HomeMy WebLinkAboutB16-1113 040-200-091C-u.�a (1).54'-9Rg 15 k Roof F raming Plan L _�
(2). Roof Sheetin Connectin to Z-Rin Connect to Rafter
g g g�
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Eiuuilll Nil !6 .. (2). 54'-9Rg Roof Sheeting Connecting to Sidewall to Roof Framing System
i
. - 16g.eave clip
<e _
after 1/2" bolt connect to
bracket, bracket 3/8" bolt
connect to sidewall/stiffener Top of Stiffener together with sidewall
3/8" bolt connect to rafter bracket
Roof sheet 5/16" bolt connect to
eave clip and eave clip 3/8" Bolt
• connect to sidewall
.. o0
o0
REVIEWED QpOFEsS/o,�
URgp
FOR CODE COMPLIANCE0.
i
6114 rn
SEP o u 2010 BUTTE COUNTY :12/31/17
BUILDING DIVISION * �s'�ucTVAP�a•*
INTERwEST
CONSULTINr rPnl IP APPROVED ED FOFCAl1FOQ j
08/31/2016
54'-9Rg Roof Framing to Bin Wall Connection
AVE CLIP
43
BUTTE COUNTY
BUILDING DIVISION
APPROVE
i
E v E -WEE
I
QpOFESS/p i
FOR CODE COMPLIANCE
SLP 200
0. 6114 m
:12/31/17 7D 1
*
INTERWEST.
P�
r��CTUAOP�\P
CONSULTING (7—PbuP.
�
F CALF E
08/31/2016
i
�3
DETAIL A: RINGS 1-2
Ring 1 Stiffener Ring I
thickness = .072" wall thickness = .046"
Rings 1 & 2 Horizontal Seam
Stiffener Splice- .i 24 - 3/8" Gd. 8 bolts
thickness = .065" per sheet @ 4-11/16" spacing
Ring 2 (& 3) Stiffener Rina 2
thickness = .065" dj wall thickness = .046"
No
DETAIL D: RINGS 7-8
DETAIL B: RINGS 3-4
Ring 3 (& 2) Stiffener Rina 3
thickness = .065" wall thickness = .046"
1 t
Rings 3 & 4 Horizontal Seam
Stiffener Splice/24 - 3/8" Gd. 8 bolts
thickness = .065' per sheet @ 4-11/16" spacing
Ring 4 (L 5) Stiffener Rim 4
thickness = .065' wall thickness = .046"
Rina 7 (8E 6) Stiffener Ring 77
thickness = .102" /wall thickness = .065"
Rings 7 & 8 Horizontal Seam
Stiffener Splice �24 - 3/8" Gd. 8 bolts
thickness = .102" - per sheet @ 4-11/16" spacing
Rina 8 (L 9) Stiffener Ring 8
thickness = .102" wall thickness = .065"
thickness = .165"
Connect with
7 - 3/8" Gd. 8 bolts
@ 2" spacing.
Bottom 5 bolt
through stiffener
DETAIL F: Stiffener to Rafter
DETAIL C: RINGS 5-6
Rina 5 (8E 4) StiffenerRing 5
thickness = .065" wall thickness = .053"
Rinas 5 & 6 Horizontal Seam
Stiffener Splice /24 - 3/8" Gd. 8 bolts
thickness = .102" per sheet @ 4-11/16" spacing
Ring 6 (8 7) Stiffener Rina 6
thickness = .102" wall thickness = .065"
DETAIL E: RING 9
Rina 9 (& 81 Stiffener
thickness = .102"
Stiffener Stub
thickness = .165\
weld around
arrow side
face
Stiffener Profile
'
REVIEWED
FOR CODE COMPLIANCE
SEP 0 8 2016
INTERWEST
RincL CONSULTIMP rzQ05 IP
wall thickness =.072"
Stiffener Base Plate
thickness = .625"
BUTTE COUNTY
BUILDING DIVISION
APPROVED
08/31/2016
moo (7.) Detail of wall section and
N moo connection.
c�
N
°3.438" (8•) Detail of stiffener section and
a� ° connection at bin wall and at roof.
� 8.75"
N o
Q U SUKUP MFG. CO. DRAWN BY J LT °"'E 08/25/201 t
3
uku SUKUP PARKWAY TR`E 54'- 9 Ring Commercial Bin
S~ PCHFFF/F/ l-) /A .5n475 DESCRIPTION
BUILDING DIVISION
APPROVED
o
FOR CODE COMPLIANC
SEP 0 0 2016
INTERWEST
CONSUI_Tirtir �►�.•,,�,
BOTTOM
o
STIFFENER
QAOFE6S/p�
UE'L4p
Z
o. 6114 m
/17 'D
o
OF CAI�F�
b8/31/2016
0
v
i
BC5205
BS52082
0
0
Department of Development Services
r'
Tim Snellings, Director
Pete Calarco, Assistant Director
ounty 7 County Center Drive T: 530.538.7601 Buttecoun .net/dds
DEVELOPMENT SERVICES Oroville, California 95965 F: 530.538.7785
PLAN CHECK SQUARE FOOTAGE VERIFICATION
Permit Number: B16-1113
Owner's Name: R & R DURHAM LLC
Assessor's Parcel Number: 040-200-091
Date of Application: 5/24/2016'
Square Footage Verification '
' E
• ><vuig rea
At Application:
2000
Change To:
Garage Area
0
overe Are a--
Open
.0
111 CA
No Change:
NOTVq-
Verified By: Date: 6//-�
(Plan Check Signature)
Confirmed TRAKiT
Updated by:. Date:
REVIEV Wim,
FoR cooE coNAP1.;=
j
SEP 0 3 20$0
. f MAY 2 u 216
1
. INTERWE: vONSU TItiI�la ,@®ll�
CONSUITl.nss- _....�.
BUTTE
COUNTY
111ECO E9 E®W 7
MAY 24 2016 U.S. DEPARTMENT OF HOMELAND SECURITY MAY 2 6 2016
FEDERAL EMERGENCY MANAGEMENT AGENCY
National Flood Insurance Program IN'rER BEST
DEVELOPMENT ELEVATION CERTIFICATE ra�,
SERVICES�oMl3�controlNumber.�i66c
06-i»3 IMPORTANT: FOLLOW THE INSTRUCTIONS ON PAGES 8-15 Ezpirafi8_K 11%31
Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner.
SECTION A - PROPERTY INFORMATION
FOR INSURANCE COMPANY USE
Al. Building Owner's Name
R &R Durham LLC
Policy Number:
A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and
w
Box No.
Company NAIC
v
2379 Durham Dayton Highway
Number:
}
City Durham
State CA
Zip Code 9593
z OZ
A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
a- J
APN 040-200-059
ul �.5
A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Grain Silo
- WU
A5. Latitude/Longitude: Lat. 39038'37.90 Long. -121°47'51.74" Horizontal Datum: NAD 1927 �� AD 1983 POW
Ov
A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance.
O
u
A7. Building Diagram Number 1 B
m
A8. For a building with a crawlspace'or enclosure(s): A9. For a building with an attached garage: u/
� -
a¢ FQ
a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage
N/A a sq ft
b) Number of permanent flood openings in the b) Number of permanent flood openings
crawlspace or enclosure(s) within 1.0 foot in the attached garage within 1.0
foot
above adjacent grade N/A above adjacent grade �N/A,
-
s,
c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings
in A9.b N/A sq in
d) Engineered flood openings? (j Yes •i o d) Engineered flood openings?
(')Yes . (@No
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
B1. NFIP Community Name & Community Number
B2. County Name
B3. State
Butte County 060017
Butte
CA
B4. Map/Panel Number
B5. Suffix
B6. FIRM Index Date
B7. FIRM Panel Effective/
B8. Flood Zone(s)
B9. Base Flood Elevation(s)
06007CO520
E
1-6-11
Revised Date
AE
(Zone AO, use base flood
depth
1-6-11
161.1
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in ItemF139'
r
FIS Profile F? FIRMCommunity Determined (jOther/Source: -
611.Indicate elevation datum used for BFE in Item 69: NGVD 1929NAVD 1988 Other/Source:
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? (J Yes No
Designation Date: CJ CBRS OPA
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
Cl. Building elevations are based on:•� onstruction Drawings" Q Building Under Construction* )Finished Construction
A new Elevation Certificate will be required when construction of the building is complete.
C2. Elevations: Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30,
AR/AH, AR/AO. Complete
Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters.
