HomeMy WebLinkAboutB16-1727 000-000-000 (3)October 4, 2016
County of Butte - Final Review
Permit App: B16-1.727 jig I N T E R W E S T
Interwest No.: 201603799 CONSULTING GROUP
Jordan Debrunner
Butte County
.7 County Center Drive
Oroville, CA 95965
530-538-2954
jdebrunner(a�buttecounty. net
Plan Review:. Smucker Warehouse Addition Part Storage
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 14 dated 6/28/16 by Butler:
b.' 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 6/28/16 by Butler. Two (2) copies letter of
certification dated 6/29/16 by Butler.. Two (2) copies Foundation design for pre-engineered
steel, building dated 6/30/16 by Crandall Engineering. Two (2) copies Supplemental Calcs
dated 9/21/16 by Crandall Engineering.
3. Geotechnical Investigation: Two(2) copies soil investigation dated 6/7/16 by Streamline
Engineering. Two (2) copies Geotechnical Review of Foundation design dated 7/30/16 by
Streamline.
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 7/18/16 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 J g r, SE Dirk Hofheinz
Plans Examiner r. uct ral ngineer Electrical Engineer
Interwest Consulting Group 1 161 Santa Clara Drive Suite 100 1 Roseville, CA 95,661
6280 W. Las Positas Boulevard I Suite 220 Pleasanton, CA 94588
800-784-9050 _
4 PERMIT #
rJ BUTTE COUNTY DEVELOPMENT SERVICES
` REVIEWED FOR
Butte County Department of DevelopmiGM COMPLIANCE
�hSTT�r• PERMIT CTER I� �0 < <p BY ( o
T-
• r 7 County Center Drive, Oroville, CA 95965
UN Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax(530)538-7785 Y1PC_01
CCESSIBILTY UPGRADE WORKSHEET
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 ( ) $ na
2. Construction Cost on the same path of travel during the previous three years: $ na
3. Total Construction Cost (add amounts In 1 and 2 above): $ 179,000 BUT'PEeebwry
c7
4. Current Valuation Threshold (Effective January 2012): $ 150,244.00
SELECT YOUR APPLICABLE ACCESSIBILITY UPGRADE COMPLIANCE OBLIGATION AUG 0 9 2016
® This alteration consists solely of accessibility upgrades and is limited to its specific scope of work DEVELOPMENT
® The existing primary' entrance, route of travel, at least one restroom for each sex (as applicable), public phones or dr11yas
fountains (if any), parldng, 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.
I will upgrade the existing primary entrance, route of travel, at least one re 010
re se p_plicable), public phones or
drinking fountains Of any), parking, storage and alarms that serve the area of al �ibn t��c ff v1 E)accessbility provisions
as for new buildings. FOR C
❑ The total Construction Cost (item 3 above) does not exceed the Current Valuation ThrDes O (� Ek N P. Ub5�1 QtL alteration
occurs on a floor other than the ground floor.
I will upgrade the existing primary entrance, route of travel, at least one restroom sex ( luplleabke), public phones or
drinking fountains Cf any), parldng, storage and alarms that serve the area of alteration, as applicable, to comply with all
accessibility provisions as for new buildings. I N TE
❑ The total Construction Cost item 3 above does not exceed the Current ,Q�ra��,f 4r,!��ffqbovie�2rthe alteration
occ urs on a floor other than the ground floor L providing compliance wI abd�§ib li w buildings would
create an unreasonable hardship.
I will provide accessibility to the maximum extent feasible without incurring disproportionate costs (i.e. 20 percent of the amount In
Item 1 $ ). In choosing which accessible elements to provide, priority will be given to those
elements that will provide the greatest access in the order provided in the Cost Table. (Please complete the Cost Table)
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. Otherwise,
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 categ-nes have been�coi�ple ed
in order. � p � ai �� , ftg 1ff. h I
AU- i 12016
K:\NEW_WEBSTTE\Building\Building Forms & Documents\2014\2014 FoLOG
ted�D$C1DPC-
01Accessibilty_UpgradeWorksheet11.26.12rev'd3.7.20^:r;w,{;RO 1p
Pagel of 3
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 Upgrade Worksheet
CATEGORY
COSTS
1.
PRIMARY ENTRANCE TO ALTERED AREA
Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial.
❑
❑
❑
❑
❑
❑
❑
❑
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
K:WEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC-
01 Accessibilty_Upgrade_Worksheet_11'.26.12_rev'd_3.7.2014_AKM.doc
Page 2 of 3
4
CATEGORY
COSTS
3.
RESTROOMS SERVING ALTERED AREA
Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial
❑
❑
❑
❑
❑❑
Ej
❑
❑
A. Enlarge restroom
B. Enlarge door(s)
C. Strike side clearance
D.Doorsymbols '
E. Signs and identification (Braille)
F. Replacement or relocation of fixture (specify)
1. •
$
2.
3.
4.
G. Replacement or relocation of accessories (specify)
L ,
2.
3.
4.
H. Grab bars (bars and backing).
L Other
$
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 & loadinglunloading aisle
C. Paint the border of Ioading/unloading aisle blue
D. Other
Subtotal
$
$
TOTAL
$
KANEW_WEB SIMBuildinglBuilding Forms & Documents\2014\2014 Forms - Completed\DPC1DPC-
01_Accessibilty_Upgrade_Worksheet_11.26.12 revd 3.7.2014_AKM.doc
Page 3 of 3
BUTTE
,�`'._ COUNTY
r8a 111C
AUG 082016
DEVELOPMENT
Y7•.
SERVICES
July 30, 2016 %a"l
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 530-892-1.100.
SincerelyV ��
,
FOR CODE COMPLIANCE—
OCT .0 4 2010
Jeff Richelieu,.PE 53590 :iNTERtST Q�OFESSlpN�
W
President�1CHE�� F
Streamline Engineering CONSULTING GR FG y�
c 53 m
c� z
-9 OF CALi
-7130 f �(101
11 7
BUTTE COUNTY DEVELOPMENT SERVICES
Strearriline Project No: 2380 REVIEWED FOR Page I of 1
CODE
COMPLIANCE
DATE
60 Independence'Cir., Ste. 201' Chico, CA 95973•;(530) 892- U -'B Fwr-892-1445
� 1 C.>C Go �•i >��
S
.
[ ] [x )
14. Will you melt, cast, heat treat or grind more than 10 lbs. of magnesium?
15. Will you have a motor vehicle fuel -dispensing station? C�&
R -F- LIJ
FI RE
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, specific requirements have been established In the
Fire, Building, and Life Safety Codes. To help us determine what particular laws apply to your busirglease provide
the following information: COUNTY
:PART I — Building Information AUG 0 9 2016
Business Name* Smuckers Natural Foods Inc
DBAIET OPIUM=
PUM=
Business Address:
#37 Speedway ave SERVICES
Number of
/ 2 Type of Construction: 2-B Square footage: 5000 sq ftl
PART IF— 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? [ ] [ 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) [ ] [ x ]
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) [ ] Ix ]
9. .Will you have any explosives or blasting agents? [ ) 6t ]
10. Will you store, handle, use or dispense flammable or combustible liquids? [ ] [X1
x
11. VVII 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?
15. Will you have a motor vehicle fuel -dispensing station? C�&
R -F- LIJ
( j ( x]
( j ( x]
PERMIT#G' I 1(/ ' ���
Ayu
11 C 40.
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR 1 of 3
CODEf COMPLIANCE
DATE I O ' lY • 1 �P BY�y v
C0Nsl.)i_nNG CR2k
r L-0 Cor(
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? . [ I
[ x ]
18. Will you operate a place of assembly (Drinking, Dining, Gathering) for more than 50 people? [ ]
[ xI
19. Will you store or handle radioactive materials? [ J
[x I
20. Will you have a refrigeration system with >220 lbs. Group Al or >30 pounds of any other refrigerant? ( I
[x I
21. Will you operate a repair garage for servicing or repairing automobiles? [ I
( xJ
22. Will you be conducting hot work? (welding, cutting or use flame producing devices or torches) [ I
[ Xl
23. Will you apply flammable or combustible liguids? (Spray booth, Dip tank, Powder Coating, Rolling) [ ]
[x ]
24. Will you store over 1000 cubic feet of tires in an outside area? [ I
['XI
25. Will you store, lumber, wood chips, hogged material or plywood in excess of 200 cubic feet? [ I
Ix I
26. Is your building equipped with automatic fire sprinklers? If YES then: [ x I
[ ]
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 Calc'd
c) Early Suppression Fast-Response (ESFR) sprinkler system N/A PSI
d) Other type Sprinkler System — list type and location: , N/A
et installed. not
e) Date of last sprinkler system 5 year certification (Title 19 CCR): � System y
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
28. Number of employees: 4
29. Hours of operations: monday-friday To 6 am- 7 pm
BUTTE COUNTY
r BUILDING DIVISION
APPROVE®
2of3 ',
J
11
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
[ J Ordinary Hazard occupancy (mercantile storage, dining areas, and display, warehouses, light manufacturing)
Provide a minimum of (1) 2A20BC 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) 2A40BC rated fire extinguisher mounted in an accessible conspicuous area. One
extinguisher isrequired for every 2000 square feet and the travel distance to a fire extinguisher shall not exceed
50 feet from any point'
[ J 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:
BUTTE COUNTY
BUILDING DIVISION
3of3 APPROVED
BU M
COUNTY
AUG 0'8 205',
DEVELOPMENT
SERVICES
July 30, 2016 9) _ I %a 7
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'-4n. 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, r o- V I E VV E D
LIANCE
FOR CO•COMP
DE. ,
OCT •0 4 2016
Jeff Richelieu, PE 53590 IiVTERW -ST ' Q�Of-ESS1
President
...Streamline Engineering r'OIeISULTING GROUP etc, F G
cn 53 m
M
I "If
-
AUG n 1120 1, 6 OF
PERMR# I "CoN- i—UP.
BUTTE COUNTRACES '
REVIEWED FOR '
COD COMPLIANCE
DATEStrehinlin. 2220DY1VV
Page 1 of 1
60 Independence Cir., Ste. 201 ° Chico, CA 95973 ® (530) 892-1100 G' --Fax: 892-111.5
I.w Ct P(r'
CRANDALL ENGINEERING
5448 MERRILL MILL ROAD
MARIPOSA, CA 95338
PnIINnnTInN n
�� V
RE .�
Aij,, 11 X11^0
lids c1t'i�1L5`1
UILDING:
Sheet _� of �p
Job No. CTL'S 6
Date:
Project Name:
Client: Q' \,�• F, FOR CODE COMPLIANCE
Building Manufacturer: OCT 0 4 20%
Job # (ap -J-1 21l
INTERWEST
CONSULTING GROUP
Building Location: �� �il��l�•r�1�� �.
C-® , 45-1.
Latitude/Longitude: 51,
I1 _.-�.• __+-yam^'ter...__.
c,
Elevation: j�4=--
BUTTE
Inspecting Authority: COUNTY
BUTTE COUNTY DEVELOPMENT SERVICES
Engineering Design Criteria: REVIEWED FOR AUG U 8 2016
CODE
�COMPLIANCE
DB
Roof Load: DATE (V ' tY ' t l/� By I �I SERVIC13S
20 P.S.F. (Reducible) per CBC Table 1607.1
❑ Snow: o�gSIONA[ FNS
❑ Other: oQQ.�� tRA
W'
Wind: Speed:
Exposure: B C `�
Seismic: Risk Category: STATE OFCP�
Soil Profile:
Accelerations: See sheet 2 JUL 21 2016
SDC: D
Soil: Basis for Design:ZT
Allowable Foundation Pressure: I psf
Lateral Bearing: psf/f below natural grade
Lateral Sliding: µs = or Resistance psf
PHONE: 209-966-4844 F/ L&
5/13/2016 Design Maps Summary Report
rge-tM. Design Maps Summary Report
User -Specified Input
Report Title 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
BUTTE COUNTY
BUILDING DIVISION
APPROVED
USGS-Provided Output
SS = 0.614 g SMS = 0.803 g Sos = 0.536 g
SI = 0.272 g SMI = 0.504 g Sol = 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 NEHRP" building code reference document.
_�_.. ___-. - --_.-MC-Eii=Re•spons-e-S•pent-rum..y..... Design=Re•sponee =Spectr-um�-
0.90
0.81
0.72O.bB
0.63 0.42
0.54
CN
0 0.45
N 0.36
0.27
o.1 e
0.09
O.DD
0.00 0.20 0.40 0.60 D.80 1.00 1.20 1.40 1.60 1.80 2.00
Period, T (set)
CA
M Q 30
N 0.24-
0.19--
0.12--
0. or,
.240.180.130.06
0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
Period, T (sec)
For PGAM, TL, CRS, and CR, values, please view the detailed report.
httpl/ehp2-earthquake.wr.usgs.gov/design aps/us/summary.php?template=minima]Bdatitude=39.7056&longitude=-121.8006&siteclass=3&riskcategory=O&edit... 1/2
sur�ER Date: 6/28/2016
M 1=_12- #16013 72901 Calculations Package Time: 01:15 PM
� Page: 2 of 38
� } �a•a �a a ::4 '�' ,+' .!"' ,�„ aSl�r� '+L � i"�,"' "a'5. r-s�� �' ,A��. "y °" .d ,r a �r.�-!1�'�+'�c,HvIY ?f"r
Shape: Spare Parts Expansion
Builder Contact: Jessica Hopper Project: Smuckers-Spare Parts Expansion
Name: North Valley Building Systems, Inc. Builder PO 4:
Address: 30 Seville Court Jobsite: 37 Speedway Ave
City, State Zip: Chico, Califomia 95928 City, State Zip: Chico, Califomia 95928
Country: United States County, Country: Butte, United States
Loads and Codes - Shape: Spare Parts Expansion
City: Chico County: " Butte State: Califomia Country: United States
Building Code: Califomia Building Standards Code- 2013 Edition Structural: 10AISC - ASD Rainfall: l: 0.10 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
Collateral Gravity:3.00 psf Roof Covering+ Second. Dead Load: Varies
Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf
Wind Load
Snow Load
Wind Speed: Vult: 110.00 (Vasd: 85.21) mply/ Ground Snow Load: pg: 0.00 psf
The'Envelope Procedure' is Used
Flat Roof SnoW.. pf: 0.00 psf
Wind Exposure: C - Kz: 0.879
Design Snow (Sloped): ps: 0.00 psf
Parts Wind Exposure Factor: 0.879
Rain Surcharge: 0.00
Wind Enclosure: Enclosed
Exposure Factor: 2 Partially Exposed - Ce: 1.00
Topographic Factor: Kzt 1.0000
Snow Importance: Is: 1.000
Unbalanced Snow Load 1, Shifted Left
Thermal Factor: Unheated - Ct: 1.20
NOT Windborne Debris Region
Ground/ Roof Conversion: 0.70
Base Elevation: 0/0/0
Unobstructed, Slippery
Primary Zone Strip Width: 2a: 6/0/0
PF2
.Parts / Portions.Zone Strip Width a: 3/0/0
_
Basic Wind Pressure: q: 23.13 psf
SMS
BUTTE COUNTY
BUILDING DIVISION
APPROVED
Load Type Descriptions
D
Material Dead Weight
CG
Collateral Load for Gravity Cases
L
Roof Live Load
^ASL
Altemate Span Live Load, Shifted Left
L>
Live - Notional Right
S
Snow Load
*US1
Unbalanced Snow Load 1, Shifted Left
*US2
Unbalanced Snow Load 2, Shifted Left
SS
Sliding Snow Load
PFI
Partial Load, Full, 1 Span
PF2
Partial Load, Full, 2 Spans
S>
Snow -Notional Right
SMS
Specified Min. Roof Snow
C
CU
ASL^
PL2
<L
USI*
US2*
SD
RS
PHI
PH2
<S
SMS>
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: S1: 27.00 %g
Site Class: Stiffsoil (D)
Seismic Importance: le: 1.000
Design Acceleration Parameter: Sds: 0.5335 v
Design Acceleration Parameter: Shc : 0.3348
Seismic Design Category: D
Seismic Snow Load: 0.00 psf �-
% Snow Used in Seismic: 0.00
-Diaphragm Condition:.F.lexible
Fundamental Period Height Used: 16/10/0
,.
Transverse Direction Parameters
Ordinary Steel Moment Frames
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.2680
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: 0.1662
R -Factor. 3.25
----Overstrength-Factor-Omega: 2:00 - -
Deflection Amplification Factor: Cd: 3.25
Base Shear: V: 0.1642 x W
Collateral Load
Collateral Load for Wind Cases
Alternate Span Live Load, Shifted Right
Partial Live, Full, 2 Spans
Live - Notional Left
Unbalanced Snow Load 1, Shifted Right
Unbalanced Snow Load 2, Shifted Right
Snow Drift Load
Rain Surcharge Load
Partial Load, Half, 1 Span
Partial Load, Half, 2 Spans
Snow - Notional Left
Specified Min. Roof Snow - Notional Right
File: 16-013729-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
®mJ 2
0
BUTTE COUNTY
BUILDING DIVISION
APPROVED
4
m
L 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.
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
Spare Parts Expansion
70/0/0
20/6/0 1435
3234 1440
17/8/0
16/0/0.
].000:12
1.000:12 19/9/0
BUTLER
Date: 6/28/2016
#16013 72901 Calculations Package
Time: 01:15 PM
Butter Menufa uring
Page: 5 of 38
Overall Building Description
Shape
Overall
Overall Floor Area
Wall Area
RoofArea
Max. Eave
Min. Eave
Max. Roof
Min. Roof Peak
Width
Le h (sq. ft.
s ft.
s . ft.
Height
Hei t 2
Pitch
Pitch Height
Overall Shape Description
®mJ 2
0
BUTTE COUNTY
BUILDING DIVISION
APPROVED
4
m
L 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.
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
Spare Parts Expansion
70/0/0
20/6/0 1435
3234 1440
17/8/0
16/0/0.
].000:12
1.000:12 19/9/0
®mJ 2
0
BUTTE COUNTY
BUILDING DIVISION
APPROVED
4
m
L 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.
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
sur�ER Date: 6/28/2016
Butler Manufacturing •#1601372901 Calculations Package Time: 0 1: 15 PM
Page: 7 of 38
Wall: 4, Frame at: 0/6/0
Frame ID:CB EW 1 Frame Type:Continuous Beam
e
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: 1
File: 16-013729-01 BUTTE CVUIV I Y 16. lb
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
BUILDING DIVISION
APPROVED
Type Exterior n Interior Column Interior Column
Exterior Column
X -Loc /0/0 23/0/0 47/0/0
70/0/0
Grid l- Grid2 1-D 1 C l -B
1-A
Base Plate W x L (in.) 8 X 1 1 8 X 11
8 X 13
Base Plate Thickness (in.) 0.375 0.375 0.375
0.375
_
Anchor ,Rod QtyMiam., (irl.)- 4 - 0750 - 4 0.750 4-0.750"
.0.750-
4-0, 750
,
Column Base Elev. 100'-0" 100'-0" 100'-0"
_
100'-0"
Load Type
Desc. Hx
Vy Hx
Hz I Vy Hx
Hz
Vy
Hx - V
D
Frm 0.05
0.53
0.85
0.8¢
-0.05 0.49
CG
Frm 0.05
0.35
0.72
0.75
-0.05 0.34
L>
Frm 0.33
2.27
4.60
4.81
-0.33 2.20
<L
Frm 0.33
2.27
4.60
4.81
-0.33 2.20
ASL^
Frm -0.15
-0.43
2.79
-2.80
0.15 -0.43
^ASL
Frm 0.48
2.70
1.82
2.01
-0.48 2.63
W2>
Frm -2.40
-2.77
-1.99
-2.77-
-1.16 0.15
<W2
Frm 0.83
-0.06
-3.49
2.13 -2.38.
WPL
Frm 0.67
-2.15
-3.77
-7.QA-1.07
-2.56
WPR
Frm 0.85
-3.17
-4.84
15
-0.63 -2.09
MW
Frm -
-
-
-
MW
Frm 0.78
0.88
-1.35
1.28
2.15 -0.81
MW
Frm -
-
-
-
MW
Frm -2.07
-0.64
0.98
-1.36
-1.01 1.03
-
----C-U----Frm-
-
-
-
----
-
- --
-
WI>
Frm -1.91
-3.90
4.56 -3.74
4.16
4.87
-1.65 -0.85
<W1
Frm 1.32
-1.19
4.11 -5.24
-3.75
-5.67
1.64 -3.38
L
Frm 0.33
2.27
- 4.60
-
4.81
-0.33 2.20
E> -
Frm -0.41
-0.43
ft6 0.61
0.05
-0.67
-0.50 0.50
EG+
Frm 0.01
0.09
- 0.19
-
0.20
-0.01 0.09
<E
Frm 0.41
0.43
-0.06 -0.61
-0.05
0.67
0.50 -0.50
EG-
Frm -0.01
-0.09
- -0.19
-
-0.20
0.01 -0.09
WB1>
Brc -
-
<WB1
Brc
WB3>
Brc
-
<WB3
Brc
-
MWB
Brc
MWB
Brc
_ MWB
Brc
MWB
Brc
EB>
Brc
<EB
Brc
File: 16-013729-01 BUTTE CVUIV I Y 16. lb
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
BUILDING DIVISION
APPROVED
.0 . CRANDALL ENGINEERING
5448 Merrill Mill Road
Mariposa, 95338
MANUFACTURER: BUTLER
BUILDING NO: 16-013729
BUILDING LINE: ID
CLIENT: NVBS
LOCATION: CHICO, CA
JOB NO: 16023
SHEET Qv OF
STEEL BUILDING FOUNDATION DESIGN JOB 42555.591
OB NO: 16023
P & B ENDWALL COL WITH SLAB V13.5.1
METAL BUILDING LOAD REACTIONS PER MANUFACTURER
He
H,
V
DEAD LOAD 0
0.05
0.0
0.53
Do
0.05
1 0.00
0.05
COLLATERAL LOADS CA
0.05
0.0
0.35 Gravity
Co
0.00
0.0
0.00 Uplift
MATERIAL/EARTH H
0.00
0.0
D+ H+ 0.75D.SWe+0.751.+ 0.75 Lr
29
MIN W/ Do
-1.41
;:',a.:0:00+*?"'}1i1A1't+'1 (<:4'-1'.15>�',L'.
UVELOADI L0.0
0100
0.00
0.00
0.00
ROOFLOADI Lr 1
0.331
OA
1 2.27
ASD FOUNDATION DESIGN
COLUMN LOCATION
CORNER 1
NTERIOR 2
CORNER W/ SAME D SIDE 3
USE LOCATION: 1 1
WIND ADJUST= 1100
f1.= 0.50
Xlsrnlc 5m= 0.56
Redundancy p = 1.00
O,= 2.50
CRITICAL SERVICE LOADS
He
f1= 0.20
)Set to 1,0 If Included In Mfr's
FOR ANCHOR DESIGN
Ha IbiNx
tela)
V
DR
0.10
0.00
0.10
D.BB
Do
0.05
1 0.00
0.05
0.53
MAX H
Wf
a. 'w0:00w.W<'TSi,D:00 `tk 0.00 �rt-.0.00",-t
MINH
WJJ
H
0.00
0.00
0.00
0.00
D+ H+ 0.75D.SWe+0.751.+ 0.75 Lr
29
MIN W/ Do
-1.41
;:',a.:0:00+*?"'}1i1A1't+'1 (<:4'-1'.15>�',L'.
L
0100
0.00
0.00
0.00
Lr
0.33
0.00
0.33
2.27
Se 0.00 i-2 e0.00S Q00 ",'."'COO::: MAX",
Sb &CO ' 0.0O` 10 m t e : 0:0091 MIN Its
Se ; r0.00t V e . 000�f14 ItOOO Iia 0.00 MAX V
Scl -"-D:OO7.x.?n [ 1-0.00 0.00 MIN V
ADJUSTED s 1.00
We 1.32 "50.00`140 '%,'3:32: n +'-_4'.19- ,
MAX W
Wb
-
-240, t ILDD .T_'i'."2.40:-- 1. =2,44,
MIN Ht
We
`.- 740':� 0100 i�'2A0�..�., 7 2 47
MAX III
Wd
w'-2i4O;'_'-,', moo'-G2140'At'Y4:-2`44��.
MIN Hs
We
'::Vtti;i240:' !..:'CAO' .°. 2.40 .+,=2i14'i""MAXH
MAX H
Wf
a. 'w0:00w.W<'TSi,D:00 `tk 0.00 �rt-.0.00",-t
MINH
WJJ
O.BB
MAXV
Wh
:K:'='+1e91t 4;A*.200:k'4 x,.1.91 -3.90
MIN V
Ea DA2 :1: 0:00j�:20.47;':-'40Sl iia
MAX N%
Eb
-0.42 ktQ 0:00 :1:: t`; b.42 °.°.: .+�.,032"'
MIN Its
Ec
0.00 -1.0414: ;'-%<`-0A3i�';
MAX HI
Ed
&rv,:41-.x,^' 0.001!.LOA3'rA
MIN Ha
Et
+'fi-0:42: `+'r ^*00.00� a 0.42 1:1-052`4
MAX H
Ef
;art'ODO:K+3T _?O:OD^.-t 0.00 100.0D-4'
MIN H
E
;:•+}9::0.42:+=3v? c.U:00�+i�„;=.0:42:^ 0.52
MAXV
Eh
k4. 1-0:4V+'+A r40:OD+7:41*0.42�,i -0.52
MIN
UNCAL ASD FORCES TO FOOTING
Ha MIN MAX
HX
�t+%!:14:":v ? +}/l��lh' w`..'« V:J1^SrF,
LOAD CASE
Was
MAXW/D
0.94'fLy.O:OQ,v:40:96`22.05'T`':7i
D+H+ 0.750.6Wa+0.75L♦ 0.75 Lr
29
MIN W/D
.1.38
'.e 0.00TMY; 'r"'d'38` (Ri.•.K"-0:94"c!f'L
0.6D+H+C.6Wb
I10
MA%W/Do
0.89
kr0.00�'L� =E B9_?_e 170f%;�
D+ H+ 0.75D.SWe+0.751.+ 0.75 Lr
29
MIN W/ Do
-1.41
;:',a.:0:00+*?"'}1i1A1't+'1 (<:4'-1'.15>�',L'.
