HomeMy WebLinkAboutB16-1725 000-000-000 (3)October 4, 2016
County of Butte= Final Review
Permit App: B16-1725 1 N T E R W E S T
Interwest No.: 201603800 CONSULTING' GROUP
Jordan Debrunner
Butte County
7 County Center Drive
Oroville, CA 95965
530-538-2954
jdebrunner(a�buttecounty. net
Plan Review: Smucker Roof Addition to Existing Cold Storage Building `
Address: 37 Speedway Avenue
Interwest Consulting Group has completed a final review of the following documents on behalf of
the County of Butte:
1. Drawings: Two (2) copies of following sheets:
a. 1 through 25 dated 6/21/16 by Butler.
C. CO through G1 revised 9/21/16 by Crandall Engineering:
d. E1 through E24 dated 7/1/16 by Agri Electric.
2.- Structural Calculations: Two (2) copies dated 6/20/16 by Butler. Two (2) copies letter of
certification dated 6/20/1.6 by Butler. Two (2) copies Foundation design for pre-engineered
steel building dated 6/28/16 by Crandall Engineering. Two (2) copies Supplemental Calcs
dated.9/21/16 by Crandall Engineering.
3: Geotechnical Investigation: Two (2) copies dated 6/30/16 by Streamline Engineering.
Two (2) copies Geotechnical review letter dated 7/30/16 by Streamline Engineering.
4. Miscellaneous Documents: Two (2) copies of the following:
a. Butte County Fire Department Statement of Intended Use
b. Accessibility upgrade worksheet.
C. Plumbing requirements dated 7/15/16 by Crandall Engineering
The 2013 California Building Code, 2013 California Mechanical Code, 2013 California Plumbing
. Code, 2013 California Electrical Code, 2013 California Green Building Standards Code, and
2013 California Energy Code were used as the basis of this review. We have no further
comments.
Enclosed, please find the above -noted documents bearing Interwest review stamps on the
appropriate sheets. Please do not hesitate'to contact us with any questions.
Sincerely
INTERWEST CONSULTING GROUP
Denise V. Reese ninger, SE Dirk Hofheinz, EE
Plans Examiner c ral Engineer Electrical Engineer
Interwest Consulting Group 1.1.6 lara Drive I Suite 1001 Roseville, CA 95661
6280 W. Las Positas Boulevard I Suite 220 I Pleasanton, CA 9458,8
F
800-784-9050
v iM
Butte County Fire Department
Fire Prevention Bureau _
176 Nelson Avenue Oroville, CA 95965
Office (530) 538-7888 Fax (530) 538-2105 • CAL I{ O R N 1 A
www. buttecounty. neige
STATEMENT OF INTENDED USE �V ®
I�
i
�G 11 2I?,R
Various process and situations in commercial and industrial establishments &and life safety hazards. In
order to provide a reasonable degree of safety to life and proper ��� i` Tbeen,,established in the
Fire Buildin , and Life Safe Codes. To hel us determine w i �businessr oje�see� �l v''de
the followinginformation: p 9161MIN p
PART I - Building Information APPROVED
Business Name: Smuckers Natural Foods Inc
Business Address: #37 Speedway ave
Number of Buildings: 2 Type of Construction: 2-13 Square footage: 5000 sq ft/
PART II — Questionnaire Yes No
1. Will you store or handle an aggregate quantity aerosol products in excess of 500 lbs.? [ ] [X1
2. Will you install or operate a stationary lead -acid battery system more than 100 gallons? [ I [X1
3. Will you produce dust or loose combustible fibers in excess of 100 cubic feet? [ ] [x ]
4. Will you be storing more than 2500 cubic feet of combustible materials (boxes, rubber)? [ I [ x ]
5. Will you store, handle or use compressed gases? (Table 105.6.8) [ ) [ x I
6. Will you produce, store or handle cryogens? (Table 105.6.10) [ ) [x )
7. Will you engage in the business of dry cleaning? [ ) [ X]
8. Will you conduct an operation which produces combustible dusts (i.e. flour, magnesium) [ ] [x I
9. Will you have any explosives or blasting agents? [ ] (x )
10. Will you store, handle', use or dispense flammable or combustible liquids? [ ] [ x )
11. Will you store, transport on site, dispense, use or handle hazardous materials? (Table 105.6.20) [ ] [ x)
12. Will you have over 500 square feet of high -piled combustible storage? (>12 feet) [ ) [x )
13. Will you store, handle or use liquefied petroleum gases? (LPG) [ ) [x )
14. Will you melt, cast, heat treat or grind more than 10 lbs. of magnesium? [ I [ x]
15. Will you have a motor vehicle fuelfuel-dispensingstation? BUTTE [ ) [ x)
COUNTY
1 of 'AUG 0 8 2016
',
DEVELOPMENT
SERVICES
f-I-L�cz, ��
I
YES
NO
16. Will you manufacture more than 1 gallon of organic coating per day? [ ]
[ ]
r 17. Will you operate an industrial baking or drying oven? [ l
[x ]
18. Will you operate a place of assembly (Drinking, Dining, Gathering) for more than 50 people? [ ]
[ x]
19. Will you store or handle radioactive materials? , [ )
[X )
20. Will you have a refrigeration system with >220 lbs. Group Al or >30 pounds of any other refrigerant? [ ]
[x )
21. Will you operate a repair -garage for servicing or repairing automobiles? [ ]
[ x]
22. Will you be conducting hot work? (welding, cutting or use flame producing devices or torches) [ ]
[ x]
23. Will you apply flammable or combustible liquids? (Spray booth, Dip tank,- Powder Coating, Rolling) [ ]
[x ]
24. , Will you store over 1000 cubic feet of tires in an outside area? - [ )
[ x)
25. Will you store, lumber, wood chips, hogged material or plywood in excess of 200 cubic feet? [ ]
[x ]
26. Is your building equipped with automatic fire sprinklers? If YES then: [ x ]
[ ]
a) Calculated sprinkler system 0.20 GPM/SgFt 1, 500 Design Area (i.e. .3/3000)
(Density and certification information can usually be found labels on the main sprinkler system riser for each system)
b) Pipe Schedule (non -calculated) sprinkler system, Date system installed System is Hydraulically Calcd
c) Early Suppression Fast -Response (ESFR) sprinkler system N/A PSI
• d) Other type Sprinkler System — list type and location: N/A
e) Date of last sprinkler system 5 year certification (Title 19 CCR): System not yet installed.
f) Fire sprinkler alarm monitoring company: Eagle Security
27. Is your building equipped with automatic fire detection? (smoke detector, heat detector, manual pull) [ x ]
[ )
a) Date of last alarm system certification: yearly
b) Alarm monitoring company: eagle security
1
28. Number of employees: 4
29. Hours of operations: monday-friday To 6 am- 7 pm
i 2of3
BUTTE COUNTY
BUILDING DIVISION
APPROVED
PART III — Fire Extinguisher Requirements
[ ] Light Hazard occupancy (office, classrooms, medical offices, etc.) Provide a minimum of (1) 2A10BC rated fire
extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 6000 square feet
and the travel distance to a fire extinguisher shall not exceed 75 feet from any point
[ ] Ordinary Hazard occupancy (mercantile storage, dining areas, and display, warehouses, light manufacturing)
Provide a minimum of (1) 2A2013C rated fire extinguisher mounted in an accessible, conspicuous area. One
extinguisher is required for every 3000 square feet and the travel distance to a fire extinguisher shall not exceed
75 feet from any point.
[ J Extra Hazard Occupancy (Hazardous Materials, flammable liquid, vehicle repair, cooking areas, woodworking
uses) Provide a minimum of (1) 2A4013C rated fire extinguisher mounted in an accessible conspicuous area. One
extinguisher is. required for every 2000 square feet and the travel distance to a fire extinguisher shall not exceed
50 feet from any point
[ ] Kitchen Hood System — One 40B fire extinguisher (no "A or C° rating shall be mounted near kitchen hood system)
(ABC multi-purpose fire extinguishers may compromise the powder in fixed kitchen hood systems)
NOTE: These are typical minimum requirements. More fire extinguishers may be required due to special operations or
processes being used. For example: spray booths, special electrical hazards, exotic metals, and other
situations will require increased protection.
PART IV — High Piled Combustible Storage
In Chapter 32 of the California Fire Code, high piled combustible storage is defined as: Storage of combustible materials
[product and/or packaging] in closely packed piles (floor storage) or combustible materials on pallets.; In racks, or on
shelves where the top of storage is greater than 12 feet in height. High piled combustible storage also includes
certain high hazard commodities, such as rubber tires, group A plastics, flammable liquids, idle pallets, and similar
commodities, where the top of the storage is greater than 6 feet in height.
It is very important to contact the Fire Department prior to consideration of storing high -piled combustible storage. Many
of the permit requirements must be built into your building. If your building is not approved for high -piled combustible
storage it may be cost prohibitive. For example if you have a pipe schedule sprinkler system — no high piled storage is
permitted until the system is calculated. Securing a design professional is recommended to assist you with the code.
requirements
[ `] THIS BUILDING WILL NOT BE USED FOR HIGH -PILED COMBUSTIBLE STORAGE.
[ ] THIS BUILDING WILL BE USED FOR HIGH -PILED COMBUSTIBLE STORAGE.
[ ] THIS BUILDING IS A SPECULATION BUILDING WITHOUT A TENANT AT THIS TIME.
*TO OBTAIN FIRE DEPARTMENT APPROVAL YOU MUST SUBMIT THIS COMPLETED FORM
WITH THE BUILDING PERMIT APPLICATION
Name:
Signature: Date:
SUTTS COUNTY
BUILDING DIVISION
3of3 AppR VEE
V -t -L r -t-,
G
July 30, 2016
I
North Valley Building Systems
30 Seville Court
Chico, CA 95928
Attn: Bret Wood
RE: Geotechnical Review of foundation design for Concentrate Thawing Area Addition
#1 and Parts Storage addition #2.
Owner: Smuckers Natural Foods Inc.
Project Location: 37 Speedway, Chico, CA
Dear Mr. Wood,
We have reviewed the foundation plans for your two proposed building additions. The
first addition is 40'x 90' and the second is 20'x 70'-4". They are both metal buildings
used for food production. The plans were prepared by Crandall Engineering and dated
5/22/15.
With this letter we are approving the overall project design for conformity with our
geotechnical soils engineering recommendations for the proposed construction.
Please contact us if you have any questions at 530-892-1100.
Sincerely,
Wfy
Jeff Richelieu, PE 53590
President
Streamline Engineering
BUTTE
R E VI E V E® COUNTY
FOR CODE COMPLIANCE (AUG 0, 8 ?016
OCT 0 4 2016 D$nwpmm'
0MVICEs
INTERWEST
CONSULTING GROUP
�'1CHE)1A
�
53pmj X
'�r'ili�lwe
AUG 1120116
, r ^Ol:P BUTTE CGUNTY
ISIGN
BUILDING DIV
AppROVE®
Streamline Project No. 2380 Page I of I
60 Independence Cir., Ste. 201 ® Chico, CA 95973 ° (530) 892-1100 ° Fax: 892-111.5
TABLE OF CONTENTS
1.0 INTRODUCTION .......
.............................................................. ................. 3
1.1 General ......... ............................... 3
1.2 Proposed Construction ............... I ........................................... 3
1.3 Scope of Woik ............................. ......................................
3
1.41 Attachments ........................................................... 3
2.0 FINDINGS ..... I
................ ....................................
.............................. 4
2.1 Site Description .............. ...... ............. 4
2.2 Subsurface Soil Conditions 4
2.3 Erosion Controls 4
2.4 Ground Water ....................................... 4
2.5 Asphalt Pavement ..................................................................... 4
2.6 Corrosive Soils.. ..........
......... ............................... ................. 4
3.0 CONCLUSIONS AND RECOMMENDATION , S .....................
5
3.1 Site Clearing and Grubbing ......................... ........................ 5
3.2 Site. Preparation ............................................ .............. I ......... 5
..3.3 Engineered Pill Construction ... I ....... ........................................ 5
3.4 Foundation Design Recommendations .................................. 6
3.5 Interior Concrete Slabs on Grade for Living .................... ........ 7
3.6 Special Inspections ................................................................. 7
3.7 Site Geology and Seismicity ............. I ............... ........................ 7
3.8 Soil Expansion Potential ................. ....................................... 8
3.9 Liquefaction Potential .......................... ! ....................................... � 8
3.10 CBC Requirements .............
............................................. 8
4.0 LIMITATIONS 9
Figures:
Figure 1: 'Site Location
Figure 2: USES Design Maps Summary Report BUTTE COUNTY
a
Figure 3: Test Pit Location Plan ry BUILDING DIVISION
Figure 4: Unified Soil Classification System
Figure 5: Earthquake Epicenter Map APPROVED
Appendix A - Field Investigation Logs and Laboratory Test Data
Streamline Project No. 2380
Page 2 of 10
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
1.0 INTRODUCTION
1.1 General ,
Streamline Engineering, Inc. and Applied Testing Consultants have performed an
investigation of the soil near the proposed building pad for a new building to be used for
food processing. The purpose of this report is to provide the design parameters for the
foundation system required to support the structure described herein.. This report is
intended to satisfy the requirements of the 2013 CBC Section 1803.. This report should
not be used for additional structures on this site without written approval of Streamline
Engineering.
1.2 Proposed Construction
This report is prepared based on the assumption that the proposed structure will be a
one-story metal building with conventional concrete spread foundations. The building
pad is located as shown on the map included as "Figure 1". The foundation system
design is not within the scope of this report. The foundation designer is solely
responsible for providing an adequate foundation design to support all imposed loads
on the structure including loads required by the California Building Code (CBC) edition
as noted in 1.1 above.
1.3 Scope of Work
The scope of our services included the following:
• Exploration of the subsurface conditions near the proposed building pad using 1
_ exploratory test hole.
• On-site observations of the area surrounding the building pads to study
topography and drainage patterns. ,
Research maps prepared by the United States Department of Agriculture (USDA)
• Provide the seismic design variables, SMs, SM 1, SDs, SDI, soil site class, and
the Seismic Design Category provided by the Unites States Geologic Survey.
Provide soil classification per Table 1806.2 of the CBC based on on-site
observations, soil testing, and USDA mapping of site.
• Prepare report of findings and recommendations.
E COUNTY
a The scope of work excludes any items not mentioned above.
BUILDING DIVISION
1.4 Attachments
APPROVED'V
This report contains Site and Test Pit Location Plans, a profile log for test pit 1, and 2,
laboratory test data sheets, and NEHRP Seismic Design Provisions from the website:
http://www earthquake usgs gov/research/hazmaps/design/index php.
See figures and appendices.
Streamline Project No. 2380
Page 3 of l 0
60 Independence Cir., Ste. 201 Chico, CA 95973. • (530) 89271100 • Fax: 892-1115
2.0 FINDINGS a
2.1 Site Description
The development site is located on a parcel as shown on "Figure 1" in Chico, California.
It is bounded by metal buildings on three sides and a public road to the south. The site
is relatively flat. We made a site visit on 5 / 11 / 16 and found no significant areas of
s, standing water. The building site had an existing building and an ac parking area at
the time of our observation.
2.2 Subsurface Soil Conditions
The soil encountered in the top 72" of our test hole consisted predominately of clayey
silty sandy loam as shown on Test Pit Log. The soil is classified per -the Unified Soil
Classification chart included as Figure- 4 in this report. The classification is shown in
the "Design Criteria" in Section 3.4. See Appendix A for more information.
2.3 Erosion Controls
It is not within the scope of this report to determine erosion controls. The owner is
- solely responsible for monitoring erosion for this site. Erosion on our near the site
could have a negative impact on any proposed structures on this site. The owner.shall
maintain the site and surrounding areas_ as necessary to protect the structure(s) from
the effects of erosion and be.in compliance. with all government requirements.
2.4 Ground Water
At the time of our field investigation; no groundwater was encountered in our test holes.
It should be noted that the groundwater level on this site will vary depending on the
local rainfall,. irrigation practices, and runoff conditions.
2.5 Asphalt Pavement
+ Not within the scope of this report.
2.6 Corrosive Soils .
It was not in the scope of this report to test for corrosive soils. It should be noted that
Streamline Engineering does not provide corrosion engineering services. If it is
necessary to test for corrosive soils, we recommend that a qualified corrosion engineer
be retained to provide the necessary services and testing.
BUTTE COUNTY
BUILDING DIVISION
APPROVED
Streamline Project No. 2380 Page 4 of 10
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 •- Fax: 892-1115
i�i11111
s
BUTTE COUNTY
BUILDING DIVISION
APPROVED
3.0 CONCLUSIONS AND RECOMMENDATIONS
3.1 Site Clearing and Grubbing
Existing foundations, utilities, septic tanks, and leach fields must be located and
removed prior to grading the site. Tree stumps and roots larger than 1" in diameter
shall be removed from the building pad area and replaced with properly compacted
engineered fill. All voids resulting from the removal of foreign objects shall be replaced
with properly compacted engineered fill.
3.2 Site Preparation
After completing site clearing and grubbing, the exposed native soil to receive
engineered fill should be scarified to a minimum depth of 8" and then uniformly
moisture conditioned to within + 4 percent of the ASTM D1557 optimum moisture
content. All surface grades shall be constructed to drain surface water away from the
structure pad for a minimum of 10' on all sides. Roof drain discharge should be
collected and directed to discharge down slope from the building pad a minimum of 10'
away from the building. All compactions shall be observed by Applied Testing
Consultants.
3.3 Engineered Fill Construction
Where engineered fills are used to support the proposed structure(s) they shall be
constructed as noted below:
Prior to placement of engineered fill within the pad areas, all organics shall be removed
and replaced with compacted engineered fill. The exposed sub -grades should be
moisture conditioned and compacted to a minimum of 90% relative compaction, based
on test method ASTM D 1557. Engineered fill should be placed in 8" loose lifts, moisture
conditioned and compacted to 90% relative compaction. The compacted thickness of
each layer shall not exceed 6 inches. Compaction control and testing should be
performed by a qualified testing agency to insure the recommendations of this report
are followed. Depending on the amount of rock encountered in the on-site or import
soils. We recommend that compaction testing be performed using Sand Cone methods
(per ASTM D 1556), or Nuclear Density methods (per ASTM D2922). If imported off-site
material is required to build the pads to finish grade, it must be approved by a
representative from our office and meet the following minimum criteria. Import material
must have a plasticity index of less than 4; be non -expansive (EI<20); have 100%
passing the 3" sieve; 30% to 60% passing the #4 sieve; and no more than 20% passing
the #200 sieve.
Note:
At the owner's option the finished floor elevation can be raised with self compacting
pea gravel. If pea gravel is used it shall be bounded on all sides by an engineered
concrete stemwall. Compaction tests will not be required for pea gravel fills
constructed in this manner.
Streamline Project No. 2380
Page 5 of 10
60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115
3.4 Foundation Design Recommendations:
Based on the results of our field investigation, it is our professional opinion that the
structure(s) described in Section 1.2 may be supported on continuous or isolated
reinforced concrete footings. The footings shall be properly sized by a design
professional to support the design loads without exceeding the allowable design values
- provided in this report. The bottom of all footings shall be level and clean. Continuous
footings shall be stepped and not sloped where site conditions are not flat.
Design Criteria:
NOTE: THESE VALUES SHOWN ARE MINIMUM DESIGN VALUES AND DIMENSIONS.
LARGER DIMENSIONS AND LOWER DESIGN VALUES MAY BE USED AT THE
DISCRETION OF THE DESIGN PROFESSIONAL. IT IS NOT WITHIN THE SCOPE OF
THIS REPORT TO DESIGN THE FOUNDATIONS.
Class of Materials: Class 5, CL
Allowable Foundation Pressure: 1,500 psf
Allowable Lateral Bearing Pressure: 100 psf per foot below natural grade .
Lateral Sliding Resistance: 130 psf (lateral sliding resistance to be
multiplied by the contact area, as
. limited by CBC Section 1804.3) `
Minimum footing width: 12„
Minimum footing depth into native soil: -18" single -story bearing walls
12" non-bearing walls
Minimum footing steel:
Continuous footings: As determined by design professional
Isolated footings: 0.002 times the cross sectional area.of the
footing in each direction
Minimum interior/ exterior slabs:- As determined by design professional
Moisture control through slabs: As determined by design professional
Note: Any deviation from the assumptions stated above will require written
approval of Streamline Engineering.
BUTTE COUNTY
BUILDING DIVISION
APPROVED
Streamline Project No. 2380 Page 6 of 10
60 Independence Cir., Ste. 201 • Chico, CA 95973 ' (530) 892-1100 • Fax: 892-1115
3.5 Interior Concrete Slabs on Grade
This section pertains to interior concrete slabs that do. not support loads greater than
225 psf. Slabs supporting loads greater than 225 psf shall be designed by a California
registered design professional.
Slabs shall be a minimum of 4" thick.and reinforced with #3 Q.24" o.c. in both
directions placed in the center of the concrete. The steel shall be placed on dobies to
insure that it stays in the center of the slab during the pour. The slab shall be placed
over 2" of moist, clean sand. The .sand shall be placed over 10 mil.; high density
polyethylene membrane. The membrane shall be properly sealed -at all laps, edges and
penetrations. The membrane shall be placed over 4"minim'um thick clean, crushed
rock. The rock shall be placed on sub -grade prepared As noted in this report.
The slab can be expected to crack as the concrete cures. This is' normal and cannot be
controlled with reinforcement or control joints. The purpose of the reinforcement is to
minimize the number andsize of the cracks, but not to eliminate cracking altogether.
3.6 Special Inspections
The foundation system is conventional in nature and within the scope of the required
Building Department inspections. There are no special inspections required for the
excavations or for the concrete footings as with this project. If there are
proposed fill placements greater than 8" above native soil, the contractor is required to
contact Streamline Engineering for design and inspection of fills. The contractor shall
also contact Streamline Engineering if any unusual soil .conditions are discovered.
-3.7 Site Geology and Seismicity ,
The site is not within an Alquist-Priolo Special Studies Zone according to the State of
California Department of Conservation. There are no active faults running through the
site according to the, book, Maps of Known Active Fault Near -Source Zones in
California and Adjacent Portions of Nevada". Based on these sources, surface rupture
due to faulting activity should not be an issue for this site. Due to the frequency of
earthquakes in Northern California, ground motion should be expected to occur at this
site during the life of the proposed structure. Based on the 2003 NEHRP Seismic
Design Provisions for this parcel we have the following Seismic variables:
For Lat. = 39.706009 degrees N and Long. = 121.801383 degrees Blest
Soil Site Class D (per CBC 1613:5.2)
Ss, Period 0.2 sec.: _ 0.614 g
S1 r)--; d 1 0
o sec..
SMs = Fa x Ss:
SM1=FvxSl:
0.272 g
0:803 g
BUTTE COUNTY
SDs = 2/3 x SMs:
0.504g
0.536 g
BUILDING DIVISION
SD1 = 2/3 x SM1:
0.336 g
APPROVED
Seismic, Design Category:
D (As defined by the CBC)
Streamline Project No. 2380 Page 7 of 10
60 Independence. Cir., Ste. 201 0 Chico, CA 95973 ', (530) 892-1100 • Fax: 892-1115
3.8 Soil Expansion Potential
The surface and near surface soils encountered at the site were found to contain a
certain amount of clay, which has potential for volumetric changes. A Plasticity Index,
PI test was performed on one sample and returned a value of 17. Based on these
results and the sieve test showing over 80% of the soil passing the #200, it is our
opinion that the soil is slightly expansive. Based on the type of structure and the
proposed use of the building for processing food we are recommending that all bearing
footings be at least 18" thick into undisturbed soil. Non-bearing footings at the
perimeter of the metal building can be 12" thick into undisturbed soil.
3.9 Liquefaction Potential
Liquefaction is a phenomenon in which the strength and stiffness of a soil is reduced by
earthquake shaking or other rapid loading. Liquefaction occurs in saturated soils, that
is, soils in which the space between individual particles is completely filled with water.
This water exerts a pressure on the soil particles that influences how tightly the
particles themselves are pressed together. Prior to an earthquake, the water pressure is
relatively.low. However, earthquake shaking can cause the water pressure to increase to
the point where the soil particles can readily move with respect to each other. When .
liquefaction occurs, the strength of the soil decreases and, the ability of a soil deposit to
support foundations for structures is significantly reduced. Based on our site review,
the soil types found at this site are not prone to liquefaction.
3.10 CBC Requirements
This section is intended to address the applicable requirements listed in section 1803
(Foundation and Soils Investigations) of the CBC. The:following code sections have "
been specifically addressed as noted below:
1803.3.1 The classification and investigation of the soil has been made by a
registered design professional. The wet stamp and signature of the
individual responsible for the report is on the cover sheet.
1803.5.1 The soil classification has been determined based -on the USCS
procedures and the sieve analysis, and on-site observation.
1803.5.3 See section 3.8""Soil Expansion potential" in this report.
BUTTE COUNTY
BUILDING DNISIOI
APPFtOVED
Streamline Project No. 2380. Page 8 of 10 "
60 Independence Cir., Ste. 201 • Chico, CA 95973 0 (530) 892-1.100 0 Fax: 892-1115
4.0 LIMITATIONS
This report was prepared according to the scope of work included in our "Contract for
Professional Services" agreement made between Streamline Engineering and our client.
This report is intended for the sole use of our client. Use of the report by a third party
is neither expressed nor implied and shall be at the party's sole risk.
Our recommendations contained in this report are based on our engineering judgment,
research of government documents, and site observations for the site location described
in this report. This report was prepared specifically for the proposed structure(s)
described in this report. If additional structures are constructed at this property, the
owner shall contact Streamline Engineering for approval. Our findings are based on the
condition of the site as it existed at the time of our site observation. If site conditions
have changed since our investigation was completed, we shall be notified to examine the
changes and determine if our initial recommendations are still valid. This report is only
valid for the CBC edition shown in section 1.1. For structures built under newer
additions of the CBC, written approval from Streamline Engineering is required.
If on-site excavations during construction reveal conditions different than specified in
this report, Streamline shall be contacted for a follow up evaluation and possibly new
recommendations. This report is not valid for discovery items or other changes to the
site. This report should not be used after 2 years of the specified date on the cover
sheet without written approval of Streamline Engineering.
It is not within the scope of our work to locate buried objects or problems that were
concealed by others. These objects include, but are not limited to existing foundations,
leach fields, septic tanks, fuel tanks, and underground utilities. We cannot be held
liable for hidden objects.
The elevation of the groundwater rioted in this project is only relevant for the date of the
site observation. This depth to groundwater can change with time and location.
It is not within the scope of our work to identify or locate hazardous materials that may
be contained on this site. These materials could be manmade or naturally occurring. If
the owner would like to have a hazardous material survey performed, it is the owner's
responsibility to contact a specialist in this field to perform the survey as needed.
These findings are based on our professional opinion and are not intended as a
warranty of any kind. Design for consolidation, differential settlement, and engineered
fill are by others. No warranty is expressed or implied. Please contact us with any
questions at 530-892-1100
BUTTE COUNTY
BUILDING DIVISION
APPROVED
Streamline Project No. 2380
Page 9 of 10
60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115
� ,.,T, `, n' t .1 � •N4't
�
�+Rw
IS
, ,. � d l '. .,'�'P t.i.l..- it �_ � �. - � ( r lam• t, �� '� fir.. ',�
Ilk
,',,. - 0 7 r -.g �� ,.��. t �I�t a r. .'k, � �."� rif3' `� �.,, -S: =.�'� 'r» ti�., f , Q.. •. fca
moi? ` 4��� L�-T' f h ti• ..0 J '1 [it `"� a �1J+� '
�• _....:M__r._. �as�. i.'
7' -�•'� � tl i+ , 'r . _ .t. � e Al
5 �� 'moi^ �' E � St^.uc els ♦. _-� , �'�j ,1�[�
tf{ t41's ,1 b +1 .iA. '.-;-�.,j�Kj :i.•� T `�;
� Y�. '�> .t� � � I � \jyr• ice, !p � \ �.� >.. 1`L ��t `�(f � t-., " � ��
•rte ! .." r'�i r �yjyt� t� �+..J j{1�+ �1��.�c�w •.�__ _ n.r J� � � l � ♦ _ {�.y
r � H t ♦i.. � .1+ �,�, � �' � x :` '�. �TI t *�+ v.ti `. T 1l 1 � F ' .,wtw • � .1 SrY � i + '�+ `�'
S iiia Li •f,`_'p t" !
v y _ * �ti �• '1 �✓ •tj h i 4.1 3 ' Mir • �1' ;• r�Fy'!_ �..ta'�f"t�T+,` Jjt i r _ t..,`r •.1
« , • `�. � '��}����, � r �N�t�7M wry,, .j' y#-� �y\ ��7i � � +1 �� 1 f a •.*_,y,
. i+1rr 'rim ►� FI'" ,., ,kkT"\c."''+ _ 48
,, '' .4•l 1� sx.Y`t,�!(. t.� 41,a�,_ �'J"�tE;a i�Yi ; 7. <t
CN,
lb
MINVOITIMB
• veslgn neaps summary xeporl http://ehppll-earthquake.cr.usgs.gov/desigmnaps/us/summary.php?templ..
F1 C3.
WERM Design Maps Summary Report
'. User -Specified Input BUTTE COUNTY
Report Title Smuckers �Ul�l i i
Wed May 18, 2016 03:28:33 UTC BUILDING DIVISIQrq
Building Code Reference Document ASCE 7-10 Standard APPROVED (which utilizes USGS hazard data available In 2008) f j� R
Site Coordinates 39.706010N, 121.80138°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
1*44
.eel It
h � gJeJ •F
r r
s
`t
��, h �p .lt
iR' mil
.r� � ' � I }s4' i�= to - ti •:� s. t��"
USGS-Provided Output
Ss= 0.614g Sms= 0.803g Sos= 0.536g
Sl = 0.272 g S11 = 0.504 g Sp, = 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.
MCEa Response Spectrum
0.90
O. B1
0.G3
0.54--
0.36-
0.27--
0.19--
0.09--
0.00
.540.360.270.190.090.00
0.00 0.20 0.40 0.60 0.60 1.00 1.20 1.40 1.60 1.80 2.00
Period, T (sec) .
Design Response Spectrum
0.54--
0.48--
0.42--
0.36--
M
.540.4B0.420.36A 0.30
-
FA 0.24
0.18
0.12
0.06
0.00
0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.4D 1.60 1.90 2.00
Period, T (sec)
For PGA,, T, CRs, and CR1 values, please view the detailed report.
of 2 5/17/2016 8:28 PM
kli
N
L .GOO Ie earth feet 400
meters 100
r
BUTTE COUNTY
BUILDING DIVISION
APPROVED
4
UNEM SOIL, CLASSIFICATION (ASTM D-2487-98)
MATERIAL
TYPES CRiTER(A FOR ASSIGNWG SOIL GROUP NAMES GROUP
NGHLY ORGANIC SWU
Poody Graded Sand
mah Cby
cbyay sand
Sandy Sat
LAwt0 H7ah Pbad* Clay
Poetry Grdded Gfavegy Sand
Tq-9
�
Ced Gavel
hy
WellGraded Gravel
Vft am
or
ii
60
GRAVELS
Lu
-W% OF COARSE
O
FRACTION RETARW
L
ON NO 4,SIEVE
zz
LIQUID L
N o z
snrtDs
Cu>4 AND 1>CG>3
O n
--M%OFCOARSE
U
FRACTION PASSES
PM CWW'Y AS UL OR CL
ONN04.SIEVE
NGHLY ORGANIC SWU
Poody Graded Sand
mah Cby
cbyay sand
Sandy Sat
LAwt0 H7ah Pbad* Clay
Poetry Grdded Gfavegy Sand
Tq-9
�
Ced Gavel
hy
WellGraded Gravel
Vft am
or
ii
60
SILTSANDCLAYS
Lu
UQIADLWRr<M
Lu
W �
Z O
Cw4 AND uccQ
47i f g
SILTS AND CLAYS
z
U.
LIQUID L
NGHLY ORGANIC SWU
Poody Graded Sand
mah Cby
cbyay sand
Sandy Sat
LAwt0 H7ah Pbad* Clay
Poetry Grdded Gfavegy Sand
Tq-9
�
Ced Gavel
hy
WellGraded Gravel
Vft am
or
ii
60
INORGANIC PIFLG78 wuVE CH FATCLAY
wPLDTSe7PLg� MH ELASTICSILT
ORGANIC LL(oRndtea,LLtAuidi-a�m75
OH
ORGANIC CLAY OR SILT
RAW=ORGAM: -Tfm Daws w COMDR. AM QRMd DOOR
PT PEAT y r
TIAL SYMBOLS SALE TYPES
Send m[ ;,yam
BUTTE COUNTY
BUILDING DIVISION
Vl(eR Graded Grare@y Sand 11 Rod<f>Qe
® � .APPROVED
ADDITIONAL TESTS
Aspl>aft eA au3neaLArulrSis tcORRO51ary) (-0)
DD - CONSOLIDATED DRAMTRIAML - SPASS@IGHQ.
200 StEYE
SuldemandCobble Ct - CC4Olm im S7A1 - SVL;31TESr
Ql CMZMZXWt IDRU1EDTRM=L TC - MaL
DS- GREC791SAR CyMCMAIOW.
PP - POCRETPENEmm*-T8ijm TV - TCgmjEsHm
R - 1tEARST[tC4iGiF10uc -
V FWAW
1RSF) (tS) - 1Vt901SIIFJUtSTR8VGIN
�- fwAWESA RI RSFj
- SIEVEAnALY575:%PASfiIG OCCosse WI tolCOtrscuo m
C] - L'L1TEiLLEVEL1-0mcF.
4L vaa - wASH AxALYSIs
�/- �+nnnlsP+�toeta
PBdERL1LTiON RESISTANCE
PLASLLCilY f:11ARr
CLAY
VERYLLIOSE 0.4 VERYsoFr .
Lc= 0--
4-1D scFT 2-0
ummomm
L
DDE E 4-a
0 STIFF6-iS
SO ViSiYStiFF
15.`.0
FWRD OVER 30
-,• ov re go ED too 110 t9 1Rrme8l OFeLGMQF1a0L6HAEa.1FRFA11=G30
LRAM Lwr(Ka @iGiI STO
R541MIERT1IE UlSTL'@iC1ffS OFAH I[ta1g1 OR0tE GD.tf.13
TOIL
C
41 MLM (TSF
0.023
oz -Oso
am -1.0
1.0-,-„0
20-49
GM 4.0
LEGEND 'TO SOIL FIGURE
.lob No., DESCRIPTIONS
SYMBOL
SOIL GROUP NAMES 6 LEGEND
CLEAN GRAVELS
Cw4 AND uccQ
GW
WELL -GRADED GRAVEL
o
V^45 F7NES
o �e •1
Cu>4 AND 1>CG>3
GP
POORi.Y•(3RADBIGRAVEL
GRAVELS VM FINES
PM CWW'Y AS UL OR CL
GM
SLTYGRAVEL
c o e
G
>Tz%FINES
o ,,
FM C!{sMy AS CL OR CH
GC
CiAYEY GRAVEL
SANDS
�
NES
Cu* -16 AND t<Cc.*
SW
WELL•GRADFFD SAND
•; ;I
G1»6AND 1>Cc>3
SP
POORLY-GRADWSAND
`~• y•. '
SANDS MBFUeS
MO CL 4SWYASUL OR CL
SILTY SAND
>i2S5 RNES
.
FUMSCASSFYASCLORCN
SC
CLAYEY SAIVD
'INORGANIC
P"AlmPLW3*WU�M
CL
LEAN CLAY
PP4A7m PLOT$'WLom
ML
SILT
ORGANIC
LL(O:endkIfM(nao.3
OL
ORGANIC CLAY OR SILT
INORGANIC PIFLG78 wuVE CH FATCLAY
wPLDTSe7PLg� MH ELASTICSILT
ORGANIC LL(oRndtea,LLtAuidi-a�m75
OH
ORGANIC CLAY OR SILT
RAW=ORGAM: -Tfm Daws w COMDR. AM QRMd DOOR
PT PEAT y r
TIAL SYMBOLS SALE TYPES
Send m[ ;,yam
BUTTE COUNTY
BUILDING DIVISION
Vl(eR Graded Grare@y Sand 11 Rod<f>Qe
® � .APPROVED
ADDITIONAL TESTS
Aspl>aft eA au3neaLArulrSis tcORRO51ary) (-0)
DD - CONSOLIDATED DRAMTRIAML - SPASS@IGHQ.
200 StEYE
SuldemandCobble Ct - CC4Olm im S7A1 - SVL;31TESr
Ql CMZMZXWt IDRU1EDTRM=L TC - MaL
DS- GREC791SAR CyMCMAIOW.
PP - POCRETPENEmm*-T8ijm TV - TCgmjEsHm
R - 1tEARST[tC4iGiF10uc -
V FWAW
1RSF) (tS) - 1Vt901SIIFJUtSTR8VGIN
�- fwAWESA RI RSFj
- SIEVEAnALY575:%PASfiIG OCCosse WI tolCOtrscuo m
C] - L'L1TEiLLEVEL1-0mcF.
4L vaa - wASH AxALYSIs
�/- �+nnnlsP+�toeta
PBdERL1LTiON RESISTANCE
PLASLLCilY f:11ARr
CLAY
VERYLLIOSE 0.4 VERYsoFr .
Lc= 0--
4-1D scFT 2-0
ummomm
L
DDE E 4-a
0 STIFF6-iS
SO ViSiYStiFF
15.`.0
FWRD OVER 30
-,• ov re go ED too 110 t9 1Rrme8l OFeLGMQF1a0L6HAEa.1FRFA11=G30
LRAM Lwr(Ka @iGiI STO
R541MIERT1IE UlSTL'@iC1ffS OFAH I[ta1g1 OR0tE GD.tf.13
TOIL
C
41 MLM (TSF
0.023
oz -Oso
am -1.0
1.0-,-„0
20-49
GM 4.0
LEGEND 'TO SOIL FIGURE
.lob No., DESCRIPTIONS
CALIFORNIAARTHQUAKE EPICENTER MAP:
r;.. .1932 to 2000
3
_
-v
fir.
•�.�•.
'
�
.
l.._° --
A
� -•
••t —_�� °,
3
_
bream ine
Test Pit Log
DATE EXCAVATED: 5/11/16 TOTAL DEPTH: T-0"
EQUIPMENT: CASE 580 N BACKHOE LOGGED BY: B. FORSYTHE
6" CLASS HAD
2 Sam le TPl-Sl
BROWN CLAYEY SILTY SANDY LOAM
4
rr
a am le TPI -S2 1A 4-6" -
5-
7 %
TeiminaW @ T-0"
8
9 BUTTE COUNW
BUILDING DIVISION
10.1Attachment ( .1) APPROVED
TEST PTT #1 .
SMUCKERS SPROUTING WAREHOUSE
JOB NO.: 2380
37 SPEEDWAY AVENUE DATE: 5/20/16
CHICO, CA 95928 CHECKED BY: JMR
PAGE: OF
60 Independence Circle, Ste. 201 Chico,. CA 95973. Ph: (530) 892-1100 Fax: 892-1115
Sieve Ana
APPLIED TESTING CONSULTANTS
MATERIALS TESTING, ENGINEERING AND INSPECTION
is - Combined
Client:
Streamline Engineering
Address:
60 Independence Circle
City, State, Zip:
Chico, CA 95973
Attn.:
Jeff Richelieu
Project:
Smuckers
Samplesource:
Taken By ATC
Sample Description:
CL- Brown Clayey Sandy Silt
Sample location:
Test Pit #1
Sample depth:
Minus 3'-0"
Sample No: 1
Date: 12 -May -16
Tech: 42502
GRADATION. CURVE
U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS
3060 Thorntree Drive, Suite 10 * Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243
moil
Illlll���llllll���llllll��r,!�lll���llllll���
:11..
11..
111111���1111111��111111���11�I11���111111���
111111���IIIIII�A�111111���11111�w�III111A��
. 1 1 ' .
Illlllie�llllll�r�llllllr��llllllow�llllllr��
lie
IIIIIII��IIIIII���IIIIII���IIIIIINN�IIIIII��.
IIIIII���IIIIII�A�IIIIII��I�IIIIIINA�IIIIIIA��
„ ..
111111/
as
Mollll�r�
1111111��IIIIIINw
, , . ,
llllll���llllll�wMllllll���
OHIO
��llllll�r�irllll���llllll��
Milli
ll���
11 1 1 / 1 1 11
3060 Thorntree Drive, Suite 10 * Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243
Sieve
Client:
Address:
City, State, zip:
Attn.:
Project:
Sample source:
Sample Description:
Sample location:
Sample depth:
APPLIED TESTING CONSULTANTS
-_ - MATERIALS TESTING, ENGINEERING AND INSPECTION
is - Combined
Streamline Engineering
60 Independence Circle
Chico, CA 95973
Jeff Richelieu
Smuckers
Taken By ATC
CL- Brown Clayey Sandy Silt
Test Pit #1
-2'-0"
Start Wt, Course: 17,057.0 g
Start Wt. fine: 485.6 g
Sample No: 1
Date: 5/12/2016
Tech: McKeehan
Sieve Size
Weight Retained'
Percent retelned
Cumulative Percept Specified
Retained
Passing
100.0% tip •�j` ,zt ` Al : I~+ 1.> F.
31/2
p
100.0 %
3
100.0% �,;F�`; '.x��,k
21/2
100.0%
2
100.0%
1 1/2
100.0%
1
27.0 g
0.2%
0.2%
99.8% .VAt<.
3/4
0.0
0.2%
99.8% sir rzi�Err '1� L i :4R ;1 Fr:.
1/2
44.0
0.3%
0.4%
99.6%
3/8
15.4 g
0.1%
0.5%
99.5%
25.8
0.2%
0.7%
99.3%
#8
0.6 g
0.1%
0.8%
99.2%
#16
1.9 g
0.4%
1.2%
98.8%;�;z?'wi
#30
4.5
0.9%
2.1%
97.9%
#50
12.9 g
2.6%
4.7%
95.3% _ ~;;-'.. - x ;:
#100
26.0 g,
5.3%1
10.0%
#200
44.5 g
9.1%1'19.2%
80.8%
This test was performed according to ASTM D2487
BUTTE COUNTY
BUILDING DIVISION
APPROVED
3060 Thorntree Drive, Suite 10 0 Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 8914243
t
APPLIED TESTING CONSULTANTS.'
MATERIALS TESTING, ENGINEERING AND INSPECTION
BUTTE COMI•
Pla�tidty Index BUILDING, DIVI
sic"N
APPROi/�..
Project: Smuckers
Sample No: I
Client: Streamline Engine6ring
Date: 5/12/2016
Address 60 Independence Circle Technician: McKeehan
City, State, Zip: Chico, CA95973
Attention: -Jeff Richelieu
Source: Test Pit #1
Material Description: CL- Brown Clayey Sandy Silt
Liquid Limit:
• -Trial Number:
Tin Label:.