Benchmark Utilized: KS 1132 Vertical Datum: NAVD 1988
Indicate elevation datum used for the elevations in items a) through h) below. NGVD 1929 0 NAVD 1988
Q Other/Source:
Datum used for building elevations must be the same as that used for the BFE.
Check'th'el measurement used.
a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 161 1
(&feet ! j meters
b) Top of the next higher floor - 163 1
efeet r J meters
c) Bottom of the lowest horizontal structural member (V Zones only) N/A
()feet meters
d) Attached garage (top of slab) N/A
feet meters
e) Lowest elevation of machinery or equipment servicing the building N/A
(Describe type of equipment and location in Comments)
C)feetr J meters
f) Lowest adjacent (finished) grade next to building (LAG) 159 0
7j) feet (J meters
g) Highest adjacent (finished) grade next to building (HAG) 159 0
}feet C meters
h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A
structural support
()feet meters
FEMA Form 086-0-33 (7/15) Replaces all previous editions. Page 3 of 15
4
PV
ELEVATION CERTIFICATE, page 2
OMB Control Number: 1660-0008 .
Expiration: 11/30/2018
IMPORTANT: In these spaces, copy the corresponding information from Section A.
FOR INSURANCE COMPANY USE
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.
2379 Durham Dayton Highway
Policy Number:
city Durham State CA Zip Code 95938
Company NAIC,
Number:
SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify
that the.,information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be
punishable by fine or imprisonment under 18 U. S. Code, Section 1001.
Were latitude and longitude in Section A
Check here if attachments. provided by a licensed land surveyor? SAND S
i Yes Q No
^ ._ •
L'
Certifier's'Name License Number ��?� ��GL0�G��
Herbert _L. Votaw LS 8043
Title Company Name ()'
Principal Surveyor Rolls, Anderson & Rolls *
N0. 8043
Address City State Zip Code
115 Yellowstone Drive Chico CA 95973 U.J2
of Ca\\�0�
Sig ature Date Telephone
Q f,Q * 05/23/2016 (530) 895-1422 S -Z3 — 1(,o
Copy all pages of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner.
Comments (including.type of equipment and location, per C2(e), if applicable)
This flood elevation certificate is for the construction of a grain silo. See the attached plat for an approximate grain silo location
and cross section.
Signature ..I ( Date 05/23-2016
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete
Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters.
E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the
highest adjacent grade (HAG) and the lowest adjacent grade (LAG).
a) Top of bottom floor (including basement, crawlspace, above or below the HAG.
(J feet Qmeters E] above
or enclosure) is
b) Top of bottom floor (including basement, crawlspace, (J feet [jmeters above or ❑below the LAG.
or enclosure) is
E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next
higher floor (elevation C2.b in the diagrams) of the building is (—)feet (j—meters ❑ above or ❑ below the HAG. ,
E3. Attached garage (top of slab) is (jfeet [J meters ❑ above or ❑ below the HAG.
E4. Top of platform of machinery and /or equipment
servicing the building is Qfeet<J meters ❑ above or EJbelow the HAG.
E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain
management ordinance? tJYes No Unknown. The local official must certify this'information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or
community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of,my knowledge.
Property Owner or Owner's Authorized Representative's Name
Address City State ZIP Code
Signature Date Telephone
Comments
❑ Check here if attachments.
FEMA Form 086-0-33 (7/15)
Replaces all previous editions.
Page 4 of 15
Butte County Department of Development Services
euTrF PERMIT CENTER FORM NO
• 7 County Center Drive, Oroville, CA 95965
�_ •
Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax(530)538-7785 DPC-01
•coUNty.
CCESSIBILTY UPGRADE WORKSHEET
Job Address '� 3 74 0( nc. aha,,,,. (i c.-, 4on N w-, Date `9- I Z-1 b
Project Name S; 1" i�Z Permit Number B
Applicant_ VO.Ag11c. �e.rMs _T„ Owner V4,,_ I/, JLr. "
1. Construction Cost: $ 2 O cd, U S if a. Ground floor $ 2_20 00 J
b. Basement $ c. Other floors ( ) $
2. Construction Cost on the same path of travel during the previous three years: $
3. Total Construction Cost (add amounts in 1 and 2 above): $
2oiw
4. Current Valuation Threshold (Effective January 20+2): $ 436-866-®8 'k:6ot 2,24 DD
SELECT YOUR APPLICABLE ACCESSIBILITY UPGRADE COMPLIANCE OBLIGATION
❑ This alteration consists solely of accessibility upgrades and is limited to its specific scope of work.
�❑ The existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking
fountains (if any), parking, storage and alarms that serve the area of alteration currently comply with all accessibility provisions as
for new buildings.
The total Construction Cost (item 3 above) exceeds the current valuation threshold and the alteration occurs on the ground floor.
I will upgrade the existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or
drinking fountains (if any), parking, storage and alarms that serve the area of alteration to comply with all accessibility provisions
as for new buildings.
❑ The total Construction Cost (item 3 above) does not exceed the Current Valuation Threshold (item 4 above) or the alteration
occurs on a floor other than the ground floor.
I will upgrade the existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or
drinking fountains (if any), parking, storage and alarms that serve the area of alteration, as applicable, to comply with all
accessibility provisions as for new buildings.
❑ The total Construction Cost (item 3 above) does not exceed the Current Valuation Threshold (item 4 above) or the alteration
occurs on a floor other than the ground floor and providing compliance with all accessibility provisions as for new buildings would
create an unreasonable hardship.
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�pe 0, 1e Eftlat until all 6 categories have been completed
in order. COR CODE COMPLIANCF
ar-P 0 8 2016 • _'tom �_; �� ;
K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC-�Y 2 6 2g16 r
01_Accessibilty_Upgrade_Worksheet _11.26.12_reV4 .7) Q�4K doc
CONSII�a$etfj?P 3t;RnUP (;O"'SULINTEWEST
1CA
0
0
•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 Acrassihility Ltnornrtp Wnrkshppt
•
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:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC-
01 _Accessibi lty_Upgrade_W orksheet_ 11.26.12_rev'd_3.7.2014_AKM.doc
Page 2 of 3
•
•
•
CATEGORY
COSTS
3
RESTROOMS SERVING ALTERED AREA
Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial
❑
A. Enlarge restroom
$
❑
B. Enlarge door(s)
❑
C. Strike side clearance
❑
D.Door symbols
❑
E. Signs and identification (Braille)
❑
F: Replacement or relocation of fixture (specify)
1.
2.
3.
4.
G. Replacement or relocation of accessories (specify)
❑
1.
2.
3.
4.
H. Grab bars (bars and backing)
❑
❑
1. 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 & loading/unloading aisle
❑
C. Paint the border of loading/unloading aisle blue
❑
D. Other
Subtotal
$
TOTAL
$
K:\NEW_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 3 of 3
r
utte' o n y orDepartment N
Fire Prevention. Bureau
176 Nelson Avenue Oroville, CA 95965 .�
Office (530) 538-7888 Fax (530) 538-2105 �+ i r o A N a
www.buttecounty.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 business, please provide
the following information:
-PART I — Building Information
Business Name: R `� (_ o L L C
Business Address: a, . 2
Number of Buildings:__J_Type of Construction: ala,,., S : to Square footage: ,e,
PART II - Questionnaire
1. Will you store or handle an aggregate quantity aerosol products in excess of 500 lbs.?
2. Will you install or operate a stationary lead -acid battery system more than 100 gallons?
3. Will you produce dust or loose combustible fibers in excess of 100 cubic feet?
4. Will you be storing more than 2500 cubic feet of combustible materials (boxes, rubber)?
5. Will you store, handle or use compressed gases? (Table 105.6.8)
6. Will you produce, store or handle cryogens? (Table 105.6.10)
7. Will you engage in the business of dry cleaning?
8. Will you conduct an operation which produces combustible dusts (i.e. flour, magnesium)
9. Will you have any explosives or blasting agents?
10. Will you store, handle, use or dispense flammable or combustible liquids?
11. Will you store, transport on site, dispense, use or handle hazardous materials? (Table 105.6.20)
12. Will you have over 500 square feet of high -piled combustible storage? (>12 feet)
13. Will you store, handle or use liquefied petroleum gases? (LPG)
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?
