Used for -Axial and Flexural Design .
Mem.
Loc..
"Lx
Ly/Lt
Lb
Ag
Afn
Ixx
lyy
SX
. Sy
ZX
'Zy "
J
Cw
Cb
Rpg
Rpc
Qs
Qa
No.
ft
in.
' in
in.
in.2
in.2
in.4
in.4
in.3"
: in.3
in.3
in3
in.4
in.6
1 ..
12.50
175:15
150.0
•150.0
2.92
0.67
:65.44
:". 2.80
.10.91
1.12.
12.61
. 1.73
0:02.
98.71
1.34
1.00
1.15
" 0.59
•0.76
2 .
0.47
255.42
' 9.7
9.7
2.52
0.67
33.89
2.80
7.53
1.12
8.53
1.72
0.02
55.09
1.00
'00,
1.13.
0.67
1.00
3
10.39
255.42
33.5
- 33.5
3.77
0.67
118.10
' 2:81
15.75
• 1.12
18.92
1:78
0.03
155.10
1.18
1:00
1.19
0.58
1.00
.4
9.00
190.38
'190.4
. 190.4.
, 6.08.
2.00
289.82
'21.34
36.23
" 5.33
39.58
"8.07
0:10
1323.19
1.71.
1.00
. 1.03
.0.67
1.00
.4 x'
BUTLER
Date:' 12/5/2016
,
a,tb.Menwac,u,ft;� _ 16-026977-01 Calculations Package' Time: 10:58 AM
Page:. 52 of 57
,a User Defined Frame Point Loads'for Cross Section: 4 "
Side Units• :T Description' Magi • . Locl Offset 'H'or V] Supp: Dir. Coef.
` 4 k V1TReak Axis Load 5.91 9/0/01' N N N IN 1.000 WA
4 k WPL eak Axis Load -5.91 9/0/0' N N N OUT 1.000 WA
Y t r
X-
Deflection Load Combinations-'Framin "
No.
Origin
Factor
DefH :DefV
'Application
Description '
1
System
1.000
0 . 180
1.0 L
2
System
1.000
60 180'
3.42 W1>
l>
3
System
1.000
60. 180
0.42 <W 1 ..
W
4
System -
1.000
60 180
3.42 W2>
W2-
5
System
1.000
60 180
.42 <W2 ' • . r y ,,
-5W2,
6
System
1.000
60 180
.42 WPL
PL
7
System
1000
60 180
.42 WPR
8
System
1.000
.10" 0
1.O F> +•1.0 EG _ .
F>'+ EG-"
9'
System .
- 1.000 •
. 10' 0 -
1.0 <E + 1.0 EG- . '
EG—
Controlling.Frame Deflection Ratios for Cross Section: 4,
1
Description Ratio. I Deflection (in.). Member Joint' Load Case Load Case Description .
Max. Horizontal Deflection (H/l94) -0.923 1 2 7 WPR '
ax. Vertical Deflection for Span 1 L/852. -0.315 • 3 l l + L
' Negative horizontal deflection is left
Negative vertical deflection is downa "
* ` Lateral deflections of primary frames are calculated on a bare frame. basis and do not include:resistance from systems such as roof and end will diaphragms or partial. -
1 ' base fixity. •Therefore, these deflections may, be considerably overstated: '
Frame Lateral Stiffness (K); 1.907 (Win).
Fundamental Period (calculated) (T)i 0.498 (sec.)
File: 16-026977-01 Version:'2016.2a
Butler Manufacturing, a division ofBlueScope Bui.ldings.North America,`Inc: ' ;
: Zone' Units'
" . • T
Description' . • • ' ' "Actual '
surcER
Allow. '
Date: 12/5/2016
' 16-026977-01 Calculations Package Time:10:58 AM
ButlerManulnatu`tr%6
End Zone • psf .
W 1 >
Standard Spacing is Adequate 24.58
0/0/0
Page: 53 of 57.
Covering - Summary_Report
OUT
-1:810
Shape: Recycle Area
<W2 .
Standard Spacing is Adequate 19:69
,Loads and Codes -Shape: Recycle Area _
26.000
-0.76
City: Chico County:
Butte State: California
Country: United States
Building Code: California Building Standards Code - 2013 Edition Structural: IOAISC
- ASD Rainfall: I: 3.30 inches per hour
Based on Building Code: 2012 International Building Code Cold Form: 12AISI
-ASD fc: 3000.00 psi Concrete
Building Risk/Occupancy Category: II (Standard Occupancy Structure) - ,
OUT
Dead and Collateral Loads
End Zone psf
Roof Live Load
Collateral Gravity:3.00 psf
Roof Covering+ Second. Dead Load' 2.21 psf
Roof Live Load: 20.00 psf Reducible
Collateral Uplift: 0.00 psf
Frame Weight (assumed for seismic):2.50 psf
1.450
Wind Load
Snow Load
Seismic Load
Wind Speed: Vult: 110.00 (Vasil: 85.21) mph
Ground Snow Load: pg: 0.00 psf
Lateral Force Resisting Systems using Equivalent
OUT
-1.540
Force Procedure
The'Envelope Procedure' is Used
Flat Roof Snow: pf 0.00 psf
Mapped MCE Acceleration: Ss: 61.00 %g
Wind Exposure: C - Kz: 0.860
Design Snow (Sloped): ps: 0.00 psf
Mapped MCE Acceleration: S 1: 27.00 %g
Parts Wind Exposure Factor: 0.860
Rain Surcharge: 0.00
Site Class: Stiff soil (D)
:Wind Enclosure: Partially Enclosed "Exposure
Factor: 2 Partially Exposed.- Ce: 1.00
Seismic Importance: le: 1.000
- .Topographic Factor. Kzt`. 1.0000
Snow Importance: Is: 1.000.
Design Acceleration Parameter: Sds: 0.5335
Thermal Factor: Unheated = Ct' 1.20
Design Acceleration Parameter: Sd 1: 0.3348
NOT Windbome Debris Region
Ground / Roof Conversion: 0.70.
Seismic Design Category: D
Base Elevation: 0/0/0
Seismic Snow Load: 0.00 psf
Primary Zone Strip Width: 2a: 6/0/0
"/o Snow Used: in Seismic: 0.00
Parts / Portions Zone Strip Width: a: 3/0/0:
Diaphragm Condition: Flexible
Basic Wind Pressure: q: 22.63 psf
Fundamental Period Height Used: 16/11/8
Transverse Direction Parameters
Ordinary Steel Moment Frames
Redundancy Factor: Rho: 1.30•
Fundamental Period: Ta: 0.2696
R -Factor: 3.50
Overstrength Factor: Omega: 2.50
-
Deflection Amplification Factor: Cd: 3.00'
`Base Shear. V' 0'. x W ,
1524
Longitudinal Direction Parameters
Ordinary Steel Concentric Braced Frames
Redundancy Factor: Rho`. 1.30
Fundamental Period: Ta: 0.1671
R -Factor: 3.25
Overstrength Factor: Omega: 2.50_
Deflection Amplification Factor: Cd: 3.25
•• .. ..
Shear V 0 2
Base .164 x W
Covering Design Loads - Wall: 3
: Zone' Units'
" . • T
Description' . • • ' ' "Actual '
Locl
Allow. '
Ratio
Dir:
Coef.
End Zone • psf .
W 1 >
Standard Spacing is Adequate 24.58
0/0/0
24.000
A.02
OUT
-1:810
End Zone psf
<W2 .
Standard Spacing is Adequate 19:69
0/0/0
26.000
-0.76
IN
1.450
End Zone psf
W 1>
Standard Spacing is Adequate • • 24.58
22/0/0.
24.000
1.02
OUT
-1.810
End Zone psf
<W2.
Standard Spacing is Adequate, 19.69
22/0/0
26.000
0.76
IN
1.450
Interior Area psf
W 1>
Standard Spacing is Adequate 20.91
3/0/0
24.000
0.87
OUT
-1.540
Interior Area psf
<W2
Standard Spacing is Adequate 19.69
3/0/0
26.000
0.76
IN
1.450
Covering Design Loads - Wall: 4
Zone
Units
' ' T
Description
Actual
Locl Allow.
Ratio.
Dir.
Coef.
End Zone
psf-
WI>
.. • • Need Lower Girt
24:58
' 0/0/0 58.000
'0.42
OUT
=1.810
End Zone
psf
<W2
Standard Spacing is Adequate
19.69
0/0/0 24.000
0.82
IN
1.450
End Zone
psf
W 1>
Need Lower Girt'
24.58
67/0/0 58.000
0.42
OUT
-1.810
End Zone
psf
<W2'
Standard Spacing is Adequate
19.69
67/0/0 24.000
0.82
IN
1.450
Interior Area
psf
W1> ,'
Standard Spacing is Adequate
20.91
3/0/0 23.000
-0.91
OUT
-1.540
InteriorArea . ' :psf
<W2
Standard Spacing is -Adequate .
19.69
3/0/0 1 24.0001
0.82.
IN
1.450.
• BUTLER .
Date: 12/5/2016 •
•• ButbrMenufeoturlrq, ,16-026977-0I Calculations Packake • Time: 10:5s,4M
.' .. Page: 54 of 57
Covering Desi n Loads - Roof: A
Zone
Units
T
Description
Actual'
• Locl
Allow: ''
.Ratio •
Dir.
Coef.
Entire Surface
psf.L
Standard Spacing is Adequate •
20.88
0/0/0
69.000
0.30
IN
0.997
Exterior Edge Zone
.'psf
W2
Standard Spacing is Adequate .
12.49
6/0/0
69.000
0.18
IN
0.850
Exterior Edge Zone
psf
W 1>
Standard Spacing is Adequate
31.34
6/0/0
64.000
.0.49
OUT
-2.350
Cornet Zone
psf
<W2
Standard Spacing is Adequate
12.49
12/0/0
69.000
0.18
IN
0.850
Corner Zone
psf
W 1>
Standard Spacing is Adequate
42.20
12/0/0
64.000.
0.66'
OUT
-3.150
Comer Zone
psf
<W2
Standard Spacing is Adequate
12.49
58/0/0
69.000
0.18
IN
0.850
Corner Zone
psf
W 1>
Standard Spacing is Adequate
42.20
58/0/0
64.000
.0.66
OUT
-3.150
Exterior Edge Zone
psf.
<W2
Standatd Spacing is Adequate
12.49
64/0/0
69.000
0.18
IN
0.850
Exterior Edge Zone
psf
W l>
Standard Spacing is Adequate'
31.34
64/0/0
64.000
0.49
OUT
-2.350
Interior Edge Zone :
. psf
<W2
Standard Spacing is Adequate
12.49
' 6/0/0 '
69.000
0.18
IN
0.850
Interior Edge Zone
psf
W 1>
Standard Spacing is Adequate
24.55
6/0/0
64.000
.0.38
OUT
-1.850
-Interior Edge Zone
„ psf
<W2"
Standard Spacing is Adequate . •
12.49
58/0/0
69.000
0.18
IN '-
0.850
Interior Edge Zone •
psf
W 1>
Standard Spacing is Adequate.
24.55
58/0/0
64.000
0.38
OUT
-1.850
Interior. Edge Zone
psf
<W2
Standard Spacing" is Adequate
12.49
64/0/0
69.000
0.18.
IN
0.850
Interior Edge Zone
psf
W 1>
Standard Spacing is Adequate
24.55
64/0/0
64.000
0.38
OUT
-1.850
Side Zone
psf
<W2
Standard Spacing is Adequate
12.49
6/0/0
69.000
0.18
IN
0.850
Side Zone
psf
W 1>
Standard Spacing is Adequate
24.55
. 6/0/0
64.000
0:38
OUT
-1.850
Interior Area .
psf
<W2,
Standard Spacing is Adequate . '
12.49
6/0/0
69.000
'0.19
IN
0.850'
Interior Areapsf
W 1>
Standard Spacing is Adequate
21.84
6/0/0
64.000
.0.34
.•OUT.
-1.650
r Panel Data
Wall/Roof
T
Thickness
•Finish
Color . .
Direction.-
Gable Dir' .'
Max. Length
Wall: 1
'Open'
Exposed to wind
Wall: 2
Open
Wall: 3
Butleri6II Punched
26
Butler -Cote
Cool Birch White
Left to Right
Left to Right
411/0/0
Location: 2
NBBMC - Masonry
8" _
psf= 28.00
Supported by others�es
Wall: 4
Buderib II Punched
26
Butler -Cote ', ,'
' Cool Birch White .
. Left to Right
Left to Right
41/0/0
Location: 2
NBBMC - Masonry.
8"
psf=.28.00
Supported by others=yes
None
No
No
Roof: A ..
Butletib II Unpunched
26
. AIZn .. '
I Plain AIZn
System Generated •
Not Applicable
41/0/0
Fastener Data
Wall/Roof
Type
Length
Spicing
Washers
lnsul'. Block '
Mod. Ctrl.
Ice Damming
Wall: 1
None,
Wall: 2
None.
Wall: 3 .
Tort CMC MES, CMC,SDS
MPS, SDS Stitch .'"
Standard Option
Yes
None
No -
No
Stitch
Location: 2
, . Hex Carbon Steel
Wall: 4
Torx CMC MPS, CMC SDS
MPS, SDS Stitch '
Standard Option.
Yes
None
No
No
Stitch
Location: 2 ''
Hex Carbon Steel
oof:'A
Hex CS SDS, CS SDM
SDS, SDM Stitch,
Standard Option
Yes
None .
No
No '
Stitch
CALIFORNIA
County Name
Snow
Wind
Rain'
Seismic
S
W�
Wz
W3MI'4
Ws
11
12 '
County Seat S,
Sl TL .•
Butte • •
01500
100 110 115 72
3.30 4.68 •
Oroville 0.597 A261 16
4
- Panel'
' ' Span kevohs, W
Suction.(-) Loads
Pressure (•) Loads '
LenBtf� 18 Of
81 I. • 2 03 E4 8
ASD - AvaHaW Sheogts.
Deflection
ASD
Deflection
• ` (ft.) Spa..
- •6. •
..Parol
BUTLER
A e L l 60*_
-
'
Date: 12/5/2016-
7.50 1 2.60 I. - I' -- I _ 1 _
Butler
16-026977=01 Calculations Package
Time: 10:58 AM+
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2012 International
Building Code Design
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' Be Wind Sp
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- lentth l lRl =
70
- -
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(nrelope Dartnly Enclosed .. �.. '
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7593
..
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' ' Roof VRIh/12-
1
=4.76'
'
.
Tppatraphic Factor K.= 1.OD
K 0
Guri Factor O = 085 S-:26.9.1
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..
- 25
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K, 0_
qtr I .tM I_S'V 1 /k+ 1 I
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r
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'
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-
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2284
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Date: 12/5/2016
• BUTLER
Butler Manuf.ct�, � j6 69 7 7-01 Calculations Package Time: 10:5.8 AM,
. ..» _ Page: 57 of 57
SUAPOrted in VV4WON
[Job No -in New Tables
26 Ga-Butlerib@U Roof [Pagelj I
But u Manufacturing �Date� 811116'
ASD - Panel Available Strength (psf) 1Prepared 136:1♦ xs
Reviewed l3g:gg!■ ex
Equal SuAport S aces. Rem 15 611712016
Panel'
Span Lengths. ft..
Suction (-) Loads
Pressure
(!-) Loads
Length i of
j
•1jS2j63j5.4j05jt6
ASD'- Available Strength
Deflect
'ASD
Deflection
Panel
C..".0-
a . L t 60
Panel
e = L t 60
(ft.) , -pass
1_5 o0 3 , 1 or 2
L50 , 1.50 - --' , -_
- - -
455
214
4440
218
4273
I 1 or 2
I I 1 I I
2.00 , 2.00 , -- --- --- ---
289,
X4•
1873
163
1803.
2.5 or 5 !11 or 2
2.60 12 I __ I _ I .�_ I __
198
Lel
959
131
923,
3 or 6 11 or 2
3.00 3.00 -= I -- I -- I '_--
143
hw,
555
109
534
325 or 6.511 of 2
3.251 3.25 1 -= I A -- I- -:
124:
V/,
436
100
420 '
3.5 or 7 11 or 2
3.601 3.50 1 -- I . -- I ._- I '__
108.
94
• 349
93
339
3.75 or 7.511 or 2
3.751 3.75 1 -- 1 = 1 --' 1 ---
95..
?'
284,
87
'2173
4 or 8 I 1 or 2
4.00.1 •4.00 1 - .1 -- 1 -- 1 -=•
84
AV
234
82
225
4.25 or 8.5 j 1 or 2
4.25j j"
j
75 .
.
195
/88
4.5 or 8 j 1 or 2
4:50 j 4.60 I •--; I -- �) --- I .---
67,
164
71
158
4:75 of 9.5 j 1 or 2
4.75 j 4.75. j --= j -- j -- • j --
61
140
64
135 .
5 or 10. ' 1 or 2
5.001 5.00 1— 1 1
55
120
57.
115
4.50 3
1_501
1.50 ' 50 _
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515
21.4
8370
247
8064
6.00 3
..
2.00 ' 2.00 ' 2.00 ' --
336
At'4
3535
185
3402
7.50 j 3
2.50 j 2-50, 2.50 j --- j --- j ---
234
/.7/
1810
146
1742
9.00 3
-
3.00 ' 3.00 ' 3.00 ' -- -- -
172
hV
1041
124
1008
9.75 I 3
_
3.25 1 325 1 325 i -- -' I
149
47/
824
114
793
10.50 3
3.50 3.50 3.50. - -
131
a4
660
lee
635
1125 3 .'
3.75 x3A , 3.75 , -- --- --
115
v?
53.6
99
516
12.00 3
4.00 4.00 4.00 -- -- --
103
��°
442
93
425
.12.75 3
425 ! 425 425 -- - ---
92
368
87,
355
13.50 1 3
4:50 1 4.50 4.50 1-: I _- I __
83
??
310
82
299
14.25 1 3
4.75 1 4.75 1 4.75 1 -- 1 -- 1. _
75
6v
264
78
254
15.00.. • ( 3
5.00 15.00 15.00 I -- I' --' I . --
68 ' .
6
226.
73
210.
6.00 I a 4
L50 I L50 11.60 11.50 1 etc. I --
'497. '
219 ',
.8894
238
8566
8.06. I 14
2.00 12-60 12.00 12-00 I etc. I • -=
321
$4.
3752
178
3611 '
'10.06.1 1 k4
2.50 12.60 12.50 12.50 1 etc. 1 • --
223
17/
1921
143
1849
12.00' . 1 t 4
3.00 1 3.00 13.00 1 3.00 1 etc. 1 -
163
47.9
1112
119.
'1070 '
13:00 j a 4
3.25 j 325 j 3.25 j 325 j . etc,. j' --=.
141
h7l
874
110
842 "
14.00 j a 4
3,50 j 3.50 j 3.50 j 3.50 j eta j
123
of
700
102
674
15.00 a 4
3.75 ' 3.75'3 75 ' 3' 75 ' etc. ' ,--
I. I.
109
4!569
95
548
16.00
j -i4
.
4.00 j 4.00'40014001 . eta j --
87
It,
469
89
451
17.00 2 4
1
4,25 ' 425 ' 425 ' 425 ' etc. ' -=-
1 . 1.. _ I .. 1 I ..
86 • •
T
391
84
376 '
18.00 a 4
4.50 ' 4.50 ' 4-50 4.50 ' etc.. ' . �- .
78
"u
329
79
317
19:00 1 a 4
4.75.,14.75 4.75 4.75 etc. =
70
280
75 •
270
2 0-0 0 a 4
.5 5-001.5-00 5.00E�� etc. - _
64
246
69
231 '
7
r
:.
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r
:.
' .r
i .. DRAWING INDEX
DRAWING RELEASE HISTORY
} . GENERAL NOTES
i3~ ' 1•
DRAWING TITLE PAGES
TYPE DATE DESCRIPTION .
4 * ,x
nMATERIALS
r
-
ASTM DESIGNATION
.ti
r.._ ..
! •. r ,.'V
• "
.,
COYER SHEET . 1 _
-
JIR Ornwings 1715TlO18 FOR CONSTRUCTION
,
3 PLATE W ELDED SECTIONS" - A529, A572. A1011, AIOt6 . •s 4 GRADE 55-
- 'GRADE
r i
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CODES AND LOADS ,;
.. - ...
P4.* w w ";3s - , 12/Y2016 . PERKR SET- For BwWrI j Dept
..
COLD FORMED LIGHT GAGE SHAPES , A653, AEON , 60 .L
.
n • BRACE RODS . - A572. A5f0 - •. GRADE 50 .
r
NOTES 7
•' HOT ROLLED MRL SWIPES • - ' A36,.529, A572. A588. A992 GRADE 36 OR 50
•
.. t
BIJTL ER
,. ^ + • . .• . '! . .. . • ®� .
..
..
- HOT ROLLED ANGLES - A529, A572 ASBB, A992 GRADE 50
HRUC.T.URAL SECTION (HSS) ,
AM, A792. '•GRADE 50 OR GRADE 80'
ANCHOR ROD PLAN,
%CID
PRWLRYSTRUCTURAL 5.10 .
+r
HIGH STRENGTH BOLT TIGHTENING REQUIREMENTS
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'
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STRUC'T11RAL .
- ' �•�B '
,.
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.. TT'IS THE RESPONSIB6.ffY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS W ACCORDANCE W ffH APPLICABLE
ti REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS FOR MORE
�• d♦ ...
% Y n u r i 9,
a'division of BlueScol3e Buildings North, Inc.
COVERBIO.. ;. 19.24
�'
..
INFORMATION.., - - .. .. ..
SEE ERECTION GUIDE FOR BOLT TIGHTENNG INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE
s , ..
' • • •. • "-s
SPECIAL DRAWINGS
- • - .+• • • . , .