WetWeight+Tare:
Dry Weight 4: Tare:
Weight of Water:
Weight of Tare:
i Weight of Dry Soil:
Moisture Content:
Number of Blows:
Liquid Limit, LL
Plastic Limit, PL Plasticity Index, PI
38 21
17
Above A Line
Plastic Limit:
Trial Number:
Tin Label:
• Wet Weight + Tare:
Dry Weight + Tare:
• .Weight of Water:
Weight of Tare:
Weight of dry soil:
Moisture Content:
2
3 -4 5 6
5
..2
3
38.77
39.55
39.37
36.44
37.04
36.74
2.33
2.51
2.63
30.23
30.43
30.08
6.21
6.61
6.66
37.52%
37.97%
_251--_
39.49%
301-7–
1-7
Liquid Limit, LL
Plastic Limit, PL Plasticity Index, PI
38 21
17
Above A Line
Plastic Limit:
Trial Number:
Tin Label:
• Wet Weight + Tare:
Dry Weight + Tare:
• .Weight of Water:
Weight of Tare:
Weight of dry soil:
Moisture Content:
W,
2 3 4 5 6
4
5
37.20
37.17
35.97
35.95
1.23
1.22
30.05
30.15
5.92
5.8
21.03%
W,
W,
W
Z�
MT
51
3060 Thorntree Drive, Suite 10 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 8914243
Butte County Fire Department
Fire Prevention Bureau
176 Nelson Avenue Oroville, CA 95965
Office (530) 538-7888 Fax (530) 538-2105
www.buftecounty.net/fire
STATEMENT OF INTENDED USE
Various process and situations in commercial and industrial establishments can create fire and life safety hazards. In
order to provide a reasonable degree of safety to life and property, spec)fic=requirements-have.been�`established in the
Fire, Building, and Life Safety Codes. To help us determine what particulr�;
" v✓si9appiy toyyour"i a essl please provide
the following information:
PART I — Building Information AUG 1120106
Smuckers Natural Foods Inc
Business Name:
Business Address: #37 Speedway ave
Number of Buildings: 2 Type of Construction: 2-B Square footage: 5000 sq ft/
PART II — Questionnaire Yes
No
1. Will you store or handle an aggregate quantity aerosol products in excess of 500 lbs.? [ ]
[x ]
2. Will you install or operate a stationary lead -acid battery system more than 100 gallons? [ ]
[ x]
3. Will you produce dust or loose combustible fibers in excess of 100 cubic feet? [ ]
[x ]
4. Will you be storing more than 2500 cubic feet of combustible materials (boxes, rubber)? [ ]
[ x ]
5. Will you store, handle or use compressed gases? (Table 105.6.8) BUTTE COUNTY [ ]
1x]
6. Will you produce, store or handle cryogens? (Table 105.6.10) BUILDING DIVISION ]
[x ]
Af
PROVED[
7. Will you engage in the business of dry cleaning? -
]
[ xi
.
YZ,
8. Will you conduct an operation which produces combustible dusts (i.e. flour, magnesium) [ ]
[x ]
9. Will you have any explosives or blasting agents? [ ]
]
10. Will you store, handle, use or dispense flammable or combustible liquids? [ ]
[XI
x
11. Will you store, transport on site, dispense, use or handle hazardous materials? (Table 105.6.20) [ ]
[ x]
12. Will you have over 500 square feet of high -piled combustible storage? (>12 feet) [ ]
[x ]
13. Will you store, handle or use liquefied petroleum gases? (LPG) [ ]
[x ]
14. Will you melt, cast, heat treat or grind more than 10 lbs. of magnesium? [ ]
( x]
15. Will you have a motor vehicle fuel -dispensing station? BUTTE
COUNTY [ ]
[ x]
AUG 0 8 2016
i
1 of 3 DBVELOPMENT
i
SERVICES
0/1'�T72� �G� '
Nl
YES
NO
16. Will you manufacture more than 1 gallon of organic coating per day? [ ]
[ ]
x
-17. Will you operate an industrial baking or drying oven? ( J
[ X ]
• 18. Will you operate a place of assembly (Drinking, Dining, Gathering) for more than 50 people? [ ]
[ x]
• 19. Will you store or handle radioactive materials?' [ ] -
[x ]
20. Will you have a refrigeration system with >220 lbs. Group Al or >30 pounds of any other refrigerant? [ j
[x ] '
21. Will you operate a repair garage for servicing or repairing automobiles? [ ]
( x]
22. Will you be conducting hot work? (welding, cutting or use flame producing devices or torches) y [ ]
[ XJ
23. Will you apply flammable or combustible liquids? (Spray booth, Dip tank, Powder Coating, Rolling) [ ]
[x J
24. Will you store over 1000 cubic feet of tires in an outside area? [ J
[ A
25. Will you store, lumber, wood chips, hogged material or plywood in'excess of 200 cubic feet? [ J
[x ]
26. Is your building equipped with automatic fire sprinklers? If YES then: [ X ]
[ ]
a) Calculated sprinkler system 0.20 GPWSgFt 1, soo Design Area (i.e. .3/3000)
(Density and certification information can usually be found labels on the main sprinkler system riser for each system)
b) Pipe Schedule (non -calculated) sprinkler system, Date system installed system is Hydraulically Calcd
c) . Early Suppression Fast -Response (ESFR) sprinkler system : N/A PSI
d) Other type Sprinkler System — list type and location: N/A
e) Date of last sprinkler system 5 year certification (Title 19 CCR): system not yet installed.
f) Fire sprinkler alarm monitoring company, Eagle security
27. Is your building equipped with automatic fire detection? (smoke detector, heat detector, manual pull) ( x)
[ j
a) Date of last alarm system certification: yearly
b) Alarm monitoring company: eagle security
5
28. Number of employees: 4
29. Hours of operations: monday-friday To 6 am- 7 pm
BUTTE COUNTY
BUILDING DIVISION
' APPROVED
2of3
y
r10
PART III — Fire Extinguisher Requirements
(I Light Hazard occupancy (office, classrooms, medical offices, etc.) Provide a minimum of (1) 2A10BC rated fire
extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 6000 square feet
and the travel distance to a fire extinguisher shall not exceed 75 feet from any point.
[ ] Ordinary Hazard occupancy (mercantile storage, dining areas, and display, warehouses, light manufacturing)
Provide a minimum of (1) 2A206C rated fire extinguisher mounted in an accessible conspicuous area. One
extinguisher is required for every 3000 square feet and the travel distance to a fire extinguisher shall not exceed
75 feet from any point.
[ ] Extra Hazard Occupancy (Hazardous Materials, flammable liquid, vehicle repair, cooking areas, woodworking
uses) Provide a minimum of (1) 2A408C rated fire extinguisher mounted in an accessible conspicuous area. One
extinguisher is required for every 2000 square feet and the travel distance to a fire, extinguisher shall not exceed
50 feet from any point
[ ] Kitchen Hood System — One 40B fire extinguisher (no °A or C° rating shall be mounted near kitchen hood system)
(ABC multi-purpose fire extinguishers may compromise the powder in fixed kitchen hood systems)
NOTE: These are typical minimum requirements. More fire extinguishers may be required due to special operations or
processes being used. For example: spray booths, special electrical hazards, exotic metals, and other
situations will require increased protection.
PART IV — High Piled Combustible Storage
In Chapter 32 of the California Fire Code, high piled combustible storage is defined as: Storage of combustible materials
[product and/or packaging] in closely packed piles (floor storage) or combustible materials on pallets, in racks, or on
shelves where the top of storage is greater than 12 feet in height. High piled combustible storage also includes
certain high hazard commodities, such as rubber tires, group A plastics, flammable liquids, idle pallets, and similar
commodities, where the top of the storage is greater than 6 feet in height.
It is very Important to contact the Fire Department prior to consideration of storing high -piled combustible storage. Many
of the permit requirements must be built into your building. If your building is not approved for high -piled combustible
storage it may be cost prohibitive. For example if you have a pipe schedule sprinkler system — no high piled storage is
permitted until the system is calculated. Securing a design professional is recommended to assist you with the code.
requirements
[ ] THIS BUILDING WILL NOT BE USED FOR HIGH -PILED COMBUSTIBLE STORAGE.
[ ] THIS BUILDING WILL BE USED FOR HIGH -PILED COMBUSTIBLE STORAGE.
[ ] THIS BUILDING 1S A SPECULATION BUILDING WITHOUT A TENANT AT THIS TIME.
*TO OBTAIN FIRE DEPARTMENT APPROVAL YOU MUST SUBMIT THIS COMPLETED FORM
WITH THE BUILDING PERMIT APPLICATION
Name:
Signature: Date:
BUTTE COUNTY
BUILDING DIVISION
3of3 APPROVED
3
r
BUTLER
' Date: 6/20/2016
'' '
90/0/0
3600
"16-013705-01 LOC Time: 05:40 PM
3612
Butler Mem ructaring
•�............_.•....-
1610/0 -1.000:12
Page: I of 2
Letter of Certification
'Project:
"
Contact: Jessica Hopper
Smuckers
Name: North Valley Building Systems, Inc.
Builder PO #: 16-930
„ Address: 30 Seville Court
lobsite: 37 Speedway Ave
City, State: Chico, California 95928
City, State: Chico, California 95928
.s
Country: United States
County, Country: Butte, United States
•
This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below.
All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code.
Overall Building Description
Shape
Overall
Overall
Floor Area
Wall Area
Roof Area
Max. Eave
Min. Eave Max. Roof
Min. Roof
Peak
Width
Length
(s . ft.)
(s . ft.)
(s . ft.)
Height
-Height 2 Pitch
Pitch
Height
Thaw Equipment
Loads and Codes - Shape: Thaw Equipment Cover,
+
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 Form: 12AISI - ASD fc: 3000.00 psi Concrete
Building Risk/Occupancy Category: II (Standard
Occupancy Structure)
Dead and Collateral Loads
z Roof Live Load
Collateral Gravity:3.00 psf
Roof Covering + Second. Dead Load: 2.08 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 " a 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: S l : 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 I : 0.3348
NOT Windborne Debris Region
Ground / Roof Conversion: 0.70 Seismic Design Category: D
Base Elevation: 0/0/0
Unobstructed, Slippery Seismic Snow Load: 0.00 psf
Primary Zone Strip Width: 2a: 8/0/0
p r % Snow Used in Seismic: 0.00,
Parts / Portions Zone Strip Width: a: 4/0/0
Diaphragm Condition: Flexible
BUTTE Cp(�K1-r�
,4
Basic Wind Pressure: q: 22.66 psf
. Fundamental Period Height Used: 17/8/0
' B ILDING:®IV'IS10KI
Transverse Direction Parameters
PPROVED' Ordinary Steel Moment Frames
/-1 Redundancy Factor: Rho: 1.30
-APPROVED'
' '' Fundamental Period: Ta: 0.2785
R-Factor: 3.50
r
Overstrength Factor: Omega: 2.50
Deflection Amplification Factor: Cd: 3.00
�C:b•%a'"
F
Base Shear: V: 0.1524 x W
COD&COMPLfAN
E
' Longitudinal Direction
l� e 1 •� QParameters
"I"
��-412b Ordinary Steel Concentric Braced Frames
Redundancy Factor: Rho: 1.30
•
I I e=try,! ` ';.. Fundamental Period: Ta: 0.1723
REVIEWED
R-Fac2.50
.l ra;,_! � ,p Overstrength:3.25....
>�t�T/V�
Deflection plific:Omega:or:
CONSULTING _ Deflection A :.0.1 42 x Factor: ed: 3.25
GROUP Base Shear: v:.0.16a2 x W
FOR CODE COMPLIANCE
gUE
COUNI,Y. ..
` OCT 0 4 2016 '
' AUG 0 8 2016
INTERWEST
CONSULTING GROUP
DEVELOPMEI ,
ERVICES
•ue
��'����
File: 16-013705-01
Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope
Buildings North America, Inc.
Cover
40/0/0
90/0/0
3600
4593
3612
19/4/0
1610/0 -1.000:12
BUTLER
' Date: 6/20/2016
saner man�ractuNnp - 16-013705-01 LOC Time: 05:40 PM
' ...._....o..�.�e. Page: 2 of 2
Building design loads and governing building code is provided by the Builder and is not validated by Butler Manufacturing, a division of BlueScope
Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading
information for this specific building site.
The design of this building is in accordance with Butler Manufacturing, a division of BlueScope Buildings North America, Inc. design practices which have
been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions.
This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Butler Manufacturing, a division
of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that
certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Butler
Manufacturing, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after bui ding construction
unless specifically agreed to in the contract documents.
The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract doc ments as indic in this
letter.
yW ELSE
No. C 82293 z
cr
Exp.3-31-18
I�
J11 �P
Y Z E Ad W E wA �9�os: CALIF���
£�E,� Dater �� Engineer's Seal:
Engineer in responsible charge
BUTTE COUNTY
BUILDING DIVISION
APPROVED,
File: 16-013705-01
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
BvrrE
ColN
AUG 0 8 2016
DEVELOPMENT
SERVICES
125
Version: 2016.1 b
CRANDA
5448 MERRILL MILL ROAD
IPO A 95338
PERMIT #
BUTTE CO JI\ITV DWELOP IENT.tROfOES
REVIEWED FOR
C29VE C; MPLIA.,N
DAT d BY
FOUNDATION DESIGN
Project Name: �d
Client: . ' .
AUG 112016
IR!-ERVvES'I
CQN,3 J;-T:NG GROUP
VGINEERED STEEL BUILDING:
-K0Dq"U. 411� - -i".14
Sheet I of n
Job No.
Date:/2Pv/I G -
Building Manufacturer: r, --, a-
Job #
REVIEWED
Building Location: �®'i �r F -? ,QODE COMPLIANCE
OCT 0 4 2016
Latitude/Longitude: �1`� , �(� , T,—� �,s ^� BurrE
COUNTy
Elevation:
�l CONSULTING GROUP AUG 08 2016
Inspecting Authority�fo DEVELOPMENT
VICES
Engineering Design Criteria: ���• ����
Roof Load:
Wind:
Seismic:
J- 20 P.S.F. (Reducible) per CBC Table 1607.1
❑ Snow:
❑ Other:
Speed: I 1- t?
Exposure: B C
Risk Category:
Soil Profile:
Accelerations: See sheet 2
SDC: r_-,>
L '4
tFp`:�Fpr'
I.
JUL 21 2016
Soil: Basis for Design: aey—r ey att--
Allowable Foundation Pressure: SDO psf
Lateral Bearing: cep psf/f below natural grade
Lateral Sliding: µs = or Resistance= I� psf
PHONE: 209-966-4844
5/132016 Design Maps Summary Report
HUM, Design Maps Summary Report
User -Specified Input
ReportTitle Smuckers Loading Dock Cover
Fri May 13, 2016 23:17:10 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 39.70560N, 121.8006°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
USGS-Provided Output
BUTTE COUNTY
SS = 0.614 g SMS = 0.803 g SDS = 0.536 g BUILDING DIVISION
S1 = 0.272 g SMl = 0.504 g SDI = 0.336 g APPROVED
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 NEHRP" building code reference document
D.61 0.54 A .
0.72 0.49
0.63 0.42
0.54 , , 0.36
pl
0.45 I 0.30
FA 0.36 00 0.24
0.27
0.1 e
0.09
0.00 0.20 0.40 0.60 0.90 1.D0 1.20 1.40 1.60 1.90 2.00
Period, T (sec)
0.06
0.00 0.20 0.40 0.60 0.90 1.00 1.2D 1.40 1.60 1.90 3.00
Period, T (sec)
y
For PGA, TL, CRS, and CRI values, please view the detailed report.
httpJ/ehp2-earthquake.wr.usgs.gov/clesigrunaps/us/sLim mary.php?template= mir-imalBJatitude=39.705681ongitude=-121.8006&siteci ass= 3&riskcategory=0Ze6ditL1/2
5/
o -
Date: 6/20/2016
BUTLER
16-013705-01 Reaction Report Time: 05:30 PM
...�...._.:.....r._- Page: 2 of 12
Shape: Thaw Equipment Cover
Builder Contact: Jessica Hopper Project: Smuckers
Name: North Valley Building Systems, Inc. Builder PO tl: 16-930
Address: 30 Seville Court Jobsite: 37 Speedway Ave
City, State Zip: Chico, California 95928
Country: United States
Loads and Codes - Shape: Thaw Equipment Cover
City: Chico County: Butte.
Building Code: California Building Standards Code - 2013'Edition
Based on Building Code: 2012 International Building Code
Building Risk/Occupancy Category: Il (Standard Occupancy Structure)
Dead and Collateral Loads
Collateral Gravity:3.00 psf
Collateral Uplift: 0.00 psf
Wind Load
Wind Speed: Vult: 110.00 (Vasd: 85.21) mph
The 'Envelope Procedure' is Used
Wind Exposure: C - Kz: 0.860
Parts Wind Exposure Factor: 0.860
Wind Enclosure: Partially Enclosed
Topographic Factor: Kzt 1.0000
NOT Windbome Debris Region
Base Elevation: 0/0/0
Primary Zone Strip Width: 2a: 8/0/0
Parts /-Portions Zone Strip Width a: 4/0/0
Basic Wind Pressure: q: 22.66 psf
City, State Zip: Chico, California 95928
County, Country: Butte, United States
State: California Country: United States
Structural: l OAISC - ASD Rainfall: l: 3.30 inches per hour
Cold Form: 12AIS1 - ASD fc: 3000.00 psi Concrete
Roof Covering + Second. Dead Load: 2.08 psf
Frame Weight (assumed for seismic):2.50 psf
/Snow Load /
�! Ground Snow Load: pg: 0.00 psf
Flat Roof Snow: pf: 0.00 psf
Design Snow (Sloped): ps: 0.00 psf
Rain Surcharge: 0.00
Exposure Factor: 2 Partially Exposed.- Ce: 1.00
Snow Importance: Is: 1.000 -
Thermal Factor: Unheated - Ct: 1.20
Ground / Roof Conversion: 0.70
Unobstructed, Slippery
Roof Live Load
Roof Live Load: 20.00 psf Reducible
Seismic Load
Lateral Force Resisting Systems using Equivalent
Force Procedure
Mapped MCE Acceleration: Ss: 61.00 %g
Mapped MCE Acceleration: Sl: 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 !/
Seismic Design Category: D
Seismic Snow Load: 0.00 psf
% Snow Used in Seismic: 0.00 '
-Diaphragm Condition: Flexible
Fundamental Period Height Used: 17/8/0
Transverse Direction Parameters
Ordinary Steel Moment Frames
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.2785
R -Factor. 3.50
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: Rho: 1.30
Fundamental Period: Ta: 0.1723
R -Factor. 3.25
--'--Ov"erstrength'Factor. Omega:`2.50 ' '
Deflection Amplification Factor: Cd: 3.25
Base Shear: V: 0.1642 x W
BUTTE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
{ surcER Date: 6/20/2016
a�tlermanufaCt=2 .._ 16-013705-01 Reaction Report Time: 05:30 PM
.....•....._.........�..� Page: 3 of 12
OveraH
@>m
(�)m-
�a 1�co
�p
__ Shape --
Overall
Width
Overall
Length
Floor Area
(sq. ft.
Wall Area
(sq. ft.
Roof Area
(sq. ft.
Max. Save
Height
Min. Ea ve
Hei t2
Max. Roof
I Pitch
Min. Roof
I Pitch
Peak
Hei t
Thaw Equipment Cover
1 40/0/0
90/0/0
3600
4593
3612
19/4/0
16/0/0
1 -1.000:12
@>m
(�)m-
�a 1�co
�p
\M
�L dL
<'> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals
may not be relocated without consulting the building supplier's engineer.
BlJfiiE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
z.
s
4
�
\M
�L dL
<'> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals
may not be relocated without consulting the building supplier's engineer.
BlJfiiE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
BUTLER Date: 6/20/2016
6unet Menutecturing 16-013705-01 Reaction Report Time: 05:30 PM
Page: 5 of 12
Wall: 4, Frame at: 0/6/0
Frame ID:Thaw Equipment Cover Rigid Endwall #1 EW 1 Frame Type:Continuous Beam
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reartinnc _ Tlnfartnrad I nerd Tvnn at Frames !ince Q -tin.• 1
'SI/
BUTTE COUNTY
BUILDING DIVISION
APPROVED
Type
X -Loc
GridI -Grid2
Base Plate W x L (in.)
Base Plate Thickness (in.)
Anchor Rod Qty/Diam. (in.)
Column Base Elev.
Exterto n
/0/0
1-B
of f6
0.375
4-0.750
100'-0"
Exte '
X40/0/0
]-
�' 16
0.375
4-0.750
100'-0"
Load
Hrz Right
Load Type
Load Description
Desc.
Hx
VY
Hx
V
Vrt Down
Load
D
Material Dead Weight
Frm
0.29
1.10
-0.29
1.18
Case
(Hx)
CG
Collateral Load for Gravity Cases
Frm
0.30
0.93
-0.30
0.90
(Vy)
Case
1>
Live -Notional Right
Frrn
1.20
3.72
-1.20
3.61
(k)
<L
Live -Notional Left
Frm
1.20
3.72
-1.20
3.61
k)
Wl>
Wind Load, Case 1, Right
Frm
-2.36
-9.17•
3.99
-10.40
12
1.79
<WI
Wind Load, Case 1, Left
Frm
-1.66
-6.44
2.80
-7.30
5.74
1
W2?
Wind Load, Case 2, Right
Frm
-0.53
-2.05
0.89
-2.32
1
2.22
<W2
Wind Load, Case 2, Left
Frm
0.18
0.69
-0.30
0.78
5.68
1
WPL
Wind Load, 11 Ridge, Left
Frm
-1.66
-6.44
2:80
-7.30
WPR
Wind Load, 11 Ridge, Right
Frm
-2.36
-9.17
3.99
-10.40
MW
Minimum Wind Load
Frm
-
-
-
-
MW
Minimum Wind Load
Frm
1.39
1.20
3.33
-1.20
MW _
. Minimum Wind Load_
.Frm -___-z.
_
'
MW
Minimum Wind Load
Frm
-3.15
-0.98
-1.16
0.98
Cu
Collateral Load for Wind Cases
Frm
-
-
-
-
L
Roof Live Load
Frm
1.20
3.72
-1.20
3.61
E>
Seismic Load, Right
Frm
_
-0.38
-0:34
-0.32
0.28
EG+
Vertical Seismic Effect, Additive
Frm
0.08
0.25
-0.08
0.24
<E
Seismic Load, Left
Frm
0.38
0.34
0.32
-0.28
EG-
Vertical Seismic Effect, Subtractive
Frm
-0.08
-0.25
0.08
-0.24
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions are based on 1 st order structural analysis.
Annronriate Load Factnrs must Iw annlied fnr decion n£fnundatinnc
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
(-Hx)
Case
(Hx)
Case
(-Hz)
Case
(Hz)
Case
(-Vy)
Case
(Vy)
Case
(-Mzz)
Case
(Ma)
Case
k
(k)
(k
k
k
k)
(in -k)
(in -k
0/0/0
1-B
1.89
12
1.79
1
4.85
13
5.74
1
40/0/0
1-A
1.79
1
2.22
13
-
5.53
13
5.68
1
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
ADJUSTED x 100
We 139 Arzo00 W4LL391A 7<L2Na. MAX Hx
Wb 315 n1"r,000en `:315 -;rd;987; MINN.
We i1'iv 2.36::xZL 000 ,432.96t$1 WX.49.171, MAX H2
7. We `AQ;,"2i 15' ,. 0.00 7a.,,_+2 -:36V WZSC17t`.+•1 MIN HI
Wexexutrk 3 ]Sa.' 't"`' 40:0GR
0" 315 din -0'9`8* MAX H
Wf $t"°•'Y'J0:00. 3,�c { O:Com"/-"; 0.00;fp0:0G'01 MINH -
�' W :FWU:39"= } 0fi .60R+i+ ix!1!39u=i 1.20 MAXV
Wh .`aNv, 2.36 3 ,&oo ..4 0s=2,13644 •9.17 MINV
-;4r ` ,' � - F i •{` , .. ate. 4 ., .
„ H
ri-
MAX Nx
s,4
Eb
-046 ti'u`3'000`r-9;-$0`.46'V„ L$-0:i3uk
MINH.
Ee
R..-0730IA4 000 =038 g dN.-U731=3
MAX Hx J .
r-
Ed
"sOSWAI `0.00 i31'10 #a 13F -0:3431t:
MIN Ht - +
- Ee
_ ';wofforuv - o --0106,w 046
MAX W D
+ N.
Ef'
5M'0rdDAMi 7W00037L 000 * ?A
MINH '
Eg
N1 64d'ff S7 EMO.Otidi¢' t'-0!46VV' . 0.59
MAX V
-
Eh
k3'%(5'O404:$ 0Z0:00?R' ;Wd.46u+i -0.59
MINV r `
1.821170:00xd'° ,x'1.82, ,�'n"
443i'r"I D+M+0.750.6N0
+0.75L+0.75 Lr 29 133%
' } -
._
. -
MINW Do•1.72
0:0'03z�'•" 1.72-.i ''
O.OZ,'.:
0.6D+H. 06Nb. 110 133%
+;
. -
-
_ . •
,-
+
M MIN MAX
r+ •
�, - .. .. ..
- :.., ..
MAX W Dg
ae0:59:.x2# 0.00Oi59 ^:
-2iO3e`'w
D 1 1008
D
+ F
D
E^,?,�,0:594.5si 0.00 Y'�320i5963:3' a.d203+.4`:ia
;MIN
MAX W Do
r„
CRANDALL._ENGINEERING,.,__
MINW/Do
0.00 'r'•
Y
SEET of_
STEEL BUILDING FOUNDATION DESIGN
V MIN MAX
Dale: 426 50.68
MAX W D
r
5448 Merrill Mill Road.
D+H+Ir 3 lOD1G
-
i
LOB NO: 16002323
MIN W D
MAX W/ Doh%`_''+3:09y-.
-
+' 4 q,
Mariposa, 95338
ISOLATED OR TIED PIER FOOTINGS
1
-
- r N •-
-
v13.6.D
,
-4.84
0.6D+H.0.6Nk 111 133%
16023
.. ,
L r•
-
-
MANUFACTURER: BUTLER-
.,
'
BUIL®16VG DIVISION
.
BUILDING NO: 16-013705-
.
BUILDING UNE: 18
9
•.,
1. ,
�• -� -
- ..
CLIENT: NV&S
:�°• `
LOCATION: BUTTE CO, CA
+
c
" JOB NO16023
:
r. -
r
y - :- ..
.i
.:-
_. ,. •.-��S-,
WINO ADJUST =
L000
t
1
ti- _.
•
,. - -
I1=
0.5
f2= 0.20'
is -
Seismic Son
0.54 ,
_
. METAL BUILDING LOAD REACTIONS PER MANUFACTURER.
Redundancyp=
1.00
(Set to 1.0 if Included In mfr's wlc)
_
- (,=.
LS'.
FOR ANCHOR DESIGN
•
.
Mx
r + •
Ht
t =
+ DEAD LOAD D 0.29
1.10 , .. D _,
- CRITICAL SERVICE LOADS
-
- - - -
'
H.
H. Hx-)Hl
'V
+ ,
COLLATERAL LOADS C 0.30
0.93 Gravity' -
D
0.59
0.00 0.59
2.03
_
• Co - 0.00
0.00 uplift,. -
Do
0.29
0.00 0.29
1.10
1
- y
0.00
MATERIA EARTH H
- H
0.00
0.00 - 0.00
'
LIVE LOAD L,
-
L
- 0.00
- 0.00 0.00
0.00
- ROOFLOADI Lr 1.20.
- 3.72 • ,,•,,, -
1,
1.20 ^ :
0.00 L20
3.72 - - -
SNOW LOADS
5
'
-
S2
- .. 0..
-11 Sa
0.00.
0.00;7kS'.�,�000! 5,, 0:OO.i+f.
MAX xx
S3
TM - -
5h
0.00
z< -v.,000,1+5'. 2!:O OOrsl d.0:00;'In'
MIN Hx
-
S4
'. �-
Sc
I :.:`:'h0007`
'L=$00019 I zo0:004! 1
0.00
MAXV
•'
55
r
.- /'
Sd"ttfA0.00
n'.1`11 wo00N,-JJP90O.00.�G'
0.00
MINV
5 6
-r
r
-
ADJUSTED x 100
We 139 Arzo00 W4LL391A 7<L2Na. MAX Hx
Wb 315 n1"r,000en `:315 -;rd;987; MINN.
We i1'iv 2.36::xZL 000 ,432.96t$1 WX.49.171, MAX H2
7. We `AQ;,"2i 15' ,. 0.00 7a.,,_+2 -:36V WZSC17t`.+•1 MIN HI
Wexexutrk 3 ]Sa.' 't"`' 40:0GR
0" 315 din -0'9`8* MAX H
Wf $t"°•'Y'J0:00. 3,�c { O:Com"/-"; 0.00;fp0:0G'01 MINH -
�' W :FWU:39"= } 0fi .60R+i+ ix!1!39u=i 1.20 MAXV
Wh .`aNv, 2.36 3 ,&oo ..4 0s=2,13644 •9.17 MINV
-;4r ` ,' � - F i •{` , .. ate. 4 ., .
„ H
-
ri-
MAX Nx
s,4
-
- Ee 0.460 aCc:`.'•0 0A6U C'..f$0:59 *
MAX Nx
s,4
Eb
-046 ti'u`3'000`r-9;-$0`.46'V„ L$-0:i3uk
MINH.
Ee
R..-0730IA4 000 =038 g dN.-U731=3
MAX Hx J .
r-
Ed
"sOSWAI `0.00 i31'10 #a 13F -0:3431t:
MIN Ht - +
- Ee
_ ';wofforuv - o --0106,w 046
MAX W D
+ N.
Ef'
5M'0rdDAMi 7W00037L 000 * ?A
MINH '
Eg
N1 64d'ff S7 EMO.Otidi¢' t'-0!46VV' . 0.59
MAX V
-
Eh
k3'%(5'O404:$ 0Z0:00?R' ;Wd.46u+i -0.59
MINV r `
CRITICAL ASD FORDS TO FOOTING
',,,a'Hifi�?7 `!
T�f �~# � '- �•'�_ __...
He MIN/MAX
H. i; i��Hi lhX• ,
V;, }*^' , LOAD CASE
LCR LEVEL
l� �'��
- -,�
MAX W D
2.12. o,0:00'^ 2112$'M-•9MM5'36'["+i
T.
£;I D .
0.75 0.6Vk .0.75L+0.75 Lr 29 133%
MINW D
-1S4 ,°t`„'u0:C04" ^$i1:'S4"x`:.w cii.0;63''+.x'
0.6D+H+0.61Ab 110. 133%
MAX W Do
1.821170:00xd'° ,x'1.82, ,�'n"
443i'r"I D+M+0.750.6N0
+0.75L+0.75 Lr 29 133%
' } -
._
. -
MINW Do•1.72
0:0'03z�'•" 1.72-.i ''
O.OZ,'.:
0.6D+H. 06Nb. 110 133%
+;
. -
-
_ . •
,-
+
M MIN MAX
r+ •
�, - .. .. ..
- :.., ..
MAX W Dg
ae0:59:.x2# 0.00Oi59 ^:
-2iO3e`'w
D 1 1008
D
+ F
D
E^,?,�,0:594.5si 0.00 Y'�320i5963:3' a.d203+.4`:ia
;MIN
MAX W Do
MINW/Do
0.00 'r'•
Y
V MIN MAX
- 1, •y,✓. _
MAX W D
- .-. ...-. ..i,y.,
�.:5179;N40:00 a'.rL79.,--�
5.75 - _
--0.28
D+H+Ir 3 lOD1G
-
i
r
_ • •
MIN W D
MAX W/ Doh%`_''+3:09y-.
-
1::=0:00'''L '�"?FL49 .f.
R
4.82
0.6D+ H.0.6Mt 111 133%
D+H+U 3 100%
1
-
- r N •-
-
I, - .9 MINW Do ..'-u..•:
;,�as.`,Y7.24T:i5 ,.0:00:«, ...+.L24)^_:.i
-4.84
0.6D+H.0.6Nk 111 133%
16023
'BUT TE COUN ) "t
.,
'
BUIL®16VG DIVISION
9
•.,
1. ,
r.
ASD FOUNDATION DESIGN
COMPONENT
W(K)
MATERIALS CONCRETE WT=
0.15
K/CF fc= 3000
OVERBURDEN WT=
0.12
K/CF
BASIC SOIL BEARING=
1.50
KSF
ACTIVE SP =
0.03
K/CF
PASSIVE SP=
0.10
K/CF
5=CTI
SHEET 1 OF_
Date: 6/29/16
JOB NO: 16023
LOADING COMBINATION Rl
LOAD COMB: D + H . 0.75(0.6Wa)+0.75L+0.75U
STRESS LEVEL= 133% '
H: 2.12 K
Hzz= 0.00 t
V =
FOOTING DIMENSIO
PED L Bp = - 2.00 FT.
PEDESTA p� 2.33 FT.
DISTANCES= 1.00 FT. t
FOOTING Bf = 4.50 FT.
FOOTING Of = 5.00 FT.
FOOTING T= 2.00 FT.
DEPTH BELOW F.G = 2.00 FT.
IGHT ABOVE F.G: 1.00 FT.
UPLIFT:
MAXIMUM UP=Vmin= -0.84 K
TOTAL Ro = 8.549 K
UPLIFT FOS= 1.77 FOK
TOTAL RM. = 29.99
COMPONENT
W(K)
X(FT)
WX
Z(FT)
WZ
! BUILDING Hx= 2.12
FOOTING
6.75
2.50
16.88
2.25
15.19
@ HEIGHT
IGHT= 3.00
OVERBURDEN
0.00
2.50
0.00
2.25
0.00
• OTMx = 6.35
PEDESTAL
0.70
2.17
1.51
2.25
1.57
_
FOOTING OVERTURN AND SOIL BEARING
FOOTING +OVER
7.45
NA
18.39
Y \ P P R O V E
APPROVED
16.76
FT
BUILDING
5.36 r
2.17
11.60
2.25
12.06
F OK
TOTAL V =
12.81
K
a <= FOOTING D/6
F OK e> FOOTING D/6 F NA
SHEET 1 OF_
Date: 6/29/16
JOB NO: 16023
LOADING COMBINATION Rl
LOAD COMB: D + H . 0.75(0.6Wa)+0.75L+0.75U
STRESS LEVEL= 133% '
H: 2.12 K
Hzz= 0.00 t
V =
FOOTING DIMENSIO
PED L Bp = - 2.00 FT.
PEDESTA p� 2.33 FT.
DISTANCES= 1.00 FT. t
FOOTING Bf = 4.50 FT.
FOOTING Of = 5.00 FT.
FOOTING T= 2.00 FT.
DEPTH BELOW F.G = 2.00 FT.
IGHT ABOVE F.G: 1.00 FT.
UPLIFT:
MAXIMUM UP=Vmin= -0.84 K
TOTAL Ro = 8.549 K
UPLIFT FOS= 1.77 FOK
TOTAL RM. = 29.99
K -FT
TOTAL RMz =
28.82
K -FT
FOS
OTz
BUTTE COUNTY
! BUILDING Hx= 2.12
KIPS
BUILDING Hz
0.00
KIPS
-
29
@ HEIGHT
IGHT= 3.00
FT
@ HEIGHT
3.00
FT
0.45
BUILDING [DIVISION
• OTMx = 6.35
FT•K
OTMz =
0.00
FT•K
OK
110
_
FOOTING OVERTURN AND SOIL BEARING
4.29
OK
NA
O
Y \ P P R O V E
APPROVED
• ex= -0.65
FT
0
NA
OK
ez= 0.00
FT
e <= FOOTING D/6
F OK
e> FOOTING D/6
F NA
NA
a <= FOOTING D/6
F OK e> FOOTING D/6 F NA
- '-A = 22.50
2.27
� .1. = '5.54
NA
OK
A = 22.50
- - 1'= 7.50
Sx = 18.75
0.6D+H+0.6Wb
SP = 1.03
OKI
NA
Sz = 16.88
SP = 0.00
SP = 1.02
2.40
0
NA
JOK
SP = 0.57
OK
GOVERNING MAX SP=
1.02
ALLOW= 2.00
EOK
-
GOVERNING MAX SP=
0.57 ALLOW= 2.00 FOK
OTx FOS = Mr/Mo =
4.73
MIN = 1.50
E OK
OK
OTx FOS = Mr/Mo =
NA MIN = 1.50 F OK
1
COMBINED SP MAX =
1.02
KSF
ALLOW =
2.00 +
0.24 2.24 F OK
LATERAL STABILITY
6.48
0
NA
IOK
9.29
OK
Hx
D
23.87
OKI
NA
Hz
0.26
FRICTION= 0.00
13.19
SLIDING X:
_.
FRICTION=
0.00 SLIDING X:
PASSIVE SP= 1.20
D
FSXAREA=
, 2.93
NA
ACTIVESP=
1.33 FS X AREA= 2.93 F
SUDING= 2.93
13.19
1/2V=.
6.40
F
SLIDING=
2.93 1/2 DL= 6.40
TOTAL R = 4.12
K
5.74
OK
NA
TOTAL R =
4.26 K
SLIDING FOS= R/H =
1.95
OK
1.50 F OK
SLIDING FOS= R/H = NA MINIMUM= 1.50 F OK
COMBINED Hx+ Hz
APPLIED Hap HZ= 2.12
TOTAL R = 5.92
_2.80'-EOK'e"__.-.. _. -. r --..._.._•.V,_.___-"-•^.
SUMMARY OF CRRICAL CASES:
LOAD
CASE
LOAD COMB
FOS
OTx
FOS
OTz
SP/Sp-*
SP
FOS
SUDEX
FOS
SUDEZ
FOS
SUDEXL
29
D+H+0.750.6Wa +0.75L+0.75 Lr
4.73
OK
NA
O
0.45
O
1.95
0
NA
OK
2.80
OK
110
0.61)+H+0.6Wb
4.29
OK
NA
O
0.26
O
2.68
0
NA
OK
3.86
OK
29
D+H+0.750.6Wa +0.75L + 0.75 Lr
5.14
OK
NA
OR
0.41
OR
2.27
0
NA
OK
3.26
OK
110
0.6D+H+0.6Wb
3.60
OKI
NA
OK
0.27
OK
2.40
0
NA
JOK
3.45
OK
1
D
12.87
OKF
NA
OK
0.32
OK
6.48
0
NA I
OK
9.29
OK
1
D
32.26
OK
NA
OK
0.29
OK
6.48
0
NA
IOK
9.29
OK
1
D
23.87
OKI
NA
OF
0.26
OK
13.19
kOK
18.90
OK
1
D
23.87
OK 1
NA
OK
0.26 -
OK
13.19
OR
NA
bK
18.90
OK
3
D+H+Lr
5.74
OK
NA
OK
0.57
OK
2.14
OK
NA
O
3.06
OK
111
O.6D+H+0.6Wc
2.86
OK
NA
OK
0.19
OK
2.62
OK
NA
OK
3.79
OK
3
D+H+Lr
6.45
OK
NA
OK
0.51
OK
2.57
OK
NA
OK
3.68
OK
111
0.6D+H+0.6Wc
2.12
OK
. NA
OK
0.32
OK
2.01
OK
NA
O
2.92
OK
V,-,. v-
� o�v
16023
V
RF LSO 2/4
4
. L RFD ANCHORAGE DESIGN
�.4
SHEET" OF, ..
Date: 6/29/16
JOB NO;, 16023
G
Hx-)M MIN -
MAX W D G•;3�32.:.Y 2F;..0'.00?'' .3.32, BA9s;T 1.20 +.16U.1.6H+O.SWa 12 MIN W1 D - ?7"„0.07Y+�r`=',r"O:OOz OA7 a�kL24'.^!: 0.90+1. Eh. 3.6N
MAX W Do °"2f96 Si-:YO:OU ^`;296*7 BT. 4�''`" 120 a 1.6U a 16H .O.SWe 12
MIN W1 Do -0:Q7 rt3 `x'0!00: 0.03 .�.,+.,a0.98e'_%? .1.20 +f1L+16H♦ 1. Ee+0.2f2Sa 94 f _
V MIN/MAX
MAX W/ D "3:32. 000 n332' c 8.99 �.1.2D+ TAU + 1.6X+ 0.5Wa -12
MIN W/ D ::=LB3 ..000 ''L''83 '•7.34 0.90+1.OWc+1.6H 126 - -;,�
MA%W Do' _n296 .;4000 f 295 - 7.87 1.2D+L6U+LGH+O.SWa 12
MIN Wl Do'e"2:10 Yc'd ."`...0:00126, 0.9134LOWe. L6H
ANCHOR BOLT DESIGN-AC2318-0S APPENDIX-
�L
Tc= 3000 PSI SDC 'C"OR ABOVE Y ,/ • "
R
58000 - P51 (A-307 BOLTS) i SEISMIC RED 0.75 -"
�DIAI4IETER s r0 75 CHFS,y}y �1'iq�BOLT�HEADF BOLT HEAD TYPES s,
r`'iy'£`� 1,��y'�SSA A� �I.^`g`. '"`� 0 NONE l•BOIT
'is 6z EFFECFIVE °' 40334 SQy NSr,'"`4t'� a y s,•c..,°"wr
"i ,... �# s F};?'�h(ii'EN'.�` 1 SQUARE HEAD
woX,t"..*' r i p Ste„ 'ix�._r s `a'Ft.
�.,+, �.H3 •r7 1'BEARING�i 0911k ,k'F
j 2- HEAVYSQUAREL.vd/ X' .
3 HEX HEAD
1 NO3BOLTS 2 `" ROWS OF x�'a 2x' �BOlTS=` s.uh ma.rn„ "A"" '^4 4 HEAVY HEX
v ,y' ': "^•.a w .GL �, �^'<,. i4:7g •r ,3TOTAL''" 4., - .
s<.•+'¢ °d.. "FEMBEDMENT"'+ ha ,.t+g'10PT
.AM
s;.., CINCHES •.+, CONL6EH-;L IN ES
y 1 2bEDGEsDISTg90 f
dpx,
..F.. z.`' � A��`L,DOESff40R lARGERIREINFORCING TIE BOL•T570TSTRUCTURE (Y OR N)tm�� �°�i ��C�,� '. N,Fr'i• :$ 5 4 � .I ` .. ,
x dlhts., .A`{ 1� � �.u:i+lfr"�" r.�'i'�v�"� � S'�u Ss• .r ��
" ._, .`,,,, ` _-,� ,-,_,_�SFIEAR.ANGLE Isa �'lc -OS„ INCHES��,� J�"'¢r�'"a tsa nom. x-'-1NCHE5�'"-•, - �` ' .
SHEAR ANGLE AREA: - 0 -'50. IN.CONCRETE Hsa= 0.00 K,w.
#,.. STEEL Hsa= 0.00 K.Gei
q i FACTORED FORCES TO A.B. - SHEAR '
LOAD CASE IHe HX -H58 Hz Hx4Hz - VERT
+, 1 1.21)+ 1.6Lz+ 1.6H+ O.SWa � 3.32 3.32 0.00 3.32 8.99 '
2
DAD +1.OWb+1.6H •2.62 - -2.62 - 0.00 2.62 -`0.85
.• '31,2D+1.61-r+1.61-1+0.5Wa. 2.96 '.2.96 0.00 .2.96 7.87
4 0.90+1.OW6+1.6H - •2.89 -2.89 .,0.00 -.2.89'. 0.01 -
5 1.40 -
6 1.40 0.83 ' 0.83 0.00 0:83 - 2.84 0 0• .'
0.83 - 0.83 - 0.00 0.83 2.84 G.GHz
7 1.4D 0.41' . 0.41 " 0.00 - 0.41 1454 _
8 IAD - 0.41 1 0.410.DO 0.41 1.54 - 0 0
.7 91.20+1.6Lr 1.61-1+0.5Wa 3032 0,83 - 0.00 ,0.83 .8.99
_ r 10 0.9D+1.0 Eb+1.6H - 0.07 0.83 0.00 0.83 1.24
11 1.21)+1.6Lr+1.6H+O.SWa 2.96 0.41 0.00 0.41 7.87
12 1.2D+(1Lw 1.6X+ 1.0 Ec+0.2f25a -0.03 0.41 0.00 0.41 0.98
v s,
. ww
13 3.20+1.fiU+1:6H+0 SWa '- 3.32 3.32 0.00 3.32 8.99
._? ... _...14 0.9D+1.OWc+.1.6H ._ ___ _ __._. -1.83 ..._0.07 x..'0.00._ _.__0.07_ -. _____-7.34 �;T.i �,+-,+„• � ..��r,+Tr� r -
• 1. 151.2D+1,6Lr+S.6H+O.SWa. 2.96 2.96 0.00 2.96 7.87
r 16 0.9D+1.OWc+1.6H
-2.10. -0.03 7 0.00 1 0.03 1.