1 of 3
MAY 2 6 2916
INTEPCWEST
SIJLTIN-07 G,19
Yes No
[ ] I -A l
-YES
NO
16. Will you manufacture more than 1 gallon of organic coating -per day?
17. Will you operate an industrial bakinq or drying oven?
18. Will you operate a place of assembly (Drinking, Dining, Gathering) for more than 50 people?
19. Will you store or handle radioactive materials?
20. Will you have a refrigeration system with >220 lbs. Group Al or >30 pounds of any other refrigerant?
21. Will you operate a repair garage for servicing or repairing automobiles?
22. Will you be conducting hot work? (welding, cutting or use flame producing devices or torches) [ J
[x ]
23. Will you apply flammable or combustible liquids? (Spray booth, Dip tank, Powder Coating, Rolling)
24. Will you store over 1000 cubic feet of tires in an outside area? [ ]]
25. Will you store, lumber, wood chips, hogged material or plywood in excess of 200 cubic feet?
26. Is your building equipped with automatic fire sprinklers? If YES then:
a) Calculated sprinkler system GPM/SgFt 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
c) Early Suppression Fast -Response (ESFR) sprinkler system PSI
d) Other type Sprinkler System — list type and location:
e) , Date of last sprinkler system 5 year certification (Title 19 CCR):
f) . Fire sprinkler alarm monitoring company:
27. Is your building equipped with automatic fire detection? (smoke detector, heat detector, manual pull)
a) Date of last alarm system certification:
b) Alarm monitoring company:
28. Number of employees:
29. Hours of operations: To
30. What is the proposed use of this structure?
2 of 3
PART III — Fire Extinguishef Requirements
[ ] Light Hazard occupancy (office, classrooms,, medical'offices, etc.) Provide.a minimum of (1) 2A1 OBC rated fire
extinguisher mounted in, an accessible conspicuous area. One extinguisher is required for every 6000 square feet
and the travel distance to a fire extinguisher shall not exceed 75 feet from any point.
[ ] Ordinary Hazard occupancy (mercantile storage, dining areas, and display, •warehouses, light manufacturing)
Provide a minimum of (1) 2A206C rated fire extinguisher mounted in, an accessible conspicuous area. One
extinguisher is required for every 3000 square feet -and the travel distance to a fire extinguisher shall not exceed
'7.5 feet from any point.
[ ] Extra Hazard 'Occu pa ncy (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 is required for every 2000 square feet and the travel distance to a fire extinguisher shall not exceed
50 feet from any point.
[ ] Kitchen Hood System — One 40B fire extinguisher (no "A or C" rating shall be mounted near kitchen hood system)
(ABC.multi-purpose fire extinguishers may compromise the liquid 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: rspray booths, special electrical hazards, exotic metals, and other
situations will require increased protection.
PART IV — High PiledCombustible 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: R�-C
Signature: 71Z? Date: '5_1L`/1,1L
3 of 3
BUTTE C 0U N T JIYL , [� L� ,U � L� LTJ PHYLLIS L. MURDOCK, DIRECTOR
R 9r,19 J,,MARK A. LUNDBERG, M.D., M.P.H., HEALTH OFFICER
i'.WWW.BUTTECOUNTY.NET/PUBLICHEALTH
- ENVIRONMENTAL HEALTH DIVISION
PUBLIC HEALTH
HAZARDOUS MATERIALS AND EMISSIONS QUESTIONNAIRE
(A BUILDING PERMIT CANNOT BE APPROVED WITHOUT THIS COMPLETED FORM)
ll Q 4 •
PROJECTADDRESSL � ) �uSV�Ovyl Q� � A.P.# C�HQ-7_CD— 05 01
FIRM NAME !` `�' f2 n� .rV1 c,.v. . I__ Z► C►
APPLICANTS ADDRESS x^20 2? ���:c o Au -e— CITY, STATE, ZIP C� G ul CA a S 9 2.9
NATURE OF BUSINESS+-cssM'n e
CONTACT PERSON KV C1^ ' CkALe- '� PHONE NUMBER Sao - '1--L- X313
TRAKIT NUMBER (for official use only)
1. Does your business or that of your tenants handle, store, or transport hazardous materials? NO (x) YES ( )
NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or
physical or chemical characteristics, poses a significant present or potential hazard to human
health and safety or to the environment If released into the workplace or the environment. "HAZ-
ARDOUS MATERIALS" include, but are not limited to: hazardous chemicals, hazardous waste,
paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which.
a handler or the administering agency has a reasonable basis for believing to be injurious to the
health and safety of persons or harmful to the environment if released.
2. Do you or will your future tenants handle, store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard
temperature or pressure), of formulation containing hazardous materials? NO (�<J YES ( )
or
Do you or will your prospective tenants plan to handle hazardous chemicals classified as Regulated Substances above
threshold quantities identified in California Code of Regulations, Title 19; Ch. 4.5, sec. 2770.5, Tables 1-3?
If you answer YES to 1 or 2, contact Butte County Division of Environmental Health at (530) 538-7281 for a review of the project.
3. Is the business/facility/operation to be located within 1,000 feet of the outer boundary of a school or a school site?
NO (x) YES ( )
IF YES, name of school:
4. Does the business/facility/operation have the potential to emit any air pollutants: e.g. dust, soot, odors, fumes, vapors, or other
volatile compounds? NO (X) YES ( )
IF YES, contact the Butte County Air Quality Management district at (530) 891-2882 for permit requirements.
Owner or Authorized Company Representative 7,�z Date S-2 0'—/1
(Signature)
BCEHD BCAQMD
Tf Rr
m, F-1
BCEHD Signature
BCAQMD Signature
The applicant has met or is meeting the applicable requirements of Section 25505, 25533 and
25534 of the Health and Safety c de and the requirements for a permit from the Butte County Air
Quality Management District. �� j1�,:bu(:,�Iru� 1-?j;��� �„�,,,,; T/2,0/ 116
The above regulations DO NOT apply to this facility. ,fin
ll/ , Date
Date
WHITE — Building Dept YELLOW — Environmental Health PINK — BCAQMD GOLDENROD -Fire Dept
05/09
TEL - 530.538.728111 1202 MIRA LOMA DRIVE
FAX- 530.538.5339 OROVILLE, CA 95965 L'I
OUR MISSION IS TO PROTECT THE PUBLIC THROUGH PROMOTING INDIVIDUAL, COMMUNITY AND ENVIRONMENTAL HEALTH
September 8, 2016.
County of Butte - Final Review
Permit App: B16-1113 I N T E R W E S T
Interwest No.: 201602415 CONSULTING GROUP ,
Jordan Debrunner
Butte. County
7 County Center Drive
Oroville, CA 95965
5307538-2954 .
jdebrunner(a)-buttecounty. net
Plan Review: Vanella Farms Grain Silo Walnut Storage
Address: 2379 Durham Dayton Hwy
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 Sheet S1 revised 7/21/16 by Summit Structural Design. Two
(2) copies of 7 sheets of Silo framing dated 8/31/16 by Rajeev Surapaneni, SE.
2.. Structural Calculations: Two (2) .copies dated 05/2016 by Summit Structural Design. Two
(2) copies dated 5/12/16 by BHB Consulting Engineers.
3..: Miscellaneous Documents: Two (2)copies each of the following: Site Plan Drawing
undated; and Elevation Certificate. One (1) copy each of the following: Accessibility
Upgrade Worksheet; Hazardous Materials and Emissions Questionnaire; and Statement
of Intended Use.
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, 1
INTERWEST CONSULTING GROUknetn
Denise V. Reese er, SE
Plans Examiner Engineer
Interwest Consulting Group 1.1613 Santa Clara Drive Suite 100 Roseville, CA 95661
6280 W. Las Positas Boulevard I Suite 220 Pleasanton, CA 94588 .
800-784-9050
REVE WD.� '✓"'r'-, BUTTE
FOR CODE COMPLIANCE COUNTY
SEP 0 0 2013 t MAY 2 4 2016
DEVELOPMENT
INTERWEST SERVICES
CONSULTING GROUP S16-1113
383 Rio Lindo Ave, Chico, CA 95926
p. (530) 592-4407 www.summitchico.com
1�^�1I Structural Calculations For:
DUTMCOUNTY DWLOPMENT -ERVI®R1% r Client:
CODE COMEPL REVIEWD FOR NCE Vanella Farms
Project;
Vanella Farms 54' lam ` r x 32'-10 1/4" Eave Sukup Bin for Walnut Storage
Address:
Chico Ave, Chico, CA
Note: These calculations apply only to Sukup Manufacturing Comx
dated 05/12/16 which assumes walnut storage (20 pcf) only.
MAY 2 6 2016
INTERWEST
SULTI%fir; GR
ons
19
osh 9 /16
Note: These calculations and details are based on permit drawings by Sukup Manufacturing Company. These calculations apply only to the
structure as defined in the reviewed set of drawings. Any changes to either this set of calculations or the reviewed set of drawings provided
by Sukup Manufacturing Company without the written consent of this Engineer is strictly prohibited and shall render these calculations and
specifications Vold.