•
THE BOLT TIGHTNESS (LE. -SNUG TIGHT OR PRE -TENSION) UNLESS REOURED OTHERWISE BY LOCAL,JURISDICTION OR . .
_ .
r n. i' • f , "' •'
, 1
r
STANDARD ERECTION DETALLS - •
L•'
�^ • ' - '
..9;
-
CONTRACT.,.
ALLM90 BOLTS SHALL BE"PRE-TENSIONED. A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE
w
�. . ..•k. �_ .,, .w'
_ 7.
PIANOGRAPH DETAILS
•, . .
a -
..
- .'SNUG -TONT E)CCEPT AS FOLLOWS: .•• " -�. .. MAMA'. - -. ..
•
..
..
i .. _ _ ^ .
.t ' PRETENSION A325 SOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY.'
.. ,
..
..
- - .)
.. •
PRE -TENSION AJ25 BOLTS IF BUILDING SUPPORTS MACHPIERY THAV REATES VIBRATION, OrPACT, OR STRESS
^' T
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';
REVERSALS ..
.H _ ° ' "• ♦ [ . •.• •..r• <�
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• PRE -TENSION A325 BOLTS IF LOCATED N HIGH SEISMIC MEAS. FOR IBC BASED COD ES: HIGH SEISMIC IS i. .
•
a . .
'•
.
- .. j • c _ , .
_ _
^
L DESIGN CATEGORY D. E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS .
DESIGN
. � r
- . • _ •� t
_
.�. a T • • -
•!
; .PRETENSION ANY CONNECTION W TM DESIGNATION A325 -SC. SUP CRITICAL (SC) CONNECTIONS MUST BE FREE • ^ '
-
'.'
- -
OF PAINT. OL OR OTHER MATERYLLS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY
- - y •F ♦
... _ ^ , J {., ' ; . - "
RUSTED SURFACES ARE ACCEPTABLE'
-
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_
IN CANADA ALLAH AND A490 BOLTS SWILL BE'PRE-TENSIONED'. EXCEPT FOR SECONDARY M9.6ERS AND
• f a. •--n r
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FLANGE BRACES. • .. _
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SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ME ALWAYS —SNUG TIGHT', UNLESS INDICATED OTHERWISE IN -. .
• , i _
. 7 .,
ERECTION DRAWING DETAILS.
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BUTTS Ca UN?YDEVELOPMENTSERVICES .
�#'_,'.• :.
_
OR
RE VIEWED
CODE
_
DATE 3- BY
y . MAMA.
._
,
This -document -has been
`
signed.andlsealed by
4
electronically
JeremykWelschmeyer, PE using my. QROFESS/0
-
I
Digital Signature with PE�seal o�yWE�scy��F2
affixed., Printed copies ofj this
No. c s2293 ° Z
document are not_considered si ned
g
"
`"
- Exp. 3-31-18 '^
-and sealed, and the signature must
be verified on any electronic copy.' CIVIC
�.
2016:12:06+09:52:02=06'00'.. oFcnuF°
THIS SUTLER MFG, ENGINEERS SEAL APPLIES
THIS DRAWING. INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OFSun"
C
MANUFACTURING
-
-ONLY TO THE WORK PRODUCT OF SUTLER.
BUTLER MFG. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED N THE
Iso GENEBSEE KANSAS CITY, MO 34102
COVER SHEET "
-
MFG. AND DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE
- -
-
•
- • - - - _ -
..
REOUWEMFNTS SPECIFIED BY BUTLER
THE SURER MFG ENGINEERS SEAL DOES
R SHALLNOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE
WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER HPG. -
' -
- . .
NON1 VaOey B n9 Sy4mma, tris
16026977-01
' -
NOT APPLY TO THIS PERFORMANCE OR
COMPACTOR ERECTOR IS SdFlr RESPONSIBLE FOR ACCURATE
ae.oe. Srtecker Hamel FaaM Vic:
B(/TLER
12AS/M16
•
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUIL ER (CEPT
ERECTING THISBUILDING.LAP IN ACCORDANCE WITH THIS -
GO D OUAUL PIN ER
wOREFERENC
DRAW
'�" Coco. CeIBarltia ' -
�U
-
'
TO ANY DESIGN OR PERFORMANCE
DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG.
NG. DET D G.
ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION.
Smutl[an
Butler Manufecturin0
S RG
..
_
REOUREMENTS SPECIF® BY BUTLER
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
20162a
1
r
•;
7
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 L •..' _ - .. .. - ,
'INDICATED'BELOW.-'SEE. CALCULATIONSFOR'FURTHER DETAILS. WIND LOADS ARE APPLIED -TO OVERALL'BUILDING ENVELOPE: -
•'COMMON WALLS BETWEEN CONNECTED_ SHAPES,ARE NOT SUBJECT..TO EXTERNAL WIND LOADS:,' "' , - 7,r" •' , .
''_City:.Chlco - County: Butte State: California •'? .. .Country: United States • •• •• ••
:.•; Building- Code .. .. • " .. .. - .-
''.'Building Code:'California Building"Standards Code 2013 Edition.-'• Structural:'10AISC ASD Rainfall: I: 3.30 inches per hour • _
+
Based on Building Code: 2012 International -Building Code'..' •" •Cold-Form:�12A1SI'- ASD ..f•c: 3000.00 psi Concrete
•Building Risk/Occup'ancy .Category: II;-(Standard,Occupancy. Structure) - •• •• '•
_
.,bead and Collateral.Loads - • Material Dead _Weight. _, •~ _,� Roof Live Load • • ' - - - -
*Co.11ateral Gravity:3.00psf � � Roof"Covering.+ Second. Dead Loadi,2'.21.�paf •Roof.Live•Load: 20:00 psf Reducible ..
Collateral Uplift: 0..00 psf. ... '- Frame Weight.. (assumed for seismic):2:50paf.'�: Y• ,• - ., - - -
a
r Wind Load.. - . , . •, ..
- •Snow Load � R � ' � 9elamic Load ^ . " ' . • / .� '
-Wind Speed:Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg:. 0.00, psf ' t Lateral Force Resisting- Systems using Equivalent Force Procedure -
The''Envelope Procedure' is Used Flat Roof Snow: pf: 0.00-psf - _.Mapped NCE Acceleration: Ss: 61.00 8g
Wind' Exposure:,C - EE: 0.860..' ,"` "_ Design'Snow '(Sloped): ps: 0:00 psf. - Napped-MCB AcceleiitioniSl: 27.00-8g•
.Parts Wind Exposure Factor.: 0.860 .• Rain surcharge: 0.00 �,z ' � 1 '1� Site Claes: Stiff soil (D).-
..wind Enclosure! Partially'Ehclosed^ Exposure 'Factore 2 Partially Exposed -.Ce- 1.-00: Seismic Importance: Ie: 1.000 -
Topographic Factor:.Rrt:,1:0000 Snor Importance: Is' 1.000 - - Desigp Acceleration Parameter: Sds: 0.5335 .
Thermal Factor:' Unheated - Ct:1 2:20 Design Acceleration Parameter: Shc: 0.3348
,NOT Windborne Debris Region • Ground / Roof Conversion! 0.70 _ - Seismic Design Category: D - -
+ Base Eiedation: 0/0/0 ` _ - t ' -Seismic Snoi'Load: 0.00 paf
"Primary zone -
Strip Width; 2a: 6/0/0" „ - - Y 9 Snow Used in'Seismic: 0.00
•Parts,/ Portions 2one'Strip Width: a: 3/0/0 - - `,Diaphragm Condition: Flexible - -
Basic'Wind Pressure: 'q:' 22.63 psf. - •;Fundamental PeriodHelght'Used:
'Transverse Direction Parameters -
i"
-. � • _ - '', � , ,
ordinary Steel 'Moment Frames
.. .. - - -i►r .Redundancy Factor: Rho: 1.30
` •a , •^Fundamental Period: Ta: 0.2696
• - _ �R-Factor: 3.50 .. . • -
- Overstrength Factor; Omega: 2.50 - -
,. .. '. .. ..' .. - y.. .. . .
• _ .Deflection Amplification Factor: Cd:3.00
• - Base Shear: V:0.1524x W - / 'Recycle Area '
'i Longitudinal Direction Parametera-
- - - •, Ordinary Steel Concentric Braced Frames ' _ -
_ 'Redundancy Factor Rho: 1:30 _
- - '' Fundamental Period: -Ta: 0.1671-
' + " - .. • A -Factor: 3.25 ' " , /X "
Overstrength Factor: Omega:,..2.50
fication Factor: 'Cd: 3.25.
Deflection Ampli'
.. - •. - Base: Shear.; V:•0.16¢2 x.69
,
r
Q�pf ESS/p�,
yYdELSCy�!
No. C 82293 p m
d a
Exp. 3-31-18
CIVi\-
PERNRT SET- For Building Dept Approval
THE BUTLER MFG- ENGINEERS SEAL APPLIES THIS DRAW NC INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF BUTLER MANUFACTU-
ONLY TO THE WORK PRODUCT OF BUTLER BUTLER NFG. U IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED N THE v T sw GEra=sr KANSAAS Giffin, MO 64102 - CODES AND LOADS
MFG- AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT -
REOUI iINENTS SPECIFIED BY BUTLER SHAH HOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT NaM VeOeT BuBdrt9 Systema. ke.
THE BUTLER MFG. ENGINEERS SEAL DOES PRIOR WRITTEN APPROVAL OF BUTLER LIFO. atr Ase - 1642697/-01
TY TPFRMANCE OTHE GENERAL CONTRACTOR ERECTOR ISFOR ACCURATE - aarosc S. N=W Fodkn—
OOF OYHETD OODUCT OR GOOD QUALITY WORpMNSHP 94 ERECTING THIS BUILDING IN ACCORDANCE WITH THIS B 6
COMPONENT FURNISHED BY BUTLER ECEPT ,
DRAWING. DETAILS REFERENCE) N THIS DRAWING, ALL APPLICABLE BUTLER MFG.SIB t RG .
TO ANY DESIGN OR PERFORMANCE ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. Smutlters Bud r NIM.I tNtq
u
REOUIREMENTS SPECIFIED BY BUTLER, 04MU0ING THE CORRECT USE OF TEMPORARY BRACING. NTS — 16.990 — 2016.241 2
No. C 82293
Exp. 3-31-18
Dr/o4/2ou
PERMIT SET- For Building Dept Approval
.
_
.
_
THE BUTLER MFG. ENGNEErS SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AM DESIGN AND PERFORMANCE
REOUBtEM8'rrS SPECIFIEDSPECIFBY BUTLER.
THE BUTLER MFG. ENGINEERS SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESION OF ANY OTHER PRODUCT OR
COM4'ONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REOUIREA(ENTS SPECIFIED BY BUTLEL
This DRAWING, INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTL' OF
BUTLER MFG. rt s PROVIDED SOLELY FOR ERECTING THE BUIDING DESCRIBED IN THE
APPUCNBIE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE. IT
SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
PRIOR WRITTEN APPROVAL OF BUTLER MFG.
` . BUg.DER7CONTRAC'T'OR RESPONSIBILITIES - - • ' • . •
DEIAIERIES ..
.. PANELS .. . .
B[/TLER
. • Butler Mfg, follows the guidelines as outOned In the NSC and MBMA Codes of Standard Practice,
It Is the respo;.Mlity of the bidder to hate adequate equiprtrent available at the job site to .
00 wmcharacteristic drg Is an Inherent chacteristic of cold formed steel parels. I is the result of several
uric
o IIe
.
• Butler. Wg, standard product specifications, design, fabrication, quality criteria shah govern all work
unload trucks in a cafe and timely manner. The Builder will be respomible for all retention
..factors that include induced stresses in the raw material delivered to Butler, fabrication methods, .
..
' tiles stlpWated otherwise In tie contact docurlerda In case of,dlsaenardes between ..
charges from carders as a result d job site unloading delays ......
' Installation procedures, and post Installation thermal forces. Thru fastened panels will exhibit'
BuAlaz Mug, structural plane and plane for other trades, Butler Mfg, str cturd plans she/ govern. ; ..
- . , " . '. . •. - . - -
_ some dimpling when I staged especialy when Insudatlon is Installed between panels and
.
Clams for damage or shorts MUST be noted on the BM d4.adbg or delivery
'. secondary supports, OlmpMg can be mbltrnked by carefi/ Installation, toff care rat to
It Is the responsibility of the Binder, to obtain approvals and permits from a0 governing agencies ..
. receipt and filed against the carrier by the consignee as per Budlpes Terms of Sates (F.O,B. Plant)
over drive fasteners.
and jurisdictions as required Approval of Butler Mfg drawings constitutes the builders acceptance
udw the U.ifam Commercial Cade. It Is critical that damages or shorts be noted on the
of Butler interpretation of tho.coutract purchase order. Unless specific design criteria concerning
. BOW4 ceding or you have Oft recourse with the carrier. bmedlatey upon delivery of material,
Root rumble Is a phenomenon that Is caused by wind gusts lifting up on the roof panels and then
. .
• Interface design and damfls are furnished as part of the contract, Butler Mfg, design assurprtbrs
materiel quarditles am verified by the Builder against quantities billed on the shipping document -
- springing back Into place. An panels experience this action to sane degree, especially with -
aha/ govern -
- Neither the Manufacturer nor the carrier Is resporsmle for material shortages against quartltles
concealed CUP Standing Seam panels. Roof amble false may be mbdmired by providing a layer
.
' -
billed on the shipping document If such shortages are not nwred an the shipping documents upon
of btw*d Insulation between the panels and any hard support surface such as steel secondary
-
are not Project Engineers or Engineer of Red for the overall project Butter .
.. `. Buller engineerscor
' . deliveof material and aCkrwxtedged by the carriers agent. For materials Concealed in bundles,
ry,
- members, substrates such as plywood, steel decking, or rigid board insulation A n* mun of
.
enghwering supply sealed ergbeerkg design data and drawings for Butler supplied material as part
boxes, or crates, shortages must be reported Immediately upon-upaddng. Should products get ..
3 Inch thick blaMcet Is recommended over ateel secondary members, or 2 Inch over substrates
.
' of the overall project for use by others to obtain permits, approvals, and coordinate with other
wet bundled and crated materials must be unpacked and u b nrlled Immediately to provide,
trades. The Builder or AIE firm are resporsfble for the overall project coordination, kxhxgm
drainage of trapped molstre. See Erection Gide for proper job site storage procedua
OD can nh dimpling, and roof runbb do not~ the structural Irt"ft or weather ilghtress
eoordhetion with appropriate Inspection and testing agencies. AO interface anndfor compatibility ..
-
of the panels and Is not grounds for rejection of panels.
`- of any materials not furnished by Butler are to be considered ad coordinated by the builder or - -
-SEALANTS
.. 'AIE flint. ..
-' - •' -
.. -
. - Sealants shell be'applied In strict accordance with B Mer detan3;or weather tightnem will be' .
.. The Standing Sewn joint doW Is designed with an bnterlocldng feature for ease of Installation
'
..
CONSTRUCTION 3 ERECnON RESPONSIBILITY - '.
... ' eonpromlsed Sealant must be applied In temperatures and weather conditions
However, It is bnperative that Installed Standing Seam panels be secured to the Secondary
stnnctual nnembere and seamed to departure from the job site each day.
-
aorglstent with labeling. - -
properly prior
. .
The Su ilder Is responsible for corstructlon In strict accordance with Buller Mfg. -
- -
INDEPENDENT ME MANUNES
SKYLIGHTS
.
-FOR CONSTRUCTION" drawings and all applicable product i staflafbn guides, Buller is not ..
..
,
. .
responsible for work done from ary other Butler drawings that are not mated - - _
- -ew. The mage ensue
must be debWdh by a Ibsen
matron e!*
Local building departments may require added fag restraint due to conditions flat may affect the
.
-FOR CONSTRUCTION", nor any drawings prepared by. offers• .
- citral dr
that proper Isolation ban the Buller bidding has been provided to avow strlctral damage due to
from provided avoid
skyggM structural Integrity. It Is the responegdUly of the builder to datemllne and provide any
.
-
differential movements, or Inadvertently appy bads to the B Mei struchsa Ell no
added fall restraint under the sWgM as may be required by yaw building department..
-
As erected field assemblies of merrier shall be as specified to NMA Code of Standard Practice
respd>rsmigry for the design d the tmdlaperdert rteaadme:
- RAINWATER RUNOFF
(in Canada. CSA 616), which require UNO tdermw of Installed members. Oxmbnal
-
field work bckx ng sfinndrs aMtrg, coping, and drODrq for final ftlrp are Considered pat of
FATE CODE CONUiJANICE -. .. = . .. . .
..
'
• Drainage systema -at be designed by the project professional to comply with erode repireneris.
erection Specified field work and field welding conditions hKkated on these drawings shelf-
also be Included lo the. we scope of work See Erection Guide for shirtdnirg procedure.
-' . ,' . ,
It Is the resporslblUty of the project: design professional and builder to comply with local fire code
Buller is not Acte a are nagerespdem am" scuppers, drains piping,etc. - ede reject
Prof ices
For building with top riding bridge craws sae Crane Data drawing for Cohan plumb tolerance,
.
regulations Including consideration of, but not limited to, bWdhg use and occrpancy, all building
construction muatwl" separation moments, ft- Pte+ sYsterne, etc,
such as sappers and auxiliary dralre are provided as required for the required ratnIntersity at
The building erector shag be properly licensed and experlenaM m erecttrg metal buildbg systems.
.��e
- Builder shall advise Butler of any special requirements to be furnished by Butler.
_
tie building pertneter and at valley conditions to prevent pordbg.
,
guider Is responsible for haft knowledge of, and shall camply.with, all OSHA requirements
FIELD MODIFICATIONS -
STEEL SHOP COAT
,
.and all other governing site safety Criteria The builder Isresponsmb for d-IFft supplying,
beating and Installing temporary supports and bracing during erection of fie bolding. Butler
Modifications to this building from detads and i stnuctione contained on these drawings must be.
The purpose of Butlers shop coat Is to provide protection for the steel members during
.
bracing Is designed for code required keds atter building completion and shag rat be considered -
. approved In writing by Buikr Mfg, engineers, or other licensed structural engineer. This Includes,
transPortatkM1 during temporary job site storage and during ereWon Standard shop formulation
as adequate erection bracing See Erection Guide. ..
but Is not limfted to removal of roof or wag cladding, removing or moving any fege braces or
- is not designed to perform as a finish coat when exposed to environmental emelofm Members
' •
rod braces, cutting of openings for doom windows or RTU'% correction of fabrication errors, eta
shag be kept free of the ground and properly draled during job site storage. it is the Binders
EXISTING STRUCTURES . .. .
The owner shag not Impose loads to INS structure beyond whet Is specified for tlda bugdbg In -
responsibility to craws that If a finish Coat Is being applied over &Mer shop coat that the,
BWbr must be advised of any existing structure that Is.wftlin 20 ft of Butlers huflding. '
the contract documents. Butler Mfg: accepts no resporsibirity for the co sedpenees of any -
painting contractor verifies co patlWgly between his finish coat and Bullous shop coat.
-
-
..
Loadinga of both buildings may be affected when adjacent bunew are within this distance
- neeltlnortred add. ageratbrs, or added bads to ells structure.
- -
-
BUTLER MFG ACCREDRA710NS AND APPROVALS .
.. 'Butler carrmol be responsible for the design a loading W existing bkfldings.
.
If fie bWdw Intends to Invoice curlier Mfg: for modifications In excess of, $1000, The buflder.,
.. Fabricator Approvals -- -
BRACING .
rmdnst no ft Butler Mfg. Irtnsdiately, and obtain a Work AuMnatmilon from Butler Mfg prim to
LAS AC472 Approvals: (www.IagornUie.orgfMetal_BWding_Systemslk�hbrd).
..Talion brace rods wok In pain to batarce'forces caused by Initial tensioning. Care must be -ons,
proceeding AD final claims.. be submitted to Buller Mfg with all Supporting documentation
do 30 days of completion. on Claims ted wait atlatramode at after
Lkded under BhaScope Buildings Nath America, hr— . •
.
taken wMe tightening brace rods so as net to cage accidental or misalignment of comlpaents.
l of mtrwr . ftfi shimming moderate
30 ret De snorted. Correction
30 dant ea cepted ire els pMed
�' of Los Angeles, CA WB00031: City of Hwi t m TX 761:
-
AD rods must be hlsreged loose and than tigldered. Rods should not exhibit excessive sag.. For
I cutting minors, _
• anmiourR of reamtrg, drggrg, chipping / end mtry welding are considered by Code of �
of r by
CtlY Wnoeni, AZ C1942008; Clark Courtly, NV 43 8 833, San Bernardbo Coady, CA 289,
of
.
long or heavy, rode; or angles it may be necessary to support the rods at mid -bay by suspending
Stallard Practice to be part of erection are not subject to claim re6nbusemei t..
State of Utah City of Rid. Km d, Ca
.
them tom secordery rtertibera
. .
CMCRETEIMASON WICONVENTIONAL STUD WALLS
Dneiiin Approvals
Bracing for sehnft or wind badIM of objects or equdpmai tlW are rot a part of fie ButlerIAS
str ctura must be designed by a qualified professional to deliver lateral bads to inbnary frames
The engineer responsible for tis design of fie Wa LSYSWm Is responsible for Caadhati ng with, or:
ACM Approvals: (www. Wsonflme,orgRAeW_Bugd g,_SystenuNRhtnD
Usted oder Butler Mandachalrg, a DtvWm of BhmSeope BWdirgs Nath Merica, bra
.
.and rod bracing struts. Equipment t bracing and suspension connections must not Impose torsion
sp�yim9 to Buller Mfg, any wag to steel compatibility Issues such as drift and deflection
may special baw detalls, and wag to Bider steel corrections. AD fasteners, sealant and
_ ,
,. Canadian CSAA66OCertifications
or minor ads bads, or cause local distortion In any Butler components. Butler accepts no
.respoisft'Ry for design a Installation of bracing systems not furnished by Butler.