1) STEEL STRENGTH(c�Nn(. 0.75
A) TENSION ON BOLT rbNsa= 43587 Ib - 43.59 K §
• 2) CONCRETE BREAKOUT . 4'=' ,0.70 EDGE ADJUSTED het 9.33 INBUTTE, COUNTY
1.5%hef=: 14 IN s r _.+ BLOCKB= 24 IN BLOCKD 33' IN r r,. ®MSI®IV"r .
a+• ` 792 SQ• IN. 'BUILDING V
. A" = 784 SO. IN _ s
R r 4 Ax c=nANcoONItS ; y APPROVED
C ��
:t
Wec,N = � 1.00 CONCENTRIC CONNECTION ` r•
.. a
".:�•:. Wed,N:,.. ca,min=>. 9.5 IN ;.. ''1.SA hef IS IN e e l_.., �.
-,`• F Wed,N= 0.89 '
A O K 't.
Wc,N = 1.00 CONCRETE LIKELY TO CRACK ' C, "'*
Wcp,N : -1:00 CAST IN PLACE ANCHORS
' - Nb= 37482
IT, kc 24 FOR CIP '+,:..� ; J
+ •. 0cbg =17692 Ib _ .17.69 K,1 A _
+3(CONCRETE PULLOUT i - m=x+0.70
'fir 1' W4,P= .LOO CONCRETE LIKELYTOCRACK : L 4•' 'y;
L �•• : Np: eh= 3.000 c i,- ,
r. -- _ • - FOR L•BOLTS Np- 6075.00 s. - -'y • "� +
• r i , - FOR HEADED BOLTS Np 21864.00
�Npn= 45914 Ib 45.93 K t" - X16023
+ ' ; r
x.11 • a. 'y - RF ISO 3/4 -
4) CONCRETE SIDE -FACE BLOWOUT
FOR L-BOLTSoNsb= N/A
HOR HEADED BOLTS: 0.4 hef= 4.00 IN
a,min= 9.S IN
ctNsb= N/A
B) SHEAR ON BOLT GROUP
1) STEEL SHEAR 0.65
4,Nsa= 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
HI DIRECTION
5,=
9.50
AVW
1.5X5,=
21.00
Wed,V = 1.00
GOVERNS:
9.50
A„=
745.50
SO, IN.
14.74 K
A,m =
882.00
SQ, IN.
GOVERNING OVnx=
H2 DIRECTION c'„=14.50
A,,, r- n
1.5Xc.,= 2
UILDING DIVISION'
Wed,V =
0.84
Av, = 590.88 SQ, IN.
HI SINGLE ANCHOR SHEAR
STRENGTH
A P P R Op\VQ E D
APPROVED
A. <= n AVco
le=
6.00
IN
H2 SINGLE ANCHOR SHEAR STRENGTH
Vb=
26363
Ib =
26.36 K
27.79 K
.tVcbg=
16.29 K
GROUP 4,Vcbg =
24.44 K
3) BREAKOUT FOR ANCHOR GROUP
HI DIRECTION
c'„=
19.00
5, =
9.50
1.5Xc'„=
28.50
GOVERNS:
9.50
A„ =
817.00
SO, IN.
A, =
1624.50
SQ. IN.
A„ r_ n AV -a
..x.L......4X^P,'
Wed,V =
0.80
HI SINGLE ANCHOR SHEAR
STRENGTH
le=
6.00
IN
Vb=
41681
Ib =
41.68 K
'
GROUP 4,Vcbg=
14.67 K
4) BLOWOUT FOR ANCHOR GROUP
FOR L -BOLTS 4,Nsb =
N/A
HOR HEADED BOLTS:
0.4 hef =
4.00 IN
a,min=
9.5 IN
- -
I)Nsb= N/A -
5) PRYOUT STRENGTH FOR GROUP
= 0.70
kcp=
2.00
Ncbg =
25275
LB SEE TENSION ABOVE
.bVcpg =
35385 Ib
= 35.38 K
TENSION SUMMARY:
STEELSTRENGTH
4,Nsa=
43.59
EMBEDMENT STRENGTH - BREAKOUT:
oNcbg=
17.69
EMBEDMENT STRENGTH -PULLOUT:
4iNpn=
45.91
EMBEDMENT STRENGTH - BLOWOUT:
Nsb=
N A
SEISMCo
GOVERNING 4,Nn=
17.69 13.27
I.,.....,....
,SEISMIC
C) INTERACTION
0.24,Nn=
3.54
2.65
0.24,Vnx=
2.93
2.20
SHEET ! OF_
Date: 6/29/16
108 NO: 16023
4,= 0.70
H2 DIRECTION 5, =
14.00
1.5X5,=
14.25
GOVERNS:
14.00
Av = 635.25 SO, IN.
A-= 882.00 SQ. IN.
Zcbg = 24.44
AVW
BREKOUT FOR FULL GROUP
4,VCbg= 14.67
Wed,V = 1.00
H25INGLE ANCHORSHEAR STRENGTH
bVsb= N/A
le= 6.00 IN
Vb = 14736 Ib =
14.74 K
4,Vcbg= 9.29 K
SEIS�SINIC
GROUP QNcbg= 27.86K
GOVERNING OVnx=
H2 DIRECTION c'„=14.50
BUTTE COUNTY
1.5Xc.,= 2
UILDING DIVISION'
GOVERNS:
14.00
Av, = 590.88 SQ, IN.
A-= 946.13 S41N.
A P P R Op\VQ E D
APPROVED
A. <= n AVco
Wed,V = 0.83
H2 SINGLE ANCHOR SHEAR STRENGTH
le= 6.00 IN
Vb= 27788 Ib =
27.79 K
GROUP cbVCbg= 12.62 K
SHEARSUMMARY:
HI
H2
STEELSTRENGTH
4,Nsa= 22.67
22.67
BREAKOUT FOR ANCHORS NEAREST EDGE
Zcbg = 24.44
27.86
BREKOUT FOR FULL GROUP
4,VCbg= 14.67
12.62
EMBEDMENT STRENGTH - BLOWOUT:
bVsb= N/A
N/A
EMBEDMENT STRENGTH - PRYOUT
Vc = 35.38
35.38
SEIS�SINIC
GOVERNING OVnx=
14.67
11.01
GOVERNING �bVny=
IL62
9.46
METAL BUILDING LOAD REACTIONS PER MANUFACTURER
Hx Hi V
DEADLOADI D 1 0.29 11.18
COLLATERAL LOADS C 0.30 0.90 Gravity
Co[Uplift
MATERIAVEARTH I H
UVELOADI L
WIND ADJUST= 2.000
110 .5 f2= 0.20
Seismic SOs= 0.54
Redundancyp = 1.00 (Set to L0 If induded in mlr's ®lal
D== 2.5 FOR ANCHOR DESIGN
CRITICAL SERVICE LOADS
(0
Ot __CRANDALL_ENGINEERING,�...
SHEET OF_
5448 Merrill Mill Road
STEEL BUILDING FOUNDATION DESIGN J08 N0: Date: 616023
Marlposa, 95338
V6326.0
ISOLATED OR TIED PIER FOOTINGS
0.59
BUTTE COUNTY
MANUFACTURER: BUTLER
BUILDING DIVISION
BUILDING NO: 16013705
BUILDING UNE:
tltl w
\V{
AP P RO , C D
V BS
C11ENT: NNV
G
LOCATION: BUTTE CO, CA
JOB NO: 16023
E4X 0.-467- C X_-, 0:00,24 i±y 1Y.A0,°','F. 0.52
METAL BUILDING LOAD REACTIONS PER MANUFACTURER
Hx Hi V
DEADLOADI D 1 0.29 11.18
COLLATERAL LOADS C 0.30 0.90 Gravity
Co[Uplift
MATERIAVEARTH I H
UVELOADI L
WIND ADJUST= 2.000
110 .5 f2= 0.20
Seismic SOs= 0.54
Redundancyp = 1.00 (Set to L0 If induded in mlr's ®lal
D== 2.5 FOR ANCHOR DESIGN
CRITICAL SERVICE LOADS
Sa 000 ;:1000 'S r0.OD 6,cr.00.': MAX Hx
Sb 000 -,:x OOA41 27.ZO.00WA IMINHx
Sc 0.00S, -4 6.00,°r'A0. o.ao MAX V
Sd I g.,^., G=.0:00 0.00 MINV
Hx
Ht
HxdHzV
Wb
DR
0.59
0.00
0.59
2.08
Do
0.29
0.00
0.29
1.18
MAX H
Wf
-'tU000":F.`*r.0.00:f'O 0.00 '.-0:0014MINH
E4X 0.-467- C X_-, 0:00,24 i±y 1Y.A0,°','F. 0.52
W
H
0.00
0.00
0.00
0.00
L
0.00
0.00
0.00
0.00
Lr
1.20
0.00
1.20
3.61
Sa 000 ;:1000 'S r0.OD 6,cr.00.': MAX Hx
Sb 000 -,:x OOA41 27.ZO.00WA IMINHx
Sc 0.00S, -4 6.00,°r'A0. o.ao MAX V
Sd I g.,^., G=.0:00 0.00 MINV
Ea 0.40 2ri;0.00.F -i :�0 WN '�O'152:.. i
ADJUSTED x 1.00
We 0.30 :Z€ 0.'00`5'," `.:',OAA c5. X6.7"
MAX Hx
Wb
-3.99 10.X00-1ti5b:3:9917 ed=10'.40`,
..
MIN K.
We
�, � 83:99,rs`,v 0.00.W,,3:9910 W-W40•w
MAIC Ht
Wd
is",c °9:99iiL 0.00 V;k3:99i`I,`,'-JY40'5r
-
MIN Ht
We
r:;.-+,3 3:99&30 Trak 0:00 [ 3.99 R:-10."40'%
MAX H
Wf
-'tU000":F.`*r.0.00:f'O 0.00 '.-0:0014MINH
E4X 0.-467- C X_-, 0:00,24 i±y 1Y.A0,°','F. 0.52
W
"+"-L"]6.'=a: JrTi;A:00111114tL36w, 0.98
MAXV
Wh
-10.40
MINV
Ea 0.40 2ri;0.00.F -i :�0 WN '�O'152:.. i
MAX Hx
Eh
-0.40 1ra0.00:a1T.';-,0,0:401! 'h,-0152'."'
MINHx
Ec
fief'!-,6.320.000Jid'''"Ioµ0:189+.
MAX Hz
Ed
0.00 ?`.0:32`.'f: "xcv'02R 5cz
MIN Hz
Ee
0°4041r , VXV.00'"t5;i 0.40 `" 52V1
MAXH
Ef
; ,0.00 9`4AO.'60J% 0.00 t'SOX6"MINH
Eg
E4X 0.-467- C X_-, 0:00,24 i±y 1Y.A0,°','F. 0.52
MAX V
Eh
.Ya`'' h-0.40A1.O' a�Y'='�0.001rt 3,T;0'.40`± -0.52
MINV
V MIN MAX
MAX W
D .,7 69 D.H. 131 0.99 ..hMINW D .21,iZ4I3O3D11
%
MAX W/ Do '�a'.--09i:IC.i :1x:'0:00} «:zi l.'49a: 4.79 D. H.0 3 100%
MIN W/ Do tKtZ:12"u Z,CY.00*-S.S3 0.6D+H t0.6Nh 110 133%
16023
RF 114
ASD FOUNDATION DESIGN
COMPONENT
Hx
MATERIALS CONCRETE WT=
0.15
K/CF fc= 3000
' OVERBURDEN WT=
0.12
K/CF
BASIC SOIL BEARING =
1.50
KSF
ACIVESP=
0.03
K/CF
" PASSIVE SP=
0.10
K/CF
COEF FRICTION=
0.00
SLIDING RESISTANCE= 0.13 K/SF
J`TIN.IG- -'N SECTI-N
SHEET � OF_
Date: 6/30/16
JOB NO: 16023
10
LOADING COMBINATION 81
COMPONENT
Hx
W(K)
X(FT)
WX
Z(FT)
WZ
e> FOOTING
FOOTING
ENA
8.75
2.50
21.87
2.50
21.87
KFOOTING
OVERBURDEN
DIMESTAL
0.00
2.50
0.00
2.50
0.00
Dp =
PEDESTAL
FT.TANCE
0.35
2.17
0.76
2.50
0.87
FOOTING +OVER
Df =
9.10
FT.OTINGT=
22.63
2.33
22.75
F.G:
2.33
BUILDING
F.G.=
S.69
2.17
12.32
2.50
14.23
MAXIMU- .53
K
TOTAL V =
14.79
K
=
UPLIFT FOS= 1.86
TOTAL RMx= 34.95
K -FT
0.84
OK 1.62
TOTAL RMz =
36.97
K -FT
" BUILDING Hx= 1.79
KIPS
1
BUILDING Hz=
0.00
KIPS
- @ HEIGHT= 2.83
FT
.0.32
OK 7.81
@ HEIGHT=
2.83
FT
OTMx = 5.07
FT -K
1
D
OTMz =
0.00
FT -K
.
' FOOTING OVERTURN AND SOIL BEARING
0.29
OK 7.81
OK
NA
OK
11.05
SHEET � OF_
Date: 6/30/16
JOB NO: 16023
10
LOADING COMBINATION 81
Hz
Hx
LOAD COMB: D+H+Lr
ez= 0.00 FT
0.00
STRESSLEVEL= 100%
" e c= FOOTING 0/6 E OK
e> FOOTING
1.79
ENA
i
0
K
I.69
6.06
KFOOTING
A= - 25:00
DIMESTAL
7.50
Sx= 20.83
Bp =
2.00
FT.STAL
Dp =
2.33
FT.TANCE
5 =
1.00
_ F'T.OTING
81=
C
5.00
FT.TING
Df =
5.00
FT.OTINGT=
1.50
2.33
FT.�LOW
F.G:
2.33
FT.BOVE
F.G.=
0.50
FT.�UPLIFT:
OTx FOS=Mr/Mo= NA
MIN=
1.50 E -OK
MAXIMU- .53
K
0.93
TOTALRe- 10.278
K
=
UPLIFT FOS= 1.86
E OK
OK
BUTTE COUNTY
BUILDING DIVISION
AY ■ O MOVED
ex= -0.48 FT
Hz
Hx
SLIDING X:
ez= 0.00 FT
0.00
"
" e c= FOOTING 0/6 E OK
e> FOOTING
D/6
ENA
a - FOOTING D/6 E OK
e> FOOTING D/6 F NA
A= '25:00
1'=
6.06
SLIDING FOS = R/H = NA
A= - 25:00
' '1'=
7.50
Sx= 20.83
SP=
0.98
TOTAL R= 6.52
Sz= 20.83
SP=
0.00
SP= 0.93
OK
NA
OK
SP= 0.59
OK 1.89
OK
GOVERNING Mol( SP = 0.93
ALLOW =
1.50
E OK
GOVERNING MAX SP = 0.59
ALLOW =
1.50 F OK
OTx FOS =Mr/Nb= 6.89
MIN=
1.50
FOX
OTx FOS=Mr/Mo= NA
MIN=
1.50 E -OK
COMBINED SP MAX =
4.38
0.93
KSF
ALLOW = 1.50 + 0.27996
=
1.78 E OK
LATERALSTABIUTY
Hz
Hx
SLIDING X:
FRICTION =
0.00
PASSIVE SP=
1.36
SLIDING=
3.25 '
TOTAL R =
4.61 K
SLIDING FOS = R/H - 2.58
SUMMARY OF CRITICAL CASES:
SLIDING X:
FS AREA= 3.25 E
1/2 DL= 7.39
MINIMUM= 1.50 FOK
LOAD
CASE
Hz
FOS
OTx
SLIDING X:
FRICTION=
0.00
FS X AREA = 3.25
ACTIVE SP =
1.36
1/2V= 7.39 E
SLIDING=
3.25
3
TOTAL R =
4.61 K
1.50 E OK
SLIDING FOS = R/H = NA
COMBINED Hx+Hz '
0.52
OK 2.58
APPLIED HxP HZ= 1.79
NA
OK
TOTAL R= 6.52
OK
110
.._.._..__._. •.+-. - FOS= __ - . _. _3.64"_. (=OK'--'
2.05
OK
SLIDING X:
FS AREA= 3.25 E
1/2 DL= 7.39
MINIMUM= 1.50 FOK
LOAD
CASE
LOAD COMB
FOS
OTx
FOS
OTz
SP/Sp-,FOS
SP
SLIDE X
FOS
SLIDE Z
FOS
SLIDE XZ
3
0+H+Lr
6.89
OK
NA
OK
0.52
OK 2.58
OK
NA
OK
3.64
OK
110
0.60+H+0.6Wb
2.05
OK
NA
OK
0.34
OK 1.89
OK
NA
OK
2.68
OK
3
D+H+Lr
7.82
OK
NA
OK
0.47
OK 3.09
OK
NA
OK
4.38
OK
110
0.6D+H+0.6Wb
1.69
OK
NA
OK
0.84
OK 1.62
OK
NA
OK
2.29
OK
1
D
16.23
OK
NA
OK
.0.32
OK 7.81
OK
NA
OK
11.05
OK
1
D
33.60
OK
NA
OK
0.29
OK 7.81
OK
NA
OK
11.05
OK
1
10
30.65
OK
NA
OK
0.27
OK 15.90
OK
NA
OK
22.48
OK
1
D
30.65
OK
NA
OK
0.27
OK 15.90
OK
NA
OK
22.48
OK
3
D+H+Lr
6.89
OK
NA
OK
0.52
OK 2.58
OK
NAK
3.64
OK
110
0.6D+H+0.6Wb
2.05
OK
NA
OK
0.34
OK 1.89.
OK
NA
OK
2.68
3
O+H+Lr
7.82
OK
NA
OK
0.
OK 3.09
OK
NA
OK
4.38
110
0.60+H+0.6Wb
1.69
OK
NA
OK
.84
OK - 1.6
OK
OK
2.29
OK
OK
OK
RF
f -LAPD ANCHORAGE DESIGN
SHEET ,� OF_
.Date: 6/30/16
lOB N0: 16023
f t.
-
y
�
-
f
,
. .
_
D
MMINW
v�.:Z 83iiks Y x2.91,1'.
.LID65zk'_'M1w
,1.QD~-•
:,.:0:41: fi•
O.Oo '�AI�'0:41ra d .' ].65,:rx?;
14D' •+ 1
�"
-
y
�
f
♦i".
d' .. VMINMAX-
�';
MAX
W.D - r'tl•2.OSn•y`. ?"000' }''q 2 05. 8.76-- L2D. 1.6Lr+1.6H+0.5W 18 .
n
s MINW D e •8.53 - 0,9D+LOWh�1.6H"
., •. -,
MAX W/ Do. `R CxL69T' 0.00'w ;�TL69»%3 7.68 J.2D+ 1.6Lr+ 1-6 H+ O.SW 18 Y
.•.MINW Do. ,�'.3h38T�x 5$.;O:OG,�2 I w.ac.3.73x'i"� 1 -9.34
• "ANCHOR BOLT DESIGN-AC1318-05. APPENDIX
fc= - 3000 PSISDC"C'OR ABOVE Y-a'�•\
,58000 PSI (A-307 BOLTS), SEISMIC RED = 0:75'
r+ i ai;L.Cs`r,DIAMEFER Or75 AINCRES "ij'°+,•�' BOLT HEAD�T'PE„u "4'Sl- "�"".,�"'�b BOLT HEAD TYPES r
h+a <3,'A far ... +�a lfi'<S' �c Et"T rl .
'�i3y�OSSArRA�..4,2 IN•,a * ryxi�i 'l,a *r "x x (. ,0 NONE L -BOLT ..
,yfK t:w
'^ i f1 ;+ - VY y,•:,',. .y '& ... 0.N:i_ .yA_Ni "r$..FECi1Lt`..`«" ' '4+.�' IN- _ 1 SQUARE HEA
DMV 033
G 2 HEAVY SQUARE
�W 3 HIXHEAD
O
f
B -oast= '2 c.- tr 01NS.OF'Tir'i«-'Y2 rw",a..- BOLTS ,1 4. , �(, :t TAL 4 HEAVY HEX . .
INCHnCONC DEPTH I�°.ki y'yF Re 6IX
�' a 'INCHES P
} w .. �+ EL1G'',�Ot„I.-6�g c. rr^ 9.4�•,: �t;,at t"' v • 3 # : •'
RAGE-.5��3�
•, � �, r--. � �t�� w as� ls� �� ��� �"` P`rF`crl����
' .� � �$y� ,� -Ksc t���+t'•;•4''�:.: '�'�t ;N���?��� 4,..;sa: °^v.g ty�.r�.' c ,1 ':: 3 ` J
r d"`t.,d? S. ,�s 14;y •, y y� . 1.
..y* i 4 r FS p4LiORERREQINFFORCI GME�BOL OMUCTUR�„:a..d
t
_.3Y Yit ��7 ice,. ( �•,�,) ,y g ..s" �«. 4 .�� ..
w -x
EAR•ANGLE Isa 'r�>r0?. �INCHESs#'"-,R^ tsa -,0 -tsv INCHES,
• w. : x- s G "°T �'A ��`CAN' ,+p, . 'iz,.l 5.,'r'�,t.�c....ct• _ +.: _ _
w . •, i SHEAR ANGLE AREA:. - 0 SQ. IN. CONCRETE Hsa = , - 0.00 K -.......--.........- ._ _ _. -
.. .. ..
• . . ' - STEELHsa= - 0.00 K Ce3 G ' Get
�+ .FACTORED FORCES TO A.B. SHEAR
LOAD CASE - Hx HX-Hsa H3 Hx4Hc VERT bYI -
*rr 11.2D+1.6Lr+1.6H+0.5Wa 1 2.78 2.78 0.00 2.78 8.66 .I
.� 2 0.9D+1.OW6+1.6H - -3.46 -3.46 0.00 3.46 - -8.53 `.
31.2D+1.6Lr+1.6H+O.SWa - 2.42 2.42' "0.00 2.42 - "7.58 ti "
«4 0.9D + 1.OWb + 1.6H - •3.73 -3.73 - 0.00 3.73 -9.34 i • I r'1 ',Y
5 1AD - 0.93 0.83 .0.00 0.83 2.93 Y 's, 0
61.4D 0.83 0.83 0.00 0.83 2.91. .'.1 a Hz '
7 1AD 0.41 0.41. 0.00 0.41. 1.65f ~ O ' O • i
8 1.4D y. 0.41 - 0.41. - -0.00 0.41 1.65 -
9 0.9D+1.OWb+1.6H - -3.46 0.83 0.00. 0.83 -8.53-
c I
>� 30 1.2D+1.6Sa+1.6H+O5W - 0.33 0.83 0.00 11 0.83 � 2.99
11 091)+1.OWb+1.61-1 -3.73 0.41 O.00 0.41' . -9.34 Hx
12 1.2D+f1L+1.6H+ 3.0 Eb+0.2f2Sa -0.05'- :0.41 0.00. 0,41 r 0,90 -
-13 1.2D+3.6Lr+3.6H+0.5W 2.05 -3.46 : 0.00. 3.46 8.76 ,r '
0.9D.+.1.OWb.�1.6H.___. -3.46 __0.33 _ _0.00 _ ..0.33-r -:8.53 �� _ ,-.r_ _ _-_,_, .�_ ,r._.,,_..�. ,•_
M 15 11D+1.6Lr+1.6H+O.SW 1.69 -+-3.73 - 0.00 r 3.73
1610.91) • -0.05 0.00- 0.05 -9.34
... ,:
a
a. 1) STEEL STRENGTH(4,Nn)' _ '=0.75
•'-'A) ,TENSION ON BOLT I 4)Nsa 43587 ib = ,43.59 K . • ' e
i 2) CONCRETE BREAKOUT c+:} - ••
.�_ '0.70 - EDGE ADJUSTED hei 10.00 IN
1.5 Xhef= '15 IN
BLOCK B= 35 IN SQ.BLOCK
IN. '34 IN `,BL�Is F'a COUNTY
r - M.= 1190 54. IN. !1 6�anl (W; U '♦ T .,
•�'q _ 900 S4, IN.
Aa -rvANw BUILDING. DIVISION,
WecN - 1.00 - CONCENTRIC CONNECTION
Wed N: o,min= 15 IN _: 15%hef '15-•!- IN
v 1.00
Wc,N- 1.00 Wed,N= CONCRETE LIKELY TO CRACK .. 1 , { APPROVE®` L`
Wcp,N : 1.00 CAST IN PLACE ANCHORS r• M y y
„s t Nb=41569 Ib - kc 24 •FORCIP _
•.. ,+ j S ys,. '� ONcbg= 28856 :.Ib = 28.86 K_
3) CONCRETE PULLOUT �'-. '0.70 .. ..
.,t. Wc,P=_- .1.00. ,CONCRETE LIKELY TO CRACK
F v - Np: eh= 3.000
�„ ..
FOR L -BOLTS Np 6075.00
FOR HEADED BOLTS Np = 21864.OD -
• 4Npn a 45914 Ib ' `45.91 K ,16D23
.+, _ ,•��- + t � * i - w RF 1503/4
41 CONCRETE SIDE -FACE BLOWOUT
FOR L-BOLTS¢Nsb= N/A
HOR HEADED BOLTS: 0.4 hef = 4.00 IN
m,min= 14 IN
mNsb= N/A
B) SHEAR ON BOLT GROUP
1) STEELSHEAR dt= 0.65
(fNsa= 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
HI DIRECTION
STEEL STRENGTH
c„= 15.00
43.59
AK r_n AVw
1.5 X S, = 27.00
Wed,V = 1.00
GOVERNS: 15.00
As,=
1269.00
SQ. IN.
A-=
1458.00
SM IN.
.
A, <= n AV-
45.91
Wed,V =
0.87
H1 SINGLE ANCHOR SHEAR STRENGTH
18.00
le=
6.00
IN
Vb=
38434
Ib = 38.43 K
Am= 1800.00 . S4 IN.
4,Vcbg=
25.37 K
28.86 2L64
GROUP 4Vcbg=
38.05 K
3) BREAKOUT FOR ANCHOR GROUP
SEISMLG' '
/e= 6.00 IN
HI DIRECTION
Vb= 45014 Ib
c'„= 23.00
GROUP4,Vcbg= 19.72 K
2L24
c„ = 15.00
1.5Xc'„= 34.50
GOVERNING oVny-
GOVERNS: 15.00
A. =
1253.50
SO. IN.
Am=
2380.50
SQ, IN.
A<, r_ n AV.
L450K."
Wed,V =
0.83
HI SINGLE ANCHOR SHEAR
STRENGTH
le=
6.00
IN
Vb=
55514
Ib = 55.51 K
•
GROUP OVcbg=
21.24 K
4) BLOWOUT FOR ANCHOR GROUP
- FOR L-BOLTSoNsb=
-N/A
HOR HEADED BOLTS:
0.4 hef = 4.00 IN
m,min= 15 IN
4,Nsb= N/A
5) PRYOUT STRENGTH FOR GROUP
0.70
kcp =
2.00
Ncbg =
41223
LB SEE TENSION ABOVE
mVcpg=
57712 Ib = 57.71 K
SNEET 24 OF_
Date: 6/30/16
108 NO: 16023
4, = 0.70
H2 DIRECTION c„=
18.00
1.5Xc„=
22.50
GOVERNS:
18.00
An= 1127.50 SO. IN.
STEEL STRENGTH
Am = 1458.00 SO, IN.
43.59
AK r_n AVw
�Nsa= 22.67
Wed,V = 1.00
H2 SINGLE ANCHOR SHEAR STRENGTH
4,Ncbg =
le= 6.00 IN
BREAKOUT FOR ANCHORS NEAREST EDGE
Vb= 29238 Ib
29.24 K
4,Vcbg= 19.78 K
EMBEOMENTSTRENGTH -PULLOUT:
GROUP 4,Vcbg = 59.35 K
45.91
H2 DIRECTION „=
20.00
G, =
18.00
l.s x c;, =
30.00
GOVERNS:
18.00
AK= 1060.00 SQ, IN.
N/A
Am= 1800.00 . S4 IN.
AK r_ n Avco OK:-,
28.86 2L64
Wed,V = 0.85
4)Vcpg = 57.71
H2 SINGLE ANCHOR SHEAR STRENGTH
SEISMLG' '
/e= 6.00 IN
Vb= 45014 Ib
45.01 K
GROUP4,Vcbg= 19.72 K
2L24
BUTTE COUNTY
BUILDING DIVISION
APPROVED
TENSIONSUMMARY:
SHEARSUMMARY:
HI
H2
STEEL STRENGTH
ONsa =
43.59
STEEL STRENGTH
�Nsa= 22.67
22.67
EMBEDMENT STRENGTH - BREAKOUT:
4,Ncbg =
28.86
BREAKOUT FOR ANCHORS NEAREST EDGE
4,Vcbg = 38.05
59.35
EMBEOMENTSTRENGTH -PULLOUT:
�Npn=
45.91
BREKOUT FOR FULL GROUP
4,Vcbg- 21.24
19.72
EMBEDMENT STRENGTH -BLOWOUT:
Nsb=
N A SEISMIC: ;,
EMBEDMENT STRENGTH - BLOWOUT:
mVsb= N/A
N/A
GOVERNING ONn=
28.86 2L64
EMBEDMENT STRENGTH - PRYOUT
4)Vcpg = 57.71
57.71
SEISMLG' '
GOVERNING oVnx=
2L24
15.93
SEISS IC'A
GOVERNING oVny-
19.72
14.79
C) INTERACTION 0.24,Nn- 5.77 4.33
0.2,tVnx- 4.25 3.19
0.24,Vny=--3:94-
�I/
surcER Date: 6/20/2016
ut�
6er Manuraa[unng 16-013705-01 Reaction Report Time: 05:30 PM
Page: 7 of 12
Wall: 4, Frame at: 30/0/0
Frame ID:Thaw Equipment Cover Clearspan #1 Frame Type:Rigid Frame
Vy Vy
BUTTE COUNTY
Hx BUILDING DIVISION
APPROVED
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reactions - Unfactared r.nad TvnP nt Frnmp (ince Rprtinn• 2
Type Exterior Column
Exterior Column
X -Loc
Grid -Grid2 22-B
2 -A -A
Base Plate W x L (in.) 8- 3
--87 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 Typel Type
Load Description
Desc. Hx
Hz
Vy
Hx
Hz
I V
D
Material Dead Weight
Frm 0.48
1.80
-0.48
1.90
CG
Collateral Load for Gravity Cases
Frm 0.55
1.81
-0.55
1.76
L>
Live- Notional Right
Frm 2.19
7.25
-2.19
7.03
<L
Live -Notional Left
Frm 2.19
7.25
-2.19
7.03
Wl>
Wind Load, Case 1, Right
Frm -3.64
-15.83
6.46
-17.93
<W1
Wind Load, Case 1, Left
Frm -2.69
-11.70
4.77
-13.25
W2>
Wind Load, Case 2, Right
Frm -0.44
-1.92
0.78
-2.18
<W2
Wind Load, Case 2, Left
Frm 0.51
2.21
-0.90
2.50
WPL
Wind Load, 11 Ridge, Left
Frm
'70
.
n
WPR
Wind Load, ]I Ridge, Right
Frm -
_
.
6.
- .
MW
Minimum Wind Load
Frin -
-
-
-
MW
Minimum Wind Load
Frm 2.88
2.33
6.32
-2.33
MW
Minimum Wind Load
_Frm _
MW
Minimum Wind Load'
Frm -6.16
-1.90
-2.25
1.90
Cu
Collateral Load for Wind Cases
Frm -
-
L
Roof Live Load
Frm 2-1-9
F>
Seismic Load, Right
Frm -0.77
-0.65
-0.61+�-7
53
EG+
Vertical Seismic Effect, Additive
Frm 0.15
0.49
-0.15
0.47
<E
Seismic Load, Left
Frm 0.77
-
0.65
0.61
-0.53
EG-
Vertical Seismic Effect, Subtractive
Frm ,0.15
-0.49
0.15
-0.47
WBl>
Wind Brace Reaction, Case 1, Right
Brc 0.09
-0.24
-0.18
-0.09
-5.30
-3.48
<WB 1
Wind Brace Reaction, Case 1, Left
Brc -0.04
0.24
0.21
0.04
-
3.46
WB2>
Wind Brace Reaction, Case 2, Right
Brc
-0
.
<WB2
Wind Brace Reaction, Case 2, Left
Brc -0.04
0.26
0.23
0-4,61
-5.38
WB3>
Wind Brace Reaction, Case 3, Right
Brc
-0.09
-3.65
<WB3
Wind Brace Reaction, Case 3, Left
Brc
0.04
-
3.63
WB4>
Wind Brace Reaction, Case 4, Right
Brc O.
-0.09
-5.39
-3.66
<WB4
Wind Brace Reaction, Case 4, Left
Brc
.19
0.04
-
3.64
MWB
Minimum Wind Bracing Reaction
Brc
-0.09
-5.21
-3.42
MWB
Minimum Wind Bracing Reaction
Brc -
-
-
-
-
MWB
Minimum Wind Bracing Reaction
Brc -0.05
-0.22
0.20
0.05
-
3.40
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
BUTLER Date: 6/20/2016
But ler ManuTaeturing 16-013705-01 Reaction Report Time: 05:30 PM
Page: 8 of 12
MWB Minimum Wind Bracing Reaction Brc
EB> Seismic Brace Reaction, Right Brc 0.07 -0.18 0.14 -0.07 -4.14 -2.82
<EB Seismic Brace Reaction, Left Brc -0.03 0.20 0.17 0.03 2.80
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions are based on 1 st order structural analysis.
Annronriate Load Factnrs must he annhed fnr desipn of fnundstinns
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
I D + CG + L> 3.22
10.86
(-Hx)
Case
(Hx)
Case
(-Hz)
Case
(Hz)
Case
(- y)
Case
(Vy)
Case
(-Mzz)
Case
(Mzz)
Case
38 D + CU +WPR + WB 1 > -1.85 -0.14
-8.53
k
-3.18
k
k
-8.53
k
-3.18
k
k
3.65
in -k
-3.76
in4c
0/0/0
2-B
3.70
12
3.22
1
0.16
65
0.18
75
8.53
38
10.86
1
40/0/0
2-A
3.22
1
3.79
10
3.76
65
-
11.76
44
10.70
1
Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 2
Nnte• All reactinns are hated nn 1 qt nrder ctnlrhlral analveic
X -Loc 0/0/0
40/0/0
Factor
Gridl -Grid2 2-B
2-A
1
Ld Description Hx Hz
Vy
Hx
Hz
V
System
Cs (application factor not shown k k
k
k
(k)
(k
1.000
I D + CG + L> 3.22
10.86
-3.22
System Derived
10.70
0.6D+0.6CU+0.6WPR +0.6WBI>
10 MW - Wall: 2 1.73
1.40
3.79
1.000
-1.40
D + CU + WPR + WB2>
12 MW - Wall: 4 -3.70
-1.14
-1.35
1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB>
1.14
75
38 D + CU +WPR + WB 1 > -1.85 -0.14
-8.53
3.53
-3.18
-11.70
44 D + CU + WPR + WB2> -1.84 -0.14
-8.53
3.53
-3.18
-11.76
65 D + CG + E> + EG+ + EB> 0.98 -0.16
3.65
-1.36
-3.76
1.57
75 D + CG + F> + EG+ + <EB 0.89 0.18
3.93
-1.26
6.68
ACn 1-1 r-hinohnnc _ Fromm.
No.
Origin
Factor
Application
Description
1
System
1.000
I.0D+I.0CG+1.0L>
D+CG+L>
10
System
1.000
0.6 MW
MW - Wall: 2-
12
System
1.000
0.6 MW
MW - Wall: 4
38
System Derived
1.000
0.6D+0.6CU+0.6WPR +0.6WBI>
+CU+WPR+WBI>
44
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2>
D + CU + WPR + WB2>
65
System Derived
1.000
1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB>
D + CG + E> + EG+ + EB>
75
System Derived
1.000
1.0 D + I.0 CG + 0.273 F> + 0.7 EG++ 0.91 <EB
+ CG + Fj + EG++ <EB
X -Loc
Grid
Description
0/0/0
40/0/0
B-2
A-2
Portal Brace is attached to column. Reactions ARE included with frame reactions.
Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions.
u
BUT -TE COU
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
. ..... ENGINEERING......_...
SHEET IW OF_
5448 Merrill Mill Road
1602316023 Date: 48
STEEL BUILDING FOUNDATION DESIGN 100 NO:
Mariposa, 95338
ISOLATED OR TIED PIER FOOTINGS v13.6.0
0.48
BUTTE COUNTY
MANUFACTURER:
-1L76
BUILDING NO: 16-013705
16.013BUTLERBUILDING
DIVISION
BUILDING LINE: 2B
CR
HENT: NUBS
OV
APPRE D
APPROVED
LOCATION: BUTTE CO, CA
JOB NO: 16023
1 0.00 1
METAL BUILCING LOAD REACTIONS PER MANUFACTURER
WIND LOADS
W,
Hx
Ht V
DEAD LOAD
D
0.48
1.80
G^,4 4OJXtLi , 0.26n:-0!26 X tiA.20.`23' K
-1L76
W3 -0.64
-1.92
COLLATERAL LOADS
CR
1 0.55 1
1 1.81 lGravity
W6 •6.16
Co
1 0.00 1
1 0.00 juplift
MATERtWEARTHI
H
W9 -0.04 0.26
0.23
W10 -0.05 -0.22 1
-0.20
W31
0.6D+H+0.6M
UVELOADI
l
W13
WIND LOADS
W,
-3.64
fl=
-15.83
f2= 0.20
W2
•2.69
G^,4 4OJXtLi , 0.26n:-0!26 X tiA.20.`23' K
-1L76
W3 -0.64
-1.92
W4 0.51
2.21
WS 2.88
2.33
W6 •6.16
•190
W7 0.09 -0.24
-0.18
WB -0.04 0.24
0.21
W9 -0.04 0.26
0.23
W10 -0.05 -0.22 1
-0.20
W31
0.6D+H+0.6M
Wu
133M
W13
W14
SEISMIC LOADS
WIND ADJUST=
1.000
Wa 2.88 VO:OD`+2'f' 2188 E 4A�2!33::.1
fl=
0.5
f2= 0.20
Seismic SOs=
0.54
G^,4 4OJXtLi , 0.26n:-0!26 X tiA.20.`23' K
Redundancy p=
1.00
(Set to 1.01f Included In mfr's®Ics(
D,=
2.5
FOR ANCHOR DESIGN
CRITICAL SERVICE LOADS
Wf
,::"10.00:= X.:O:OOy;t 0.00,O.00 -.x.:
a
P.
1 Ht Hx-3Xa V
WIND ADJUST=
1.000
Wa 2.88 VO:OD`+2'f' 2188 E 4A�2!33::.1
fl=
0.5
f2= 0.20
Seismic SOs=
0.54
G^,4 4OJXtLi , 0.26n:-0!26 X tiA.20.`23' K
Redundancy p=
1.00
(Set to 1.01f Included In mfr's®Ics(
D,=
2.5
FOR ANCHOR DESIGN
CRITICAL SERVICE LOADS
Wf
,::"10.00:= X.:O:OOy;t 0.00,O.00 -.x.:
a
P.
1 Ht Hx-3Xa V
DR
1.03
0.00 L03 3.61
Do
0.48
0.00 0.48 1.80
N I 0.00 1 0.00 1 0.00 0.00
L I O.w 0.00 1 0.00 1 0.00
U 1 2.19 1 0.00 1 2.19 1 7.25
Sa 0.00 r=+ O Wx ,:?!000 A '^ 0:00`.?.; MAX Ha
Sb 0.00 ,'f4c0004* t'iMIN Ha
Sc 4-1,70:00`:4,1 ',-..`-'0:00" °Z' 'FO:00N, 1 0.00MAX V
Sd-='0,00i%%�;a .i+L0:00., 71.0'.00'<: 0.00 MINV
E. 0.92 :O:OOS> �, r,�±.0:92R`.`. '41`14M
ADJUSTED x L00
Wa 2.88 VO:OD`+2'f' 2188 E 4A�2!33::.1
MAXHx
Wb
•6.16 1710:00VO V -t -90t
MINH.
We
G^,4 4OJXtLi , 0.26n:-0!26 X tiA.20.`23' K
MAX Ht
Wd
, .24 �CPA$26'F`fi `,w&' -0:1B:µ'!°.
r;„lli a6:094'1f �-0
MIN Ht
We
_`!-`.'.;";6!16`4 =�5 S:: -0.00V:, 6.16 I
MAX H
Wf
,::"10.00:= X.:O:OOy;t 0.00,O.00 -.x.:
a
MINH
MAX V
'µ' %2':BB;+t4` iff;..0.00'S=:E2tBBf.'."' 2.33
MAX V
Wh
o 364 7B rc' oOOf ;±Tt-t..B5tt,, •15.83
MINV
E. 0.92 :O:OOS> �, r,�±.0:92R`.`. '41`14M
MAX Hx
Eb
-0.92 "7.A:ODif7': 1170:92.% Ztt14''i -
MINH.
Ec
:,x'-40.03`G&R 0.20 40:20w."r,t,-4Or17:A
MAX Ht
Ed
V4A0..WP70 -0.18 4A 019A'
MIN H2
Ee.`,440.061?!
0.92 +14' 1514!:?
MAX H
Ef
k=Ob7,".0 ;.z-016^SA 0.19 �r-0!144,
MINH
E
1;:40:92Wir 9 ""0:00,s,:Y 4an 6:920'' L14
MAX V
Eh
Ei^'O.669N, N;0 92 t'S •1.14
MIN V
V MIN MAX
MAX W D
^=`e'r3 22w'. : i40:00`r`^. iJw 3:22'+` x.'1096
FIE0.6D+H+0.6%%
D+ H + Lr
3
100%
MINW
_"+...,.-`LSZ:r:F ;0:00 .X: .=1:57t.R.?