Note: Summit Structural Design (SSD) is not responsible for on-site inspection to
assure compliance with the standards, sizes, materials, or workmanship specified herein.
SSD is not responsible for any structural element or system not specifically noted in this
set of specifications/calculations unless authorized in writing by SSD. Workmanship shall
be of the highest quality and in all cases shall follow accepted construction practice, the
latest edition of the California Building Code, and local building department. standards.
r
PROJECT; - SUMMIT STRUCTURAL DESIGN PAGE:
ENGINEER:AJ
www.summilchico.coin DATE:
DESIGN OF
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PROJECT: t (o I -I � PAGE:
Q14 SUMMIT STRUCTURAL DESIGN
ENGINEER: A www.summitchico.com DATE:
DESIGN OF
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�.PrQjoct Information
Customer company;
Customer contact name:
Customer e-mail*
Comment,
2. Input Data & Anchor Pr
General
Design method:ACI 318-11
Units: imperial units
Anchor Information:
Anchor type: Cast -In-place
Material! AB
Diameter (inch): 1,000' -
I Effective Embedment depth, ho (inch): 17.000 JJ
-Anchor category: -
Anclhor ductility: Yes
It.;r, (Inch); 19.63
C.- (Inch): 1.75
S,- (inch); 4.00
Load and Geometry
Load factor source. ACI 318 Section 9.2
Load combination: U - 0.9D + 1,OE
Seismic design: Yes
Anchors subjected to sustained tension: Not applicable
Ductility section for tension: 0.33.4.2 not applicable
Ductility section for shear: 0.3.3.5.2 not applicable
Oa factor: not set
Apply entire shear load at front row: No
Company:
Summit Structural Design Date: 5/5/2016
Engineer.
Andy Johnson, P.E. Page: 1 1M
Project:
Address:
383 Rio Lindo Ave #200; Chico, CA 95926
Phone:
530,592.4407
E-mail:
1 andy@summitchico.com
Project description:
Location:
Fastening description:
Baso Material
Concrete: Normal-wei0ht --
Concrete thickness, it (Inch): 48.00,.
State: Untracked -
Compressive strength, G (psi); 2500 /
W0.v: 1.4
Reinforcement condition: B tension, B shear
Supplemental reinforcement: No
Reinforcement provided at comers: No
Do not evaluate concrete breakout In tension: No
Do not evaluate concrete breakout in shear: No
Ignore Edo requirement; Yes
Build-up grout pad: No
Input data and rosults must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plousibllity,
5il*on 5tr:;n,;.i!K Cpwl".in,J tn: 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone; 925.560.9000 Fax; 925.847.3871 www.strongfio.com
Y
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• Anchor Designer TM
Software
IglooVersion 2.4.5673.30
Company:
Summit Structural Design
1 Date;
5/5/2016
Engineer:
Andy Johnson, P.E.
Pa e:
214
Project:
Address:
383 Rio Undo Ave #200. Chico, CA 95926
Phone:
530.592.4407
E-mail:
andy@summilchico.com
4
Recommended Anchor
Anchor Name: PAB Pre -Assembled Anchor Boll - PAB8 (1"0) ,
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
;i + pson sh(vig•1 to Company Inc $956 W. las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www,suongtia.com
� `�► Anchor Designer T11
a , , Software
Version 2.4:5673,30
o
Company:
Summit Structural Design Date: 5/5/2016
Engineer.
Andy Johnson, P.E. Page: 314
Project:
8749:0
Address:
383 Rio Undo Ave 4200, Chico, CA 95926
Phone:
530.592.4407
E-mail:
andy@summitchico.com
3. Resulting Anchor Forces _ ~
Anchor Tension load, Shear load x, r
N.,. (lb) Vu.. (lb)
Shear load y.
Vu.y (lb)
Shear load combined;
V(Vw-)''w(Vw,)' (lb)
1 0.0 8749.0
0.0
8749:0
Sum 0.0 8749.0
0.0
8749.0
Maximum concrete compression strain (96): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb) -.O
Resultant compression force (lb): 0
Va. (lb)
Eccentricity of resultant tension forces In x-axis, WN, (inch): 0.00
52909
Eccentricity of resultant tension forces in y-axis, e'a} (Inch): 0.00,
Eccentricity of resultant shear forces in x-axis, e'v. (inch); 0.00
Ve. (lb) O
OVab. (lb)
Eccentricity of resultant shear forces in y-axis, e'vw (inch): 0.00
52909 0.70
41049
8. Steel Strennth of Anchor in Sl oar c A 6.11
V•. (lb) Ov-H 0 Og wOV.. (lb)
21090 1.0 0.65 13709 '
9 Concreto Breakout Strength of Anchor in Shear (Sec. D.6.21
Shear perpendicular to edge In x' -direction: '
Va, = minl7(1.'/d.)0=Vd..t Ocr ic
.r'-1; 9A.4 .t' -`-i (Eq. 0•33 & Eq. 0.34)
I. (in) d. (in) A. ra (psi) c., (in)
Va. (lb)
8.00 1.00 1.00 2500 24.00
52909
0V,a. =0 (Aw1Avoo)Y'.d,vYc.v'1S,vVb. (Sec, 0.4.1 & Eq. D-30)
Avo On') Avw (in') Y.uv Yo,V %,v
Ve. (lb) O
OVab. (lb)
2160.00 2592.00 0,950 1,400 1A00
52909 0.70
41049
Shear parallel to edge In x -direction:
Vby = min(7(4/d.)o'Jd,J.,rroc..1•1; (Eq. D-33 & Eq. D-34)
1. (in) d. (in) ), r. (psi) c.i (in)
VO, (lb)
8.00 1.00 1.00 2500 30,00
73943
OV ea. -0 (2)(Avr/Aw:o)'1'ed.vY ;vYS,vVer (Sec, D.4.1 & Eq, D-30)
Av. (in') Avw OW) %d.V YJ'�V Y'hv
'Ver (Ib), 0
QVca. (lb)
2160,00 4050.00 1.000 1.400 1.000
4
73943 0.70
77295
10 Concrete Prvout Strength of Anchor In $be r Mor D 6 31
OVrn =OittaNm 0kq,(A.w/Arm)Y'rr.ro'/4n'/"totiNo(Eq. 0-40)
kca "Arta (Ind) ANw (in') Ian Y 'AcN
'lops, No (lb) 0
OVA, (to)
2.0 2562.00 2601.00 0,982 1.250
1.000 89916 0.70
152259
11: Results
Interaction of Tanslle and Shear Faeces [ftc.-M
Shear Factored load, Vu. (lb) Design Strength,
oV,. (lb) Ratio
Status
Steel 8749 13709
0.64
Pass (Governs)
Input data and results must be chacked lot agreement with the existing circumstances,
the standards and guidelines must be checked lotplausibility,
Smit d,5n shnrr.":,c Clompimy, Ira, 5956 W leg Posilas Boulevard Pleasanton,
4
r
CA 94588 Phone. 925.560,9000 Fax: 825.847,3871 www,strongtio.coni
f
ll
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' Anchor DesignerT"'
r r , Software
Version 2.4.5673.30
m
T Concrete breakout x+ 8749
it Concrete breakout y- 8749
Pryout 8749
Company;
Summit Structural Design
Date: 5/5/2016
Engineer:
Andy Johnson, P.E.
Page: 4/4
Project:
Address:
383 Rio Undo Ave #200. Chico, CA 95926
Phone:
530.592.4407
E-mail:
andy@summitchico.com
41049 0.21 Pass
77295 0.11 Pass
152259 0.06 Pass
PAB8 (1"0) with hof = 17.000 inch meets the selected design criteria.
12. Warnings
• Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 0.8.1 and D.8.2 for torqued cast -in-place anchor is waived per
designer option.
- Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination. Therefore_ the ductility requirements of D.3,3.4.3 for tension need not
be satisfied — designer to verity.
- Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination. Therefore the ductility requirements of D.3.3.5.3 for shear need not be
satisfied — designer to verity.
- Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Ssunpsnn simtig;ne camrany Glc 5956 W. Los Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax; 925.847..3871 www.strongtie.com
ii
Anchor Designer Thl
-'i'`t Software
Version 2.4.5673.30
Company:
Summit Structural Design
I Date:
5!5!2016
Engineer:
Andy Johnson, P.E.