.. couurew flasMng of wag ms systeare to be provided by contractor. The engineer responsible for.
..
(httpJen&NvbDroW-WC&WkatWNPagesl ))
.
-
.
the wag shag design the andarage to Butler supporting elements consistent with Code
• Listed undo BhoSeope Buildings North America, bun -
FMLD WELDNG _ •
required for
Engineering Certifications of Authorization
AD field welding shag be done at the direction of a design professknat and dere In accordance
.. - - -
USA-•ARIIS78: FL AZOW: IDOL -UM, IUM -002669: KM -a. MSM -M2;
With governing requirements (AWS in USA, CM in Canada) by welders qualified to pal too., the
- -
AAOffE2010007736; NCIfF4998; OIV{CA4170PE; SOOC-1767: TXOF4828; WVO003059-00;
.
..welding as directed by fie applicable welding procedure specification (WPS). A WPS shell be �
_
CAN-ABOA08900: NS000123; ONttl100148796; ami YIY♦PP134
prepared bcortaolfie
y tie or for each welding variation specid .The contractor Is for
- -
any special we" Inspection as required by local jurisdiction. Fillermolal shag be
+
,
70 ksi (480 MPa) tensile strergth For welds In light seismic force resisting system
.. .. - - ..
.
(Selsmde Oat D. E or F). minturn Charpy V -Notch toughness shag neat AISCcriteria
341
. .. ..
..
- ..
'.
SODeg F (3000ag C} ..
Mile'
temperatures shell t exceed S
(20 s min Cog ODeg F). triterpau ro
- .. ..
• . . .
SIGNAGE
The Budder Is responsible for fumdd ft signs as required by Code and the Building Department,-
Icluding but not limited to, exit% occupancy fir its, floor k -ft Oruit% and bulk storage limits.
Flom loading sign shall Clearly Indicate ma dmurnn floor live load pmrd ted
- - -
&A storage facilities shelf have signs dearly posted an all loaded want Indicating tie type
of commodity Stated and tie madman storage height. Signs shall be dearly visible when "
building Is fully loaded to design level. Overloading of floors or walls may resutl in failure
ROf ESS"
LSCi
���0�11
No. C 82293
Exp. 3-31-18
Dr/o4/2ou
PERMIT SET- For Building Dept Approval
.
_
.
_
THE BUTLER MFG. ENGNEErS SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AM DESIGN AND PERFORMANCE
REOUBtEM8'rrS SPECIFIEDSPECIFBY BUTLER.
THE BUTLER MFG. ENGINEERS SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESION OF ANY OTHER PRODUCT OR
COM4'ONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REOUIREA(ENTS SPECIFIED BY BUTLEL
This DRAWING, INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTL' OF
BUTLER MFG. rt s PROVIDED SOLELY FOR ERECTING THE BUIDING DESCRIBED IN THE
APPUCNBIE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE. IT
SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
PRIOR WRITTEN APPROVAL OF BUTLER MFG.
^
y
.
1 sw GENESBUTLER
SEES �dNAS CITY. Mo 64102 ERECTION NOTES
. .
°F'��` Nsrth Val' Bing systsrss• trio.
B[/TLER
1 6-026 97 7-01
THE GENERAL CONTRACTOR AND/OR ERECTOR S SOLELY RESPONSIBLE FOR ACCURATE
GOOD GUALRY WOPoaANSHIP 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.
S'. Na".. Feats k
uric
o IIe
- ,au.o,. Chim Calif -41
-
Butler Manufeoturbg
�+. 2016.2a
I RG
sus
is NTS 'o'. 16-990 -
3
' .. r .. 1. ANCHOR RODS. NUTS. HARDENED WASHERS AND ANY OTHER
NUT. ! EMBEDDED ITEMS ARE TO BE FURNISHED BY CONTRACTOR'
HARDENED - 2. ANCHOWROD DIAMETERS WERE DETERMINED BY ALLOWABLE
• - • . ! , . , • y Y• • - WASHER . • SHEAR AND TENSION PER RISC SPECIFICATIONS (FY-36NS1). .
_ - '(ASTM F.1554 GRAVE 36R ANCHOR ROD LENGTH. EFFECTS
71t4" 102mm OF EMBEDDED ANCHOR OD EDGE DIMENSIONS AND METHOD
. ' • . • I . .. .. PROJECTION. ..
OF TRANSFERRING FORCES FROM ANCHOR RODS TO
FOOTINGS ARE TO BE DETERMINED BY OTHERS.
VARIES 3. UNLESS OTHERWISE SPECIFIED. ANCHOR RODS ARE DESIGNED
' J�E
E ,E E E` E - • E - -, ^ •• - • • 130TTOM OF AND DETAILED AS *CAST -IN-PLACE ANCHOR.RODS WITH
� "• o E' '� E � E. � 980TTOM.OF COLUMN� � 'SNUG OCHY. CONNECTIONS.COLUMN:BASE PLATE'ELEV. " BASE PLATE 4. FOUNoaooN MUST BE LEVEL. SQUARE AND SMOOTH.
E • E . - . E Z,.J-.. ANCHOR RODS MUST'. ACCURATELY PLACED AS SHOWN
- Vf E E C E m - _ •. ' ON THIS DRAWING
OF.S STEELANDA P NOT FITIE. ICE BU4DER
• ' o - - m -TDP DF CE BETWEEN
E - COFOUND
• m 'ANY SPACE BETWEEN ME FOUNDATION A IS RESPONSIBLE FOR ACCURATE SETTING OF ANCHOR RODS
• ., - AND COLUMN BASE IN ANCHOR ROD PER'AISC CODE OF. STANDARD PRACTICE.SEC 7.5' ..
• - LENGTH REQUIREMENT - _ VARIATIONS ARE SUMMARIZED BELOW,
CENTERA'. .. r - .. STD = 1�2" (1+Jmm) a GROUPS OF/BNT,T'lA MR'S M04N A COLUMN BASE
1
2 1/2' I'I2.i �/2' 2 I/2" . • 2'I/2". '2 1/2" ••�2 1 2•• - 2 1/2" �JI�I 2 1/2' •v �. b. CENTERS 'OF ADACEN7 AR GROUPS; F-I/4-
64mm m - 64mm 64mm I 1 _ 164mm: _ 64mm , l 6 -
THE 4' PRO,ECTION ABOVE THE BOTTCA OF THE BASE PLATE FLUSH = 0"' (Omm) - TOPS OF AR'S. 4-I/2-
-. 15 A SUGGESTED MINIMUM TO ENSURE ADEQUATE ANCHOR ROD d. ACCUMULATED CM BETWEEN CENTERS OF AR GROUPS
LENGTH. A DIFFERENT PROJECTION MAY BE REQUIRED BY THE ALONG COLUMN UVF;' /-1 /4', PER IOOFT.,-NOT TO
•• - ,. .• - - .FOUNDATION OESGNER. -. EXCEED 1' TOTAL .
Dl. (4)3/4 :. Dia. GR36 Anchor'Roda ., D2„ (4)3/4• Dia.- GR36 Anchor. Rode .r D3 (4)3/41 Dia. GR36 Anchor Rode _ - D4 (413/4•, Dia. GR36 Anchor Rods THE ANCHOR ROD PROJECTION MAY NEED BE CUTOFF IF e. OD.1'FRDM CENTER 01 ANY AR GROIP FROM OCL)MN
• /-
Plate M-8• L-1•-1• I Plate V.S. L+1•'-5• Plate B-8• L-1--l-
Di.:
-1•-1' , 'Plate R�9• L-1•-5• - 5 SE . _ TYPICAL COLUMN. �1rRE; ,_I 4
Dim:. A-1'-0 1/2• , - Di.: A-1•-0• Sm:. A-1'-0- , , - . Dim: A -1'-D•' "BASE CPLATE .DETAIL A FURNISHED L+ TI¢
THERE i INTERFERENCE WITH OTHER PARTS.�'
El --100'-0•' ,. leo.-1001-0• leo.-100'-0•. ••.. ' ' .'� Bleo.-1001-D- - - - SUGGESTED ANCHOR' ROD PROJECTION 5 DESIGN s REST.
cnron arsE FIMN
1 2 3 y• QQ
2 6-
�DiOiension Rey '
No. C 82293
Exp.3-31-18
*\ "Ai/""
PERNUT SET- For Building Dept Approval. '
RIBt1�d Finer Eleadw- 100`-0NuIed Odurwim
THE B
TND: BUILDING 6 DESIGNED WITH BRACING DIAGONALS N THE DESIGNATED
THE BUTLER MFG. ENGINEER'S SEAL APPLIES,
THIS ORAW NG, INCLUDING THE INFORMATION HEREON. REMANS THE PROPERTY OF
/�
eurn" 4LANUFADTImm
. (:OWMN BASE REACTIONS: BASERACI RATES AND ANCHOR MOOS ARE.
C
ONLY TO THE WORK PRODUCT OF BUTLER
BUTLER IMM. IT 6 PROVIDED SOLFEY.FOR ERECTING TRE BUILDING 011SCRBED IN THE
y
1540 GOESSEE sr: wwsas CITY. MO Nein - ANCHOR ROD PLAN
AFFECTED BY TMS BRACING AND DIAGONALSPLAT MAY NOT RELOCATED
MFG AND DESIGN AND PERFORMANCE
APRJGI&E PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR TWT PURPOSE IT
-
WITHOUT CONSULTING THE SULDING SUPPLIERS ENGINEEREE0.
REQUIREMENTS SPECIFIED BY BUTLER
SMALL NOT BE MODIFIED. REPRODUCED OR USED FOR'ANY OTHER PURPOSE WITH OUT
Nom VaOeT E fie' ine.
16026977-01
.
THE BUTLER MFG. ENGINEERS SEAL DOES
PRIOR WRITTEN APPROVAL OF BUTLER MFG.
-
THE GENERAL CONTRACTOR ANDADR ERECTOR 6 501ELr RESPONSIBLE FOR ACCURATE
anra� Smu#er NAM Foods Inc
1210 X16
•
NOT APPLY TO THE PERFOFW NCE OR
B[/TLBR
-
DESIGN OF ANY OTHER PRODUCT OR
GOOD QUALITY WOFUGAANSH P N ERECTING THIS BUILDING N ACCORDANCE WITH THIS
- � ' reu o. Chico CefiAalda -
�
SB / RG
.
COAPOMENi FURNW¢D BY BUTLER E (CEPT
ORAWNG. DETAILS REFERENCED N THIS DRAWING. ALL APPUCABLE BUTLER MFG
Srtnrken
- TO ANY DESIGN OR PERFORMANCE
ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION.
BINBer ManufachNrhq
- Mrs ra•. 16990 -
w�
4
.
REOU"EN"NrS SPECIE®Br BUTLER.
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
rte. 2OI6,Pa
•• . nracinq rart ncneouie -
1 1'-0". Part Qty Length Detail - ..
..E]Dimenaion Rey _ - 03RS3308 2 33'-81 BRO1G2 _
N> - R.Cycb Am PERMIT SET- For Building Dept Approval
1. USE 12 X 1 172 A3257 BOLT (49080) AND NUT (47120) -
ONN
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, -
SECONDARY CUP CONNECTIONS, AND FLANGE BRACE CONNECTIONS,
UNLESS NOTED OTHERWISE
2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME
SDE OF THE WEB AS THE HILLSIDE WASHER
_ -
_
THE BUTLER MFG. ENGPIEEFrS SEALAPPI.ES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. MID 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 ORTHIS
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER
THIS DRAW NG. INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF -
BUTLER MFG. R IS PROVIDED SOLELY FOR ERECTING THE SULDNG DESCRIBED N THE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT
SMALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
PRIOR WRITTEN APPROVAL OF BUTLER MFG. -
.
. BUTLMAMNACTURING
1540 GENESBee ST. NA�y CITY, MO BH02 PRIMARY AND ROOF BRACING PLAN
Onc- NOM Va0"y S'a ft spt.-. YNc
y
,
FOR ACCURATE
THE D QUALITY
CONTRACTOR ANWOR ERECTOR IS SOLELY IN ACCORDANCE
�D QUALITY ILOREFEREN P N N THIS R WIN BULLING LI ACCE BUTLER WTM THIS
E BUTLER ARG..
DRAWING, DETAILS REFERENCED N THIS DRAWING. ALL ING TO PROPER
ERECTION GLIDES ANDTUSEOINDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
Ounmc SOO NabM F - ft k -
1b052N8
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•
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�� 2076.2e
SB U RG
:
_ _
NTS '�'� 16990
5
.._ ' `. •/1 - CX002
•. •CEDGA_
•• .. .. Cx00S '
- CX006 .. • ^' _ -
•• . nracinq rart ncneouie -
1 1'-0". Part Qty Length Detail - ..
..E]Dimenaion Rey _ - 03RS3308 2 33'-81 BRO1G2 _
N> - R.Cycb Am PERMIT SET- For Building Dept Approval
1. USE 12 X 1 172 A3257 BOLT (49080) AND NUT (47120) -
ONN
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, -
SECONDARY CUP CONNECTIONS, AND FLANGE BRACE CONNECTIONS,
UNLESS NOTED OTHERWISE
2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME
SDE OF THE WEB AS THE HILLSIDE WASHER
_ -
_
THE BUTLER MFG. ENGPIEEFrS SEALAPPI.ES
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. MID 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 ORTHIS
COMPONENT FURNISHED BY BUTLER EXCEPT
TO ANY DESIGN OR PERFORMANCE
REQUIREMENTS SPECIFIED BY BUTLER
THIS DRAW NG. INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF -
BUTLER MFG. R IS PROVIDED SOLELY FOR ERECTING THE SULDNG DESCRIBED N THE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT
SMALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
PRIOR WRITTEN APPROVAL OF BUTLER MFG. -
.
. BUTLMAMNACTURING
1540 GENESBee ST. NA�y CITY, MO BH02 PRIMARY AND ROOF BRACING PLAN
Onc- NOM Va0"y S'a ft spt.-. YNc
B[lTLER
16-026977-01
FOR ACCURATE
THE D QUALITY
CONTRACTOR ANWOR ERECTOR IS SOLELY IN ACCORDANCE
�D QUALITY ILOREFEREN P N N THIS R WIN BULLING LI ACCE BUTLER WTM THIS
E BUTLER ARG..
DRAWING, DETAILS REFERENCED N THIS DRAWING. ALL ING TO PROPER
ERECTION GLIDES ANDTUSEOINDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
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5
Frame'
Member'
Schedul'e*
- '
-
Frame Clearances
-
Part',
Mem'
Width
Thick.
WebThk:bepthl
Depth2
Approx.Lgth
Approx.Weight _ ., - .. -
Borix.'blearance between members 1(CX001)
and 9(CX002)i•21'73"'
:.CXO01
-1
5:0000..1345
:-1345
1'-0",
-,.1'-0•..
.. 14-6 15/16"
1661 •••-
Vert.. Clearance at member 1(CX001):
14'-6
15/16"
RBX001
2.- '
. 5:0000
:1345',•
x.1395
9"
9"
'23'-0"
2951
'• Vert:. Clearance at member 4 (CX002) :
15''-8
7/8"• '-
•3.�
,5.0000
..1'345'
:1644
9_", ;•
"1':-9"',
',
:•.'', •..♦ ..
- ..'Finished Floor. Elevation - 100'-0"
-
(Unless
*Noted 'Otherwise)'
CX002
4
5.0000
".1875. •
1345..'.1'-4"
1'-4"
.. 17'-2 3/4"
'268i - •. ..
- -
'-
-
•" - ,
-'
• -,
•"
-
...
QBolt. Connection. 6 'Plate Schedule
•
-
"� ,.
' ,
,
'': -
"'
' • • •
Id •Qty Grade Bolt' Plate
Rows
Rows •Washer
PartNo' • -
"..
•_
.ww -
- `..
.; •• ,. .. .. .• '. -
,Bolt
Dia. -. Length' Thick.
Out
In
••,
-
�� ...' .,
- •',
...,.
.. ',
... ..
_ .,
.. i .. . , ,•
_
.. .. •A 4. , A325.. •-3/4" 2 1/2"' 3/8"
1
1 .Yes
0097284 •' -
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_
•. _
y ' B 6 A325 3/4.2 1/2' 3/8"
1'
2 Yes
0097284,
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r
..
,.
..
-� 'J.009:12_.
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I
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Q �OFESS/p�,
I �O y�pIELSCjI, 9(c�
JL
No. C 82293 m
d
Exp. 3-31-18
Awd
FRAME CROSS SECTION AT FRAME LINES) 1 C)v(L
3 2 8 2'-6 1/2'
2 3'-5"
Dimension Rey .. • .
R-cYcbAm w� FL�„I, PERMIT SET- For Building Dept Approval
1. usE In X I In A325 -T BOLT (49060) AND NUT (471 20) THE BUTLER MFG. ENGNEERS SEAL APPUFS THIS DRAWING. INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF /+ BUTLER MANUFACTURING -
W/O WASHERS SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED N THE C 1540 GENESSEE ST, KANSAS CITY, MO Gam FRAME CROSS SECTION AT FRAME UNE(S)1
SECONDARY CUP CONNECTIONS. AND FLANGE BRACE CONNECTIONS. MFG. AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT - -
UNLESS NOTED OTHERWISE FEOU6iEMENTS SPECIFIED BY BUTLER SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT �.
2 SLOT REINFORCEMENT RATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG. ENGINEER'S SEAL DOES PRIOR WRITTEN APPROVAL OF BUTLER MFG. NOM Veley Bi9d:p Systane, Is.
164z6s77-01
NOT APPLY TO THE PERFORMANCE OR - � S -Kim NaeaW Foods Y.c
5®E OF THE WEB AS THE MLLSDE WASHER. THE GENERAL CONTRACTOR ANDlOR ERECTOR IS SOLELY RESPONSBLE FOR ACCURATE
_ - DESIGN OF ANY OTHERB PRODUCT OR - - BL/TLER 1252016
COMPONENT FURNISHED BY BUTLER EXCEPT GOOD QUALITY WORIQAANSHP N ERECTING THIS GUIDING N ACCORDANCE WITH THIS 'a`To" CNw. CeI(amia -
TO ANY DESIGN OR PERFORMANCE DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFGSmuckertSIB U RG
ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Butler ManufacturhOp
REOUOTFD.1BfTS SPECIFIED BY BUTLER. ERECTION
THE CORRECT USE OF TEMPORARY BRACING. """"'°"'"E MB "" 16.990 'a` 2D162a B
Frame
Member
Schedule
No. C 82293 p m
', - -
-• "' Frame Clearances' -
-
'Part
Mem r..
Width
Thick'
. P7ebThk.
Oepthl, ;,
"Depth2
Approx.Lgth�
.,
Approx.Weight„ .:. ,. .. _ ..
.. ,Horiz. Clearance between members-1(CX003). and -0(CX004):
21'-0"
.CX003.
1
5.0000
'1875
.1345
.1'-0".-
.1'=6".-
14'-0.3/8"
•2081• •' " -
'. Vert: Clearance at member 1(CX003): 14'-0 3/8"-'-
' RBXO02"
2.,'-'
5:0000
:1345
..-.1644
"1'=4",
- 9" -
23'-3.1/16"
293i '.
'Vert. Clearance'at member,4(CX004): 15-8 7./8"
NAtAJFACTURIXI: .
'FRAME
,
ONLY To THE WORK PRODUCT OF SURER.
x.5.0000
V
:1875:.
:1395
9
'.1:-2"'.
_
,. .. ..
" .• •FiniahedFloor Elevation- ;100'-0",(Unleas'NotadOtherwise)
.
.CX004'-
4
6.0600-
:2500
.-1345
L''0" .' ..1'-1"
THE BUTLER MFG. ENGNER'S SEAL DOES
217'-2 3/4"
'3091 _ •'
,.
'a110'ef Smucker Naeval Fooft IID
- „
..
-..
- ..-
..
'-
.,. • -�
DESIGN OF ANY OTHER PRODUCT OR �
..
.. ... -.'` _ "� .. ' .. •. - '.
- r� .'QBolt .Connection' a -Plate Schedule .,
.
.
DRAWING. DETAILS REFERENCED IN THIS DRAWING. ALL APPLICABLE BUTLER MFG.
S""'ker"
TO ANY DESIGN OR PERFORMANCE
ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION.
Butler Martufmturbv
- NTS - •"• 16980 - -
'Id .Qty -•Grade .Bolt Bolt Plate- Rows' Rows
Washer;
PartNo •
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
`
-_ `.
r '
.. . ` •A
r Dia. Length Thick, ..Out' .• In
•
- _
.,
..
.
•. ..
- -; - "'� -
- Ate• .4• A325 3/4' 21/2", 3/8" '1 1-,
•Yes'
'0097284 ..
•
..yo.
B '.10 A325 .3/4" 2 1'/2' "3/8" • 2 - 3 - 'Yes
•
'0097284
A'
t
• -
. -
..
- .. ..
_ . - 25' `1 .1/16•. 1.000 ;12
,
00
I
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I
I
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No. C 82293 p m
Exp. 3-31-18
-
FRAME CROSS SECTION AT FRAME LINE(S) 2
.. - Cly(\.
3 2.8 2'-6 1/2- ,.
-
�OFCpU�
2 3'-5"
1 8.1/2"
-
0 Dimension Rey -
• -
PERMIT SET- For Building Dept Approval '
„arvet,Recycle Am wen 4, Freme 2
- 1. USE 12 7(1 12 A325T BOLT (49080) AND NUT (47120)
THE SUTLER MFG. ENGINEERS SEAL APPLIES
THIS DRAWING. INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF
-
■A
NAtAJFACTURIXI: .
'FRAME
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
ONLY To THE WORK PRODUCT OF SURER.