•7.33
1 116
133%
MAXW Do::Yt2i67B."U:00;!;',=x;67.`-'':`
9.05
D+H+Lr
3
100K
MINW Do
'x.=L90 %"x 0:00+'' r, t•L90>T'l
-8.42
0.6D+H+0.6M
116
133M
ASD FOUNDATION DESIGN
COMPONENT
FOS
OTx
MATERIALS CONCRETE WT=
0.15
K/CF
OVERBURDEN WT=
0.12
K/CF
BASIC SOIL BEARING =
1.50
KSF
.. ACTIVE SP =
0.03
K/CF
PASSIVE SP =
0.10
K/CF
fc= 3000
- N>�
FR,
u
6 DG^t Dr '
SHEET �l OF_
Date: 6/29/16
100 NO: 16023
LOADING COMBINATION#1
COMPONENT
FOS
OTx
W (K)
X (FT)
WX=3.000.00
ex= -0.55 FT
Hx= 3.97 K
FOOTING 10.80 3.00 32.40
ez= 0.00 Fr
Hz= 0.00 K
OVERBURDEN
e <= FOOTING D/6 F OK
0.00
3.00
0.00PEDESTAL
e > FOOTING D/6 F NA
• -A= '36.00
0.70 3.00 2.10FOOTING+OVER
2.00 ,FT� ._..r•r''
11.50 34.50BUILDING
PEDESTAL Dp=
10.10 3.00 30.25
5x= 36.00
TOTAL RMx= 64.75
- BUILDING Hx= 3.97
@HEIGHT= 3.00
OTmX= 11.91
K -FT
KIPS
FT
FT-K
TOTAL V =
21.60 K
TOTAL RMz =
BUILDING Hz=
@HEIGHT=
OTMz=
64.79
0.00
3.00_
0.00
K -FT
KIPS
FT
FT -K
SHEET �l OF_
Date: 6/29/16
100 NO: 16023
LOADING COMBINATION#1
-
FOS
OTx
LOAD COMB: D + H + 0.75(0.6Wa)+0.75L+0.751r
STRESSLEVEL= 133%
ex= -0.55 FT
Hx= 3.97 K
ez= 0.00 Fr
Hz= 0.00 K
•V
e <= FOOTING D/6 F OK
'
D/6 - F NA
�E s`�j"�
FOOTING DIMENS N
e > FOOTING D/6 F NA
• -A= '36.00
PEDESTAL Bp=
2.00 ,FT� ._..r•r''
._ ... -A_ ._.36:00
PEDESTAL Dp=
2.33 FT.
5x= 36.00
' DISTANCES=
1.83 FT.
/
FOOTING Bf=
6.00 ! FT. � J
SP= 0.93
FOOTING Of =
6.001 F r
SP= 0.60
FOOTINGT=
2.00 FT. E
e 1
DEPTH BELOW F.G a 2.00 FT.
HEIGHT A80VE F.G.= 1.00
uvuFr:
MAXIMUM UP=Vmin= -8.42 K
TOTAL Rd - 13.300 K
UPLIFT FOS = 1.58 F OK
BUTTE COUNTY
BUILDING DIVISION
APPROVED
FOOTING OVERTURN AND SOIL BEARING
-
FOS
OTx
FOS
OT.
ex= -0.55 FT
FOS
SUDEX
ez= 0.00 Fr
FOS
SUDEXZ
e <= FOOTING D/6 F OK
e > FOOTING
D/6 - F NA
a <= FOOTING D/6 F OK
e > FOOTING D/6 F NA
• -A= '36.00
'1'=
..7.34 -
._ ... -A_ ._.36:00
1'=
9.00 _
5x= 36.00
SP=
0.98
Sz= 36.00
SP=
0.00
SP= 0.93
TOTAL R = 6.28 K
0.27
SP= 0.60
TOTAL R = 6.28 K
-
GOVERNINGM X SP = 0.93
ALLOW =
2.00 F OK
GOVERNING MV SP = 0.60
ALLOW =
2.00 F OK
OTx F05=Mr/Mo= 5.44
MIN=
1.50 FOK
OTx FOS = Mr/Mo = NA
MIN=
1.50 FOK
COMBINED SP MU
APPLIED Hx6 HZ=
0.93 KSF
ALLOW = 2.00 a 0.24
110
2.24 F OK
LATERAL STABILITY
-
FOS
OTx
FOS
OT.
Hx
FOS
SUDEX
Hz
FOS
SUDEXZ
FRICTION= 0.00
SLIDING X:
5.44
FRICTION= 0.00
SLIDING X:
OK
PASSIVE SP= 1.60
FS X AREA= 4.68
OK
ACTIVE SP= ' 1.60
FS AREA=
4.68 F
SLIDING= 4.68
1/2V= 10.80 F
0.61)+H+0.6Wb
SLIDING= 4.68
1/2 DL=
10.80
TOTAL R = 6.28 K
0.27
OK 2.04
TOTAL R = 6.28 K
NA
OK
SLIDING FOS= R/H=1.58
1.50 -FOK
SLIDING FOS = R/H= NA
MINIMUM=
1.50 FOK
OK
COMBINED Hx+ Hz
OK
0.37
OK 1.84
OK
-
APPLIED Hx6 HZ=
3.97
OK
110
0.61) + H + 0.6Wb
'
TOTAL R-=
8.88
OK
0.27
OK 1.84
OK
FOS -
2.24 F OK
2.60
OK
127
SUMMARY OF CRITICAL CASES:
14.42
OK
77.76
OK
0.24
LOAD
CASE
LOAD COMB
FOS
OTx
FOS
OT.
SP/SPAua.
SP
FOS
SUDEX
FOS
SUDEZ
FOS
SUDEXZ
29
0+H+0.750.6Wa+0.75L+0.75 Lr
5.44
OK
NA
OK
0.42
OK 1.58
OK
NA
OK
2.24
OK
110
0.61)+H+0.6Wb
4.07
OK
NA
OK
0.27
OK 2.04
OK
NA
OK
2.88
OK
29
D+H+0.750.6Wa +0.75L+0.75 Lr
5.78
OK
NA
OK
0.37
OK 1.84
OK
NA
OK
2.60
OK
110
0.61) + H + 0.6Wb
3.36
OK
NA
OK
0.27
OK 1.84
OK
NA
OK
2.60
OK
127
1.0+0.1450SD+H+0.7a Ec
14.42
OK
77.76
OK
0.24
OK 5.82
OK
31.38
OK
8.10
OK
128
1.0+0.145DSD+ H+ 0.7Tb Ed
24.32
OK
NA
OK
0.22
OK 5.33
OK
34.87
OK
7.45
OK
1271.0+0.145DSD+H+0.7Tb
Ec
27.97
OK
68.03
OK
0.19
OK 12.91
OK
31.38
OK
16.88
OK
128
1.0+0.145DSD+H+0.71j Ed
22.67
OK
NA
OK
0.19
OK 10.70
OK
34.87
OK
14.47
OK
3
D+H+Lr6.94
OK
NA
OK
0.51
OK 1.83
OK
NA
OK
2.58
OK
116
0.6D+H+0.6Wh
2.67
OK
NA
OK
0.11
OK 2.35
OK
NA
053.32
OK
3
D+H+Lr
7.69
OK
NA
OK
0.46
OK 2.20
OK
NA
OK
3.11
OK
116
0.6D+H+0.6Wh
1.63
OK
NA
OX
0.13
OK 1.65
OK
NA
OK
2.34
OK
` ✓ '�// 16013 0. LSO
. i3a n�•n n =>n•>n •n
( ' 8y3HS
Eel �'•' `X 000. r =esH 1331S
.......... .:....... ...... ,X: ..00'0' =esH 3.383NOJ .. .. :141 .OS,, .0, .
X3H Mv3H b
Ov3H X3H E . .
3VVn`DS AAv3H Z -
OV3H 38vf105 T. -
1108-1 3N0N
- S3d)LLT H1108
+A }MOBv 80 J„ JOS
03,A'OHd'dV,,Wfl
M91-W0I 060 .�S;SSTZ8ZLSL
WISING
OKIlIneM92T
EI H9'I HM0'S06'0BS ZT
ZT eM5'O+H9'T +l9[+OZ't OTCT
yN,nO�O•11
-
. J.. E6 -.. eSUZ'O+q3 'T +H9'T+1TJ+OZ'L ,.�•ZOT�'"'L% D£'0 ..`s.'000 .t�M�•7.DE'Ox
'SZT 1191+gMOT+06'0 %a ;EBZ O,M„•'; EL'S
EET -. H9'T+g3 0'T +O6'0 'i?7TT7_-X-4 TWO : n`000s",; St's MQT,�
eMS'O+H9'T+19T+OZ•I•81'9 B+ZZ O&,"9
` .j •, EDT'SZ'O+1TJ+P3UO SOSKT
+Z'Oj;;,; 00 ZI^ „$:._;L6;O,x,,`.e, SD 0• .I, OB:O::,v
ZDT _ eSZ'O+ITJ+a3U-o(Sasz'O+Z't) 09'0
'+ EDT esZ'O+ITJ+P3U+0 SOSL'O+ZT!?(E1ti:,f„4'?3?:65T�; "SDO• j:�ZSTK".,yx
• :, y, ..: ZDT 1 eSZ'0+1.11+13 U+0 S09Z'O+ZT `,'�j'rST 5551o,
,: LFT, ;'„a 0,0/ts;LZ:T'.� ,
4•+.-
4• SZT H9'T+gMO'T+O6'0- - 'A:w8Z 01,•>j3 Ckj�ECSR,'s, ?0008,' EL'S•
ZI eMs'O+H9T+r19'T+OZ'I r"/m56 DT 's i,;,�is ST k+ C,000>,y'�. ZS'S
' t SZT H9'T +gMOT+06'0 SET tR�QG,EZ 4� Fe� 000' EL'S•
"EZ09I :ON go, ZL - eMS00+1191++19T+OZ•T4yg8Li9P,r. "°•.,00.0',1•”- 1 e1'9
91/6Z/9':M(l - d31 .. 3S1O 0101 •: ?y?:'ry' APG. 1"b?AI(-101':: v.. ;`8« -'?H .psi M
. 30, 133H5 - - SHON
I13517 uy07 I .�
'9•y OL S3Jno103HO1J1l� ;
:v38v319NVHV3HS•
_1+
sy r =
ISd 000E =1J
XION3ddtl SO-STETJv • N91S301106 n0 N1 RJ
_ m .
-30 MNIW { -
30 MX1W
0 MNIW
O Mxvw
XVW NIWA
30 MNIW
30 MXVW
—70—FM NIW - ` -r �'•'
R
0 MIMW J
XVW NIWDIEM
30 MNIW +
30 MX1W
0 MNIW
0 MX1W
XVW NIWM _
30 MNIW
30 MX1W
O MNIW °•t
0 MX1W
XV W /NIW -H
01SM801018111g11187
NDIS30 39v80H0N10381
WE osl All
•�
,X`,
•
~
EZ091
s
r
'� ^+•'
j r. TBSb _ ql -
bL65D.
_udggt ..
�'
- _.'� ti
00't,98TZ = dN 51106 030tl3H 801
.�
T..
rr,3'.',+.. •,.-'
-:'00'SL09 =dN S11011-1 1101
.. t-
- i • y'- -,- 0001 = 4a
dN. l w- - ..
XJVBJ: Ol Al3XIl 3.38JNOJ
001
_
1f10llf1d 313113NO5 IE
Y•
'_*'•
,
y ' X 69LT ql
Z69LT.
=8113140 -
"
Y... ,_
y
,L. •s. kxy
' dD 9Od
DZ -3i
Cil
ZBDLE
=qN -
* "
i
S80H3Nv 30,V1d NI LSVJ
001
: N'dldl -
'
XJv8701A13)in 313NJNOJ
00'T
•
_
.:
.. 68'0 = N'Padl
..
..
. •
..
r ,-� . -. r.. NI.
ST„ =. 3a4X ST :. NI S'6 •=ulw'n_
..
.. :WPM
-.
: y
i if
_ , NOIIJ3NNM:)I81N3JNOJ
00'5
=N'33m, . 1 7 r`•�' t ..
r
'NI'M -DBL
•
�' t
Ni, EE=OXJ016 NI .,
DZ
'
=B XJOl6
NI 'EE'6
.. i NI
=1-4031SOfOv 3903, OL'O
VT
=1a4X S•T Y.'•,C
inOXv3N9 3138314OJ(Z
•,�
- . " ,.
K- ::
p v )11 6S'Et, ? ql
L85Et,
- = espy U109 NO NOISN31 Iv' ^
.- t - ...
•,y
;,Sl .0 ..
(4N4') H1JN3tl1S 13315(T..
•
TZ'bT •
DE•0 00'0 b£'O- .TZ'E•H9'T
+4M0'T+06'0
9T }
E6'DT -
_' EL'S e _ 000 'BELS ZS'S
-MS•O-H9'T+119'T+OZ•T
ST ' - . •f
_a.....�,.
__
— -
_
__
-..I�.,+.___.BS'ZS--•—'r
10.0'r___00'0_--_.,500___--TL'Z"'- __.__.__.,_
_. ...,.H9'S+4M0'T'+'06'0
tll .,
.OL'CL :
8T'9 00'0... BT'9 -- BT'9
eMS•0+H9'T ++19'L+OZ-I
ET
ZO'i
08'0. 00'0 08'0bE00-
eSZJZ'0+q3 0'T +H9•T+ITJ+OZ'S
ZL '
`
!
, 6Z'O•
SS'01 00'0 SS'o EL'S-
. H9'T +gMO•T +06'0
TL
JxH
,.
TL'Z
.. ZS'L _ - 00'0 -ZST- -10'0 -
H9'T+1130'L+O6'0
OT '
-
OTLT
LZ•T "00'0 LZ T 81'9
eMs'0+H 'T +r1 'T+02
9 'T6
• 1
..
i,
'•� ' 3
00'Z..
Z6'0 - SD -o-. 08 0 08'0
eSZ'0 * l i; + P3 R3 * 0 SOSZ'O+Z'I
8
RCZ
SL'0SS'0 SS'0
eSZ'O+lTi+13 i)+O SOSZ'OK'I
L
LEI,6S'T
SD'0-. ZS'T ZST -
eSZ-0+1 T1+P3-0+OSOSZ'O+Z'I
9
'
i
_
-r._('•
ST'S
LE'T OS,0. LZ•T LZ•L
esZ'0+111+13 + (31SGSZ O+Z IT
S +
•.
`8Z'0-
ECS 00'0 ECS- ECS-
H9'i+gMO'T+06'0
t, C>-.
MOT.
- ZS'S. 00'0 ZS'S ZS'S
eMs'0*H9'T M9'S+OZ'S
E'
-SET
EVS-- 00'0. ' EZ'S- EZ'S• -
H9'T+WWI +06'0
Z
. i3a n�•n n =>n•>n •n
( ' 8y3HS
Eel �'•' `X 000. r =esH 1331S
.......... .:....... ...... ,X: ..00'0' =esH 3.383NOJ .. .. :141 .OS,, .0, .
X3H Mv3H b
Ov3H X3H E . .
3VVn`DS AAv3H Z -
OV3H 38vf105 T. -
1108-1 3N0N
- S3d)LLT H1108
+A }MOBv 80 J„ JOS
03,A'OHd'dV,,Wfl
M91-W0I 060 .�S;SSTZ8ZLSL
WISING
OKIlIneM92T
EI H9'I HM0'S06'0BS ZT
ZT eM5'O+H9'T +l9[+OZ't OTCT
yN,nO�O•11
-
. J.. E6 -.. eSUZ'O+q3 'T +H9'T+1TJ+OZ'L ,.�•ZOT�'"'L% D£'0 ..`s.'000 .t�M�•7.DE'Ox
'SZT 1191+gMOT+06'0 %a ;EBZ O,M„•'; EL'S
EET -. H9'T+g3 0'T +O6'0 'i?7TT7_-X-4 TWO : n`000s",; St's MQT,�
eMS'O+H9'T+19T+OZ•I•81'9 B+ZZ O&,"9
` .j •, EDT'SZ'O+1TJ+P3UO SOSKT
+Z'Oj;;,; 00 ZI^ „$:._;L6;O,x,,`.e, SD 0• .I, OB:O::,v
ZDT _ eSZ'O+ITJ+a3U-o(Sasz'O+Z't) 09'0
'+ EDT esZ'O+ITJ+P3U+0 SOSL'O+ZT!?(E1ti:,f„4'?3?:65T�; "SDO• j:�ZSTK".,yx
• :, y, ..: ZDT 1 eSZ'0+1.11+13 U+0 S09Z'O+ZT `,'�j'rST 5551o,
,: LFT, ;'„a 0,0/ts;LZ:T'.� ,
4•+.-
4• SZT H9'T+gMO'T+O6'0- - 'A:w8Z 01,•>j3 Ckj�ECSR,'s, ?0008,' EL'S•
ZI eMs'O+H9T+r19'T+OZ'I r"/m56 DT 's i,;,�is ST k+ C,000>,y'�. ZS'S
' t SZT H9'T +gMOT+06'0 SET tR�QG,EZ 4� Fe� 000' EL'S•
"EZ09I :ON go, ZL - eMS00+1191++19T+OZ•T4yg8Li9P,r. "°•.,00.0',1•”- 1 e1'9
91/6Z/9':M(l - d31 .. 3S1O 0101 •: ?y?:'ry' APG. 1"b?AI(-101':: v.. ;`8« -'?H .psi M
. 30, 133H5 - - SHON
I13517 uy07 I .�
'9•y OL S3Jno103HO1J1l� ;
:v38v319NVHV3HS•
_1+
sy r =
ISd 000E =1J
XION3ddtl SO-STETJv • N91S301106 n0 N1 RJ
_ m .
-30 MNIW { -
30 MX1W
0 MNIW
O Mxvw
XVW NIWA
30 MNIW
30 MXVW
—70—FM NIW - ` -r �'•'
R
0 MIMW J
XVW NIWDIEM
30 MNIW +
30 MX1W
0 MNIW
0 MX1W
XVW NIWM _
30 MNIW
30 MX1W
O MNIW °•t
0 MX1W
XV W /NIW -H
01SM801018111g11187
NDIS30 39v80H0N10381
4) CONCRETE SIDE -FACE BLOWOUT
Hl
H2
vy I
FOR L -BOLTS ONsb=
N/A
22.67
HOR HEADED BOLTS:
BREAKOUT FOR ANCHORS NEAREST EDGE
0.4 hef =
4.00 IN
I 1
BREKOUT FOR FULL GROUP
o,min =
9.5 IN
N
EMBEDMENT STRENGTH - BLOWOUT:
,bWb=
N/A
B) SHEAR ON BOLT GROUP
EMBEDMENT STRENGTH - PRYOUT
V 35.38
35.38
1) STEEL SHEAR
0.00
4t=
0.65
4,Nsa =
22665
Ib =
22.67 K
2) BREAKOUT FOR ANCHORS NEAREST EDGE
0.00
1.78
Wec,N=
1.00
CONCENTRIC CONNECTION
W4,V=
1.25
CONCRETE LIKELY TO CRACK
HI DIRECTION
c„=
9.50
S.S2
0.00
1.5 Xc„=
21.00
0.00
0.00
GOVERNS:
9.50
A,z=
745.50
SQ, IN.
A_=
882.00
SQ, IN.
0.00
0.28
A,,, - n Avco
Agxs£ OM
0.08
0.45
Wed,V =
0.84
0.45
Hl SINGLE ANCHOR SHEAR
STRENGTH
1.2+0.2SDSD+(b Ec+fl L+0.2Sa
-
le=
6.00
IN
0.58
Vb=
26363
Ib =
26.36 K
0.00
4,Vcbg =
16.29
K
1.2+0.25DSD+EI, Ed+fl L+0.2Sa
GROUP 4,Vcbg=
24.44
K
3) BREAKOUT FOR ANCHOR GROUP
0.69
0.24
0.00
HI DIRECTION
0.00
c'„=
19.00
OK
c„ =
9.50
0.55
0.50
1.5Xc„=
28.50
0.26
0.00
GOVERNS:
9.50
A. =
817.00
SQ. IN.
A_ =
1624.50
SO, IN.
-0.45
0.00
A,,,<= n AV-
0.24
0.00
0.00
Wed,V =
0.80
0.00
Hl SINGLE ANCHOR SHEAR
STRENGTH
1.2D+1.6L,+1.6H+0.5Wa
N
le=
6.00
IN
2.11
' Vb=
41681
It, =
41.68 K
0.00
GROUP4Vcbg=
14.67
K
4) BLOWOUT FOR ANCHOR GROUP
Y
0.01
0.00
' - FOR L -BOLTS bNsb =
N/A
6
HOR HEADED BOLTS:
0.00
0.4 het =
4.00 IN
0.00
OK
=,.In=
9.5 IN
N
-5.73
ONsb =
N/A -
5) PRYOUT STRENGTH FOR GROUP
0.00
0.08
¢= 0.70
kcp =
2.00
0.45XK
Ncbg =
25275
LB
SEE TENSION ABOVE
0.00
4,Vcpg =
35385
Ib = 35.38 K
TENSION SUMMARY:
0.00
0.00
0.00
0.00
STEEL STRENGTH
ctNsa=
43.59
6.18
0.00
EMBEDMENT STRENGTH -BREAKOUT:
2.11
�Ncbg=
17.69
0.49
0.00
EMBEDMENTSTRENGTH-PULLOUT:
0.490.9D+1.0Wh+1.6HN
cNpn=
45.91
EMBEDMENT STRENGTH - BLOWOUT:
0.00
coN,b=
NIA
SEISMIC'`y
3.56
GOVERNING ONn=
17.69 13.27
0.71
0.711.2D+L61r+1.6H+0.5Wa
, SEI( SMIC�
C) INTERACTION
0.2,bNn=
3.54
2.65
0.00
0.2 (bVnx =
2.93
2.20
-- " 0:2.bVnY 2:S2--'1:89"
SHEET 4 OF_
Date: 6/29/16
JOB NO: 16023
,b = 0.70
H2 DIRECTION c„ = 14.00
1.5Xq,= 14.25
GOVERNS: 14.00
!= 635.25 SQ. IN.
am= 882.00 SQ, IN.
A� r_ n AVco,x,�yMrlKNy:.,k .
Wed,V = 1.00
H2 SINGLE ANCHOR SHEAR STRENGTH
le= 6.00 IN
Vb= 14736 Ib = 14.74 K
,oVcbg= 9.29 K
GROUP cpVcbg= 27.86 K
H2 DIRECTION c'„= 14.50
4, = 14.00
1.5 Xc.,= 21.75
GOVERNS: 14.00
A„ = 590.88 SQ. IN.
A- = 946.13 SQ, IN.
Wed,V = 0.83
H2 SINGLE ANCHOR SHEAR STRENGTH
Vb= 27788 Ib = B TTE COUNTY
GROUP d,VdJg= 12.62BUILDING DIVISION
APPROVED
SHEAR SUMMARY:
Hl
H2
vy I
STEEL STRENGTH
4,Nsa= 22.67
22.67
Nu/0.2 Nn
BREAKOUT FOR ANCHORS NEAREST EDGE
4,Vcbg = 24.44
27.86
I 1
BREKOUT FOR FULL GROUP
O.Vcbg= 14.67
12.62
N
EMBEDMENT STRENGTH - BLOWOUT:
OVsb= N/A
N/A
2.11
EMBEDMENT STRENGTH - PRYOUT
V 35.38
35.38
SEISMIE2y
0.00
GOVERNING 4oVnyx=
14.67
1L01
0.9D+ 1.OWb+ 1.6H
GOVERNING 4,Vny=
12.62
9.46
LOAD CASE
SEISMIC I
Vx
vy I
Nu
Vx/0.2 Vnz
I V /0.2 Vn
Nu/0.2 Nn
VUK/4VVnx
Vu / Vn
Nu/Nn
I 1
<3.27
1.2D+ 1.6Lr+ 1.6H+ O.SWa
N
6.18
0.00
0.00
2.11
0.00
0.00
0.49
0.00
0.00
0.49
OK
0.9D+ 1.OWb+ 1.6H
N
-5.23
0.00
0.00
1.78
0.00
0.00
0.41
0.00
0.00
0.41
OK
1.2D+1.6Lf+1.6H+O.SWa
N
S.S2
0.00
0.00
1.88
0.00
0.00
0.44
0.00
0.00
0.44
OK
0.9D+1.0Wb+1.6H
N
-5.73
0.00
0.28
1.95
0.00
0.08
0.45
0.00
0.00
0.45
OK
1.2+0.2SDSD+(b Ec+fl L+0.2Sa
Y
1.27
0.50
0.00
0.58
0.26
0.00
0.00
0.00
0.00
0.00
OK
1.2+0.25DSD+EI, Ed+fl L+0.2Sa
Y
1.52
445
0.00
0.69
0.24
0.00
0.00
0.00
0.00
0.00
OK
1.2+0.2SDSD+ Ec+fl L+0.25a
Y
0.55
0.50
0.00
0.25
0.26
0.00
0.00
0.00
0.00
0.00
OK
1.2+0.2SDSD+Q, Ed+fl L+0.2Sa
Y
0.80
-0.45
0.00
0.36
0.24
0.00
0.00
0.00
0.00
0.00
OK
1.2D+1.6L,+1.6H+0.5Wa
N
6.18
0.00
0.00
2.11
0.00
0.00
0.49
0.00
0.00
0.49
OK
0.9D+1,O Eb+1.6H
Y
0.01
0.00
0.00
0.110
0.00
0.00
0.00
0.00
0.00
0.00
OK
0.9D+1.OWb+1.6H
N
-5.73
0.00
0.28
1.95.
0.00
0.08
GAS
0.00
0.00
0.45XK
L3D+I'll.+1.6H+ 1.0 Eb+0.2f2Sa
Y
-0.34
0.00
0.00
0.16
0.00
0.00
0.00
0.00
0.00
0.00
1.2D+ 1.6Lr+ 1.6H+ O.SWa
N
6.18
0.00
0.00
2.11
0.00
0.00
0.49
0.00
0.00
0.490.9D+1.0Wh+1.6HN
-2.71
0.00
12.58
0.92
0.00
3.56
0.00
0.00
0.71
0.711.2D+L61r+1.6H+0.5Wa
N
5.52
0.00
0.00
1.88
0.00
0.00
0.44
0.00
0.00
0.44.9+1OWh1.6
0.00
14.21
1.09
0.00
4.02
0.25
0.00
0.80
1.06
16023
RF ISO 4/4
CRANDALL ENGINEERING
5448 Merrill Mill Road
Marlposa, CA 95338
Phone: 209-966-4844
GYl�fl,.ito C.4p - L= i'1t tom 4
SHEET ZZ OF
JOB NO.��"�✓
DATE: �,/z
4 -
BUTTE COUN1
.BUILDING DIVISI
►��� -APPROVE
N
Project: grade beam 2
Desi n Checks;'
J. Andy Crandall, CRANDALL ENGINEERING
June 30, 2016
C:\Users\PCUser\Desktop\16023 SMUCKERS-16-2\
` eEnvelo e?'
Table of Contents
-NA-
Table of Contents
Model Summary
K=ft.
Nodal Loads �F r1 CAL
N255
Load Cases
-1.90
Material Properties
D
Spring Results
Design Mesh Results �� 1
Des -
Model Summary
0.00
qialcture Type: Space Frame
369 odes, and 2210 Degrees of Freedom
\
_-,'_$P'320,
late Elements
36Supports
T e model is non-linear.
The size of the model is:
40 ft, in the X direction
0 ft, in the Y direction
4 ft, in the Z direction \
Nodal Loads Liza-,
A
us
TE CCI 11""'
7�e__�A`V LL'.O;
c::51 5P kl,C>
-Load Case':Direction.
Desi n Checks;'
$eismic:T a ".
Force :
Momerif
` eEnvelo e?'
1)D
-NA-
-NA-
K=ft.
D
N255
DY
-1.90
0.00
D
N495
DY
-1.90.
0.00
R
N255
DY
-7.03
0.00
R
N495
DY
-7.03
0.00
W+X
N255
DY
17.93.
0.00
W+X
N495
_DY
17.93
0.00
W+Z
N255
DY
2.18 •
0.00
W+Z
N495
DY
2.18
0.00
W -X
N255
DY
13.25'
0.00
W -X
N495
DY
13.25
0.00
W -Z
N255
DY
-2.50
0.00
W -Z
N495
DY
-2.50
0.00
Load Cases
Load.Case
Desi n Checks;'
$eismic:T a ".
:<;Results,-
Anal `ze?.
` eEnvelo e?'
1)D
-NA-
-NA-
Yes
Yes
No
19 R
-NA-
-NA-
None
No
No
22 W+X
-NA-
-NA-
None
No
No
24 W+Z
-NA-
-NA-
None
No
No
25 W X ...-
_NA- - . -- .
- - -NA- - - - -
-None
No
No .
27 W -Z
-NA-
-NA-
None
No
No
34 .6D+.6W »+X
Allowable ASD
-NA-
Yes
Yes
No
35 .6D+.6W »+Z
Allowable ASD
-NA-
Yes
Yes
No
36 .6D+.6W »-X
Allowable ASD
-NA-
Yes
Yes
No
37 .6D+.6W »-Z
Allowable ASD
-NA-
Yes
Yes
No
38 .6D+.7Di
Allowable ASD
-NA-
Yes
Yes
No
39 .9D+Di
Strength (LRFD)
-NA-
Yes
Yes
No
40 .9D+W »+X
Strength (LRFD)
-NA-
Yes
Yes
No
41 .9D+W a+Z
Strength (LRFD)
-NA-
Yes
Yes
No
42 .9D+W n -X
Strength (LRFD)
-NA-
Yes
Yes
No
43 .9D+W »-Z
Strength (LRFD)
-NA-
Yes
Yes
No
(44)1.2D+.5L+Lpa+.5S+
Di
Strength (LRFD)
-NA-
Yes
Yes
No
45 1.2D+1.6L+.5R
Strength (LRFD)
-NA-
Yes
Yes
No
46 1.2D+1.6Lr+.5W »+X
Strength (LRFD)
-NA-
Yes
Yes
No
Page 1
Visua/Analysis 12.00.0016 (www.iesweb.com)
Project: grade beam 2
J. Andy Crandall, CRANDALL ENGINEERING June 30, 2016
C-\Users\PCL]ser\Desktnn\16023 RM[JrKFRS 16-2\
47 1.2D+1.6Lr+.5W a+Z
Strength LRFD
-NA-
Yes
Yes
No
48 1.2D+1.6Lr+.5W »-X
Strength LRFD
-NA-
Yes
Yes
No
49 1.2D+1.6Lr+.5W »-Z
Strength LRFD
-NA-
Yes
Yes
No
50 1.2D+1.6R+.5L+L a
Strength LRFD
-NA-
Yes
Yes
No
51 1.2D+1.6R+.5W »+X
Strength LRFD
-NA-
Yes
Yes
No
52 1.21)+1.6R+.5W »+Z
Strength LRFD
-NA-
Yes
Yes
No
53 1.2D+1.6R+.5W »-X
Strength LRFD
-NA-
Yes
Yes
No
54 1.2D+1.6R+.5W »-Z
Strength LRFD
-NA-
Yes
Yes
No
(55)1.2D+W+.5L+Lpa+.5
Lr »+X
Strength (LRFD)
-NA-
Yes
Yes
No
(56)1.2D+W+.5L+Lpa+.5
Lr))+Z
Strength (LRFD)
-NA-
Yes
Yes
No
(57)1.2D+W+.5L+Lpa+.5
Lr )>-X
Strength (LRFD)
-NA-
Yes
Yes
No
(58)1.2D+W+.5L+Lpa+.5
Lr »-Z
Strength (LRFD)
-NA-
Yes
Yes
No
(59)1.2D+W+.5L+Lpa+.5
R v+X
Strength (LRFD)
-NA-
Yes
Yes
No
(60)1.2D+W+.5L+Lpa+.5
R »+Z
Strength (LRFD)
-NA-
Yes
Yes
No
(61)1.2D+W+.5L+Lpa+.5
R »-X
Strength (LRFD)
-NA-
Yes
Yes
No
(62)1.2D+W+.5L+Lpa+.5
R »-Z
Strength (LRFD)
-NA-
Yes
Yes
No
63 1.4D+.9H
Strength LRFD
-NA-
Yes
Yes
No
64 D+.6H
Allowable ASD
-NA-
Yes
Yes
No
65 D+.6W »+X
Allowable ASD
-NA-
Yes
Yes
No
66 D+.6W »+Z
Allowable ASD
-NA-
Yes
Yes
No
67 D+.6W »-X
Allowable ASD
-NA-
Yes
Yes
No
68 D+.6W »-Z
Allowable ASD
-NA-
Yes
Yes
No
(69)D+.75(L+.6W+Lr)
u+X
Allowable (ASD)
-NA-
Yes
Yes
No
(70)D+.75(L+.6W+Lr)
»+Z
Allowable (ASD)
-NA-
Yes
Yes
No
71 D+.75 L+.6W+Lr »-X
Allowable ASD
-NA-
Yes
Yes
No
72 D+.75 L+.6W+Lr a -Z
Allowable ASD
-NA-
Yes
Yes
No
(73)D+.75(L+.6W+R)
»+X
Allowable (ASD)
-NA-
Yes
Yes
No
74 D+.75 L+.6W+R »+Z Allowable ASD
-NA-
Yes
Yes
No
75 D+.75 L+.6W+R »-X
Allowable ASD
-NA-
Yes
Yes
No
76 D+.75 L+.6W+R »-Z
Allowable ASD
-NA-
Yes
Yes
No
77 D+.75 L+R
Allowable ASD
-NA-
Yes
Yes
No
78 D+R
Allowable ASD
-NA-
Yes
Yes
No
h A_ 1 I 1
Material Properties
Material:. �- , .'Stren tb w ;Elasticity . Poisson -:Density Therm Goeff.
'sr Ksr ='<< K/m^3 _i'.in/m%de 'F
9=
Concrete (F'c = 3 ksi) 3.00 3122.00 0.170000 0.00 7 22e-OOE
St)rina Results (Extreme Rows Onlv)
Spring
Result -Case Name
Force ;'
Displacement
Moment:
;Rotation:
n'K_
Soi1001-c620
.6D+.6W »+X
-OUT-
-OUT-
-OUT-
-OUT-
Soi1001-c620
D
-0.11
-0.00
-NA-
-NA-
Soi1270
1.2D+1.6R+.5W »-Z
-0.32
-0.01
-NA-
-NA-
Design Mesh Results
Design Mesh: DM1 Wall/Slab flexural checks only, per ACI318-08
Page 2
VisualAnalysis 12.00.0016 (www.iesweb.com)
BUTTE OOUNITY
BUILDING DIVISION
AP"rod''
j
Project: grade:bearn 2
J. Andy Crandall, CRANDALL ENGINEERING June 30, 2016 *re
C:\Users\PCUser\DesktopVl6023 SMUCKERS 162\
D i n d A• 20 00 ' th' k` ��
at g e s. m !c .
Material: \Concrete\Concrete (F'c = 3 ksi)
DESIGN DEfc=(7
' ss: 20.0 in �� / _��1�1''�^'� •ai
3.00 Ksi, Fy = 60.00 Ksip6-
Top x Bars: #4 @ 8.00 in O.C., As Provided = 0.30'012/ft %
Top y Bars: #4 @ 24.00 in O.C., As Provided = 0.10'1 112/ft /
Bottom x Bars: #4 @ 8.00 in O.C., As Provided = 0.30 in 2/ft i\1
Bottom y Bars: #4 @ 24.00 in O.C., As Provided =0.10i 12/ft a(c)v
+Mx Check �� Ce -
'late Result. .'Demand Capacity +.Mx Code Unity Details
+Mx
game Case ft:K/ft ft-,K/ft Ref. Check
3001.27.7 1.2D+W+.5L+Lpa+.5Lr »+X 0.08 24.24 ACI 13.5.1 0.00 OK As-Req'd/ft = 0.00 in12,
d = 18.25 in,
phi = 0.90
-Mv Check
'late, Result Demand:+My. Capacity +My ->Code _ Unity.: Details
game Case. ft-:K/ft ft7X/ffRef... Check
'001.27.6 .9D+W a+X 0.04 7.94 ACI 13.5.1 0.00 OK As-Req'd/ft = 0.00 in^2,
d=17.75 in,
phi = 0.90
-Mx Check
Plate µ Result Demand Capacity =Mx Code Unity Details
Name Case ft=K/ft ft=K, ft :Ref. Check
P001.27.7 1.2D+1.6R+.5W »-Z -0.17 13.44 ACI 13.5.1 0.01 OKeq'd/ft = .00 in12,
= 10.25 in
my
Plate 11C�RResult . Demand Capacity -:My Code Unity Details_,
-My
Name 'Case ft-K/ft #t=K/ft. Ref. Check":'
P001.27.6 1.2D+1.6R+.5W »-Z -0.12 4.34 ACI 13.5.1 0.03 OK(Lt = 0.00 in^2,
d=9
.75
=9.75 in,
ihear-Clieck
plate. Result 'wD' cl Shear Capacity Shear Code Y Urnty;: Details
Name Case
`K/ft K/f4 :Ref Check
3001.27.7 1.2D+1.6R+.5W v -Z 0.33 9.61 ACI 13.6.8.5/11.2 0.03 OK d = 9.75 in
Design Mesh: Mesh1 (Auto) Wall/Slab flexural checks only, perAC1318-08 BUTTE C UNIY
Designed As: 20.00 in thick. BUILDING DIVISION
Material: \Concrete\Concrete (F'c = 3 ksi) APPROVED
DESIGN DETAILS:
Thickness: 20.00 in
fc = 3.00 Ksi, Fy = 60.00 Ksi
Top x Bars: #5 @ 8.00 in O.C., As Provided = 0.47 in^2/ft
Page 3
VisualAnalysis 12.00.0016 (www.iesweb.com)
w1
CRANDALL ENGINEERING
5448 Merrill Mill Road
Mariposa, CA 95338
Phone`: 209-966.4844 I _
24
SHEET 2 OF
JOB NO.
DATE:
BUTTE COUNTY
BUILnINQ ®IV@ION
CRANDALL ENGINEERING
LJ
5448 Merrill Mill Road
Marlposa, CA 95338
Phone: 209-966.4844
SHEET JS OF
JOB NO. K, -6Z5
DATE:—(, ! % ta/f
14.
II�
4� I,'S
4 > > �- `- BUI DIVISION
--APPROVED
qO 0� Cc -
L , tt
CRANDALL ENGINEERING
SHEET Sof
5448 Merrill Mill Road + JOB NO. �� d
Mariposa, CA 95338
Phone: 209-966-48" DATE:
�t
BUTLER Date: 6/20/2016
Butler -Manufacturing 16-013705-01 Reaction Report Time: 05:30 PM
......._.........,-.�...- Page: 9 of 12
Wall: 4, Frame at: 60/0/0
Frame 1D:Thaw Equipment Cover Clearspan #1 Frame Type:Rigid Frame
0
BUTTE COUNTY
® BUILDING DIVISION
kPPRO) Lu
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Rnaatinnc _ i Inf-f-d i nod Tvnu of Rro.no 1-r .ce Q -ti- I
Type
Exterior Column
Exterior Column
X -Loc
0/0/0
40/0/0
Grid -Grid2
3-B
3-A
Base Plate W x L (in.)
8 X 13
8 X 13
Base Plate Thickness{in.) -
0375 -
-0.375-
0.375-Anchor
AnchorRod Qty/Diam. (in.)
4-0.750
4-0.750
Column Base Elev.
100'-0"
100'-0"
Load Type
Load Description
Desc.
Hx I Hz
I Vy
Hx
I Hz
I V
D
Material Dead Weight
Frm
0.48
1.80
-0.48
1.90
CG
Collateral Load for Gravity Cases
Frm
0.55
1.81
-0.55
1.76
L>
Live - Notional Right
Frm
2.19
7.25•
-2.19
7.03
Live - Notional Left
Frm
2.19
7.25
-2.19
7.03-
.03
Wind
Wind Load, Case 1, Right
Frm
-3.64
-15.83
6.46
-17.93
t<2
Wind Load, Case 1, Left
Frm
-2.69
-11.70
4.77
-13.2.5
�J
Wind Load, Case 2, Right
Frm
-0.44
-1.92
0.78
-2.18-
Wind Load, Case 2, Left
Frm
0.51
2.21
-0.90
2.50 -
Wind Load, 11 Ridge, Left
Frm
-2.69
-11.70
Aa=l=
=113.
WPR
Wind Load, 11 Ridge, Right
Frm
-3.64
-15.83'
6
-
-
-
-
MW
Minimum Wind Load
Frm
-
-
C�P
MW
Minimum Wind Load
Frm
2.88
2.33
b32-'
MW
Minimum Wind Load
Frm
-
-
-- - - -
MW
- - ---M_n ----..- �. - ---
Minimum WindLoad
----
Frm
':6-1-6
.-
-
-1.90
- -
-2'.25
--
-
-
1.90-
-
- -
CU
Collateral Load for Wind Cases
Frm
-
L
Roof Live Load
Frm
2.19
7.25
2.19
E>
Seismic Load, Right
Frm
-0.77
-0.65
-0.61
0.53.
EG+
Vertical Seismic Effect, Additive
Frm
0.15
0.49
-0.15
0.47
<E
Seismic Load, Left
Frm
0.77
0.65
0.61.
-0.53
EG-
Vertical Seismic Effect, Subtractive
Frm
-0.15
-0.49
0.15
-0.47
WBl>
Wind Brace Reaction, Case 1, Right
Brc
-0.05 -0.24
0.21
.
<WB1
Wind Brace Reaction, Case 1, Left
Brc
0.03 0.24
-0.24
WB2>
Wind Brace Reaction, Case 2, Right
Brc
-0.05 -0.24
0.21
.05
<WB2
Wind Brace Reaction, Case 2, Left
Brc
0.04 0.26
-0.26
759
WB3>
Wind Brace Reaction, Case 3, Right
Brc
-0.05 -0.22
0.19
<WB3
Wind Brace Reaction, Case 3, Left
Brc
0.04 0.22
-0.22
.
Brace Reaction, Case 4, Right
7
Brc
-0.05 -0.22
0.20
0.05
-
3:63
S44Wind
.
Wind Brace Reaction, Case 4' Left
Brc
0.04 0.22
-0.22
-0.04
5.39-
-3.6.1•
Minimum Wind Bracing Reaction
Brc
-0.05 -0.22
0.20
MWB
Minimum Wind Bracing Reaction
Brc
- -
-:1
MWB
Minimum Wind Bracing Reaction
Brc
0.03 -0.22
-0.22.:.M8
27
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i
Date: 6/20/2016
BUTLER
Butler Manufacturing 16-013 705-01 Reaction Report Time: 05:30 PM
Page: 10 of 12
MWB Minimum Wind Bracing Reaction Brc - - - - -
EB> Seismic Brace Reaction, Right Brc -0.04 -0.18 0.16 0.04 - 2.80
<EB Seismic Brace Reaction, Left Brc 0.03 0.20 0.20 -0.03 4.14 I -2.77
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions are based on 1 st order structural analysis.
Annronriate Load Factnrs must he annlied fnr desipn of fnundatinns
X -Loc
Grid
Hrz left
Load
Hrz Right
Load
Hrz In
Load
Hrz Out
Load
Uplift
Load
Vn Down
Load
Mom cw
Load
Mom ccw
Load
Ld
Description
(-Hx)
Case
(Hx)
Case
(-Hz)
Case
(Hz)
Case
(-Vy)
Case
(Vy)
Case
(-Mzz)
Case
(Ma)
Case
1
D + CG + L>
k
k
-3.22
k
10.70
k
10
k
1.73
k)
1.40
(in -k)
(in -k
0/0/0
3-B
3.70
12
3.22
1
1 0.16
65
0.18
75
8.58
47
10.86
1
3.56
3.18
-11.76
40/0/0
3-A
1 3.22
1
1 3.79
] 0
-
6.68
3.76
75
11.76
1 47
10.70
1
-1.32
3.76
1.62
Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 3
Note- All mactinns are haled nn 1 qt nrder stmehtral anslvsis
Asn Load rn-hi..nnn. - F-nn;na
No.
X -Loc
Factor
0/0/0
Description
1
40/0/0
1.000
1.0 D + 1.0 CG + 1.0 L>
D + CG + L>
Grid -Grid2
System
3-B
0.6 MW
MW - Wall: 2
3-A
System
1.000
Ld
Description
Hx
Hz
I Vy
Hx
Hz
I V
System Derived
Cs
(application factor not shown
(k)
(k
k
k
k
k
1
D + CG + L>
3.22
10.86
-3.22
10.70
10
MW - Wall: 2
1.73
1.40
3.79
-1.40
12
MW - Wall: 4
-3.70
-1.14
-1.35
1.14
47
D + CU + WPR + <WB2
-1.88
0.16
-8.58
3.56
3.18
-11.76
65
D + CG + E> + EG+ + EB>
0.88
-0.16
3.92
-1.26
-
6.68
75'
D + CG + E> + EG++ <EB
0.95
0.18
3.60
-1.32
3.76
1.62
Asn Load rn-hi..nnn. - F-nn;na
No.