Units: imperial units
Concrete thickness, h (inch): 48,00
Project:
State: Uncracked
Address,
383 Rio Undo Ave 0200, Chico, CA 95926
Phone:
530,592.4407
E-mail:
I andy@summitchico.com
i.Pro)oct Information
Customer company: Project description:
Customer contact name: Location:
Customer e-mail: Fastening description:
Comment:
2. Input Data 8 Anchor Parameters
General
Baso Material
Design method. -ACI 318-11
Concrete: Normal-weighl
Units: imperial units
Concrete thickness, h (inch): 48,00
State: Uncracked
Anchor Information:
Compressive strength, fo (psi): 2500
Anchor type: Cast -In-place
Wav: 1.4
Material: AS
Reinforcement condition: 8 tension, 8 shear
Diameter (inch): 1.000
Supplemental reinforcement: No
EHoctive Embedment depth, he (Inch): 17.000
Reinforcement provided at comers. No
Anchor category: -
Do not evaluate concrete breakout in tension: No
Anchor ductility: Yes
Do not evaluate concrete breakout In shear. No
h,„n (inch): 19.63
Ignore 6do requirement: Yes
C,i„ (inch): 1.75
Build-up grout pad: No
Smm (inch): 4.00
Load and Geometry
Load factor source: ACI 318 Section 9,2
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
<Figure 1?
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
q-1'i%tst;r.1;nn}' ins, 5956 W. Las Position, Boulevard Pleasanton, CA 94588 Phone, 825,560.0000 fax: 925.84'7,3871 www.strongtie,corn
Anchor DesignerT11
R Software
Version 2.4,5673.30
m
<Figure 2>
Company.
Summit Structural Design
Doter 5/512016
Engineer. .
Andy Johnson, P.E.
Page. 214
Project:
Address:
383 Rio Lindo Ave,4200, Chico, CA 95926
Phone:
530.592.4407
E-mail:
andy@summitchico.com
Rocommondod Anchor
Anchor Name: PAB Pre -Assembled Anchor Boit - PAB8 (VO)
v
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility,
!';npixon Strete(l-Tie Cornlmmy Inc 5956 W. Las PoSitaa Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fox: 825,847.3871 www,slrongtie,com
Anchor Designer TM
Software
Version 2.4,5673.30
Company:
Summit Structural Design
Date: 5/5/2016
Engineer.
Andy Johnson, P.E.
I Pa e: 3/4
Project:
Shear load combined,
Address:
383 Rio Undo Ave #200, Chico, CA 95926
Phone:
530.592.4407
E-mail
andy@summitchico.com
3. Resulting Anchor Forces
Anchor Tension load,
Shear load x,
Shear load y.
Shear load combined,
N.. (lb)
V- (lb)
Vn.Y (lb)
f(V,,-)'4-(V.")* (lb)
1 0.0
8869.0
0.0
8869.0
Sum 0.0
8869.0
0.0
8869.0
Maximum concrete compression strain (%.): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 0
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'm (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Nr (inch): 0,00
Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vr (inch): 0.00
8. Steel Strength of Anchor In Shear (Sec 10 6 11
V.. (lb) 0a.0 d ¢o•a„rdV.. (lb)
21090 1.0 0.65 13709
9 Concrete Breakout Strength of Anchor in Shear fSec. n a 2t
Shear perpendicular to edge In x -direction:
Va: = min)7(1./d.)0-2Vd.,641`.c.r'-e; 9:I.VGc.i'-5) (Eq. 0-33 8 Eq. D-34)
1. (In) d. (In) a. ra (psi) c.r (In) Vo: (lb)
8.00 1.00 1.00 2500 24.00 52909
dVc6. =p (Avc/Aw.)Y'.d,vYf,v'11t vVe. (Sec. D.4.1 8 Eq. D-30)
Avc (inZ) Ave. (in') '/edv YC,v Y'n.y Vb. (lb) 0 OVos. (lb)
2.160.00 2592.00 0.950 1.400 1.000 52909 0:70 41049
Shear parallel to edge in x -direction:
Vby = (Eq. D-33 8 Eq. 0-34)
4 (in) d. (in) 1'. (psi) C.t (in) Vcy (lb)
8.00 1.00 1.00 2500 30.00 73943
ol/cs. =q (2)(Av lAvco) /aQvY ,vVA,'vVoy (Sec. 0.4,1 8 Eq. D-30)
Av. (inZ) Avc. (inZ) Y„dv Y'c,v '1'av Vey (lb) d 4Vw. (lb)
2160.00 4050.00 1.000 1,400 1.000 73943 0.70 77295
10 Concrete Prvout Strength of Anchor In Shear (Sec Q 6 31
dVcn dNc.Nee Okm(Arte/ANc.)'Yna.N'Pc.NYQ.,riNs(Eq. D-40)
ke. ANa (in') AN.. (W) 'P.d.N Y'art 1'cp.r. Na (lb) ¢ dVcn (Ib)
2.0 2562.00 2601.00 0.982 1.250 1.000 89916 0,70 152259
11. Results
Interaction of Tensile and Shear Forces (Sec 0.71
Shear Factored Load, W. (lb) Design Strength, oW (lb) Ratio Status
Steel 8869 13709 0.65 Pass (Governs).
Input date and results must be checked for agreement with the,existing circumstances, the standards and guidelines must be checked for plausibility.
$arnp":as ;,,.rang-ljt 5956 W. Las Pos,tas Boulevard Pleasanton, CA 94588 Phone. 925.560.9000 Fax: 925,847.3871 www,stroiigtie.coni
Anchor Designer"I
Software
Version 2.45673.30
Company:
Summit Structural Design I Date'
1 5/5/2016
Engineer
Andy Johnson, P.E. I Page-,
414
Project.
Address:
383 Rio Linde Ave #200, Chico, CA 9$926
Phone:
530.592.4407
E-mail;
1 andy@summitchico.com
T Concrete breakout x+ 8869 41049 0.22 Pass
jj Concrete breakout y- 8869 77295 0.11 Pass
Pryout 8869 152259 0.06 Pass
PAt38 (1"0) with hef = 17.000 Inch meets the selected design criteria.
2 Warnlnns
- Minfrnurn spacing and edge distance requirement of Ode per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per
designer option. r
Designer must exercise own Judgement to determine If this design is suitable
l
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility,
S-mps<; e Gtro.nq-Tia Cotnt,uty ipc 5066 W. Las Positas Boulevard, Pleasanton, CA 94588 Phone: 925.560.9000 Fax; 925.847,3671 www,strongtle,com
OTT
• tj Anchor Designer TM
" Software
Version 2.4,5673.30
m
I
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Inout Data & Anchor Parameters
General
Design method:ACI 318-11
Units: Imperial units
Anchor Information:
Anchor type: Cast -In-place
Material: AS
Diameter (inch): 1.000
Effective, Embedment depth, he (inch): 17.000
Anchor category: -
Anchor ductility: Yes
h.,m (inch): 19.63
Cmu, (inch): 1.75
Siam (inch): 4.00
Load and Geometry
Load factor source: ACI 318 Section 9.2
Load combination: U = 0.9D + -1 .OW
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or soisrnic loads: No
Company:
Summit Structural Design
Dale: 5/5!2016
Engineer:
Andy Johnson. P.E.
Page: 115
Project:
Address:
383 Rio Lindo Ave #200, Chico, CA 95926
Phone:
530.592.4407
E-mail
and Qsummitchico.com
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness. h (inch): 48.00
Slate: UncraCked
Compressive strength, r, (psi): 2500
4),v: 1.4
Reinforcement condition. B tension, B shear
Supplemental reinforcement: No
Reinforcement provided at corners: No
Do not evaluate concrete breakout in tension: No
Do not evaluate concrete breakout in shear: No
Ignore Edo requirement: Yes
Build-up grout pad: No
0 Ib
Y
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines rnust be checked for plausibility.
Simpson SbnnO=fir cornnary Ihr 6956 W. Las Posites Boulevard Pleasanton, CA 94588 Phone: 025.560,9000 Fax: 925.847.3871 www,strongtie.corn
} ,i r .worry.+ .....-..,,,. . w •.s; �.q,,.�...� - ..
2—
4Figure 2>
Anchor
Anchor DesignerTM
Software
Version 2.4.5673.30
0
Company:
Summit Structural Design Date:
5/5/2016
Engineer:
Andy Johnson, P.E. Page:
2/5
Project:
Address:
383 Rio Undo Ave #200, Chico, CA 95926
Phone:
530.592.4407
E-mail:
andy@summitchico.com
Y`�a4 r T�{ i'" Sh r c rx : C tit'
a u ,�, � r' s � • 10 a � nr. r k � . r
h
�a � w ,. ' � .t 11 '14.r t �
kt •^h 'ry 1} 3: H �y f' M
: i
ilk
P
a i
tR♦ �t.:3 a�F .+ aY'"",t �} ` ,'.d Cl tij 1"°'"�h -A ry .'r�F�yir{�N, .ay L,.