BUTLER MFG. R s PROVIDED SOLELY FOR ERECTING BUILDING DESCRIBED THE
V
1510 GENESSEE ST KN60.4 CITY YO 64102 CROSS SECTION AT FRAME UNE(S) 2
SECONDARY OLID COINECTIOPL4, AND FLANGE BRACE CONNECTDNS,
MFG. AND DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT
-
UNLESS NOTED OTHERWISE
REDS SPECIFIED BY BUTLER
SHALL NOT BE MODIFIED. REPRODUCED OR LAW FOR ANY OTHER PURPOSE WITHOUT
PRIOR WRITTEN APPROVAL OF BUTLER MFG. _ -
. _ - NOM Valley BuMM Syatmm. IC
2 SLOT REINFORCEMENT RATES NEED NOT BE LOCATED_ ON THE SAME
THE BUTLER MFG. ENGNER'S SEAL DOES
•B[/TLER
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE
'a110'ef Smucker Naeval Fooft IID
�ao�snol
1�� 16
SDE OF THE WEB AS THE HILLSIDE WASHER
NOT APPLY TO THE PERFORMANCE CE OR
CNoo, Ce Tier ga
DESIGN OF ANY OTHER PRODUCT OR �
G000 oUALTTY WORKMANSHO' N ERECTING THIS BUILDING W ACCORDANCE WITH THIS
SIB I RG
.
COMPONENT FURNISHED BY BUTLER EXCEPT
DRAWING. DETAILS REFERENCED IN THIS DRAWING. ALL APPLICABLE BUTLER MFG.
S""'ker"
TO ANY DESIGN OR PERFORMANCE
ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION.
Butler Martufmturbv
- NTS - •"• 16980 - -
—
7
.
REQUIREMENTS SPECIFIED BY BUTLER.
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
.emm. 20161a
Frame Member"
Schedule
i
2 3'-5".
c
" Frame• Clearances
1 8 1/2•
- Part e.
Mem.Wldth
Thick..
WebThk:Depthl. !r'1•Depth2
Approx.Lgth
.Approx.Weight-
�• •- ,,Aorii.:Clearance
between members 1(CX003)
and 4(CX005):
21'-.0." .. -
.CX003
1
5.0000
.1875-
'.1345 ..1'-0"-•, ,''
..1'=6•--
14'-0.3/8"
208i• .. •.
•• ', ...• •1 ',
_Vert. Clearance at member l(CX003):
14'-0
3/8"
'
-� ='RBX002.
2.
5.0000
'.1345.1644
-1'=4"-
9•_'
'23-3 1/16"
293
- '-
" 'Vert: Clearance at -member 4=005):15-87/87
2 SLOT REINFORCEMENT RATES NEED NOT BE LOCATED ON THE SAME
THE BUTLER MFG. ENGINEERS SEAL DOES
.
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE
3.• ;"
5..0000
.1875
:1345 "9". r'
: "1,-2-" ,. •. f
..
- :. "
_
-`"
•r• •�.- `_
Finished Floor Elevation > 100'c0"
(Onless Noted' Otherwise)
..
-
:CX005
4•
6.0000-
:2500
,.1345', 1'-0"..'
..1'--1"
17'-2 3/4"..
..3094 .,
•• -
.. ..
...
..
".,
'.
-
B
' -
r r •
"1 : "-
20162.
- •• �� , -
QBolt Connection 6 Plate .Schedule
-
-
Id Grade Bolt Bolt Plate.
ROw9
Rows Washer, .PartNO
'
-
v
,
• • _ - , .
.Oty
'' Dia. Length. Thick.
Out
In
'
+�
.
-
•
'"+. -
A 4 A325 3/4" 2 1/2" 3/8"
1
1 Yes
.009.7204-
•�
-
"�
," c - ..� „.
B- 10, A325 3/4' - 2 1/2" 3/8"
2
:3. Yes -
0097284
N
B •
A
r
_
1 .
' '25'•1 1/16' 1.000:12 ,
- ..
•.
a
a •
AA
..
I
.. {LHX002
..
I'
1
.121GF112081
I'
I
�OQyWELSOy ql
No. C 82293
Uj Exp. 3-31-18
cc
* tt/oi�mu
FRAME CROSS'SECTION AT FRAME LINES) 3
Ek
_
`%q CIVIC
3 2.& 2'-6 1/2"
- �OF�gLI�
2 3'-5".
-
1 8 1/2•
Dimension Rey
PERMIT SET- For Building Dept Approval
Shape Harm Racyck Ana WA 4, Fmm,,
I. USE 12 X 1 12 A625T BOLT (48066) AND NUT (47120)
THE BUTLER MFG. ENGNEEI S SEAL APPLIES
THIS DRAWING, INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF
Cj
BUTLER MANUFACTURING '
NU
W/O WASHERS. SG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, -
ONLY TO THE WORK PRODUCT OF BUTLER -
BUTLER MFG. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED N THE
) 3 _
1340 GENE9SEE K CITY, MO 64+oz FRAME CROSS SECTION AT FRAME UNE(S)
" SECONDARY CLIP CONNECTIONSAND FLANGE BRACE CONNECTIONS,
MFG. AN DOESIGN AND PERFORMANCE
APPLICAB E PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT
.
UNLESS NOTED OTHERWISE
REOUIREMENTS SPECIFIED BY BUTIFA.
SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
PRIOR WRITTEN APPROVAL OF BUTLER MFG. -
oraE NoM valley Bw6�n9 Sysfmm, kc.
16-026977-01
2 SLOT REINFORCEMENT RATES NEED NOT BE LOCATED ON THE SAME
THE BUTLER MFG. ENGINEERS SEAL DOES
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE
�� Smlrkm NaWrA Foods IA&
12A52618
12
SIDE OF THE WEB A$ THE HILLSIDE WASHER -
NOT APPLY TO THE PERFORMANCE OR
BL/TLER
DESIGN OF ANY OTHER PRODUCT OR
WORKMANSHIP N ERECTING THIS LI ACCORDANCE W fill THIS
GOODNG,
�
�' Chun, California '
- ..
CcFURNISHED BY BUTLER EXCEPT .•
. ALL AP
DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE SURER MFG. -
DET
SIB N RG
S^p�B�
TO ANY DESIGN On PERFORMANCE
ERECTION GUIOES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,
Bulbr Menufectur6q
- NTS 16.990
B
' -
REOUWF.M ENTS SPECIFIED BY BUTLER
INCLUDING THE CORRECT USE OF TEMPORARY BRACING. -
20162.
Frame.
Member
Schedule •
^
THE BUTLER MFG. ENGINEERS SEAL APPLIES
- -`
•
� VANUFACTUIRING - -
1. USE 1rz X 1 1n A325T BOLT (x9080) AND NUT (<71io1.
COlDECTIONS,.
7'
-
.' Brame" Clearances.
-
- -
' Part e,
Mem �,Widtti•
Thick
WebThk.
Depthl:.
Depth2•
'Approx.Lgth
Approx.Weight
,*,=� •,.
'.t
.. '.Horiz. Clearance between members-l(CX001) and 4,(CX006):
21!-3".
.CX001'
1
5:0000
.1345.
.1345
1'-0"
.1'-0"-.'
14'-6
15/16"
166h
- '• "`'
•• ..
" Veit. -Clearance at member '1(CX001):'14'-6
15/16"'
'
RBX003'
2. • •
5:0000
' :1345
.1345 -9"•
`^
9"' '
' '23'-0
1/16"
241'i
:4 •� -
- "
"-Vert'. 'Clearance at member.4 (CX006) :
'15'x9"7/8" � .
.' ' •'
3.• "15.0000
.1345 .•
:1644 -9"-
•'
•1':-3" �
' . '
' ' ; '� '
'.. �
- � •. `� .. ' •.
_ - � Finished 'Floor .Elevation' - 100'-0"
(Unless Noted Otherwise)
'
.CX006.•
4
8.0600
.2500,
..1345
_
1-'-4".'ti
.;L 4".=
17'-2
3/4"
4041.
' _
- .•
QBolt Connection 6 Plate Schedule•
•' •
-- '
•
'ti
1 .,
-
t. ',
Id Qty Grade Bolt Bolt Plate
' Rows Rows Washer
PartNo
Dia: Length . Think.
Out . In, .
i.
..
-.
..
..
-.'
4,, A325 .3/4"' 2 1/2' 3/8'
-1,,. 1 ;• Yes "0697284
e ti
•, +`
�. •'
•
•r
.. •f� .. ...
.. -
...•A"
�'B -6 A325. 3/4". 2 1/2 3/8
,1 2 Yes
0097284
.
t .
"
+
A
6" L 000 :1z
.Q Dimension Rey
PERMIT SET- For Building DL4* Approval
Shape Nivos- Recycls Area WaH 4, Frmm4
THE BUTLER MFG. ENGINEERS SEAL APPLIES
THIS DRAWING INCLUDING THE INFORMATION HEREON: REMAINS THE PROPERTY OF
� VANUFACTUIRING - -
1. USE 1rz X 1 1n A325T BOLT (x9080) AND NUT (<71io1.
COlDECTIONS,.
ONLY TO THE W ORK PRooucr OF BUTLER
BUTLER MFG. R 6 PROVIDED SOLELY FOR ERECTING THE eul.DeiG DESCRIBED N THE
■/�
`j
150 GENESBUTLER
ST. KANSAS MO "102 'FRAME CROSS SECTION AT FRAME UNE(S) 4
w!o WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY
MFG AND DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT
,
- - .
SECONDARY CLP CONNECTIONS. AND FLANGE BRACE CONNECTIONS.
REQUIREMENTS SPECIFIED BY BUTLER
SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUTa
• o�oa _ �� . NoM V -0-Y Big Sia• MC
me
16426977-01
UNLESS NOTED OTHERWISE.
THE BUTLER MFG. ENG240rS SEK DOES
PRIOR WRITTEN APPROVAL OF BUTLER MFG. .
EN
2, SLOT REBED REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME
SDE OF THE WEB AS THE HILLSIDE WASHER.
NOT APPLY TO THE PERFORMWJCE OR
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE
�"'� Smmkm Naooal Foods Mac
-
12105/1D78
DESIGN OF ANY OTHER PRODUCT OR
QUALITY WORKMANSHIP N ERECTING THIS LI ACCORDANCE WITH THIS
�+'*o" CNm, CaTi(anua -
'
COMPONENT FURNISHED BY BUTLER EXCEPT
DGOODRAW . ALL AP G.
�W�'' DETAILS REFERENCED N THIS DRAWING ALL BUTLER MFG..
SIB / RG
. Smudmr8
•
TO ANY DESIGN OR PERFORMANCE
ING TO PROBLE
ERECTION GLIDES, MIDTUSEOINDUSTRY STANDARDS PERTAINING TO PROPER ERECTION.
BWbN MmlufxluMO
m"",o...e NT$
wrc
• -
REOUPEMEMS SPECIFIED BY BUTLER
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
• - - i' .. •. - - -DO NOT ATTACH ROOF PANEL TO' PORTAL BRACE F . FEET' �G = GAGE • .
-BRIDE 9rPME BRACE .. ., • NOTE: DO. NOT~AITACH PANEL (OR PANEL CUPS) TO PORTAL BRACE BEAN. '�'� .. CX"', COLUMN (PLATE),
v r .•' .. _ ,,: +,.. RWI' .. r, I =INCHES. : 0 = OPERAI)OR s , ..
{OCATE EACH PORTAL'BRACE SUPPORT'AT PORTAL BRAE KNEE ' " . CG%••• - COLUMN (GAGE)
' .. a • ,, t .. 7' , , .. E - OC4TNS C' = FIN/COLOR
E ' t COLUMN'OR. BEAM .."''�,,. F' • ✓ ' , -'!' L - • . -SEE SECONDARY ROOF PLAN FOR,PBA LOCATIONS. FIELD DRILL P COVERNC
x, ...-.`j / ' WCX••• COLUMN (HOIROLL)
TA BRACE BEAM
_ • . WEB •• , HEX NUT : °� - ` .o �.' ,^• - • .. 9/16'' DIA: HOLE N WEB OF PORTAL BRACE FCR PURIM BRACE - � 1 1 7 2 6 l 'K •T 0 - RIX••• = RAFTER (PLATE) -
.. o o F• - '• 4 - ASSEMBLY PBA-- ATTACHMENT. - 1
.I - a-' - O'3/4. 2.2 1/2' , ( ) F I I C G SCX. - RAFTER CAGE)
WASHER A _ �' 'r '�PCYRTAL DRAG; ATTACH KITH (2) 1/2' X 1l/2' Flp.1.E 10.. ( ). .
_ - o. o - of . ! A325 DOLTS. WRX•n - RAFTER HOTROLL
' y.. • CCC
ROD _ WASHER ` y.. SUPPORT LOCATION UNLESS.NOTED' .. _ ..TRX•a• = TRUSS RAFTER.
• - - ' .HRJ.SIDE WASHER • OTHERWISE A325 BOLTS VAIH OUT WARS R1SIA.ATKN ' . r .. .
• ,r • • • . ^ `• T ,. (cre-) ml B°e-) ' 1. ISEE �3 + FIELD DRILL (2) 9/16' HOLES 1 D 1 3 0.1 0 3 6 0 J 0 W V. E .
PORTAL BRACE SUPPORT MEMBER N PURUN. ICX••• - INTERIOR CCWMN
R�Opp'pp rr��
. •.. `. ' , • : toot RAN1a • r/LIR1R tPRE hu: nT1FA117 . (00007JS_) . - • • F. F F I I ;I I . F f E SIC .
- WEB REINFO • Par•• PIPE WLIDIN
., RCEAIFNi PLATE • CMECT m BErm RF t1E - ® - . . ` LENGTH WIDTH THK CODE.. . TCx»• =TUBE COLUMN • . .. ,
. •' + - PRESENT) MAY BE -SHOP WELDED .ON FRWE 1D®OC SEE- '. AVE STRUT '.
.. 'EITHER SIDE OF THE WEB.. ROOF PIAN;•. URUN SECONDARY (STANDARD)
,. O " ' • FOR PART "� , _ 0 B' Z 1.91 1'4 17 _ _ _ _ _ EPX••• = ENCIPOST (RATE)
• - ' F • (000074J- . •• • F f I 1 E C C ♦ •. • • • ' EGX•'• - EHDPOST (GAGE) • -
�''r Al1WNiC•fa1PBi1716 DEPTH UNCiH GAGE AOJUSECODE5"
CBXI•• = CANOPY (PLATE) • ,
.. .. • { - 'FLANGE BRACE REOUIRDIENIS: • • w ^ . I. r3/4" ■ 2,1/2' _ 0 0 100 8 Z 1 2 I' l 4)1 .7 - _ . CBx!'• = PIGGYBACK CANOPY
A325 BOLTS (p . DCC••• - 8'1/Y GAGE POST
•
•• DESCRIPTION ART NO' -
`'
RW
om
NUT , RM SM ROM WASR01
.. A
HARD STEEL 1190 Y tmLR6
- B - WASM
3
81721 . 3 MT v[191OR 96
BEVEL MUA1E 9A9aR KAT° -
17rmoy
95PA B MFLAT WASHER ��
3/C MT RUM WASMR (R19N) 'NSS7
3 ! MT WA9(D1
7
93217 7 MT WA91Dt 9591
f RAT WM WA96'R DIN48)
ATTACH 1N1TH (2)-
91736 t RAT WA9161 959U
1 IAT MT RIM WA90 C1B9{9) 1.iGY9
1 1
B3z39 1 1 MT —910 91919
RULE/1- ALL FLANGE BRACES ON'CROSS SECTIONS MUST BE INSTALLJD. • .
RULE/2-.SINGLE FLANGE GRACES -ARE REQUIRED WHENPART MARK ON,
' SECTION. S NOT ACCOMPANIED BY. (2). •
"' .
,?. yl ,� .. - r
LDIEE BRACE: 0
lYP'EACH.END
�_
PORTAL
,. 1 1.0 PGt
p•1� 1
_ •... F I I E c c • • •
.OQRITOR EEPiNe.UN01N.. 0ACf ADAIST.CBOE.S
..
x•00 = 10' GAGE POST
.
-
.. •• .
.CROSS ,. .
RIAEB3-
-. -
BRACE
ATTACH 1N1TH (2)-
FLANGE BRACES ARE REown-BOTH SIDES OF TME FRAME wE8 ,
WHEN. PMT MARK S ACCOMPANIED BY (2). .• .
()
RIlU:�4- WHENEVER POS9BlE, PLACE SNGLE BRACES TOWARD THE
° -
-
'rr
- •
.. . •
-
-AM 1 I/2'
s A3zs Bars Wm "
WASHERS (TYP.)
..BRACING•
800 S2 5 1 U
IRs -THREADS BOTH EMUS .•. .
_ . - .. -
,
.
CENTER OF THE BUILDING.. �
.� y `•
•'
. , ..
.•
•FIELD DRILL (2)
I E F F 1 .I
- -
RT ='THREADS ONE END - CFMS C•ff FIND
RV CLEWS BOTH ENDS -
- - -
RULEj5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME'
- SDE OF THE FRAME WEB.
•• 10'@ 11"I/Y PlA7UNS REOUEE J BOLTS AT EACH END OF PURLIN !M
' - :
' . ..
Irs R,
Y'PLIRIJN DEPTH
NA LENGTH
=
_ RP - THREAD BOTH ENDS - NO HILLSIDES
.,
wnm a<Anm -' "ROD BRACE a e•m°mMN a'4m cAm¢n 1M60 PORTAL .BRACING'. Q1pID0 ' �' PORTAC'BRACE SUPPORT 1 w[mAs/n mma MARK'NUMBER KEY'
' BRO1G2 wEe aorAssEAmLr BR06AE coNr PUPRUN LAP.SH TECROTN� SCMPIENPURUN KNEE BRACE,CONNECRON.. . BR12H3'• PORTAL BRACE SUPPORT MEMBER EN5OBi' : CONMON GEHERATED'MARK NUMBERS.
.. BR11F1.
BASIC ERECTION GUIDE REOUIRED FOR THIS PROJECT: rR00F BEAM
REFER TO:.`
-
Q�OFESS/l- -
- -
A
-
No. C 82293 m
-
Exp". 3-31-18
PERM SET- For Building Dept Approval
1. USE 12 X 1 12 A32ST BOLT (49080) AND NUT (47120)
THE BUTLER MFG. EIMPIM •S SEAL APPLIES
THIS DRAWING. INCLUDING THE BIFORWLT ION HEREON. REMAM THE PROPERTY OF
/'�
BUTLER MAINFACTURNO-
- -
B SECONDARY
Wro WASTERS. SNUG TIG/RTE.FI BOLTS FOR ALL SECONDARY CONNECTIONS.
C NNEC
W10SECWAMY
ONLY TO THE WORK PRODUCT OF BUTLER
BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BULDNG DESCRIBED N THE
v
-
lsao GEr�ssEE ST. LtANsa9 ertr. w eao2 PRIMARY BRACING SEWS'
-
OLID CONNECTK)N MID FLANGE BRACE CONN
MFG. AND DESIGN AND PERFORMANCE
APPUCfIBIE PURCNASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT
_
_
.
•
UNLESS NOTED OTHERWISE ISE. -
REQU6EN@fTS SPECIF®BY BUTLER
SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITH OIR
POOR WRITTEN APPROVAL OF BUTLER MFO. • •
a'•°Af N°M VaDey BuB&g Spb_. 61c.
_
1602697701
'
2 SLOT EM PLATES NEED NOT 8E LOCATED ON 711E SAME
THE BUTLER MFG. ENGINEERS SEAL DOES
THE GENERAL COMPACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE
- a,sra,ec Smlcker Naaaal F°Rdi Im-
1 16
-
F THE WEB S T
SDE OF THE WEB AS THE HILLSIDE WASHER
NOT APPLY TO THE PERFORMANCE OR -
•
•
- .. ,
.. •
DESIGN OF ANY OTTER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPT
GOOD OUALfTY W ORKMANSHP N ERECTING THIS BUILDING N ACCORDANCE WITH THIS
BUTLER
- - ,a • Cefllania
.
- -
DRAWING: DETAILS REFERENCED IN THIS DRAWING. ALL APPLICABLE BUTLER MFG..
..
SIB / RG
&-
- S11Rlfllenl'
TO ANY DESIGN OR PERFORMANCE
ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION.
Butler Manuf lwh%;
Rn xIReF..e
NTS •°• 16.990 " '
10
REOUIREME14TS SPECIFIED BY BUTLER-
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
•4�-.,. 20162a
.
rcwawe �e®» .. �
.. • -
mra+s s3m.. :nn - .. .arn.ae•.am
er+.o--. e.b,r. -
Secondary Part Schedule
-. '.
' ..
•
- L.r
-
..Q Dimension Rey 4 002SGA17054
.. ..
Mark:.
Part . ..
, Thick.•.,
Depth
PERNRT SET- For Building Dept• Approval
Lap
.. ..
Detail. .. - •, .,• '.
L :.
i+>rn,." are"
..
.. ..
..
THE DRAW NG. INCLUDING THE INFORMATION HEREON: REMAINS THE PROPERTY OF
'El
.". oo168HS22il4l4Bll
a,
'0 .0790
,.
8'1/2"'
-
C
PFR007,BR09W2- r'-•
W/O WASHERS, SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
".
'"
Q Secondary.Bracing
Schedule
.+' •-
" E2
"00108ES2211417B11
'0.0600
'8 1/2"
'"
ILS12PO., PFRO07, RS 12PE- -
THE BUTLER MFG. ENGINEERS SEAL DOES
PRIOR WRITTEN APPROVAL OF BUTLER MFG.
• -
NOT APPLY TO THE PERFORMANCE OR
•
- Id pty
'Nark, No
Spacing
,E3-
r ,08H2311414DD811•
•0.0790
_
.,8 1/2"PFR007iBR09W2
..