0.61)+H+0.6Wb
770
16023
BUTTE COUNTY
BUILDING DIVISION
APPROVED
EW 114
IV
MATERIALS AND ALLOWABLE STRESSES:
SHEET OF_
SOIL: BEARING CAP: 15 KSF Date: 7/4/16
WIDTH INCREASE: 096 PER FOOT IN EXCESS OF 1' JOB NO: 16023
DEPTH INCREASE: 0% PER FOOT IN EXCESS OF V EW 2/4
CONCRETE: fc- 2.5 KSI @28 DAYS REINFORCING: Fs= 20.0 KSI
WT= 0.15 KCF
ALTERNATE CONCRETE DESIGN CONSTANTS: N = 10
=
jm 09 (ASSUMED FOR APPROXIMATE MR CALCULATIONS)
SLAB:
' SIABeTHICKNESS.'rR;�.��+3'S"y:,''t��s��•'�.-`IT: »�A,'Bg..'INCHFS�kx�.�..i�j�'iV iyPsw•"',�.kwyGq,'�1�"��°�-,�'
• �;^y5?"„yt 1NE1NFORCING .,;U?HK't .,d.aJ i@Xe 12.7"eIlN,O C. .G+i.S. _..CRrAs= 't"0200a„rSQ.IN,/Fi_'T,;„
WEIGHT OF SLAB TO RESIST UPLIFT:
SLAB Mr = Fs x As x T/2 x 1/12 = 1.200 K- FT
SLAB WT= 0.100 KSF
EFFECTIVE SLAB WIDTH - SORT(2 x Mr / V✓rI 4.90 FT IeO5
EFFECTIVE SLAB WEIGHT= WIDTH Wt = 0.490 K/LF �.+•�ll
FOOTINGS & THICKENED SLAB EDGE I , •KK77//
ENDWAIiPERIME'TFR Fi6d NG / ENED.SLAB as''
o/`
1
Na ...�` .t
UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPUFr:
FOOTINGWT-Wf- 0.400 KLF SLAB WT=Ws= 0.490 KLF
TOTAL WT- WI. Ws= 0.890 KLF
ENDWALL Mr=133%x Fs x MP As x(d-2')xJ/12= 13.20 K -FT
EFFECTNEENDWALL L-SQRT(2x Mr/V✓T)= 5.45 FT
FOR 2•SIDES-TOTAL WT=2x La TOTAL WT= 9.69 K AT INTERIOR B CORNER W/ RETURN
FOR I -SIDE -TOTAL WT=Lx TOTAL WT= 4.85 K ATCORNTER
AVAILABLE FOOTING WT THIS LOCATION = 4.85 X 0.60 2.91,. K
'T r
MAXIMUM UPLIFT= ' 2.02 KOK;
BEARING: SOIL PRESSURE: INCREASE FOR WIDTH= 0% +
_ INCREASE FOR DEPTH - 0%
ALLOWABLE SP c 1.50 KSF
EFFECTIVE LENGTH OF FOOTING FROM POST BASE
Mr = BOTTOM As x Fs x j x (1)-3" (/12 = - 12.60 K -FT
L=SQRT(2x Mr/W)= 355 FT EACH SIDE
_ BEARING CAP - SP z B/12 = „ _ , 2.00 KLF
FOR 2 -SIDES -TOTAL WT=2x Lx TOTAL Wr= 14.20 K AT INTERIOR A -CORNER W1 RETURN
FOR 1 -SIDE -TOTAL WT=Lx TOTAL Wr- 7.10 K AT CO •R
AVAILABLE THIS LOCATION = 7.10 K
- MAX VERTICAL LOAD = 3.15 K
s TIES TO SLAB MAX H (CORNERS(= 0.94 K
MIN 2 (INTERIOR( _ K woo
FOR 909 CORNER TIE REQUIRED As= 0.05 0.05 SQ. IN.
' FOR K4 TOTAL OF 1 As
0.20 OKW.M
r FOR 459 HAIRPIN REQUIRED As= NA SQ, IN.
FOR R4 TOTAL OF 1 -a As = 0.20 (NAS
r , - REQ'D SPREAD FOR SLAB STEEL -NA FEET r
' TOTAL REQUIRED HAIRPIN LENGTH - NA FEET
LRFD ANCHORAGE DESIGN ,
CRITICAL LRFD FORCES TO ANCHORS
_LOAD CASE--- Loo
-MAX W/ Dg 1.611.2D+1.OWe+III. "1.6N+O.SU 51
w/u 4.91 ra:�;�k,,�O:W:tii!i2:91;r>,::.'_.1°65s!El.:` 0.91). 1.GWb♦
MA%W/Do 1.55 Tay0.0U=`)"`:.1'S54'?"4059"y� 1.2D. I.GWa♦ 111..1
( MIN W/ Do -1.35 �:P6.'ID'h;n`?;533.S+i „=196/"'",° 091).30Wb.
H. MIN MAX _
MAX W/ OF, sii^ 14i+; 0.00 �.N`0:14 T'YS:]9 'L: LAD 1
MIN W/ D :Lt.U:1M1v� 0.00 '�','fi:14a"/3 P','`�i.79'�:xb Lao 1
MAX W/Do V'W' dtiO:' MOD LAD 1
MIN W Do °i3A:07 p 0.00 rMO.OIAas `+=<`�,0:74 ti , IAD 1
BUTTE COUNTY
BUILDING DIVISION
.APPROVE®
EW 2/4
M ANCHOR BOLT DESIGN-AC1318-0S. APPENDI%D A•�1 1i SHEET OF_
•fc= 2500 PSI SDC"C'ORABOVE Y / Date: 7/4/16
SBODD PSI (A-307 BOLTS) SEISMIC RED = 0.75 108 NO: 16023
_ ~ 1�P"'a '�'1T,�"�'•OIAMETER ax075,JA„1 HES °'7`Y .. '�BOLTHEADTYPE BOLT HEAD TYPES
c'`f•";"-�=e� SS AREA 5,0442?54 IN ^ry•X. •' O.s's~. 0 NONE (L -BOLT)
IEFFECfIVEA "r E0534 SQ 114,- 2."" r zs FT i s
e� 'r� L.+i, 1 SQUARE HEAD
44
4x vim' ti +tk ',, aY- 1 •r -so+ s-�'�4 t-
,.k�yegBEARINGr� ��Y'�}a�`1 2 HEAVY SQUARE
+. S`'aT.!'Y{ :.i'•, fv',Y'r^Y'b'L� y`�h"�tj.:-"fF'4_"t",Y�•:Ktr'.S`'.�'..d 3 HEX HEAD
.r„NO BOLTS 2 ROWSAF'"t2 yT' BOLTS Y'rt YT,,,4 . Sgj
q TOTAL" moi': i 4 HEAW HE%
EMBEDMENT he •w, 10 INCHES +s• CONC DEPTHh; t s18 *i -,<INCHES
EDGE.DIST+t%gr
"4M,-
SHEAR
5
SHEAR ANGLE AREA: 0 SQ. IN. _CONCRETE Hsa= 0.00 K ... ... .......... _..... ........... ..... ...... ._....... ___._................ .,........ .......... _...... ......... _.,........ _.........
;
• STEEL Hse= _ 0.00 K
FACTORED FORCES TO A.B. SHEAR
LOAD CASE Hx Hx-Hca W Hx-)H2 AXIAL
1 1.2D+ 1.OWe+ Ill+ 1.61-1+O.SL, 1.61 1.61 0.00 1.61 1.00
2 0.91)+ 1.OWb+ 1.6H -2.31 -2.31 0.00 2.31 -1.65 _
3 1.2D+1.OWa+f1L+1.6H+O.5Lr 1.55 1.55 0.00 155 0.58
.4 0.9D+1.OWb+1.61-1 -2.35 -2.35 0.00 2.35 -1.96 I
. 5 1.41) 0.14 0.14 0.00 0.14 1.23 O O
6 1.41) 0.14 0.14 0.00 0.14 1.23 (a « Hz
7 1.aD 0.07 0.07 0.0 0.07 0.74 O O
8 1AD 0.07 0.07 0.00 0.07 0.74 I
9 0.9D+1.OWb+1.6H -2.31 0.14 0.00 0.14 -1.65 I .
10 0.9-0.2SDS D+0. Ef +1.6H 0.080.14 0.00 0.14 0.69
Hx
• 11 0.91)+1.OWb+1.6H -2.35 0.07 0.0 0.07 -1.96'
12 0.9-0.25DS D+[L Ef +1.6H 0.04 0.07 0.00 0.07 0.42
trU
13 - 1.21)+ 1.6+ 1.6H+ O.SW 1.04 -2.31 0.00 2.31 5.13 _
14 0.9D+1.0Wh+1.6H -1.82 0.08 0.00 0.08 •3.11
15 1.21+ 1.6Lr+ 1.6H+ 0.5W 0.98 -2.35 O.OD 2.35 4.71 !
16 0.9D+1.OWh+1.6H -1.86 0.04 0.00. 0.04 -3.42 i - i
„__...._..._..__._..___.__._._....... ........... ,.... _............ ...... ..... ........ _...................
A) TENSION ON BOLT GROUP
• 1) STEEL STRENGTH(Q)Nn) dt=0.75
cbNsa = 58116 Ib = 58.12 K
t ti
2) CONCRETE BREAKOUT d, = 0.75 EDGE ADJUSTED hef - 8.00 IN
' 1SXhef- 12' IN _ _
BLOCK B= 26.5 IN BLOCK D= 29 IN s
-
Aa, = 7685 SQ. IN.
• Ax 576 SQ. IN. �
A,,, c= n ANco S,-�ay�OK• '
- Wec,N = 1.00 CONCENTRIC CONNECTION -
Wed,N : c.,.in = 12 IN 1.5 X hef = 15 IN
Wed,N= 0.94
Wc,N= 1.00 CONCRETE LIKELY TO CRACK '
Wcp,N : 1.00 CAST IN PLACE ANCHORS.
Nb= 27153 Ib kc = 24 FOR CIP
,bNebg a 25540 Ib a 25.54 K
3) CONCRETE PULLOUT dt= 0.70 r
Wc,P= 1.00 CONCRETE LIKELY TO CRACK' ,
NP: eh= 3.000 - FOR L -BOLTS Np = 506250
FOR HEADED BOLTS Np =
0.00
.bNpn= 14175 Ib = 14.18 K
• 4)CONCR ETE SIDE-FACCEBLOWOUf ... FOR L -BOLTS 4,Nsb = N/A '
HOR HEADED BOLTS: 0.4 hef = 4.00 IN
ca, 'in 55 IN t ,
4Nsb= N/A
B) SHEAR ON BOLT GROUP ,
1) STEEL SHEAR m= 0.65 t" BUTTE COUNTY
bN. 30220 Ib = 30.22 K
2) BREAKOUT FOR ANCHORS NEAREST EDGE d,= 0.75 BUILDING DIVISION
We"
- 1.00 CONCENTRIC CONNECTION APPROVED
Wc,V1.25 CONCRETE LIKELY TO CRACK
HI DIRECTION c„= 16.00 H2 DIRECTION c„= 12.0
15XS,= 18.0 0 15Xc„= 24.0
GOVERNS: 16.0 GOVERNS: 12.00
702.00 SO, IN. A. 841.00 SQ. IN.
A-= 648.00 SO. IN. - A- 648.0 SO. IN.
n AVco
Axc ns.sym..rv; _
= ,.,OK A,., c= n AVco
T Wed,V = 1.0 Wed,V - 0.85 +
• - - H1 SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH
/e= 6.00 IN /e- 6.0 IN _
Vb= 19098 Ib = 19.10 K Vb- 29403 Ib 29.40 K
` 4)Vcbg = 19.40 K oVcbg - 30.41 K -
GROUP OVcbg= 38.79 K GROUP oVcbg- 121.64 K 16023
EW 3/4
3) BREAKOUT FOR ANCHOR GROUP
21.00
6HEElsin
�1_ OF _
HI DIRECTION
c;t= 17.00
Dste: 7/4/16
15 Xc;r=
Gt - 16.00
JOB NO: 00000
1.5
Xc;t= 2550
1
GOVERNS: 16.00
1.21)+1.0Wa+RL+1.6H+O.SLr
Ate= 790.50
SQ. IN.
0.00
A, - 1300.50
SQ. IN.
0.00
A. c n AVco'ry'rOK�'r
Wed,V - 1.00
Wed,V ='
1.00
H2 SINGLE ANCHOR SHEAR STRENGTH
HI SINGLE ANCHOR SHEAR STRENGTH
0.9D+ 1.OWb 41.6H
le= 6.00
IN
0.00
Vb- 32203
Ib 32.20 K
0.00
GROUP tbVcbg-
18.35 K
0.00
4) BLOWOUT FOR ANCHOR GROUP
0.00
OK
FOR L -BOLTS bNSb -
N/A
155
HOR HEADED BOLTS:
0.4 hef = 4.00 IN
0.42
0.00
ca,min= 12 IN
0.00
0.0D
ebWb = N/A
0.00
5) PRYOUT STRENGTH FOR GROUP
d,=
0.70
kcp = 2.00
0.00
-1.96
Ncbg= 34054
LB SEE TENSION
ABOVE
,bVcpg =
47675 Ib =
47.68 K
TENSION SUMMARY:
OK
1.41)
N
STEEL STRENGTH
tbNsa=
58.12
-0.06
EMBEDMENT STRENGTH - BREAKOUT:
bWbg=
2554
0000
EMBEDMENT STRENGTH - PULLOUT:
(bNpn=
14.18
1.41)
EMBEDMENT STRENGTH -BLOWOUT:
Nsb=
N/A 51
0.00
GOVERNING bNn=
14.18
C) INTERACTION
S(.EISMICb2�y4
2E33F
O.OD
0.2 mNn=
s
2.94 y.
OK
0.2 (bVnx =
3.67
0.07
0.2 bVnv =
4.25 ,ypj,3119
0.02
H2 DIRECTION c',t =
21.00
6HEElsin
�1_ OF _
co =
12.00
Dste: 7/4/16
15 Xc;r=
31.50
JOB NO: 00000
GOVERNS:
12.00
1
Av,= 1018.50 SQ. IN.
1.21)+1.0Wa+RL+1.6H+O.SLr
N
A-- 1984.50 SQ. IN.
0.00
0.00
Axr c= n AVcoW_,OK,^5'�
�.
0.00
0.00
Wed,V - 1.00
0.00
0.00
H2 SINGLE ANCHOR SHEAR STRENGTH
OK
0.9D+ 1.OWb 41.6H
1e= 6.00 IN
-2.31
0.00
Vb= 44213 Ib
44.21 K
0.00
GROUP (bVcbg = 21.27 K
0.00
0.00
F FOR ANCHORS NEAREST EDGE
FOR FULL GROUP
:NT STRENGTH - BLOWOUT:
'P.. - au.« au.11
OVcbg- 38.79 121.64
Oft 18.35 21.27
OVsb - N/A N/A
d,Vcca - 47.68 47.68
GOVERNING mVnx= 18.35
GOVERNING bVny- 21.27
LOADCASE
SEISMIC
Vx
Vy
Nu
Vx 0.2 Vnx
V 0.2 Vn
Nu 0.2 Nn
Vu Vnx
Vu Vn
Nu Nn
1
c1.21
1.21)+1.0Wa+RL+1.6H+O.SLr
N
1.61
0.00
0.00
0.44
0.00
0.00
0.00
0.00
0.00
0.00
OK
0.9D+ 1.OWb 41.6H
N
-2.31
0.00
-1.65
0.63
0.00
0.78
0.00
0.00
0.00
0.00
OK
1.21)+ I.OWa+ f1L+ 1.6H+ OSlr
N
155
0.00
O.DO
0.42
0.00
0.00
0.00
0.0D
O.DO
0.00
OK
0.9D+1.0Wb+1.6H
N
-2.35
0.00
-1.96
0.64
0.00
0.92
0.00
0.00
0.00
0.00
OK
1.41)
N
0.14
0.00
0.00
-0.06
0.00
0.00
0.00
0000
0.00
0.00
OK
1.41)
N
0.14
0.00
0.00
0.04
0.00
0.00
0.00
O.OD
0.00
0.00
OK
1.41)
N
0.07
0.00
0.00
0.02
0.00
0.00
0.00
O.OD
0.00
0.00
OK
1.41)
N
0.07
0.00
0.00
0.02
0.00
0.D0
0.00
0.00
0.00
0.00
OK
0.91) + 1.OWb + 1.6H
-N
0.14
0.00 -
4.65
0.04
0.00
0.78
0.00
0.00
0.00
0.00
OK
0.9-0.2SDSD+(L Ef+1.6H
Y
0.14
0.00
0.00
0.05
0.00
0.00
0.00
0.00
0.00
0.00
OR
0.91)+ 1.OWb+ 1.6H
N
0.07
0.00
-1.96
0.02
0.00
0.92
0.00
0.00
0.00
0.00
OK
10.9-0.25DSD+(L Ef+ 1.6H
Y
0.07
0.00
0.00
0.03
0.00
0.00
0.00
0.00
0.00
0.00
OK
1.2D+ 1.6Lr+ 1.6H+ 0.5Wg
N
-2.31
0.00
0.00
0.63
0.00
0.00
0.00
0.00
0.00
0.00
OK
0.9D + 1.OWh + 1.6H
N
0.08
0.00
-3.11
0.02
0.00
1.46
0.00
0.0D
0.22
0.22
OK
1.2D+1.6Lr+1.6H+0.5W
N
-2.35
0.00
0.00
0.64
0.00
0.00
0.00
0.00
0.00
0.00
OK
0.9D+1.OWh+1.6H
N
0.04
0.00
-3.42
0.01
0.00
1.61
0.00
0.00
0.24
0.24
OK
BUTTE COUNTY
BUILDING DIVISION
APRON/IED
ASD FOUNDATION DESIGN .
V MIN/MAX
CRANDALL ENGINEERING
MAX W/D
SHEET �0- OF_
D. H. Lr
MINW/D
`{'.QOOz''•: •'`i0:006:ODCe'P' -3.23
STEEL
BUILDING FOUNDATION DESIGN Date: 47555.59
b�'O:OOi` 4yi0:00,', X'X. 'rS 650&9` S.67
5448 Merrill Mill Rd
W/Do
JOB NO: 16023
0.6D. H.0.6Wh
Mariposa, 95338oa
P & B ENDWALL COL WITH SLAB V13'S''
-
MANUFACTURER: BUTLER
. COLUMN LOCATION
BUILDING NO: 16-013729
CORNER 7
-
BUILDING LINE: IS
INTERIOR 2
CORNER W/ SAME @SIDE 3
_
`
Q1ENT: NVB%
�
USE LOCATION: 2
LOCATION: CHICO, CA
•
JOB NO: 16023
-
WIND ADJUST- 1.00
•
- - f1= 0.50 fl= 0.20
"SeIsmIc
Sm= 0.56
_ METAL BUILDING LOAD REACTIONS PER MANUFACTURER
Redundancy p = 1.00 )Set to 1.01f Induced In Mfr's calm)
O.= 2.50 FOR ANCHOR DESIGN
Hx
He
V '
DEAD LOAD D
0.0
0.86
CRITICAL SERWCE LOADS
Hx HL Hx9Hx V -
CO
0.0
0.75
D .00 O.OD 0.00 1.61
00.00
-
Co
0.0
' 0.00
Uplift
Uplift ' Do 0.00 0.00 0.86
H 0.00 0.00 6.00 0.00
MATERIA EARTH H
0.0
L 0.00 0.00 0.00 -om
UVELOADI I. 1
0.0 -
•
Lr 0.00 0.00 0.00 4.81
ROOF LOAD I Lr 1
0.0
4.81
_
SNOW LOADS
S
0.0
S1
0.0
S2
0.0
1 Se 1 0.00 ,"q 0.00'r",�,%.1 .6.00 -:>'MAX
He
-
S3
0.0
Sb 0,00 :f�Z0a104:} ok-,CL0050 p;YO:OOtEE
MIN Hx
.
S4
0.0
Sc .n.0.00 1 i n0:00'^o- *.,000��Y 0.00
MAX V
SS
0.0
R
Sd 'f'v!A'0.00r. :'�±•'+U.OD,Wf�.*oAJDAI 0.00
MIN V
_ S6
0.0
-
WIND LOADS W1
W2
-2.70
-3.57
•
• W3 -
W4
WS
• W6
-7.00
n
ADJUSTED x 1.00
-3.25
1.28
-1.36
W7
4.16
d.87
We MOD -« W,00;4; v:R; Hi-b:00y.X ,w+•2:70 r.m
MAX Hx
..
WS
-3.75
-5.67
Y
Wb 0.00 9're'•0.00.'%:2i.*,O.OW4:'ii .76:s,'r
MINHX
•
W9
- •
We ".�-'.gO.W`t'=k 4.16 4:411 McZCW7,4?MAX
NJ
W30
Wd '•C'>'!: 0.00:..L -3.75 Ir-'435Six Yg-5:677%MIN
Ht
W21
We 1416,?4 4.16 .`,•a:4$/.t5
MAX H
-
1 - -MW1
' - •
Wf :9x% O:OU`ti'=-i :'k`:t0:00 uia. 0.00 %'f-2.7641
MIN
-
T
.
W +.' );O.OU",t -u Tz 0:00.�u'L :110:00'.7 1.28
MAXV
.
.
A Wh ':'k•'t:O.WY.`«N �?x':O:DOW 40.06++`', -7.00 MIN
-
Ea 0.00 'r„,E0.051Q'Z 6.051+ A-0.67it[MAXHx
'SEISMIC LOADS
El
0.05
-0.67
_
.
E2 -
0.05
-0.47
-
-
Eb 0.00 'aN>O.OS.14a'Y:T-0:676µ
"
MIN Hx
Is.
E3
0.05
-0.87
EC -X96+45„!
:0 0.05 ..(0:05"..:.M"•0.67e'.3; ,
MAX HL
•
E4
-0.05
0.67
Ed j* i-sn,0:00%.wl, -0.05 e" 0.05»'i WO'67.4-1
MIN HI
- .
E5
-0.05
0.47
„
Ee'nS.PSi01.00x ;xXtIt0:05;:*, 0.05 4t'-0`674;:
MAX H
' }
-
E6
-0.05
0.87
Ef h1Y+•,i0`AO.+L+ $ , }'040, 41 0.00 i"�.0:00,': --?
MIN H
-
E7
_
ES wp,aoovw,:;''j"-0: S*T, ?:.`.0:05 {; 0.87
M
v
Ell
. •
Eh r.Te?:0.00$ •§ {- U:05i`-S' "_0:05'.`X". -0.87
MIN V
ASD FOUNDATION DESIGN .
V MIN/MAX
-
MAX W/D
ip'606U tyi 0:06-=-lD:DOrir 6.42 1
D. H. Lr
MINW/D
`{'.QOOz''•: •'`i0:006:ODCe'P' -3.23
O.6D. H. D.6WhMAX
W/Do
b�'O:OOi` 4yi0:00,', X'X. 'rS 650&9` S.67
D. H. LrMIN
d4d
W/Do
y7:0.0DE,,+-3.66
0.6D. H.0.6Wh
L
♦ r
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
16023 EW 1/4
MATERIALS AND ALLOWABLE STRESSES:
SHEET-\\ OF_
SOIL: BEARING CAP:1.5 KSF
Date: 7/4/16
WIDTH INCREASE: 0% PER FOOT IN EXCESS OF V
JOB NO: 16023
DEPTH INCREASE: 0% PER FOOT IN EXCESS OF f
EW 2/4
CONCRETE: fc,= 2.5 KSI @128 DAYS REINFORCING: Fs= 20.0 KSI
MIN W/ Do
WT= 0.15 KCF
ENDWALLMr=133%xFsxTOPAsx(d-2")xj/12=
ALTERNATE CONCRETE DESIGN CONSTANTS: IN = 10
VVb6,4591=4:16=
1= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS)
5.45 FT
SLAB:
-T
FOR 2 -SIDES -TOTAL TOTAL WT - 2 x Lx TOTAL WT
NFPIRci
IAD i
, -.A'j
4.95 K AT CORNTER
WEIGHT OF SLAB TO RESIST UPLIFT:
AVAILABLE FOOTING WT THIS LOCATION
SLAB Mr = FsxAsxT/2xJ/12 = 1.200 K- FT
SLAB WT 0.100 KSF
EFFECTIVE SLAB WIDTH - SQRT(2xMr/Wrl 4.90 FT
0%
EFFECTIVE SLAB WEIGHT - WIDTH x Wt - 0.490 K /LF
INCREASE FOR DEPTH =
FOOTINGS & THICKENED SLAB EDGE:
dT
A., 'K�
wo
1.50 KSF
---WHIN MAX
-K11=�-H�---"'.!��41blr I 1W -
LOAD CASE LC.l-
UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT:
0. jgm!O.00lJl4Nfdbblvl
2.00
IAD I
1.40 1
FOOTINGWT-Wf - 0.400 KLF SLAB WT= W,, 0.490 KLF
.00
TOTALWT-Wf.W,= 0.890 KLF_
MIN W/ Do
0.00 6.06,ftj dUCLOC1111 Wil 2bl"I
ENDWALLMr=133%xFsxTOPAsx(d-2")xj/12=
13.20 K -FT
VVb6,4591=4:16=
EFFECTIVE ENDWALL L = SQRT ( 2 x Mr/VM
5.45 FT
MIN W/ Do
FOR 2 -SIDES -TOTAL TOTAL WT - 2 x Lx TOTAL WT
9.69 K AT INTERIOR & CORNER W/ RETURN
IAD i
FOR 1 -SIDE -TOTAL WT= Lx TOTAL WT=
4.95 K AT CORNTER
AVAILABLE FOOTING WT THIS LOCATION
9.69 X 0.60 5.82 K
• MAXIMUM UPLIFT. ' 3.68 K
• BEARING: SOIL PRESSURE: INCREASE FOR WIDTH =
0%
INCREASE FOR DEPTH =
0%
ALLOWABLE 5P
1.50 KSF
EFFECTIVE LENGTH OF FOOTING FROM POST BASE
Mr - BOTrOMAsxFsxjx(D.3")/12 =
12.60 K -FT
• L- QRT(2xM,/W)
3.55 FT EACH SIDE
BEARING CAP - SP . 8/12
2.00 KLF.
• FOR 2 -SIDES -TOTAL WT - 2 x Lx TOTAL WT=
14.20 K AT INTERIOR & CORNER W/ RETURN
FOR 1 -SIDE -TOTAL WT= Lx TOTAL WT=
7.10 K ATCORNTER
AVAILABLE THIS LOCATION =
24.20. K
MAX VERTICAL LOAD 6.42 K _iEK 'jld
TIES TO SLAB MAX N 0.00K
�CORNERS
MIN Z INTERIOR; 0.00 K
FOR 909 CORNER TIE REQUIRED As 0.00 SQ. IN.