ADO xew,..Ge tz17-
4Ip
i r
s�y.,k!
x� �, ;� ', r e -.a ate„ �r����',�lCa rFrS
xa
��Py���
,� h t" �c. M�""p.. s�a I,'t��y .r'1(F, .� � � ru. t`t,= � "r���� +r �•��i'; �0::'.
Recommended Anchor
Anchor Name: PA® Pre -Assembled Anchor'Boit - PADB (1"0)
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
$intpaan sirarig.'ru- Gvnghiny Ind $956 W, Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.387 t www.stronglie.coni
• Anchor Designer TM
oftware
Version 2A,5673.30
Company:'
Summit Structural Design
Date: 5/512016
Engineer,.
And Johnson, P.E.
Pa e: 315
Project:
0.0
Address*
383 Rio Undo Ave #200, Chico. CA 95926
Phone:
530.592.4407
Maximum concrete compression stress (psi): 0
of Anchor
E-mail:
3. Resultina Anchor Forces
Anchor Tension load, Shear load x,
N.4 (lb) VU., (lb)
andy@summitchico,com
Shear load y,
VU.Y (lb)
7—
Shear load combined,
V(Vo..)'14 (V..,) (lb)
1 2290.0 1300.0
010
1300.0
Sum 2290.0 1300.0
0.0
1300.0
Maximum concrete compression strain (%.). 0,00
Maximum concrete compression stress (psi): 0
of Anchor
In(Sec.
Resultant tension force (lb): 2290
Na(Eq. D-7)
Resultant compression force (lb). 0
f'. (psi)
Eccentricity of resultant tension forces in x-axis, e'm (inch): 0.00
Nb (lb)
Eccentricity of resultant tension forces In y-axis, Oty (inch): 0.00
17.000
89 916
Eccentricity or resultant shear forcer. In x-axis. e'v. (inch); 0.00
ON -b 1 0 (AAkIk-tv) Y'#401GN
4a�.nNb (Sec. DA.1 & Eq. D-3)
Eccentricity of resultant Shear forces in y-axis, e'vy (inch), 0.00
ft
A(in') Aw. (W)
Y10d.N
4. Steel Strenalh of Anchor
In Tension($
c. D.S.1)
Nia (lb) 0
ON4* (Ib)
35150 0.75
26363
LConcreto Breakout Strength
of Anchor
In(Sec.
D.S.2
Na(Eq. D-7)
f'. (psi)
ho (in)
Nb (lb)
1.00 2500
17.000
89 916
ON -b 1 0 (AAkIk-tv) Y'#401GN
4a�.nNb (Sec. DA.1 & Eq. D-3)
ft
A(in') Aw. (W)
Y10d.N
V'av
Nb (lb) 0 ONo (lb)
2562.00 2601.00
0,982
1.25
1.000 89916 0.70 76129
6, Pullout Strength of Anchor In n on(Sec. Q.5,31
ON.- = OYI,,aN,, = OW..P8XIogl". (Sec. 0.4.1, Eq, D-13 & 0-14)
Y"'P ALq (in") -
r. (psi)
0
OAlm (lb)
1.4 5.46
2500
0.70-
107106
Input date and results must be chocked for agreement with the existing circumstances, the standards and guidelines must be chocked for plausibility.
SM1030n 51.10fit-Ii! CvU.MV;4fty Int. 5956 W. l -as Positas Boulevard Pleasanton. CA 94588 Phone: 925.560,9000 Fax' 925,847.3871 www.s;rongde.com
Anchor Designer""' ;
Software
Version 2.:4.5673.30
m
Company:
Summit Structural Design
I Date: 5/5/2016
Engineer:
Andy Johnson, P.E.
I Page: 4/5
Project:
Address:
383 Rio undo Ave #200, Chico. CA 95926
Phone:
530.592.4407
E-mail:
andy@summilchico.com
8, Seel Strength of Anchor In Shear (Sec D 6 1l
V.. (Ib) 00,0., O d°-itltl- (Ib)
21090 1.0 0.65 13709
9. Concrpto Breakout Strength o/ An,9or 1 Shear iSec. D.6 21.
Shear perpendicular to edge In x -direction:
V., = minj7(1./d.)°rJ<r.z.Occ„1•5; 94,11"cc.i"I (Eq. D-33 8 Eq. D-34)
1. (in) d, (in) (psi) c.! (In)
Vb, (lb)
8.00 1.00 1.00 2500 24.00
52909
OVcb. =d Ovcl&v ) W.d.vWcvY'kvvb. (Sec. D.4.1 & Eq, 0-30)
Att (in') Av.. (in) IY«i,V KV Y'n.v
Vo. (Ib)
O
OVob. (lb)
2160,00 2592.00 0.950 1.400 1.000
52909
0.70
41049
Shear parallel to edge In x -direction:
Vby = min17(l./d.)°-rNd.s.glfcc.f' b; 9 t.v1/'cc.t''st (Eq, D-33 & Eq. D-34)
1. (in) d« (in) t, f (Ps') c.+ (in)
Wv (lb)
8.00 1.00 1.00 2500 30.00
73943
OV.o. =6 (2)(A*/Avc.)%k%,WcvYti,•vVby (Sec. D.4.1 & Eq: D-30)
Ari; On**) Av.o (inr') YJ.yv wr,v Y1, v
Vby (lb)
0
6V.6, (Ib)
2160.00 4050.00 1.000 1.400 1.000
73943
0.70
77295
10 Concreto Pryou_,- 61tonpth of Anchor In Shear (Sec 0 6 3i
FVco = OkcaNco = dkcp(Afvl Anco) Y'exrt'lrsrr Y �,ryNb (Eq. 0.40)
ke:. Ave (inr) Aex. (in') Y;aro Y4, r: `/'..,r
Nb (lb) O
OVrP (Ib)
2.0 2562.00 2601,00 0.982 1.250 _1.000
89916 0.70
152259
11. Results
Interaction of-Tenallp and She Forcec ISec D.7)
Tension Factored toad, N.. (ib) Design Strength, oN,,
(Ib)
Ratio
Status
Steel 2290 26363
0.09
Pass (Governs)
Concrete breakout 2290 76129
0.03
Pass
Pullout 2290 107106
0.02
Pass
Shear Factored Load, W. (Ib) Design Strength, oW (lb)
Ratio
Status
Steel 1300 13709
0.09
Pass (Governs)
T Concrete breakout x* 1300 41049
0.03
Pass
ij Concrete breakout y- 1300 77295
0.02
Pass
Pryout 1300 152259
0.01
Pass
Interaction check Nu,14N. V°,/pV„ Combined Ratio
Permissible
Status
Sec: D.7,2 0.00 0.09 9.5%
1.0
Pass
PARS (1" S) with het = 17.000 Inch meets the selected design criteria.
Input data and results must be checked for agreement With the existing circumstances, the standards and guidelines must be chackad7or plausibility.
Srfrt;,gt, Strang•1 r., Company inb 5956 W. Las POshas Oaufavard Pleasanton, CA 94588 Phone: 025.560,9000 Fax; 925.847.3871 www.strongoe.coni
Anchor Designer TIO
Software
Version 2.4.5673.30
.Company:
Summit Structural Design I Date:
5/5/201$
Engineer:
Andy Johnson, P.E. I Page,
5/5
Project:
Address:
383 Rio Undo Ave #200, Chico, CA 95926
Phone:
530.592.4407
E-mail:
andy@summitchico.com
. i2, Wprninas
-Minimum spacing and edge distance requirement of 6da per Act 318 Sections 0.8.1 and D,8.2 for torqued cast -in-place anchor is waived per
designer option.
Designer must exercise own judgement to determine if this design is suitable. .
E
0
Input data and results musk be checked for agreameni with the existing circumstances, the standards and guidelines must be checked for ptausiitlllty.
vtn%Pw11 Strong -lie Cempt{ny lrc 5956 W. Los Posites Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847,3871 www.stronybe.com
z
. .f
Structural Calculations
BHB Project# 160510
SUKUP 54'- (9) Ring Bin
Durham, California
Prepared For:
Northern Mechanical & Equipment Inc.