.Orwin" pd-. C.II[-6.
CAAEONENT FURNISHED BY BUTLER EXCEPT
' ✓-
'-
1 14 -'
14
PSA0503
PBA0210
'5!-0"•' '•
2'-6 1/2"
E4
OBE2311417DD911 •<
.0.0600
8 1/2•PFR007,RS12PE
NTS — 16.990
•••
••
REOUIREA1ElNTS SPECIE® BY BUTLER
-
..
,..2-
_ ,•.
ES-
•E6
". 00208HS2211414B11
•.
`.''0.0790
„ .• 6 1%2"
PFR007,BRO9W2
-
-
- -
- '3 • '9
4 '3
-
CPBB050108(Typ.)5'-0'
CPBB020802' 2'-6 1/2"See
00208ES2211417B11,^•
-,.0.0600.,
,'.8 1/2�"
RS12PFiPFR007,RS12PE
.
•P1
08Z25ll415B4B1 -
•0:0730•,''`
8 1/2"
'.
2'=10 112• '
RS02T1,PFR0O7,RS0lT1 •}
- -
SE
'.
"082261191722B0 •
'BR09R5D•BR09JG'.
BR09RY
F3R09R2' BR09PH
P2.
�P3
OSZ2511416A4B1: •'
.0.6600.
a, `680•
0:0
'0'1/2"
• 8 1/2 "
-"'1'-4
�,2'-10.1/2",
1/2'
;
PFR007;RS0lT1'
RS02T1,PFRO07�RSO1T3,,,
v
-
BR09JH; BR09R2
R
1
i
201
O3
4,
1 sC 1-m .,
' • • 1
_
�'
.463
- ..
5
.
I
..
.. ..
-
.. .I
.
j
111
-
'. .r "
�`
.. .._
'•
.. �... ..
P X11111
. (Typ ..
. -
,I1
_
P..11.1111
(T'YP .
,•
..
P I 1."
(Tlyp .. .,
..1 ..
`
i.
.°
._
,
.,
-
-
r
1
I
.
I
,
I
I
. Y
I
I
I'
I'
R3B1
1R1s2
1R1B3
O' •
22'-6•
.. ..
24--o.;
I
-
22 . 1-0"
AMA..
..
701-01
BL
ROOF. SECONDARY
''PLAN '
r
Q�kOFESS/pN
.
c
<
hQtcO�yWELSip,
<2
e
7°
-nn
No. C 82293
r
Uj Exp. 3-31-18
1
Or
Apart
Mark Rey
Jlq CIVIC \P
1 - OOISGA07060
2 6• 2 001SGA17059
1 1'-0• 3 002SGA07064-
..Q Dimension Rey 4 002SGA17054
PERNRT SET- For Building Dept• Approval
i+>rn,." are"
THE BUTLER MFG, ENGINEERS SEAL APPLIES
THE DRAW NG. INCLUDING THE INFORMATION HEREON: REMAINS THE PROPERTY OF
BUTLER MANUFACTURING - -
1. UNLESS NOTED. 115E 112 X 1 12 N25T BOLT (49080) ARID Nur (<7120)
ONLY TO THE WORK PRODUCT OF BUTLER
BUTLER ARG. R PASE OED SOLELY FOR ERECTING THE BUILDINGRESORBED IN THE
C
_
L5 0 GENESSEE ST. KANSAS CITY, MO "102 ROOF SECONDARY PLAN -
W/O WASHERS, SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
MFG. AND DESIGN AND PERFORMANCE
AFAPPLICABLE PURCC HASE ORDER AND MAY BE REPRODUCED ONLY FOR TI/AT PURPOSE R
2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABIITY OF THE
REQUIREMENTS SPECIFIEDBY BUTLER
MODIFIED, NOT BE MODIF, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
,gq�,p, ".rse NMA Va0 eyBdd B51st�4:c
'0B"
18026971-0t
STRUCTURAL SYSTEM MID MUST BE PROPERLY INSTALLED Fn PRIOR TO ERECTION
-
THE BUTLER MFG. ENGINEERS SEAL DOES
PRIOR WRITTEN APPROVAL OF BUTLER MFG.
OF WALL AND ROOF SHEETS.
�. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.
NOT APPLY TO THE PERFORMANCE OR
THE GENERAL CONTRACTOR ANDOR ERECTOR IS SOLELY FOR ACCURATE
- ama� Smucker Nanus Fc"d9 PC.
-
"vE -
-
DESIGN of ANY OTHER PRODUCT OR �
IN ACCORDANCE
GOOD DUALITY woRpdWSHP N ERECTING THIS BULDNG N ACCORO/WCE wRH THIS
..
.Orwin" pd-. C.II[-6.
CAAEONENT FURNISHED BY BUTLER EXCEPT
DRAWING, DETAILS REFERENCED IN THIS DRAWING. ALL APPLICABLE BUTLER MFG.
/ RG
SR .k—
- -
' 70 ANY DESIGN OR PERFORMANCE
ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION.
Butlin Menufecturhm
•O1°106'•`E
NTS — 16.990
11
•
REOUIREA1ElNTS SPECIE® BY BUTLER
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.. ,
INCLUDING CO
28162a
r
- •
'
••
iEREC71ON NOTE:
1/2*
AT EAVE STRUT BEND PBA TABS -r
`,•__ CL �• • `
- '� -
USE (2)
USE (1) 11/32* X 1 1/4• - NUTS
.` AND USE (2)11/32• X 1 1/4• T-45 GRAY
-
•. Imor -
• sloorDlQi
_
WHEN A CHANNEL BRACE DOES NOT LINE UP WITH ANOTHER'"'
y • ..
- GALV. HEX -
T-45 GRAY SCRUBOLT 097352) 47120) LOCATE
((1
SCRUBOLT (097352) ANDSCRUBOLT NUT (097267)
( HEAD OF SCRUBOLT. TO BE ON OUTSIDE OF EAVE STRUT)
'
'CHANNEL BRACE OR THE SLOTS IN THE PURUN WEB FOR"�'
'•.
SCRUBOLT NUT (0972675 ., NUT ON EACH
^'
•?-
A DROP PIN CONNECTION BEND THE CHANNEL TABS TOWAT�-"
CHANNEL v
HEAD OF SCRUBOLT 10 56E OF PURUN
VE PURUN j' SEE FACE OF
•_' »01"
THE AND USE ASELF-DRILLER (55307) TO ATTACH..".4 ��
PURUN BRACE
BE ON OUTSIDE OF USE TOP HOLE
- BRACE ASSY. EAVE STRUT NEW
° 2, ' •°I •
•
� - �.
-� �
.. .(CPB')(TYp.)-,
-
°EAVE STRUT ANTI -ROLL CUP
(PBA-) FOR TAB ATTACHMENT
o . o . , o I
. • • �_ -
-
IF PRESENT.
�
Z2):1/4-14 x 1 1/4' (SAUET. SCREWS
" anis-) • . ,,
STRUCT. SCREWS' (55307)
no .. ., ..
• 9N0( 11x1
(55307) • • `
••.
.. ..
. '
RAxR BL1tg ItAG4p
cmaw TO fic M3 OF THE
..
I
..
-
NKwLUDWL
ANNEL MINIVER
- ® -
FACE OF '
.BRACE BRACE .
-
- - • •
.• EAVE STRUT • ,
(CPB-) (CPB-) ,
_ ®
•" - .
..
r
"
-..
- .PURUN
N10QWC COKHr RNa . ,. k
_
. ., •
•
}` 1FLANGE `
'• -
_- •.
,� .
BRACE REQUIREMENTS:• •
,'.
• - ,. - 1 •
- - .. ,.
O ,.•
'RULE/1- ALL FLANGE BRACES ON GROSS SECTIONS MUST BE INSTALLED.'
".
-•• —
• ` •
,.
PURL N
'.
EAVE PURUN BRAC
- G VE
USE
(2) E(%)
RULE/2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON
5 -
.. - - , L .. .: , . ••
-
DETAIL BR09JG , -
I
C I
AVE STRUT .. (PBA-) AT 8 1/2•, 10%
BRACESTRAP
NUTS 47120 LOCATE 1 STRUT
-
CROSS SECTION NOT ACCOMPANIED BY (2). .
"
URUN - -
? :. -
_ .- 11 .1/2- PURLINS. •
NUT EACH SIDE OF PURL(N.
RUlE83- FRINGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB
•..'
f (1) I/4• % 8 1/4•
(ESBS, (NOT REO. AT 7• PURUN
.
-
ACPCIO�A�NSIWQE
`RULER<-
_ y
. • DROP PIN (097556)'
_
i0 7• EAVE STRUT)
URUN
USE WHEN CHANNEL BRACE .
USE WHEN CHANNEL BRACE
WHENEVER POSSIBLE, BRACES TOWARD THE
' CENTER OF THE BUILDING.
f
- (TYP. PER EACH END)
r
-
BRACEEAVE ASSY.
- -
• •RIAS@5- WHENEVER POSSIBLE, PLACE ALL SINGLE BIFACES ON THE SAME
DOES UNE UP .WITH THE
S ON THE PURUN WEB. ,
DOES NOT LINE UP WITH
THE SOTS IN THE PURLIN WEB..
~ -
_ - -
- +
- ' AVE STRUT
PURLIN .(PBA-)(TYP.)
NOTE SEE ERECTION DRAWINGS
SIDE OF THE FRAME WEB.
10. & 11 �1/2• PURUNS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP.
• "
FOR LOCATION
FOR LOW OR HIGH EAVE LOCATION&
- - - - •
P
�•°OOOw'�w a.RW
FLANGE BRACE CONNECTIONS
°''6W CHANNEL BRACEENDING AT PURUN WEB.•
e•mmmp/u e•nm
SINGLE CHANNEL PURLIN BRACE
EAVE BRACE STRAP AND EAVE PURUN BRACE
° "r'" M°0 EAVE "STRUT BRACETYPICAL
_ BRO6AE CONT. PURUN .IAP SHOWN,'CONT. GIRT � SIMPLE PURUN
09JG SELF-ORLLER 18TH DENT TABS'
BRD9JH ENDING AT PURUN WEB LOCUTION
BR09K2 LOCATED AT EAVE - CENTERLINE OF FRAME -
BRO9K5 _
END FRAME ' • INT. FRAME
INT.. FRAME INT. FRAME
DETAIL USED FOR INTERIOR BAY AND AT FRAME UNE
•'
_
.{
" ..
END BAY
- • INTERIOR BAY..
•. FlEID DRLL HIGH EAVE STRUT
-
" CHANNEL .. . L ,'
1 PURUN BRACE
O ] . 0 0
CHANNEL
-
t• PURUN BRACE - -
CHANNEL ' ;
HO 5/18' DIA
N HOLE (IF REQUIRED) . @
GRACE (PBA-) FOR SCRU-BOLT
, CONNECTION
- , .
.ADJUST: CODES
PURUN BRACE
(CPB-)(TYP.)
(2) PURUN BRACE 1 ] 0 o .. -
, . •• _
- ..
BOTTOM OF
GAGE
-
CFiANNE1S, -• -
2 PURUN BRACE -.. .- 0 , . .. T. , 0
ROOF SHEET
..
.• '.
(3) PURUN BRACE .. , D
:• CHANNELS
.. "
T
CHANNELS
..
..
- -FFFTmillimeters
4 P RUNNELS E ). 1_. J ] -. .,
(4) PURLIN BRACE .1 ] ] ]
.CHANNELS •.
t-
r td
112 �.
- . SHAP
•
Eq.3 TYPICAL a
r 3 TYPICAL
-
•
" ®, _
CLUSTTIt
_
: • r. CLUSTER
-NOTES r
•'
.. '. -
STANDARD NOTES: . - _- , "
STANDARD '¢. .. ,.
_ ' '-
DEPTH ,. SHAPE ' CAGE
'
-.PURUNS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING• PURUN BRACES.
-'PURUNS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURUN BRACES.
I r `• USE (1) 11/32• X 1 1/4•
- 07 = 7• Z = ZEE' 11 ='0.113
•
THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW:
THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW:
.T-45 GRAY SCRUBOLT 097352) -
08 = 8,1/2' ' ' C � 12= 0.098
'.. •. PURUN
-
O - DO NOT INSTALL PURUN BRACES AT THIS. CLUSTER LOCATION.
0 - DO NOT INSTALL PURUN BRACES AT THIS CLUSTER LOCATION:
SCRUBOLT NUT (09 72675 -
HEAD OF SCRUBOLT TO
10 10' • E = LOW EAVE STRUT--• tS = 0.088
H -HIGH EAVE SMUT -
-� _ ' -
•�
] INSTALL PURUN BRACES AT .THIS CLUSTER LOCATION.
]'- -INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. -
ON OUTSIDE OF
USE (2) 1/2•
11 - 11 1/2• 14 - 0.079 -
', ,5 - 0.073 -
` (1) 1/4• X 6 1/4-
•- ,'
SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. •`.
SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS
• EAVE STRUTBE
- GALV. HEX NUTS
-
_ 't6 = 0.068
•' DROP PIN (097556)
47120) LOCATE
17 - 0.08°
. (TYP. PER EACH END)
_INSTALL PURUN. BRACES AT THE RIDGE AND WORK TOWARD THE EAVE
- INSTALL PURUN BRACES AT THE RICE AND WORK TOWARD THE EAVE.
- .
(11 NUT ON EACH •NOTE: SEE ROOF FRAMING PLAN FOR
• • - ., - ',
- CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER
-_ CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER
116E OF PURUN' PBA- LOCATION AND QUANTITY.
LOCATE PBA- IN UPPER POSITION
-
- ;
PROVIDED THEY ARE AUONED FROM EAVE TO EAVE IN A GIVEN BAY.
PROVIDED THEY ARE AUGNE[i FROM EAVE TO EAVE IN A GIVEN BAY. -
WHEN ONLY (1)PBA IS REQUIRED.
,HIGH
a
SINGLE CHANNEL 'PURLIN BRACE
m'00°0 •.aW PURLIN BRACE CLUSTER LOCATION
°'O°�° E 00 PURUN BRACE CLUSTER LOCATION
EAVE PURLIN BRACE
°"09Q0 "'X600
SECONDARY PART MARK NUMBER
' BR09PH INTERMEDIATE LOCATION
BR09RY• - END BAY CHANN0.lOCA710N -
BR09RZ INTERIOR BAY CHARNEL LOCATION
BR09W2 ` ALL WALL TYPE
EN5161-
COMMON GENERATED MARK NUMBERS
ERECTION DRAWING PART MARK,
IG, 11P
:.
7L 11
' ADJUST. CODES
`jr .1 •
- ', s ' •
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-
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fR
. •
INCHE LENGTH
• millimeters
1 W T B *,
-
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. -
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WELDED IX1P CONNECTION BOLTED CLP CONNECTION
ALL CONNECTION (R" ALT. CONNECTIONDEPTH
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BAY NUMBER
CANOPY '(C)/PARTITION(P)/'
;�• -
up-
v
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`
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09 - B 1/2* '• a = ZU ,. 12 = 0•.oee
IO - IO' ES' LOW PAVE STRUT 13 -. 0.088
1 i = II ,/z• HS - HIGH EAVE STRUT 14 = 0.079
_" T° Bf2(
' •
BUILDING SHAPE. -
,,.
-i ` _ -
.. 2 1/2• - 2 5/8•
1,/"
. , CUPS MAY BE REQUIRED FOR
PURUN TO FRAME CONNECTIONS
•REFER
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THE BAY/BUNDLE CODE IDENTIFIES
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CUP PART NUMBERS AND THEIR
- EX 3-31-18
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FF = PAGE m FACE CE '16' 0�
-
THE BUILDING. CANOPY/PARTITION/ '
-
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-
ROOF/WALL PLANE AND BAY _
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10000 �°' n °°' PURUN AND GIRT SIZES _
a
"''@'" "' PURUN CONNECTION AT INTERIOR FRAME
.
EN51B2 CO'AMON GENERATED MARK NUMBERS
EN51B3
ALL SECONDARY DEPTHS '
EN53F1 8 1/2' 216mm
RSO1T1 CONTINUOUS PURLNS
SET- For Building Dept Approval
`
PERM
t. UNLESS NOTED, USE 112 x 1 1/2 A32ST BOLT (49080) AND NUT (47120)
THE BUTLER MFG ENGINEERS SEAL APPLIES
ONLY O THE WORK PRODUCT OF BUTLER
T
THIS DRAWING. INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF■/�
SUTLER MFG. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED N THE
`j
• .
19b GEIEsr s MO 64tH ROOF SECONDARY SED'S
W/O WASHERS SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
MFG. AND DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT
-
2 FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO EREC
REOUNEJAENTS SPECIFIED BY BUTLER
SHALL NOT BE MODE®. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
PRIOR WRITTEN APPROVAL OF Bl1Tl.6t AEG. -
NOM V -%Y BL"V Systems, NIG
-
m.
1602697701
OF WALL AND ROOF SHEETS.
THE BUTLER MFG. ENGINEER'S SEAL DOES
THE GENERAL CONTRACTOR ANWOR ERECTOR S SOLELY RESPONSIBLE FOR ACCURATE
°•'� Smucker Newel Foods k
12ms2ote
3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.
NOT APPLY TO THE PERFORMANCE OR
BUTLER
DESIGN OF ANY OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER IXGEPF
GOOD DUALITY W ORKMWNSHF N ERECTING THIS BULDNG N ACCORDANCE WITH THIS
'
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DRAW ANG, DETAILS REFERENCED N S THDRAWING. ALL APPLICABLE BUTLER MFG.
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GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,
Sutler MemNTslurhlp
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NTS - - - A• 16,990 -
12
REOUQREMBNTS SPECIFIED BY BUTLER
INCLUDNG THE CORRECT USE OF TEMPORARY BRACING.
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-
1
• - BL
BL
SECONDARY ELEVATION AT 1
PERM SET- For Building Dept
Approval
Stlape Marne Pipe, Wall ,1
1. UNLESS NOTED. USE 12 X 1 12 A325T BOLT (09060) MID NUT (47/20)
THE BUTLER MFG ENGNEEI S SEAL APPLIES
THIS DRAWING. INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF
■/�
BUTLER MANUFACRIRWG .
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS
ONLY TO THE WORK PRODUCT OF BUTLER
BUTLER MFG, R 6 PROVIDED SOLELY FOR ERECTING THE BUILDING DG DESCRIBED THE
v
1,540 GEHESSEE ST KANSAS CRY W 64102 SECONDARY ELEVATION AT 1
"
2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABLRY OF THE
MFG, AND DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE rr
-
STRUCTURAL SYSTEM AND MUSE BE PROPERLY INSTALLED PRIOR TO ERECTION
. REOOOLEMIENTS SPECIFIED BY BUTLER
SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
°`®
°�` -aBu6d1g
NOM V0ey Systems. he.
m.
OF WALL MID ROOF SHEETS
THE BUTLER MFG. ENGINEERS SEAL DOES
PPoOR W RIRB! APPROVAL OF BUTLER MPO.
164M77-01
3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.
NO7 APPYTO TME PERFORMANCE OR
THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE
m,aee &-dm Nahaul Foods t,c
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-
•
DESIGN OF ANv OTHER PRODUCT OR
COMPONENT FURNISHED BY BUTLER EXCEPTGOOD
OUALTTY WORq.WISHP N ERECTe4G THIS BUILDING IN ACCORDANCE WITH THISwuToe
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1 16
DRAWING, DETAILS REFERENCED W THIS DRAWING, ALL APPLICABLE BUTLER MFG.
- rya
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AN
ANY DESIGN OR PERFORMANCE .
TO ANY
ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION.
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Length _
_ Vert. Clear'
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- 24'-6"..
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.. 4•'-5 5/16^,
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SECONDARY ELEVATION•AT A
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PERNOT SET- For Building Dept
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N ,RecrbAma,Wa-2
1. UNLESS NOTED. USE 112 x 1112A375T Bou (49089) AND HUT (47120)
THE BUTLER MFG. ENGINEERS SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUT
THIS DRAW ING. INCLUDING THE INFORMATION HEREON. RE.tAPN3 THE PROPERTY OF - -
BUTLER MFG. R IS PROVIDED SOLELY FOR ERECTING THE BULDHG DESCRBED IN THE
C
BL/TT.ER MANUFACTURING
SECONDARY ELEVATION AT A
_ .
W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONXECT10NS,
MFG. AND DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE. IT
T 54o GENEssEE ST. KANSAS crrY. mo 64702
2 FLANGE SPACES ARE AN INTEGRAL PART OF THE STABLTTY OF THE
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION
. REOUIREMENTS SPECIFIED BY BUTLER
SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
�
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OF WALL MID ROOF SHEETS. _
THE BUTLER MFG. ENG WEEKS SEAL DOES
PRIOR WRITTEN APPROVAL OF. BUTLER MFG. �
16026977-01
3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIMTED.
NOT APPLY TO THE PERFORMANCE OR
THE CONTRACTOR AND/OR ERECTORS SOLELY FOR ACCURATE
- � Smucker "-,,W Food,11c
. ,
DESIGN OF ANY OTHER PRODUCT OR
ComPoNENT FURNmHED BY BUR6N EXCEPT
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TO ANY OESIGN OR PERFORMANCE
ING TO PRO TIO
ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,
ERECTION
Butler Manufactur6q
REQUIREMENTS SPECIFIED BY BUTLER
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
NTS A' 16.990
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15
Secondary Part Schedule
Nim Wenm3..
1. UNLESS NOTED. .USE U7 K 1 12 A32ST BOLT (49080) AND NUT (47120)
THE BUTLER MFG: ENGINEERS SEAL APPLIES
Mark -
Part - -, :. Thick. Depth, .Detail. .. ..
'. e.
WIO WASHERS. STIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS-
NUG
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SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
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.
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BUTLER
118
..