• FOR 94 TOTALOF 1 As=
0.20
FOR AS- HAIRPIN REQUIRED A. 0.000 SQ. IN.
FOR #4 TOTAL OF 1 -1 As =
0.20 F4A:K7ZWg
REQ!D SPREAD FOR SLAB STEEL=
0.0 FEET
• TOTAL REQUIRED HAIRPIN LENGTH -
0.00 FEET
LRFD ANCHORAGE DESIGN
CRITICAL LRFD FORCESTO ANCHORS
---WHIN MAX
-K11=�-H�---"'.!��41blr I 1W -
LOAD CASE LC.l-
MIAX WWI
MIN
0. jgm!O.00lJl4Nfdbblvl
2.00
IAD I
1.40 1
MAX W/ Do
.00
2.413
MIN W/ Do
0.00 6.06,ftj dUCLOC1111 Wil 2bl"I
IAD
HZ MIN MAX
MAX W/0 4,16 1.21) 1 l.GWc Ill. I I.6H . O.5Lr 54
-3.75 210 - I.OWd 111.. 2.614 1 O.SLr
55
2.20.I.CMlc+fIL+I.lH.O.lL, 54
MAX W/ Do 4.11 4§4dER X*a,,U"AiZ-"
MIN W/1)4. IPIVOO,if -3.75 21J&Mllj�7-212ffR,: '
, 4- 4M� 1.2D+ I.CMid + flL + 2AH 1 O.SLr 55
Kx-)M MIN MAX
MAX Wl D,
4.16
1.21) 1 I.OWC I OL 11.6X+ CLSL, 54
0.00
1.4D
MAX W/ C.
VVb6,4591=4:16=
4.16
2.20 + I.GWC + Ill. I LSH + O.SLr 54
MIN W/ Do
lX;OJOolX',l
0.00 11,17
IAD i
BUTTE COUNTY
BUILDING DIVISION
APPROVED
EW 2/4
AN04OR BOLT DESIGN - AC1318415. APPENDIX O
fc= 2500 PSI
fw
SHEAR ANGLE AREA: 0 SQ. IN. CONCRETE H. 0.00 K
STEEL Hu = 0.00 K
A) TENSION ON BOLT GROUP '
r 1) STEEL STRENGTH (c�Nn)dt=0.75 •
-� "
' OM. 58116 Ib = 58.12 K
- r = 2) CONCRETE BREAKOUT • d,= 0.75 EDGE ADJUSTED hef= 4.75 IN
\�
r
SHEET OF
1
One: 7/4/16
-
JOB NO: 16023
E hgOrys.'
A� AN -FF, 0_,-K
BOLT HEAD TYPES
r `T 't '"»
0 NONEIL-BOLT)
15 IN
•s^`^
m,f jw
• Wed,N- 0.84 _
SQUARE HEAD
Wc,N- 1.00 CONCRETE LIKELY TO CRACK
-
Wcp,N: 1.00 CAST IN PLACE ANCHORS
2 HEAVYSQUARE
A'`T+p ?'+`�•yT`l•
,24 FOR CIP ,
3 HEX HEAD
3) CONCRETE PULLOUTlb 0.70 -
- • •
4 HEAVY HE%
• Wc,P= 1.00 CONCRETE LIKELY TO CRACK
SHEAR ANGLE AREA: 0 SQ. IN. CONCRETE H. 0.00 K
STEEL Hu = 0.00 K
A) TENSION ON BOLT GROUP '
r 1) STEEL STRENGTH (c�Nn)dt=0.75 •
-� "
' OM. 58116 Ib = 58.12 K
- r = 2) CONCRETE BREAKOUT • d,= 0.75 EDGE ADJUSTED hef= 4.75 IN
• 15 X hef= 7.125 IN
' - BLOCK B - 26.375 IN BLOCK D = 18 IN
1
474.75 SQ. IN.
-
A,,,, = 203.063 SQ. IN.
A� AN -FF, 0_,-K
- Wec,N= 1.00 CONCENTRIC CONNECTION
Wed,N: ca,min- 7.125 IN 1.5 Xhef-
15 IN
• Wed,N- 0.84 _
Wc,N- 1.00 CONCRETE LIKELY TO CRACK
-
Wcp,N: 1.00 CAST IN PLACE ANCHORS
,
• Nb= 12423 Ib kc =
,24 FOR CIP ,
. �Ncbg = 18352 It, = 18.35 K
`
3) CONCRETE PULLOUTlb 0.70 -
- • •
• Wc,P= 1.00 CONCRETE LIKELY TO CRACK
-
_ Np: eh= 3.000
,
FOR L -BOLTS Np - 5062.50
,
FOR HEADED BOLTS Np = 0.00
• Opn=14175 Ib = 14.18 K
4
4)"CONCRETE"SIDE-FACE 'BLOWOUT
FOR L -BOLTS QNSb = N/A
' NOR HEADED BOLTS: 0.4 hef - 4.00 IN
• ca,min- 5.875 IN
• tN$b - N/A
• B) SHEAR ON BOLT GROUP
1) STEEL SHEAR ¢= 0.65
0,N = 30220 Ib = 30.22 K
2) BREAKOUT FOR ANCHORS NEAREST EDGE -
d,= 0.75
Wec,N- 1.00 CONCENTRICCONNECTION -
' Wc,V = 1.25 CONCRETE LIKELY TO CRACK .
- Hl DIRECTION S1= 16.00
4 H2 DIRECTION 41=
7.13
" 15 X 10.69
., 0 15X51=
24.00
' GOVERNS: 10.69
GOVERNS:'
7.13
_ A. 281.88 SQ. IN.
AK= 558.25 SQ. IN.
- Av 228.45 SQ, IN.
A-= 228.45 SO. IN.
• . A�n AVco„5}
Ae, <=n AVco�US�.liv�t��1
456.89
• ' Wed,V - 1.00
Wed,V - 0.79
n
HS SINGLE ANCHOR SHEAR STRENGTH
H2 SINGLE ANCHOR SHEAR STRENGTH
• �b� 6.00 IN
le= 6.00 IN
8738 Ib - 8.74 K
Vb= 29403 Ib
29.40 K
• d,Vcbg= 10.11 K
bVcbg= 53.15 K
+
GROUP bVcbg - 20.22 K
GROUP 4�Vtbg= 212.61 K
BUTTE COUNTY
BUILDING DIVISION
16023
EW 3/4
3) BREAKOUT FOR ANCHOR GROUP
SEISMIC
N
H2 DIRECTION c'.-
HI DIRECTION c;s =
12.13
7.13 om: 7/4/16
C., -
16.00
GOVERNS:
1.5 Kc',,-
18.19
E
0.00
GOVERNS:
16.00
N
A.M.= 475.15 SQ. IN.
Wed,V = LOO
0.00
A-= 66157 SQ. IN.
0.00
le= 6.00 IN
g�
Vb= 44213 Ib
• Wed,V - 1.00
GROUP, VWbg= 19.13 K
OK
HI SINGLE ANCHOR SHEAR STRENGTH
N
0.00
le= 6.00 IN
0.00
0.00
Vb- 19397 Ib =
19.40 K
0.00
GROUP 4,Vcbg- 13.06
K
0.00
4) BLOWOUT FOR ANCHOR GROUP
1.41)
N
.. FOR L-BOLTSoWb- N/A
0.00
0.00
HOR HEADED BOLTS: 0.4 hef=
4.00 IN
0.00
ca,.I. =
7.125 IN
0.00
• bNsb =
N/A -
1.21)+1.OWc a f1L+1.6H+0.5 Lr
5) PRYOUT STRENGTH FOR GROUP
d,=
0.70
kcp= 2.00
0.00
1.09
Ncbg - 24470 LB
SEE TENSION
ABOVE
4)Vcpg = 34257
Ib
34.26 K
TENSION SUMMARY:
N
0.00
03.75
STEEL STRENGTH
.bNsa =
58.12
0.63
EMBEDMENT STRENGTH - BREAKOUT:
�Ncbg=
18.35
0.00
EMBEDMENT STRENGTH -PULLOUT:
oNpn=
14.18
0.00
EMBEDMENT STRENGTH - BLOWOUT:
bNsb=
NA 3
GOVERNING 4ONn=
14.18 4
C) INTERACTION
SEISMIC
0.00
0.2 = 2.64
L
1.21). 1.OWd♦Ill. +1.611+0.5U
0.2,OV- = 2.61
' 1:96 f
-3.75
0.2 4�Vny= 3.83
•4:87--
0.98
cn..n pN.- 30.22 30.22
BREAKOUT FOR ANCHORS NEAREST EDGE bVcbg - 20.22 212.61
BREKOLIT FOR FULL GROUP oVcbg- 13.06 19.13
EMBEDMENT STRENGTH - BLOWOUT: 4)Vsb- N/A N/A
EMBEDMENT STRENGTH - PRYOUT bVcPR- 34.26 34.26
GOVERNING mVnz= 13.06
GOVERNING 4,Vny- 19.13
LOAD CASE
1.40
SEISMIC
N
H2 DIRECTION c'.-
21.00 SHEET / OF_
c.�-
7.13 om: 7/4/16
1.5Kc;1=
3150 JOB NO: 00000
GOVERNS:
7.13 ,.
AN,916.13 SQ. IN.
E
0.00
A-= 198450 50, IN.
1.4D
N
0.00
Wed,V = LOO
0.00
H2 SINGLE ANCHOR SHEAR STRENGTH
0.00
le= 6.00 IN
0.00
Vb= 44213 Ib
44.21 K
GROUP, VWbg= 19.13 K
OK
cn..n pN.- 30.22 30.22
BREAKOUT FOR ANCHORS NEAREST EDGE bVcbg - 20.22 212.61
BREKOLIT FOR FULL GROUP oVcbg- 13.06 19.13
EMBEDMENT STRENGTH - BLOWOUT: 4)Vsb- N/A N/A
EMBEDMENT STRENGTH - PRYOUT bVcPR- 34.26 34.26
GOVERNING mVnz= 13.06
GOVERNING 4,Vny- 19.13
LOAD CASE
1.40
SEISMIC
N
Vz
0.00
0.00
Nu
0.00
0.2 Vnz
0.00
V 0.2 Vn
0.00
Nu 0.2 Nn
0.D0
Vuz Vnz
0.00
V Vn
0.D0
Nu Nn
0.00
E
0.00
<1.27
OK
1.4D
N
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
OK
1.41)
N
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
OK
1.41)
N
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
OK
1.21)+1.OWc a f1L+1.6H+0.5 Lr
N
0.00
4.16
-053
0.00
1.09
0.25
0.00
0.22
0.00
0.22
OK
1.21). 1.0Wd+ Ill.+ 1.6H+ O.SU
N
0.00
03.75
4.33
0.00
0.98
0.63
0.00
0.00
0.00
0.00
OK
1.2D. 1.0Wc+ f1L. 1.6H+ 0.5U
N
0.00
4.16
-1.43
0.00
1.09
0.67
0.00
0.22
0.00
0.22
OK
1.21). 1.OWd♦Ill. +1.611+0.5U
N
0.00
-3.75
-2.23
0.00
0.98
1.05
0.00
0.00
0.16
0.16
OK
1.2D+1.OWc+Ill. +1.6H+OSLr
N
0.00
4.16
-053
0.00
1.09
0.25
0.00
0.22
O.DO
0.22
OK
1.4D
N
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
O.OD
0.D0
OK
1.2Da 1.OWc+Ill. +1.6H+O.SUN
0.00
4.16
-1.43
0.00
1.09
0.67
0.00
0.22
0.00
0.22
OK
LAD
N
0.00
.0.00
0.00
0.00
MOD
0.00
0.00
0.00
0.00
0.00
OK
1.20. 1.6U+1.6H+OSW
N
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
OK
0.9D+1.OWh+LAN
- N
0.00
0.00
-555
0.00
0.00
2.61
0.00
0.00
0.39
0.39
OK
1.2D+1.6U.1.6H+OSW
N
0.00
0.00
0.00
0.00
0.00
O.DO
0.00
0.00
0.00
0.00
OK
0.9D ♦1.OWh+1.6H
N
0.00
0.00
-6.23
0.00
- 0.00
2.93
0.00
0.00
0.44
0.44
OK
00000
EW 4/4
BUTTE COUNTY
BUILDING DIVISION
,APPROVE®
V/ I
. e 1
iCRANDALL ENGINEERING
5448 Merrill Mill Road
Mariposa, CA 95338
Phone: 209-966.4844 '
SHEET I0�- OF
JOB NO. t agm
DATE :V� I iP
cop
45 PI-76:-
�..
s /ot�
BUTTE COUNTY
BUILDING DIVISION
A� "RVED
Z7 11 �
F_
dD
UNIT 1 — FRAME AT SIDEWALL GRIDS 2, 4 & 5
cenuc AT einnNnl I calnc a JL 5
BRACED BAY REACTION
REACTION NOTES:1.
THE VERTICAL H AND )
N KIPS. (1 KIP M1000 POUNDS) POAND HORrZONTAL ST IVE DIRECT10NCISO �
AS
ISHC
N THE FOLLOWING DIAGRAM.
COUNTERCLOCKWISE DIRECTION.
2. MOMENT REACTIONS ARE STATED IN INCH -KIPS AND ARE POSIT///
H
/
3. THE FORCE ON THE ANCHOR BOLTS OR FOUNDATION WILL BEI
OPPOSRE DIRECTION TO THAT SHOWN.
SIDEWALL
on
ENDWALL
o :T.
�yU
4. REACTIREACTION SUMMARY IS THE MAXIMUM ONS BASED ON THE REQUIRED LOAD COMBINATIONS AND T
TIONS
FRO THE P5. SEISMIC ECIFIEDSBUILD NG SHOWNMC DE ONSISTENT WITHOUTT ADJU ENTWITH THEBFACTT
6. THE WIND LOAD BRACING REACTIONS DO NOT INCLUDE EWP. E REACTIONS FROM THE INTERMEDIATE FRAME THESE REACTIONS SP
ADDED TO GET THE TOTAL REACTIONS FOR THE FOUNDATION DESP
F7V
BUTT CO N
BUILDING DIVISION
APPROVED
PLATE THICKNESS =. 3/4' PLATE THICKNESS
I
I
ANCHOR BOLTS
-
PROJECTED 2 1/2' .
Q
2' 2' -
r
I
• FRAME
�__... SIDEWALL COLUMN DETAIL A52B n
. _ BUILDER:
REVISION NO. 1 'REVISION N0. 2 ® PROOULT OF THE
Y�IF. OML --",
mwR-er: BUTLER MANUFACTURING' _��O NORTH VALLE
COMPANY ORDER SYSTEM ENGINEERING CHIC
�� m.WE= W. GENERAL OFFICES -KANSAS .CITY. MISSOURI
0:
I 1=x,00 1' .
N
1
-
-Exp 1. of thei andabil'e Frame at. Grid Line,
Existing Buildilng to Support Roof Loads
bing.Addition.
Exifrom this New BulJ
sting BuiIdli: n. ig Bracing System have
:
beer, Re ie. w., ed to be; Ad equate to Suppor t
;
Lon gitudlina[ Loads from this New Building.
Ad'd,itional Reactlens, to Bra -iced Fra-Mesoaf
the Exi.sting Buiding this New Building is
shown Bel,
ow.
0 RAGEM' BAY REI�ACTION
',
BUTTE COUt IT y
BUILDING DIVISION
APPROVED
Ele,
� LPALO
BU - Date: 6/29/201.6
..Butter Manufacturing #1601372901 Letter of Certification Time: 06:00 PM
e., w a.....e. rens �.n...s....
Page: 1. of 2
Letter=ofaCe-
Contact: Jessica Hopper Project: Smuckers-Spare Parts Expansion
Name: North Valley Building Systems, Inc. Builder PO #:
Address: 30 Seville Court Jobsite: 37 Speedway Ave
t
City, State: Chico, California 95928
Country: United States
City, State: Chico, California 95928
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
Width
Overall
Length
Floor Area
(s . ft.)
Wall Area
s . ft.
Roof Area
(s . ft.
Max. Eave
Height
Min. Eave
Height 2
Max. Roof
Pitch
Min. Roof
Pitch
Peak
Height
Spare Parts Expansion
1 70/0/0 1
20/0/0
1 1400
1 3234
1440
17/8/0
1 16/0/0
1.000:12
1.000:12
19/9/0
Loads and Codes - Shape: Spare Parts Expansion
City: Chico County: Butte State: California Country: United States
Bui�ld�in2 Code: California Building Standards Code - 2013 Edition Structural: 10AISC - ASD Rainfall: I: 0.10 inches per hour
seBi d:on Buildingg Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete
)3iiildi l2'isk/Occ;Wcy Category: II (Standard Occupancy Structure)
(Vasd: 85.21) mph
kEnvelo�e 111 re' is Used
+�p� . e'er° - Kz: ' is U xposure Factor: 0.879
Wind Enclosure: Enclosed
Topographic Factor: Kzt: 1.0000
NOT Windborne Debris Region
Base Elevation: 0/0/0
Primary Zone Strip Width: 2a: 6/0/0
Parts / Portions Zone Strip Width: a: 3/0/0
Basic Wind Pressure: q: 23.13 psf
Roof Covering + Second. Dead Load: Varies
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
REVIEVVE®
FOR CODE COMPLIANCE
OCT 0 4 2016
INTERWEST
CONSULTING GROUP
PERMIT # flvi ''
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR,! I ''
CODE
COMPLIANCE
DATE I O ' lP BY
Roof Live Load
Roof Live Load: 20.00 psf Reducible
Seismic Load .
Lateral Force Resisting Systems using Equivalent
Force Procedure
Mapped'MCE Acdeieration: Ss: 61.00 %g
Mapped MCE Acceleration: S1: 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: 16/10/0
Transverse Direction Parameters
Ordinary Steel Moment Frames
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.2680
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: 0.1662
R -Factor: 3.25
Overstrength Factor: Omega: 2.00
Deflection Amplification Factor: Cd: 3.25
Base Shear: V: 0.1642 x WBUTTE
COUNTY
'AUG 08 2016
DEVELOPMENT
SERVICES
8�' IT -7A
File: 16-013729-01 Version: 201.6.1.b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
r-Il,�5 CDFY F I
BUTLE7 Dates 6/29/20-1.6
Manufacturing #1601372901 Letter of Certification Time: 06:00 PM
��.,. �...��K.�. Page: 2of2
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, itis 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 building 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 documents as indicated in this
letter.
Date: Engineer's Seal:
Engineer ' responsibl 6harge IZC Q =S$ Nq
t"V
BUTTE COUNTY
BUILDING DIVISION
APPROVED
• C'85445
N
* 0V=1
�sr _ CIV11.�
File: 16-013729-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
tk
-` C'RANDALL ENGINEERING
-•r 5448 Merrill Mill Road
Marlposa, CA 95338
Phone: 209-966-4844
SHEET ( OF 2
J013 NO. 14PP
DATE: I/ t—t /' 40
®I
=32934
OFc
pr
�.�2 2 2i
IIiV�ti
:1INTERIVEST IVIES,- p ��'� ��� '�
P 27 2016 FOR CODE COMPLIANCE
L.TiNG r oup A e — 211 I -!Y =-W9&
�i6
CONSULTING GROUP
�► -�"2 �®ems
C t-
LLD)
IT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
1:7/6e ctpf (61
- z-f-MANDALL ENGINEERING
.j 5448 Merrill Mill Road
Marlposa, CA 95338
Phone: 209-966-4844
OA's
BUTTE COUNTY
BUILDING DIVISION..
APPROVE®
SHEET V- OF
JOB NO. (4gc)Z.,5
DATE: 74 J l !O
Soils Investigation Report
for
Smucker's Sprouting Warehouse
37 Speedway Avenue ;
Chico, California .95928
Prepared for:
North Valley Building Systems
30 Seville Ct.
Chico, California 95973
BUTTE .
'COUNTY Streamline Project No. 2380
AUG 0 8 2016. July 7,.2016'
DEVELOPMENT. :
SERVICES
gl6 )7,;917
.
AUG 1120,16
pFESSIp
Q� ACHE 1WERVvE S'!
�O F l�F Fy ��P,l1�flrt' qi';P
0
co 53 9 m
OF CAS
_11§>1v
SEAL APPLIES TO SHEETS 1 THRU �j ' n f
PERMIT # f/IlY'I��� f
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DATE _10 V
60 Independence Cir., Ste. 201Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
F'L /COFY
P
TABLE OF CONTENTS
1.0 INTRODUCTIOW ............ I .......... ................... 3
1. 1 General ............................... 3
1.2 Proposed Construction ........................................................... 3
1.3 Scope of Work .............. ! ......................................................... 3
1.4 Attachments 3
2.0 FINDINGS ........................... 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 ........................................ I ...................... 4
2.6 Corrosive Soils ........................... 4
3.0 CONCLUSIONS AND RECOMMENDATIONS ....................................... 5
3.1 SiteClearing and. Grubbing , ................................................... 5
3.2 Site Preparation ..................... ................................................. 5
3.3
Engineered Fill Construction ................................................. 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 ...:...........:..........................•......... 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: USGS Design Maps Summary Report BUTTE COUNTY
Figure 3: Test Pit Location Plan
Figure 4: Unified Soil Classification System BUILDING DIVISION
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
f.
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
in 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 isnot 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, SMI, SDs, SD1, soil site class, and
the Seismic Design Categoryprovided 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. BUTTE COUNTY
• Prepare report of fmdings and recommendations. BUILDING DIVISION
COUNTY
• The scope of work excludes any items not mentioned above.
1.4 Attachments APPROVED
-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• earthouake.usas gov/research/hazmaps/desien/index php..
See figures and appendices.
Streamline Project No. 2380 Page 3 of 10
k
60 Independence Cir., Ste. 201 • 'Chicon CA 95973 •. (530) 892-1100 • Fax: 892-1115
Ma I�
2.0 FINDINGS
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
standing water. The building site had an existing building and an ac parking area at
the time of our observation.
T 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 classed 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 A
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. 2,380 Page 4 of 10
60 Independence Cir., Ste. 201 Chico, CA 95973•0 (530) 892-1100 ' Fax: 892-1115
3.0 CONCLUSIONS AND RECOMMENDATIONS
3.1 Site Clearing and Grubbing
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
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 D 1557 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 D1556), 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
ea in
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 MAYBE USED AT THE
DISCRETION OF THE DESIGN PROFESSIONAL. IT IS NOT WITHIN THE SCOPE OF
THIS REPORT TO DESIGN THE FOUNDATIONS.
j Class of Materials: r , • Class 5, CL
r'r Allowable Foundation Pressure:`,* L1,500 psf
1 . =
Allowable Lateral Bearing Pressure: ,, (100 psf per., foot below natural grade
t Lateral 'Sliding. Resistance: . S 130 psf (lateral sliding resistance to be
multiplied by the contact area, as
limited by CBC Section 1804:3)
' Minimum. footing width: ,` 'i2^� 4 t_
r
Minimum footing depth into native soil:. 18" single -story bearing walls
i X12" non-bearing wallst, _
• Minimum footing steel: n' a
-Continuous footings " As determined by design professional
Isolated footings: 0.002 times the cross sectional area of the
s footing in each direction
Minimum interior/exterior slabs: ' As determined by design professional
i Moisture control through slabs; .- As determined by design professional
Note: Any deviation from the'assumptions}stated above will require written
approval of Streamline Engineering. f
BUTTE CO N
` BUILDING DIVISIO
APPROVE®
Streamline Project No. 2380. •a Page 6 of 10
:- 60 Independence Cir., Ste. 2014 Chico, CA9503' (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 @ 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" minimum 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 and size 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 associated 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 West
Soil Site Class �D (per CBC 1613.5.2)
Ss, Period 0.2 sec.: .0.614 g`.
Sl, Period 1.0 sec.: 0.272 g
SMs = Fa x Ss: 0.803 g
SM1= Fv x sl: 0.504 g BUTTE COUNTY
SDs = 2/3 x SMs: 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' Chico, CA 95973 1 (530) 892-1100 0 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 DIVISION
APPROVED
Streamline Project No. 2380 - Page 8 of 10
60 Independence Cir., Ste. 201.01 Chico, CA 95973 0.(530) 892-1100 • 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 noted 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 • Chico, CA 959.73 ' (530) 892-1100 ` Fax: 892-1115
,• .%>� '? tom: f L.
1 L �'�1 f�• '.t
1.
•# R �" ?Yv
It
,} , L • , .(M � / �f.�' �� ♦t �,f t• � •moi T .t t..*F Y 1
j �lip
�Li?'`r+
r
veslgn ivlaps summary xepon http://ehpl-earthquake.crusgs.gov/designmaps/us/summary.php9templ..
Design Maps Summary Report
User -Specified Input
Report Title Smuckers
Wed May 18, 2016 03:28:33 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available In 2008)
Site Coordinates 39.706010N, 121.80138°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III , -
�J
r
USGS-Provided Output
Ss = 0.614 g S,4s = 0.803 g SDs 0.536 g
Sl = 0.272 g S,.1 = 0.504 g SDI 0.336 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCEA Response Spectrum Design Response Spectrum
0.90
0.81
0.72
0.63
0.54
I 0.45
V7 0.36
0.27.
0.18
0.09
0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 .2.00
Period. T (sec)
0.5d -
0.48-
0.42--
0.3&
.480.420.36
O�
0.30-
0.24.
0.18
0.12--
0.06.-
0.00-
0.00
.120.060.000.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
Period T (sec)
For PGA;,,, T, CRS, and CRI values, please view the detailed report. BUTTE COUNTY
BUILDING DIVISION
• APPROVED
of 2 5/17/2016 8:28 PM
i
1
M+�
w ilagi
••i n
"^•PPiMtr� w+p
wsiw +ii.
iHr �. aw+: i•:
•wa...r
UNIFIED SOIL C'LASSIFICAT'ION (ASTM I? 2487-98)
MATERIALw
4
TYPES
CRITERIA FOR ASSIGMNG
SOIL GROUP NAMES GROUP
SYMBOL SOIL GROUP NAM 6 LEGEND
GRAVELS CLEAN GRAVELS
CLv4 AND 1<Cc-c3 GW WELL-GRADED GRAVEL
-W% OF COARSE `5% FlNES
u h.