Origin
Factor
Application
Description
1
System
1.000
1.0 D + 1.0 CG + 1.0 L>
D + CG + L>
10
System
1.000
0.6 MW
MW - Wall: 2
12
System
1.000
0.6 MW
MW - Wall: 4
47
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2
D + CU + WPR + <WB2
'65'
System Derived
-1.000
P.0 D +-1.0 CG + 0.273'1> + 0.7 EG++0.91 EB>
D`+ CG"+ Fj +'EG+ + EB>
75
System Derived
1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB
D + CG + Fj + EG+ + <EB
R -i..
X -Loc
Grid
Description
0/0/0
40/0/0
1 B-3
A-3
Portal Brace is attached to column. Reactions ARE included with frame reactions.
Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions.
v._BUTTE--GOUN` Y ----- ------
BUILDING DIVISION
- APPROVE®
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
24A
BurLER Date: 6/20/2016
Bu1e1Manufac,u 16-013705-01 Reaction Report Time: 05:30 PM
Page: 11 of 12
Wall: 4, Frame at: 89/6/0
Frame ID:Thaw Equipment Cover Rigid Endwall #2 EW 3 Frame Type:Continuous Beam
BUTTE COUNTY
® ® BUILDING DIVISION
T APPROVED
1
t
a-`
v
Values shown are resisting forces of the foundation.
a Base Connection Design is Based on 3000.00 (psi) Concrete
Reartinne . T InfartnrM T nad T- at Framo r -e Rnrtinn• d
t
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Type . Exterior Column =
Exterior Column
Hrz left
Load
X -Loc 0/0/0
40/0/0
Hrz In
Load
Grid] -Grid2 4-B
4-A`
Uplift
Load
Base Plate W x L (in.) 8X16*
8 X 16
Mom cw
Load
Base Plate Thickness (in:) 0.375-- - -
• 0375
Anchor Rod Qty/Diam. (in.) 4-0.750 .
4-0.750
(Hx)
Case
-0
Column Base Elev. 100'"
100'-0"
(Hz)
Case
Load Type Load Description
Desc. Hx
V
Hx
V
Case
(Mzz)
D Material Dead Weight
Frm 0.29
1.10
-0.29
1-18
k
CG Collateral Load for Gravity Cases
Frm 0.30
0.93
-0.30
0.90
k
L> Live - Notional Right
Frm 1.20
3.72
-1.20
3.61
0/0/0
4-B
<L Live - Notional Left
Frm 1.20
3.72
-1.20
3.61
W I> Wind Load, Case 1, Right
Frm-2.36
-9.17
3.99
-10.40
<Wl Wind Load, Case 1, Left
Frm -1.66
-6.44 '
2.80
-7.30
1
2.22
W2> Wind Load, Case 2, Right
Frm -0.53
-2.05
0.89
-2.32
5.53
13
<W2 Wind Load, Case 2, Left
Frm 0.18
0.69
-0.30
0.78
-
WPL Wind Load, 11 Ridge, Left
Frm -1.66
-6.44
2.80
-7.30
WPR Wind Load, 11 Ridge, Right
Frm -2.36
-9.17
3.99
-10.40
MW Minimum Wind Load
Frm
MW Minimum Wind Load
Frm 1.39
1.20
3.33
-1.20
-
MW Minimum Wind Load
Frm -
-
-
-MW---- IvlinimumWindLoad-`
`Frm _ 3.15
-098--
-1.15
CU Collateral Load for Wind Cases
Frm
-
-
-
L Roof Live Load
Frm 1.20
3.72
-1.20
3.61,'
E> Seismic Load, Right
Frm -0.38
-0.34
-0.32
0.28
EG+ Vertical Seismic Effect, Additive
Frm 0.08
0.25
-0.08
0.24
<E Seismic Load, Left
Frm 0.38
0.34
0.32
-0.28
EG- Vertical Seismic Effect, Subtractive
Frm-0.08
-0.25
0.08
-0.24
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions are based on 1 st order structural analysis.
Appropriate Load Factors must be applied for design of foundations.
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
(-Hx)
Case
(Hx)
Case
(-Hz)
Case
(Hz)
Case
(-Vy)
Case
(Vy)
Case
(-Mzz)
Case
(Mzz)
Case
k
k
k
k
k
k
in -k
On -k)
0/0/0
4-B
1.89
12
1.79
1
4.85
13
5.74'
1
40/0/0
4-A
1.79 ,
1
2.22
13
-
-
-
5.53
13
5.68
1
-
-
-
CRANDALL ENGINEERING
5448 Merrill Mill Road
Mariposa, CA 95338
Phone: 209-966-4844
401 Lo PLW
4L m'j i•• i cis0 �- t
SHEET j"0 OF
JOB NO.
DATE:
�, BUTTE COUNTY COS41- BUILDING DIVISION
APPROVED
17
G
3
Bur�ER Date: 6/20/2016
Butler Manutaclurina 16-013705-01 Calculations Package Time: 05:32 PM
•�.�._���•- Page: 27 of 48
GramP rincien MPmhar c.rmmar., _ rnnrrnu:..a r nod raffia and Mav:mum f nmh:nnd Grnemc ..ur Mo...6nr rl nnnH.,..r oro fn... r..:..� 1 �
Parameters deed fnr AYinl and Flexural r)esivn
Mem.
Controlling Cases
Require Strength
Available Strength
Stren Ratios
Ag
Afn
lxx
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.
Flexure
R
k
k
in -k
in -k
k
k
in -k
in -k
Flexure
22.69
1
14.62
15.00
2
283.44
-5.7
1.00
-315.4
0.0
25.5
2
400.1
95.5
0.93
11.5
1
0.00
15.00
3.91
12
1.56
1.9
2.39
0.03
94.08
13.7
1.00
1.12
0.87
0.14
2
0.59
10.00
2
41.8
-2.1
1.25
-291.0
0.0
40.6
2.08
-330..
57.4
0.91
124.45
2
0.59
10.00
1.00
2
4
4.9
.
212.0
212.0
20.7
1.50
197.36
9.00
0.24
3
18.05
10.021
13
489.68
1.8
1.00
426.4
0.0
124.8
478.5
96.8
0.90
3
18.05
10.021
13
5.4
21.2
0.25
4
17.67
15.00
1
-5.7
-388.2
0.0
30.2
471.5
114.9
0.92
4
14.72
15.00
13
-2.2
13.7
0.16
Parameters deed fnr AYinl and Flexural r)esivn
Mem.
Loc.
Lx
Ly/Lt
Lb
Ag
Afn
lxx
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
R
1
14.62
175.39
175.4
175.4
4.45
1.25
170.16
5.21
22.69
2.08
25.51
3.19
0.06
283.44
1.65
1.00
1.06
0.96
0.92
2
0.59
441.40
11.5
11.5
3.17
0.94
55.13
3.91
11.03
1.56
12.31
2.39
0.03
94.08
1.00
1.00
1.12
0.87
0.92
3
18.05
441.40
41.8
41.8
3.78
1.25
69.41
5.21
13.85
2.08
15.27
3.17
0.06
124.45
1.25
1.00
1.10
1.00
1.00
4
17.67
212.03
212.0
212.0
4.95
1.50
197.36
9.00
26.31
3.00
29.19
4.57
0.07
489.68
1.65
1.00
1.06
0.87
0.92
nPnartinn t And rnmhinatinne _ Framina
No.
Origin
Factor Def H Def V
Application
Description
1
System
1.000 0 180
1.0 L
-0.955
1.500
2
System
1.000 60 180
.42 Wl>
Wl>
3
System
1.000 60 180
.42 <W 1
<Wl
4
System
1.000 60 '180
t).42 W2>
W2>
5
System
1.000 60 180
0.42 <W2
<W2
6
System
1.000 60 180
0.42 WPL
VVTL
7
System
1.000 60 180
0.42 WPR
R
8
System
1.000 10 0
1.0 E>+ 1.0 EG-
E> + EG -
9 -
S stem-
-1:000 10. --0 -11:0-<E+
1.0 -EG-
<E+ -EG-.
Controlling Frame Deflection Ratios for Cross Section: 1
Description
Ratio
Deflection (in.)
Member
Joint
Load Case
Load Case Description
Max. Horizontal Deflection
Max. Vertical Deflection for S 1
( W188)
L/303
-0.955
1.500
1
3
2
1
7
7
WPR
WPR
• Negative horizontal 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 as roof and endwall diaphragms or partial
,.� - - . - - e .ad � 1 ::.- t' ^'bu�:"�=� n -�cd . _" :.� • iFe�:n� i'x� d'� r i.: ��t S '�`FZ�s -K,. �,,:.:�� a
BUTTE COUNTY
BUILDING DIVISION
± APPROVED
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
f
WA
Date: 6/20/2016
BUTLER
9utln, Manutact�nng 16-013705-01 Calculations Package Time: 05:32 PM
Page: 33 of 48
FrnmP ilP ion MPmhrr Rnmmam - rnntrnllino r -d raCP and M --maim rnmhinPd .Qf P cPC nar MPmhPr (i Aratin- Ara frnm .Inint t )
Paramrtnre heed fnr Arial nod IZI-. 1 rloc:on
Mem.
Controll ng Cases
Require 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.
Flexure
60
k
k
ink
in -k
k
k
ink
in -k
Flexure
26.31
1
14.20
15.00
2
489.68
-10.9
1.00
-536.0
0.0
46.7
2
700.1
114.9
0.91
120.0
1
14.20
15.00
5.21
2
2.08
-3.1
3.19
0.06
283.53
13.7
1.00
1.06
0.96
0.23
2
16.41
15.00
44
40.4
2.6
1.25
-458.
0.0
146.9
2.08
513.6
95.5
0.90
283.95
2
0.57
15.01
0.96
2
4
9.4
206.95
206.9
206.9
13.7
2.25
314.46
13.50
0.69
3
17.95
15.01
44
824.16
2.8
1.00
661.
0.0
146.9
750.9
95.5
0.89
3
17.95
15.01
1
9.8
13.7
0.72
4
17.25
16.00
1
-10.8
654.7
0.0
47.5
839.9
225.0
0.92
4
17.25
16.00
47
3.5
13.2
0.26
Paramrtnre heed fnr Arial nod IZI-. 1 rloc:on
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
<W2
6
System
1.000
60
1
14.20
170.37
170.4
170.4
4.95
1.50
197.36
9.00
26.31
3.00
29.19
4.57
0.07
489.68
1.65
1.00
1.06
0.87
0.87
2
16.41
440.40
120.0
120.0
4.45
1.25
170.22
5.21
22.69
2.08
25.51
3.19
0.06
283.53
1.06
1.00
1.06
0.96
1.00
3
17.95
440.40
40.4
40.4
4.45
1.25
170.50
5.21
22.71
2.08
25.54
3.19
0.06
283.95
1.28
1.00
1.06
0.96
1.00
4
17.25
206.95
206.9
206.9
6.55
2.25
314.46
13.50
39.31
4.50
42.98
6.82
0.22
824.16
1.65
1.00
1.04
1.00
0.91
No.
Origin
Factor
DefH
DefV App] ication
Descri tion
I
System
1.000
0
180 1.0 L
2
System
1.000
60
180 .42 W1>
Wl>
3
System
1.000
60
180 0.42 <W1
<Wl
4
System
1.000
60
180 0.42 W2>
W2>
5
System
1.000
60
180 0.42 <W2
<W2
6
System
1.000
60
180 0.42 WPL
WPL
7
System
1.000
60
180 0.42 WPR
VYTR
8
System
1.000
10
0 1.0 E> + 1.0 EG-
E> + EG -
9 -
System
-1.000
1 10 .-
0 1.0 <E + 1.0 EG-
<E + EG-
Cnntrnllinv Frame <1PflPrtinn Rntine fnr rr- RPrtinn• 7
Description Ratio
Deflection in. Member
Joint
Load Case
Load Case Description
Max. Horizontal Deflection (H/268)
Max. Vertical Deflection for Span 1 U387
0.660 1
1.1.72 3
2
1
7
7
WPR
WPR
* Negative horizontal deflection is left
* Negative vertical deflection is down
Lateral deflexions of primTtOSare�salC bat,
basei* these"-aeflzctien�may be a
Frame LateZt-i'ar+ess (K): 2.121 (k/in)
FundamentdPenod (calculated) (T): 0.659 (sec.)
on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial
iiderably overstated.
BUTTE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
Date: 6/20/2016
BUTLER
Butler Manufacturing 16-013705-01 Calculations Package Time: 05:32 PM
Page: 39 of 48
Frames ]].cion M. -h- Q..mm - r -t-11- r nod reco and M-im..m rnmhinod Qtrpecpc - Mumhu.- (1 nrotinnc ern from mint 1 1
Parameters INed fnr Axial and Mpriiral llpcion
Mem.
Controll ng Cases
Required Strength
Available Strength
Strengdi Ratios
Ag
Afn
1xx
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.
It
in.
Flexure
0.42 WPR WPR
k
k
in -k
in -k
k
k
in -k
in -k
Flexure
26.31
1
14.20
15.00
2
489.68
-10.9
1.00
-536.0
0.0
46.7
2
700.1
114.9
0.91
120.0
1
14.20
15.00
5.21
2
2.08
-3.1
3.19
0.06
283.53
13.7
1.00
1.06
0.96
0.23
2
16.41
15.00
44
40.4
2.7
1.25
457.5
0.0
146.9
2.08
512.8
95.5
0.90
283.95
2
0.57
15.01
0.96
2
4
9.4
206.95
206.9
206.9
13.7
2.25
314.46
13.50
0.69
3
17.95
15.01
13
824.16
2.9
1.00
656.8
0.0
146.9
750.9
95.5
0.88
3
17.95
15.01
1
-9.8
13.7
0.72
4
17.25
16.00
1
-10.8
-654.7
0.0
47.5
839.9
225.0
0.92
4
17.25
16.00
44
-3.5
13.21
0.26
Parameters INed fnr Axial and Mpriiral llpcion
Mem.
Loc.
Lx
Ly/Lt
Lb
Ag
Afn
1xx
lyy
Sx
Sy
Zx
Zy
J
Cw
Cb
Rpg
Rpc
Qs
Qa
No.
R
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
14.20
170.37
170.4
170.4
4.95
1.50
197.36
9.00
26.31
3.00
29.19
4.57
0.07
489.68
1.65
1.00
1.06
0.87
0.87
2
16.41
440.40
120.0
120.0
4.45
1.25
170.22
5.21
22.69
2.08
25.51
3.19
0.06
283.53
1.05
1.00
1.06
0.96
1.00
3
17.95
440.40
40.4
40.4
4.45
1.25
170.50
5.21
22.71
2.08
25.54
3.19
0.06
283.95
1.28
1.00
1.06
0.96
1.00
4
17.25
206.95
206.9
206.9
6.55
2.25
314.46
13.50
39.31
4.50
42.98
6.82
0.22
824.16
1.65
1.00
1.04
1.00
0.91
T' -fl -ti.. I nad ('nmhinatinnc - Framing
No.
OriEon
Factor
DefH DefV
Application Description
1
System
1.000
0 180
1.0 L L
2
System
1.000
60 180
.42 Wl> Wl>
3
System
1.000
60 180
.42 <W1 <W 1
4
System
1.000
60 180
3.42 W2> W2>
5
System
1.000
60 180
0.42 <W2 <W2
6
System
].000
60 180
0.42 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 .1
1.0 .. 0
1-0 <E +.1.0 EG- _ - <E + EG- _
('nntrnllino Fre- llpfl-tinn Patine fnr (ince Qprtinn• 'i
Description
Ratio
Deflection in.)
IMemberl Joint ILoadCasel
Load Case Descri tion
Max. Horizontal Deflection
Max Vertical Deflection for Span 1
( W268)
L387
-0.660
1.172
1 1 1 2 7
3 1 7
WPR
WPR
* Negative horizontal 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 as roof and endwall diaphragms or partial
base fixity. Therefore, these deflections may be considerably overstated.
game Lateral S�ess (K): 2.080 (k/in)
Fundamental Penbd (calculated) (T): 0.666 (sec.) �(Le[� 1F��s O
�3B,.L.
fiPT'�r'T'Z
Y +,
[.��"t;M.nF"
BUTTE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
BUTLER
Date: 6/20/2016
Butler Manufacturing 16-013 705-01 Calculations Package Time: 05:32 PM
Page: 44 of 48
Frame rlP_s1Vn MPmhPr .Cttmmary - rnntrnllino i hall ritep and Mavimllm r'nmhinPlt Rt-- - MPmhor It neatinne aro frnm -nnint 1 1
Parameters rlsed fnr Axial and FlPxural mesion
Mem.
Controlling Cases
Require Strength
Available Strength
Stren 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
I
Pc
VC
I
Mcx
Mcy
+
Shear
No.
ft
in.
Flexure
VvrPR
k
k
in -k
in -k
k
k
in -k
in -k
Flexure
22.69
1
14.62
15.00
2
283.44
-5.7
1.00
-315.4
0.0
25.5
2
400.1
95.5
0.93
11.5
1
0.00
15.00
3.91
12
1.56
1.9
2.39
0.03
94.08
13.7
1.00
1.12
0.87
0.14
2
0.59
10.00
2
41.8
-2.1
1.25
-291.0
0.0
40.6
2.08
330.4
57.4
0.91
124.45
2
0.59
10.00
1.00
2
4
4.9
212.03
212.0
212.0
20.7
1.50
197.36
9.00
0.24
3
18.05
10.02
13
489.68
1.8
1.00
426.4
0.0
124.8
478.5
96.8
0.90
3
18.05
10.02
13
5.4
21.2
0.25
4
17.67
15.00
1
-5.7
-388.2
0.0
30.2
471.5
114.9
0.92
4
1 14.72
15.00
13
-2.2
1
13.7
0.16
Parameters rlsed fnr Axial and FlPxural mesion
Mem.
Loc.
Lx
Ly/Lt
Lb
Ag
Afn
Ixx
lyy
Sx
Sy
Zx
Zy
J
Cw
Cb
Rpg
Rpc
Qs
Qa
No.
11
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
VvrPR
1
14.62
175.39
175.4
175.4
4.45
1.25
170.16
5.21
22.69
2.08
25.51
3.19
0.06
283.44
1.65
1.00
1.06
0.96
0.92
2
0.59
441.40
11.5
11.5
3.17
0.94
55.13
3.91
11.03
1.56
12.31
2.39
0.03
94.08
1.00
1.00
1.12
0.87
0.92
3
18.05
441.40
41.8
41.8
3.78
1.25
69.41
5.21
13.85
2.08
15.27
3.17
0.06
124.45
1.25
1.00
1.10
1.00
1.00
4
17.67
212.03
212.0
212.0
4.95
1.50
197.36
9.00
26.31
3.00
29.19
4.57
0.07
489.68
1.65
1.00
1.06
0.87
0.92
nlaflartinn t nad rnmhinatinne - W -ammo
No. Origin
Factor
DefH DefV
Application
Description
1 System
1.000
0 180
1.0 L
2 System
1.000
60 180
0.42 Wl>
Wl>
3 System
1.000
60 180
0.42 <W 1
<Wl
4 System
1.000
60 180
0.42 W2>
W2>
5 System
1.000
60 180
0.42 <W2
<W2
6 System
1.000
60 180
0.42 WPL
L
7 System
1.000
60 180
0.42 WPR
VvrPR
8 System
1.000
10 0
1.0 E> + 1.0 EG-
E> + EG -
9 S stem--
9
1.000
10 -0
A-.0 <E-+ LO EG-
<E+ EG-
rniltrnitino Framo nPrlartine uari... fnr r- a -ti..... d
Description Ratio
I Deflection in.
Member
I Joint I Load Case Load Case Description
Max. Horizontal Deflection ( H/188)
Max Vertical Deflection for S 1 U303
-0.955
1.500
1
3
2 7 WPR
1 7 WPR
' Negative horizontal 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 as roof and endwall diaphragms or partial
baeity. Sf"tl% nsiderably overstated.
Fratiffness (K): 0.951 (k/in)Furiod (calculated) (T): 0.705 (sec.)
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
mi
CRANDALL ENGINEERING
5448 Merrill Mill Road
Mariposa, CA 95338
Phone: 209-966-4844 n
SHEET 1 OF
JOB NO.
A'uG 112016
t� 1 �ntt,l�S-C
Q�OFESSIpH
ca+t-.0 NL9:,
W C-3 y: -r, e:;; 0
'R Ev dFf&'
rq clvIN. ���P JUL 21 2016 FOR CODE COMPLIANCE
OFCAUFD
OCT 0 4 2016
INTERWEST
CONSULTING GROUP
2
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
BVTTE
COUNW
AUG 0 8 2016
DEVELOPMENT
SERVICES �j
0��-��2/
Butte County Department of Development Services
e�urr�• PERMIT CENTER FORM NO
• .tea . .
• ` 7 County Center Drive, Oroville, CA 95965
C. -0
Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax(530)538-7785 DPC-U 1
CCESSIBILTY UPGRADE WORKSHEE
Job Address 37 Speedway Ave. Chico Ca, 95928 Date 7/25/16
Project Name smuckers cold storage building addition Permit Number B
Applicant North Valley Building Systems Owner Smucker Natural Foods Inc.
1. Construction Cost: $ 179,000 a. Ground floor $ 179,000
b. Basement $ na c. Other floors ( ) ulna
2. Construction Cost on the same path of travel during the previous three years: $ na 9
3. Total Construction Cost (add amounts In land 2 above): $ 179s000 °
4. Current Valuation Threshold (Effective.January 2012): $
150,244.00 t7 1 1 ^b °
SELECT YOUR APPLICABLE ACCESSIBILITY! Tv -f E!�'�/FST UPGRADE COMPLIANCE OBLIGATION C�f� lJLT.'. N 0,�iP
® This alteration consists solely of accessibility upgrades and is limited to its specific scope of work
® The existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking
fountains (if any), parking, storage and alarms that serve the area of alteration currently comply with all accessibility provisions as
for new buildings.
❑ The total Construction Cost (item 3 above) exceeds the current valuation threshold and the alteration occurs on the ground floor.
1 will upgrade the existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or
drinking fountains Of any), parldng, storage and alarms that serve the area of alteration to comply with all accessibility provisions
as for new buildings.
❑ The total Construction Cost (item 3 above) does not exceed the Current Valuation Threshold (item 4 above) 2r the alteration
occurs on a floor other than the ground floor.
I will upgrade the existing primary entrance, route of travel, at least one
re _,rrl /or cti sex (as applicable), public phones or
drinking fountains Of any), parking, storage and alarms that15R. r� fir`It� FaU�bnB as applicable, to comply with all
accessibility provisions as for new buildings. � �dZthr n r� F � � �� P� IANC E
❑ The total Construction Cost item 3 above does not a ce e, Gu ant al ation fireshold (item 4 above) gj the alteration
occurs on a floor other than the ground floor and providing compliance with all aocpssibility provisions as for new buildings would
create an unreasonable hardship. OCT Q 4 2016
I will provide accessibility to the maximum extent feasible without incurring disproportionate costs (i.e. 20 percent of the amount in
Item 1 $ 1. In choosing which accessible�el�rt�ants to provide, priority will be given to those
elements that will provide the greatest access in the order provided Ih FjR(�$�C Wbb)e. (Please complete the Cost Table)
CONSULTING GROUP
Signed Date
(OWNER OR APPLICANT)
Building Division Plan Approval Date
Cost Table
Step A. Select the compliance status applicable to each category. If "Existing Full" is selected go to Step C. OtherWse,
go to Step B.
Step B. Select the individual elements in this category that are non -complying. Describe the upgrades necessary for full
compliance of each selected individual element and provide their costs.
Step C. Go to the next category (2, 3, 4, 5 then 6) and perform Step A. Repeat until all 6 categories have been completed
in order. BUTTE COUNT
BU Bf,�
BUILDING DIVISION colt m
K:\NEW_WEBSFrE\BuildingU3uildin 0 4 Forms - Completed\DPC\DPC-
01_Accessibilty_l I I I r s t_ 4ev' _ .7.2014_AKM.doc AUG 08 2016
Pagel of 3
DEVELOPMEN,r
SERVICES
NOTE: If providing an individual element is unfeasible or the costs of an individual element cause the total costs to
exceed the disproportionate costs for this project, note it as such and skip to the next individual element
selected. Your total costs should be approximately equal to or greater than the disproportionate costs unless full
compliance for each category is achieved prior to exceeding disproportionate costs.
} Disproportionate Costs for this project $
(Amount from Accessibility Unnrarie Wnrkcheet
CATEGORY
COSTS
1.
PRIMARY ENTRANCE TO ALTERED AREA
Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial
❑
❑
❑
❑
❑
❑
❑
❑
El
DOOR
A. Change of door'
B. Threshold
$
C. Hardware
D.Kick plate
E. Strike -side clearance
F. Other
,
SIGNS AND IDENTIFICATION
A. Sign at building entrance
B. Sign in building lobby
C. Other
.
Subtotal
2.
ROUTE TO THE ALTERED AREA
Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial
❑
❑
❑
❑
❑
❑
❑
❑
❑
❑
CHANGE OF ELEVATION(S)
A. Ramps/Curb Ramps
B. Lifts
C. Elevators
$
DOORS
A. Change of door
B. Threshold
C. Hardware
D. Kick plate
E. Strike -side clearance `
F. Signs and identification (Braille)
G. Other
Subtotal
BUTTE COUNTY
BUILDING DIVISION
_
APPROVED
K: WEWWEBSITE1Budmg�Budmg Forms& Document
Forms -, Completed\DPC\DPC-
0I Accessibilty_Upgrade_Worksheet_I1.26.12_rev'd_3.7.2014_AKM.doc
Page 2 of 3
• t
' CATEGORY
COSTS
3.
RESTROOMS SERVING ALTERED AREA
Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial
❑
` ❑
❑.
❑
❑
F]
A. Enlarge restroom
B. Enlarge door(s)
C. Strike side clearance
D. Door symbols
E. Signs and identification (Braille)
F. Replacement or relocation of fixture (specify)
1.
$
2.
3.
4.
G Replacement or relocation of accessories (specify)
1.,
Z
3.
4. ,
Grab bars (bars and backing). '
I. Other
1.
Subtotal
4.
PUBLIC TELEPHONES
Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial
_ ❑
A. Retrofit/Add
Subtotal
$
$.
5.
DRINKING FOUNTAINS
Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial
❑
❑
❑
❑
❑
A. Replace drinking fountain
B. Relocate existing drinking fountain
C. Provide alcove
D. Add wing walls and/or floor treatment
E. Other
$
$
Subtotal
6.
PARKING, STORAGE, ALARMS
Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial
❑
❑
❑
❑
A. Replace curb ramps
B. Re -slope parking space & loading/unloading aisle
C. Paint the border of loading/unloading aisle blue
D. Other
` Subtotal
$
$
' TOTAL
$
au I I t UOUNTY
KANEW_WEB SITESuilding\Building Forms & Documents\2014\2014 Forms
01_Accessibilty_Upgrade_Worksheet_11. 26.12 rev'd_3.7.2014_AKM.doe
r +Page 3 of 3.
APPROVED
LL , JN. _ Date: 6/20/2016
r+16-013705=01'Calculations Package TIme:05:32 PM
Butler Manufacturing -
t.• Page: ,1 of 48
Butler Manufacturing Company
Ct
r 1540 Genessee"Street
Kansas City M0 64102
STRUCTURAL DESIGN DATA
.
Q : v
Project: Smuckerswa
®� Name: 16f6131705-0 14q - ��,7rr°'�'�57
oQ �7 Builder PO # 16 930i�-
�� Jobsite:37.Speedway,Ave, -
cNIEWIED
oma` City, State: t
V(9�r�IANCE BurrE
ty:'iu� tte COUNTY
Country: Unittrsm',2�j�p
Al
AUG 0 8 2016
• Q�'� W® IrNTERWEST' DEVELOPMENT
- P'CONSULTING GROUP SERVICES
' TABLE OF CONTENTS
Building Loading -Expanded Report.....1.............:.........'.........:..................... ............ ..... ............... `..........................................2
<<
Bracing - Summary Report ............................:....:..:........:......:....::...:.....:...::.:...:. .... 9
.. - /
Secondary Summary Report ...............:. Qljl` ............................... 14
.
ELS
Framing- Summary Report .................................................................'.....:......... . ........... . . ......................... 22
Covering-Summary Report............................................:......:............. f .............. ��c t.....................t. .. ......................... 45
Appendix..................................................................................... .47No..082293'
r F 77
Exp -3 31-18 ;
CIVI
PC
File: 16-013705-01 Version: 2016.16
Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ,',
Date: 6/20/2016
BUTLER
------------ 16-013705-01 Calculations Package Time: 05:32 PM
Page: 2 of 48
Building Loading -Expanded Report
Shape: Thaw Equipment Cover
Loads and Codes - Shape: Thaw Equipment Cover
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: 12AISI - ASD Pc: 3000.00 psi Concrete
Building Risk/Occupancy Category: II (Standard Occupancy Structure)
Dead and Coflateral Loads
Collateral Gravity:3.00 psf
Collateral Uplift: 0.00 psf
Side Type Mag Units Shape Applied to
A D 2.079 psf Entire Frm
A D 0.950 psf Entire Pur
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
Height Used: 16/0/0 (Type: Eave)
Base Elevation: 0/0/0
Primary Zone Strip Width: 2a: 8/0/0
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: 22.66 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
a�
00
J
Frame Weight (assumed for seismic):2.50 psf
Description
Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.13 : Roof: A
Covering Weight - 26 Butlerib R Unpunched : Roof: A
Seismic Load
Lateral Force Resisting Systems using Equivalent Force Procedure
Mapped MCE Acceleration: Ss: 61.00 %g
Mapped MCE Acceleration: S 1: 27.00 %g
,Site',Clas§: Stiffsoil (D)
Seismic Importance: Ie: 1.000•
Design Acceleration Parameter: Sds: 0.5335
Design Acceleration Parameter: Shc: 0.3348
Seismic Design Category: D
% Snow Used in Seismic: 0.00
Gust Factor: G: 1.0000
Least Horiz. Dimension: 40/0/0
NOT Windbome Debris Region
Parts / Portions Zone Strip Width: a: 4/0/0
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
Unobstructed, Slippery
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: 0.2785
R -Factor: 3.50
Overstrength Factor: Omega: 2.50
Deflection Amplification Factor: Cd: 3.00
Base Shear: V: 0.1524x W
Seismic Snow Load: 0.00 psf
Longitudinal Direction Parameters
Diaphragm Condition: Flexible
Ordinary Steel Concentric Braced Frames
Fundamental Period Height Used: 17/8/0
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.1723
R -Factor: 3.25
Overstrength Factor: Omega: 2.50
Deflection Amplification Factor: Cd: 3.25
Base Shear: V: 0.1642x W
a
�
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
BUTLER Date: 6/20/2016
e�ire.------��.i�a 16-013705-01 Calculations Package Time: 05:32 PM
Page: 3 of 48
Side Type Mag Units Shape Applied to Description
A E 1.155 psf Entire Frm Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 1.13 + (Includes
3.000 Collateral 2.500 Frame Weight) : Roof: A
A E 1.244 psf Entire Brc Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 1.13 + (Includes
3.000 Collateral 2.500 Frame Weight) : Roof. A
Deflection Conditions
Frames are vertically supporting:Metal Roof Purlins and Panels
BUTTE COUNTY
Frames are laterally supporting:Metal Wall Girts and Panels
Purlins are supporting:Metal Roof Panels
U^ I �� 6
BUILDING
B
Girts are supporting:Metal Wall Panels
APPROVED
Desien Load Combinations - Framine
1.000
1
System
1.000
1.0 D + 1.0 CG + 1.0 L>
D + CG + I>
2
System
1.000
1.0 D + 1.0 CG + 1.0 <L
D + CG + <L
3
System
1.000
1.0 D + 1.0 CG + 0.6 W 1>
D + CG + W 1>
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>
+ 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
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 + W 1>
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
0.6 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 + 0.6 WPR
+ CU + WPR
19
System
1.000
1.0D+I.0CG+0.75L+0.45W1>
D +CG+L+W1>
20
System
1.000
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 + 1.0 CG + 0.75 L + 0.45 W2>
+ CG + L + W2>
22
System
1.000
1.0 D + L0 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
+ 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 F> + 0.7 EG+
D + CG + Fj + EG+
26
System
1.000
1.0 D + 1.0 CG +.0.91 <E + 0.7 EG+
+ CG + <E + EG+
27
System
1.000
0.6 D�+ 0.6 CU + 0.91 F> + 0.7 EG-
+ 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
1.0 D + 1.0 CG + 1.75 E> + 0.7 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
0.6 D + 0.6 CU + 1.75 E> + 0.7 EG-
+ CU + F> + EG -
32
Special
1.000
0.6 D + 0.6 CU + 1.75 <E + 0.7 EG-
+ CU + <E + EG -
33
OMT Connection
1.000
1.0 D +I.0 CG + 2.45 E> + 0.7 EG+
D + CG + Fj + EG+
34
OMF Connection
1.000
1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+
D + CG + <E + EG+
35
ONE Connection
1.000
0.6 D + 0.6 CU +2.45 E> + 0.7 EG-
D + CU + F> + EG -
36
ONE Connection
1.000
0.6 D + 0.6 CU + 2.45 <E + 0.7 EG-
+ CU + <E + EG -
37
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB I >
D +CG+WPR +WB1>
38
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I >
+CU+WPR+WB1>
39
System Derived
1.000
1.0D+I.0CG+0.75 L+ 0.45 WPR + 0.45 WB I >
+CG+L+WPR +WB1>
40
System Derived
1.000
1.0 D + 1.0 CG,+ 0.6 ,WPR + 0.6 <WB 1
+ CG + WPR + <WB 1
41
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 <"I
D + CU + WPR + <WB 1 '
42
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1
+ CG + L + WPR + <WB 1
43
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>
+ CG + WPR + WB2>
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 <W132
+ CG + WPR + <WB2
47
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2
+ CU + WPR + <WB2
48
System Derived
1.000
11.0 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>
+ 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>
D + CG + L + WPL + WB3>
52
System Derived .
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3
D + CG + WPL + <WB3
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Date: 6/20/2016
BL/TLER
16-013705-01 Calculations Package Time: 05:32 PM
Page: 4 of 48
Origin
53
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3
+ CU + WPL + <WB3
1.000
54
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3
+ CG + L + WPL + <WB3
1.0 D + 0.6 <W 1
55
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 W114>
+ CG + WPL + WB4>
D + W2>
56
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>
+ CU + WPL + WB4>
5
57
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4>
+ CG + L + WPL + WB4>
System
58
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4
+ CG + WPL + <WB4
1.000
59
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4
+ CU + WPL + <WB4
1.0 D + 0.6 <W4 g�
60
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4
D + CG + L + WPL + <WB4
-Wall: 1
61
System Derived
1.000
0.6 MWB
N4WB - Wall: 1
11
12
62
System Derived t'
1.000
0.6 MWB
N4WB - Wall: 2
System
System
63
System Derived
1.000
0.6 MWB
N4WB - Wall: 3
1.000
64
System Derived
.1.000
0.6 MWB
MWB - Wall: 4
1.0 D + 1.0 CG + 0.6 <W1 L !
65
System Derived
1.000
1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB>
+ CG + F> + EG+ + EB>
CG + W2>
66
System Derived : {
1.000
1:0 D + 1.0'CG + 0.91 F> + 0.7 EG+ + 0.273 EB>
+ CG + E> + EG+ + EB>
19
67
System Derived '
1.000
1.0 D + 1.0 CO + 0.273 <E + 0.7 EG+ + 0.91 EB>
D + CG + <E + EG+ + EB>
System Derived
68
System Derived
1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>
D + CG + <E + EG+ + EB>
1.000
69
System Derived
1.000
0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB>
+ CU + Fj + EG- + EB>
1.0 D + 1.0 CG + 0.6 <W4 4
70
System Derived
1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB>
D + CU + F> + EG- + EB>
D + CU + W 1>
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>
25
72
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>
+ CU + <E + EG- + EB>
System Derived
73
Special
1.000
1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+
+ CG + EB> + EG+
1.000
74
Special
1.000
0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG-
+ CU + EB> + EG -
0.6 D + 0.6 CU + 0.6 <W3
75
System Derived
1.000
1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB
D + CG + F> + EG+ + <EB
+ CU + W4>
76
System Derived
1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB
D + CG + E> + EG+ +' <EB
31
77
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB
+ CG + <E + EG+ + <EB
System Derived
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 F> + 0.7 EG- + 0.91 <EB
D + CU + Fj + EG- + <EB
80
System Derived
1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB
D + CU + Fj + 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 + 0.7 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-
D + CU + <EB + EG -
Design Load Combinations - Bracing
No.
Origin
Factor I
Application
Description
1
System
1.000
1.0 D + 0.6 W 1>
+ W 1>
2
System
1.000
1.0 D + 0.6 <W 1
D + <W1
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 + 0.6 <W4 g�
+ <W4
9
System
1.000
0.6 MWN4W
-Wall: 1
10
System
1.000
0:6 MWN4W
- Wall: 2
11
12
System
System
1.000
1.000
0.6 MW
0.6 MW
N4W - Wall: 3
N4W - Wall: 4
13
14
System
System
1.000
1.000
1.0 D + 0.7 F> }
1.0 D + 0.7 <E
D+E>
+ <E
15
System Derived
1.000
p�yo�
1.0 D + ] .0 CG + 0.6 W 1 > �,i,1
+ CG + W1 >
16
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W1 L !
+ CG + <W1
17
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W2>+
R
CG + W2>
18
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2
+ CG + <W2
19
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W3>,;'' s.
+ CG + W3>
20
System Derived
] .000
1.0 D + 1.0 CG + 0.6 <W 3 . , �'
+ CG + <W 3
21
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W4> lu
+ CG + W4>
22
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W4 4
+ CG + <W4
23
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W 1>,
D + CU + W 1>
24
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W1 't
+ 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
+ CU + <W2
27
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W>
+ CU + W3>
28
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W3
+ CU + <W3
29
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W4>
+ CU + W4>
30
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W4
+ CU + <W4
31
System Derived
1.000
1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+
+ CG + Fj + EG+
32
System Derived
1.000
1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+
D + CG + <E + EG+
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
aur�ER
„aManutoctuNng 16-013705-01 Calculations Package
Date: 6/20/2016
Time: 05:32 PM
Page: 5 of 48
33 I System Derived 11.000 r.6 D + 0.6 CG + 0.7 F> + 0.7 EG- �D + CG + Ej + EG -
34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- ID + CG + <E + EG -
TI -ion Lnad l-hinatin- - Purlin
No.
Ori in
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+1.0CG+0.6W1>+0.6WB1>
D +CG+W1>+WB1>
3
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB1>
+ CG + <W2 + WB1>
4
System Derived
1.000
0.6D+0.6CU+0.6W1>+0.6WB1>
D +CU+W1>+WB1>
5
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB I >
D+CU+<W2+WB1>
6
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB1>
D + CG + L + W1> + WBI >
7
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>
8
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W1> + 0.6 <V,/Bl
D + CG + W1> + <WB 1
9
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <"I
+ CG + <W2 + <WB 1
10
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WBI
D + CU + W1> + <WB1
11
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
1.0D+I.0CG+0.75L+0.45W1>+0.45<"I
D + CG + L + W 1> + <WB 1
13
System Derived
1.000
1.0D+I.0CG+0.75L+0.45<W2+0.45<WB 1
+CG+L+<W2+<WB1
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>
+ CG + <W2 + WB2>
16
17
System Derived
System Derived
1.000
1.000
0.6 D + 0.6 CU + 0.6 W1> +.0.6 WB2>
0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2>
D + CU + W1> + WB2>
+ CU + <W2 + WB2>
18
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 W 2 O ;;4
+ CG + L + W 1> + WB2>
19
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 W$, o.
+ CG + L + <W2 + WB2>
20
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB2 j.� Z
+ CG + W 1> + <WB2
21
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2
+ CG + <W2 + <WB2
22
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2
+ CU + W 1> + <WB2
23
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 0 0
+ CU + <W2 + <WB2
24
System Derived
1.000
.�
1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB000
+ CG + L + W 1> + <WB2
25
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2�
+ CG + L + <W2 + <WB2
26
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB3>!�
+ CG + W 1> + WB3>
27
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> r
+ CG + <W2 + WB3>
28
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W 1> + 0.6 WB3> :1151
+ CU + W 1> + WB3>
29
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> Z
+ CU + <W2 + WB3>
30
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB3>
+ CG + L + W l> + WB3>
31
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3>
+ CG + L + <W2 + WB3>
32
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB3
+ CG + W l> + <WB3
33
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3
+ CG + <W2 + <WB3
34
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3
+ CU + W 1> + <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
1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB3
+ CG + L + W 1> + <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 + 1.0 CG + 0.6 W1> + 0.6 WB4>
+ CG + W 1> + 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 W1> + 0.6 WB4>
+ CU + W 1> + 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> + 0.45 WB4>
D + CG + L + W1> + WB4>
43
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4>
+ CG + L + <W2 + WB4>
44
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB4
+ 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 W1 > + 0.6 <WB4
+ CU + W 1> + <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 I> + 0.45 <WB4
+ CG + L + W1> + <WB4
49
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4
+ CG + L + <W2 + <WB4
50
System Derived
1.000
1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+
D + CG + EB> + EGt
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
0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG-
+ CU + <EB + EG-
Desien Load Combinations - Girt
No.
Origin
I Factor
I Application
Description
1
2
System
System
1 1.000
1.000
0.6 W1>
0.6 <W2
W1>
<W2
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
B[/TLER
16-013705-01 Calculations Package
Design Load Combinations - Roof - Panel
Date: 6/20/2016
Time: 05:32 PM
Page: 6 of 48
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
System
1.000
0.6D+0.6WI> +W1>
Desitin Load Combinations - Wall - Panel
No.
Origin I Factor I Application
Description
1
2
System 1 1.000 0.6 W 1>
System 1.000 0.6 <W2
W 1>
<W2
Deflection Load Combinations - Framing
No.
Origin
Factor
DefH DefV
Application
Description
1
System
1.000
0 180
1.0 L
Pl>
W2
2
System
1.000
60 180
0.42 W 1>
WI>
3
System
1.000
60 180
0.42 <W 1
<Wl
4
System
1.000
60 180
0.42 W2>B
C�UN
W2>
5
System
1.000
60 180
0.42 <W2 u i
BUTTE
<W2
6
System
1.000
60 180
0.42 WPL���[( �'�((�„ 'VISION
WPL
7
System
1.000
60 180
0.42 WPR L � i V `.N
WPR
8
System
1.000
10 *• 0"
1:0 E>--+ 1.0 EG-
E> + EG -
9
System
1.000
10 -0
1.0 <E +'L0 EG- .,
E + EG-
-7 t a1♦� Y r •� a
Deflection Load Combinations - Purtin -
No.
Origin
Factor
Deflection • •
Application
Description
1
System
1.000
150 1 -
1.0 L
Pl>
W2
2
System
1.000
180 _
0.42 Wl>
1>
�W2
3
System
1.000
180 ....
0.42,<W2
Deflection Load Combinations - Girt `
No.