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COMPONENT FURNISHED BY BUTLER EXCEPT
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DRAWING, DETAILS REFERENCIA IN THIS ORDS
^1°s': Smudcme
'
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PERTAINING
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fEOUILEMENTS SPECIFIED BY BUTLER.
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SECONDARY ELEVATION AT A
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1 3175-.'
1 VCC01003090
Dimension
Rey QPart Mark Rey
PERMIT SET -For Building DepL Approval
Nim Wenm3..
1. UNLESS NOTED. .USE U7 K 1 12 A32ST BOLT (49080) AND NUT (47120)
THE BUTLER MFG: ENGINEERS SEAL APPLIES
THIS DRAW ING. INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF '^
- BUTLER MANUFACTURING
WIO WASHERS. STIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS-
NUG
ONLY TO THE WORK PRODUCT OF BUTLER
BUTLER MFG. R IS PRIMED SOLELY FOR ERECTING THE BUILDING IN GING DESCRIBED THE
v
. 754o GeassEE ST. KANSAS CRY. MO 84107 SECONDARY ELEVATION AT 4 -'
2 FLANGE BRACES ARE AN INTEGRAL PART OF THE STABLTTY OF THE
MFG. AND DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT
STRUCTURAL SYSTEM MID MOIST, BE PROPERLY INSTALLED PRIOR TO ERECTION
REOUtEMENTS SPECIFIED BY BUTLER.
SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
PRIOR WRITTEN APPROVAL OF BUTLER MFG. - ' _
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.. . N0h Vim'^•
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..
-
THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE
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.
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^1°s': Smudcme
'
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PERTAINING
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1 6' Part Qty Length
Detail
Dimension Rey - 04RS2807- 2 281-7"
BRO1G2Shape
PERNOT SET- For Building Dept Approval
Herm Rwycb Area, Wall 4
1. UNLESS NOTED. USE 12 x 1 fit A025T BOLT (49080) AND Nur (47120)
THE BUTLER NFG. ENGINEER'S SEAL APPLES
ONLY To THE WORK PRODUCT OF BUTLER, -
THIS DRAW NG INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF
BUTLER MFG. R B FRONDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN T/a_
C
BUTLER MANUFACTURIXG .
.1540 GENESSEE ST, KANSAS HxrY, MO 64102 SECONDARY ELEVATION AT B
W/o WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
MFG. AND DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT
.
2 RANGE BRACES ARE AN INTEGRAL PART ,OF TME STABIITY OF T/1E
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION
REOUNEMEN TS SPECIF® BY BUTLER
SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
NOM V an" Bhp SS'—' h
•0Bt
OF WALL AND ROOF SHEETS -
THE BUTLER MFG. ENGINEERS SEAL DOES
PRIOR WRITTEN APPROVAL OF BUTLER MFG.
'
1692697? -01
3. REMOVAL OR ALTERATION OF ANY COMPONENT 6 PROHIBITED.
NOT APPLY TO THE PERFORMANCE OR
-
THE GENERAL CONTRACTOR ERECTORS SOLELY FOR ACCURATE
amaa Smuter Naaam Foods kC
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BL/TLER
17105Q018
.
.
DESIGN OF ANY OTHER PRODUCT OR
IP 94 ER
IN ACCORDANCE
GOOD DUALITY WORKMANSHIP N ERECTING THIS LDNG LI ACCORDANCE WITH THIS
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1 6' Part Qty Length
Detail
Dimension Rey - 04RS2807- 2 281-7"
BRO1G2Shape
PERNOT SET- For Building Dept Approval
Herm Rwycb Area, Wall 4
1. UNLESS NOTED. USE 12 x 1 fit A025T BOLT (49080) AND Nur (47120)
THE BUTLER NFG. ENGINEER'S SEAL APPLES
ONLY To THE WORK PRODUCT OF BUTLER, -
THIS DRAW NG INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF
BUTLER MFG. R B FRONDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN T/a_
C
BUTLER MANUFACTURIXG .
.1540 GENESSEE ST, KANSAS HxrY, MO 64102 SECONDARY ELEVATION AT B
W/o WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.
MFG. AND DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT
.
2 RANGE BRACES ARE AN INTEGRAL PART ,OF TME STABIITY OF T/1E
STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION
REOUNEMEN TS SPECIF® BY BUTLER
SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
NOM V an" Bhp SS'—' h
•0Bt
OF WALL AND ROOF SHEETS -
THE BUTLER MFG. ENGINEERS SEAL DOES
PRIOR WRITTEN APPROVAL OF BUTLER MFG.
'
1692697? -01
3. REMOVAL OR ALTERATION OF ANY COMPONENT 6 PROHIBITED.
NOT APPLY TO THE PERFORMANCE OR
-
THE GENERAL CONTRACTOR ERECTORS SOLELY FOR ACCURATE
amaa Smuter Naaam Foods kC
-
BL/TLER
17105Q018
.
.
DESIGN OF ANY OTHER PRODUCT OR
IP 94 ER
IN ACCORDANCE
GOOD DUALITY WORKMANSHIP N ERECTING THIS LDNG LI ACCORDANCE WITH THIS
*a CNet, Cmilarrtia
COMPONENT FURNMHED BY BURET EXCEPT
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.
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-
TO ANY DESIGN OR PERFORMANCE
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Smu#an
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-
REQUIREMENTS SPECIFIED BY BUTLER.
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
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EDGE •g MININOTE'DO N07 ATTACH PANEL (OR PANEL cuPS) TD PORTAL BRACE BEAK �M -DO NOT ATTACH ROOF PANEL TO PC .. BRACE
- .. .
.. .. „ •• , } ' , . 10GIOx LOGtgN rcE - .• •. SDGCN�-LOCATE EACH PORTALBRACESUPPORT'AT PORTAL BRACE KNEE
Rmrem '
` ', . -; r• ,. •. - ' •.
STIFFENER LOCATION. a . .
COLUMN OR. BEAM ' ' . .. r: •. • TAIL BRACE BEAM �- - -SEE SECONDARY ROOFPLAN FOR•PBA LOCAnONS.' RE1D-0PoLL -
WEB. , HER NUT.. 1 . - .. .o �.. . _ . . ' 9/18' DIA: HOLE IN WEB OF PORTAL :BRA CE FOR PURLPI BRACE .ADJUST: CODES. -
' • .. Tj
o . 4� 3 4' x 2 1/2' ASSEMBLY (PBA--), ATTACHMENT.
•
It 1
.w .. .. ..
WASHER A , . o . o Y .. o I A325 BOLTS. .. _ i : , - • GAGE
• r - , .. - .' ' WASHER 'B' _ __ _____ _ _____ ___ _ UNLESS NOTED - A Po 1/2* % - x .
ROD. .. .. .. - OTHERWISE A325 BOLTS WITH OUT WASHERS A 'EIG
• :.HILLSIDE WASHER.. R` • .. •
• � SEE �� � FED DRILL (Z) 9/16' HOLES. .
TAL BRA '
nag
. .( _1 T y13 PORTAL BRACE SUPPORT MEMBER IN PURUR
• .. - CEP an'o r - • - , • r „ (00007,5_) • . .. - millimeters .
WEB REINFORCEMENT PLATE (IF "_f°N �""� RANGE MICE VOL rmouir �' SHAPE
^ 0MOWr M rm 6 t1E ., ..
PRESENT) MAY BE SHOP WELDED .ON IFwE WOMERe .SEE AVE STRUT URUNF DEPTH
H : EITHER SIDE OF .THE WEB. ROOF RAN
. . O FOR PART /' ` •. .. • .
• . • - DEPTH SHAPE GAGE
'FLANGE BRACE REOUIREMENTSR 5: , },' 3/4' 2.1/2'. _ •. ,a 07. = 1' - Z ZEE 11 - 0.113
. ,y - .. `A325 BOLTS r - ./+ ✓ .Da = 8 1/2' '. C = CEE
t2 = OA98
.. wrma rat rnm at arm , at Knm at mam a wm - r ar. mem m:.um ..
ROD BRACE r
TYPICAL FLANGE -BRACE CONNECTIONS PORTAL BRACING PORTAL BRACE SUPPORT SECONDARY PART' MARK NUMBER
BRO1G2 WEB SLOT ASSEMBLY COM. PURUN, LAP SHOWN, CONT: GIRT & SIMPLEPURUN BR11F1 " KNEE, BRACE, CONNECTION - BR12H3 PORTAL BRACE SUPPORT MEMBER, EN51B1 COMMON GENERATED MARK NUMBERS
ERECTION, DRAWING PART MARK. (BOLTED)
OLT DP(WE1DED)
.. • 'F -
FPR
• �• ^ • COMER COWMN - (Pc) (GCI) , AT T GIRT
.� • . _ r z 1/z' - 2 5/8' - - (PGI) {GCI ) AT B 1/2' GIRT
• ADJUST. CODE$ (IXA-) (GCA AT 10' GIRT
s I .(Qxla' (GCA, AT 11 1/2
GIRT
GAGE r
EN INCH LENGTH . q I ZEE CLL SHGIROWN
SIDEWALL GIRT
I" W 1 B i � GIRT SIMILAR ZEE ORT. SHOWN
.(millimeters)_ , I M ,• CEE GIRT SIMILAR
SHAPE
BAY NUMBER, A'4a� m I
COUNTER
'UP GIRT CUP
r CANOPY ,(C)/PARThTION(P)/ COMER
(�.)
DEPTH - �."ROOF(R)/WALL(W): NUMBER FRAME .
07 - 7' ZS = ZEE - '.II = 0.113 P
L L
oa = 8.1/2• CS = CEE . ' - .12 = 0.098 - - • • - - GIRT CUP ((PGI) t • •@ - �l1 ..
10 10' "- ' - ES - LOW EAVE STRUT t3 - OABa • _ COLING ,SHAPE y .• - MAY BE.sIkIP a
BUILDING _
HS - HIGH PAVE SMUT 14 = 0.079 .. .' '2,1%26 2 5/8' : • ZEE GIRT • WELD (OCI OR CCA-) -
F�e= ' BACK Toluuc .CEE''15-oD73 THE .BAY/BUNDLE. CODE IDENTIFIES 1pAT.Tk8I/rGIRTS
' FF = FACE TO FACE GEE. 16 - O.O6B r L GIRT FILLER 'ANGLE 1•_y- AT 10- B 11 1/2 CRTs
17 a 0.060 THE 'BUILDING CANOPY/PARTITION/' :;•�,. „ (GFA=).w/(z>'ssl.7 OR GREATER FOR SPECIAL FRAME
SETBOM
ROOF/WALL PLANE" AND BAY' NOMFIELDNOTTAI ENDINI
GO 7 3 8 1/2- QRT RANGE �IFRRAES NTH�DOWALL 15,
ar. mem CEI• nm SPECIAL SECONDARY PART MARK.KEY at Ism ' a m SECONDARY BUNDLE LOCATION KEY a10'�m^"Am a" "00 PURUN AND GIRT SIZES. 0"Il� a 'I GIRT CONN. AT COLUMN CET' a"'6m GIRT CONN. AT CORNER COLUMN
EN512. ,COMMON GENERATED MARK NUMBERS= EN5183 ALL SECONDARY DEPTHS ENS3F1 8 1/2'' 216mm WSOiG3 . • OUTS' -T -CONTINUOUS QRT - WS12A2 ANY OUTSET GIRT AT EW, ANY GIRT AT SW
.I •' . �, . r ! • gat •1• .. ,. f. . - _ -
Xa r z OQ?PfE S/ Nq
w _ No. C 82293 m
Exp. 3-31-18
cl IV
PERNUT SET- Fpr Building DepL Approval ,
THE BUTLER MFG, ENGPIIEEERS SEALAPPLIES THE DRAW TING. INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF .. .
1. UNLESS NOTED, USE TI X 1 EN BOLTA325BOLT ALL
SE AND NUT CONN) ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG, R IS PROVED SOLELY FOR ERECTING THE SULDPIG DESCRIBED N THE C �7n.FR T. KAFlIf:TTll Y.
NG
Wro WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. 1 S60 GENESSEE ST. KAN30.41XTY,18D 88102 WALL SECONDARY SED•S
2 FLANGE SPACES ARE AN INTEGRAL PART OF THE STABILM OF THIE MO'G. AND DESIGN AND PERFORMANCE SHAUL NOT PURCHASE ORDER AND MAYBE DFORAREPRODUCED ONLY FOR THAT PURPOSE R .
STRUCTURAL SYSTEIA AND MUST BE PROPERLY 04STALLED PRIOR TO ERECTION REOUTIJER NTS SPCA BY BUTLER SHALL NOT BENMODIFIED.APPOV L OF BUTLER OR USED FOR ANY OTHER PURPOSE WIT110lJT - - ,m•
OF WALL MID ROOF SHEETS' THE BUTLER WG. ENGINEER'S SEAL DOES MOOR WRITTEN APPROVAL OF BUTLER MFG. -' ' NarN VaOey Bu9drg Systmne. Nc. 160%977-01
NOT APPLY TO THE PERFORMANCE OR - aarme Smud- Natural Facda rC, rcr
J. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. 'THE GENERAL CONTRACTOR AHDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE
DESIGN OF ANY OTHER PRODUCT OR GOOD QUALITY WORKMANSHE N ERECTING THIS BUILDING IN ACCORDANCE WITH THE - . - - .gum. cm o. Cdamtia B[/TLE'R IZVSW16
• COMPONENT FURNISHED BY BUTLER EXCEPT DRAWING DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. SIB 2 RG
TO ANY DESIGN OR PERFORMANCE �vxT, Smucker Butler Mmu7actur6q
ERECTION G HE COES� AND T USE F EWPORADS PERTAINING TO PROPER ERECTION,
'-REQU6tEA4EMS5PECIF®BY BUTLER. INCLUDING THE CORRECT USE OF TEAQ'ORARY BRACING. � - munaP•• NTY3 16.990 20162e 16
weanwe , - - uvm� lens . .s•=,aa�rsaw....dK
-
.. .
.• -DESCRIPTION ART NO - ..
.. ..
KULLrt- ALL RUNUE IARA\A:S UN umb3 Sh"Lm MUST BE mwm.LLU.
, • RULE_/2- SINGLE FlAV9CE BRACES ARE REOUORED WHEN PMT MARK ON-' ..
SECTION 5 NOT ACCOMPANIED BY (2).
'. / . TYP EACH .END •
- E' • ` J/ .O
I �t y ,- /
l/ J
II p�\. \
V \
\\ tp
to =.10•
11 = 11 1/2'
E = LOIN SAVE STRUT _ 13 = 0.088
H. -HIGH SAVE STRUT
• - '- 14 = 0.079
RM
a-
HAtm 51{a ROIAD rAwm
-A
HARD SIDE. rA516R • laISOC
- 6 WAvar
.CROSS ,.
-
ATTACH 7H (2)
p -
,.
.' 15 = OA73
3
0.'LT21
. 3 MT rAvuN 1a W9
t BEY0. 9MINS ■Za a90W
'RlAEa3- FLANGE BRACES ARE REQUIRED B01H SIDES'OF THE FRAME WEB
WHEN. PMT MARK 5 ACCOMPANIED BY (2)• - ..
..
-
1/Y'% 1'i /2- .
1325 BOLTS. WITH
..
- .
..
. , - .
. • 16 =. OA66 ,
..
t 96731 t M1 WCLwER 966x2 43657
3/4'' MT RMl10 �AAIER (B6/1m)
S
9523)
5 MT WASHER 9
. �'
RULFS4- WHENEVER' P)SSIBLE, PLACE SINGLE BRACES TW/MD �TNE .
-
- 'WASHERS (IYP.)
�
-
17 - 0.060
7 .95737
MI WASHER 9
7 'MT WA9EFR 9591
P FLAT 0.0UIm � (gw 47858
CENTER OF THE BUILDING. - ..
.. - • .
-
FIELD DRILL.(2) :.
_ ..
RIA.EW WHENEVER' POSSIBLE, PLACE ALL SINGLE BRACES ON THE SANE'
SIDE OF THE FRAME
h ...
-
9/1G HOLES
7' PWE,IN DEPTH.
_
_
t t
952]8 t MI rAsmR 9•Ate
. 952x t i MT WA90i 919A9
'i IAT MT RMW WAM (95M9)' 9H859
WE(i
.. - • - ..
I S7IFFIIRER.
'
„
.. wrma rat rnm at arm , at Knm at mam a wm - r ar. mem m:.um ..
ROD BRACE r
TYPICAL FLANGE -BRACE CONNECTIONS PORTAL BRACING PORTAL BRACE SUPPORT SECONDARY PART' MARK NUMBER
BRO1G2 WEB SLOT ASSEMBLY COM. PURUN, LAP SHOWN, CONT: GIRT & SIMPLEPURUN BR11F1 " KNEE, BRACE, CONNECTION - BR12H3 PORTAL BRACE SUPPORT MEMBER, EN51B1 COMMON GENERATED MARK NUMBERS
ERECTION, DRAWING PART MARK. (BOLTED)
OLT DP(WE1DED)
.. • 'F -
FPR
• �• ^ • COMER COWMN - (Pc) (GCI) , AT T GIRT
.� • . _ r z 1/z' - 2 5/8' - - (PGI) {GCI ) AT B 1/2' GIRT
• ADJUST. CODE$ (IXA-) (GCA AT 10' GIRT
s I .(Qxla' (GCA, AT 11 1/2
GIRT
GAGE r
EN INCH LENGTH . q I ZEE CLL SHGIROWN
SIDEWALL GIRT
I" W 1 B i � GIRT SIMILAR ZEE ORT. SHOWN
.(millimeters)_ , I M ,• CEE GIRT SIMILAR
SHAPE
BAY NUMBER, A'4a� m I
COUNTER
'UP GIRT CUP
r CANOPY ,(C)/PARThTION(P)/ COMER
(�.)
DEPTH - �."ROOF(R)/WALL(W): NUMBER FRAME .
07 - 7' ZS = ZEE - '.II = 0.113 P
L L
oa = 8.1/2• CS = CEE . ' - .12 = 0.098 - - • • - - GIRT CUP ((PGI) t • •@ - �l1 ..
10 10' "- ' - ES - LOW EAVE STRUT t3 - OABa • _ COLING ,SHAPE y .• - MAY BE.sIkIP a
BUILDING _
HS - HIGH PAVE SMUT 14 = 0.079 .. .' '2,1%26 2 5/8' : • ZEE GIRT • WELD (OCI OR CCA-) -
F�e= ' BACK Toluuc .CEE''15-oD73 THE .BAY/BUNDLE. CODE IDENTIFIES 1pAT.Tk8I/rGIRTS
' FF = FACE TO FACE GEE. 16 - O.O6B r L GIRT FILLER 'ANGLE 1•_y- AT 10- B 11 1/2 CRTs
17 a 0.060 THE 'BUILDING CANOPY/PARTITION/' :;•�,. „ (GFA=).w/(z>'ssl.7 OR GREATER FOR SPECIAL FRAME
SETBOM
ROOF/WALL PLANE" AND BAY' NOMFIELDNOTTAI ENDINI
GO 7 3 8 1/2- QRT RANGE �IFRRAES NTH�DOWALL 15,
ar. mem CEI• nm SPECIAL SECONDARY PART MARK.KEY at Ism ' a m SECONDARY BUNDLE LOCATION KEY a10'�m^"Am a" "00 PURUN AND GIRT SIZES. 0"Il� a 'I GIRT CONN. AT COLUMN CET' a"'6m GIRT CONN. AT CORNER COLUMN
EN512. ,COMMON GENERATED MARK NUMBERS= EN5183 ALL SECONDARY DEPTHS ENS3F1 8 1/2'' 216mm WSOiG3 . • OUTS' -T -CONTINUOUS QRT - WS12A2 ANY OUTSET GIRT AT EW, ANY GIRT AT SW
.I •' . �, . r ! • gat •1• .. ,. f. . - _ -
Xa r z OQ?PfE S/ Nq
w _ No. C 82293 m
Exp. 3-31-18
cl IV
PERNUT SET- Fpr Building DepL Approval ,
THE BUTLER MFG, ENGPIIEEERS SEALAPPLIES THE DRAW TING. INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF .. .
1. UNLESS NOTED, USE TI X 1 EN BOLTA325BOLT ALL
SE AND NUT CONN) ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG, R IS PROVED SOLELY FOR ERECTING THE SULDPIG DESCRIBED N THE C �7n.FR T. KAFlIf:TTll Y.
NG
Wro WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. 1 S60 GENESSEE ST. KAN30.41XTY,18D 88102 WALL SECONDARY SED•S
2 FLANGE SPACES ARE AN INTEGRAL PART OF THE STABILM OF THIE MO'G. AND DESIGN AND PERFORMANCE SHAUL NOT PURCHASE ORDER AND MAYBE DFORAREPRODUCED ONLY FOR THAT PURPOSE R .
STRUCTURAL SYSTEIA AND MUST BE PROPERLY 04STALLED PRIOR TO ERECTION REOUTIJER NTS SPCA BY BUTLER SHALL NOT BENMODIFIED.APPOV L OF BUTLER OR USED FOR ANY OTHER PURPOSE WIT110lJT - - ,m•
OF WALL MID ROOF SHEETS' THE BUTLER WG. ENGINEER'S SEAL DOES MOOR WRITTEN APPROVAL OF BUTLER MFG. -' ' NarN VaOey Bu9drg Systmne. Nc. 160%977-01
NOT APPLY TO THE PERFORMANCE OR - aarme Smud- Natural Facda rC, rcr
J. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. 'THE GENERAL CONTRACTOR AHDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE
DESIGN OF ANY OTHER PRODUCT OR GOOD QUALITY WORKMANSHE N ERECTING THIS BUILDING IN ACCORDANCE WITH THE - . - - .gum. cm o. Cdamtia B[/TLE'R IZVSW16
• COMPONENT FURNISHED BY BUTLER EXCEPT DRAWING DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. SIB 2 RG
TO ANY DESIGN OR PERFORMANCE �vxT, Smucker Butler Mmu7actur6q
ERECTION G HE COES� AND T USE F EWPORADS PERTAINING TO PROPER ERECTION,
'-REQU6tEA4EMS5PECIF®BY BUTLER. INCLUDING THE CORRECT USE OF TEAQ'ORARY BRACING. � - munaP•• NTY3 16.990 20162e 16
weanwe , - - uvm� lens . .s•=,aa�rsaw....dK
Covering Schedule'.