O O
FRACTION RETARD
CL-4 AND 1>CD>3 GP POORLY•GRADE[3 GRAVEL
994680
ui u ujGRAVELS
ON N0VE e
WUN RNES FM teras w ;RCL GM SILTY GRAVEL
Z Z FO
:42% FINES
u o va
FnaFscL/Lss�vasaMa
Liaig
Q N
GC CLAYEY GRAVEL
w .e O
N z
SANpS CLEAN SANDS
a96 RHES
C%P6 AND 1<CG3 WELL-GRADEQSAND
p ^
v
>5046 OF COARSE
FRACRONPASSES
Cu>8 AND 1>Cc>3 SP POORLY-GRADEDSAND •':
ONNO4.8IEM SANMANDFINES
F*=CLqSSFYAsNLWta SM�.
SR.n SAND
:12%FINES
fOrESCL4S5FYllSaCEfJi Sc CLAYEYSAND
y
SILTSANDCLAYS
1NORGANC
P>TAMPLa�yl-�
CL LEAN CLAY
t/ww
uM-
UQUID LIMIT<M
PwaxD PiDTStA-
SILT
Z C za
4 o
ORGANO
LL(a:enmedVll tool .3
OL ORGANIC CLAY OR SILT
SILTSANDCLAYS
_
vRPtLTTs>a-tDIE
z
CH FATCLAY
z
LIQUIDWORGANC
LUT.-.m
IL
PIPLOTS-eA-LWE MH ELASTIC SILT
HIGHLY ORGANIC 6= ORGANIC
LL torat meQ1LL NW d'ed.m.75 OH ORGANIC CLAY OR SILT
PRBAARRY ORQQ= -TWL DART[ 01 COLOR. AND QRGWOC Cow
PT
OTHER MATERIAL SYMBOLS
PEAT 31 1
SAMPLE TYPES
Poorly Graded Sand
vft clay Send
fvl 42."m
-
COUNTY
cl"ysmw
SmBUTTE
BUILDING DIVISION
Sandy Slt
.� %%0 Graded GrareOy Sand
••
� Roth Cee APPROVED � � ^R ®�
(i�!
Lowto Kwh PMasSC4 Clay Gravelty S17t
® Grab SaaPk
AODInomt. TESTS
S
.PODIIy Graded
G vepy Sand Arg
CA - 0MWCALAnALYSIStC0RR08W M
t�D) - iWIIN ZP
CD - CONSOL1DATEDDRAMIRRXIAL mH%piSSB1GHD.
i•�i
TO)son
Botddersand Oft*
C11 - CONSOLIDAnCli
w
- CaMMAlXW D,mxarlWTRMXM Tc - CYCLItTRIAXA,
WagGradedGmel
as - t SPEAR
0
va1 Cby
pp TV - TommiRESimm
- PDCtiETPEt7ElROLtEi>3?1T4)
waw Graded Gmel
iID> - tl'WH SHEAR ST SOM G1!C Uf1COtrFf! mI
I KSF) u
Vdtl1 �I
- RSDi 11yHm
RV - FWAWE DJ mss)srm3mm
SA - SZEAIlALyG :%PASSSIG - IRimsmul w .
==sOm
so
PLRSWTYCHART
- t'AMLEVELtl4WDATE CA WWW"wYu TRtAIn
_ - vz" AIVALYSLS
TO
M%) - rvamH RPa4S njj0.
60
20D�
PSdE7TtATION RE5151'p►tCE
_
tREWADEDaaeLOYCs�Osfly
o
qtso
s4R0 S c-RAva
STLTSCLAY
x
dO
RE ATNEDSISRY RwALSIADOr cy CaUPRESSNE
VERY Loose STR131GTIL iISFI
a
0.6 V&RY
Lcm.. 4_10SDrT T 0 ' O:S
0'
2D
Citdt0l
Llmuomm 10-30 FOtA 2-4 x-450
t0
mmt5-30
j'8-8
O450-1.0DEW30-',ID 571FF � 8-15
vmyoal5E QV6L5D VaYSi$P to-2D
co
U-4O
HARD CM 30
0 10 .0
30 60 5D ib TO 80 90 100 Ito Im
WR3t 40
DI � OPSlDL8RAMSERFALLCIGI002CNESTQORIVEA2D=OA(SV3
WjL%a"4M
LlOWDLA4r4%i
TAELA6 12WCHFSQFmla&MDRNE14SrWsoa
STAIIOAADP
G
LEGEND ` O SOIL
FIGURE
.lob No. r
DESCRIPTIONS
- CALIFORNIA EARTHQUAKE EPICENTER MAP
' 1932 to 2000
Magnitude
• `� • 6.0-6.4
�• ( $- Date
1,114 0
1932-2000
B 1869-1931
W. 1769-1968
• }t-• -- :� f .rte---•�� •. � .,
- • ;�� `
( _ � �, �,J• �.' �+. ~��� is �• ..1
,+ f BUTTE COUNTY
BUILDING DIVISION
.T, APPROVED
-dream ne
Test Pit. Log
DATE EXCAVATED: 5/11/16 TOTAL DEPTH: T-0"
EQUIPMENT: CASE 580 N BACKHOE LOGGED BY: B.
FORSYTHE
6" CLASS II AB
2 Sam le TPl-Sl -2'-0"
%; •� ..
,
BROWN CLAYEY SILTY SANDY LOAM
am le TPI -S2 A -4'-6"
5
,6
- Terminated @ T-0"
9
10 Attachment ( 1.)
BUTTE COUNTY
BUILDING 'DIVISION
APPROVED
TEST PIT #1
SMUCKERS SPROUTING WAREHOUSE
37 SPEEDWAY AVENUE '
JOB NO.:
2380
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
APF `�APPLIED TESTING CONSULTANTS
MATERIALS TESTING, ENGINEERING AND INSPECTION
Sieve Analysis - Combined
Sample No: 1
Client: Streamline Engineering Date: 12 -May -16
Address: 60 Independence Circle Tech: 42502
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 T-0°
3060 Thorntree Drive, Suite 10 • Chico, CA 95973 • Telephone: (530) 891-6625 0 Facsimile: (530) 891-4243
IN
WI
110 1111
iii
IN liiilloominilli11011111
gui11 HOW
11
1 1 1 1 1 11
r r •
3060 Thorntree Drive, Suite 10 • Chico, CA 95973 • Telephone: (530) 891-6625 0 Facsimile: (530) 891-4243
` APPLIED TESTING CONSULTANTS
MATERIALS TESTING, ENGINEERING AND INSPECTION
'Sieve Analysis - Combined •
'
client:
Streamline Engineering Sample No: 1
4
Address:
60 Independence Circle . ` Date: 5/12/2016
100.0%
3 1/2' .
city, State, zip:
Chico, CA 95973 Tech: McKeehan
100.0% cap` 4� `;t�°.�. t�-,�r�, .
rXa. 4 x - f Bas �5s
Attn.:
Jeff Richelieu ,
Project:
Smuckers
- Sample source:
Taken By ATC
2
'
Sample Description:
CL- Brown Clayey Sandy Silt `
F. i +�:
K5�3,. s
100.0% vof-1
1 1/2 '
Sample location:
Test Pit #1
100.0% a? -
Sample depth:
27.0
0.2%
0.2%
99.8%�?v.�'s.,'�x11f1t
3/4
`
0.0,q
Start Wt, Course:
17,057.0 g
1/2
Start Wt. fine:
485.6 g = ,
0.4%
99.6%
Sieve Size - r Wel ht Retained:..
,. Y; :: ': x' F . ;,t..
Percent retained"
�•
Cumulative Percent Specified -r;, , • „ , •;-
Retained.`Passing
4
100.0%
3 1/2' .
100.0% cap` 4� `;t�°.�. t�-,�r�, .
rXa. 4 x - f Bas �5s
3-
100.0%
21/2R
100. 0% : Y •• y, :•
�h�(y6��
2
F. i +�:
K5�3,. s
100.0% vof-1
1 1/2 '
100.0% a? -
1.
27.0
0.2%
0.2%
99.8%�?v.�'s.,'�x11f1t
3/4
`
0.0,q
0.2%
99.8%i+o�`',t7a.
1/2
44.0
.0.3%
0.4%
99.6%
3/8
15.4 a
.0.1%
0.5%
99.5%�
#4
25.8
0.2%
0.7%
99.3% eM:;
0.6
- 0.1%
0:8%
99.2% 1i�;��.#c'��.
#16
1.9 q
0.4%
-1.2%
98.8%sa
#30
4.5
0.9%
2.1%
- 97.9%a{'` ,t WWI
#50
12.9
2.6%
4.7%
95:3%Y:�Y=.
#100
26.05.3%
10.0%1
90.0%
#200.
44.5 g
1 91%
19.2%
0/o 80.8 v
BUTTE ,COUNTY
BUILDING DIVISION
This test was performed according to ASTM D2487 4
APPROVED
3060 Thorntree Drive, Suite 10 0 Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 8914243
APPLIED TESTING CONSULTANTS
TESTING ENGINEERING AND INSPECTION
Plasticity Index
Projeft: Smuckers
BUTTE COUNTY Sample No: I
Client: Streamline Engineering - BUILDIVISION Date: 5/12/2016
Address 60 Independence Circle Technician: McKeehan
City, State, Zip: Chico, CA 95973
AP
Attention: Jeff Richelieu.
Source: Test Pit #1
Material Description: CL- Brown Clayey Sandy Silt
Liquid Li it:
Trial Number:
• Tin Label:.
Wet Weight + Tare:
Dry Weight + Tare:
Weight of Water:
Weight of Tare:
Weight of Dry Soil:
Moisture Content:,
Number of Blows:
Liquid Limit, LL Plastic Limit, Pt Plasticity Index, PI
38 21 17
Above A Line
Plastic Limit-
Tria
i it-
Tria I 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
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%
39.49%
301
251
- 171
Liquid Limit, LL Plastic Limit, Pt Plasticity Index, PI
38 21 17
Above A Line
Plastic Limit-
Tria
i it-
Tria I Number:
Tin Label:
Wet Weight+ Tare:
Dry Weight + Tare:
Weight of Water:
Weight of Tare -
Weight of dry soil:
Moisture Content:
3060 Thorntree Drive, Suite 10 • Chico, CA 95973 • Telephone: (530) 891-6625 *Facsimile: (530) 8914243
t n"
V gz- m
rp
IN" 4
A
3060 Thorntree Drive, Suite 10 • Chico, CA 95973 • Telephone: (530) 891-6625 *Facsimile: (530) 8914243
\CP-ANDALL ENGINEEFtINC.
'448 Merrill Mill Road
-Mariposa, CA 95330
Phone: 209-966-4844
SHEET OF
JOB NO.
DATE: -71Z (5/74=
twu 29 fMav Lrz-j 11�,Zp
X
u
t;&r' 0-1 F;0 R
Vi LIANCE
CIVIL atP
OFC JUL 21 2".,,,r, OCT 0 4 2016
INTERWEST
CONSULTING GROUP
oter_�CF- L*, -a C4,5 k Y,
L-
Btrrrg
COUNTY
A -� u 1; 0 B 2016
-
0fiVELkW,V&NT
smvw
816-4
ERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
�fJTLER Date: 6/28/2016
Butler Manuhxtirl1p #1601372901 Calculations Package Time: 01: 15 PM
Page: 1 of 38
Butler Manufacturing Company
1540 Genessee Street
Kansas City, MO 64102
STRUCTURAL DESIGN DATA
REVIEWED
FOR CODE COMPLIANCE
Project: Smuckers-Spare Parts Expansion OCT 0 4 2016
Name: 16-013729-01
Builder PO #: INTERWEST
Jobsite: 37 Speedway Ave CONSULTING GROUP
61Lrilil-
City, State: Chico, California 95928PERMIT#County: Butte
BUTTE COUNTY DEVELOPMENT SERVICES country: United States BUTM
REVIEWED FOR COUNTY
COIDn(
E COMPLIANCE
lY
DATE l 1)- • I LR BY VV AUG 0 8 2016
DEVELOPMENT
TABLE OF CONTENTS SERVICES
Reactions - Expanded Report �.:..:: ~� ......j 2
BuildingLoading - Expanded Report .....................................:a ...... .....,.:.......................................................................................... 10
. r�
Bracing-Summary Report ................................................::........................................................................................................... 17
Secondary- Summary Report ......................................................................................................................................................... 19
Framing- Summary Report ................................................:........................................................................................................... 30
Covering- Summary Report .....................:.....................................................................................................................!.:�............. 38
AUG 1120106
�cn
C 85445 AnaEXP.09/=41L'
CNI� �P
LCC''��>11 _f;'dC3 f ;=:Ejt;P F CAl1f
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
F I u�- Cod' Gt
BUTLER Date: 6/28/2016
Butler Manufacturing #1601372901 Calculations Package Time: 01: 15 PM
Page: 2 of 38
1Rea`ctions Ezpandi& ort ' s r .:.
Shape: Spare Parts Expansion
Builder Contact: Jessica Hopper Project: Smuckers-Spare Parts Expansion
Name: North Valley Building Systems, Inc. Builder PO #:
Address: 30 Seville Court Jobsite: 37 Speedway Ave
City, State Zip: Chico, California 95928
Country: United States
City, State Zip: Chico, California 95928
County, Country: Butte, United States
Loads and Codes - Shape: Spare Parts Expansion
City: Chico County: Butte State: California Country: United States
Building Code: California Building Standards Code - 2013 Edition Structural: I OAISC - ASD Rainfall: 1: 0.10 inches per hour
Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete
Building Risk/Occupancy Category: Il (Standard Occupancy Structure)
Dead and Collateral Loads Roof Live Load
Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible
Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf
Wind L'Ioad t 1'
Wind Speed: Vult: 110.00 (Vasd: 85.21) mph
The'Envelope Procedure' is Used
Wind Exposure: C - Kz: 0.879
I Parls,Wind Exposure Factor: 0.879
Wind Enclosure: Enclosed
Topographic Factor: Kzt 1.0000
NOT Windbome Debris Region
Base Elevation: 0/0/0
Primary ZoneStripWidth: 2a: 6/0/0
Parts /Portions Zone Strip Width: a: 3/0/0
Basic Wind Pressure: q: 23.13 psf
I �k" f , TT :tct
Load I
D
CG
L
AASL
L>
S
*USI
'US2
SS
PFI
PF2
S>
SMS
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 - CC 1.20
Ground/ Roof Conversion: 0.70
Unobstructed, Slippery
BUTTE COUNTY
BUILDING DIVISION
APPROVED
Seismic Load
Lateral Force Resisting Systems using Equivalent
Force Procedure
Mapped MCE Acceleration: Ss: 61.00 %g
Mapped MCE Acceleration: S1: 27.00 %g
Site Class: Stiff soil (D)
Seismic Importance: le: 1.000
Design Acceleration Parameter: Sds: 0.5335
Design Acceleration Parameter: Sd1: 0.3348
Seismic Design Category: D.
Seismic Snow Load:, 0.00 psf -t
% Snow Used in Seismic: 0.00
Diaphragm Condition: Flexible
"Fundamental Period Height Used: 16/10/0
Transverse Direction Parameters
Ordinary Steel Moment Frames
t
--- Redundancy Factor: Rho: 1:30'
Fundamental Period: Ta: 0.2680
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: 0.1662
R -Factor: 3.25
Overstrength Factor: Omega: 2.00
Deflection Amplification Factor: Cd: 3.25
Base Shear: V: 0.1642 x W
C
Collateral Load
CU
Collateral Load for Wind Cases
ASLA
Alternate Span Live Load, Shifted Right
Left PL2
Partial Live, Full, 2 Spans
<L
Live - Notional Left
USI'
Unbalanced Snow Load 1, Shifted Right
Left US2•
Unbalanced Snow Load 2, Shifted Right
Left SD
Snow Drift Load
RS
Rain Surcharge Load
PHI
Partial Load, Half, I Span
PH2
Partial Load, Half, 2 Spans
<S
Snow - Notional Left
SMS>
Specified Min. Roof Snow - Notional Right
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
BIJTL6R Date: 6/28/2016
—Butio„„a=�,=i,,,,,a .#1601372901 Calculations Package Time: 01:15 PM
Page: 3 of 38
<SMS
Specified Min. Roof Snow - Notional Left
PS1
Partial Load, Half Span l
PS2
Partial Load, Half Span 2
W
Wind Load
W l>
Wind Load, Case 1, Right
<W 1
W ind 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
WPA1
Wind Parallel - Ref A, Case l
WPA2
Wind Parallel - Ref A, Case 2
WPB l
Wind Parallel - Ref B, Case I
WPB2
Wind Parallel - Ref B, Case 2
WPCI
Wind Parallel - Ref C, Case l
WPC2
Wind Parallel - Ref C, Case 2
WPD l
Wind Parallel - Ref D, Case I
WPD2
Wind Parallel - Ref D, Case 2
WBl>
Wind Brace Reaction, Case 1, Right
<WB1
Wind Brace Reaction, Case 1, Left
WB2>
Wind Brace Reaction, Case 2, Right
<WB2
Wind Brace Reaction, Case 2, Left
WB3>
Wind Brace Reaction, Case 3, Right
<WB3
Wind Brace Reaction, Case 3, Left
WB4>
Wind Brace Reaction, Case 4, Right
<WB4
Wind Brace Reaction, Case 4, Left
WB5>
Wind Brace Reaction, Case 5, Right
<WB5
Wind Brace Reaction, Case 5, Left
WB6>
Wind Brace Reaction, Case 6, Right
<WB6
Wind Brace 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 I
*AL>(1)
Auxiliary Live Load, Right, Left, Aisle I
<AL*(1)
Auxiliary Live Load, Left, Right, Aisle I
<*AL(1)
Auxiliary Live Load, Left, Left, Aisle l
AL*(l)
Aux Live, Right, Aisle 1
*AL(1)
Aux Live, Left, Aisle l
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 21 ..
. <*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>(I)
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 I
<WALB(1)
Wind, Aux Live Bracing Reaction, Left, Aisle 1
ALB>(2)
Aux Live Bracing Reaction, Right, Aisle 2
<ALB(2)
Aux Live Bracing Reaction, Left, Aisle 2
WALB>(2)
Wind, Aux Live Bracing Reaction, Right, Aisle 2
<WALB(2)
Wind, Aux Live Bracing Reaction, Left, Aisle 2
ALB>(3)
Aux Live Bracing Reaction, Right, Aisle 3
<ALB(3)
Aux Live Bracing Reaction, Left, Aisle 3
WALB>(3)
Wind, Aux Live Bracing Reaction, Right, Aisle 3
<WALB(3)
Wind, Aux Live Bracing Reaction, Left, Aisle 3
ALB>(4)
Aux Live Bracing Reaction, Right, Aisle 4
<ALB(4)
Aux Live Bracing Reaction, Left, Aisle 4
WALB>(4)
Wind, Aux Live Bracing Reaction, Right, Aisle 4
<WALB(4)
Wind, Aux Live Bracing Reaction, Left, Aisle 4
ALB>(5)
Aux Live Bracing Reaction, Right, Aisle 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
U 1
User Defined Load - I
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 BUTTE COUNTY
UB I
User Brace Reaction - 1
UB2
User Brace Reaction - 2
BUILDING DIVISION
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 APPROVED
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
BUTLE7 Date: 6/28/2016
------------
8utlor.Manu}aeenriip #1601372901 Calculations Package Time: 0 1: 15 PM
..,,_..._,_.....aw_.,._._. Page: 4 of 38
UB9 User Brace Reaction - 9 R L Rain Load -
T Temperature Load v Shear
,
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
1
BUTLER.
Date: 6/28/2016
#1601372901 Calculations Package
t
Time: 0 1: 15 PM
Butler Manufacturing
20/6/0
1435
3234
1440 17/8/0 16/0/0
1.000:12
1.000:12
19/9!0
Page: 5 of 38
Overall Building Description
Shape
Overall
Overall Floor Area Wall Area Roof Area Max. Eave
Min. Eave
Max. Roof Min. Roof Peak
Width
Length (sq. ft.) (sq. ft.)s . ft.) Height
Height 2
Pitch Pitch Hei h
Overall Shape Description
Roof 1 Roof 2 From Grid To Grid Width Length Eave Ht. Eave Ht. 2 Pitch Pitch 2 Dist. to Ride Peak Height]
A B 1-A
•
�
I -D 701010 20/6/0 16/0/0 17/810 1.000:12 1.000:12 45/0/0 19/9/0
kh ILIA'
- 1T
J -
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
4EIL
11
i�.
<*> 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.
Filer 16-013729-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
t
Spare Parts Expansion
70/0/0
20/6/0
1435
3234
1440 17/8/0 16/0/0
1.000:12
1.000:12
19/9!0
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
4EIL
11
i�.
<*> 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.
Filer 16-013729-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Date: 6/28/2016
-------------
BUTLER
Butler Manufacturing #1601372901 Calculations Package Time: 01: 15 PM
Page: 6 of 38
Wall: 4, Frame at: 0/6/0
Desien Load Combinations - Framing
No.
Origin Factor
Application
Description
1
System 1.000
1.0 D + 1.0 CG + 1.0 L>
D + CG + L>
2
System 1.000
1.0 D + 1.0 CG + 1.0 <L
D + CG + <L
3
System 1.000
1.0 D + 1.0 CG + 1.0 ASLA
D + CG + ASLA
4
System 1.000
1.0 D + 1.0 CG + 1.0 AASL
D + CG + AASL
7
System 1.000
1.0 D + LO CG + 0.6 W2>
D + CG +-W2>
8
System 1.000
1.0 D + LO CG + 0.6 <W2
D + CG + <W2
9
System 1.000
1.0 D + 1.0 CG + 0.6 WPL
D + CG +WPL
10
System 1.000
1.0 D + 1.0 CG + 0.6 WPR
D + CG + WPR
11
System 1.000
0.6 MW
MW -Wall: 1
12
System 1.000
0.6 MW
MW - Wall: 2
13
System 1.000
0.6 MW
MW - Wall: 3
14
System 1.000
0.6 MW
MW - Wall: 4
15
System 1.000
0.6D+0.6CU+0.6W1>
D+CU+W1>
16
System 1.000
0.6 D + 0.6 CU + 0.6 <W1
D+CU+<Wl
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
D+CU+WPR
19
System 1.000
1.0D+I.0CG+0.75L+0.45W1>
D+CG+L+W1>
20
System 1.000
I.0D+1.0 CG + 0.75 L + 0.45 <W I
D+CG+L+<W1
21
System 1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W2>
D + 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
D + CG + L + WPL
24
System 1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR
D + CG + L + WPR
25
System 1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+
D + CG + 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 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 -
37
System Derived 1.000
1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB I>
D + CG + WPR + WB l>
38
System Derived 1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I >
D+CU+WPR+WBI>
39
System Derived 1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB I>
D+CG+L+WPR+WBI>
40
System Derived 1.000
1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B 1
D + CG + WPR + <W131
41
System Derived 1.000
0.6D+0.6CU+0.6WPR +0.6<WB1
D+CU+WPR+<WBI
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 l
43
System Derived 1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>
D + CG + WPL + WB3>
44
System Derived 1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>
D+CU+WPL+WB3>
.45
System Derived 1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3>
D + CG + L + WPL + WB3>
46
System Derived 1.000
1.0 D + LO CG + 0.6 WPL + 0.6 <WB3
D + CG + WPL + <W133
47
System Derived 1.000
0.6D+0.6CU+0.6WPL +0.6<WB3
D + CU + WPL + <WB3
48
System Derived 1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133
D + CG + L + WPL + <WB3
49
System Derived 1.000
0.6 MWB
MWB - Wall: l
50
System Derived 1.000
0.6 MWB
MWB - Wall: 2
51
System Derived 1.000
0.6 MWB
MWB - Wall: 3
52
System Derived 1.000
0.6 MWB
MWB - Wall: 4
53
System Derived 1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>
D + CG + E> + EG+ + EB>
54
System Derived 1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>
D + CG + E> + EG+ + EB>
55
System Derived 1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>
D + CG + <E + EG+ + EB>
56
System Derived 1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>
D + CG + <E + EG+ + EB>
57
System Derived 1.000
0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB>
D + CU + E> + EG- + EB>
58
System Derived 1.000
0.6 D + 0.6 CU.+ 0.91 E> + 0.7 EG- + 0.273 EB>
D + CU + E> + EG- + EB>
59
System Derived 1.000
0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB>
D + CU + <E + EG- + EB>
60
System Derived 1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>
D + CU + <E + EG- + EB>
63
System Derived 1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB
D + CG + E> + EG+ + <EB
64
System Derived 1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB
D + CG + E> + EG+ + <EB
65
System Derived 1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB
D + CG + <E + EG+ + <EB
66
System Derived 1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB
D + CG + <E + EG+ + <EB
67
System Derived 1.000
0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB
D + CU + E> + EG- + <EB
68
System Derived 1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB
D + CU + 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 + <E + EG- + <EB
70
System Derived 1.000
10.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB
D + CU + <E + EG- + <EB
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
4r -- Date: 6/28/2016
aurLE�
-,��,,� #1601372901 _ Calculations Package Time: 01:15 PM
Page: 7 of 38
Wall: 4, Frame at: 0/6/0
Frame ID:CB EW l Frame Type:Continuous Beam
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Rpaetinns - Unfartnrad 1.nad Tvn at Frames CrneQ Q"tinn- I
OUNTY
BUILDING DIVISION
APPROVE®
Type Exterior Column
X -Loc 0/0/0
Gridl -Grid2 l -D
Base Plate W x L (in.) 8X13
Base Plate Thickness (in.) 0.375
Anchor Rod Qty/Diam. (in.) 4-0.750
Column Base El v. 100'-0"
Interior Column
23/0/0
I -C
8X11
0.375
4-0.750
1001-0"
Interior Column Exterior Column
47/0/0 70/0/0
I -B 1-A
8X11 8X13
0.375 0.375
4-0.750 4-0.750
100'-0" 100'-01,
Load Type
Desc. Hx Vy
Hx
Hz I Vy
Hx Hz
Vy Hx V
D
Frm 0.05 0.53
0.85
0.86 -0.05 0.49
CG
Frm 0.05 0.35
0.72
0.75 -0.05 0.34
L>
Frm 0.33 2.27
4.60
4.81 -0.33 2.20
<L
Frm 0.33 2.27
4.60
4.81 -0.33 2.20
ASLA
Frm -0.15 -0.43
2.79
2.80 'O.15 -0.43
AASL
Frm 0.48 2.70
1.82
2.01 -0.48 2.63
W2>
Frm -2.40 -2.77
-1.99
-2.77 -1.16 0.15
s -
<W2
Frm 0.83 -0.06
-3.49
-3.57 2.13 -2.38
WPL
Frm 0.67 -2.15
3.77
7.00 1.07 2.56
WPR
Frm 0.85 -3.17
4.84
-3.25 -0.63 -2.09
MW
Frm - -
-
- - -
MW
Frm 0.78 0.88
-1.35
1.28 2.15 -0.81
MW
Frm - -
-
- - -
MW
Frm -2.07 -0.64
0.98
-1.36 -1.01 1.03
CU
Frm -
-
- - -
W I>
Frm -1.91 -3.90
4.56 -3.74
4.16
4.87 -1.65 -0.85
<W1
Frm 1.32 -1.19
4.11 -5.24
-3.75
-5.67 1.64 -3.38
L
Frm 0.33 2.27
- 4.60
-
4.81 -0.33 2.20
E>
Frm -0.41 -0.43
0.06 0.61
0.05
-0.67 -0.50 0.50
EG+
Frm 0.01 0.09
- 0.19
-
0.20 -0.01 0.09
<E
Frm 0.41 0.43
-0.06 -0.61
-0.05
0.67 0.50 -0.50
EG-
Frm -0.01 -0.09
- -0.19
-0.20 0.01 -0.09
WBI>
Brc - -
<WBI
Brc
WB3>
Brc
<WB3
Brc
MWB
Brc
MWB
Brc
MWB
Brc
MWB
Brc
EB>
Brc
<EB
Brc
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
90
Bur�ER
Date: 6/28/2016
autlor Manut�twIng 1 #1601372901 Calculations Package Time: 01: 15 PM
Page: 8 of 38
Frame Reactions - Factored Load Cases at Frame Cross Section: 1
Note: All reactions are based on 1st order structural analysis.