Origin
Factor
I Deflection�
. ', Application
I Description
1
2
System
S stem
1.000
1.000
1 . 90- 10.42
90,_
Wl>
0.42 <W2
Pl>
W2
iein I Factor
<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
^ASL
Alternate Span Live Load, Shifted Left
PL2
Partial Live, Full, 2 Spans
L>
Live - Notional Right
<L
Live - Notional Left
S
Snow Load
USI*
Unbalanced Snow Load 1, Shifted Right
'US]
Unbalanced Snow Load 1, Shifted Left
US2'
Unbalanced Snow Load 2, Shifted Right
•US2
Unbalanced Snow Load 2, Shifted Left
SD
- Snow Drift Load
SS
Sliding Snow Load
RS
Rain Surcharge Load
PFl
Partial Load, Full, 1 Span
PHI
Partial Load, Half, 1 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. Roof Snow - Notional Right
<SMS
Specified Min. Roof Snow - Notional Left
PSI
Partial Load, Half Span 1
PS2
Partial Load, Half Span 2
W
Wind Load
W 1>
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
WPA]
Wind Parallel - Ref A, Case 1
WPA2
Wind Parallel - Ref A, Case 2
WPB 1
Wind Parallel - Ref B, Case 1
WPB2
Wind Parallel - Ref B, Case 2
WPC 1
Wind Parallel - Ref C, Case 1
WPC2
Wind Parallel - Ref C, Case 2
WPD 1
Wind Parallel - Ref D, Case 1
WPD2
Wind Parallel - Ref D, Case 2
WB 1>
Wind Brace Reaction, Case 1, Right
<WB1
Wind Brace Reaction, Case 1, Left
WB2>
Wind Brace Reaction, Case 2, Right
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
Date: 6/20/2016
BUTLER
Butler ManuracturinB 16-013705-01 Calculations Package Time: 05:32 PM
Page: 7 of 48
<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 Reaction, Case 6, Left
MW
Minimum Wind Load
MWB
Minimum Wind Bracing Reaction
E
Seismic Load
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*
Alternate 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 1
*AL>(1)
Auxiliary Live Load, Right, Left, Aisle 1
<AL*(1)
Auxiliary Live Load, Left, Right, Aisle 1
<*AL(1)
Auxiliary Live Load, Left, Left, Aisle 1
AL*(1)
Aux Live, Right, Aisle 1
■AL(1)
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>(5)
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>(1)
Aux Live Bracing Reaction, Right, Aisle 1
<ALB(1)
Aux Live Bracing Reaction, Left, Aisle 1
WALB>(I)
Wind, Aux Live Bracing Reaction, Right, Aisle 1
<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 5
<ALB(5)
Aux Live Bracing Reaction, Left, Aisle 5
WALB>(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
U0
User Defined Load
Ul
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 1
User Brace Reaction - 1
UB2
User Brace Reaction - 2
UB3
User Brace Reaction - 3
UB4
User Brace Reaction - 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
w: , R
Rain Load
T
Temperature Load "'
`• t",- V
Shear
BUTTE COUNTY
BUILDING
DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Date: 6/20/2016
BUTLER
Butler Manufacturing16-013705-01 Calculations Package Time: 05:32 PM
Page: 8 of 48
(Din
(9}m
L _
<■> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals
may not be relocated without consulting the building supplier's engineer.
7 SF.
` F
}
r `d/ ,
1I Ulf mi
BUILDING DIVISION`
PROVE®
lu
A v
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. - ,
2
f
_ 4
L _
<■> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals
may not be relocated without consulting the building supplier's engineer.
7 SF.
` F
}
r `d/ ,
1I Ulf mi
BUILDING DIVISION`
PROVE®
lu
A v
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. - ,
Date: 6/20/2016
eutler BLlTLER'ng '16-013705-01 Calculations Package Time: 05:32 PM
;. ...4 - Page: 9 of 48
B "racing `= Summary Report
_Shape: Thaw Equipment Cover
• Loads and Codes - Shape: Thaw Equipment Cover s'
City: Chico County: Butte State: California ; . Country: United States
Building Code: California Building Standards Code - 2013 Edition Structural: s l OAISC - ASD Rainfall' I: 3.30 inches per hour
Based on Building Code: 2012 International Building Code Cold Fob: 12AISI - ASD Pc: 3000.00 psi Concrete
Building.Risk/Occupancy Category: II (Standard Occupancy Structure)
Dead and Collateral Loads ' ",). Roof Live Load
h Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.08 psf Roof Live Load: 20.00 psf Reducible
Collateral Uplift: 0.00 psf =Frame Weight (assumed for seismic):2.50 psf t �.
Wind Load Snow Load a'. ` Seismic Load
" Wind Speed: Vult: 110.00 (Vasd: 85.21) mph . Ground Snow Load: pg: 0.00 psf Lateral Force Resisting Systems using Equivalent
_ +r
Force Procedure
The 'Envelope Procedure' is Used Flat Roof Snow. p£ 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 %g
' Parts Wind Exposure Factor: 0.860 Rain Surcharge: 0.00 ' Site Class: Stiffsoil (D)
Wind Enclosure: Partially Enclosed Exposure Factor: 2 Partially Exposed'- Ce_: 1.00 •' Seismic Importance: Ie: 1.000
Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000f Design Acceleration Parameter: Sds: 0.5335
Thermal Factor: Unheated - Ct: 1.20 Design Acceleration Parameter: Sill: 0.3348
NOT Windbome Debris Region Ground /Roof Conversion: 0.70 Seismic Design Category: D '
Base Elevation: 0/0/0 Unobstructed, Slippery '`: ` Seismic Snow Load: 0.00 psf
Primary Zone Strip Width: 2a: 8/0/0 ''.t,, .% Snow Used in Seismic: 0.00
Parts / Portions Zone Strip Width: a: 4/0/0' + Diaphragm Condition: Flexible i
Basic Wind Pressure: q: 22.66 psf " " a . Fundamental Period Height Used: 17/8/0
r �...
Transverse Direction Parameters -
�' Ordinary Steel Moment Frames "
x a + Redundancy Factor: Rho: 1.30
t t ` ' Fundamental Period: Ta: 0.2785
R -Factor: 3.50
Overstrength Factor: Omega: 2.50
Deflection Amplification Factor: Cd: 3.00
1 ` Base Shear: V: 0.1524 x W
• Longitudinal Direction Parameters
Ordinary Steel Concentric Braced Frames
Redundancy Factor: Rho: 1.30 '
.' Fundamental Period: Ta: 0.1723
R -Factor: 3.25
y , Overstrength Factor: Omega: 2.50
Deflection Amplification Factor: Cd: 3.25
Base Shear: V: 0.1642 x W
Deflection Conditions * ti ♦ "i int
A
Frames are vertically supporting:Metal RoofPurlins and Panels '
Frames are laterally supporting:Metal Wall Girts and Panels '
Purlins are supporting:Metal Roof Panels i'..: ^'► i "" '
Girts are supporting:Metal Wall Panels +H• "
..BUTT
B E COUNTY .
• UILDING DIVISION
V
J ..
File: 16-013705-01 f Ver sion:2016.1b'
;Butler Manufacturing, a division of BlueScope Buildings North America; Inc.,• _ '
BUTLER
Date: 6/20/2016
Butler Manufacturing 16-013705-01 Calculations Package Time: 05:32 PM
Page: 10 of 48
nadon t..,a,i C-hioat;noc - u,•arcno
No.
Ori in
Factor
Application
Description
1
System
1.000
1.0D+0.6W1>
+W1>
2
System
1.000
1.0 D + 0.6 <W 1
D + <W1
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
I.0D+0.6<W3
+<W3
7
System
1 -.000 -1
-.013+0.6W4> --- i`
D+W4>
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 F>
D + Fj
14'
System
1.000
1.0 D + 0.7 <E
D + <E
15
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W 1>
D + CG + W 1>
16
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W1
D + CG + <W1
17
System Derived
1.000
1:0 D + 1.0 CG + 0.6 W2>
+ CG + W2>
18
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2
+ CG + <W2
19
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W3>
+ CG + W3>
20
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W3
+ CG + <W3
21
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W4>
+ CG + W4>
22
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W4
+ CG + <W4
23
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W 1 >
D + CU + W I >
24
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W1
D + CU + <W1
25
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W2>
+ CU + W2>
26
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2
+ CU + <W2
27
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W3>
+ CU + W 3>
28
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W3
+ CU + <W3
29
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W4>
+ CU + W4>
30
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W4
+ CU + <W4
31
System Derived
1.000
1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+
+ CG + F> + EG+
32
System Derived
1.000
1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+
+ CG + <E + EG+
33
System Derived
1.000
0.6 D + 0.6 CG + 0.7 F> + 0.7 EG-
+ CG + Fj + EG -
34
System Derived
1.000
0.6 D + 0.6 CG + 0.7 <E + 0.7 EG-
+ CG + <E + EG -
BUTTE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
Bur�ER
Date: 6/20/2016
------ 16-013705-01 Calculations Package Time: 05:32 PM
Page: 11 of 48
BUTTE COUNTY
BUILDING DIVISION
Diagonal Bracing Member Design Summarv: Roof A
Mem.
Bracing
Length
Angle
Design
Seismic
Stress
I
Stress
Governing
Design
Comment
No.
Shape
ft
flange weld OK, web direct shear OK, web` unchin `shear OK, tensile fracture of web OK, » PASSED.
Axial(k)
Factor
Factor
Ratio
Load Case
Status
1
R 0.5
38.93
40.9
-2.79
1.0000
1.0000
0.608
I.OD+I.00G+0.6W2>
passed
flange weld OK, web direct shear OK, web punching shear OK tensile fracture of web OK, » PASSED.
2
R 0.5
38.93
40.9
-2.79
1.0000
1.0000
0.608
0.6D+0.6CU+0.6<W2
passed
3
R 0.375
33.56
28.3
-0.52
1.0000
1.0000
0.202
1.OD+I.00G+0.6W2>
passed
4
R 0.375
33.56
28.3
-0.52
1.0000
1.0000
0.202
0.6D+0.6CU+0.6<W2
passed
Mem.
End
Diagonal Connection Design Information
1
Left
Slot: Web Thk = 0.134, Load Case 1.0D+1.00G+0.6W2>, Factored F = 2.79, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -
flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.
Right
Slot: Web Thk = 0.134, Load Case 1.0D+1.00G+0.6W2>, Factored F = 2.79, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -
flange weld OK, web direct shear OK, web` unchin `shear OK, tensile fracture of web OK, » PASSED.
2
Left
Slot: Web Thk = 0.134, Load Case 0.6D+0.6CU+0.6<W2, Factored F = 2.79, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -
flange weld OK, web direct shear OK; web punching shear'OK, tensile fracture of web OK, » PASSED.
Right
Slot: Web Thk = 0.134, Load Case.0.6D+0.6CU+0.6<W2, Factored F = 2.79, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web-
-flange weld OK, web direct sheai.OK, web ' unchinj shear OK, tensile fracture of web OK, >> PASSED.
3
Left
Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.6W2>, Factored F = 0.52, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -
flange weld OK, web direct shear OK, web punching shear OK tensile fracture of web OK, » PASSED.
Right
Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.6W2>, Factored F = 0.52, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -
flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.
4
Left
Slot: Web Thk = 0.134, Load Case 0.6D+0.6CU+0.6<W2, Factored F = 0.52, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -
flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.
Right
Slot: Web Thk = 0.134, Load Case 0.6D+0.6CU+0.6<W2, Factored F = 0.52, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -
flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
BUTLER Date: 6/20/2016
a�ne.Man�factuNng 16-013705-01 Calculations Package Time: 05:32 PM
Page: 12 of 48
Ttiaonnnl
Bracing
Length
Angle
Design
Seismic
Stress
Stress
Governing
Design
Comment
No.
Y
IL
ft
eb•flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.
Axial k
Factor
d' x Tali L Irr rr L 29.9' &E
IR—i.. M—h— Apel.. Grmmnrve Si —11 2
Mem.
Bracing
Length
Angle
Design
Seismic
Stress
Stress
Governing
Design
Comment
No.
Shape
ft
eb•flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.
Axial k
Factor
Factor
Ratio
Load Case
Status
1
R 0.625
35.42
32.8
-3.62
1.3000
1.0000
0.633
I.OD+I.00G+0.7<E+0.7EG+
passed
2
R 0.625
35.42
32.8
-3.63
1.30001
1.0000
0.635
I.OD+I.00G+0.7F>+0.7EG+
passed
Mem.
End
Diagonal Connection Design Information
1
Left
Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 7.23, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000,
web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.
Right
Slot: Web Thk = 0.134, Load Case LOD+I.00G+0.7<E+0.7EG+, Factored F = 7.23, E factor = 2.000, stress increase = 1.000; slot offset, = 3.000,
eb•flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.
2
Left
Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 7:26, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000,
web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.
Right
Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 7.26; E factor = 2.000, stress increase = 1.000, slot offset, = 3.000,
,web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED.
BUTTE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
BUTLER Date: 6/20/2016
16-013705-01►Calculatioiss Package Time: 05:32 PM
_ . '` •" • Butler Manutaeturngw .
Page: 13 of 48
, • .ice �. • '� 1 a. -
1 '
A..
X r
BUTTE COUNTY
'BUILDING DIVISION
N Portal Brace MemberDesignSummary: Sidewall 4, Bay 2 { APPROVED'
Knee Brace Design
Bracing
Length
• Design
Seismic
Stress
Stress
Load
Design
Left
Right
Shape
ft
Axial k
Factor
Factor
Ratio
'Case
Status
End Conn
End Conn
Left KBD 2L 3.Ox3.Ox0.188-0.375
6.36
0.71
2.5000
• 1.0000
0.173
I.OD+I.00G+0.7<E+0
passed
(2) 3/4 A325
(2) 3/4 A325
0.35 -
Column Connections Flange Special
Seismic Amplified Shear
0.88 1 '
- Shear Stress Ratio
.7EG+
Governing Drift Case: I.OE>+1.OEG-
�e Stress Increase Used
1.0000 :
Ri t KBD 2E 3.00.00.188-0.375
6.36
0.64
2.50001
1.0000
0.154'
1.OD+0.7E>passed
FS (4) 3/4 A325T, F = 1.3 V = 0.9, E factor = 2.500 stress factor = 1.000, bolt shear & tension*OK, local FS bending OK, haunch
2 3/4 A325
2 3/4 A325
Knee Brace Connection Design "
Left KBDKnee/Column:
Factored F = 1.8k, E factor = 2.500, stress increase 1000; 0.375 x 4.000 S2 stiffener one side, S2 bending OK, 0.125 S2 to flange
Vi,
Id both sides, 3/16 KC gusset weld => passed U 0 •-.I 1 t %-,U.
Knee/Beam: KBC standard connection 2 3/4 in. A325SC,,.Bolt shear OK => passed,11 fl.
Right KBDKnee/Column:
Factored F.= 1.6, E factor = 2.500, stress increase =:1400; 0.375'x4.000 S2`stiff_ener one side, S2 bending OK, 0.125 S2 to flange
Kx =1.0 ,
Id both sides, 3/16 KC gusset weld => passed r '1 "*
assed �M
Ky = 1.0
Knee/Beam: KBC standard connection 2 3/4 in. A325SC, Bolt shrleaVOK's
•'Portal Brace Beam Designr
Design Size
3P 6xI/4x0.1345x8 r
Kx =1.0 ,
Combined Ratio 0.220 < 1.03 Design passed
Ky = 1.0
Axial Force
0.50(k)
Lx = 30.00(ft) { '
Seismic Amplified Force
1.26 ' ' , `
Ly = 21.00(ft)
Compressive Stress Ratio
0.0596;,
Lb = 21.00(ft)
.00
Moment
19.09(in-k) r+
. CMx = 1.0 a
+. Seismic Amplified Moment
47.71
CMy = 1.0'
Bending Stress Ratio
0.1604 {
Bending coefficient (Cb) = 2.30
Shear
0.35 -
Column Connections Flange Special
Seismic Amplified Shear
0.88 1 '
- Shear Stress Ratio
0.0434, , r
Governing Drift Case: I.OE>+1.OEG-
�e Stress Increase Used
1.0000 :
Horizontal Deflection = 0.98
'Seismic Amplification Factor 2.5000 + r
a '
H/0.98 = 195 > 10 passed
Load Case •
' 1.OD+l .00G+0.7<E+0.7EG+
+ Left Connection Design:
FS (4) 3/4 A325T, F = 1.3 V = 0.9, 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
Right Connection Design:
FS (4) 3/4 A325T, Factored F = 1.3Factored V = 0.9, 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: 16-013705-01
+;.'''
' ' Version: 2016.1b
Butler Manufacturing, a division
of BlueScope Buildings North America, Inc.'-
,
No.
Origin
BL/TLER ``
Date:. 6/20/2016
16-013705-01,_ Calculations Package Time: 05:32 PM
9une.Ma-�r
System
1.000
Page: 14 of 48
Secondary• -: Summary`Report
2
:.z�
Loads and Codes - Shape: Thaw Equipment Cover
1.0D+I.0CG+0.6W1>+0.6WB1>
City: Chico County: Butte State: California •
Country: United States
Building Code: California Building Standards Code - 2013 Edition Structural: l OAISC - 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)
4
Dead and Collateral Loads "r '-
-Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.08 psf
Roof Live Load
; Roof Live Load: 20.00 psf Reducible
Collateral Uplift: 0.00 psf, Frame Weight (assumed for seismic):2.50 psf'
D +CU+W1>+WB1>
Wind Load 'Snow Load t+
Seismic Load
Wind Speed: Vult: 1 I0.00.(Vasd: 85.21) mph_ Ground Snow Load: pg: 0.00 psf
Lateral Force Resisting Systems using Equivalent Force
+CU+<W2+WB; 1>
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 %g
Parts Wind Exposure Factor: 0.860 Rain Surcharge: 0.00 • . . I
Site Class: Stiffsoil (D) '
Wind Enclosure: Partially Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00Seismic
-
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
Acceleration Parameter: Shc: 0.3348
NOT Windbome Debris Region y j' f4't r ti • Ground /Roof Conversion: 0.70
_Design
Seismic Design Category: D
Base Elevation: 0/0/0 ' l J �� 'Unobstructed;` Slippery,
Seismic Snow Load: 0.00 psf •
Primary Zone Strip Width: 2a ; 8/0/0 j I I f -, €�l f l f`� � 1 �
% Snow Used in Seismic: 0.00
Parts / Portions Zone Strip Width_a: 4/0/0 D I S
Diaphragm Condition: Flexible
Basic Wind Pressure: q: 22.66 psf'Kt " 3i r7¢-'"` 'A'}+."�t�j
,�R. Yl..II ''• Y 3 •
Fundamental Period Height Used: 17/8/0
<WB I 4
Transverse Direction Parameters
+:
Ordinary Steel Moment Frames
'Redundancy
1.000
Factor: Rho: 1.30
' - t
Fundamental Period: Ta: 0.2785
-
R -Factor: 3.50
1.0 D + 1.0 CG + 0.75 L + 0.45 W 1 > + 0.45 <WB 1
Overstrength Factor: Omega: 2.50
13
Deflection Amplification Factor: Cd: 3.00
1.000
Base Shear: V: 0.1524 x W
' '
BUTTE COUNTY
r
Longitudinal Direction Parameters'
BUILDING
®U D (V A' D I VI I O
Ordinary Steel Concentric Braced Frames
Redundancy Factor: Rho: 1.30
V I V
Fundamental Period: Ta: 0.1723
3.25
�
OR-Factor:APPRVED
. F
Overstrength Factor: Omega: 2.50
1.000
Deflection Amplification Factor: Cd: 3.25
+
Base Shear: V: 0.1642 x W '
System Derived
1.000
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+0.6W1>+0.6WB1>
+CG+Wl>+WBI>
3
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB 1 >
+CG+<W2+WB1>
4
System Derived
1.000
0.6D+0.6CU+0.6W1>+0.6WB1>
D +CU+W1>+WB1>
5
System Derived
1.000
0.6D+0.6CU+0.6<W2+0.6WBI> '
+CU+<W2+WB; 1>
6
System Derived
1.000
1.0D+I.0CG+0.75L+0.45WI>+0.45WB1>
+CG+L+W1>+WB1>
7
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB 1>
D + CG + L + <W2 + WB 1>
8
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W 1 > + 0.6 <WB 1
D + CG +,W1 > + <WB 1
9
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB I+
CG + <W2 + <WB 1
10
System Derived
1.000'0.66+0.6CU+0.6W1>+0.6
<WB I 4
+CU+W1>+<WB1
11
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
1.0 D + 1.0 CG + 0.75 L + 0.45 W 1 > + 0.45 <WB 1
D + CG + L + W 1> + <WB 1
13
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB 1
+ CG + L + <W2 + <WB 1
14
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WI > + 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> '
+ CG + <W2 + WB2>
16
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WI > + 0.6 WB2>
+ 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
1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB2>
+ CG + L + W 1> + WB2>
19
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2>
+ CG + L + <W2 + WB2>
20
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB2
+ CG + W 1> + <WB2
21
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 '
+ CG + <W2 + <WB2
File: 16-013705-01 Version: 2016.1b t
Butler Manufacturing, a division -of B1ueScope BuildingsNorth America, Inc. -
^xt
{• `�: ' a
�. BL/TLER • Date: 6/20/2016
Bu1ef 1Nanu1,��a ;
No.
.r
Or '
actor Application -
EL
Description
,16-013705701 Calculations Package
T➢ine: 05:32 PM
1.000 0.6 W1>
1.000 0.6 <W2 I
Wl> -
W2
1.000
150
1.0 L'
l>
W2 `
`
System
1.000
180
0.42W1> r -
Page: 15 of 48
22
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W1 > + 0.6 <WB2
D + CU + W1 > + <WB2
L
•
23+
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2
+ CU + <W2 + <WB2
I
24
System Derived
1.000
T
1.0 D + 1.0 CG + 0.75 L + 0.45 W I>+ 0.45 <WB2 +.
+ CG + L + W 1> + <WB2
r �M
25
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2
D + CG + L + <W2 + <WB2
26
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W1> - + 0.6 WB3> .
+ CG + W 1> + WB3>
21.
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2+ 0.6 WB3>. =
+ CG + <W2 + WB3>
28
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> r ,. ,. _
+' CU + W l> + 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
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB3> .' t ~
D + CG + L + W 1> + WB3>
31
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3>'
+ CG + L + <W2 + WB3>
32
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB3
+ CG + W I> + <WB3
33
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 -
+ CG + <W2 + <WB3
34
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 "
+ CU + W l> + <WB3
t ,
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.0CG+0.75L+0.45W1>+0.45<"3
D + CG + L + W1> + <WB3
+
37
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3
D + CG + L + <W2 + <WB3
38 ,
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB4> `'
+ CG + W I> + 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 W1 > + 0.6 WB4> •
+ CU + W 1 > + WB4>
41
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4>
+ CU + <W 2 + WB4>
42
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W I > + 0.45 WB4> S
+ CG + L + W I > + 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
1.0 D + 1.0 CG + 0.6 W1> + 0.6 <B4
.+ CG + W1> + <WB4
45
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WWB4 '"
+ CG + <W2 + <WB4
' I
.46
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W 1 > +10.6 <WB4 - "
+ CU + W l > + <WB4
47
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 • r ..ti•'
+ CU + <W2 + <WB4
' 48
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB4
+ CG + L + W 1> + <WB4
49
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 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-
+ 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
0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG-"., +
+ CU + <EB + EG-
G-Desi
n Load Combinations - Girt
Design
No.
.r
Or '
actor Application -
EL
Description
1
2
System
S stem
1.000 0.6 W1>
1.000 0.6 <W2 I
Wl> -
W2
Deflection load Combinations - Purlin
No.
Origin
Factor
..Deflection
- Application
Description
1
System
1.000
150
1.0 L'
l>
W2 `
,'2
System
1.000
180
0.42W1> r -
W1>
3
System
1.000
180
0.42 <W2
<W2
Deflectinn Lnnd Cnmbinntinns - Girt - r
No.
Origin
Factor
I Deflection
r . Application
Description
1
2
System
S stem
1.000
1.000
90
1 90
0.42 Wl> -
0.42 <W2
l>
W2 `
iulpz tl�a
• .. - t Y y � Kii�y,f :�J �. � i t.,f h',.,� �� 1•�y.d..,,i.i �.,,:
= � - • � .. R ' • 14 • . ' ♦t � ♦ 771yrcc K� f mil ,
r : , auILDIN C LINA`
., .
G DIVISIONAPPFJO'
VED
Y =
L
1''.
± File: 16-013705-01 Version' 2016.1b ,
~. Butler'Manufacturing, a division of B1ueScope Buildings North America,t Iric., F ' .: �• , • . ,,
Date: 6/20/2016
BUTLER
Butler Manufacturing 16-013705-01 Calculations Package Time: 05:32 PM
.-�- Page: 16 of 48
Wall• 1
t fi
.w
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
Date: 6/20/2016
BUTLER 20'
But1ar1Nanu,,,�urina- 16-013705-01 Calculation_ s Package , ' Time: 05:32 PM -
:o Page: 17 of 48
r Wall:'2 =
L
•
1•
r
l
`
Dimension Key
,
r
1
.
•
1.
h
!
L
L
SECONDARY, ELEVATION ATA
Dimension Key
,
,.
,
4.
s
•
A
IL3!-t
9ft�C1�.i!�E.f.
BUTTE COUNT
BUILDING
DIVISION
N.APPROVED
File:16-013705-011
Version: 2016.1b
-Buder-Manufacturing, a division of B1ueScope Buildings
North America,'Inc.
Date: 6/20/2016
BUTLER '
Butter Manuracturine 16-013705-01 Calculations Package Time: 05:32 PM
Page: 18 of 48
Wall• 3
BUTTE COUNTY "
BUILDING DIVISION
,!-APPROVED
fvi
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
~ . �LITLER + Date: 6/20/2016
o._ 16-013705-01 ��Cdlculations Package Time: 05:32 PM
Butler Manufacturing ,
Page: 19 of 48
4
Ila
V1'all: 4
OPS, ++
,
' L
SECONDARY ELEVATION ATB
na
-
Dimension Key
q '
E
i 6'
OPS, ++
OL OL
' L
SECONDARY ELEVATION ATB
OL OL
' L
SECONDARY ELEVATION ATB
.f
-
Dimension Key
q '
i 6'
T
L /
1�.T r l♦ f.�F '_+ F
'.
• i�'1•• •.t ,T�
*
_
'
'
l'•
,
• .� a .w is
t
..S ,i •_ t
t
.. `
BUTTE (COUNTY
.
• f ,
.� ,Y _
BUILDING
DIVISION
N
APPROVED
File'. 16-00705
+.
Version: 2016.1 b
- Butler Manufacturing,•a division
of B1ueScope Buildings North America, Inc.- —L
;ti•
Bur�ER
Date: 6/20/2016
Butler ManuTacturina 16-013705-01 Calculations Package Time: 05:32 PM
BUTTE C° VlY
ls1ON
BUILDING D
1kr
�Rr)vE®
Page: 20 of 48
Maximum Secondary Designs for Shape Thaw Equipment Cover on Side A
Des
Len
Description - Fy(ksi)
Design
Detail
Lap
Exterior
Interior
Exterior
%%
(L/221)
%
%
Ld
Lap
%
%
%
%
Ld
%
%
%
%
Ld
Lap
Id
ft
(L/273)
Status
in.
Bnd
Shr
Cmb
.W
Cs
in.
Bnd
Shr
Cmb
W
Cs
Bnd
Shr
Cmb
W
Cs
in.
1,1
30.00
8.50x0.113 Z Con -60.0
Yes
46.5
35.88
2 0.42W1>
3
�3
-1.78
(L/199)
1.03
0.00
0.00
0.00
4
0.64
0.13
0.66
0.50
7
46.5
1,2
30.00
8.50x0.073 Z Con -60.0
Yes
34.5
0.64
0.11
0.66
0.50
7
10.5
0.99
0.34
0.86
0.00
7
0.64
0.11
0.66
0.50
7
10.5
1,3
30.00
8.50x0.113 Z Con -60.0
Yes
46.5
0.64
0.13
0.66
0.50
7
46.5
1.03
0.00
0.00
0.00
4
2,1
30.00
8.50x0.113 EZ Sim -60.0
Yes
0.0
0.72
0.00
0.81
0.00
40
2,2
30.00
8.500.113 EZ Sim -60.0
Yes
0.0
0.66
0.00
0.97
0.00
22
2,3
30.00
8.50x0.113 EZ Sim -60.0
Yes
0.0
0.72
0.00
0.81
0.00
46
3,1
30.00
8.50x0.113 ZS3 Con -60.0
Yes
46.5
0.93
0.00
1.00
0.00
16
0.62
0.11
0.65
0.47
19
46.5
3,2
30.00
8.500.098 Z Con -60.0
Yes
34.5
0.62
0.10
0.71
0.47
25
34.5
0.72
0.14
0.95
0.00
25
0.62
0.10
0.71
0.47
25
34.5
3,3
30.00
8.500.113 ZS3 Con -60.0
Yes
46.5
0.62
0.11
0.65
0.47
25
46.5
0.93
0.00
1.00
0.00
22
4,1
30.00
8.50x0.060 EZ Sim -60.0
Yes
0.0
0.73
0.00
0.87
0.00
16
4,2
30.00
130.00
8.500.060 EZ Sim -60.0
Yes
0.0
0.76
0.00
0.00
0.00
4
4,3
8.500.060 EZ Sim -60.0
Yes
0.0
0.73
0.00
0.87
0.00
22
Maximum Secondary Deflections for Shape Thaw Equipment Cover on Side A
Design Id
Segment
Deflection in.
Ratio
Location ft
Load Case Description
1
1
1.60
(L/221)
13.50
2 0.42W1>
1
2
-0.19
(L/1873)
35.38
2 0.42W1>
1
3
1.63
( L/218)
76.38
2 0.42W 1>
2
1
1.30
(L/273)
15.00
2 0.42W1>
2
2
1.24
(L/291)
45.00
2 0.42W1>
2
3
1.30
(L/273)
75.00
2 0.42W 1>
..J130 -
1 ' '
-1.76
(L/201)
13.00
1 LOL
3
2 1'' a
-0.18
( L/2038)
35.88
2 0.42W1>
3
�3
-1.78
(L/199)
76.38
1 LOL
4
11
1.10
( L/322)
15.50
2 0.42W1>
4
2 '
1.18
( L/306)
45.00
2 0.42W1>
4
3
1.10
L/322
74.50
2 0.42W1>
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
i
Date: 6/20/2016
SL/TLER
Bun., Menofacta 16-013705-01 Calculations Package. Time: 05:32 PM
�� Page: 21 of 48
Purlin Anch-r Fnrooc f - Rh- Thaw F.mdn-t Cnver_ Rnnf A- Panel Tvne is RR11- Pitch = -1-000.12 AR Clin if ren'd - F.PC3
Bay
Thickness
Load(psf)
Ld Case
# Purlins
Length
Simple?
Diaphragm
Allowable Defl
Actual Defl
Diaphragm
Diaphragm
Frm-Line
Lin k
Anchor
Width
AR, STD
Stiffness
1
0.113
-15.90
1
8
30.00
N
40.14
1.000
0.097
2
0.073
-15.90
1
8
30.00
N
40.14
1.000
0.094
3
0.113
-15.90
1
8
30.00
N
40.14
1.000
0.097
Reference
Located @
Force per Anch.
Force per
Anch. Allow
Req'd AR
Actual
Required
Available
Diaphragm
Diaphragm
Diaphragm
Frm-Line
Lin k
Anchor
Anchors
AR, STD
Stiffness
StifLiess
Allow
Shr
Stress Ratio
1(0.00)
Frame
0.32U
0.04U (k)
0.37
0
^0,0
1.517
11.247
0.086
0.007
0.082
2(30.00)
Frame
0.35U
0.04U (k)
' 0.58
0
0,0
1.670
19.864
0.086
0.006
0.068
3(60.00)
Frame
0.35U
0.04U (k)
0.58
0
0,0
1.670
19.864
0.086
0.006
0.068
4(90.00)
Frame
0.32U
0.04U k
0.37
0
0,0
1.517
11.247
0.086
0.007
0.082
y 4
J) } t y f
BUTTE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
.- surcEfz •
", Date: 6/20/2016
16-013705-01 Calculations Package Time: 05:32 PM
Buner Manufuduring
Page: 22 of 48
Frartiiig--Suriiinary`Re ort'<'4z w{117 1
Loads and Codes - Shape:: Thaw Equipment Cover k
City: - Chico County: Butte State: California
_
Country: ,United States
i Building Code: California Building Standards -Code '2013 Edition Strucii ral: 16AISC
- ASD ,. Rainfall' I: 3.30 inches per hour
Based on Building Code: 2012 International Building Code , Cold Form: 12AISI = ASD Pc: 3000.00 psi Concrete
Building Risk/Occupancy Category: II (Standard Occupancy Structure)
;
Dead and Collateral Loads
Roof Live Load -
Collateral Gravity:3.00 psf Roof Covering +,Second. Dead Load: 2.08 psf
Roof Live Load: 20.00 psf Reducible
Collateral Upli$: 0.00 psf Frame Weight (assumed for seismic):2.50 psf
�' •'
Wind Load Snow Load. R
Seismic Load
Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psfLateral
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: S 1: 27.00 %g
Parts Wind Exposure Factor: 0.860 Rain Surcharge: 0.00
Site Class: Stiffsoil (D)
Wind Enclosure: Partially Enclosed Exposure Factor: 2 Partially Exposed 7'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 Acceleraiion Parameter: Shc : 0.3348
NOT Windbome Debris Region Ground/ Roof Conversion: 0.70
Seismic Design Category: D
Base Elevation: 0/0/0 Unobstructed; Slippery .. '
- Seismic Snow Load: 0.00 psf
Primary Zone Strip Width: 2a: 8/0/0
% Snow Used in Seismic: 0.00
Parts/ Portions Zone Strip Width: a: 4/0/0, ti
Diaphragm Condition: Flexible
Basic Wind Pressure: q: 22.66 psf <. ,
Fundamental Period Height Used: 17/8/0
Transverse Direction Parameters
Ordinary Steel Moment Frames
Redundancy Factor: Rho: 1.30
B tT p �
TE
Fundamental Period: Ta: 0.2785.
' v CO u0v r�
ING
BUILDBUILDING DIV'3IIY
R -Factor: 3.50
Overstrength Factor: Omega: 2.50
x
Deflection Amplification Factor: Cd: 3.00
APV .w
Base Shear: V: 0.1524 x +W
E DLongitudinal
Direction Parameters
-
Ordinary Steel Concentric Braced Frames
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.1723
-
R -Factor: 3.25
Overstrength Factor: Omega: 2.50
Deflection Amplification Factor: Cd: 3.25
Base Shear: V: 0.1642 x W
Deflection Conditions
Frames are vertically supporting:Metal 'Roof Purlins and Panels '
Frames are laterally supporting:Metal Wall Gins and Panels'
Purlins are supponing:Metal Roof Panels
_
Girts are supporting:Metal Wall Panels
- R�t �;`T' w5. s'rTp 'EG :'}:+ 'R✓' ,x" li�v
1.Y.s ..y:✓ �?. ^.',j.
Ij
vio- 2111 It I)WIGS'
.�
:q�y'
File: -16-013705-01 w
Version:. 2016.1b,
Butler Manufacturing, a division of BlueScope Buildings North America,: Inc.
,
Date: 6/20/2016
• BUTLER
16-013705-01 Calculations Package Time: 05:32 PM
Page: 23 of 48
` * Wall:4,Frame at: 0/6/0' �..
Frame Cross Section: 1
i
Dimension Key
1 8 1/2" "
2 2 @ 2'-0 13/16" "
3 1 5/8"
Frame Clearances
Horiz. Clearance between members I(CX001) and 4(CX002): 36-7 7/8"
Vert. Clearance at member I (CX001): 14'4 5/8"
Vert. Clearance at member 4(CX002): IT -5 1/4"
Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 'j'T0 ] p
YY
B.UIL01Ni �I
'�IQ'V
�1 r
#.:1tA1� 'k• +�
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
sur�Err Date: 6/20/2016
Butler------cturing 16-013705-01 Calculations Package Time: 05:32 PM
Page: 24 of 48
Frame Location Deshm Parameters:
1 0/6/0 1 15/3/0 rrhaw Eouinment Cover Rieid Endwall # 1 EW 1 1 90.0000 1 1 - I Stress Check I
nesivn Lnad rnmbinatinne - Framinv
No.
Origin
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
+ CG + <L .
3
System
1.000 1.0D+I.0CG+0.6W1>
D +CG+WI>
4
System
1.000 1.0 D + 1.0 CG + 0.6 <W1
D + CG + <WI
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
1.000 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
N4W -Wall: 1
10
System
1.000 0.6 MW
N4W - Wall: 2
11
System
1.000 0.6 MW
N4W - Wall: 3
12
System
1.000 0.6 MW
N4W - Wall: 4
13
System
1.000 0.6 D + 0.6 CU + 0.6 W 1>
D + CU + W 1>
14
System
1.000 0.6 D + 0.6 CU + 0.6 <W1
D + CU + <W1
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
+ 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 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1>
D + CG + L + W 1>
20
System
1.000 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 + 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
+ 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 F> + 0.7 EG+
+ CG + Fj + EG+
26
System
1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+
+ CG + <E + EG+
27
System
1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-
+ CU + E> + EG -
28
System
1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-
+ CU + <E + EG -
29
Special
1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+
+ CG + Fj + 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-
+ CU + Fj + EG -
32
Special
1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG-
+ CU + <E + EG -
33
OMF Connection
1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+
D + CG + Fj + 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 E> + 0.7 EG-
+ Cu + Fj + EG -
36
OMF Connection
1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG-
+ CU + <E + EG-
F.o...n Mo...6nr C:vnc
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
7t.2
1
5.00
0.2500
0.1345
15.00
15.00
15.35
259.7
55.00
55.00
BP
KN
3P
2
5.00
0.1875
0.1345
10.00
10.00
19.90
211.1
55.00
55.00
KN
., SS
3P
3
5.00
0.2500
0.1345
10.00
10.02
19.36
245.0
55.00
55.00
SS
KN
3P
4
6.00
0.2500
0.1345
15.00
15.00
18.61
339.5
55.00
55.00
BP
KN
3P
Total Frame Weight = 1 U553 (p) (includes all plates)
Member
X -Loc Y -Loc
Supp. X
Supp. Y
Moment
Displacement X in. Displacement Y in.
Displacement ZZ rad.
1
4
0/0/0 0/0/0
.40/0/0 0/0/0
Yes
Yes
Yes
Yes
No
No
0/0/0 0/0/0
0/0/0 0/0/0
0.0000
0.0000
BUTTE COUNTY
=BUILDING DIVISION
'P P ROV
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.;r
t�
a
t-, ,
_f;"
l/1 f y . iaie ,6/20/2016
+ BUTLER
Butler Manufacturing 16-013705-01 Calculations Package Time: 05:32 PM
Page: 25 of 48
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
10 -+inns _ 1T..fo #-A 7-A'lr-. of Feu mn f`.v... ..rtinn• 1
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
0/0/0
1-B
8 X 16
0.375
4-0.750
100'-0"
Exterior Column
40/0/0
1-A
8 X 16
0.375
4-0.750
100'-0"
Load Type
0.0
Desc.
Hx
- V
Hx
V
D
1.8
Frm
0.29
1'.10
-0.29
1.18
CG
<L
Frm
0.30
0.93
-0.30
0.90
L>
1.6
Frm
1.20
3.72
-1.20
3.61
<L
13.7
Frm
1.20
3.72
-1.20
3.61
W 1>
0.1
Frm
-2.36
-9.17
3.99
-10.40 -
<W 1
13.7
Frm
-1.66
-6.44
2.80
-7.30
W2>
MW
Frm
-0.53
-2.05
0.89
-2.32
<W2
4.7
Frm
0.18.
0.69
-0.30
0.78
WPL
0.0
Frm
-1.66
-6.44
2.80
-7.30
WPR
0.0
Frm
-2.36
-9.17
3.99
-10.40
MW
7.3
Frm
-
-
-
-
MW
EG+
Frm
1.39
1.20
3.33
-1.20
MW
0.7
Frm
-
-
-
-
MW
0.5
Frm
-3.15
-0.98
-1.16
0.98
CU
Frm
-
-
-
-
L
Frm
1.20
3.72
-1.20
3.61
E>
Frm
-0.38
-0.34
-0.32
0.28.
EG+
Frm
0.08
0.25
-0.08
0.24
<E
Frm
0.38
0.34
0.32
-0.28
EG-
Frm
-0.08
-0.25
0.08
-0.24
Q.- of V-- -Ath rh-1r - F.�minn
Load Type
Horizontal
Load Reaction
k k
Vertical
Load Reaction
k k
D
0.0
0.0
2.3
2.3
CG
0.0
0.0
1.8
1.8
L>
0.0
0.0
7.3
7.3
<L
0.0
0.0
7.3
7.3
Wl>
1.6
1.6
19.6
19.6
<W1
1.1
1.1
13.7
13.7
W2>
0.4
0.4
4.4
4.4
<W2
0.1
0.1
1.5
1.5
WPL
1.1
1.1
13.7
13.7
WPR
1.6
1.6
19.6
19.6
MW
0.0
0.0
0.0
0.0
MW
4.7
4.7
0.0 t
0.0
MW
0.0
0.0
0.0
0.0
MW
4.3
4.3
0.0
0.0
CU
0.0
0.0
0.0
0.0
L
0.0
0.0
7.3
7.3
E>
0.7
0.7
0.0
0.1
EG+
0.0
0.0
0.5
0.5
<E
0.7
0.7
0.0
0.1
EG-
0.0
0.0
0.5
0.5
Maximum Combined Reactions Summary with Factored Loads - Framing
mm- All -'t;- - h.carl nn 1 t -i- o-fi-1 -W.;c .
BUTTE COUNTY
BUILDING DIVISION
APPROVED.
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
(-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
1.89
12
1.79
1
4.85
13
5.74
1
40/0/0
1-A
1.79
1
2.22
13
5.53
13
5.68
1
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
1
r'
BUTTE COUNTY
BUILDING DIVISION
Butlar ManufacturinB ,2jogROVED
16-013705-01 Calculations Package
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
Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod)
Date: 6/20/2016
Time: 05:32 PM
Page: 26 of 48 .
X -Loc
Grid
Mem.
Thickness
Width
Length
Stiff.
Num. Of
Rod Diam.
Pitch
Gage
Hole
Welds to
Welds to
Load
Shear
No.
in.
in.
in.
k
Rods
in.
in.
in.
Type
Flange
Web
0/0/0
1-B
1
0.375
8
16
No
4
0.750
5.0
5.0
Std
OS -0.1875
OS -0.1875
40/0/0
1-A
4
0.375
8
16
No
4
0.750
5.0
5.0
Std
OS -0.1875
OS -0.1875
Pinned Base Plate Connection Loading
Base Plate Connection Strength Ratios
X -Loc
Maximum Shear Case
Maximum Tension Case
Maximum Comp Case
Maximum BracingIWA Case
X -Loc
Shear
Axial
Load
Shear
Tension
Load
Shear
Comp
Load
Shear
Axial
Frame Shear
Load
in.
k
k
Case
k
k
Case
k
k
Case
k
k
k
Case
0/0/0
1.90
-0.59
12
1.24
-4.90
13
1.82
5.74
2
0.1644
0
15.57
0
40/0/0
2.22
-5.48
13
2.22
-5.48
13
1.82
5.72
1
40/0/0
0.098
1
0
Base Plate Connection Strength Ratios
X -Loc
Rod
Load
Rod
Load
Rod
a/h
Rod
ILoad
Conc.
Load
Plate
Load
Plate
Load
Flange
Load
Web
Load
in.