-., :. �.. .. ...
,. '•' ..
Trim Schedule,
.. _
.. ..
Id. Qty. Length. ,.•
'Type .Gage OF _ £in.. Color.- Direction •..
- ; _, t. ..
�, •Id Parts _
Color �, .. •Details•
..
..12.24 • ' 26'-0 1/2" ` .
• •BRU. ''26 •85 `•Z AZ'.'' ' . Left'to Right-
•- ' Tl .0630093
Match' Wall Color •
-, _r
..Oper. Code:85-SQ,S4:.
.. W .. ., .
.. -�'_.
.•
_ ' .. .. .. .. ..
' .. .. ` ..
Finish:ZeA1Zn'
'.. - ;. _.., ..
•' ....
..
... .. .. ..
,.
.Col or:A2-Plain A1Zn
..'' • •'. �. ,. �
.. ..
.. .. � -
.. -
.,
..
.. •'_ _
-
- - -
����. �2C
Tl P=081166,P-081242,P=104599
..
..
cD No. C 82293 m
'
d Exp..3-31-18 1
.
Fastener Schedule • .
.. •..
- ... .. '
:..
-
�' lnr/oNt/aaNt
Part Description
0097357UNPNTD 1/4-14 7/8", 3/8" Hex, Hd w/Washer
*
I
Q
Q
10-0.-
l
BL-
BL
• •. � •. .. . ,
• • .. '
ROOF COVERING PLAN
..
..
..
() E
Planograph Schedule. •.. ..� ..
-'
- •_ '. -.
- .
��O�y•IELS/Cy�F
.. Id.. Details
..
.. •'_ _
-
- - -
����. �2C
Tl P=081166,P-081242,P=104599
..
..
cD No. C 82293 m
'
d Exp..3-31-18 1
.
Fastener Schedule • .
.. •..
- ... .. '
:..
-
�' lnr/oNt/aaNt
Part Description
0097357UNPNTD 1/4-14 7/8", 3/8" Hex, Hd w/Washer
CIV�L \Q'
(T-1) x
.Accessory
Accessory Schedule
Color Description
- •. _ •+..
..
..
. 3 Not Applicable Butlerib II Lite•Panl - UL 90 Roof - Non Insulated Panel
- 10'=6 1/2' Length - CCR.
. .. • ~ .
" aM
PERMIT SET- For Building Dept Approval
.. -
1. PRE-ORl1YNG 1!e DIAMETER HOLES FOR STRUCTURAL FASTENERS
THE BUTLER MFG. ENGINEERS SEAL APPLIES
ONLY THE WORK PRODUCT OF BUTLER
THIS DRAWING, INCLUONG THE INFORMATION HEREON: REMAINS THE PROPERTY OF -
BUTLER AEG. PROVIDED SOLELY FOR ERECTING THE BUILDING N THE
/�
y
BUTLER MAMUFACTURONG .-
1540 GEID:SSEE ST. KAIISA,9 CRY. MD 84102 ROOF COVERING PLAN
-
MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEEb AND/OR FASTENERS
- -
MFG. AND DESIGN AND PERFORMANCE
A WCE
REPRODUCEDDFNY ONLY FOR TWOS PURPOSE R
SHAKABLE PURCHASE ORDER AND MAY F R THAT U
U C
TO STRUCTURAL BEAMS .
2 STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM
.
[ BU
REOUO7EA@RS SPECff1ED BY SEAL O
THE BUTLER MFG.
REPRODUCE OR USED FOR ANY OTHER PURPOSE WRHOIR
R
SHALL NOT BE N APPROVAL
PRIOR WRITTEN APPROVAL OF BUTLER MFG.
a•.. • o.rE
NMA Valley Bul9rg System, M[.
•
" REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED.
7. DUE TO MANUFACTURING LAOTATIONS SHORT PANELS MAY REOUQtE
R
NOT APPLY TO THE PERFORMANCE OR
HE PERFORMANCE
ANC
_
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR A(xURATE
C
QgtO'� 9nuckm NaNral Faa�
BUTLER
FIEND CUTTING. SEE THE COVERING SCHEDULE FOR CUT LENGTHS. -
DESIGN OF ANY OTFffJi PRODUCT OR
CAMP'ONENT FURNISHED BY BUTLER E%CEPT1,
GOOp QUALITY WORIQANSHP N ERECTNG THIS fiUIDNG IN ACCORDANCE W ffH THIS
_
Owe, Caul_
Ed
SEE JOB DETAtIS FOR COVERING ALIO 7RA1 FASTENER SPECffICATION.
TO ANY DESIGN OR PHtFORMANCE
DRAWING. GETAIS REFERENCE IN THIS DRDSPE ALL BUTLER MFG.
�"n -
Butler Manufalturhq-ERECTION
NTS SPECIFIED BY BUTLER.
INGAPPUCABLEPRO
GUIDES, AND NDUSTRY STANDMDS PERTANING 70 PROPER ERECTION,REQUItEM
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
x^'-10 e�•xe:
NTS ^�. 16990
. 2D167a
-
•; ,•.! Trim Schedule '
,. :Id Parta' 7
•Color
Details .
.. .
•
..
- ..T1 •BRCT12 .. - • -
Cool Birch White .. ..
. .
. • `? -
-
T2.(1.2)BRGT20R,(2.5)ST10A,"(2.'5)WA10B •
Cool Harvest RCB325
- ,•
- ..
..
.. Open
r a
n '
—
COVERING.ELEVATION.AT 1
x?MESS/pN
yyJELSCy�IF
Nr�O
C 822
}Uj
.
Exp. 3-31-18
CIVIC P��P
SOF CAl\E<J
- Planograph Schedule
-
.Id - Details
-
T1 P -081612,P-104217
- -
T2 P-081166,P-081183,P-.081186,P-104288,P7104544,P-GAIShope
-
•
PERINT SET- For Building Dept Approval
Nanl. nRecYcb Area, Wafl a T
1. PRE-0RLLP/G 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS
THE BUTLER MFG, ENGINEERS SEAL APPLIES
ONLY TO THE WORK PRODUCT OF BUTLER
THIS DRAWING. INCLUDING THE INFORMATION HEREON: REMAINS THE PROPERTY OF
BUTLER MEG. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED N THE
^BUTLER
v
-
1540 GOIES.4EE ST. g� ary Leo 6a+m
COVERING ELEVATION AT 1
,
MAY BE IeQueNED FOR HEAVY GAGE NESTED 27E'a AND/OR FASTENERS
MFG. AND DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE R
TO STRUCTURAL BEAMS
2 STEEL PANGS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM
REOSPECIFIED BY SURER.
SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE W TTHOUT
some Nail Wiley au9Bnl Syumna. Yla
1p0t
REMOVAL OR ALTERATION WITHOUT PRIOR AUR/ORIZATKNN 6 PROHIBITED.
THE BUTLER MFG. ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
PRIOR WRITTEN APPROVAL OF BUTLER MFG. -
-
�'� Smucker Naeaal Fooft K
16-026977-01
-
J. DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REDUNE
DESIGN OF ANY OTHER PRODUCT OR
A=
THE GENERAL CONTRACTOR ANDIOR ERECTOR 6 SOLELY RESPONSIBLE FOR ACCURATE
- ..
B!/TLER
17/052016
FELDCUTTING. SEE 711E COVERING SCHEDULE FOR CUT LENGTHS.
COMPONENT FURNISHED BY BUTLER EXCEPT
GOOD QUALITY WORKMANSHIP N ERECTING THIS BUILDING N ACCORDANCE W THIS
per, �;
0. SEE JOB DETAILS FOR COVERING MID TRIM FASTENER SPECIFICATION.
TO ANY DESIGN OR PERFORMANCE
DRAWING. DETAILS REFERENCED IN THIS DRAWING. ALL APRJUABIE BUTLER MFG.
-
Smutkals
Butter IAer12DI6j rin4
SB / RG
REQUIREMENTS SPECIFIED BY BUTLER.
ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
ma+a-••� - MRS
°v. 16-990 '-
2016Ta
.Moe
ZO
-
Trim
Schedule-,'
....
.. .•.. ..
._ Id
Parts -
.. Color Details •. .,
..' -' .. ...
.. a .. Tl
BRCT12
Cool- Birch. White .. ,..
T2
(6)0630273;117)S
'Cool Harvest ENB003,NV662,RCB234
COVERING ELEVATION•'AT- A
. ..
• .
70
BT.
COVERING ELEVATION•'AT- A
Q�OFESS/p�,
�O yWELSCy 4l
_
';0
No: C 82293
m
Exp. 3-31-18
a
CIVI\ AQP
Planograph Schedule
Id Details
_
Ti P -081612,P-104217
-
-
T2 P-104288,P-105137Shme
-
PERWT SET- For Building Dept
Approval
Nsm„ Wag o 2
1. PRE•URLLPlG 1/B DIAMETER HOLES FOR STRUCTURAL FASTENERS
THE BUTLER MFG. ENGNEERS SEAL APPLIES
ONLY TO THE W ORK PRODUCT OF BUTLER
THIS DRAWING. INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF
BUTLER MFG. IT IB PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED N •THE
C
BUTLER MANUFACTURING . .
GENESSEE COVERING ELEVATION AT A'
MAY BE REOUINED FOR HEAVY GAGE NESTED ZEes ANDIOR FASTENERS
MFG. MID DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE. IT
HAS
17,10 Sr wwSAS CRY MO 64102
To STRUCTURAL BEAMS
2- STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM
REQUIREMENTS SPECIFIED BY BUTLER
SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
�..
eve acme North V aleY B� �^a. kv.
REMOVAL OR ALTERATION LIfIHDJf IS ED.
THE BUTLER MFG. ENGINEER'S SEAL DOES
PRIOR WRITTEN APPROVAL OF BUTLER MFG. ..
18-07b97T-01
RAYATION
WIREPROHI
3. DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REDUeE
S SH RT PANELS
NOT APPLY TO THE PERFORMANCE OR
THE GENERAL CONTRACTOR APIDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE
Smulm NaOu� Faa4s tris
- -
BfJTLER
12,05/LN6 -
FIELD CUTTING, SEE THE COVERING SCHEDULE FOR CUT LENGTHS.
DESIGN OF ANY OTHER PRODUCT OR
GOOD DUALITY WORKMANSHIP N ERECTING THIS BUILDING IN ACCORDANCE WITH THIS
- .auto z aY�y �;
4. SEE JOB DETAILS S FOR COVERING AND TRW FASTENER SPECIFICATION.
COMPONENT FURNISHED BY BUTLER IXCEPT
DRAWING; DETAILS REFERENCED IN THIS DRAWING. ALL APPLICABLE BUTLER MFG.
-
SIB / RG
TO ANY DESIGN OR PERFORMANCE
ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,
Butler M8^ufacturhm
v,¢
„cwaa� ..,.�,...•.
REOUNEMENTS SPECIFIED BY BUTLER.
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
.zvmie
- NTS - aa0a'0°�. 16996
.ear
•eay.. 2016.2a
.um,aa�.awwe w.ek
21
Covering .Schedule .. :'
TrimSchedule
Id Qty Type Start Length_ Gage OP 'Fin. Color Increment: Direction
..
d -Id - Parts -- -
'Color-- Details • - - -+
.14, 9 -'BRP .9'-10 5/8" _26 38 .R -WB 3" ..
Left to Right.
-. •' T1 8A225,(2.1)BT12A
Coop Birch -White -' EN8003;GV383,NV663
' Oper. 'Code:38-SQ; SQ ' • • •
T2 . BRCT12 ,
- Cool ,Birch- White •' -
• • • . , •,
•Finish:K+Butler-Cote . :' .•
, . _ • •
.. T3 (2.1)BRCL32; (1.2)BRGT2 OL, (2. 5)WAl OA
-
- Cool,Harvest' .' .KV357.,KV358 -' .' •- �^
' ,Color:WB-Cool Birch White, •.. ;- a. •.
,. .. - .. .- - - -
-
.. - .. ..
_
-
•I
I
I'
I
�
r ,
Tl'
-
L
...
"
KB Hasonr
BL
_COVERING ELEVATION AT ,4
�OFESS
E/
�OQyWLS�y ql
�D z
No 93
C 822 m
.. -
- ,-
.. - •. - �. -
--.
- _
d E)(p.3-"31-18
Fastener Schedule
Part - Description
0097364-141 (Trl) 1/4-14 'x 3/4",. T-30 Torx Hd w/Washer
-
-
- _ ` CIVIC\Q'
Planograph Schedule
Id Details
T1 P -080873,P -081505;P -081612,P=104217
T2 P -081612,P-104217
- -
-
T3 P-080854, P-081166, P-104217, P-104288, P-105098, P-GAIShape
`»"Rwyck
.PERM SET- Fat Building Dept ApPf01/aI -. -
Area, W4'"3
1. PRE43RLLING 118 OVRF£TER HOLES FOR STRUCTURAL FASTENERS - -
-9
THE BUTLER MFG. ENGINEERS SEAL APPLIES
TO THE WORK PRODUCT OF BUTLER
THE DRAWING. NCLUDNG THE NFORMATIDR HEREON: REMAINS THE PROPERTY OF■/�
BUTLER MFG, R IS PROVIDED SOLELY FOR ERECTING THE BUILDING SCREW N THE
IT
y,
- -
1510 GENESSEE KVISAS CTTY, MO 64102 COVERING ELEVATION AT 4
MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE Ar'IDmDR FASTENERS
MFG. MID DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR T W1T PURPOSE IT
TO STRUCTURAL BEAMS
2 STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM
REOU3W&NTS SPECIFIED BY BUTLER
SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE W ITHOUT'
North V �°L'Buucft ^a• W.
,.
Hoa.
REMOVAL OR WITHOUT PRIOR AUTHORIZATION 6 RED.
THE BUTLER MFG. ENGINEER'S SEAL DOES
.
PRIOR W RRTEN APPROVAL OF BUTLER MFG. - .. .
-
16-026977-01
RAN
RT QUIREPROHI
J. DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE
FACTU LNG
NOT APPLY TO THE PERFORMANCE OR
THE GENERAL CONTRACTOR ANDlOR ERECTOR B SOLELY RESPONSIBLE FOR ACCURATE
9mrker NaWW F -d. t¢.
B[/TLER
1 6 '
FIELD CUTTING. SEE THE COVERING SCHEDULE FOR CUT LENGTHS.
DESIGN OF ANY OTHER PRODUCT OR -
COMPONENT FURNISHED BY BUTLER EXCEPT
GOOD QUALITY W ORIDdANSHR N ERECTING THIS BUILDING IN ACCORDANCE WITH THIS
. -
- - .
- - ,o. Or&.. CeOta,r�. -
4. SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION.
-
TO ANY DESIGN OR PERFORMANCE
DRAWING, DETAILS REFERENCED N THIS DRAWING. ALL APPLICABLE BUTLER MFG,
ERECTION GUIDES, MIID DUSTRY STANDARDS PERTAINING TO PROPER ERECTWN,
Stews
Bullar ManufaclurIn
Sm U RG
. -
REOUNEA¢NTS SPECIFIED BY SURER.
INCLUDING THE CORRECT USE OF TEMPORARY BRACING. - -
-
.NTS
A'' 16990 -
,e®... 2016.2.
22
. - Covering Schedule �• . r •- .. •'
- . . - ..
•
- Trim Schedule„ -'
•
.. , . .. ..
..
Id: Qty 'Type. Start Length. Gage OF Fin.. Color ,'
Direction :. .
•, • :Id Parts -
- - - Color. Details
- -
/1 24 'BRP ,10'-1" '• •.,26 .. EE K 'WB�
-Left .to -Right
-- • -Tl.;(2.8IBA225,(5:8)BT12A
Cool Birch White ' ,'ENB003,.GV383,"663'
'
.. Oper. 'Code: EE -SQ, NT ` . '. .. :.
' .
- .. T2' (3) GTR25,. .• .. :.
- Cool Harvest .. ' -.HV090.
' . .. .. .
Finish:ReButler-Cote `; . : , `.., ,.- .• _ :.
-
_
• ' .
.. .,
_
.. .. T3 . 0008738; (2) 4CE45;.(2)CP410y4CE75-
�, ^ .. 'Cool Birch White •- RV846•-
•• '
' .Col or:WB-Cool 'Birch White • ' '. ..
., .. , . ..
.. .. • • .. ..
- .. •'
.. .. ..
•
•
,
w ..
•
'
..
.. T2
-
'(24)11
i
I
-
1
, .
TIa
..
coni
..
BL
COVERING ELEVATION AT -B
_
Q?MESS/o .
G'
��N�O�yvIELS�y��
� <2
Fastener Schedule
No. C 82293 A
m
Part Description
d Exp. 3-31-18
' 0097364-141 (T-1) 1/4-14 x 3/4•,, T-30 Torx Hd
w/Washer.
�IVI �\P
. Planograph Schedule
CAL
Id Details
T1 P -080873,P -081505,P -081612,P-104217
T2 ., P-080873,P7080948,P-081242,P-103223,P-103315,
_
-
• P -104217.,P -104288,P-104550 -
-
- •
-
-
T3 P-105224, P-105225, P-105228ShapeNa+tts=
wan=4 .. - -
- PERMIT SET- For Building Dept Approval
1. PRE-ORLLNG 116 DIAMETER HOLES FOR STRUCTURAL FASTENERS
THE BUTLER MFG, ENGINEERS SEAL APPLIES
ONLY TO THE WORK PRODUCT OF SUTLER
THIS DRAWING. INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF-
BUTLER MFG, R IS PROVIDED SOLELY. FOR ERECTING THE BUILDING DESCRIBED IN THE
v
-
150 BUTLERMANUFACTURNG
ST. KANSAS CITY, MO 641 02 COVERING ELEVATION AT B
-
MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE. ANDIOR FASTENERS
MFG. AND DESIGN AND PERFORMANCE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT
TO STRUCTURAL BEAMS
NE S AREIN
"2 STEEL PANELS ARE AN INTEGRAL CART OF THE STRUCTURAL SYSTEM
PT
REOUWEMEWS SPECIFIED BY BUTLER
SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE W IfHOUT
e�,a - NuM Va6af B aft System. 6ic
�.
'0BC
REMOVAL WITHOUT PRIOR AUTHORIZATION IS PROHIBITED.
THE BUTLER MFG. ENGINEERS SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
PRIOR WRITTEN APPROVAL OF BUTLER MFG.
Swale Naturef Fwft k '
16026971-01
3. DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REGUIRE
DESIGN OF ANY OTHER PRODUCT OR
THE GENERAL CONTRACTOR ANDlOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE
-
B[JTtER
12A15/LJ18
FIELD CURING. SEE THE COVERING SCHEDULE FOR CUT LENGTHS.
COMPONENT FI1RMSf®BY BUTLER E%CEPT
GOOD DUALITY WORKMA14SHP N ERECTING THIS BUILDING IN ACCORDANCE WITH THIS
.cola Clew. Celitanie
d. SEE JOB DETAILS FOR COVERING AND TRW FASTENER SPECIFICATION.
.
TO ANY DESIGN OR PERFORMANCE
DRAWING: DETAILS REFERENCED IN THIS DRAWING. ALL APPUCAS E BUTLER MFG.
ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,
- -
Butler Manufactu,6q
SIB 1 RG
REOUIREhFMS SPECIFIED BY BUTLER.
INCLUDING THE CORRECT USE OF TEMPORARY BRACING. . -
e'•a+•a
- NT9 e.asea,o' 16990
.e®x. 20161a
23
F - FEET c -,GAGECr" = COLUMN (PLATE)
ERECTION, GUIDE
REQUIRED FOR THIS PROJECT:
• _V.
- •
-
I = INCHES 0 - OPERATION CGX••• - COLUMN (GAGE)
F - FEET c -,GAGECr" = COLUMN (PLATE)
ERECTION, GUIDE
REQUIRED FOR THIS PROJECT:
- •
-
I = INCHES 0 - OPERATION CGX••• - COLUMN (GAGE)
, -
.. ..
E - OWNS c ='RN/COLOR - . WCX••+ = COWMN.(HOTROLL)
STRUCTURAL UNE
PANEL TO PANEL
B
"BUTLERIB II ROOF AND'WALL SYSTEM
PANEL/ODVL77wC •. : ' "
REFER,TO:
R -
., ATTACH BASE TRIM WITH PANEL -TO STRUCTURAL
- BUTLERIB II
- '. 'FASTENER 2-6' O:C. B
BUTLERIB II PANEL TO PANEL
_
FASTENER 2 -6 0
W RBX••• = RAFTER (PLATfy
II1I7E2C
I FASTENERS 24' O.C. (LOCATE FASTENERS AT•
ROOF PANEL
.C.
ROOF PANEL ,
INSTALLATION GUIDE
,•
eGlt— RAFTER (CAGE)
' 'PANEL COR SHIFT BASED -M OR BASE
!II I
.
_
f f G 0 C C C
VF RAFTER (NOTROLL)'
FF
BASE CIRTNOIES 1-1/2 OFF -MODULE
BUTIERIB HO
C
. , TRX••• TRUSS RAFTER
PANEL WITH UNPUNCHED PANELS'
�.