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
X -Loc
0/0/0
23/0/0
47/0/0
70/0/0
Gridl -Grid2
1-D
1-C
I -B
1-A
Ld I
Description
V
Hx Hz
V
Hx Hz
V
Hx
Vs
(a lication factor not shown)
k)
k) k)
k)
k) (k
(k)
k)(k)
1
D + CG + L>
3.15
6.17
6.41
-0.43
3.03
2
D + CG + <L
rHx
3.15
6.17
6.41
-0.43
3.03
3
D + CG + ASLA
0.45
4.35
4.40
0.05
0.40
4
D+CG + AASL
3.58
3.38
3.61
-0.58
3.46
7
D+ CG + W2>
.
-0.78
0.37
-0.06
-0.80
0.92
8
D + CG + <W2
0.60
0.84
-0.53
-0.54
1.18
-0.60
9
D + CG +WPL
0.50
-0.41
-0.70
-2.59
-0.74
-0.71
10
D + CG + WPR
0.61
-1.02
-1.34
-0.35
-0.48
-0.42
I 1
MW -Wall: l
-
-
-
-
-
-
12
MW - Wall: 2
0.47
0.53
-0.81
0.77
1.29
-0.49
13
MW - Wall: 3
-
-
-
-
-
-
14
MW - Wall: 4
-1.24
-0.39
-
0.59
-0.82
-0.60
0.62
15 �. '_ D+CU+W1>
-1.12
-2.02
2.73
-1.74
2.50
-2.41
-1.02
-0.21
16
D + CU +'<W 1
0.82
-0.39
-2.46
-2.64
-2.25
-2.89
0.95
-1.74
17
D -+ACU + WPL '"'
0.43
-0.97
-
-1.75
-
-3.68
-0.67
-1.25
18
D + CU + WPR
0.54
-1.59
-
-2.40
-
-1.44
-0.41
-0.96
19
D + CG + L + W l>
-0.51
0.83
2.05
3.33
1.87
3.02
-1.10
2.10
20
D + CG + L + <W 1
0.95
2.05
-1.85
2.66
-1.69
2.65
0.39
0.96
21
D + CG + L +'W2>
-0.73
1.34
-
4.12
-
3.96
-0.87
2.55
22
D + CG + L + <W2
0.72
2.56
3.45
3.60
0.61
1.41
23
D + CG + L + WPL
0.65
1.62
3.32
2.06
-0.83
1.32
24
D + CG + L + WPR
0.73
1.16
2.84
3.74
-0.63
1.54
25
D + CG + E> + EG+
-0.26
0.56
0.05
2.26
0.05
1.14
-0.57
1.34
26
D + CG + <E + EG+
0.48
1.33
-0.05
1.14
-0.05
2.35
0.35
0.44
27
D + CU + E> + EG-
-0.35
-0.14
0.05
0.93
0.05
-0.23
-0.48
0.68
28
D + CU + <E + EG-
'0.39
0.64
-0.05
-0.18
-0.05
0.98
0.44
-0.22
37
D+CG+WPR+WB1>
0.61
-i.02
-
-1.34
-
-0.35
-0.48
-0.42
38
D+CU+WPR+WB1>
0.54
-1.59
-2.40
-1.44
-0.41
-0.96
39
D + CG + L + WPR + WB I>
0.73
1.16
2.84
3.74
-0.63
1.54
40
D+CG+WPR+<WBI
0.61
-1.02
-1.34
-0.35
-0.48
-0.42
41
D+CU+WPR+<WBI
0.54
-1.59
-2.40
-1.44
-0.41
-0.96
42
D + CG + L + WPR + <WB I
0.73
1.16
2.84
3.74
-0.63
1.54
43
D + CG + WPL + WB3>
0.50
-0.41
-0.70
-2.59
-0.74
-0.71
44
D + CU + WPL + WB3>
0.43
-0.97
-1.75
-3.68
-0.67
-1.25
45
D + CG + L + WPL + WB3>
0.65
1.62
3.32
2.06
-0.83
1.32
46
D + CG + WPL + <W133
0.50
-0.41
-0.70
-2.59
-0.74
-0.71
47
D + CU + WPL + <WB3
0.43
-0.97
-1.75
-3.68
-0.67
-1.25
48
D + CG + L + WPL + <WB3
0.65
1.62
3.32
2.06
-0.83
1.32
49
MWB - Wall: l
50
MWB - Wall: 2
51
MWB - Wall: 3
52
MWB - Wall: 4
53
D + CG + E> + EG+ + EB>
0.00
0.83
0.02
1.87
0.01
1.56
-0.25
1.03
54
D + CG + E> + EG+ + EB>
-0.26
0.56
0.05
2.26
0.05
1.14
-0.57
1.34
55
D + CG + <E + EG+ + EB>
0.22
1.06
-0.02
1.53
-0.01
1.92
0.03
0.76
56
D + CG + <E + EG+ + EB>
0.48
1.33
-0.05
1.14
-0.05
2.35
0.35
0.44
57
D + CU + E> + EG- + EB>
-0.09
0.14
0.02
0.54
0.01
0.19
-0.16
0.37
58
D + CU + E> + EG- + EB>
-0.35
-0.14
0.05
0.93
0.05
-0.23
-0.48
0.68
59
D + CU + <E + EG- + EB>
0.13
0.37
-0.02
0.21
-0.01
0.56
0.12
0.10
60
D + CU + <E + EG- + EB>
0.39
0.64
-0.05
-0.18
-0.05
0.98
0.44
-0.22
63
D + CG + E> + EG+ + <EB
0.00
0.83
0.02
1.87
0.01
1.56
-0.25
1.03
64
D + CG + E> + EG+ + <EB
-0.26
0.56
0.05
2.26
- 0.05
1.14
-0.57
1.34
65
D + CG + <E + EG+ + <EB
0.22
1.06
-0.02
1.53
-0.01
1.92
0.03
0.76
66
D + CG + <E + EG+ + <EB
0.48
1.33
-0.05
1.14
-0.05
2.35
0.35
0.44
67
D + CU + E> + EG- + <EB
-0.09
0.14
0.02
0.54
0.01
0.19
-0.16
0.37
68
D + CU + E> + EG- + <EB
-0.35
-0.14
0.05
0.93
0.05
-0.23
-0.48
0.68
69
D + CU + <E'+ EG- + <EB
0.13
0.37
-0.02
0.21
-0.01
0.56
0.12
0.10
70
D + CU + <E + EG- + <EB
0.39
0.64
-0.05
-0.18
-0.05
0.98
0.44
-0.22
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
CBLJTLER
Date: 6/28/2016
Butler Manufacturinp #1601372901 Calculations Package Time: 01: 15 PM
..._-...>_..�,».a._._. Page: 9 of 38
Maximum Combined Reactions Summary with Factored Loads - Framing
NntP• All —tine am kn—1 nn 1 ct nrrinr etn,m,,—1 n—lvcie
X -Loc
Grid
Hrz left
Load
Hrz Right
Load
Hrz 1n
Load
Hrz Out
Load
Uplift
VrtDown
Load
Mom cw
Load7Momccw
Load
(-Hx)
Case
(Hx)
Case
(-Hz)
Case
(Hz)
Case
(-Vy)
(Vy)
Case
(-Mzz)
CaseCase
k
k
k
k
k
k
in -k
0/0/0
I -D
1.34
7
0.95
20
-
-
2.02
LCase
3.58
4
23/0/0
I -C
-
-
-
-
2.46
16
2.73
15
2.64
6.17
1
47/0/0
1-B
-
-
-
-
2.25
16
2.50
15
3.68
6.41
1
70/0/0
1-A
1.10
19
1.29
12
-
-
-
l .74
3.46
4
BUTTE COUNTY
BUILDING DIVISION
APF3®VE®
f.
a
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
0
BUTLER. Date: 6/28/2016
BtU.,Ma-f tu.9 #1601372901 Calculations Package Time: ol:ls PM
Page: 10 of 38
Buil ding": Loading. a.rExpandedy ReporEmmm
Shape: Spare Parts Expansion
Loads and Codes - Shape: Spare Parts Expansion .
City: ` Chico County: Butte State: California Country: United States
Building Code: California Building Standards Code'- 2013 Edition Structural:, 10AISC - ASD Rainfall: I: 0.10 inches per hour
Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD Tc: 3000.00 psi Concrete
Building Risk/Occupancy Category: II (Standard Occupancy Structure)
Dead and Collateral Loads
Collateral Gravity:3.00 psf Frame Weight (assumed for seismic):2.50 psf
Collateral Uplift: 0.00 psf
Side Type Mag Units Shape Applied to Description
A D 2.033 psf Entire Frm Covering Weight - 26 Butlerib lI Punched + Secondary Weight 1.08: Roof: A
A D 0.950 psf Entire Pur Covering Weight - 26 Butlerib II Punched: Roof: A
B D 1.953 psf Entire Frm Covering Weight -26 Butlerib 11 Punched + Secondary Weight 1.00: Roof: B
B D 0.950 psf - Entire Pur Covering Weight - 26 Butlerib II Punched: Roof: B
Roof Live Load
Roof Live Load: 20.00 psf Reducible "
Wind Load
Wind Speed: Vult: 110.00 (Vasil: 85.21) mph
Wind Enclosure: Enclosed
Height Used: 17/8/0 (Type: Eave)
Base Elevation: 0/0/0 -
Primary Zone Strip Width: 2a: 6/0/0 .
Velocity Pressure: qz: 30.98 psf
Topographic Factor: Kzt: 1.0000
Directionality Factor: Kd: 0.8500
Wind Exposure: C - Kz: 0.879
Basic Wind Pressure: q: 23.13 psf.
Snow Load
Ground Snow Load: pg: 0.00 psf
Flat Roof Snow: pf: 0.00 psf,
Design Snow (Sloped): ps: 0.00 psf
Snow' Accumulation Factor: 1.000
Snow Importance: Is: 1.000
Ground/ Roof Conversion: 0.70
Seismic Load
Lateral Force Resisting Systems using Equivalent Force Procedure,
Mapped MCE Acceleration: Ss: 61.00 %g
Mapped MCE Acceleration: S1: 27.00 %g
Site Class: Stiff soil (D)
Seismic Importance: Ie: LO 00
Design Acceleration Parameter: Sds: 0.5335
Design Acceleration Parameter: SdL• 0.3348
Seismic Design Category: D
% Snow Used in Seismic: 0.00
Seismic Snow Load: 0.00 psf
Diaphragm Condition: Flexible
Fundamental Period Height Used: 16/10/0
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: 0.2680
R -Factor: 3.50
Overstrength Factor: Omega: 2.50
Deflection Amplification Factor: Cd: 3.00
Base Shear: V: 0.1524x W
Longitudinal Direction Parameters
Ordinary Steel Concentric Braced Frames
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.1662
R -Factor: 3.25
Overstrength Factor: Omega: 2.00
Deflection Amplification Factor: Cd: 3.25
Base Shear: V: 0.1642x W
Side Type
Gust Factor: G: 1.0000
a .
Least Horiz Dimension: 20/6/0
(q
NOT Windbome Debris Region
S_.
Parts / Portions Zone Strip Width: a: 3/0/0
O
(�
qi= 0.00256' (1.00) *(11 0.00)A2 ' (1.00)
The Envelope Procedure' is Used
Entire
Frm
0�
Wall: 1
m
0.275
m
Rain Surcharge: 0.00.
Seismic Load
Lateral Force Resisting Systems using Equivalent Force Procedure,
Mapped MCE Acceleration: Ss: 61.00 %g
Mapped MCE Acceleration: S1: 27.00 %g
Site Class: Stiff soil (D)
Seismic Importance: Ie: LO 00
Design Acceleration Parameter: Sds: 0.5335
Design Acceleration Parameter: SdL• 0.3348
Seismic Design Category: D
% Snow Used in Seismic: 0.00
Seismic Snow Load: 0.00 psf
Diaphragm Condition: Flexible
Fundamental Period Height Used: 16/10/0
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: 0.2680
R -Factor: 3.50
Overstrength Factor: Omega: 2.50
Deflection Amplification Factor: Cd: 3.00
Base Shear: V: 0.1524x W
Longitudinal Direction Parameters
Ordinary Steel Concentric Braced Frames
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.1662
R -Factor: 3.25
Overstrength Factor: Omega: 2.00
Deflection Amplification Factor: Cd: 3.25
Base Shear: V: 0.1642x W
Side Type
Mag
Units
Shape
Applied to .
Description
I E
0.256
psf
Entire
Frm
Seismic: Covering Weight - 26 Butlerib 11 Punched + Secondary Weight 0.73:
Wall: 1
1 E
0.275
psf
Entire
Brc
Seismic: Covering Weight - 26 Butlerib lI Punched + Secondary Weight 0.73:
Wall: 1
2 E
0.231
psf
Entire
Frm
Seismic: Covering Weight - 26 Butlerib lI Punched + Secondary Weight 0.57:
Wall: 2
2 E
0.249
psf
Entire
Brc
Seismic: Covering Weight -26 Butlerib II Punched+ Secondary Weight 0.57:
Wall: 2
File: 16-013729-01.
Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc'
�ER. Date: 6/28/2016
Butlor Manufacturing #1601372901 Calculations Package Time: 0 1: 15 PM
Page: 11 of 38
4 E
0.289
psf
Entire
Frm
Seismic: Covering Weight - 26 Butlerib 11 Punched + Secondary Weight 0.94: Wall: 4
4 E
0.311
psf
Entire
Brc
Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.94: Wall: 4
A E
1.148
psf
Entire
Frm
Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 1.08 + (Includes 3.000
1.0 D + 1.0 CG + 1.0 AASL
D + CG + AASL
5
System
1.000
Collateral 2.500 Frame Weight) : Roof: A
A E
1.237
psf
Entire
Brc
Seismic: Covering Weight - 26 Butlerib lI Punched + Secondary Weight 1.08 + (Includes 3.000
7
System
1.000
1.0 D + 1.0 CG + 0.6 W2>
D + CG + W2>
Collateral 2.500 Frame Weight) : Roof: A
B E
1.136
psf
Entire
Frm
Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 1.00 +" (Includes 3.000
1.000
I.0D+I.0CG+0.6WPL BUILDING
10
System
Collateral 2.500 Frame Weight) : Roof: B
B E
1.224
psf
Entire
Brc
Seismic: Covering Weight- 26 Butlerib 11 Punched+ Secondary Weight 1.00 + (Includes 3.000
MW - Wall: 1
12
System
1.000
0.6 MW ROVE®
Collateral 2.500 Frame Weight) : Roof: B
Deflection Conditions
Frames are vertically supporting:Metal Roof Purlins and Panels
Frames are laterally supporting: Metal Wall Girts and Panels
Purlins are supporting: Metal Roof Panels
Girts are supporting: Metal Wall Panels
I
System
1.000
1.0 D + 1.0 CG + 1.0 L>
D + CG + L>
2
System
1.000
1.0 D + 1.0 CG + 1.0 <L
D + CG + <L
3
System
1.000
1.0 D + 1.0 CG + 1.0 ASLA
D + CG + ASLA
4
System
1.000
1.0 D + 1.0 CG + 1.0 AASL
D + CG + AASL
5
System
1.000
1.0 D + 1.0 CG + 1.0 PL -2
D + CG + PL2(Spans 1 and 2)
6
System
1.000
LO D + 1.0 CG + 1.0 PL2
D + CG + PL2(Spans 2 and 3)
7
System
1.000
1.0 D + 1.0 CG + 0.6 W2>
D + CG + W2>
8
System
1.000
I.0D+I.0CG+-0.6<W2 BUTTE COUNTY
D+CG+<W2
9
System
1.000
I.0D+I.0CG+0.6WPL BUILDING
10
System
1.000
1.0 D + 1.0 CG + 0.6 WPR DIVISION
D+CG+w R
CG
I 1
System
1.000
0.6 MW®®
APPROVED
MW - Wall: 1
12
System
1.000
0.6 MW ROVE®
MW - Wall: 2
13
System
1.000
0.6 MW
MW - Wall: 3
14
System
1.000
0.6 MW r
MW - Wall: 4
15
System
1.000
0.6 D + 0.6 CU + 0.6 W I >
D+CU+WI>
16
System
1.000
0.6D+0.6CU+0.6'<WI _
D+CU+<Wl
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
D + CU +WPR
19
System
1.000
1.0D+1.0CG+0.75L+0.45W1>
D+CG+L+W1>
20
System
1.000
LO 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>
D + 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
D + CG + L + WPL
24
System
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR
D + CG + L + WPR
25
System
1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+
D + CG + 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 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 + E> + EG+
30
Special
1.000
1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+
D + CG + <E + EG+
31
Special
1.000
0.6 D + 0.6 CU + 1.75 E> + 0.7 EG-
D + CU + E> + EG -
32
Special
1.000
0.6 D + 0.6 CU + 1.75 <E + 0.7 EG-
D + CU + <E + EG -
33
OMF Connection
1.000
1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+
D + CG + E> + EG+
34
OMF Connection
1.000
1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+
D + CG + <E + EG+
35
OMF Connection
1.000
0.6 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
1.0D+I.0CG+0.6WPR +0.6WB1>
D+CG+WPR +WB1>
38
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I >
D+CU+WPR+WBI>
39
System Derived
1.000
I.0D+I.0CG+0.75L+0.45WPR +0.45WBI>
D+CG+L+WPR +WB1>
40
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B 1
D + CG + WPR + <W B l
41
System Derived
1.000
0.6D+0.6CU+0.6WPR +0.6<WB1
D+CU+WPR+<WBI
42
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W B 1
D + CG + L + WPR + <WB I
43
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>
D + CG + WPL + WB3>
44
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>
D+CU+WPL+WB3>
45
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3>
D + CG + L + WPL + WB3>
46
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133
D + CG + WPL + <WB3
47
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3
D + CU + WPL + <WB3
48
System Derived
1.000
LO D + LO CG + 0.75 L + 0.45 WPL + 0.45 <WB3
D + CG + L + WPL + <W133
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
BUTLER Date: 6/28/2016
Butlor Manufa�turinp #1601372901 Calculations Package Time: 0 1: 15 PM
Page: 12 of 38
Origin
49
System Derived
1.000
0.6 MWB
MWB - Wall: 1
D+W1>
50
System Derived
1.000
0.6 MWB
MWB - Wall: 2
System
51
System Derived
1.000
0.6 MWB
MWB - Wall: 3
D + <W2
52
System Derived
1.000
0.6 MWB
MWB - Wall: 4
System
53
System Derived
1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>
D + CG + E> + EG+ + EB>
D + W4>
D+<W4
54
System Derived
1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>
D + CG + E> + EG+ + EB>
System
55
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>
D + CG + <E + EG+ + EB>
MW - Wall: 3
56
System Derived
1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>
D + CG + <E + EG+ + EB>
System
57
System Derived
1.000
0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB>
D + CU + E> + EG- + EB>
D + <E
58
System Derived
1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB>
D + CU + E> + EG- + EB>
System Derived
59
System Derived
1.000
0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB>
D + CU + <E + EG- + EB>
D + CG + W2>
60
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>
D + CU + <E + EG- + EB>
System Derived
61
Special
1.000
1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+
D + CG + EB> + EG+
D + CG.+ <W3
62
Special
1.000
0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG-
D + CU + EB> + EG -
System Derived
63
System Derived
1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB
D + CG + E> + EG+ + <EB
D + CU + W 1>
64
System Derived
1.000.
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB
D + CG + E> + EG+ + <EB
System Derived
65
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB
D + CG + <E + EG+ + <EB
D + CU + <W2
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
System Derived
67
System Derived
1.000
0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB
D + CU + E> + EG- + <EB
D + CU + W4>
68
System Derived
1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB
D + CU + E> + EG- + <EB
System Derived
69
System Derived
1.000
0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB
D + CU + <E + EG- + <EB
D + CG + <E + EG+
70
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB
D + CU + <E + EG- + <EB
System Derived
71
Special
1.000
1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+
D + CG + <EB + EG+
72
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 Application
Description
1
System
1.000 1.0D+0.6W1>
D+W1>
2
System
1.000 1.0 D +.0.6 <W l _
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 <W3D
BUTTE COUNTY
+ <W3
7
8
System
System
1.000 1.0 D + 0.6 W4>
1.000 I.0D+0.6<W4 BUILDING DIVISION
D + W4>
D+<W4
9
System
1.000 0.6 MWMW
-Wall: 1
10
System
1.000 0.6 MW AP H,
MW-Wall:2
11
System
1.000 0.6 MW
MW - Wall: 3
12
System
1.000 0.6 MW
MW - Wall: 4
13
System
1.000 1.0 D + 0.7 E>
D + E>
14
System
1.000 1.0 D + 0.7 <E
D + <E
15
System Derived
1.000 1.0 D + 1.0 CG + 0.6 W1 > -
D + CG + W1 >
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>
D + CG + W2>
18
System Derived
1.000 1.0 D + 1.0 CG + 0.6 <W2
D + CG + <W2
19
System Derived
1.000 LO D + LO CG + 0.6 W3>
D + CG + W3>
20
System Derived
1.000 LO D + 1.0 CG + 0.6 <W3
D + CG.+ <W3
21
System Derived
1.000 1.0 D + 1.0 CG + 0.6 W4>
D + CG + W4>
22
System Derived
1.000 1.0 D + 1.0 CG + 0.6 <W4
D + CG + <W4
23
System Derived
1.000 0.6 D + 0.6 CU + 0.6 W1 >
D + CU + W 1>
24
System Derived
1.000 0.6 D + 0.6 CU + 0.6 <W1
D + CU + <W 1
25
System Derived
1.000 0.6 D + 0.6 CU + 0.6 W2>
D + CU + W2>
26
System Derived
1.000 0.6 D + 0.6 CU + 0.6 <W2
D + CU + <W2
27
System Derived
1.000 0.6 D + 0.6 CU + 0.6 W3>
D + CU + W 3>
28
System Derived
1.000 0.6 D + 0.6 CU + 0.6 <W3
D+CU+<W3
29
System Derived
1.000 0.6 D + 0.6 CU + 0.6 W4>
D + CU + W4>
30
System Derived
1.000 0.6 D + 0.6 CU + 0.6 <W4
D + CU + <W4
31
System Derived
1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+
D + CG + E> + EG+
32
System Derived
1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+
D + CG + <E + EG+
33
System Derived
1.000 10.6 D + 0.6 CG + 0.7 E> + 0.7 EG-
D + CG + E> + EG -
34
System Derived
1.000 10.6 D + 0.6 CG + 0.7 <E + 0.7 EG-
D + CG + <E + EG -
System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L
System Derived 1.000 LOD+1.00G+0.6<W2+0.6WB1> D+CG+<W2+WBI>
System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> ID + CU + Wl> + WBI>
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, -Inc.
sur�ER Date: 6/28/2016
Butler Manu}acturlip #1601372901 Calculations Package Time: 01:15 PM
.r....._,._.r,,,........_ Page: 13 of 38
No.
4
System Derived
1.000
1.0D+I.0CG+0.75L+0.45WI>+0.45 WB 1>
D+CG+L+WI>+WBI>
l
2
5
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB I>
D+CG+L+<W2+WBI>
System 1.000
6
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB l
D + CG + <W2 + <WB 1
0.42 W I>
7
System Derived
1.000
0.6D+0.6CU+0.6W1>+0.6 <WB 1
D + CU + W I > + <WB 1
180
8
System Derived
1.000
I.0D+1.0CG+0.75L+0.45WI>+0.45<WB1
D+CG+L+W1>+<WBI
60
9
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <W131
D + CG + L + <W2 + <WB I
1.000
10
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2>
D + CG + <W2 + WB2>
System
ll
System Derived
1.000
0.6D+0.6CU+0.6W1>+0.6WB2>
D+CU+WI>+WB2>
7
12
System Derived
1.000
LO D + LO CG + 0.75 L + 0.45 W I> + 0.45 W62>
D + CG + L + W I> + WB2>
WPR
13
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2>
D + CG + L + <W2 + WB2>
1.0 E> + 1.0 EG-
14
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2
D + CG + <W2 + <W132
0
15
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W 1 > + 0.6 <WB2
D+CU+WI>+<WB2
16
System Derived
1.000
I.0D+1.0CG+0.75L+0.45WI>+0.45<W132
D+CG+L+WI>+<WB2
17
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <W132
D + CG + L + <W2 + <W62
18
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3>
D + CG + <W2 + WB3>
19
System Derived
1.000
0.6D+0.6CU+0.6W1>+0.6WB3> z
D+CU+W1>+WB3>
20
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB3> Q
D + CG + L + W 1> + WB3>
21
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3>f
R
65
D + CG + L + <W2 + WB3>
22
System Derived
1.000
9 !