3760 County Road 99 West
Orland, California 95963
Prepared By:
RS
Rev 0
5/12/2016
05/12/2016
r -
These calculations were prepared solely for the client and project listed on the cover sheet. They shall not
be copied or used for the benefit of any other party or project.
2766 South Main Street - SLC, Utah 84115 - Phone: 801.355.5656 - Fax; 801.355.5950
w�Av✓.t�hh• i;��rset.rs.e;gr�
--, _7
Soe, 0
ProjecL
2766 South ,'vi in Strect - Salt Loke, CUE- - th-ah $11113
llhrinc3 80 1 .1,53,5656 - I -wk lqo I J.53,54.50
Job*C,
Dato:
By:
t> el+AM - DAY-rv/a Iti,/
THE CALCULATIONS BASED ON REFERENCED STANDARDS IN THESE
DOCUMENTS ARE STILL VALID UNDER THE CURRENT CODE.
. .............
col,k-e,ots V51c I
DCSiUll lumps Stunmary Report � w rile '1 of, 1
ZZUSGS Design Maps Summary Report
User—Specified Input
Building Code Reference Document 201.2 International Building Code
luvi111Ch ittiitZes USIGi hazaa., rir`l:cl AvAilat'le it'. 100th
Site Coordinates '39,6462511N, 17.1.8002.1°W
Site. Soil Classification ,Site Class D - "Stiff Soil"
Risk Category 1/11/111
���.. . r .a;,.���,». .. .-.,. ,..y, ' �.,.... yy.. +"�i"Y`' T•1.7r+t ��"", r� w -r *7.....w.^-n,T�y *r.•..ia
•r. e�. ! '� I' .• � J y£;' y`f - r9�^� i,�.' pr9K �t"t :� �`�'' . ', N
vsY A. r.�
a •, '� aftp J Ci�7�a
�! �� i cam✓ , �r." � _ � . }�..,r.�� . '1 �" �'a;i�; ,f� p r�',i �w,a a r�",�s s. wt` �,
- •+�r.. ;t 7 syr -r "4` r r,J`. }�xg�,$i€,el+.`,+ R` "S a Y�:•.e." 'f
` .•�.... " Y F : ' }F a �,. e .
elf
,'g` pF� "t' SFJ ,. � ti�• ��, ++��a�'�
• " a y" _�'� c�. `a� UYI1 AIr.'1 �•: �a•a�, .�.
ti
' 4 Y 3. , � • r � ,rr�� � i • 1
r' a L♦.:'. � 4 `S6 - a..'a',� ..,..: ,t**a..n •„�-.a..r,. rF-.. t.... S' _ �. '�;: "° "�*' 4 r�-�n`a. - xy?" a :�3 �` .�_
USGS—Provided Output
Ss= 0.612g S„,= 0.802g Srs= 0.535g
S, = 0.272 g S.., = 0,505 g Sp, = 0.336 g
For information on hose the SS and 51 values above have teen calculated frorn probabilistic (risk -targeted) and
deterministic ground motions In the direction of rnaximunl horizontal response, please return to the application and
select the "21709 NENRP" building code reference document.
•) 90
0, �1
4.63
1T
IA 0.3r
o ??
a.0a i?,24 O.tA 4.co 0,20 1,00 1.24 t.49 I,ro 1.24 200
• Period, T (sec)
MCER Response Spectrum
Design Response Spectrum
0,54..
v, 3>
o+
0.'30
7.11
o.lII
4.1 a
0, 06
a :)fi ---r------4 i
4,00 0.30 0.40 MO 0.9ij 1.00 1,20 1.iL t.Go I._go 2.00
r Period, T (sec)
'IIfliuvgh tiitx�FtxfD:Y'1It(twri t5 el �irL`S:Vf•7,- Q: chi, tl,,.s. G�'Dinglcoi =a'%a;`i, wel ,r.,"£011'..'1' Sita :441�`Y'gt1(V, 'k'K9t't•'&kt±Q 1}I lilti)ii^.f+, xS"s i.`s CStI"
aCCur^z:'J Of C£1? Vaf7 y'pr101tlLd O'Cif W, This taxi is nrat a Stlbstauty for w(hi2ECal Svb1eC*,maMCI `,':nomaik lea.
` I,tt.��/1.:,1.•�7..,.r.�..•tl^�r.:.,•aler:,...,�....,c nn../rl•a...,..,...,•.rJ,.,.,......,...,,....1..,'7...,,.....I.,. r. .........,,.,I:0.1.-,t:r :11'1!'1 /11!_'
APPENDIX - A
Design of Su.kup 54'-.9 Ring Bin, 20pcf Walnuts Seismic Design
Category 1) @ Durham CA 95938
allowed vertical peak load
Fleialit of
n ring
Rg I -It
NOTICE: This document and the information contained herein is a confidential I
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
Number
of ringss-
RkNo.
2. Analysis of NVorking Condition or Sukup 54-9 Ring Bin
-Sukup 541-9 Ring Bin is used for storage purpose. It is required to store the grain I"
below the cave height on sidewall. Because its .l -1/D ratio equals 0.701, ficcord.hig to
ASABE Standard 2007 edition (ANSI/ASAI--- EP43.3 DEC1988 (11201)6)), it will produce
l'un ' nel flow during discharge. So Sukup 54-9 Ring Bin is designed base on :funnel flow
bin.
3. Standard !Design:
Sukup W-911ing Commercial Bin Use ASTM A653 Grade 50 steel for both sidewaIl sheets
and stiffeners. The yield, strength of ASTM A653 Grade 50 steel is 50 ksi and the tensile
strength is 70 ksi. All 9 ring sidewalls are from 18 gauge to 14 gauge. Their con"nection bolts
are 3/8" grade 8.2 bolts wi.th. serrated flange nuts. Sidewall vertical seen has 2 COILmins of
connection bolts (43 of 3/8" bolts /per 44" sidewall height). Stiffener use 3/8" grade 8.2 bolts
with flange nuts to connect there together with splice and to connect. them to sidewall. All
NOTICE: This document and the information contained herein is a confidential 2
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
Pesign of Sukup 54'-9 Ring B.in, 20pcf Walnuts Seismic Design Categot-y D @
Durhanj CA 95938
1. 54-9.Ri ng-sti ffened- Bin Design
Specifications
No. of Rings
9
Ring height M
44"
Dia 1)
54'
Area, A
2290.2 ft'
Circ u
169.65 ft
Lave height He
397"
Yeak height 1-1,
596
Hydr rod R,
162"
Bulk densities V
20 lb/ft'
Gravity constant 6
1 -
Equivalent gr ht
4541"
�Vall frict coeff µ
.37
Janssen's const. K
.5
Angle of repose
C'
28 deg
peak load PL
15000 lb
roof dead load .RL
11952 lb
ring load RJL
2710 lb
FVD ratio
0.701
Overpressure Factor e t,
F.0
'focal cap;
85756 ft3 73072 Bu
Roofwt.
119521b
Tank wt.
243871b
Bin wt. (=Roof wt+'Fank wt)
36339.1b
2. Analysis of NVorking Condition or Sukup 54-9 Ring Bin
-Sukup 541-9 Ring Bin is used for storage purpose. It is required to store the grain I"
below the cave height on sidewall. Because its .l -1/D ratio equals 0.701, ficcord.hig to
ASABE Standard 2007 edition (ANSI/ASAI--- EP43.3 DEC1988 (11201)6)), it will produce
l'un ' nel flow during discharge. So Sukup 54-9 Ring Bin is designed base on :funnel flow
bin.
3. Standard !Design:
Sukup W-911ing Commercial Bin Use ASTM A653 Grade 50 steel for both sidewaIl sheets
and stiffeners. The yield, strength of ASTM A653 Grade 50 steel is 50 ksi and the tensile
strength is 70 ksi. All 9 ring sidewalls are from 18 gauge to 14 gauge. Their con"nection bolts
are 3/8" grade 8.2 bolts wi.th. serrated flange nuts. Sidewall vertical seen has 2 COILmins of
connection bolts (43 of 3/8" bolts /per 44" sidewall height). Stiffener use 3/8" grade 8.2 bolts
with flange nuts to connect there together with splice and to connect. them to sidewall. All
NOTICE: This document and the information contained herein is a confidential 2
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
bolts and 3/8" nuts have flange onbolt head and nuts. Each sidewall horizontal seam has 25
connection bolts (25 bolts/lace 112.5" sidewall length) to connect upper sidewall to lower
sidewall and every two adjacent ring sidewalls are staggered connected with horizontal seam
connection bolts to make the bin structure stronger and more stable. The horizontal seam
connection bolts are the same diameter bolts as their verticil seam connection bolts. And each
sidetivall has 2 stiffeners. Each stifl.'ener has 1'1. of 3/8" grade 8.2 bolt along 44" height to
connect sidewall to stiffener.