Shear
Case
Tension
Case
V + T
ILoadl
Case
jBendingl
Case
I Bearing
Case
Tension
Case
Comp
Case
Weld
I Case
Weld
Case
0/0/0
0.098
2
0.127
13
0.1644
0
15.57
0
0.041
2
0.185
13
0.075
2
0.0752
N/A
0.096
13
40/0/0
0.098
1
0:143
13
Extended 3.25 31
0
4
0
1 0.040
1
0.204
1 13
1 0.048
1 1
1 0.067
1
0.113
13
Web Stiffener Summar
Mem.
Stiff.
Desc.
Loc.
Web Depth
hA
a/h
a
Thick. IWidth
Diam.
Side
Welding
No.
No.
Jr.
ft
in.
No.
No.
in.
in.
in.
in.
Description
1
1
S3
14.58
14.500
N/A
N/A
N/A
0.1875
2.000
Both
SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250
4
***
MUST
Use
Alternate
Web
Thick .=
0.1644
6.00
15.57
0.750
A325N/PT
4
2
S3
17.64
14.500
N/A
N/A
N/A
0.2500
2.500
Both.
SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250
Bolted End -Plate Connections Plate Fy = 55.00 ksi
Moment Connections:
Outside Flange
Required Strength
Design
End -Plate Dimensions
I Bolt
Outside Flange Inside Flange
Thick.
Width
Length
Diam.
Spec/Joint
Gagesln/Out
Confi uration Pitches Ist/2nd Configuration I Pitches Ist/2nd
Mem.
Jr.
Type
No.
No.
No.
in.
in.
in.
in.
(in -k)
in.
ID
I Desc. in. ID
Desc. in.
1
2
KN(Face)
0.375
6.00
15.51
0.750
A325N/PT
3.00
31
Extended 3.25 31
Extended 3.25
2
1
KN(Face)
0.375
6.00
15.57
0.750
A325N/PT
3.00
31
Extended 3.25 31Extended
3.25
3
2
KN(Face)
0.500
6.00
15.52
0.750
A325N/PT
3.00
31
Extended 3.25 31
Extended 3.25
4
1 2
1 KN(Face)
0.500
6.00
15.58
0.750
A325N/PT
3.00
131
Extended 3.25 31
Extended 3.25
Moment Connections:
Outside 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
Shear
Bending
Yielding
Rupture
Tearing
Weld
Weld
1
f 2 ,
2-�
-2.1
4.9
291.0
AISC DG-16/fhin plate
0.440
0.066
0.955
0.281
0.416
0.064
1.000
0.516
2
1
2
-2.1
4.9
291.0
AISC DG-16/Thin plate
0.440
0.066
0.955
0.281
0.416
0.064
1.000
0.516
3
02
PI
-1.3,
5.2
357.9
AISC DG-16/Thin plate
0.505
0.070
0.671
0.264
0.390
0.051
0.833
0.516
4
2
1
-1.3
5.2
357.9
AISC DG-16/Thin plate
1 0.505
0.070
0.671
0.264
0.390
0.051
0.694
0.516
Inside Flanpe
Required Stren
Design
StrengthRatios
Mem.
it.
Ld
Axial
Shear
Moment
Bolt
Bolt
2
Shear
Bearing
Flange
Web
No.
No.
Cs
k
k
in -k
Proc.
Tension
Shear
Ru ture
Tearin
Weld
Weld
1
2
13
1.7
4.4
204.5
AISC DG-16/rhin plate
0.334
0.06070
0.399
0.058
0.959
0.516
2
1
13
1.7
4.4
204.5
AISC DG-16/fhin plate
0.334
0.06070
tPlateShear
0.399
0.058
0.959
0.516
3
2
13
1.8
5.4
426.4
AISC DG-16/fhin plate
0.625
0.07326
0.483
0.053
0.774
0.516
4
2
13
1.8
5.4
426.4
AISC DG-16/Ihin late
0.625
0.07326
0.483
0.053
0.860
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)
Flange Brace Summary
Member
I From Member Joint 1
I From Side Point 1
Part
Axial Load per FB k
Load Case
Design Note
2
0/7/13
37/6/13
GFB2037
0.505
2
2
13/2/11
25/0/0
GFB2037
0.413
0
3
4/6/14
15/0/0
GFB2037
0.321
13
3
14/6/14
5/0/0
GFB2037
0.348
13
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
Ab
•*`++�i, :, .. : `r ,; .. ; 1. ' ,Date: 6/20/2016
2
x'16-013705-01 Calculations Package lime 05:32 PM
1 + Butler Manufacturing ,
Y ..„ ,.. .. Page: 27 of 48
Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1
+-
J
r r
t
Controtting Frame Deflection Ratios for Crooss.Section: 1 ti f i
Parameters Used for Axial and Flexural Design '
Mem._
Controlling Cases
+ Required Strength
f 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.
Flexure
60 180.'0.412
+
'k
k _
in -k '
in -k
k
I k
in -k
in -k
Flexure
22.69
1
14.62
15.00
2
283.44
-5.7
1.00
`-315.4
0.0
25.5
* 2
400.1
95.5
0.93
11.5
3.17
0.00
15.00
3.91
12
1:56
1.9
, 2.39
0.03
94.08
13.7
1.00
1.12
0.87
0.14
2..
0.59
10.00
2
41.8
-2.1
1.25
-291.0
0.0
;' 40.6
2.08
330.4
'57.4
0.91
124.45
2,
0.59
10.00
1.00
2
4 .
, 4.9
212.03
212.0
212.0
20.7
1.50
197.36
'- 9.00
0.24
3'
18.05
10.02
13
489.68
1.8
. , , t
426.4
0.0
124.8
478.5
96.8
0.90
3
18.05
1 0.02
-
13
5.4
21.2
0.25
b
4
17.67
15.00
1
-5.7
-388.2
0.0
, : 30.2
471,.5
114.9
0.92
t 4 :
. 14.72
15.00
•13 "
It
2.2
-
13.7
0.16
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
ino
in.
in.
in.2
in.2
in.4 -
in.4
in.3
in.3
in.3
in.3
in.4
in.6
<W2
.6
System
1.000
60 180.'0.412
+
>1 •
14.62
175.39
175.4
175.4
4.45
1.25
170.16
5.21
22.69
2.08
25.51
•.,3.19
0.06
283.44
1.65
1.00
1.06
0.96
0.92
* 2
0.59
441.40
11.5
11.5
3.17
0.94
55.13
3.91
11.03
1:56
12.31
, 2.39
0.03
94.08
1.00
1.00
1.12
0.87
0.92
3
18.05
441.40
41.8
41.8
3.78
1.25
•69.41
5.21
13.85
2.08
15.27
3.17
0.06
124.45
1.25
1.00
1.10
1.00
1.00
4 .
17.67
212.03
212.0
212.0
4.95
1.50
197.36
'- 9.00
26.31
3.00
29.19
4.57
- 0.07
489.68
1.65
1.00
1.06
0.87
0.92
Deflection Load Combinations - Framine
No.
Origin
Factor
DefH DefV
Application
Description
- 1
System
1.000
0 180
1.0 L
2
r 1
2
System
1.000
60 180 -
0.42 W l>
W 1>
3.
System
1.000
60 180
♦
0.42 <W 1
<W1
4 ,
System
1.000
-60 180
0.42 W2> + • -' Y
W2>
•'5
System _
1.000
60 180 '0.42
<W2 t
<W2
.6
System
1.000
60 180.'0.412
+
WPLt t
y .� t t
WPL
7
8
System
System
1.000
1.000
60 180 ,
10 f ,'O � �,
0.42 WPR'� 1�
1.0 F> + 1'.l) EG-'-, '� + + ` f r t +
WPR
+ EG -
9 '
S stem
1.000
10 0
1.0 <E + 1.O EG- �''> .... ' t,.
E + EG- .
Description
Ratio
Deflection in.
Memher
I Joint
I Load Case
Load Case Description
ax: Horizontal Deflection
ax. Vertical Deflection for Span 1
(H/188)
L/303
-0.955
1.500 •
1
3
2
r 1
7
7
1 WPR
WPR
•,Negative horizontal deflection is left
r +y "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 as roof and endwall diaphragms or partial
base fixity. Therefore, these deflections may be considerably overstated. +
a a Frame Lateral Stiffness (K): 0.951 (k/in)
Fundamental Period (calculated) (T): 0.705 (sec.) t
,.Nt ' t .t+ ' f` •-'°� _ .,"s x.. I 1, • • '
BUTTE COUNTY
BUILDING DIVISION
- + F , • .. ♦ t+APPROVED
-File: 16-61370-0 Version: 2016.1b +
Butler Manufacturing, a division of B1ueSctipe Buildings North America, Inc.
Date: 6/20/2016
BUTLE------------R
Butler Manufacturing 16-013705-01 Calculations Package Time: 05:32 PM
Page: 28 of 48
Wall: 4, Frame at:' 30/0/0
Frame Cross Section: 2
IWRJ
BUTTE COUWY
MAV
Y APIPROV
Dimension Key
1 8 1/2"
2 2 @ 2'-6 13/16"
3 1 5/8"
Frame Clearances
Horiz. Clearance between members 1(CX003) and 4(CX004): 36-6 7/8"
Vert. Clearance at member 1(CX003): 14'-1 7/8"
Vert. Clearance at member 4(CX004): 1T-0 1/16"
Finished Floor Elevation= 100'-0" (Unless Noted Otherwise)
rq i
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
LL
m
N.
ttl
LL
CD
LL
N
O
BUTTE COUWY
MAV
Y APIPROV
Dimension Key
1 8 1/2"
2 2 @ 2'-6 13/16"
3 1 5/8"
Frame Clearances
Horiz. Clearance between members 1(CX003) and 4(CX004): 36-6 7/8"
Vert. Clearance at member 1(CX003): 14'-1 7/8"
Vert. Clearance at member 4(CX004): 1T-0 1/16"
Finished Floor Elevation= 100'-0" (Unless Noted Otherwise)
rq i
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
eurcEsi _ Date: 6/20/2016
Butler Manufacturing 16-013705-01 Calculations Package Time: 05:32 PM
Page: 29 of 48
1
System
1.000 1.0 D + LO 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 <W 1
D + CG + <W 1
5
System
1.000 1.0,D+ 1.0 CG + 0.6 W2>
+ CG + W2>
6
System
1.000 ] .0 D + 1 0 CG + 0.6 <W2
+ CG + <W 2
7
System
1.000 1.0 D + 1.0 CG + 0.6 WPL81 ' p�
BUTTE
+ CG + WPL
8
System
1.000 1.0 D +9:0 CG + 0.6 WPR � v �
+ CG + WPR
9
System
1.000 0.6 MW . 13UI DING DIVISION
DIVISION
-Wall:
10
System
1.000 0.6 MW ""`q L � V J '�J
-Wall: 2
11
System
1.000 0.6 MW ate"
MW - Wall: 3
12
System
1.000 0.6'MW O-\
L� P P R OV E
APPROVED
-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>
+ CU + W2>
16
System
1.000 0.6 D + 0.6 CU + 0.6 <W2
+ 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 + 0.6 WPR
+ CU + WPR
19
System
1.000 I.0D+I.0CG+0.75L+0.45W1>
D +CG+L+W1>
20
System
1.000 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+ 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
D + CG + L + <W 2
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+
+ CG + Ej + 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> + 0.7 EG-
D + CU + Ej + EG -
28
System
1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-
+ CU + <E + EG -
29
Special
1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+
D + CG + Ej + EG+
30
Special
1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+
+ CG + <E + EG+
31
Special
1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG-
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+
+ CG + E> + EG+
34
OW Connection
1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+
D + CG + <E + EG+
35
OMT Connection
1.000 0.6 D + 0:6 CU + 2.45 E> + 0.7 EG-
+ CU + Ej + EG -
36
ONE 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+0.6WBI>
+CG+WPR+WB1>
38
System Derived
1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I >
+CU+WPR+WB1>
39
System Derived
1.0001.0D+1.0CG+0.75L+0.45WPR +0.45WB1>
+CG+L+WPR+WB1>
40
System Derived
1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1
+ CG + WPR + <WB 1
41
System Derived
1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1
+ CU + WPR + <WB 1
42
System Derived
1.000 1.0D+I.0CG+0.75L+0.45-WPR +0.45<WB1
D+CG+L+WPR+<WB1
43
System Derived
1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>
+ CG + WPR + WB2>
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 W132>
+ 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 <WB2
+ CU + WPR + <WB2
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 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>
D + CG + WPL + WB3>
50
System Derived
1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>
D + 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 + 1.0 CG + 0.6 WPL + 0.6 <WB3
+ CG + WPL + <WB3
53
System Derived
1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3
D + CU + WPL + <WB3
54
System Derived
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133
+ 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 WB4>
+ 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 + <WB4
60
System Derived
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4
+ CG + L + WPL + <WB4
61
System Derived
1.000 0.6 MWB
MWB - Wall: 1
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America; Inc.
BL/TLER
Butler Mnnurxturine 16-013705-01 Calculations Package
Date: 6/20/2016
Time: 05:32 PM
Page: 30 of 48
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
W+
MWB - Wall: 4
65
System Derived
1.000
1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB>
CG + E> + EG+ + EB>
66
System Derived
1.000
1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> �,
>
+ CG + F> + EG+ + EB>
67
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>
+ 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 E> + 0.7 EG- + 0.91 EB>
D + CU + F> + EG- + EB>
70
System Derived
1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB>Z
mD
+ CU + F> + EG- + EB>
71
System Derived
1.000
0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> ^
+ CU + <E + EG- + EB>
72
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> G)D
+ CU + <E + EG- + EB>
73
Special
1.000
1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ O vD
®
+ CG + EB> + EG+
74
Special
1.000
0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG-
+ CU + EB> + EG -
75
System Derived
1.000
1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB < C
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 M
D + CG + F> + 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 O
+ CG + <E + EG++ <EB
79
System Derived
1.000
0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB
Z
D + CU + F> + EG- + <EB
80
System Derived
1.000
0.6 D + 0.6 CU + 0.91 E> + 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 + 0.7 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-
D + CU + <EB + EG -
Frame Member Sizes
Mem.
Fig Width
Fig Thk
Web Thk
Depth
Depth2
Length
Weight
Fig Fy
Web Fy
Splice
Codes
Shape
No.
in.
in.
in.
in.
in.
ft)
(p)
(ksi
ksi
Jt.1
Jt.2
1
6.00
0.2500
0.1345
12.00
15.00
15.35
274.9
55.00
55.00
BP
KN
3P
2
5.00
0.2500
0.1345
15.01
15.00
19.89
294.3
55.00
55.00
KN
SS
3P
3
5.00
0.2500
0.1345
15.00
15.01
19.38
289.5
55.00
55.00
SS
KN
3P
4
6.00
0.3750
0.1345
12.00
16.00
18.61
424.3
55.00
55.00
BP
KN
3P
Total Frame Weight = 1283.0 (p) (Includes all plates)
Boundary Condition Summary
Member
X -Loc Y -Loc
Supp. X Supp. Y
Moment
Displacement X in.
Dis lacement Y in.
Displacement ZZ rad.
1
4
0/0/0 0/0/0
40/0/0 0/0/0
Yes Yes
Yes Yes
No
No
0/0/0
0/0/0
0/0/0
0/0/0
0.0000
0.0000
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reactions - Unfactored Load Tvoe at Frame Cross Section: 2
Type Exterior Column Exterior Column
X -Loc 0/0/0 40/0/0
Grid -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
Vy j Hx I
Hz
V
D
Frm 0.48
1.80 -0.48
1.90
CG
Frm 0.55
1.81 -0.55
1.76
L>
Frm 2.19
7.25 -2.19
7.03
<L
Frm 2.19
7.25 -2.19
7.03
W 1>
Frm -3.64
-15.83 6.46
-17.93
<W 1
Frm -2.69
-11.70 4.77
-13.25
W2>
Frm -0.44
-1.92 0.78
-2.18
<W2
Frm 0.51
2.21 -0.90
2.50
WPL
Frm -2.69
-11.70 4.77
-13.25
WPR
Frm -3.64
-15.83 6.46
-17.93
MW
Frm -
- -
-
MW
Frm 2.88
2.33 6.32
-2.33
MW
Frm -
- -
-
MW
Frm -6.16
-1.90 -2.25
1.90
CU
Frm -
- -
-
L
Frm 2.19
7.25 -2.19
•7.03
F>
Frm -0.77
-0.65 -0.61
0.53
EG+
Frm 0.15
0.49 -0.15
0.47
<E
Frm 0.77
0.65 0.61
-0.53
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
Load Type
I
Horizontal
Load. Reaction
k k
Vertical
Load Reaction
k k
D
0.0
0.0
3.8
3.7
CG
0.0
0.0
3.6
3.6
L>
0.0
0.0
14:3
14.3 '
<L
0.0
0.0
14.3
14.3
W1>
2.8
tit
33.8
33.8 '
<W1
2.1
2.1
24.9
24.9
W2>
0.3
0.3
4.1
4.1
<W2
0.4
0.4
4.7
4.7
►r-.�
••6/2
'2.1
24.9
24.9
WPR
2.8
2.8
33.8
r
Date 0f2016
SUTLER
0.0
0.0
0.0
MW
9.2
9.2
0.0
� t
MW
0.0
16-013705-01
Calculations Package
Time: 05:32 PM
Butler Manufacturing
M
8.4
8.4
0.0
0.0
c CU
0.0
0.0
'0.0
0.0
L
0.0
0.0
14.3
14.3
E>
1.4
Page: 31 of 48
0.0
EG-
Frm
-0.15
-
-0.49
0.15
-
-0.47
1.4
0.0
0.1
EG-
0.1
0.0
WB1>
Brc
0.09
-0.24
-0.18
-0.09
-5.30
-3.48
0.0
0.0
0.0
3.7
WB2>
0.0
<WB1
Brc
-0.04
0.24
0.21
0.04
-
3.46
WB3>
0.0
0.0
0.0
3.8
<WB3
WB2>
Brc
0.09
-0.24
-0.18
-0.09
-5.30
-3.58
3.8
<WB4
0.0
0.0
0.0
3.8
<WB2
Brc
-0.04
0.26
0.23
0.04
-
3.61
0.0
0.0
MWB
0.0
0.0
0.0
WB3>
Brc
0.09
-0.22
-0.17
-0.09
-5.38
-3.65
0.0
0.0
3.0
<EB
0.0
.0.0
<WB3
Brc
-0.04
0.22
0.19
0.04
-
3.63
WB4>
Brc
0.09
-0.22
-0.17
-0.09
-5.39
-3.66
<WB4
Brc
-0.04
0.22
0.19
0.04
-
3.64
MWB
Brc
0.09
-0.22
-0.17
-0.09
-5.21
-3.42
MWB
4
Brc
-
-
-
-
-
-
MWB
Brc
-0.05
-0.22
0.20 •
0.05
3.40
MWB
Brc
_
_
EB>
Brc
0.07
-0.18
-0.14
-0.07
4.14
-2.82
<EB
Brc
-0.03
0.20
0.17
0.03
2.80
Sum of Forces with Reactions Check- Framing
Load Type
I
Horizontal
Load. Reaction
k k
Vertical
Load Reaction
k k
D
0.0
0.0
3.8
3.7
CG
0.0
0.0
3.6
3.6
L>
0.0
0.0
14:3
14.3 '
<L
0.0
0.0
14.3
14.3
W1>
2.8
2.8
33.8
33.8 '
<W1
2.1
2.1
24.9
24.9
W2>
0.3
0.3
4.1
4.1
<W2
0.4
0.4
4.7
4.7
WPL
2.1
'2.1
24.9
24.9
WPR
2.8
2.8
33.8
33.8
MW
0.0
0.0
0.0
0.0
MW
9.2
9.2
0.0
0.0
MW
0.0
0.0
0.0
0.0
MW
8.4
8.4
0.0
0.0
c CU
0.0
0.0
'0.0
0.0
L
0.0
0.0
14.3
14.3
E>
1.4
1.4
0.0
0.1
EG+
0.1
0.0
1.0
1.0
<E
1.4
1.4
0.0
0.1
EG-
0.1
0.0
1.0
1.0
WB1>
0.0
0.0
0.0
3.7
<WB1
0.0
0.0
0.0
3.7
WB2>
0.0
0.0
0.0
3.8
<WB2
0.0
0.0
0.0
3.8
WB3>
0.0
0.0
0.0
3.8
<WB3
0.0
0.0
0.0
3.8
WB4>
0.0
0.0
0.0
3.8
<WB4
0.0
0.0
0.0
3.8
MWB
0.0
0.0
0.0
3.6
MWB
0.0
0.0
0.0
0.0
MWB
0.0
0.0
0.0
3.6
MWB
0.0
0.0
0.0
0.0
EB>
0.0
0.0
0.0
3.0
<EB
0.0
.0.0
0.0
.3.0
Maximum Combined Reactions Summary with Factored Loads - Framing
Nnte- All reactinnw are hawed nn 1 wt nrder wtnictiiml analvwiw. .
COUNTY
BUILDING DIVISION
APPROVE®
r
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
(-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
2-B
3.70
12
3.22 •
1
0.31
73
0.34
83
8.53
38
10.86
1
40/0/0
2-A
3.22
1
3.79
10
7.24
73
'.
11.76
44
10.70
1 1
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
BUTTE COUNTY
BUILDING DIVISION
4ATL Y ED Date: 6/20/2016
Butler Manufacturing 16-013705-01 Calculations Package Time: 05:32 PM
Page: 32 of 48
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
Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod)
X -Loc
Grid
Mem.
Thickness
Width
Length
Stiff.
Num. Of
Rod Diam.
Pitch
Gage
Hole
Welds to
Welds to
Load
Shear
No.
in.
in.
in.
k
Rods
in.
in.
in.
Type
Flange
Web
0/0/0
2-B
1
0.375
8
13
No
4
1
0.750
5.0
5.0
Std
OS -0.1875
OS -0.1875
40/0/0
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 Loadine
Base Plate Connection Strength Ratios
X -Loc
Maximum Shear Case
Maximum Tension Case
Maximum Comp Case
Maximum Bracing/WA Case
X -Loc
Shear
Axial
Load
Shear
Tension
Load
Shear
Comp
Load
Shear
Axial
rame Shear
Load
in.
k
k
Case
k
k
Case
k
k
Case
k
k
k
Case
0/0/0
3.72
-1.14
12
1.86
-8.61
44
3.25
10.86
2
0.14
-8.61
1.86
38
40/0/0
3.82
-1.40
10
3.54
-11.68
44
3.25
10.74
1
3.18
-11.68
3.54
44
Base Plate Connection Strength Ratios
X -Loc
Rod
Load
Rod
Load
Rod
Load
Rod
Load
Cone.
Load
Plate
Load
Plate
Load
Flange
Load
Web
Load
in.
Shear
Case
Tension
Case
V + T
Case
Bendin
Case
Beazin
Case
Tension
Case
Comp
Case
Weld
Case
Weld
Case
0/0/0
0.176
2
0.224
44
-
0
4.000
0
0.095
2
0.317
44
0.112
2
0.139
2
0.180
44
40/0/0
0.207
44
0.304
44
0.304
44
15.250
0
0.093
1
0.426
44
0.111
1
0.156
1
0.258
44
Web Stiffener Summary
Mem.
Stiff.
Desc.
Loc.
Web Depth
h/t
a/h
a
Thick.
Width
Side
Welding
No.
No.
GagesIn/Out
ft
in.
No.
No. -
in.
in.
in.
in.
Description
1
1
S3
14.17
14.500
N/A
N/A
N/A
0.2500
2.500
Both
SP -BS -0.2500,W -BS -0. I 250,F -OS -0. 1250
1
2
S2
10.84
13.803
102.63
N/A
N/A
0.3750
4.000
Far
F -BS -0. I 875,W -OS -0. I 875,F -BS -0. 1 875
4
***
MUST
Use
Alternate
Web
Thick.=
0.1644
*
*
*
•
4
2
S3
17.21
15.250
N/A
N/A
N/A
0.2500
2.500
Both
SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250
Bolted End -Plate Connections (Plate Fv = 55.00 ksi)
Moment Connections:
Outside Flange
Required Stren
Design
End -Plate Dimensions
Bolt
Outside Flange Inside Flange
Mem.
It.
Type
Thick.
Width
Length
Diam.
Spec/Joint
GagesIn/Out
Consguration Pitches Ist/2nd Configuration I Pitches Ist/2nd
No.
No.
No. -
in.
in.
in.
in.
(in -k)
in.
ID I Desc. in. ID
Desc. in.
1
2
KN(Face)
0.375
6.00
18.30
0.750
A325N/PT
3.00
32 Extended 3.25/2.00 12
Flush 2.00/2.00
2
1
KN(Face)
0.375
6.00
18.35
0.750
A325N/PT
3.00
32 Extended 3.25/2.00 12
Flush 2.00/2.00
3
2
KN(Face)
0.500
6.00
20.77
0.750
A325N/PT
3.00
31 Extended 3.50 31
Extended 3.50
4
2
KN(Face)
0.500
6.00
20.85
0.750
A325N/PT
3.00
131 Extended 3.50 131
Extended 3.50
Moment Connections:
Outside Flange
Required Stren
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
Shear
Bending
Yieldin
Rupture
Tearing
Weld
Weld
1
2
34
-1.7
4.7
494.6
AISC DG-16/Thin plate
0.374
0.048
0.919
0.324
0.479
0.041
0.959
0.516
2
1
34
-1.7
4.7
494.6
AISC DG-16/rhin plate
0.374
0.048
0.919
0.324
0.479
0.041
0.756
0.516
3
2
1
-2.3
9.8
595.7
AISC DG-16/Thin plate
0.554
0.133
0.729
0.364
0.538
0.094
0.908
0.516
4
2
1
-2.3
9.8
595.71
AISC DG-16/Thin plate
1 0.554
0.133
0.729
0.364
0.538
0.094
0.959
0.516
Inside Flan e
Required Stren
Design
StrengthRatios *
Mem.
A.
Ld
Axial
Shear
Moment
Bolt
Bolt
Plate
Shear
Shear
Bearing
Flange
Web
No.
No.
Cs
k
k
in -k
Proc.
Tension
Shear
Bending
Yielding
Rupture
Tearing
Weld
Weld
1
2
47
2.7
7.6
293.0
AISC DG-16/Thin plate
0.395
0.103
0.983
0.000
0.000
0.110
0.959
0.516
2
1
47
2.7
7.6
293.0
AISC DG- 16/rhin plate
0.395
0.103
0.983
0.000
0.000
0.110
0.959
0.516
3
2
44
2.8
9.3
661.6
AISC DG- 16/rhin plate
0.653
0.126
0.859
0.364
0.538
0.089
0.799
0.516
4
2
44
2.8
9.3
661.6
AISCDG-16/Thin plate
0.653
0.126
0.859
0.364
0.538
0.089
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)
Flange Brace Summary
Member
I From Member Joint 1
From Side Point 1
Part
Axial Load per FB k
Load Case
ign Note
2
0/7/13
37/6/13
(2)GFB2063
0.308
2
2
13/2/11
25/0/0
GFB2063
0.617
0
3
4/7/0
15/0/0
GF132063
0.478
47
3
14/7/0
5/0/0
2 GFB2063
0.176
44
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
r ,r
Date: 6/20/2016
4r BfJTLER - r
�* 16-013705-01 Calculations Package Time: 05:32 PM
r, autlel Manufoctur�ng � ,. '
Page: 33 of 48
, Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1
Parameters Used for Axial and Flexural Design
Mem..
Controlling Cases
Required Strength
_
e
Ag
Alin -
lxx
Axial
Sx
Axial
Shear
Mom -x
Mom -y
Axial
Shear
Mom -x
Mom -y
Axial
Qa
Mem.
Loa
Depth
. +
Shear
Pr
Vr
Mrx
Mry
Pc
VC
Mcx
Mcy
+
Shear
No.
ft
in.
Flexure
E + EG -
k
k
in -k
in -k
k
k
in -k
in -k
Flexure
26.31
Parameters Used for Axial and Flexural Design
Mem..
Controlling Cases
Required Strength
Available Strength
Strength Ratios
Ag
Alin -
lxx
Axial
Sx
Axial
Shear
Mom -x
Mom -y
Axial
Shear
Mom -x
Mom -y
Axial
Qa
Mem.
Loa
Depth
. +
Shear
Pr
Vr
Mrx
Mry
Pc
VC
Mcx
Mcy
+
Shear
No.
ft
in.
Flexure
E + EG -
k
k
in -k
in -k
k
k
in -k
in -k
Flexure
26.31
a 1 ,
14.20
15.00
2
489.68
-10.9
1.00
-536.0
0.0
46.7
2
700.1
114.9
0.91
120.0
;1_♦
14.20
15.00
5.21
2
2.08
73.1
3.19
0.06
283.53
13.7
1.00
1.06
0.96
0.23 `
2
16.41
15.00
44
40.4
2.6
1.25
458.2
0.0
'146.9
2.08
513.6
95.5
,0.90
283.95
-+2
0.57
15.01
0.96
2
4
9.4
206.95
206.9
• 206.9
13.7
- 2.25
314.46
13.50
0.69
.3
1795
'15.01
44
824.16
2.8
.
661.6
0.0
146.9
750.9
95.5
0.89
3
17.95
` 15.01
1
-9.8
13.7
0.72
4
17.25
16.00
1
-
-10.8
- ,
-654.7
0.0
47.5
839.9
- 225.0
0.92
4
17.25
16.00
47
-3.5
13.2
0.26
Parameters Used for Axial and Flexural Design
Mem..
Loc.
Lx
Ly/Lt
Lb
Ag
Alin -
lxx
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
EG -
9 System 1.000
10-1-0
1.0 <E 47'1.0 EG-
E + EG -
1
14.20
170.37
170.4
170.4
4.95
1:50
197.36
9.00
26.31
3.00
29.19
4.57
0.07
489.68
1.65
1.00
1.06
0.87
0.87
2
16.41
440.40
120.0
120.0
4.45
-• 1.25
170.22
5.21
22.69
2.08
25.51
3.19
0.06
283.53
1.06
1.00
1.06
0.96
1.00
3,
17.95
440.40
40.4
40.4
4.45
1.25
170.50
5.2122.71
2.08
25.54
3.19
0.06
283.95
1.28
1.00
1.06
0.96
1.00
4
17.25
206.95
206.9
• 206.9
'6.55
- 2.25
314.46
13.50
.39.31
_4.50
42.98
6.82
• 0.22
824.16
1.651
1.00
1.04
1.00
0.91
Def V Application Description
Ratio ,
Deflection in.
Member
• r ', Deflection Load Combinations - Framin
.,
No.
Origin
Factor
Def H
0.42 Wl>
1
System
1.000
0.42 <W 1 ;
<W 1
4 System 1.000
60 180
0.42 W2> _
W2>
5 System 1.000
60, ;180
0.42' W2
<W2
6 System 1.000
Controlling Frame Deflection Ratios for Cross Section :2" f �)4>
Description
Ratio ,
Deflection in.
Member
Joint.
0 180
1.0 L
Max. Horizontal Deflection
-
2 System 1.000
60 180
0.42 Wl>
W1>
3 System 1.000
60 180
0.42 <W 1 ;
<W 1
4 System 1.000
60 180
0.42 W2> _
W2>
5 System 1.000
60, ;180
0.42' W2
<W2
6 System 1.000
60 X180`•
0:42 WPLe,
WPL
7 System 1.00060'+
t 180.,
0.42�WPR . • t i �-y'. +. `
WPR
8 System 1.000
10-1 401 '
1:O.F�> + 1 EGZ-'t+
EG -
9 System 1.000
10-1-0
1.0 <E 47'1.0 EG-
E + EG -
Controlling Frame Deflection Ratios for Cross Section :2" f �)4>
Description
Ratio ,
Deflection in.
Member
Joint.
Load Case
Load Case Description
Max. Horizontal Deflection
-
( H268 )
` L/387
' =0.660 •
1.172 '
1
' 3 �
2
1
7
7
WPR
WPR
Max. Vertical Deflection for Span 1
Negative horizontal deflection is left t
t. • ' Negative vertical deflection is down 7 •�
Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial
4' ` base fixity. Therefore, these deflections may be considerably overstated.
Frame Lateral Stiffness (K) 2.121 (k/in) s
Fundamental Period (calculated) (T): 0.659 (sec.)
' BUTTS COUNTY
BUILDING DIVISION
APPROVED
*
File: 16-013705-01 ' j'� '. .. ; ' g ,, ti ++v ` Version: 2016.1b
Butler Manufacturing, a division of B11ieScope Buildings North America,,Inc..
. .
BUTLEF?� Date: 6/20/2016
16-013705-01 Calculations Package Time: 05:32 PM
Page: 34 of 48
Wall: 4, 'k'ra`rne at: 6010/0
Frame Cross Section: 3
M
Y
X
Dimension Key
1 8 1/2"
2 2 @ 5'-0"
3 2 @ 2'-6 13/16"
4 1 5/8"
\J
13UTTE COUNTY
BUiLf3tNCa lZ4i+iSdON
Appvjj%0VE0
Frame Clearances
Horiz. Clearance between members 1(CX005) and 4(CX004): 36-6 7/8"
Vert. Clearance at member I (CX005): 14'4 7/8"
Vert. Clearance at member 4(CX004)i IT -0 1/16"
Finished Floor Elevation 100'-0� (Unless Noted Otherwise)
c
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
N
0
m
LL
m
V
mLL
I
13UTTE COUNTY
BUiLf3tNCa lZ4i+iSdON
Appvjj%0VE0
Frame Clearances
Horiz. Clearance between members 1(CX005) and 4(CX004): 36-6 7/8"
Vert. Clearance at member I (CX005): 14'4 7/8"
Vert. Clearance at member 4(CX004)i IT -0 1/16"
Finished Floor Elevation 100'-0� (Unless Noted Otherwise)
c
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
N
0
Date: 6/20/2016
BUTLER
16-013705-01 Calculations Package Time: 05:32 PM
..- Page: 35 of 48
Frame Location Design Parameters: O.J
Location Avg. Bay Space I
I .-.j "% Descri tion
Angle
Group Trib. Override
Design Status
60/0/0 29/9/0 IThaw
Equilinient Cover Clears an #1
90.0000
Stress Check
Design Load Combinations - FramingY i
No.
Origin
FactorApplication
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"C' G + 1.0 <L
+ CG + <L
3
System
1.000 1.0 D'+ 1:0 CG + 0.6 W 1> D
+ CG + W1 >
4
System
1.000 • 1.O D� 1':O GG + 0.6 <W l
+ CG + <W 1
5
System
1.000 • 1.0 D + 1.'0 CG + 0.6 W2>
+ CG + W2>
6
System
1.000 1.0 D + 1'.O'C6 + 0.6 <W2
+ CG + <W2
7
System
1.000 - 1.0 D + 1.0 CG + 0.6 WPL
BUTTE
+ CG + WPL
8
System
1.000. 1.0'D + 1?0;CG + 0.6 WPR COUNTY
+ CG + WPR
9
System
MW
1.000 0.6 MW BUILDING
-Wall
10
System
1.000 0.6 MW DIVISION
-Wall::2 2
I 1
System
1.000 0.6 MW-
Wall: 3
12
System
1.000 0.6 MW APPROVED-
Wall: 4
13
System
1.000 0.6 D + 0.6 CU + 0.6 W 1>
+ CU + W 1>
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 + W 2>
16
System
1.000 0.6 D + 0.6 CU + 0.6 <W2
+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 + 0.6 WPR
+ CU + WPR
19
System
1.000 1.0D+I.0CG+0.75L+0.45W1> D
+CG+L+W1>
20
System
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D
+ CG + L + <W l
21
System
1.000 1.0D+I.0CG+0.75L+0.45W2>
+CG+L+W2>
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 + 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 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D
+ CU + Fj + 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 + Fj + 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 + Fj + 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 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+
+ 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-
D + CU + <E + EG-
37
System Derived
1.000 I.0D+I.0CG+0.6WPR+0.6WBI>
D +CG+WPR +WB1>
38
System Derived
1.000 0.6D+0.6CU+0.6WPR +0.6VAT 1>
D +CU+WPR+WBI>
39
System Derived
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB 1>
D + CG + L + WPR + WB I>
40
System Derived
1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB I
D + CG + WPR + <W131
41
System Derived
1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1
+ CU + WPR + <WB 1
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 + <WB 1
43
System Derived
1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>
+ CG + WPR + WB2>
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 <W132
D + CG + WPR + <WB2
47
System Derived
1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2
D + 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 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>
D + 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 <W133
+ CG + WPL + <WB3
53
System Derived
1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3
D + 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>
+ 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 WB4>
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 + <WB4
59
System Derived
1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W134
+ CU + WPL + <WB4
60
System Derived
1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4
+ CG + L + WPL + <WB4
61
System Derived
1.000 0.6 MWB
MWB - Wall: I
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. .
r�ER Date: 6/20/2016
16-013705-01 Calculations Package Time: 05:32 PM
Page: 36 of 48
Flg Width
62
System Derived
1.000
0.6 MWB
- Wall: 2
Weight
63
System Derived
1.000
0.6 MWB > C ED-
MWB Wall: 3
No.
64
System Derived
1.000
0.6 MWBMWB
C
- Wall: 4
ft)
65
System Derived
1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> '0 r
D + CG + Fj + EG+ + EB>
I Vy
66
System Derived
1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>
D + CG + E> + EG+ + EB>
15.00
67
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>z "
+ CG + <E + EG+ + EB>
KN
68
System Derived
1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> `� Z rnD
+ CG + <E + EG+ + EB>
15.01
69
System Derived
1.000
0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> ~+ Do ^
+ CU + E>+ EG- + EB>
KN
70
System Derived
1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> O ` J
+ CU + F> + EG- + EB>
0.1345
71
System Derived
1.000
0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> 00
+ CU + <E + EG- + EB>
55.00
72
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> C C .0
+ CU + <E + EG- + EB>
0.3750
73
Special
1.000
1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ T r+
CG + EB> + EG+
55.00
74
Special
1.000
0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- 1 , 1
+ CU + EB> + EG -
Frm -6.16
75
System Derived
1.000
1.0 D.+ 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB O
+ CG + F> + EG+ + <EB
Frm -
76
System Derived
1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+,+ 0.273 <EB
D + CG + E> + EG+ + <EB
Frm 2.19
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
Frm -0.77
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
Frm 0.15
79
System Derived
1.000
0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB
D + CU + Fj + EG- + <EB
Frm 0.77
80
System Derived
1.000
0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB
+ CU + Fj + EG- + <EB
81
System Derived
1.000
0.6 D'+ 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB
+ CU + <E + EG- + <EB
82
System Derived
1.000
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 1.000
10.6 D + 0.6 CU + 1.75 <EB + 0.7 EG-
D + CU + <EB + EG-
V. M. -h- Q. -
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
it.l
R.2
I Vy
1
6.00
0.2500
0.1345
12.00
15.00
15.35
274.9
55.00
55.00
BP
KN
3P
2
5.00
0.2500
0.1345
15.01
15.00
19.89
294.3
55.00
55.00
KN
SS
3P
3
5.00
0.2500
0.1345
15.00
15.01
19.38
289.5
55.00
55.00
SS
KN
3P
4
6.00
0.3750
0.1345
12.00
16.00
18.61
424.3
55.00
55.00
BP
KN
3P
Total Frame Weight = 1283.0 (p) (includes all plates)
Member
X -Loc Y -Loc
Supp. X
Supp. Y
Moment
Displacement X in.
Displacement Y in.
Displacement ZZ rad.
1
4
0/0/0 0/0/0
40/0/0 0/0/0
Yes
Yes
Yes
Yes
No
No
0/0/0
0/0/0
0/0/0
0/0/0
0.0000
0.0000
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reactions - Unfactored Load Tvoe at Frame Cross Section: 3
Type
Exterior Column
Exterior Column
X -Loc
0/0/0
40/0/0
Grid -Grid2
3-B
3-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 I
Hz
I Vy
Hx I
Hz
V
D
Frm 0.48
1.80 -0.48
1.90
CG
Frm 0.55
1.81 -0.55
1.76
L>
Frm 2.19
7.25 -2.19
7.03
<L
Frm 2.19
7.25 -2.19
7.03
W 1>
Frm -3.64
-15.83 6.46
-17.93
<W1
Frm -2.69
-11.70 4.77
-13.25
W2>
Frm -0.44
-1.92 0.78
-2.18
<W2
Frm 0.51
2.21 -0.90
2.50
WPL
Frm -2.69
-11.70 4.77
-13.25
WPR
Frm -3.64
-15.83 6.46
-17.93
MW
Frm -
- -
-
MW
Frm 2.88
2.33 6.32
-2.33
MW
Frm -
- -
-
MW
Frm -6.16
-1.90 -2.25
1.90
CU
Frm -
- -
-
L
Frm 2.19
7.25 -2.19
7.03
F>
Frm -0.77
-0.65 -0.61
0.53
EG+
Frm 0.15
0.49 -0.15
0.47
<E
Frm 0.77
0.65 0.61
-0.53
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Load Type
Horizontal
Load Reaction
k k
Vertical
Load Reaction
k k
D
0.0
0.0
3.8
3.7
CG
0.0 .
0.0
3.6
3.6
L>
0.0
0.0
♦ If
14.3
<L
0.0
0.0
14.3
14.3
Wl>
2.8
2.8
33.8
33.8
<W1
2.1
2.1
24.9
24.9
W2>
0.3,
0.3
4.1
4.1
<W2
0.4
0.4
4.7
4.7
WPL
2.1
2.1
24.9
24.9
Date: 6/20/2016
2.8
2.8
33.8
33.8
MW
0.0
0.0
0.0
0.0
MW
9.2
9.2
16-013705-01
0.0
Calculations Package
0.0
Time: 05:32 PM
Bultor Manutacturinp
0.0
MW
8.4
8.4
0.0
0.0
CU
0.0
0.0
0.0
0.0
L
0.0
0.0
14.3
14.3
F>
1.4
Page: 37 of 48
0.0
EG-
Frm
-0.15
-
-0.49
0.15
<E r
-0.47
1.4
0.0
0.1
EG-
0.1
0.0
WB1>
Brc
-0.05
-0.24
0.21
0.05
3.7
3.45
0.0
0.0
0.0
.3.7
WB2>
0.0
<WB1
Brc
0.03
0.24
-0.24
-0.03
5.30
-3.43
WB3>
0.0
0.0
0.0
3.8
<W133
WB2>
Brc
-0.05
-0.24
0.21
0.05
-
3.55
3.8
<WB4
0.0
0.0
0.0
3.8
<WB2
Brc
0.04
0.26
-0.26
-0.04
5.30
-3.58
0.0
0.0
MWB
0.0
0.0
0.0
WB3>
Brc
-0.05
-0.22
0.19
0.05
-
3.62
0.0
0.0
3.0
<EB
0.0
0.0
<W133
Brc
0.04
0.22
-0.22
-0.04
5.38
-3.60
WB4>
Brc
-0.05
-0.22
0.20
0.05
-
3.63
<W134
Brc
0.04
0.22
-0.22
-0.04
5.39
-3.61
MWB
Brc
-0.05
-0.22
0.20
0.05
-
3.40
MWB
Brc
-
-
-
-
-
-
MWB
Brc
0.03
-0.22
-0.22
-0.03
5.21
-3.38
MWB
Brc
-
-
-
-
-
EB>
Brc
-0.04
-0.18
0.16
0.04
-
2.80
<EB
Brc
0.03
0.20
-0.20
-0.03
.4.14
-2.77
' Sum of Fnrrpa with Rpartinns Chprk _ Frnminv
Load Type
Horizontal
Load Reaction
k k
Vertical
Load Reaction
k k
D
0.0
0.0
3.8
3.7
CG
0.0 .