LO D + 1.0 CG + 0.6 <W2 + 0.6 <W63
D + CG + <W2 + <W133
23
System Derived
1.000
0.6D+0.6CU+0.6W1>+0.6<W63 - > ®
D+CU+WI>+<WB3
24
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 <WB3 Q Q ®
D + CG + L + W 1> + <WB3
25
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 ()
Q
D + CG + L + <W2 + <W133
26
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> U.1
D + CG + <W2 + WB4>
27
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W 1> + 0.6 WB4> z p�
D + CU + W l> + WB4>
28
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 W134> f- 6dL
D + CG + L + W 1> + WB4>
29
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> -J
D + CG + L + <W2 + W B4>
30
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W134 m
D + CG + <W2 + <WB4
31
System Derived
1.000
0.6D+0.6CU+0.6W1>+0.6<W134 m
D+CU+WI>+<WB4
32
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <W64
D + CG + L + W I> + <WB4
33
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <W134
D + CG + L + <W2 + <W134
34
System Derived
1.000
1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+
D + CG + EB> + EG+
35
System Derived
1.000
0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- l
D + CU + EB> + EG -
36
System Derived
1.000
LO D + 1.0 CG + 0.7 <EB + 0.7 EG+
D + CG + <EB + EG+
37
System Derived
1.000
0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG-
D + CU + <EB + EG -
Design Load Combinations - Girt
Desien Load Combinations - Roof - Panel
No.
No.
Origin
Factor.
Application
Description
1.0 D+ 1.0 L
l
2
System
System
1.000
1.000
1.0 CG + 0.6 W I>
l .0 CG + 0.6 <W2
CG + W 1>
CG + <W2
Desien Load Combinations - Roof - Panel
No.
Origin Factor
Application
Desai tion
I
System 1.000
1.0 D+ 1.0 L
D+ L
2
System 1.000
1.0 D + 0.6 <W2
D + <W2
3
System 1.000
0.6D+0.6W1>
D+W1>
Desien Load Combinations - Wall - Panel
No. Origin
Factor Application
Description
I System
2 S stem
1.000 0.6 WI>
1.000 0.6 <W2
WI>
<W2
Deflection Load Combinations - Frami
No.
Origin
Factor
I Def H
Def V
I Application
Description
1
System
1.000
0
180
1.0 L
L
2
System
1.000
60
180
0.42 W I>
W l>
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
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
10
0
1.0 <E + 1.0 EG-
<E + EG -
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
m
n
Dn y�n Dyn y�n nT0 mnMm n n AAA n ����yg������_�v�'v m0 ncnaa`�'v Drnvo
t' � � �W . �bbb v 3 da v AwN N n5- Vf v, Vl m
—r ■� * ■ * * ■ * * *w ' wao ao oo oowvnmar V V V V V V (n N� r d
.A.nnwniV-. .^N.�n ^nn * V W O�UAwN� NN NN V1
'R
d
n
DDDaDaaaDaa.DaaD�nD(n«�n�_ _ _ __�_�_�_�_�_�_g_�_�_�_�_�_g_�ro�N� �b�cc'nra�0
c c c c c c c c c c c c c c c �. co co �. -• °' 'O 'D c Pte' o❑ c< o o ^,
X x x x x x x x x x K x x_ x g co a o, ❑>>>> >> o 0 o a>>> o o a o o n; o- o- o w
_ 3 •� 3 a as a s c. a a a a o. a a a a a CL� F w'w 5 w c F
,c�o�L� ��2•� 32C/i
�rryrrP-_d _aac c aaaaw n3C3� w r, -
o bawo
a
a� wo
�r�Xrra o=•v, wv
S� S� s� n s0 w 3 3 n �OSa���� ° �d m w w w w w x.> > w c c o o
r o rr o o rrr r0 ON mmw m •n a a CD do �'$ $ x? -=CL
DacDc nN aaDcc an g,� �3�>>> p p p vf�W aco v'-n-noo N rr Seo �.
fD r ;o n r 70 cl r? fD r F r x? r Sl t g O^ 70 :o .ti :0 a ? C/)." a s ^ 0
An W co Nn �.co co ao nf'�0nr)nnnnn��S??��s.-.N�o o �+ 1 N o. <
00 00 00 oo oo F F
.w inti to `<
NNNN N :Z10 X
SS- S ii
?o -o �w ?ao ?u0 dao p rrrrrr .o
DD vDD DD DY CL m
= CD to 0
w rr �r
a
w F
BUTTE COUNTY
A A w N N �- '?
OQ
BUILDING DIVISION
*ri * *n * *n M Mn w *n *D *PMMA OO Gimz2 O�O to0�0���"�0�'�_��� �C �<��AN��ivN(Cn"N Wan
D D V�• V t C O1 t1i A W N .-. v ii W D ;a Ol LA AW N S (n* M >
aDaDDaaaaDDaaaDaax (Accc - an n
ca a a a n a a a a a a a a a a a a ad F y EL E w w d c w w
� w w w w r n• n' n' ro o 0 0 0 0 0 0 o r co r r � O a Z r F y R
��� �1� ������ <'mv,rr3 w w ai ai w ci w w w w w w w w o o Zo o n o
n n n n n CG.C6aan.am W W S._"C•.'� g w
to -• -• 20 -• -• cro -• -. _ co co �o m co a a c1 a a �' [9 .o r r'
cno cao �+ a � AD n I 1 � n W w 3 c' a �' .'0 ."0 70 70 :0 7o co d w
r r r r rrr^rl co co f0 �� w w w m m ^xxio w c as
a 7o n r a w w w w w w w ,^o w_ p, o o — t•• ,,,
a o o Y O o a o o? 0 0 0 0 o y m r w �aa0 % �O �O g r
" nc.=cc.=nn`=c.a aan.g �. �I y o 0 0 0'0 0co o'u'A-`''n'- g --n fD N—w r ^'<
A w Fr F r' r p a>>>> p vi�W D%hcro 0m cro cro cro N�°'
00 �-�• cro A cro '�•�20 '-�• cro '�• ? n
r� T tS S S D w w w w w w w w w f N w
2p r �.. ry P^ rO S n O� In A W N Y^ YD Y,.DI Z y S S 7 vwi
a Y a D cnco
ao 00 00 00'00 00
A fD W N N fD ,- N N 'iT7 S S S
A w N S
w
0
w
A
ro -.3 d
00
H N
00 b O
� a
BL/TLER
Butler Manuft!rliip
�����-�
Dote: 6/28/2016
#1601372901 Calculations Package Time: 0 1: 15 PM
- Page: 15 of 38
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 l
WALB>(1)
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
UO
User Defined Load
UI
User Defined Load - I
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 I
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
R
Rain Load
T
Temperature Load
V
Shear
BUTTE COUNTY r
BUILDING DIVISION ,
APPROVER 11 `
0
File: 16-013729-01 Version: 2016.1b _
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
�BurcEir. Date: 6/28/2016
Butler M.-O,t-0-0 #1601372901 Calculations Package Time: 01:15 PM
. .. Page: 16 of 38
za
U) LIJ
o®
wZ
�orL
JCL
mm<
@> m
=71
G>
b?
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.
File: 16-013729701 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
2
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.
File: 16-013729701 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
• • ti •'
,�
wt,-�.
J
. ' +
• r • Y ref tw
`y
.
..
'
L r3L1TLER. - -
- Date: 6/28/2016
#1601372901 Calculations Package, Time: 0 1: 15 PM
Butior Manufacturing
�~
Page: 17 of 38
Bracingr3't-Report' �. x;. 777 ,713
Shape: Spare Parts Expansion
a _ Loads and Codes - Shape: Spare Parts Expansion +
City: Chico County: Butte State: California
.. Country: United States
' Building Code: California Building Standards Code - 2013 Edition Structural: 10A1SC - ASD Rainfall: 1: 0.10 inches per hour
•
Based on Building Code: 2012 International Building Code Cold Form: , 12AISI
; ASD fc: 3000.00 psi Concrete
Building Risk/Occupancy Category: lI (Standard Occupancy Structure)'.. a ,. •,.
Dead and Collateral Loads' i t
Roof Live Load
+ Collateral Gravity:3.00 psf, _ Roof Covering + Second. Dead Load Varies ''
- Roof Live Load: 20.00 psf Reducible
Y Collateral Uplift: 0.00 psf - Frame Weight (assumed for seismic):2.50 psf
.'
Wind Load ;'' Snow Load
Seismic Load �•
t " Wind Speed: Vult•. l 10.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf i, •
Lateral Force Resisting Systems using Equivalent
+ ► `-
�'"` Force Procedure
The'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf P ?
'. Mapped MCE Acceleration: Ss: 61.00 %g
Wind Exposure: C - Kz: 0.879 • Design Snow (Sloped): ps: 0.00 psf
Mapped MCE Acceleration: S1: 27.00 %g
* Parts Wind Exposure Factor: 0.879 Rain Surcharge: 0.00 " '
Site Class: Stiff soil (D)
Wind Enclosure: Enclosed a Exposure Factor: 2 Partially Exposed - Ce: 1.00 _
Seismic Importance: Ie: 1.000
•. ,,Topographic Factor: Kzt:,1.0000 • _'; ., Snow Importance: Is: 1.000 ,-
Design Acceleration Parameter: Sds: 0.5335
' Thermal Factor: Unheated - Ct: 1.20
Design Acceleration Parameter: Shc : 0.3348 '
NOT Windbome Debris Region Ground/ Roof Conversion: 0.70
Seismic Design Category: D "
Base Elevation: 0/0/0 Unobstructed, Slippery - ,
Seismic Snow Load: 0.00 psf. +
+ Primary Zone Strip Width: 2a: 6/0/0
qo Snow Used in Seismic: 0.00 I'
Parts / Portions Zone Strip Width: a: 3/0/0s
Diaphragm Condition: Flexible
_'
'. Basic Wind Pressure: q: 23.13 psf ' . '
•
Fundamental Period Height Used: 16/10/0
' s
-�'
Transverse Direction Parameters
V.
Ordinary Steel Moment Frames t
Redundancy Factor: Rho: 1.30 -
_
' • u s '
Fundamental Period: Ta: 0.2680
..
BUTTE COUNTY
R -Factor: 3.50
T
- �, ' _ • -
DIVISION •' "_
J, Overstrength Factor: Omega: 2.50
BUILDING
Deflection Amplification Factor: Cd: 3.00
, 4 _
Base Shear: V: 0.1524 x W •
• ♦ -APPROVED
APPROVED
- ,.
y _
Longitudinal Direction Parameters
Ordinary Steel Concentric Braced Frames
J '
,,.. Redundancy Factor: Rho: 1.30
♦_�� 4
SI10. -t.,r.
Fundamental Period: Ta: 0.1662
R -Factor: 3.25
Overstrength Factor: Omega: 2.00
- •
Deflection cats Factor: Cd: 3.25
`�'�
. Bas Shear: 0" x �y
' Deflection Conditions
Frames are vertically supporting:Metal Roof Purlins and Panels . Mr
Frames are laterally supporting: Metal Wall Girts and Panels
_ Purlins are supporting: Metal Roof Panels
' . • Girts are supporting:Metal Wall Panels
,
Desi n Load Combinations - Bracing
i No. Origin Factor Application
Description
I ' System 1.000 I.0D+0.6WI>
D+W1>
2 System 1.000 1.0 D +0.6 <W 1
D+ <W l
' 3 System 1.000 1.0 D + 0.6 W2> F
D + W2>
4 System 1.000 1.0 D + 0.6 <W2 _' f , ^.
' D + <W2
' 5 System 1.000 1.0 D + 0.6 W3> .' -
D + W3>
• 6• System 1.000 1.0D+0.6<W3'
D+<W3 •f'
°7 • System 1.000 1.0 D + 0.6 W4> is
D + W4> � ' a
1'8 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 ,: r
MW - Wall: 3
' 12 System + 1.000 0.6 MW ��; �?
0 .
MW - Wall: 4 -
'File: 16-013729-01 j' = Version: 2016.1b ,
'- Butler Manufacturing,•a division of BlueScope Buildings North America, hlc: '�, •, - .; - _
B[fTLE
-------------
Date:. 6/28/2016
#1 6013 72901 - Calculations `Package,.
Time: 01:-15 PM
Butbr Manutacturl�pr
Page: 18 of 38
13
System
1.000
1.0 D + 0.7 E>
D +-E>
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 <W 1
D*+ CG <W 1
17
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W2>
- .
D + CG + W2> -
18
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W2 •
D + CG + <W2
19
System Derived
1.000
1.0 D + 1.0 CG + 0:6 W3>
D.+ CG + W3>
20
System Derived -
1.000
1.0 D + 1.0 CG + 0.6 <W3
D + CG + <W,3
21
System Derived
1.000
1.0 D + 1.0 CG + 0.6 W4>
D + CG + W4>
22
System Derived
1.000
1.0 D + 1.0 CG + 0.6 <W4
D + CG + <W4
23
System Derived
1.000.
0.6 D + 0.6 CU + 0.6 W I>
D + CU + W l>
24
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W I
D + CU:+<W 1 "
25
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W2>
D + CU + W2> .
26
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W2
D + CU + <W2
27
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W3>
b.+ CU + W3>
28
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W3
D + CU + <W3
29
System Derived
1.000
0.6 D + 0.6 CU + 0.6 W4>
D.+ CU + W4>
30
System Derived
1.000
0.6 D + 0.6 CU + 0.6 <W4
D +'CU + <W4
31
System Derived
1.000
1.0 D +.1.0 CG + 0.7 E> + 0.7 EG+
D,+ CG + E> + EG+ .
32
System Derived
1.000
1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+
D + CG + <E + EG+
33
System Derived
1.000
0.6 D + 0.6 CG + 0.7 E> + 0.7 EG-
D + CG + E> + EG- .
34
Sys em Derived
1.000
0.6 D + 0.6 CG + 0.7 <E + 0.7 EG-,
D + CG + <E + EG -
NOTE:
Longitudinal Bracing Loads,from. this New Building is to be supported by Existing Building that was Originally Designed to
Support this
Expansion. ,.
•
BUTTE COUNTY..
..
DTVI ION
BUILDING
APP�OVEU
File: 16-013729-01
Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
+
'
Date: 6/28/2016
•
#1601372901 Calculations Package Time: 0 1: 15 PM
. bane, hta�uiach r�i p
Page: 19 of 38
`„
Seeondaiy "'Sutnmary<Reporf `" ` k= '- ;.r 777 71a
Loads and Codes - Shape: Spare Parts Expansion -
City: Chico
County: Butte ( State: California -
Country: United States
Building Code: California Building Standards Code - 2013 Edition ' 'Structural: ' I OAISC - ASD Rainfall: L• 0.10 inches per hour
Based on Building Code: 2012 International Building Code Cold Form: 12AIS1 - ASD fc: 3000:00 psi Concrete 1
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: Varies • _
Roof Live Load: 20.00 psf Reducible
Collateral Uplift: 0.00 psf,
Frame Weight (assumed for seismic):2.50 psf
Wind Load -.
Snow Load - it
Seismic Load '
I Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf':
Lateral Force Resisting Systems using Equivalent Force
r
Procedure'
The'Envelope Procedure' is Used
Flat Roof Snow: pf: 0.00 psf .
Mapped MCE Acceleration: Ss: 61.00 %g
Wind Exposure: C - Kzi 0.879
4. Design Snow (Sloped): ps: 0.00 psf - - ''
Mapped MCE Acceleration: St: 27.00,%g
Parts Wind Exposure Factor: 0.879 •
Rain Surcharge: 0.00
Site Class: Stiff soil (D)
Wind Enclosure: 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: 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: 6/0/0 -t<
% Snow Used in Seismic: 0.00 '
_'
Parts/ Portions Zone Strip Width: a: 3/0/0 �� ��
Diaphragm Condition: Flexible,
Basic Wind Pressure: q: 23.13 psf
Fundamental Period Height Used: 16/10/0'
Transverse Direction Parameters
Ordinary Steel Moment Frames
'BUTTE C®UNN
Redundancy Factor: Rho: 1.30 + .
r a •
-
®IVISI®N• "' t'-
Fundamental Period: Ta: 0.2680
BUILDING r
R -Factor: 3.50
." c
{�-
+
Overstrength Factor: Omega: 2.50 1
• {
��® +.
AP®
Deflection Amplification Factor: Cd: 3.00' `
_ . r , J v R
`
Base Shear: V: 0.1524 x W l;
•
Longitudinal Direction Parameters
'
Ordinary Steel Concentric Braced_ Frames
'
Redundancy Factor: Rho: 1.30 '.
r'
Fundamental Period: Ta: 0.1662
R -Factor. 3.25
N
Overstrength Factor: Omega: 2.00 '
,•' �_ '. 4' }
Deflection Amplification Factor: Cd: 3.25
Base Shear: V: 0.1642 x W
Desi n Load Combinations - Purt'in
No. Origin Factor
Application
Description
I System 1.000
1.0 D + 1.0 CG + 1.0 L
D + CG + L
'
2 System Derived- 1.000
1.0D+1.0 CG + 0.6 <W2 + 0.6 WB I >
D + CG + <W2 + WB I >
'
3 System Derived 1.000
0.6D+0.6CU+0.6W1>+0.6WB1>)„ s,,: -R-,y»
.
D+CU+WI>+WB1>
4 System Derived 1.000
1.0D+I.00G+0.75L+0.45WI>+0.45WB1>�1"
D+CG+L+W1>+WB1>
5 System Derived 1.000
r••
1.0D+LOCG+0.75L+0.45<W2+0.45 WBI>�r�.I'. �«
D+CG+L+<W2+WB1>
6 System Derived 1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 t
•!. _'' _' •
D + CG + <W2 + <WB I
7 System Derived 1.000
0.6D+0.6CU+0.6W1>+0.6<WBl';, ''g:�'i
- ...�•
D+CU+WI>+<WB1
8 System Derived 1.000
1.0D+I.0CG+0.75L+0.45WI>+0.45<WB1 ���';. -
y+t 'I
D + CG + L + W I > + <WB 1
_
9 System Derived 1.000
1.0D+1.0CG+0.75L+0.45<W2+0.45<WB1
D+CG+L+<W2+<WB1
10 System Derived 1.000
1.0 D + LO CG + 0.6 <W2 + 0.6 WB2>
D + CG + <W2 + W B2>
I1 System Derived 1.000
0.6D+0.6CU+0.6W1>+0.6WB2>
D+CU+W1>+WB2>
12 System Derived 1.000
1.0D+1.0CG+0.75L+0.45WI>+0.45WB2>
�D+CG+L+WI>+WB2>'
`
13 System Derived 1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 ,<W2 + 0.45 WB2>
D + CG + L + <W2 + WB2> :
14 System Derived 1.000
1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 1
D + CG + <W2 + <W B2
.15 System Derived 1.000
0.6 D + 0.6 CU + 0.6 W I> + 0.6 <WB2
D + CU + W l> + <WB2
16 'System Derived 1.000
1.0D+I.0CG+0.75L+0.45W1>+0.45<WB2
D+CG+L+W1>+<WB2
17 System Derived 1.000
1.0 D + LO CG + 0.75 L + 0.45 <W2 +.0.45 <WB2
D + CG + L + <W2 + <WB2
18 System Derived 1.000
1.0 D + LO CG + 0.6 <W2 + 0.6 W B3>
" _
D + CG + <W2 + W B3>
X19 System Derived 1.000
0.6D+0.6CU+0.6W1>+0.6WB3>:. L.
D+CU+WI>+WB3>
'
20 .System Derived 1.000
1.0D+I.0CG+0.75L+0.45WI>+0.45WB3>
D+CG+L:•+WI>+WB3>
21 System Derived 1.000
1.0D+I.0CG+0.75L+0.45<W2+0.45.WB3>
D+CG+L+<W2+WB3>
.File: 16-013729-01
-
Version: 2016.1b
Butler Manufacturing, a division
of BlueScope Buildings North America, Itic.�;- ; '
. • , ,
..
Date: 6/28/2016
BL/TLER. .
ButlerManuf=Wringy #1601372901 Calculations Package Time: 0 1: 15 PM
~�
Page: '20 of 38
Origin
22
System Derived
1.000
1.0 D + I.0 CG'+ 0:6 <W2 + 0.6 <WB3
D + CG +<W2 + <WB3
System
23
System Derived
1.000
0.6D+0.6CU+0.6W1>+0.6<WB3
D+CU+W1>+<WB3
System
24
System Derived
1.000
1.0D+1.0CG+0.75L+0.45.W1>+0.45<WB3
D+CG+L+W1>+<WB3-
System
25 '
System Derived
1.000
1.0 D + 1.O CG + 0.75 L + 0.45 <W2 +0.45 <WB3
D + CG +,L + <W2 + <WB3
26
System Derived
1.000
1.0 D + 1.0 CG + 0.6'<W2 + 0.6 WB4>.
D + CG + <W2 + WB4>
27
System Derived
1.000
0.6D+0.6CU+0.6W1>+0.6WB4>
D+CU+WI>+WB4>
28
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB4>
D + CG + L + W I> + WB4>
29
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4>
D + CG + L + <W2 + WB4>
30
System'Derived
1.000
1.0 D + LO CG + 0.6 <W2 +,0.6 <WB4
D + CG + <W2+ <WB4
31
System Derived
1.000
0.6D+0.6CU+0.6W1>+0.6<WB4
D+CU+W.1>+<WB4
32
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 <WB4
D + CG + L + W 1> + <WB4
33
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 <W2,+ 0.45 <WB4
D + CG + L + <W2 + <WB4
34
System Derived
1.000
1.0 D + 1.0. CG + 0.7 EB> + 0.7 EG+
D + CG + EB> + EG+
35
System Derived
1.000
0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG--
D + CU + EB> + EG -
36
System Derived
1.000
1.0 D + LO CG + 0.7 <EB + 0.7 EG+
D + CG + <EB + EG+ .
37
System Derived
1.000.0.6
D + 0.6 CU + 0.7 <EB + 0.7 EG-
D + CU + <EB + EG -
Design Load Combinations -Girt -
No. Origin' Factor Application Description
I System 1.000 I.0 CG + 0.6 W 1> CG + W I>
2
System l .000 " LO CG + 0.6 <W2 CG + <W2
ilaflartinn inad ('nmhinatinne . Pnrlin •
No.
Origin
Factor
Deflection
Application,
Description
I
System
1.000
150
1.0 L
L
2
System
1.000
180
0.42 W 1>
W 1>
3
System
1.000
180
0.42 <W2
<W2
Tlafl"finn I.nad Cnmhinntinnc . flirt -
No.
I Origin I Factor •
'Deflection I Application
Description
l
2
System 1.000
S stem 1.000
. 90 ' 0.42 WI> -
90. 0.42 <W2
W1>
<W2
�urcER
4
Date: 6/28/2016
#1601372901
Calculations Package
Time: 0 1: 15 PM
8ut1er Manuf=Wr1rp
Page: 21 of 38
W all. 1
..
El
,
0
t ,
_
L
�n ,v L
Dimension Key
-
1 4'-0"
Maximum Secondary Designs for Sha
pe Spa Parts Expansion on Side 1
A.:
Exterior : `t 4'-
Interior
Exterior
Des
Len
Description - Fy(ksi)
Design
%
•%
9k
%
Ld
Lap
%
%
%
%
Ld %
%
%
%
Ld
Lap
[d
(ft)
StatusBnd
Shr
Cmb
We
Cs
in.)
Bnd
Shr
Cmb
We
Cs Bnd
Shr
Cmb
We
Cs
inJ
1,1
23.00
8.50x0.088 Z Sim -60.0
Yes
FDetail
r
0.94
0.00
0.00
0.00
1
1,2
24.00
8.50x0.088 Z Sim -60.0
Yes1.O1
0.00
0.00
0.00
l
1,3
23.
8.50x0.088 Z Sim -60.0
Yes
0.94
0.00
0.00
0.00
l
.2,1
23.00
8.50x0.073 Z Sim -60.0
Yes
.
0.92
0.00
0.00
0.00
l
2,2
24.00
8.500.073 Z Sim -60.0
Yes
0.0
0.96
0.00
0.00
0.00
l
2,3
23.00
8.500.068 Z Sim -60.0
Yes
0.0
1.02
0.001
3,2
24.00
8.50x0.060 Z Sim -60.0
Yes
0.0
1.00
0.00
0.00
0.00
1
3,3
23.00
8.50x0.060 Z Sim -60.0 ,
Yes
0.0
0.89
0.00
0.54
0.00
1
Maximum Sec ndary Deflections for Shape Spa e Parts Ex ansion on Side 1
`
Design Id
Segment
I Deflection(in.)
Ratio
Location(ft)
Load Case
Description
-
I
1
0.93
( L/297 )-
11.50
l
0.42W I>
1
2 .
1.09
( L/264)
35.00
l
0.42W I> ,
l
3
0.93
( U297)
58.50
1
0.42W I>
2
1
0.83
( L/331)
11.50
1
0.42W I>
2
2
0.94
(L/305)
35.00
l
0.42W I>
2
3
0.88
( U314)
58.50
1 :•
0.42W 1> i
3
1
0.17
(L/1192)
8.50
1 ,.
0.42W 1>
3
2 _
0.89
(L/324)
29.00,
1
0.42W 1>
3
3
0.72
L/382
52.50
1
0.42W1>
• , �` 'dR. ` °''' -' *,tt... t , <, a s,
ty"v
a.
-_
BUTTE COUNTY.
BUILDING DIVISION
1 '
:j
APPROVE®.
File: 16-013729-01
r Version: 2016.1b
Butler Manufacturing, a division of B1ueScope Buildings -North
America, Inc.- ` '
, r
1
0.59t��. •,(L/400) r
1x.10.00,
I
I
0.49 1,/474
I
%
I
Dimension Key
Ld
I
% .
I
%
%
1 6"
Ld
Lap
Id 11
2 3'-6"
in.
y
"Stir
Cmb
Maximum Secondary Designs for Shape
A•
Spare Parts Expansion on Side 2
im. Bnd
Shr
Cmb
wCp
Cs
Bnd
Shr
Detail
'Exterior
p
Interior
1,1 20.50
Exterior
Yes
0.0
Des Len
Description - Fy(ksi)
Design
Lap
% % % %
Ld Lap. V%
%
0.55
0.00
1
Maximum Sec ndary Deflections for Shape Spare Parts Expansion on Side 2 .
File: 16-013729-01 Version: .2016. l b `
Butler Manufacturing, a division of B1ueScope Buildings North Atnerica, Inc.
Design Id - Se ment Deflection(in.) Ratio, r t Location(ft) Load Case ' Description
1
0.59t��. •,(L/400) r
1x.10.00,
I
I
0.49 1,/474
I
%
I
%
Ld
I
% .