ENDWALL TRIM -- — — -.—
.. - —' — — — — ENDWALL TRIM • .. .
wslRAnox. -
•
56LO.G
(BRGT20L)
(BRG72OR)' '
1 B 1'3 o•t 6 3.6 0 3 0 w v ICX••• - INTERIOR COLUL.a
-
1' FASTENER (LOCATE 3' F OM PANEL
I
SEE'DWG. P-081166 -
•' SEE DWC. P-081166
•• F F F I -I I. I I I E 0 C
' — — — PCX••• - PPE COLUMN
-
(OPTIONAL) ' I` CORRUGATION) --
-
- - ,
LENGTH WIDTH THX CODE . e TCXN• = TUBE COLUMN . ,
•'
..
.I
FOAM CLOSURE 'I APPLY SEALANT (025392) .CONTINUOUSLY'
I
WALL ADAPTER... • .
.. '' WALL ADAPTER
SECONDARY (STANDARD) ' .` ..
..
(026649)' A HOR. (NOT .M.C.)..
M SORRY ANC BY B
I I
WA 0
( I A), - .. ..
WA
- „ - ( 10A
' 0 8 Z r 9 L i 4 L i - - -'- - EPx^• = ENDPOST (PLATE) •,
••
-
_ • , ,.
SEE OWG.'P-081166
SEE ;OWG. P-081166
• • • F F 1 I E GG •. • • • • ' EGX•:• - ENDPOST (GAGE) "
- (j, I FLOOR UNE '
S/8'�LAP Fu " ..
TORX T-30 ..
.• T09X T-30 .
DFPTHj GTH GAGE ADA1ST.CODES -
.SHAPE CBX•!• =CANOPY (PLATE)
J
L
.D
SELF -DRILLING SCREW .. _
(D917 4) (2'-0. O.C.) ..
_ SELF-OPoUJNC SCREW .
' .(097364) 2'-0' O.C.)
SECONDARY (SPEGAL) • CBX•••='PIXiLBACK CANOPY
-
�a' e• .. - .
• PURUN OR
PURLIN OR -
.
0 o I o 6 i t 9 t I • t 7 - --
• • • • • • F F I L E c s • • • DOC"" = 8 1/T CAGE POST -
. ..
-
- .
..
.. ..
. -
°. ' :. .. `
BASE 7PoN • `° �, �, . +
(OPTIONAL) BASE GIRT. .
..
- EAVE STRUT
WALL CLOSURE
EAVE STRUT .
WALL CLOSURE
(SEE
COIRRER OEPIHQ LDIGTH CAOE —,T.000FS' DOE... = 10' GAGEPOST
9iA�
.. ". . -
. , '..
..
..
(8T12A)
SEE DWG. P-105098. _ .. ..
.. DING. P-105098
-
`
-
..
0•.(MIN.) TO 2-. BASE ANGLE (BA225)
„ ...ENDWALL
R00 BRAGE•lO. • ' -
Y (MAX.) .. ..
.. BUTLERIB-II PANEL .. ENDWALL _
.. .. BUTLERIB 11 PANEL'
• 0 3 R S 2 5 1 0 RS - DREADS BOTH ETAS -
..
_
(OPTIONAL) 1/4 OR 4•,-
I • F F I I RT = THREADS ONE ETA'- CLEWS ONE END
NOTCH, FOUNDATION CLEARANCE BETWEEN STRUCTURAL -
,. "E ' RU = CLELIS BOTH ENDS
DIA LENGTH
- UNE &BASE TRIM
RP'=THREAD BOTN ENDS = NO NLLSIDES ..
. �'
..
IF ERECTION DRAINING P-081635 HAS BEEN PROVIDED THEN THE•,.
IF ERECTION DRAINING P-081635 HAS BEEN PROVIDED THEN THE
.. _
-
HIGH WAND GABLE TRIM CUPS ARE REQUIRED. '
HIGH WND GABLE TRIM CUPS ARE REQUIRED.
La. mtcminnN m.ma MARK NUMBER KEY "_
'
mtm/mM
inm
BUTLERRIB II ROOF AND WALL
-
SYSTEM
oncui is
mm BUTLERIB II - BASE.TRIM INSTALLATION`
wsm/nM e"'°° GABLE TRIM LEFT WITH BUTLERIB 'll ROOF
'A
��KEV3."j
GABLE TRIM RIGHT WITH BUTLERIB 11 ROOF
EN5081 - CONMON GENERATED MARK NUMBERS
ENB003
, - GV383. ' ,. LAPPED Q NOTCHED FOUNDATION AT FLOOR UNE ..
KV357 BUTLERIS 11 WALL PANEL W/CLOSURE. (<=1:12)
BUTLERIB b WALL' PANEL W/CLOSURE (<=1:12)
SEE'DRAWING P-105224. P-105225. AND
P-105228 FOR DOWNSPOUT INSTALLATION
SEE DRAWING P -10455D
-. F _ FEET
BRP
BRIT ROOF' PANEL MARK NO.: F F I I E C. G 0 C. C C
F = FEET G =GAGE
SEE DRAWING P-105137 .
FOR SAVE. TRIM INSTALLATION
AND RIVET COLORPARTMARK INFORMATION - - ..
'' FOR GUTTER INSTALLATION
-
_ - BRU I - INCHES
LENGTH CODE. E = EIGHTHS
- I=INORES - 00 OPERATION
E = EIGHTHS . c = FlN/COLOR
• . - 'SAVE
- .
LOCK -RIVET (096306) .
ALONG WITH BRIT ROOF
PRP G =GAGE
BRIT RIDGE `PANEL NARK NO.: F F L I E G. C 0 C C C
PRU 00 =OPERATION
CODE
-BRII WALL PANEL MARK NO.: BWP F F L I E' G G 00 CC C
BINU -
BRIT ROOF
- CLOSURE '
I~ ROOF PANEL... .. -
V�
WASHER (096304)
LENGTH C, ='FlN/COLOR
., LENGTH CODE _
36' COVERAGE
EAVE TRIM
I
TTER.OUTLET CUTLER
+
GUTTER HANGER
(630077). -
36' COVERAGE
(630273)• .
• ..
SMOOTH
08738) .. ..
WALLPANEL m
LOCK -RIVET
.. 12.. .. ..SMOOTH 1 1/2'
, TYP --{ 1 9/32:-H— EXTERIOR.
NP. SURFACE"
12•. EXTERIOR 1 1 2
. TYP.__I 1 9/32 •- SURFACE /
T�
1-1/4 , TORX T-30
SELF -DRILLING SCREW - TRW GRIP
(097365) (2'-G- D.C.) (DTA)
45' ELBOW -
(096306)
.
(4CE45) BUND RIVET (TYP.)
2 7/8'I I
EAVE STRUT, - RIVET
.: ;
_
.. , . •
TYP 8 ..
- .. - .. .IYP.
(BLIND
1-0 .
CONDUCTOR PIPE
Q.
(CP410) w
GUTTER
BUTLERIB 11 ROOF PANEL ' EDGE
` .,
BUTLERIB II WALL PANEL
EW OVHG `TORX T-30
SOFFIT PANEL SCREW
• - .. - a
9 SDEWALL
CONDUCTOR STRAP rc
l . o
-
.. _
... !
'; .. -- ...
VCI WALL PANEL MARK NO.: VCI F F I E GG O,C c
VCI WALL PANEL MARK NO.: VCI F F I I E C'G OC C C
SELF-DPoLUNG
.. 097364) (2'-0' O.C.) .
_
' �_ SOFFIT TRIM .(10'-4')
••,
(TO, BE FIELD ..
FORMED).(IYP:) ..
POW
..+
LENGTH 'CppE •I
..•'4,36'
LENGTH .CODE
.
•'
.. .. ," z
75'ELBOW I _ O
I v
EAVE STRUT
..
-
i .• COVERAGE •�
- " SMOOTH
EXTERIOR �2".
, 36• COVERAGE .. -
- L
STI0 01/2' ..
- .
WITH SOFFIT - ' STIOD 11 1/2"
SMOOTH.
(4CE75) , .
. I: -. .. ..
. _
- :•
' BUTLERIB 11 PANEL ..TYP
.. SDEWALL ..
_.,(" . 1. P32' -f -}•r SUR FACE T 1
(,GRAD
EXTERIOR 1 1/2•
.. 121 , - 1.9/32��— SURFACE,
. - IYP.. . TYP. (LT. GRAD
-.
SEE RC8001 EAVE STRUCTURAL ;
FOR FASTENERS;. 1 WITHOUT SQFT'IT
I TORX 1-1/4_ "
FLOOR UNE n
.
-
_
INSIDE COLOR 2.7/�
_
COLOR
VA - 2. 7/B
.. .T-30
- �S TO STRIJCTyRAL
(197365) O.C.)
..
-: VARIES -' TYP. % ,BEARING .� �
vu>ffs - l
_ '� 11P.
.SIDEWALL (5'-0.
.
'
VCI WALL PANEL' EDGE
'VCI WALL -PANEL
-
SLOPE RANGE 1/402 THRU 12:12'
SLOPE RANGE 1/4-.12 THRU 4:12
SLOPE RANGE 1/4:T2 THRU 1-3/4:12
RN. G1C°A1M wm
4 INCH DOWNSPOUT AT WALL
m
°""n^° GUTTER W 0 WTHR. SEAL W BRII ROOF
/
"°a�'^° '''°a
asaMn. -
BUTLERIB.II WALL -AND. VCI. WALL PANELS
.mvtNns icr.ma
H.S. EAVE TRIM W/BRII ROOF
KV846 . BUTLERIB II AND SHADOWALL
MV090 MITERED SRI) WALL PANEL W/0 WALL CLSR
NV662 -'BUTLERIB II ROOF AND VCI WALL'PANELS
:NV663
'-•RC8234 OPEN WALL OR EW OVHG AT OPEN WALL
" PANEL TO PANEL ... ..BUTLERIB
,. .. �. ..
' FASTENER 2'-6" O.C. II
ROOF PANEL
-' -
ENDWALL TRIM �. ., . • .' _ .. •,
.. .. .. - '.. ., - -
(8RGT20-) — — — — —
• '
L=LEFT .. — -
.. .• .. .. - ,. - .. - .. ._
R=RIGHT•
SEE DW'C. P=0811661. TORX 1 1/4' T-30
SELF -DRILLING SCREW:
'
WALL
WALL ADAPTER (097365)1(3'-0- O.C.)
(WAl)
..
SEE DWG. P-081166 I GABLE ANGLE
TORR T-30
SELF -DRILLING SCREW
(097364) (2'-O. O.C.) -
- PURUN, SAVE STRUT
SOFFIT TRIM 10'-0• LG.
INSTALL BEFORE CABLE TRIM I
(ST10A) W/7" OR 8 1/2' PURUN I. TORR 11/4'.T-30
ST10C W/10- OR 11 1/2- PURUN SOS STRUCTURAL
.. .. .
..•. .. Y .. Q�OfE$S/QN
ELSCy'Ll�`F.yC
SC)H
�e(v�`IyW
- ...
�
ENDWALL `I)1 �
� ". T - . • _ N0. C 82293 m
ul Exp. 3-31-18
NOTE
IF ERECTION DRAINING P=081635 HAS BEEN PROWDED THEN THE
-
- L'LV I \- NQ'
,. HIGH WIND GABLE TRIM CUPS ARE REQUIRED. �
� � . ' � - � - .. , . .. • OF CAL\E�
- -�
o.a�nro..ma GABLE TRIM WITH BUTLMIB II ROOF
RCB325 OPEN EW
,
PERNQT SET- For Building Dept Approval
'
THE BUTLER MFC, ENGNEER'S SEAL APPLES
THIS DRAWING. INOLL1DNG THE INFORMATION HEREON. REMAINS THE PROPERTY OF■/�
BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED N THE
c
-
• • -
ONLY To THE WORK PRODUCT OF BUTLER
MFG. AND DESIGN AND PERFORMANCE
- APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE IT
I S40 66msssm ST KAmm DREZI
Y, Mo 64102 COVNG & TRIM SED'S -
REQUIREMENTS SPECIFIED BY BUTLER.
SHALL NOT BE MOOTM. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
PRIOR WRITTEN APPROVAL OF BUTLER MFG. (,
°ae North V�BI• BSO SY R• ft.
,m.
16-026977-01
. -
'
THE BUTLER MFG. ENGINEERS SEAL DOES
NOT APPLY TO THE PERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
B[/TLER
THE CONTRACTOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE
ama� Smu*m N wd Fo°Rs K
°+re
I;Ovm116 -
�-"o'• CND°, CaAitalda '
-
COMPONENT FURNISHED BY BUTLER EXCEPT
D QUALAL
IN ER
GOOD OUALfFY WORKMANSHIP N ERECTING THIS BUILDING W ACCORDANCE WITH THIS
R RG
TO ANY DESIGN OR PERFORMANCE
DRAWING, DETAILS REFERENCEDBUTLER IN THIS DRAWING. ALL APPLICABLE MFG..
B1f -
REOU6LEMR4TS SPECIFIED BY BUTLER.
ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION.'
INCLUDING THE CORRECT USE OF TEMPORARY BRACING.
BudeT ManufaRuHr10
�.. 20162e
_ _ - NTS - .
'q•� 16990
..�
24
GUSSETS *0 REOWRED BY DESIGNSRTQ1
CUSSM WEEN REGUDaED BY DESIGN
GUSSETS WHEN REOUPFD BY OEM
'x' 011SMTS Ma REGUBTED BY DESIGN
TYP
+ +/s - 3 (10 GA WEB)
CJP-
OR
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AND DESIGN AND PERFORMANCE
ALTERNATE - 2 - 3 (3/16.3 1/4 W®)
- - - - - -" - -./
1 NO GElffSSEE ST. KANSAS CRY. MO 6NOS N RDSO
REOUmEA¢MS SPECIF® BY BUTLER
THE SUTLER MFG. ENGINEER'S SEAL DOES
MODIFIED. NOT BE MODIF. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
PRIOR WRITTEN APPROVAL OF BUTLER MFG.
NaM VaOey B.ierp S,atans. Mc
PLATE-
NOT APPLY TITHEPERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONEM FURNIS/Q� BY BUTLER IXCEPf
TO ANY DESIGN OR PERFORMANCE
REOU6IEA@NTS SPECIFIED BY BUTLER
ROM
- �++� S -,d- mb.W Fasas hrc
/
BUE -
17MS2016
ROWS -
-
BAmar MenutsRurina
vaaux 20162a
i OUT
aws
OUT
OUT
26
TYP
ALTERNATE
BOLTING
TT•P
..
..
ALTERNATE
PLATE ..
Rowsop
PLATE
OIi
R D
-
IN ..
ALTEItNA
BOLTING
RONS
". - / - 80.�Tl�NOCJP
ALTERNATE IN
BmTBN.
KATE-
♦\\I .' . RaItsAT ----
'�
PLAT
RIDGE
\��� RAFTER
ft0N5 OUT
\
STM
�1I1r - 3 (10 GA. NEB)
\
\
sATE
1 1/2' - 3 (10aQL WBi)
x i/ 4 - B (8,A6 - 1/2 VEB)
GAP k
2 - 0 (3/16 &1/4 W®) \ _
\
PLATE.
HAUNCH COLUMN. CONNECTION "
""° '
LOW SIDE HAUNCH CONNECTION
`"'°°° °o
HIGH 53DE CONNECTION
"" °�`° '"m
BOLTED RAFTER SPLICE CONNECTIONS
T BOLTED WELD SND.
FACE BOLTED VELD STD.
BOLTED WELD STD.
WELD STD.
SITIM
1 i/2' - a (10 GA 2
COLUMN (CX-) OR (ICX-)
OLJMN (TCX-) OR (PCX-)
.
85/162 2,114
- 1/2 `IEE
t
I.FLAMM
CHANGE
SPL,I
I TUBE OR PNPB COLUMN
cp
ANDOM SHOP SPLICECJP
.. .
ASE PLATE
I I BASE PLAT
TYP.
OR
DESIGN MEWM DEPTH
FRAME CONNECTION. AT INTERIOR COLUMN
°'¢ '"°
TYPICAL BASE PLATE CONNECTION
"`°'s a'°°
TYPICAL BASE PLATE CONNECTION
VARIOUS RANDOM SHOP SPLICE
WELD STD.
BASE PLATE TD COLUMN WELD STD.
BASE PLATE TO COLUMN WELD STI-
SHOP SPLICE WELD STD.
MGM FILLET ran
RUSH - UNSTBFDNEO
a°
The reeb bddra.. Q& ,IdnN°I .dds far AM 3 CSA/V0.
If .dd >fw m arelg Vdd SNmdmd ar m kMledlm
GENERAL NOTES
GENERAL" NOTES:
a o v° v° a v a a a a a via a a a o v n a v a
dsavaaah en bam F►ta1 tlroN BNe tlro od0 do da>n bdor
THE FLLEr KID SHALL BE COnINUOUSLY
e e o 0 0 0 0 0 0 0 0 0
re to.» so" Dow al,tee matma W11at m boll) jw"
SUBMERGED ARC WI'IDED ONE SIDE OF THE
1. SEE FRAME CROSS SECTION FOR BOLTING PLATE
a ° a a
ANsc TABLE nA 3 AWSO1.1 se
MILIUM 9IAV FILLET TENDL09.ZE
Mal PLATE W8 M BM. � DA 9ZE � BE
THICKNESS AND NUMBER OF ROWS OUT AND IN.
° ° ° °
-
y
- .. Baw T°°m.r M• FdLet iFid.
TAKEN FROM TABLE BEIDN.
11 12 13 14 " - 31 32 m 04
Mthe of
2. MIN. BOLTING PLATE WIDTH = FLANGE SIZE (6"
ExrENDED - uNSTtFFEN®
7"S1/4 T-<6 1/9 7-
_
MIN.).
<-1/2 T 11! 3/16 7
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
° ° ° ° ad a
IR < t L3/4 12 < r < 26 1/4 6
3. SIZE OF WELDS UNLESS NOTED ARE BASED ON
a e o a
ttltYY PlA7lea t®Nw cww a Noaml 4atou-alE OD
3/4.< r m cr s/% a
MATERIAL THICKNESS
RAa91011M
• T = rh!*rlaas d Btr tbLmtr part pnad (USA, CWDA 3 MEXICO)
".. Q�yOFESS/pn,9
31 32 33 71 72 73
a � Ve fits IN Vr ba yl- r I ve , IN
Amiarms -s
� � PAO-
, UV
_
EL$Cy� IFS
CUD= - STIFFENED (NST)
t7M ,/r IN IN to IN IN t/Ir IN IN U3 IN
to 0144! A x= 0 ar SHAW m4W
�tv0�`�fI
F<
rA im w VIP tK vr Vr IN IN tAr 7-w- t/Ir
91138 (F4BA2-At13Q.
FOUET LElO ASMfiLV (Ald 01.1 -OB Ste S2L11
ti� �� G�
� � N0. C 82293 j0 m
a s a s a s a a a a a a a a a a a a
a e a o ° 0 0 o a ° v pie e ° ° a o
IN IN tAr I . t/r 1/r TAIL 7/K Am
IN ww
1 'R 'T /T vs tT //r Lnr :�Ar aM W
Gap h Pah to be *W by Od wft azar haw a -
w Exp. 3-31-18 ^'
OG -0
a o 0 0 0 0 o e
t/s 1R WW W AM' � W W W ' AAs AAs W
w of L1A 11101 no alfpefrmt M Vdd ata
* *
0 e e e
IN . W 4w aM a" allr W Vw ww A0w NVIr.
Gaps > btd �nif. Mild .eM I•I lal°t be inoamed
by Ha oamNnN d rot Mad apahg
01"Izor4
`rq� CI VIS
41 42 43 81 82 63
1/A' '/r tAr iAr �M AAr AM'
� Vr TVtr AAf AAr e 1 tAr Vr N/e
Gap > 3/I6'. wrown IaK re mom to bog pKe
��Q
pFCAU�
Mk*mm bolt rpodq Is r DAD. .
u vit-T-tri Thr I mw I 3AF I Ve I Uw I mrl W IeMI mr
"b O00'PI�O O0°
SEE DIED END-PLATE CONNECTION` SEC70 OF DESGN CALCIRADON FOR PLATE ID
GENERAL WELD REQUIREMENTS
a.>c "'
TYPICAL NOTES
sK am v mm
GENERAL NOTES
tAatm • mtv
BOLTED END—PLATE CONNECTION LAYOUT
WELD sm:.
TYPICAL SECTION TTRU einLT-uP MTaG3ERs
PERMIT SET- For Building Dept Approval
THE BUTLER MFC, ENGINEERS SEAL APPLIES
THIS DRAWING. INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF^
BUTLER MANUFACTURING
ONLY TO THE WORK PRODUCT OF BUTLER
MFG. AND DESIGN AND PERFORMANCE
BUTLER MFG. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED N THE
APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE. R
y
1 NO GElffSSEE ST. KANSAS CRY. MO 6NOS N RDSO
REOUmEA¢MS SPECIF® BY BUTLER
THE SUTLER MFG. ENGINEER'S SEAL DOES
MODIFIED. NOT BE MODIF. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT
PRIOR WRITTEN APPROVAL OF BUTLER MFG.
NaM VaOey B.ierp S,atans. Mc
+8026977.01
NOT APPLY TITHEPERFORMANCE OR
DESIGN OF ANY OTHER PRODUCT OR
COMPONEM FURNIS/Q� BY BUTLER IXCEPf
TO ANY DESIGN OR PERFORMANCE
REOU6IEA@NTS SPECIFIED BY BUTLER
THE GENERAL CONTRACTOR ANDUOR ERECTOR IS UILEIr RESPONSIBLE FOR ACCURATE -
GOOD DUALITY WO SHIP N 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.
- �++� S -,d- mb.W Fasas hrc
BUTLER
BUE -
17MS2016
'a`*a1° Chlw. Ciifomia
-
BAmar MenutsRurina
vaaux 20162a
SB U RG
Snnckera
�•a •�+� NTS •"�aA' 18990 >
26