0.0
3.6
3.6
L>
0.0
0.0
14.3
14.3
<L
0.0
0.0
14.3
14.3
Wl>
2.8
2.8
33.8
33.8
<W1
2.1
2.1
24.9
24.9
W2>
0.3,
0.3
4.1
4.1
<W2
0.4
0.4
4.7
4.7
WPL
2.1
2.1
24.9
24.9
WPR
2.8
2.8
33.8
33.8
MW
0.0
0.0
0.0
0.0
MW
9.2
9.2
0.0
0.0
MW
0.0
0.0
0.0
0.0
MW
8.4
8.4
0.0
0.0
CU
0.0
0.0
0.0
0.0
L
0.0
0.0
14.3
14.3
F>
1.4
1.4
0.0
0.1
EG+
0.1
0.0
1.0
1:0
<E r
1.4
1.4
0.0
0.1
EG-
0.1
0.0
1.0
1.0
WB1>
0.0
0.0
0.0
3.7
<WB1
0.0
0.0
0.0
.3.7
WB2>
0.0
0.0
0.0
3.8
<WB2
0.0
0.0
0.0
3.8
WB3>
0.0
0.0
0.0
3.8
<W133
0.0
0.0
0.0
3.8
WB4>
0.0
0.0
0.0
3.8
<WB4
0.0
0.0
0.0
3.8
MWB
0.0
0.0
0.0
3.6
MWB
0.0
0.0
0.0
0.0
MWB
0.0
0.0
0.0
3.6
MWB
0.0
0.0
0.0
0.0
EB>
0.0
0.0
0.0
3.0
<EB
0.0
0.0
0.0
3.0
Maximum Combined Reactions Summary with Factored Loads -Framing
Mm- A11 -t;- - ho c..A r,n 1 � -1- r- h-1 oo 1h ;e
BUTTE COUNTY
BUILDING DIVISION
APPROVED
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
(-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
3-13
3.70
12
3.22
1
0.32
73
0.34
83
8.58
47
10.86
1
40/0/0
3-A
3.22
1
3.79
10
-
-
7.24
83
11.76
47
10.70
1
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
9
BUTTE COUNTY
BUILDING DIVISION
BUTLER APPROVED Date: 6/20/2016
Manu,-tur,na 16-013705-01 Calculations Package Time: 05:32 PM
Page: 38 of 48
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
Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod)
X -Loc
Grid
Mem.
Thickness
Width
Length
Stiff.
Num. Of i
Rod Diam.
Pitch
Gage
Hole
Welds to
Welds to
Load
Shear
No.
in.
in.
in.
k
Rods
in.
in.
in.
Type
Flange
Web
0/0/0
3-B
1
0.375
8
13
No
4
0.750
5.0
5.0
Std
OS -0.1875
OS -0.1875
40/0/0
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
Base Plate Connection Strength Ratios
X -Loc
Maximum Shear Case
Maximum Tension Case
Maximum Comp Case
Maximum BracingIWA Case
X -Loc
Shear
Axial
Load
Shear
Tension
Load
Shear
Comp
Load
Shear
Axial
rame Shea
Load
in.
k
k
Case
k
k
Case
k
k
Case
k
k
k
Case
0/0/0
3.72
-1.14
12
1.89
-8.65
47
3.25
10.86
2
0.16
-8.65
1.89
47
40/0/0
3.82
-1.40
10
3.57
-11.69
1 47
3.25
10.74
1
3.18
-11.69
3.57
47
Base Plate Connection Strength Ratios
X -Loc
Rod
Load
Rod
Load
Rod
Load
Rod
Load
Conc.
Load
Plate
Load
Plate
Load
Flange
Load
Web
Load
in.
Shear
Case
Tension
Case
V + T
Case
Bendina
Case
Bearin
Case
Tension
Case
Comp
Case
Weld I
Case
Weld
Case
0/0/0
0.176
2
0.225
47
-
0
4.000
0
0.095
2
0.318
47
0.112
2
0.139
2
0.181
47
40/0/0
0.208
47
0.304
47
0.304
47
15.250
0
0.093
1
0.426
47
0.111
1
0.156
1
0.258
47
Web Stiffener Summar
Mem.
Stiff.
Desc.
Loc.
Web Depth
h/t
a/h
a
Thick.
Width
Side
Welding
No.
No.
GagesIn/Out
ft
in.
No.in.
No. -
in.
in.
in.
in.
Description
1
I
S3
14.17
14.500
N/A
N/A
N/A
0.2500
2.500
Both
SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250
1
2
S2
10.84
13.803
102.63
N/A
N/A
0.3750
4.000
Near
F -BS -0.1875,W -OS -0.1875,F -BS -0.1875
4
***
MUST
Use
Alternate
Web
Thick .=
0.1644
6.00
20.77
0.750
A325N/PT
4
2
S3
17.21
15.250
N/A
N/A
N/A
0.2500
2.500
Both
SP -BS -0.2500,W -BS -0. I 250,F -OS -0. 1250
Bolted End -Plate Connections Plate Fy = 55.00 ksi
Moment Connections:
Outside Flange
Required Stren
Design
End -Plate Dimensions
I Bolt
Outside Flange Inside Flan e
Mem.
it.
Type
Thick.
Width
Length
Diam.
Spec/Joint
GagesIn/Out
Consguration Pitches Ist/2nd Configuration Pitches Ist/2nd
No.
No.in.
No. -
No.
in.
in.
in.
(in -k)
in.
ID
Desc. in. ID
Desc. in.
1
2
KN(Face)
0.375
6.00
18.30
0.750
A325N/PT
3.00
32
Extended 3.25/2.00 12
Flush 2.00/2.00
2
1
KN(Face)
0.375
6.00
18.35
0.750
A325N/PT
3.00
32
Extended 3.25/2.00 12
Flush 2.00/2.00
3
2
KN(Face)
0.500
6.00
20.77
0.750
A325N/PT
3.00
31
Extended 3.50 31
Extended 3.50
4
2
KN ace
0.500
6.00
20.85
0.750
A325N/PT
3.00
31
Extended 3.50 31
Extended 3.50
Moment Connections:
Outside Flange
Required Stren
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
Shear
Bending
Yielding
Ru ture
Tearingi
Weld
Weld
1
2
34
-1.7
4.7
494.6
AISC DG-16/Thin plate
0.374
0.048
0.919
0.324
0.479
0.041
0.959
0.516
2
1
34
' 4 ,.-1.7
4.7
494.6
AISC DG-16/Thin plate
0.374
0.048
0.919
0.324
0.479
0.041
0.756
0.516
3
2_
1
2.3
9.8
595.7
AISC DG-16/Thin plate
0.554
0.133
0.729
0.364
0.538
0.094
0.908
0.516
4-.
2
1
' 12.3
9.8
595.71
AISC DG-16/Thin plate
1 0.554
0.133
0.729
0.364
0.538
0.094
0.959
0.516
Inside Flan e
Required Stren
Design
StrengthRatios *
Mem.
it.
Ld
Axial
Shear
Moment
Bolt
Bolt
I
Plate
Shear
Shear
Bearing
Flange
Web
No.
No.
Cs
k
k)
(in -k)
Proc.
Tension
Shear
Bending
Yielding
Rupture
Tearing
Weld
Weld
1
2
44
2.7
7.6
292.1
AISC DG- 16/rhin plate
0.394
0.103
0.981
0.000
0.000
0.110
0.959
0.516
2
1
44
2.7
7.6
292.1
AISC DG-16/Thin plate
0.394
0.103
0.981
0.000
0.000
0.110
0.959
0.516
3
2
13
2.9
9.2
656.8
AISC DG-16/Thin plate
0.649
0.125
0.854
0.364
0.538
0.089
0.798
0.516
4
2
13
2.9
9.2
656.8
AISC DG- 16/rhin plate
0.649
0.125
0.854
0.364
0.538
0.089
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)
Flange Brace Summary
Member
From Member Joint 1
From Side Point 1
Part
Axial Load per FB k
Load Case
Design Note
2
0/7/13
37/6/13
(2)GFB2063
0.308
2
2
13/2/11
25/0/0
GFB2063
0.614
0
3
4/7/0
15/0/0
GFB2063
0.478
44
3
14/7/0
5/0/0
(2)GFB2063
0.176
13
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
r
Date: 6/20/2016
• '~ButlerManufacturing + ' 16-013705-01,Calculations Package • Time:o5:32PM
+-. ,. Page: 39 of 48
Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1
k •yl
f 4
t •w
D., �.,... o.o.,� 111...1 V. A.-:..1 .,...1171- 1 n... --
' F
Mem.
Mem.
ControllingCases
Require StrengthAvailable
StrengthStren
Ratios
Ag
Afn
Ixx •
-Axial
Sx'
Axial
Shear
Mom -x
Mom -y
Axial
Shear
Mom -x
Mom- y
Axial
Qa
Mem.
Loa
Depth,
+
Shear
Pr
Vr
Mrx
Mry
Pc
VC
Mcx
Mcy
+
Shear
No.
ft .
in.
Flexure
60 180
k
k
in -k
in -k
k
k
in -k
in -k
Flexure
26.31
1
14.20
15.00
2
489.68
-10.9
1.00
--536.0
_ 0.0
46.7
2
700.1
114.9
0.91
120.0
1'
14.20
15.00
5.21
2
2.08
-3.1
3.19
0.06
283.53
13.7
1.00
1.06
0.96
0.23
2
16.41
15.00
44
40.4
2.7
. 1.25
-457.5
. ' ' . 0.0
146.9
2.08
512.8
95.5
0.90
283.95
2
0.57
15.01
0.96
2
:.
9.4
206.95
206.9
206.9
13.7
` 2.25
_
' 314.46."
13.50
0.69
3
17.95
15.01
13
824.16
2.91.
1.00
656.8
0.0
146.9
750.9
95.5
0.88
3 •
17.95
15.01
1
-9.8
13.7
.0.72
4
17.25
16.00
1
10.8
X54.7
0.0
47.5
839.9
225.0
0.92
4
17.25
16.00
44
-3.5
13.2
0.26
D., �.,... o.o.,� 111...1 V. A.-:..1 .,...1171- 1 n... --
' F
Mem.
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
- Framing
6
System
1.000
60 180
1
14.20
170.37
170.
170.4
4.95
1.50
197.36
9.00
26.31
3.00
29.19
4.57
0.07
489.68
1.65
1.00
1.06
0.87
0.87
2
16.41
440.40
120.0
120.0
4.45
1.25
170.22
5.21
22.69
2.08
25.51
3.19
0.06
283.53
1.05
1.00
1.06
0.96
1.00
3'
17.95
440.40
40.
40.4
4.45
. 1.25
170.50
, . 5.21
22.71
2.08
25.54
3.19
0.06
283.95
1.28
1.00
1.06
0.96
1.00
4'
^17.25
206.95
206.9
206.9
6.55
` 2.25
_
' 314.46."
13.50
39.31
.4.50
42.98
6.82
0.22
824.16
1.65
1.00
1.04
1.00
0.91
- - v
Origin
Factor
Def H Def V
Application
Description
t
'4
1.000
0 180
1.0 L
L
2
System
1.000
60. 180
0.42 W 1> •
W 1>
3 '
System
1.000
,.
.
<W1
4
System
1.000
60 180
y
0.42 W2> . .
W2>
5
System
Deflection
Load Combinations
0.42 <W2
- Framing
No.
Origin
Factor
Def H Def V
Application
Description
t
.
No.
Origin
Factor
Def H Def V
Application
Description
1
. System
1.000
0 180
1.0 L
L
2
System
1.000
60. 180
0.42 W 1> •
W 1>
3 '
System
1.000
60 180
0.42 <W 1 ' ' {
<W1
4
System
1.000
60 180
y
0.42 W2> . .
W2>
5
System
1.000
60 180
0.42 <W2
<W2
6
System
1.000
60 180
0.42 WPL
WPL
7
System
1.000
60 180,
0.42 WPR •.
WPR
8.
System
1.000
10 0
1.0 F> + 1.0 EG-
+ EG -
9
System
1.000
10 0 �
1.0 <E + 1.0 EG-
E + EG- '
+ Y.
ControllingFrame Deflection Ratios for Cross Section: 3
• r
• v
.i
1
.ti ' • Negative horizontal 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 as roof and endwall diaphragms or partial
„base fixity.. Therefore, these deflections may be considerably overstated.
Frame Lateral Stiffness (K): 2.080 (k/in) a
Fundamental Period (calculated) (T): 0.666 (sec.) '
•- 9
r C' Sfb �1r%�t•t• 4J 1
�.. 4.s. '
: ; . , AV
BUTTE COUNTY
�.; " BUILDING DIVISION
�^ APPROVED
t
File: .16-013705-01' `• ''' ' Version: 2016.1b
Butler'Manufacturing, a division of B1ueScope Buildings North America, Inc. '
Description
Ratio
Deflection in.
Member
.Joint
Load Case
- Load Case Description
ax. Horizontal Deflection
ax. Vertical Deflection for Span 1
(H/268 )'
L/387
-0.660
1.172
1.
•. 3:
1
7
WPR
WPR
�ER Date: 6/20/2016
16-013705-01 Calculations Package Time: 05:32 PM
Page: 40 of 48
Wall: 4 Erami at: 89/610
Frame Cross Section: 4
99
m
LL
N
Dimension Key
'8 1/2"
2 2 @ 2'-6 13/16"
3 1 5/8"
Frame Clearances
Horiz. Clearance between members 1(CX001) and 4(CX002): 36-7 7/8"
Vert. Clearance at member 1(CX001): 14'-4 5/8"
Vert. Clearance at member 4(CX002): 1T-5 1/4"
Finished Floor Elevation = 100'-0", (Unless Noted Otherwise)
r•
BUTTE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
Date: 6/20/2016
BUTLER
Butler Manutoctu,ing' 16-013705-01 Calculations Package Time: 05:32 PM
��- Page: 41 of 48
Location I Avg. Bay Space I Description I Angle Group _I Trib. Override Design Status
89/6/0 1 15/3/0 IThaw Equipment Cover Rigid Endwall #2 EW 3 1 90.0000 1 - Stress Check
Too:.... 7 .....1 !`.....1.:.... �:....� _ II..1....:....
`� Mem. ,�
Origin
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
+ CG + <L
rNo.
3
System
1.000 1.0D+I.0CG+0.6W1>
D+CG+Wl>
4
System
1.000 1.0 D + 1.0 CG + 0.6 <W 1
D + CG + <W1
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
1.000 1.0 D + 1.0 CG + 0.6 WPL
+ CG + WPL
8
System
1.000 1.0 D + 1.0 CG + 0.6 WPR
+ 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
NfW - 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 <W1
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 + 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 + 0.6 WPR
D + CU + WPR
19
System
1.000 1.0D+I.0CG+0.75L+0.45W1>
D +CG+L+WI>
20
System
1.000 1.0 D + 1.0 CG + 0.75 L + 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 + 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
+ 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> + 0.7 EG+
+ CG + F> + EG+
26
System
1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+
+ CG + <E + EG+
27
System
1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-
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+
D + CG + Fj + 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-
+ 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 + 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 E> + 0.7 EG-
+ CU + E> + EG -
36
OMT Connection
1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG-
+ CU + <E + EG-
`� Mem. ,�
Flg Width
Flg Thk t
Web Thk
Depth
Depth2
Length
Weight
Flg Fy
Web Fy
Splice
Codes
Shape
No..
in:
(in.)!:
%.:, in.
in.
in.
R)
(p)
(ksi
ksi
Jt.I
R.2
- J' J. -p
' .5.00. l
0.2500
` 0.1345
15.00
15.00
15.35
259.7
55.00
55.00
BP
KN
3P
2_ •
5.00
0.1875 ,,
0.1345
10.00
10.00
19.90
211.1
55.00
55.00
KN
SS
3P
3'
,�
f 5.00
0.2500 "-
':41 0.1345
10.00
10.02
19.36
245.0
55.00
55.00
SS
KN
3P
4. d
�-6.00' d
0.2506'
0.1345
15.00
15.00
18.61
339.5
55.00
55.00
BP
KN
3P
Total Prame Weight = I0»3 (p) (Inclu(les all plates)
Member
X -Loc Y -Loc
Supp. X Supp. Y
Moment
Displacement X in.
Displacement Y in. Displacement ZZ rad.
1
4
0/0/0 0/0/0
40/0/0 0/0/0
Yes Yes
Yes Yes
No
No
0/0/0
0/0/0
0/0/0 0.0000
0/0/0 0.0000
BUTTE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1b '
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
BUTLER
7
Bursar ManufaatuNng „e 013705-0L.Calculations Package
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reactinns - Unfactnred I.nad Tvne at Frame Crnss Seetinn- d
Date: 6/20/2016
Time: 05:32 PM
Page: 42 of 48
Type
X -Loc
Gridl - Grid2
Base Plate W x L (in.)
Base Plate Thickness (in.)
Anchor Rod Qty/Diam. (in.)
Column Base Elev.
Exterior Column
0/0/0
4-B
8 X 16
0.375
4-0.750
100'-0"
Exterior Column
40/0/0
4-A
8 X 16
0.375
4-0.750
100'-0"
Load Type
Desc.
Hx
Vy
Hx
V
D
0.0
Frm
0.29
1.10
-0.29
1.18
CG
7.3
Frm
0.30
0.93
-0.30
0.90
L>
1.6
Frm
1.20
3.72
-1.20
3.61
<L
13.7
Frm
1.20
3.72
-1.20
3.61
W1>
<W2
Frm
-2.36
-9.17
3.99
-10.40
<W1
1.1
Frm
-1.66
-6.44
2.80
-7.30
W2>
19.6
Frm
-0.53
-2.05
0.89
-2.32
<W2
4.7
Frm
0.18
0.69
-0.30
0.78
WPL
0.0
Frrn
-1.66
-6.44
2.80
-7.30
WPR
CU
Frm
-2.36
-9.17
3.99
-10.40
MW
0.0
Frm
-
-
-
-
MW
0.1
Frm
1.39
1.20
3.33
-1.20
MW
0.7
Frm
-
-
-
-
MW
0.5
Frm
-3.15
-0.98
-1.16
0.98
CU
Frm
-
-
-
-
L
Frm
1.20
3.72
-1.20
3.61
F>
Frm
-0.38
-0.34
-0.32
0.28
EG+
Frm
0.08
0.25
-0.08
0.24
<E
Frm
0.38
0.34
0.32
-0.28
EG-
Frm
-0.08
-0.25
0.08
. -0.24
5..... of Fn.rnc ."th 12 uorf;nnc f h -L, - From;no
Load Type
Horizontal
Load Reaction
k k
Vertical
Load Reaction
k k
D
0.0
0.0
2.3
2.3
CG
0.0
0.0
1.8
1.8
L>
0.0
0.0
7.3
7.3
<L
0.0
0.0
7.3
7.3
WI>
1.6
1.6
19.6
19.6
<W1
1.1
1.1
13.7
.13.7
W2>
0.4
0.4
4.4
4.4
<W2
0.1
0.1
1.5
1.5
WPL
1.1
1.1
13.7
13.7
WPR
1.6
1.6
19.6
19.6
MW
0.0
0.0
0.0
0.0
MW
4.7
4.7
0.0
0.0
MW
0.0
0.0
0.0
0.0
MW
4.3
4.3
0.0
0.0
CU
0.0
0.0
0.0
0.0
L
0.0
0.0
7.3
7.3
E>
0.7
0.7
0.0
0.1
EG+
0.0
0.0
0.5
0.5
<E
0.7
0.7
0.0
0.1
EG-
0.0
0.0
0.5
0.5
Maximum Combined Reactions Summary with Factored Loads - Framing
Nnte- All reactions are haled on 1 qt order structural analvsis-
BUTTE COUNTY
BUILDING DIVISION
APPROVED
X -Loc
Grid
Hrz left -
Load
Hrz Right
Load
Hrz In
Load
Hrz Out
Load
Uplift
Load
Vrt Down
Load
Mom cw
Load
Mom ecw
Load
•
(-Hx)
Case
(Hx)
Case
(-Hz)
Case
(Hz)
Case
(-Vy)
Case
(Vy)
Case
(-Mzz)
Case
(Mzz)
Case
(k),r
- k
k
k
k
k)
(in -k)
(in -k
0/0/0
4-B
-'-1.89'
'12
'1.79
1
4.85
13
5.74
1
-40/0/0
4-A .
1.79
.1 '
2.22
13
5.53
13
5.68
1
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
BUTTE COUNTY
BUILDING DIVISION
BL/TLER APPINMtW
Date: 6/20/2016
16-013705-01Time: 05:32 PM
Page: 43 of 48
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
r.- .G nitrh Rtanda ek are hated nn Ari -I t R Ann-iix n criteria fnr "cast -in -mace" anchnr rods (Min Rnace = 4*drnd)
X -Loc
Grid
Mem.
Thickness
Width
Length
Stiff.
Num. Of
Rod Diam.
Pitch
Gage
Hole
Welds to
Welds to
Load
Shear
No.
in.
in.
in.
k
Rods
in.
in.
in.
Type
I Flange
I Web
0/0/0
4-B
1
0.375
8
16
No
4
0.750
5.0
5.0
Std
OS -0.1875
OS -0.1875
40/0/0
4-A
4
0.375
8
16
No
4
0.750
5.0
1 5.0
Std
OS -0.1875
OS -0.1875
Pinned Race Plato rnnnertinn i.nadino
X -Loc
Maximum Shear Case
Maximum Tension Case
Maximum Comp Case
Maximum B cingfWA Case
X -Loc
Shear
Axial
Load
Shear
Tension
Load
Shear
Comp
Load
Shear
Axial
rame Shear
Load
in.
k
k
Case
k
k
Case
k
k
Case
k
k
k
Case
0/0/0
1.90
-0.59
12
1.24
4.90
13
1.82
5.74
2
0.1644
0
KN(Face)
0
40/0/0
2.22
-5.48
13
2.22
-5.48
13
1.82
5.72
1
40/0/0
0.098
1
0
X -Loc
Rod
Load
Rod
Load
Rod
Load
Rod
Load
Conc.
Load
Plate
Load
Plate
Load
Flange
Load
Web
Load
in.
Shear
Case
Tension
Case
V + T
Case
Bendinp
Case
Bearin
Case
Tension
Case
Comp
Case
Weld
Case
Weld
Case
0/0/0
0.098
2
0.127
13
0.1644
0
KN(Face)
0
0.041
2
0.185
13
0.075
2
0.075
2
0.096
13
40/0/0
0.098
1
0.143
13
0.750
0
3.00
0
0.040
1
0.204
13
0.048
1
0.067
1
0.113
13
Woh Ctiffonor Q..-_
Mem.
Stiff.
Desc.
Loc.
Web Depth
h/t
a/h
a
Thick. I
Width
Side
Welding
No.
No.
Mem.
ft
in.
ID
Desc.
in.
in.
in.
No.
Description
1
1
S3
14.58
14.500
N/A
N/A
N/A
0.1875
2.000
Both
SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250
4
"'
MUST
Use
Alternate
Web
Thick.=
0.1644
1
KN(Face)
0.375
6.00
4
2
S3
17.64
14.500
N/A
N/A
N/A
0.2500
2.500
Both
SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250
Rnitod Fnd_Plato rnnnnetinnc !Plate Fv = 4r nn 4si1
Mm -t rnnnnrti.-
Outside Flange
Re uired Strength
Design
End -Plate Dimensions
Bolt
Outside Flange Inside Flange
Thick.
Width
Length
Diam.
Spec/Joint
GagesIn/Out
Configuration
Pitches Ist/2nd Consguration Pitches Ist/2nd
Mem.
it.
Type
ID
Desc.
in. ID
Desc. in.
No.
No.
(in -k)
in.
in.
in.
in.
Yielding
in.
1
2
KN(Face)
0.375
6.00
15.51
0.750
A325N/PT
3.00
31
Extended
3.25 31
Extended 3.25
2
1
KN(Face)
0.375
6.00
15.57
0.750
A325N/PT
3.00
31
Extended
3.25 31Extended
3.25
3
2
KN(Face)
0.500
6.00
15.52
0.750
A325N/PT
3.00
31
Extended
3.25 31
Extended 3.25
4
2
KN(Face)
0.500
6.00
15.58
0.750
A325N/PT
3.00
31
Extended
3.25 31
Extended 3.25
Mm -t rnnnnrti.-
Outside Flange
Re uired 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
Yielding
Rupture
Tearin
Weld
Weld
1
2
2
-2.1
4.9
291.0
AISC DG-16/Thin plate
0.440
0.066
0.955
0.281
0.416
0.064
1.000
0.516
2
1
2
-2.1
4.9
291.0
AISC DG-16/Thin plate
0.440
0.066
0.955
0.281
0.416
0.064
1.000
0.516
3
2
1
-1.3
5.2
357.9
AISC DG-16/Thin plate
0.505
0.070
0.671
0.264
0.390
0.051
0.833
0.516
4
2
1
-1.3
5.2
357.9
AISC DG-16/Thin plate
0.505
0.070
0.671
0.264
0.390
0.051
0.694
0.516
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)
4/6/14
(in -k)
Proc.
Tension
Shear
Bending
Yielding
Rupture
Tearing
Weld
Weld
1
2
13
1.7
4.4
204.6
AISC DG-16/rhin plate
0.334
0.060
0.725
0.270
0.399
0.058
0.959
0.516
2
1
13
1.7
4.4
204.6
AISC DG-16/Thin plate
0.334
0.060
0.725
0.270
0.399
0.058
0.959
0.516
3
2
13
1.8
5.4
426.4
AISC DG-16/Thin plate
0.625
0.073
0.831
0.326
0.483
0.053
0.774
0.516
4
2
13
1.8
5.4
426.41
AISC DG-16/Thin plate
0.625.
0.073
0.831
0.326
0.483
0.053
0.860
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)
Flanoe Rrare &u -n v
Member
From Member Joint 1
From Side Point 1
Part
Axial Load'per FB k
Load Case
Design Note
2
0/7/13
37/6/13
GFB2037
0.505
2
2
13/2/11
25/0/0
GFB2037
0.413
0
3
4/6/14
15/0/0
GFB2037
0.321
13
3
14/6/14
5/0/0
GFB2037
0.348
13
File: 16-013705-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
aur�ER
. Date: 6/20/2016
„a, taanufactuNag '16-013705-01 Calculations Package Time: 05:32 PM
Page: 44 of 48
Frames fl -ion Memher Cnmmory _ (`nofrnnino f .nad (`ocu a..A Ma.rim..m r -h. -I Q ....... ..oma M.....hA_ it ,.....a,._- --- t_.._ r- . I
Parameters ilsed fnr Axial and Flexural nasion
Mem.
Controlling Cases
Require 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.
Flexure
0.42 WPR WPR
k
k
in -k
in -k
k
k
in -k
in -k
Flexure
22.69
1
14.62
15.00
2
283.44
-5.7
1.00
-315.4
0.0
25.5
2
400.1
95.5
0.93
11.5
1
0.00
15.00
3.91
12
1.56
1.9
2.39
0.03
94.08
13.7
1.00
1.12
0.87
0.14
2
0.59
10.00
2
41.8
-2.1
1.25
-291.0
0.0
40.6
2.08
330.4
57.4
0.91
124.45
2
0.59
10.00
1.00
2
4
4.9
212.03
212.0
212.0
20.7
1.50
197.36
9.00
0.24
3
18.05
10.02
13
489.68
1.8
1.00
426.4
0.0
124.8
478.5
96.8
0.90
3
18.05
10.02
13
5.4
21.2
0.25
4
17.67
15.00
1
-5.7
-388.2
0.0
30.2
471.5
114.9
0.92
4
14.72
15.00
13
-2.2
13.7
0.16
Parameters ilsed fnr Axial and Flexural nasion
Mem.
Loc.
Lx
Ly/Lt
Lb
Ag
Afn
Ixx
Iyy
Sx
Sy
Zx
Zy
J
Cw
Cb
Rpg
Rpe
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
14.62
175.39
175.4
175.4
4.45
1.25
170.16
5.21
22.69
2.08
25.51
3.19
0.06
283.44
1.65
1.00
1.06
0.96
0.92
2
0.59
441.40
11.5
11.5
3.17
0.94
55.13
3.91
11.03
1.56
12.31
2.39
0.03
94.08
1.00
1.00
1.12
0.87
0.92
3
18.05
441.40
41.8
41.8
3.78
1.25
69.41
5.21
13.85
2.08
15.27
3.17
0.06
124.45
1.25
1.00
1.10
1.00
1.00
4
17.67
212.03
212.0
212.0
4.95
1.50
197.36
9.00
26.31
3.00
29.19
4.57
0.07
489.68
1.65
1.00
1.06
0.87
0.92
Deflection IAnd Cnmhinntinns - Framino
No.
Origin
Factor
DefH DefV
Application Description
1
System
1.000
0 180
1.0 L
2
System
1.000
60 180
0.42 W 1> W 1>
3
System
1.000
60 180
0.42 <W 1 <W1
4
System
1.000
60 180
0.42 W2> W2>
5
System
1.000
60 180
0.42 <W2 <W2
6
System
1.000
60 180
0.42 WPL WPL
7
System
1.000
60 180
0.42 WPR WPR
8
System
1.000
10 0
1.0 F> + 1.0 EG- E> + EG -
9
System
1.000
10 0
1.0 <E + 1.0 EG- <E + EG-
Cantrollinv Frame Deflection Ratins for Crnss Sectinn: 4
Description
Ratio
Deflection in. Member
Joint
Load Case
Load Case Description
ax. Horizontal Deflection
ax. Vertical Deflection for Span 1
( H/188)
L/303
-0.9551
1.500 3
2
1
7
7
WPR
WPR
* Negative horizontal 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 as roof and endwall diaphragms or partial
base fixity. Therefore, these deflections may be considerably overstated.
Frame Lateral Stiffness (K): 0.951 (k/in)
Fundamental Period (calculated) (T): 0.705 (sec.)
BUTTE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Jti4
Units
r ,f 4
Description J
Actual
J
� - � ^�; �. � . •
. �,•
Ratio
l .,' •` r , ., .
Rln9
Date: 6/20/2016
-
, 16-013705-01 Calculations Package Time: 05:32 PM
•'BBUTLE
' s
L
Standard Spacing is Adequate
Page: 45 of 48
Covering :SummaryReport:-_
r
,n Shape: Thaw Equipment Cover r , • '
" "
. . Loads and Codes - Shape: Thaw Equipment Cover
'
! ' City: , Chico County: • Butte State:" California Country: United States
e x ; Building Code: California Building Standards Code - 2013 EditionStructural:
l OAISC - ASD Rainfall: I: 3.30 inches per hour
• ! Based on Building Code: 2012 International Building Code "+ Cold Form:
S
`�
12AISI -ASD Pc: 3000.00 psi Concrete
`,µY. Building Risk/Occupancy Category: 11 (Standard Occupancy Structure)
n
IN
0.850
Dead and Collateral Loads '
- Roof Live Load
Collateral Gravity:3.00 psf Roof Covering+ Second. Dead Load: 2.08 psf Roof Live Load: 20.00 psf Reducible
'�, Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf
31.38
8/0/0
64.000
Wind Load Snow Load
Seismic Load
f,,- 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: S 1: 27.00 %g
` Parts Wind Exposure Factor: 0.860 Rain Surcharge: 0.00 ' -•, .
Site Class: Stiffsoil (D)
r : Wind Enclosure: Partially Enclosed Exposure Factor: 2 Partially Exposed' Ce: 1.00 Seismic Importance: Ie: 1.000
j -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 Conversioa: 0.70. -
/
•� ��•r+•�Seismic Design Category: D
Base Elevation: 0/0/0 Unobstructed, Slippery t' t a
►..c 7 . Seismic Snow Load: 0.00 psf
Primary Zone Strip Width: 2a: 8/0/0 !�jt ++. i
`' �'t
iJ j % Snow Used in Seismic: 0.00
✓
Parts Portions Zone Strip Width: a: 4/0/0 �" t met
' T ••Diaphragm Condition: Flexible
Basic Wind Pressure: q: 22.66 psf
a.••�� Fundamental Period Height Used: 17/8/0
12.50
�•j�,
,,t
- Transverse Direction Parameters
IN
Ordinary Steel Moment Frames
Comer Zone
Redundancy Factor: Rho: 1.30
3
Fundamental Period: Ta: 0.2785
42.25
R -Factor: 3.50
• T " , ,,
Overstrength Factor: Omega: 2.50
r4 COUNT/'
Deflection Amplification Factor: Cd: 3.00BU
Base Shear: V:0.1524x W
BU I L®I N G' ®IVI S I 0 N
Longitudinal Direction Parameters
+ + K
•
Ordinary Steel Concentric Braced Frames
'
69.000
®"
�'
Redundancy Factor: Rho: 1.30
4 7
psf
v
,
Fundamental Period: Ta: 0.1723
t` r -" y" • • , -
R -Factor. 3.25
0.49
Overstrength Factor: Omega: 2.50
r �!
• •• �?, � a , ` - =" ' •
� Deflection Amplification Factor: Cd: 3.25
'
Base Shear: V: 0.1642 x W
Standard Spacing is Adequate
12.50
Covering Design Loads -Roof. A t,
69.000
Zone
Units
I Tvve
Description J
Actual
Loc1
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
12.50
8/0/0
69.000
0.18
IN
0.850
Exterior Edge Zone
psf
W 1>
Standard Spacing is Adequate
31.38
8/0/0
64.000
0.49
OUT
-2.350
Comer Zone
psf
<W2
t r Standard Spacing is Adequate
12.50
16/0/0
69.000
0.18
IN
0.850
Comer Zone
psf
W l>
Standard Spacing is Adequate
42.25
16/0/0
64.000
0.66
OUT
-3.150
Comer Zone
psf
<W2
-Standard Spacing is Adequate
12.50
74/0/0
69.000
0.18
IN
0.850
Comer Zone
psf
W1>.
_ Standard Spacing is Adequate _ ' 4
42.25
74/0/0
64.000
0.66
OUT
-3.150
Exterior Edge Zone
psf
<W2 - .
Standard Spacing is Adequate
12.50
82/0/0
69.000
0.18
IN
0.850
Exterior Edge Zone
psf
W 1>
r Standard Spacing is Adequate
31.38
82/0/0
64.000
0.49
OUT
-2.350
Interior Edge Zone
psf
<W2
Standard Spacing is Adequate
12.50
• 8/0/0
69.000
• 0.18
IN
0.850
Interior Edge Zone
psf
W 1>Standard
Spacing is Adequate r
'
24.58
8/0/0
64.000
0.38
OUT
1.850
Interior Edge Zone
psf
<W2
` . Standard Spacing is Adequate
�:
12.50
74/0/0
69.000
0.18
IN
0.850
Interior Edge Zone
psf
W 1>
Standard Spacing is Adequate
24.58
74/0/0
64.000
0.38
OUT
-1.850
Interior Edge Zone •
psf
<W2
r ' Standard Spacing is Adequate
12.50
82/0/0
69.000
0.18
IN
0.850
Interior Edge Zone
psf
W 1>
Standard Spacing is Adequate •
24.58
82/0/0
64.000
0.38
OUT
'-1.850
Side Zone
psf
<W2
• Standard Spacing is Adequate
12.50
8/0/0
69.000
0.18
IN
0.850
Side Zone
psf
W 1>
Standard Spacing is Adequate
24.58
8/0/0
64.000
0.38
OUT
-1.850
-Interior Area
psf
<W2
Standard Spacing is Adequate'.
12.50
8/0/0
69.000
0.18
IN
0.850
Interior Area
psf
W l>
r S Standard S acro is Ade uate
21.86
8/0/0
64.000
0.34
OUT
1.650
.'File: 16-013705-01 r:: <, Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc..
eur�ER
Date: 61/20/2016
Butter Manufacturing' ..1,1.6- 013705-01 CdculationsTackage . ' Time: 0532 PM
_. Page: 46 of 48
all/Roof .
Type -
Thickness
Finish
Color P
Direction
Gable Dir Max. Length
Wall: 1
Open
None.
Exposed to wind
Wall: 2
Open
Wall:2
None.
Wall: 3
Open
Exposed to'wind
None.
Wall: 4
Open,
Wall: 4
None.
Roof. A `
Butlerib II Unpunched
26
AIZn
Plain'AlZh",
System Generated
Not Applicable 41/0/0
Feet— r nares -
Wall/Roof
Type 1
Length
Spacing :'
Washers
Insul. Block
Mod. Ctrl.
Ice Dain
Wall: 1
None.
Wall:2
None.
Wall: 3
None.
Wall: 4
None.
Roof A
Hex CS SDS, CS SDM
SDS, SDM Stitch
Standard Option "
Yes
None
No
No
Stitch
a
BUTTS COUNTY
iBUILDING DIVISION
Date: 6/20/2016
+i BUTLER
V Butler Manufacturing
16-013Time: 05:32 PM
705-01 *PPO Page: 47, of 48
A pendix
4 •1. MBMA County Load Check
• + f' v
CountyName
Snow
Wind
Rain
Seismic
t
S
W,
Wz
WjW.
I W,
11
12
County Seat
SS
S,
TL
Jefferson
-10.
_ 105115120____„76_,
• i
1
Pine Bluff
�O T353a,_ 0.150,
12,
Johnson
10
105
115
4
76
8
11
Clarksville
0.230
0.114
f
z
CountyName
Snow
Wind
Rain
Seismic
S
W,
Wz
WjW.
I W,
11
12
County Seat
SS
S,
TL
Jefferson
-10.
_ 105115120____„76_,
_8_1
1
Pine Bluff
�O T353a,_ 0.150,
12,
Johnson
10
105
115
120
76
8
11
Clarksville
0.230
0.114
12
- 12__
,Lafayette
_57
_105;,,•-„115120 76
-76
8-11,,_•
`;Lewisville,0-085_
10
Lawrence
105,
115
120
7
10
Walnut Ridge
•Marianna_.
0.884
0.310
12
12
Lee
10
105115„ x;12076_
10
0.
_7210.264
_7
8
11
Lincol----«=-----Y
10
105 __-115 120 76
�City�
,Ashdown
0.317
0.1490.081_
0140
12
_/
--
Little River
10,
y
10 _115�i120 76
^105
8 1]_
Logann
10.
115
120
76�
8
11
Booneville
0.190
0.100
12
Lonoke
10.
_105_115_120_76_
`8_
___10_
Lonoke,
_0.4840.189
`12___
Madison
10
105
115
126
. 76
8
11
Huntsville
0.196_0.
104
12
15
105'
11 S
:120
76
8
f0
'Yellville
0.312
0.143
12
Marion
Miller
5
105
115
120
76
8
11
Texarkana
0.145
0.080
12
Mississippi
10
105, �_
115
„120
•_78
_,7
9
Blytheville
2719,,,,1.061_
_12 -
Monroe
10
105
115
120
76
7
10
Clarendon
0.564
0.217
12
Montgomery. ��
_____70�
105115
120
76
8
11'y
;Mount Ida
_0.2. .
_0.103,_
,____ - _
Nevada
10
105
115
120
•76
6
Al
Prescott
;Jasper
0.193
0.097
12
Newton
10
105115-j 20 76
r8 11�
0.256,-_„ 0.124_
_12
Ouachita
10
105
115
- 120
76
8
11
Camden
0.216
0.103
12
_Perry
10
^�10
105-ll5_�__,_120,;__,_�76-,,,
~105
B
11
Perryville;,,
0.331,
0.141
12 �
Phillips
115
120
76
6
10
Helena
0.584
0.223mm
12
•x,_10.,,„_,.
-105,,„-,115
120••,-„e•76�
8 _ :11
,Murfreesboro
0.187,,,,,_,0.095
„_,.„12 T
P+ -'k
Poinsett
10
105
115
120 "
767_
_
_10
`Harrisburg.
Mena
2.262
16
0.9
_ 0.833
0.089
12___
12 '
Polk_
10_
~10105
105' 115 12076-
8^�•Ill Y
Po pe
115
120
• 76
a
1 1. ••
Russellville
0.275�0.127�
12�
�10-i09,,115__120_76
-
•� 7_10_
,Des Arc
_0.6160.229
_„_•,12_
;Prairie
Pulaski_
10
105
115
120
76
8
11
Little Rock
0.405.
0.164
12
tRanCoiphw _...n�
X10^
_195,
115
120
•76
7
10�
-Pacahoritas
_0.792 0.279_,,,_,,,-,12_
_
St Francis s
10
105
115
120
76
7
10
Forrest City
Benton
1.001.
X0.330
0.358
0.141 _
12
_12
Saline
10
105, _115 120 `76„_
_ n 8 i 11
Scott
10
105
115
120
76
8
11,
Waldron._..
.�...-..ate.,
M sra hair
.0.179 0.094
�,....-,.
„0.346 0.151_
12
-12
Searcy-
-10
.,,105-115,,,,,_120„___„76
T 8 •10__
,Sebastian
10�~
105
115
120
76'
8
..11-.
'Greenwood *-.
,De_Queen •+
0.175
• f 0.092
12
Sevie>
�10 ^
105;_115120 _ 478
8_ -r -11�
0.,153 10.083
12
Sharp
Stone
10
105
115
120176
7
10'1!
"Ash Flat r"
0.571 1 0.219
0.489 0.189
12
___ 10,^_
105 115 , 120 - _76
,,, 7 �10,,�
,Mountain View
�� 12 _
Union
5
105
115
120
76
8
11 '
EI Dorado
0.190
0.096
12
Van Buren,______
10_
^105 w115 120_
76,
�8
10,-„
Slin_ton
_0.411_
_0.167_
_121
Washington
10
105
115
120.
76
8
11
Fayetteville
0.170
0.093
12
Whle
�10�
--10511512078____7
10�
,Searcy
_0.60210.223_
�12,,
Woodruff
10
105
115
.120
76
7
Auguste
Danville-
0.767
0.278
12
Yell
10
105 115 .. A20 76
_10
8 11
0.235 0.115
12
CALIFORNIA'
Alameda
0(2400)
_100 110
-.- -
115, _
r 72
_
2.18
. ..._- _.._-.._
3.11
_
Oakland
_1.698 _0,671
X8112
Alpine
CS
100•
110•
115'-
72
3.32
4.91
Markleevill
1.903
0.710
6
.Amador. _
0 1500
100'
110-
-- 115"
.72' •
.:2:82
3.6&
Jackson .-
0.432
6.224,
6112
Butte
0(l 500 '
100
1'10
115,
72
' 3.30
4.68
Oroville
0.597
0.260
16
Calaveras
„0(1500)._
_100„ X110^, X115_',--,72� ,_2.50__3.52 _
_
;San Andreas,•
0,428;-0.222,
__ .
,,,_6112
Colusa
0(1500)
100
110
_ 115
72
2.03.
2.96
Colusa
0.793
0.331
8/12
File: 16-013705-01 Version: 2016.1b,
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
1
s • I ; ; �, l ' ' t Date: 6/20/2016
Bu„arman-n on ,1&,013 705-101 Calculations Package Time: 05:32 PM
Page: 48 of 48
2. Web crippling check
BUTTE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016. lb
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
N of bays = 3
Initial Eave Gage= 17 Calculation per DP 4.1 and DP 4.1.DA
Shear
0.41
-0.5 0.51
ir���
-0.51 0.5
-0.41
. . . . .............. . ......... .. . . . .......... .
0.6
. ............. ..... .....
0.4
0.41
0.2
0
i
0.2
I
I -0.4
-0. 1
I -0.51
-0.6-0.5
0 05
L
1 1.5 2 2.5 3 3.5 4
FrameLine 1
.._.._ .......... _._. ..__ __. _. ___..__.._... _....... __......... _----------
..__ _.._frame
2 3 4
Shear (kip) 0.41
1.01 1.01 0.41
Allowable (kip) 1.91
2.69 1.91
Status OK
OK •
f777Note7 Eaves are Ok
BUTTE COUNTY
BUILDING DIVISION
APPROVED
File: 16-013705-01 Version: 2016. lb
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.