I
%
%
%
Ld
Lap
Id 11
Status
in.
Bnd
"Stir
Cmb
Wcp
Cs
im. Bnd
Shr
Cmb
wCp
Cs
Bnd
Shr
Cmb
W'CD
Cs
jilL
1,1 20.50
• 8.50x0.073 Z Sim -60.0
Yes
0.0
0.90
0.00
0.55
0.00
1
2,1 20.50
8.50x0.060 Z Sim -60.0
Yes
0.0
0.84
0.00
0.51
0.00
1
Maximum Sec ndary Deflections for Shape Spare Parts Expansion on Side 2 .
File: 16-013729-01 Version: .2016. l b `
Butler Manufacturing, a division of B1ueScope Buildings North Atnerica, Inc.
Design Id - Se ment Deflection(in.) Ratio, r t Location(ft) Load Case ' Description
1
0.59t��. •,(L/400) r
1x.10.00,
0.42W1>'
'2 l •
0.49 1,/474
"'x10.00
l
0.42W1>
BUTLER Date: 6/28/2016
#1601372901 'Calculations Package Time: 01:15 PM
Page: 23 of 38
Wall. 3 �. 77-7-777-77
Open
I Ji
f
1.
'BUTTE COUNTY -
'BUILDING DIVISION
APPROVED
r
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc. _ .
tWAM
Dimension Key
1 6..
2 1'-6"
3 3'-8„
4 3'-0"
5 3,-0„
Movimum Qornndovv nocionc fnr Rhona Rno.o Porlc Ti—and— nn Cid. d
Des
Len
Description - Fy(ksi)
Design
Detail
Lap
Exterior I Interior Exterior
%
%
%
%
Ld
Lap %
%
%
%
Ld %
%
%
%
I Ld
I Lap
Id
11
Status
in.
Bnd
Shr
Cmb
Wcp
Cs
in. Bnd
Shr
Cmb
Wcp
Cs Bnd
Shr
Cmb
Wcp
I Cs
Iin.
1,1
3.50
850x0.060ZSim-60.0
Yes
0.0
0.00
0.07
0.07
0.00
1
2,1
3.50
8.500.060 Z Sim -60.0
Yes
0.0
0.00
0.04
0.04
0.00
I
3,1
14.00
8.500.060 C Sim -60.0
Yes
0.0
0.68
0.05
0.73
0.00
l
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Bur�Ea
Butler Manufacturing#1601372901
.�.�_��...,.t_...
Calculations Package
Date: 6/28/2016
Time:01:15 PM
Ratio Location ft
Load Case
Page: 25 of 38
I
4,1
14.00
8.50x0.060 C Sim 60.0
Yes
0.0
2
l
t
0.67
0.05
0.72
0.00
l
0.42W I>
4
I
0.27
( L/624) 7.00
1
0.42W I>
5, I
20.50
8.50x0.068 ZSim-60.0
Yes
0.0
0.42W 1>
6
1
1.02
0.00
0.00
0.00
l
1
0.42 W I>
8
l
6,1
3.0
8.50x0.060 Z Sim -60.0
Yes
0.0
0.00
0.06
0.06
0.00
1
7,1
14.00
8.500.060 C Sim -60.0
Yes
0.0
0.11
0.00
0.00
0.00
1
Mavimnm Sarnntlnry Dpfl-finnc far Shana Snnro Parte Fvnancinn nn Lida d
Design Id
Segment
Deflection in.
Ratio Location ft
Load Case
Desch tion
I
1
2
l
t
3
10.27
( L/612) 7.00
1
0.42W I>
4
I
0.27
( L/624) 7.00
1
0.42W I>
5.
1
0.69
( L/339) 10.50
1
0.42W 1>
6
1
w_-
7
1
0.03
( U5142) 7.00
1
0.42 W I>
8
l
BUTTE COUNTY
BUILDING DIVISION
APPROWE®
File: 16-013729-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings. North America, Inc.
- Date: 0/28/2016
BL/TLER:
Butter Manufacturing 41601372901 Calculations Package Time: 0.1:1.5 PM
Page: 26 of 38
y -BUTTE COUNTY
BUILDING DIVISION
APPROVED
X
Movimnm Rarnndory nacionc fni Ghana Cnara Parte Rvnancinn'nn Lida A - -
Des Len
Description - Fy(ksi)
Design
Detail
Lap
'Exterior
Interior
Exterior
%
%
%
%
Ld
Lap
%
%
%
%
Ld
%
%
%
%
Ld
Lap
Id" ft
Status
in.
Bnd
Shr
Cmb
We
Cs
in.
Bnd
Shr
Cmb
We
Cs
Bnd
Shr
Cmb
We
Cs
in.
1,l 20.50
8.50x0.068 Z Sim -60.0
Yes
0.0
0.00
0.33
0.60
0.90
1
2,1 20.50
8.50x0.068 Z Sim -60.0
Yes
0.0 .
0.62
0.00
0.95
0.00
27
3,1 20.5
8.50x0.060 EZ Sim -60.0
-. Yes
0.0
0.41
0.00
0.73
0.00
25
File: 16-013729-01 Version: 2016.1b
Butler Manufacturing, adNision of B1ueScope Buildings North America, Inc:
sureE� Date: 6/28/2016
Butler Manufacturing#1601372901 Calculations Package Time: 0 1: 15 PM
..�.....�,..,.,..„...._ Page: 27 of 38
Maximum SPrnndary DPFlPctinns fnr RhnnP RnarP Pnrtc Fvnnncinn nn Rids A
P..rlin Anohnronn ri'nrnuc fnr Shona Sno ru Dortc F..nonc:nn Dn.,f A D -1'r-- ADD D:#eh — 7 llnn.l O AD l9:n :f —'A _ A DPI
Bay
Desi n Id
Segment
Deflection in.
Ratio
ft
Location Load Case Description
I
I
-1.06
( L/221)
10.00 I LOL
1 20.50
2
1
-0.78
( U299)
10.00 l I.OL
Anchors
3
I
0.4410.50
Allow
1 LOL
P..rlin Anohnronn ri'nrnuc fnr Shona Sno ru Dortc F..nonc:nn Dn.,f A D -1'r-- ADD D:#eh — 7 llnn.l O AD l9:n :f —'A _ A DPI
Bay
Thickness
Load(psf) Ld Case
# Purlins
Length
Simple? Diaphragm
Width
Allowable Defl Actual Def!
l
1 0.068
1 -15.90 1 l
1 5
1 20.50
1 Y 1 25.09
1 0.683 10.042
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
Stiffness
Allow
Shr
Stress Ratio
1(0.00)
Frame
0.01 U
O.000 (k)
0.14
0
0,0
0.040
1.836
0.086
0.000
0.003
2(20.50)
Frame
0.01U
0.000 k
0.14
0
0,0
0.040
1.836
0.086
0.000
0.003
BUTTE COUNTY
BUILDING DIVISION
File: 16-013729-01 Version: 2016. l b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
�0
z U j
UO
IZ
moa
CLmm<
Maximum Carnndl— ilacianc fnr Shana Snares Parte P..-neinn nn Lido R -
Des
Len
Description - Fy(ksi),
Design
Detail
Lap
. Exterior . I
I Interior
Exterior
%
%
%
-%
Ld
Lap
%
%
%
%
Ld
%
%
%
I
%
Ld
Lap
Id
ft
Status
in.
Bnd
Shr
Cmb
We
Cs
in.
Bnd
Shr
Cmb
Wcp
Cs
Bnd
Shr
Cmb
Wcp
Cs
in.
1,1
20.50
8.500.068 Z Sim -60,0
Yes
0.0
0.00
0.33
0.60
0.90
1
2,1
20.50
8.500.079 Z Sim -60.0
Yes
0.0
0.66
0.00
0.99
0.00
27
3,1
20.50
'8.500.060 EZ Sim -60.0
Yes
0.0
0.41
0.00
0.49
0.00
29
File: 16.013729-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
BfJTLER
Date: 6/28/2016
tie, -I trinp #1601372901 Calculations Package Time: 0 1: 15 PM
��....,._.......e.,........ Page: 29 of 38
Mwimum Cornndnw IlnAnnfinne Fns C6�no Sn�rn Do�fc Fvnonc:nn nn C:do A
D.—lin Anoh—.. V—.. fns C6.no Cn— P—t. W—.—n 11nnf R P-1 rr— :c RDD D:f..6 — 1 OM•11 AD _ AD!' 1
Bay Thickness Load(psf)
Design Id v
Segment -
V Deflection in. Y
_ Ratio Location(ft)
Load Case
Description
1
1-1.06
9
( L/221) 10.00
1
LOL
0.683 0.042
2
1
1
-0.89
( L/262) 10.00
l
1.0L
Stiffness
3
l
-0.44
L/529) 10.00
l
LOL
D.—lin Anoh—.. V—.. fns C6.no Cn— P—t. W—.—n 11nnf R P-1 rr— :c RDD D:f..6 — 1 OM•11 AD _ AD!' 1
Bay Thickness Load(psf)
Ld Case
# Purlins
Length
Simple?
Diaphragm
Width
Allowable DeFl Actual DeFl
1 0.068 -15.90
l
9
20.50
Y
45.16
0.683 0.042
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
Stiffness
Allow
Shr
Stress Ratio
1(0.00)
Frame
0.02U
O.00U (k)
0.14
0
0,0
0.072
3.306
0.086
0.000
0.003
2(20.50)
Frame
0.02U
O.00U k
0.14 '
0
0,0
0.072
3.306
0.086
0.000
0.003
BUTTE COUNTY
BUILDING DIVISION
APP®VE®
9
File: 16-013729-01 Version: 2016. l b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
F� raining -Summa .. g I
Loads and Codes - Shape: Spare Parts Expansion z •
t - ,
City:' . Chico ', County: Butte State .` . rCalifornia
' '' Country:. United States
Building Code: California Building Standards Code - 2013 Edition StructuiaL• IOAISC - ASD" Rainfall: 1: 0.10 inches per hour
. •Based on Building Code: 2012 International Building Code r '- • - Cold Form: 12AISI -
ASD - -• _ fc: 3000.00 psi Conciete.
Building Risk/Occupancy Category: 11(Standard Occupancy Structure)
Dead and Collateral Loads f'''
Roof Live Load
Collateral Gravity:3.00 psf + Roof Covering + Second Dead Load: Varies ' x
Roof Live Load: 20.00 psf Reducible
Collateral Uplift: 0.00 psf ' . Frame Weight (assumed for seismic):2.50 psf,-
sf,
^
Wind
Wind Load . Snow Load ' ;
Seismic Load ' ,
Wind Speed: Vult, 110.00 (Vasd: 85.21) mph ' Ground Snow Load: pg: 0.00 psf i !
Lateral Force Resisting'Systems using Equivalent
• ' 'Force
Procedure t
The'Envelope Procedure is Used Flat Roof Snow: pf: 0.00 psf "
Mapped MCE Acceleration: Ss: 61.00 %g_ .
Wind Exposure: C = Kz: 0.879 Design Snow (Sloped): pi: 0.00 psf
Mapped MCE Acceleration: S1: 27.00 %g,
Parts Wind Exposure Factor: 0.879, Rain Surcharge: 0.00 • , •
Site Class: Stiff soil (D)
Wind Enclosure: 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: OS335
Thermal Factor: Unheated - Ct: 1.20
Design Acceleration Parameter: Shc : 0.3348
NOT Windbome Debris Region • Ground / Roof Conversion: 0.70
Seismic Design Category: D
Base Elevation: 0/0/0 Unobstructed, Slippery
Seismic Snow Load: 0.00 psf
Primary Zone Strip Width: 2a: 6/0/0
% Snow Used in Seismic: 0.00 ,
Parts / Portions Zone Strip Width: a: 3/0/0 s
Diaphragm Condition: Flexible
Basic Wind Pressure: q: 23.13 psf
Fundamental Period Height Used: 16/10/0
Transverse Direction Parameters
Ordinary Steel Moment Frames _
`-'f All t
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.2680 '
-
BUTTE COUNTY' .+ `' r = d �4,y .
R -Factor: 3.50
DIVISION
Overstrength Factor:'Omegai 2.50
Deflection Amplification Factor:. Cd: 3.00
BULLRING
Base Shear: V:0'1524xW
APIP uV `'
Longitudinal Direction Parameters
-
Ordinary. Steel Concentric Braced Frames
y
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.1662
R -Factor: 3.25.
'
Oversirength Factor: Omega: 2.00
w
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 Girts and Panels F
Purlins are supporting:Metal Roof Panels
Girts are supponing:Metal Wall Panels
'
" s9 '.��
Fife: 16-013729-01°'
Version: 2016:1W.
+
Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ♦
�. `, __ '
BUTLER Date: 6/28/2016
cruder Manutaaturino #1601372901 Calculations Package Time: 01:15 PM
Page: 31 of 38
Wall. 4,rFrame atis<0/6/0:
Frame Cross Section: 1
Dimension Key
1 8 1/2"
2 l'-6"
3 3'-8"
4 1'-l"
5 2 @ 4'-6 1/16"
6 2 @ 4'-6 7/16"
7 3'-6"
8 19'-9" Ridge Ht.
BUTTE COUNTY
B®UILDING DIVISION
pnFrame Clearances • o r)x/
Horiz. Clearance between members I (CX001) and 9(CX002): 66'-7"
Vert. Clearance at member l (CX001): 16-3 15/16"
Vert. Clearance at member 9(CX002): 14'-7 15/16"
Vert. Clearance at member 10(EPX001): 18'-0 1/2"
Vert. Clearance at member l I(EPX002): 16-3 1/2"
Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)
File: 16-013729-01 Version: 2016. l b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Bur�ER.
Date: 6/28/2016
Butler------ctur�pX #1601372901 Calculations Package ,. Time: 0 1: 15 PM
Page: 32 of 38
Location I Avg. Bay Space I Description I Angle I Group Trib. Override I Design Status
0/6/0 1 10/3/0 ICB EW I 1 90.0000 Automatic Desien
1
System
1.000
1.0 D + 1.0 CG + 1.0 L>
D + CG + L>
2
System
1.000
1.0 D + 1.0 CG + 1.0 <L
D + CG + <L
3
System
1.000
1.0 D + 1.0 CG + 1.0 ASLA
D + CG + ASLA
4
System
1.000
1.0 D + 1.0 CG + 1.0 AASL
D + CG + AASL
5
System
1.000
1.0 D + 1.0 CG + 1.0 PL2
D + CG + PL2(Spans 1 and 2)
6
System
1.000
1.0 D + 1.0 CG + 1.0 PL2
D + CG + PL2(Spans 2 and 3)
7
System
1.000
1.0 D + 1.0 CG + 0.6 W2>
D + CG + W2>
8
System
1.000
1.0 D + 1.0 CG + 0.6 <W2
D + CG + <W2
9
System
1.000
1.0 D + 1.0 CG + 0.6 WPL
D + CG + WPL
10
System
1.000
1.0 D + 1.0 CG + 0.6 WPR
D + CG + WPR
I 1
System
1.000
0.6 MW
MW -Wall: 1
12
System
1.000
0.6 MW
MW - Wall: 2
13
System
1.000
0.6 MW
MW - Wall: 3
14
System
1.000
0.6 MW Z
MW - Wall: 4
15
System
1.000
0.6D+0.6CU+0.6W1> t- n ®
D+CU+WI>
16
System
1.000
0.6 D + 0.6 CU + 0.6 <WI r- (�
D+CU+<Wl
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
o ®
D + CU +WPR
19
System
1.000
1.0 D+ 1.0 CG+ 0.75 L+ 0.45W1> ®
U
D+CG+L+WI>
20
System
1.000
I.0D+I.0CG+0.75L+0.45<W1 0
D+CG+L+<W1
21
System
1.000
LO D + 1.0 CG + 0.75 L + 0.45 W2> LU Z
D + 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 M J n
D + CG + L + WPL
24
System
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR (n
D + CG + L + WPR
25
System
1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ m <
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 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 + E> + EG+
30
Special
1.000
1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+
D + CG + <E + EG+
31
Special
1.000
0.6 D + 0.6 CU + 1.75 E> + 0.7 EG-
D + CU + E> + EG -
32
Special
1.000
0.6 D+0.6 CU+ 1.75 <E+0.7 EG-
D+CU+<E+EG-
33
OMF Connection
1.000
1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+
D + CG + E> + EG+
34
OMF Connection
1.000
1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+
D + CG + <E + EG+
35
OMF Connection
1.000
0.6 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
1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB I>
D + CG + WPR + WB I>
38
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I >
D+CU+WPR+WB1>
39
System Derived
1.000
1.0D+I.0CG+0.75L+0.45WPR +0.45WBI>
D + CG + L + WPR + WB I >
40
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B 1
D + CG + WPR + <W B 1
41
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I
D+CU+WPR+<WB1
42
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W B l
D + CG + L + WPR'+ <W B 1
43
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>
D + CG + WPL + WB3>
44
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>
D + CU + WPL + WB3>
45
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3>
D + CG + L + WPL + WB3>
46
System Derived
1.000
1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3
D + CG + WPL + <WB3
47
System Derived
1.000
0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W133
D + CU + WPL + <WB3
48
System Derived
1.000
1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133
D + CG + L + WPL + <W133
49
System Derived
1.000
0.6 MWB
MWB -Wall: 1
50
System Derived
1.000
0.6 MWB
MWB - Wall: 2
51
System Derived
1.000
0.6 MWB
MWB - Wall: 3
52
System Derived
1.000
0.6 MWB
MWB - Wall: 4
53
System Derived
1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>
D + CG + E> + EG+ + EB>
54
System Derived
1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>
D + CG + E> + EG+ + EB>
55
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>
D + CG + <E + EG+ + EB>
56
System Derived
1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>
D + CG + <E + EG+ + EB>
57
System Derived
1.000
0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB>
D + CU + E> + EG- + EB>
58
System Derived
1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB>
D + CU + E> + EG- + EB>
59
System Derived
1.000
0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB>
D + CU + <E + EG- + EB>
60
System Derived
. 1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>
D + CU + <E + EG- + EB>
File: 16-013729-01 Version: 2016.1b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Bur�ER
Burley ManuTaoturlig #1601372901 Calculations Package
Date: 6/28/2016
Time: 01:15 PM
Page: 33 of 38
61
Special
1.000
1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+
D + CG + EB> + EG+
62
Special
1.000
0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG-
D + CU + EB> + EG -
63
System Derived
1.000
1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB
D + CG + E> + EG+ + <EB
64
System Derived
1.000
1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB
D + CG + E> + EG+ + <EB
65
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB
D + CG + <E + EG+ + <EB
66
System Derived
1.000
1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB
D + CG + <E + EG+ + <EB
67
System Derived
1.000
0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB
D + CU + E> + EG- + <EB
68
System Derived-
1.000
0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB
D + CU + 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 + <E + EG- + <EB
70
System Derived
1.000
0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB
D + CU + <E + EG- + <EB
71
Special
1.000
1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+
D + CG + <EB + EG+
72
Special
1.000
0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG-
D + CU + <EB + EG -
Frame Member Sizes
Mem.
No.
Fig Width
in.
Fig Thk
in.
Web Thk
in.
Depth
in.
Depth2
in.
Length
ft)
Weight
(p)
Fig Fy
(ksi
Web Fy
ksi
Splice
R.1
Codes
1t.2
Shape
1
5.00
0.1875
0.1345
12.00
12.00
16.99
209.6
55.00
55.00
BP
KN
3P
2
5.00
0.1345
0.1345
9.00
9.00
12.35
121.1
55.00
55.00
KN
SP
3P
3
5.00
0.1345
0.1345
9.00
10.00
10.36
97.3
55.00
55.00
SP
SS
3P
4
5.00
0.1345
0.1345
10.00
9.00
1.66
20.5
55.00
55.00
SS
SP
3P
5
5.00
0.1345
0.1345
9.00
9.00
10.00
97.7
55.00
55.00
SP
SP
3P
6
5.00
0.1345
0.1345
9.00
11.00
11.73
112.1
55.00
55.00
SP
SS
3P
7
5.00
0.1345
0.1345
11.00
9.00
10.34
99.5
55.00
55.00
SS
SP
3P
8
5.00
0.1345
0.1345
9.00
9.00
12.37
121.2
55.00
55.00
SP
KN
3P
9
5.00
0.1875
0.1345
12.00
12.00
15.33
190.1
55.00
55.00
BP
KN
3P
10
5.00
0.1345
0.1345
10.00
10.00
18.04
178.8
55.00
55.00
BP
CP
3P
11
5.00
0.1345
0.1345
10.00
10.00
16.29
163.0
55.00
55.00
BP
CP
3P
Frame Member Releases
Member Joint 1
Joint 2
10 No
11 No
Yes
Yes
Boundary Condition Summary
Total Frame Weight oft "A U, Y� tides all plates)
UU
BUILDING DIVISION
.11110! 111111,
Member X -Loc Y -Loc
Sum. X
Suva. Y
Moment
Displacement X in.
Displacement Y in.
Displacement ZZ rad.
1 0/0/0 0/0/0
Yes
Yes
No
0/0/0
0/0/0
0.0000
9 70/0/0 0/0/0
Yes
Yes
No
0/0/0
0/0/0
0.0000
10 23/0/0 0/0/0
Yes
Yes
No
0/0/0
0/0/0
0.0000
11 47/0/0 0/0/0
Yes
Yes
No
0!0/0
0/0/0
0.0000
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reactions - Unractored Load Type at
Frame Cross Section:
1
Type
Exterior Column
Interior Column
Interior Column Exterior Column
X -Loc
0/0/0
23/0/0
47/0/0 70/0/0
Grid -Grid2
l -D
1-C
I -B 1-A
Base Plate W x L (in.)
8X13
8X11
8X11 8X13
Base Plate Thickness (in.)
0.375
0.375
0.375 0.375
Anchor Rod Qty/Diam. (in.)
4-0.750
4-0.750
4-0.750 4-0.750
Column Base El v.
100'-0"
100'-0"
100'-0" 100'-0"
Load Type
Desc.
Hx
Vy
Hx
Hz
I Vy
Hx Hz
Vy Hx
V
D
Frm
0.05
0.53
0.85
0.86 -0.05
0.49
CG
Frm
0.05
0.35
0.72
0.75 -0.05
0.34
L>
Frm
0.33
2.27
4.60
4.81 -0.33
2.20
<L
Frm
0.33
2.27
4.60
4.81 -0.33
2.20
ASLA
Frm
-0.15
-0.43
2.79
2.80 0.15
-0.43
AASL
Frm
0.48
2.70
1.82
2.01 -0.48
2.63
W2>
Frm
-2.40
-2.77
j -
-1.99
-2.77 -1.16
0.15
<W2
Frm
0.83
-0.06
-3.49
-3.57 2.13
-2.38
WPL
Frm
0.67
-2.15
-3.77
-7.00 -1.07
-2.56
WPR
Frm
0.85
-3.17
-4.84
-3.25 -0.63
-2.09
MW
Frm
-
-
-
- -
-
MW
Frm
0.78
0.88
-1.35
1.28 2.15
-0.81
MW
Frm
-
-
-
- -
-
MW
Frm
-2.07
-0.64
0.98
-1.36 -1.01
1.03
Cu
Frm
-
-
-
- -
-
W 1>
Frm
-1.91
-3.90
4.56
-3.74
4.16
-4.87 -1.65
-0.85
File: 16-013729-01 Version: 2016. l b
Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.
BL/TLER Date: 6/28/2016
Butler Manufacturing .: #1.601372901 Calculations Package Time: 01:15 PM
Page: 34 of 38
Horizontal
Load Reaction
(k) (k)
<W l
Frm
1.32
-1.19
-
-4.11
-5.24
0.0
-3.75
-5.67
1.64
-3.38
0.0
0.0
13.9
L
Frm
0.33
2.27
13.9
-
4.60
t
• -
4.81
-0.33
2.20
0.0--
.0.0-
9.2
E>
Frm
-0.41
-0.43
7.4
0.06
0.61
3.0
0.05
-0.67
-0.50
0.50
0.4
0.4
15.5
EG+
Frm
0.01
0.09
13.4
-
0.19
0.0
-
0.20
-0.01
0.09
2.9
2.9
0.0
<E
Frm
0.41
0.43
0.0
-0.06
-0.61
3.1
-0.05
0.67
0.50
-0.50
0.0
0.0
0.0
EG-
Frm
-0.01
-0.09
13.4
-
-0.19
3.0
-
-0:20
0.01
-0.09
0.0
0.0
13.9
WBI>
Brc
0.9
0.9
0.0
0.0
EG+
0.0
0.0
0.6
0.6 ,
<E
0.9
0.9
0.0
<WBI
Brc
0.0
0.0
0.6
0.6
WBI>
0.0
0.0
0.0
0.0
<WBI
0.0
0.0
0.0
WB3>
Brc
0.0
0.0
0.0
0.0
<W133
0.0
0.0
0.0
0.0
MWB
0.0
0.0
0.0
<W133
Brc
0.0
0.0
0.0
0.0
MWB
0.0
0.0
0.0
0.0
MWB
0.0
0.0
0.0
MWB
Brc
0.0.
0.0
0.0
0.0
<EB
0.0
0.0
0.0
0.0
MWB
Brc
MWB
Brc
'MWB
Brc
EB>
Brc
<EB
Brc
Gtm of Fnrrpc with Rpnetinnc ChPrk _ Frnminv
Load Type
Horizontal
Load Reaction
(k) (k)
Vertical
Load Reacti6n
k) k)
D
0.0
0.0
2.8
2.7
CG
0.0
0.0
2.2
2.2
L>
0.0
0.0
13.9
13.9
<L
0.0
0.0
13.9
13.9
ASLA
0.0
0.0
4.7
4.7
AASL
0.0--
.0.0-
9.2
9.2
W2>
3.6
3.6
7.4
7.4
<W2
3.0
3.0
9.5
9.5
WPL
0.4
0.4
15.5
15.5
WPR
0.2
0.2
13.4
13.4
MW
0.0
0.0.
0.0
0.0
MW
2.9
2.9
0.0
0.0
MW
0.0
0.0
0.0
'0.0
MW
3.1
3.1
0.0
0.0
CU
0.0
0.0
0.0
0.0
W1>
3.6
3.6
13.4
13.4
<WI
3.0
3.0
15.5
15.5
L
0.0
0.0
13.9
13.9
E>
0.9
0.9
0.0
0.0
EG+
0.0
0.0
0.6
0.6 ,
<E
0.9
0.9
0.0
0.0
EG-
0.0
0.0
0.6
0.6
WBI>
0.0
0.0
0.0
0.0
<WBI
0.0
0.0
0.0
0.0
WB3>
0.0
0.0
0.0
0.0
<W133
0.0
0.0
0.0
0.0
MWB
0.0
0.0
0.0
0.0
MWB
0.0
0.0
0.0
0.0
MWB
0.0
0.0
0.0
0.0
MWB
0.0
0.0
0.0
0.0
EB>
0.0.
0.0
0.0
0.0
<EB
0.0
0.0
0.0
0.0
Maximum Combined Reactions Summary with Factored Loads - Framing
Nnte• All reartinnc are hnced on I qt nrder ctnirtuml analvcic -
Z all Lu.
® C)
L11 Z
CL
b ® EL
m �
X -Loc
Grid
Hrz left
Load
Hrz Right
Load
Hrz In
Load
Hrz Out
Load'
Uplift
Vrt Down
Load
Mom cw
Load
Mom ecw
Load
(-Hx)
Case
(Hx)
Case
(-Hz)
Case
(Hz)
Case
(-Vy)
(Vy)
Case
(-Mzz)
Case
(Mzz)
Case
k
k
k
k
k
k
in -k
in -k
0/0/0
1-D
1.34
7
0.95
20
-
-
-
-
2.02
FCase
3.58
4
23/0/0
1-C
-
2.46
16
2.73
15
2.64
6.85
5
47/0/0
1-B
-
2.25
16
2.50
15
3.68
7.04
6
70/0/0
I -A
l.10
19
1.29
12
1.74
1 3.46
4
File: 16-013729-01 Version: 2016. I b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Bur�ER
Date: 6/28/2016
Butler Manufacturing #1601372901 Calculation p Time: 0 1: 15 PM
�� ~p BU�TY��� NI TY Page: 35 of 38
DIU
tff
Base Plate Summary APPROVED
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
age & pitch standards are based on ACI -318 Appendix D criteria for "cast -in- lace" anchor rods Min s ace = 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
1-D
1
0.375
8
13
No
4
0.750
5.0
5.0
Std
OS -0.1875
OS -0.1875
23/0/0
1-C
10
0.375
8
11
No
4
0.750
5.0
5.0
Std
OS -0.1875
OS -0.1875
47/0/0
1-B
11
0.375
8
ll
No
4
0.750
5.0
5.0
Std
OS -0.1875
OS -0.1875
70/0/0
1-A
9
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 Streneth Ratios
X -Loc
Maximum Shear Case
Maximum Tension Case
Maxim mComp Case
Maximum Bracing/WA Case
X -Loc
Shear
Axial
Load
Shear
Tension
Load
Shear
Comp
Load
Shear
Axial
Frame Shea
Load
in.)
(k)
k)
Case
k)
(k)
Case
(k)
k)
Case
k
(k)
k)
Case
0/0/0
1.36
-0.79
7
1.10
-1.97
15
0.60
3.60
4
N/A
0
2.000
0
23/0/0
2.71
-1.77
15
2.44
-2.55
16
0.07
6.97
5
23/0/0
0.117
15
0
47/0/0
2.46
-2.28
15
0.03
-3.64
17
0.08
7.19
6
5
0.082
5
0
70/0/0
1 1.30
0.49
12
1 0.93
1.69
16
0.56
3.43
4
0.074
6
0.115
0
Base Plate Connection Streneth 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
Bendin
Case
BearingCase
65.23
Tension
Case
Com
Case
Weld
Case
Weld
Case
0/0/0
0.059
7
0.051
15
N/A
0
2.000
0
0.031
4
0.074
15
0.058
4
0.046
4
0.048
15
23/0/0
0.117
15
0.066
16
S9
0
8.773
0
0.072
5
0.081
16
0.133
5
0.082
5
0.094
15
47/0/0
0.106
15
0.095
17
0.375
0
10.03
0
0.074
6
0.115
17
0.137
6
0.085
6
0.087
15
70/0/0
0.057
12
0.044
16
6
0
SP
0
0.030
4
0.064
16
0.055
4
0.043
4
0.041
16
Web Stiffener Su nmar
Mem.
Stiff.
Desc.
Loc.
Web Depth
h/t
a/h
a
Thick.
Width
Side
Welding
No.
No.
No.
(ft)
in.
in.
in.
in.)
in.)
in.)
in. ID Desc. in. ID Desc. in.
Description
2
l
S9
1.03
8.773
65.23
N/A
N/A
0.1875
2.000
Both
SP -BS -0. I 875,W -BS -0. 1250,F -OS -0. 1250
3
1
S2
9.95
9.691
72.05
N/A
N/A
0.1875
2.000
Both
F -OS -0. 1 250,W -OS -0. I 250,F -OS -0. 1250
7
1
S2
0.42
10.650
79.18
N/A
N/A
0.1875
2.000
Both
F -OS -0. 1250,W -OS -0. I 250,F -OS -0. 1250
8
1
S9
11.34
8.773
65.23
N/A
N/A
0.1875
2.000
Both
SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250
Bolted End -Plate Connections (Plate Fv = 55.00 ksi)
Moment Connections:
Outside Flange
Required Stren th
Design
End -Plate Dimensions
Bolt Outside Flange Inside Flan e
Mem.
It.
Type
Thick.
Width
Length
Diam.
Spec/Joint
Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches lst/2nd
No.
No.
Flange
in.
in.
in.
in.
k)
in. ID Desc. in. ID Desc. in.
1
2
KN(Top)
0.375
6.00
13.00
0.750
A325N/PT
3.00 11
Flush 2.50/2.50 ll
Flush 2.50/2.50
2
l
KN(Top)
0.375
6.00
13.00
0.750
A325N/PT
3.00 It
Flush 2.50 11
Flush 2.50
2
2
SP
0.375
6.00
10.00
0.750
A325N/PT
3.00 II
Flush 2.50 11
Flush 2.50
3
1
SP
0.375
6.00
10.00
0.750
A325N/PT
3.00 11
Flush 2.50 11
Flush 2.50
4
2
SP
0.375
6.00
10.05
0.750
A325N/PT
3.00 11
Flush 2.50 11
Flush 2.50
5
1
SP
0.375
6.00
10.03
0.750
A325N/PT
3.00 11
Flush 2.50 II
Flush 2.50
5
2
SP
0.375
6.00
10.00
0.750
A325N/PT
3.00 ll
Flush 2.50 II
Flush 2.50
6
1
SP
0.375
6.00
10.01
0.750
A325N/PT
3.00 11
Flush 2.50 11
Flush 2.50
7
2
SP
0.375
6.00
10.01
0.750
A325N/PT
3.00 11
Flush 2.50 Il
Flush 2.50
8
1
SP
0.375
6.00
10.00
0.750
A325N/PT
3.00 11
Flush 2.50 11
Flush 2.50
8
2
KN(Top)
0.375
6.00
13.00
0.750
A325N/PT
3.00 12
Flush 2.00 12
Flush 2.00
9
2
KN(Top)
0.375
6.00
13.00
0.750
A325N/PT
3.00 12
Flush 2.00/2.00 12
Flush 2.00/2.00
10
2
CP
0.375
6.00
11.00
0.500
A325/-
3.00 11
Flush 3.00 11
Flush 3.00
11
2
CP
0.375
6.00
11.00
0.500
A325/-
3.00 11
Flush 3.00 ll
Flush 3.00
Moment Connections:
Outside Flange
Required Stren th
Design
Strength Ratios *
Mem.
A.
Ld
Axial
Shear
Moment
Bolt
Bolt
Plate
Shear
Shear
Bearing
Flange
Web
No.
No.
Cs
k)
k)
in -k)
Proc.
Tension
Shear
Bending
Yielding
Rupture
Tearin
Weld
Weld
1
2
34
-2.0
1.0
205.3
AISC DG-16/Thin plate
0.586
0.020
0.945
0.000
0.000
0.032
0.719
0.516
2
1
34
-2.0
1.0
205.3
AISC DG-16/Thin plate
0.586
0.020
0.945
0.000
0.000
0.032
0.719
0.516
2
2
18
1.2
0.2
42.5
AISC DG-16/Thin plate
0.206
0.004
0.333
0.000
0.000
0.006
0.516
0.516
3
l
18
1.2
0.2
42.5
AISC DG- 16/fhin plate
0.206
0.004
0.333
0.000
0.000
0.006
0.516
0.516
4
2
5
-0.5
2.9
107.0
AISC DG-16/Thin plate
0.446
0.058
0.721
0.000
0.000
0.094
0.516
0.516
5
l
5
-0.5
2.9
107.0
AISC DG-16/fhin plate
0.446
0.058
0.721
0.000
0.000
0.09
0.516
0.516
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
�'"eurc.ER
Date: 6/28/2016
Butler Manufacturing#1601372901 Calculations Package Time: O1:15 PM
..�...�_...M...,�_... Page: 36 of 38
zC
Y,UJ
5
00
m
0
Cfl
Inside large
5
2
17
Mem.,
1.3
Ld
0.2
'
41.8
AISC DG- I6/rhin plate
0.204
0.004
0.329
0.000
0.000
0.006
0.516
0.516
No.
6
1
17
in -k
1.3
Tension
0.2
Bending
41.8
AISC DG- I6/I'hin plate
0.204
0.004
0.329
0.000
0.000
0.006
0.516
0.516
179.4
7
2
15
0.899
0.3
0.000
0.6
0.719
41.9
AISC DG- I6/I'hin plate
0.186
0.012
0.301
0.000
0.000
0.020
0.516
0.516
0.899
8
1
15
0.719
0.3
2
0.6
4
41.9
AISC DG- I6/I'hin plate
0.186
0.012
0.301
0.000
0.000
0.020
0.516
0.516
0.516
8
2
33
4
-2.1
0.0
1.3
AISC DG- 16/rhin plate
229.3
AISC DG-16/rhin plate
0.364
0.017
0.904
0.000
0.000
0.018
0.637
0.516
18
9
2
33
AISC DG-16/7hin plate
-2.1
0.012
1.3
0.000
229.3
AISC DG-16/rhin slate
0.364
0.017
0.904
0.000
0.000
0.018
0.637
0.516
zC
Y,UJ
5
00
m
0
Cfl
Inside large
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
Yieldin
Rupture
Tearing
Weld
Weld
1
2
35
0.8
0.9
179.4
AISC DG- 16/rhin plate
0.558
0.017
0.899
0.000
0.000
0.028
0.719
0.516
2
1
35
0.8
0.9
179.4
AISC DG- 16/rhin plate
0.558
0.017
0.899
0.000
0.000
0.028
0.719
0.516
2
2
4
-0.6
0.0
92.3
AISC DG- I6/I'hin plate
0.385
0.000
0.622
0.000
0.000
0.001
0.516
0.516
3
1
4
-0.6
0.0
92.3
AISC DG- 16/rhin plate
0.385
0.000
0.622
0.000
0.000
0.001
0.516
0.516
4
2
18
1.5
0.6
42.0
AISC DG-16/7hin plate
0.207
0.012
0.335
0.000
0.000
0.020
0.516
0.516
5
1
18
1.5
0.6
42.0
AISC DG-16rrhin plate
0.207
0.012
0.335
0.000
0.000
0.020
0.516
0.516
5
2
3
0.0
0.0
105.8
AISC DG-16rrhin plate
0.454
0.000
0.734
0.000
0.000
0.000
0.516
0.516
6
l
3
0.0
0.0
105.8
AISC DG-16/rhin plate
0.454
0.000
0.734
0.000
0.000
0.000
0.516
0.516
7
2
4
-0.6
0.2
93.6
AISC DG- I6/I'hin plate
0.391
0.003
0.631
0.000
0.000
0.005
0.516
0.516
8
1
4
-0.6
0.2
93.6
AISC DG-16/Thin plate
0.391
0.003
0.631
0.000
0.000
0.005
0.516
0.516
8
2
36
1.0
1.1
206.1
AISC DG- I6/I'hin plate
0.355
0.015
0.884
0.000
0.000
0.016
0.623
0.516
9
2
36
1.01
1.11
206.1
AISC DG-16/Thin plate
0.3551
0.0151
0.8841
0.0001
0.00d
0.0161
0.6231
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)
Pinnad Vnnnartinnc-
Ala.,.,a Rrarn C.,mmor.,
Member
Maximum Shear Case
Maximum Tension Case
Stren th Ratios
Axial Load per FB k
Load Case
Design Note
Axial
Shear
Ld
Axial
Shear
Bolt
Bolt
Bolt
Plate
Flange
Flange
Flange
Web
o.Cs
4
0/7/10
k)
k)
Cs
k)
k)
Tension
Shear
V+T
Bendin
Yieldin
Bearin
Weld
Weld
IMm.MR.Ld
015
16/l/0
GFB2037
2.0
2.7
16
2.
2.1
0.075
0.129
0.00
0.077
0.054
0.097
0.102
0.101
I15
0.000
1
2.5
2.5
17
3.6
0.2
0.114
0.118
0.00
0.117
0.082
0.089
0.105
0.092
Ala.,.,a Rrarn C.,mmor.,
Member
From Member Joint I
From Side Point 1
Part
Axial Load per FB k
Load Case
Design Note
2
3/10/3
20/7/0
GFB2037
0.154
12
Bolt Shear
3
6/0/0
6/1/0
GFB2036
0.122
5
Moment
4
0/7/10
1/1/0
GFB2036
0.270
5
Bearing
5
1/0/4
1/1/0
GFB2033
0.148
5
Std
6
6/0/4
16/l/0
GFB2037
0.072
5
GFB
6
11/0/4
21/l/0
GFB2043
0.260
6
Flexure
7
4/3n
26/l/0
GFB2040
0.000
1
0.068
8
3/11/6
36/1/0
GFB2037
0.130
15
2.47
8
8/5/13
40/7/7
GFB2037
0.177
14
32.1
Tnn nV Pnet G,m,n-
X-Loc
Grid
Top
Conn.
Condition
Fig Mn
Rb Allow
Comp
FB Force
FB Angle
Min
FB Typ
Purlin
Bolt Shear
FB/WSF
Shear
Mom -x
Reaction
Force
Moment
Shear
Depth
RI
R2
Purlin
Vr
Bearing
Mry
Bearing
23/0/0
1-C
2.70
1.09
Std
46.23
3.06
N
1.02
29.45
0.068
GFB
2.86
5.30
3.07
k
in -k
in -k
Flexure
1
16.35
N
0.23
29.4
0.068
GFB
2.86
5.30
3.07
47/0/0
I -B
2.47
0.99
Std
46.23
2.89
N
0.93
32.1
0.079
GFB
3.32
5.30
3.07
17.0
0.08
2
0.47
N
0.23
30.65
0.068
GFB
2.86
5.30
3.07
Frames n"ian Mamhar %imm- - Cnnt-11ina Lnad Caca and M-imnm Cnmhinad Rtraeeae nor Man,har 11-entinne ara from Inint 1 1
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
Controlling Cases
Require Strength
Available Strength
Strengqth Ratios
Axial
Axial
Shear
Mom -x
Mom -y
Axial
Shear
Mom -x
Mom -y
Axial
Mem.
Loc.
Depth
+
Shear
Pr
Vr
Mrx
Mry
Pc
VC
Mcx
Mcy
I
+
Shear
No.
ft
in.
Flexure
k
k
in -k
in -k
k
k
in -k
in -k
Flexure
1
16.35
12.0
4
-3.6
-119.2
0.0
15.3
197.0
55.40.77
1
0.00
12.0
7
1.3
17.0
0.08
2
0.47
9.0c
15
0.4
123.5
0.0
83.1
169.5
39.0
0.73
2
0.47
9.0
4
2.9
20.9
0.14
3
9.98
10.0
5
0.1
-180.9
0.0
87.6
183.6
39.0
0.99
3
9.98
10.0
5
-3.4
20.3
0.17
4
0.00
10.0
5
-0.6
-180.9
0.0
40.6
183.6
39.0
0.99
4
0.00
10.0
5
3.4
20.3
0.17
5
0.99
9.0
5
-0.0
-72.9
0.0
13.
98.6
39.0
0.74
5
0.04
9.0
5
2.9
20.9
0.14
File: 16-013729-01 Version: 2016.1 b
Butler Manufacturing, a division of BlueScope Buildings North America, Inc.
'Mem.
No.
Loc.
ft
'Lx
in.
s=
Lb
in.
Ag
in.2
Afn
in.2
Ixx
in.4-
lyy:
in.4
. Sx
in.3
•Sy
in.3
ZX
in.3
Zy
in.3
J
in.4
Cw
in.6 .
'Cb
Rpg
Rpc
Qs
Qa
1
•16.35
196.15
196.1
196.1
3.44
0.94
83.02
'3.91
13.84
1.56,
15.62
2.40
0.03
136.35
1.65
1.00
1.13
0.8
1.00
2
0.47
256.72
9.7
• 9.7
2.52
0.67
•33.89
2.80
Date: 6/28/2016
Butler ManulwWrIrMr
8.53
1.72
#1601372901 +Calculations Package
55.09
1.00
1.00
Time:01:15 PM
. ..,,.....,�.......a„_._.
1.00
3
9.98
..
60.0
60.0
2.65
0.67
,. 43.06
• • ;y -.r
8.61
1.12
9.82
�
- �
68.23
1.29
1.00
Page: 37 of 38
0.65
6
12.11
11.0
24.09
6
60.0
2.65
-0.5
, `
2.80
-199.5
0.0
- 9.82
13.0
0.0
68.23
197.6
1.00
39.0
1.03
0.83
5,
0.99
6
. 12.11
11.0
2.52
0.67
6
2.80
•7.53
1.1
-3.5
1.72
0.02
55.09
1.29
1.00
18.3
0.67
1.00
6
d2.11
0.19
180.0
`
7
0.00
11.0
2.80
6
1.1211.18
0.2
'' + 0.02
82.77
-199.5
0.0
1.15
92.0
1.00
4-7
197.6
k
39.0
1.01
2.79
0.67.
; 53.55
7.
0.00.
1 LO
_
1.73
6
82.77
2.39
1.00
3.5
0.62
1.00
8'
, 11.43
256.68
18.3
35.3
2.52
0.67
33.89
0.19
7.53
1.12
8
11.43
9.0
55.09
21
1.00
1.13
-0.8
,,
-
9
142.3
0.0
+
38.2
3.44
0.94
169.5
3.91
39.0
0.85
15.62
2.40
'+
8
11.43
- 9.0
1.13
0.84
4
10 .
9.23
221.40
-2.8
126.5
u
0.67
43.06
2.80
20.9
• 1:12
9.82
1.73
0.02
0.13
1.22
1.00
9,
14.68
12.00.
11 ^
21 : '
150.1
-2.7
.
0.67
-150.2
0.0
8.611
19.0
9.821
1.731
227.8
68.231
55.4
0.73
.1.141
0.651
1.00
9
0.00
12.00
12
1.3
e.
17.0
0.08
10
; 9.23
10.00
15
1.8
"
-151.3
'0.0
87.6
183.6
39.0
0.83
10 .
0.00
' 10.0
-15
-2.7
',
20.3
.0.13
I
8.37
10.00
15
2.3
-125.3
0.0
87.6
y
138.0
'+
39.0
0.92
• -
11 •
0.00
10.0
15
-2.5
20.3
0.12
1. = Parameters Used
for Axial and
Flexural Design
'Mem.
No.
Loc.
ft
'Lx
in.
s=
Lb
in.
Ag
in.2
Afn
in.2
Ixx
in.4-
lyy:
in.4
. Sx
in.3
•Sy
in.3
ZX
in.3
Zy
in.3
J
in.4
'Mem.
No.
Loc.
ft
'Lx
in.
Ly/Lt
in.
Lb
in.
Ag
in.2
Afn
in.2
Ixx
in.4-
lyy:
in.4
. Sx
in.3
•Sy
in.3
ZX
in.3
Zy
in.3
J
in.4
Cw
in.6 .
'Cb
Rpg
Rpc
Qs
Qa
1
•16.35
196.15
196.1
196.1
3.44
0.94
83.02
'3.91
13.84
1.56,
15.62
2.40
0.03
136.35
1.65
1.00
1.13
0.8
1.00
2
0.47
256.72
9.7
• 9.7
2.52
0.67
•33.89
2.80
'7.53
1.1
8.53
1.72
0.0
55.09
1.00
1.00
1.13
0.67
1.00
3
9.98
256.72
60.0
60.0
2.65
0.67
,. 43.06
2.80
8.61
1.12
9.82
1.73
0.02
68.23
1.29
1.00
1.14
0.65
1.00
4
0.00
24.09
60.
60.0
2.65
_0.67
43.06
2.80
•8.61
-,1.1
- 9.82
1.73
0.0
68.23
1.29
1.00
1.14
0.65
0.83
5,
0.99
265.05
180.0
180.0
2.52
0.67
33.89.
2.80
•7.53
1.1
8.53
1.72
0.02
55.09
1.29
1.00
1.13
0.67
1.00
6
d2.11
265.05
180.0
• 180.0
2.79
0.67
53.55
2.80
9.74
1.1211.18
1.73
'' + 0.02
82.77
2.38
1.00
1.15
0.62
1.00
4-7
0.00
256.68
180.0
180.0
2.79
0.67.
; 53.55
2.80
9.74
1.12
11.18
1.73
0.02
82.77
2.39
1.00
1.15
0.62
1.00
8'
, 11.43
256.68
;. 35.3
35.3
2.52
0.67
33.89
' 2.80
7.53
1.12
8.53
1.72
0.02
55.09
1.25
1.00
1.13
0.67
0.86
9
14.68
176.15
176.1
176.1
3.44
0.94
83.02
3.91
13.84
1.56
15.62
2.40
0.03
136.35
1.58
1.00
1.13
0.84
0.99
10 .
9.23
221.40
126.5
126.5
2.65
0.67
43.06
2.80
8.61
• 1:12
9.82
1.73
0.02
68.23
1.22
1.00
1.14
0.65
1.00
11 ^
8.371200.951
150.1
150.01
2.651
0.67
.43.061
2.801
8.611
LIA
9.821
1.731
0.021
68.231
1.191
1.00
.1.141
0.651
1.00
Deflection Load Combinations - Framin
J
No.
Description
Ori in
Factor
Def H
Def V
Load Case Description
A lication
Descri tion
1'
System -
1.000 •
0
180
LO L
. 3 ,r
L
2
System
1.000
60
180
0.42 W l>
r 1, ; <
I>
' 3.
System
1.000
60
.180
0.42 <W 1
BUTTE COUNTY
,
<W 1
4
- System
1.000
60
180
0.42 W2>
W2>
5
System
1.000
60
180
0.42<W2. -..
BUILDING DIVISION'
<W2
6
System
• 1.000
60
180
0.42 WPL-- . ,. v
WPL
7
System
1.000
60
180
0.42 WPR •
®V ®
WPR
8
System
1.000
10
0
1.0 E> + 1.0 EG-
E> + EG- '
9
System
1.000
10
0
1.0 <E + 1.0 EG- .
<E + EG-
G-
cry+fir'-:. �• . +, ,
Desai tion Ratio
Deflection in.
Member
ControllingFrame Deflection Ratios for Cross Section: 1
Load Case
Load Case Description
Max. Horizontal Deflection (8/132)
1.360.
9
2
cry+fir'-:. �• . +, ,
Desai tion Ratio
Deflection in.
Member
i Joint "
Load Case
Load Case Description
Max. Horizontal Deflection (8/132)
1.360.
9
2
s 2"'
WI>
Max. Vertical Deflection for Span 1 (01049)
-0.249
. 3 ,r
' 1 .
,t , l
L
Max. Vertical Deflection for Span 2 (L/1087)
0 265
6
1 '
r 1, ; <
L
Max. Vertical Deflection for Span 3 0976)
0.268
8 • _
1
2
W 1>
r * 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): 6.520 (k/in) +
Fundamental Period (calculated) (T): 1.019 (sec.)
. .. z" **.; ,y r N� r"' + '.'.,gyp., . ^#,� ,�* a«; *�' . a , ?n. s .� „.� A ,... b".;ti'":- o- ."i" '=� ,a' � '�' a• ,:,'� `&(•; �'•?s �t.::a: ' < +�. «� „+-.'.
File:16-013729-01 , Version: 2016. 1 b A_
Butler Manufacturitig, a division of BlueScope Buildings North America Inc.,
BL/TLER. - , ,
Date: 6/28/2016
#1601372901 Calculations Package Time: 01: 15 PM
...... Page: 38 of 38
Covering = Suunmar:3$Re ort
Shape: Spare Parts Expansion
.Pane[ nafa - ..
Faefen � nafa ..
Wall/Roof
Wall/Roof
I Type
Thickness
Finish '
Color
Direction
Gable Dir Max- Len h
Wall: 1
Torx CMC SB; CMC SDS
Wall: 1
Butlerib II Punched
26
Butler -Cote
Cool Birch White ;
Left to Right
Left to Right . 41/0/0
Stitch
Wall- 2'
Butlerib II Punched
26
Butler -Cote
Cool Birch White
Left to Right ..
Left to Right 41/0/0
SB, SDS Stitch
Standard Option
Wall: 3
Open
No
Not exposed,to wind
Stitch, .
Wall: 4
Butlerib lI Punched
26
Butler -Cote
Cool Birch White
Left to Right
Left to Right 41/0/0
Roof: A
Butlerib II Punched
26
AIZn
Plain AIZn
System Generated
Nor Applicable 40/0/0
None
No
Roof: B
Butlerib II Punched
26
AIZn
Plain AIZn
System Generated
Not Applicable 40/0/0
Faefen � nafa ..
Wall/Roof
Typ6
Length
ISpacing,.
Washers
Insul. Block
Mod. Ctrl.
Ice Damming
Wall: 1
Torx CMC SB; CMC SDS
SB, SDS Stitch
Standard Option
Yes
None
No
No
Stitch
Wall: 2
Torx CMC SB, CMC SDS
SB, SDS Stitch
Standard Option
Yes
None
No
No
Stitch, .
Wall: 3
Not Applicable
Wall: 4
Torx CMC SB, CMC SDS
SB, SDS Stitch
Standard Option
Yes '
None
No
No
Stitch
Roof. A
Hex CS SB, CS SDM Stitch
SB, SDM Stitch
Standard Option
Yes
None'
No
No
Roof: B
Hex CS SB, CS SDM Stitch
- SB, SDM Stitch
Standard Option
Yes
None
No
No