The following strength calculation formulas are based on AISI Standard 2001 Edition.
For stiffener, its vertical compression strength is:
Pn = AeFn = btFri (Eq.C4-1)
Where:
Ae = Effective area calculated at stress Fn, (inch squared),
b = effective width of the stiffener calculated according to section B, (inch),
t stiffener thickness, (inch),
Fn = is determined in (.Eq.C4-2) or (Eq.C4-3). In our grain bin case, because the un -
braced length of the stiffener L=12", so ),'= Fy/Fe «0.1, therefore Fn�hy.
Fy = yield strength of the sti:ffen.er, Fy = 50 ksi.
For hoop tension, the .nomi.nal shear strength of the connected part as affected by spacing and
edge distance is:
Pn = teFu (Eq.E3.1-1)
The nominal strength of net section/per sheet is:
i'n = AnFt = (47.1-23x0.40625) xtxFu (Eq.E3.2-1)
Tile nominal bearing strength is:
?n = m,Cdthu (Eq.E3.3. l - I
Tile nominal bolt shear strength is:
Pn = A,,Fn (Eq..E3.4-1)
Where:
t = thickness of the sidewall, (inch),
e = distance measured in line of force from center ofa. standard hole to nearest edge of
adjacent:laole or to end of`connected part, (inch),
Fu = tensile strength of connected part, (ksi),
mr•- modification .factor according to Table E3.3.1-2: mr•= 1,
C = bearing factor according to Table E3.3.1-1: C=3,
d= nominal bolt diameter; (inch),
An = gross cross sectional area of bolt, (inch squared),
NOTICE: This document and the information contained herein is a confidential 3
disclosure. This material is the property of:Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
r
Fn = given by hnv in table E3.4-1.
So the axial load capacity of stiffeners (with a safety factor of 1.8) are:
And the hoop tension capacity of the sidewall sheets (Min value of allowable edge
distance (with a safety factor of 2.0), net section (with a safety Factor of 2.22), allowable
beating (with a safety factor of 2.5), and allowable bolt shearing (with a safety factor of
2.4) based on AISI 2001 .Edit:ion are:
Sidewall Sheet 7"ension capacity
Stiffeners (15.5" flat)
value of
Gage
allowable axial load
wL/44"
(with 1.8 sitfety factor (VISI))
15
0.00 through
23.3
14
23.3
25.8
12
25.8
40.2
'10
40.7
52.8
8
53.5
63.1
6
63.9
72.9
2
72.9
98.5
And the hoop tension capacity of the sidewall sheets (Min value of allowable edge
distance (with a safety factor of 2.0), net section (with a safety Factor of 2.22), allowable
beating (with a safety factor of 2.5), and allowable bolt shearing (with a safety factor of
2.4) based on AISI 2001 .Edit:ion are:
Sidewall Sheet 7"ension capacity
(Min
value of
allowable net section,
bearing, and
bolt shearing,
based on AI.SI 2002 Edition)
Gage
allowable. tension (kips)
18
0.00
54.7
3/8" bolts
17
0.00
63.0
3/8" bolts
15
0.00
77.3
3/8" bolts
14
0,00
85.7
3/8" bolts
13
0.00
through 1.04.8
3/8" bolts
12
0.00
116.8
3/8" bolts
1.1
0.00
135.2
7/16" bolts
10
0.00
154.0
7/16" bolts
9
0.00
168.3
7/16" bolts
8
0.00
183.2
7/16" bolts
NOTICE: This document and the information contained herein is a confidential tl
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
I
4. Steel Sheet Sinusoidal Corruption Rupture Resisting Capacity Calculation
(Based on AISC-.1.3"'/2005)
Sukup 54-9,Ping Bin Use ASTM A653 Grade 50 steel �Fbr sidewall sheets. The yield
strength of ASTM A653 Grade 50 steel is 50 ksi and the tensile strength is 70 ksi. The
sidewall sheet is 4" wide corrugation with 0.5" center to center distance from hill to
valley.
Vertical had Pa
Corrugated sidewall sheet
Filled Grain
Rupture surface
0-5/3"
.0.167"
h, =0.167"
0.438
For grain bins, the main vertical load exerted on sidewall is the grain load or grain weight
related seismic load. Once -filled with grain, the sidewall is equivalent, to a braced
member along whole height of the sidewall. The rupture SUrfaCC of the COITLI-gated
sidewall sheet in a filled bin is estimated at IA of the hill to valley distance from the
itisi.de h.ill line (this is ii conservative estimation, also refer to E"Llropearl Standard,*
EN1991-4).
Therefore, for 56.25" stiffener spacing steel sheet length, its section modulus is:
Sy = 56.25xt 2 /6 where: t = sid,ewal.1 sheet thickness
Its nominal bending moment is:
Mn=Syx.Fv
where: Fy = yield strength of sidewall sheet =50 ksi
With a sa:Fety factor flor fleXLI.re Dh =1.67 ALSC-13"'12005), the allowable bending
moment is:
NOTICE: This document and the information contained herein is a confidential 5
disclosure, This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
Ma=M.nsoh = Pax 1r= SyxFy/nb
Therefore, the allowable vertical load capacity for corrugated steel sheet rupture is:
Pa= Syv-Fy/(!nbx/,-)= 56.25xt'xh -
6 x 0. 167 x.1.67
And their values for different gel lge shcets:are listed as follows:
Gage
thickness(in)
allowable vertical load for corrugated steel
sheet
ruptLi,re/perstiffener spacing (56.25")
18
0,046
owoo
3.56 kips
1.7
0.053
0.00
4.72 kips
15
0.065
0,00
7.10 kips
14
0.072
0.00
8.71 kips
13
0.088
0.00
13.02 kips
12
0.102
0.00
17.49 kips
11
0.118
0.00
23.40 kips
10 -
0.131
0.00
30.18 kips
9
0,147
0.00
36.32 kips
8
0.16
0.00
43.03 kips
5. Grain loads
No. of Rings 9
Ring height rh 44"
Actual Dia 0.9947*17
Actual Hydr rad 0.994,7* 162"
Bulk densities Y . 20 lb/ft3
Gravity constant G I
Equivalent gr lit 454"
Wall rrict. coeff µ .37
Pressure ratio k .5
Angle of.* repose 28 deg
Overpressure factor C h 1.0
Sheer thickness t
Sheet length sl 112.5" (after installation, bolt to bolt)
Distance from equivalent top surface of grai.n to concerned location Y
y RG
Horizontal Pressure
ilky
Horizontal Pressure (discharging) Lpa ell Y RG ('l e
/I
Vertical pressure
VP1 'p/k
NOTICE: This document and the information contained herein is a confidential
disclosure. This material is the property. of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not tobe used in any way detrimental to their interest. Reproduction Is prohibited.
Le
Vertical preSSUre (dinhargi.ng)
Wall :friction press
Wall .friction press (discharging)
Vert Wall load/per stiffner spacing
Vert Wall friction load/ per stii'ner spacing
Slit. horizontal tension stress
Slit horizontal tension
VIA c VP
W►p=1.,pxµ
' Wvp--Lpdxl.t
Pv=( yxRxGxY/1.2/12-VpxRxl2) x56.25/12
i
'WL-= X Lppdx px56.25xr•h
I
is = 1 p�Ix2xRA
(n = Lpdx2xR.xr•h
1-lori-pros, sht-tension, ax -load, stiff & silt gages of SUlcup 54'-9 :R.ing 20pef Walnu(Bin:
Ring
label
eh' vertical
x ( in) Grain load
(kips)/per
Sidewall
gage(in)
St.:iffener
gage(in)st.i.Y
allowable ax(verr.:l.cal)
ngps) /per stir:
Spacing
a�:i.ng
1
44 0.599
18 (0.046)
14 (0.072)
3.56-25.8=29.36
2
88 .1 . 212
18 (0.046)
15 (0.065)
3.56+23.3= 26:86
3
132 2.024
I8 (0.046)
15 (0.065)
3.SG+23.3= 26.86
4
176 3.025
18 0.046)
15 (0.065)
3.56•x-23.3= 26.86
5
220 4.206
17 (0.053)
15 (0.065)
4.72+23.3-28.02
6
264 5.557
15. (0.065)
12 (0.102)
7.104410.2=47,30
7
308_1_7.072
15 0.065)
12 (0..102)
7.10•}-40.2 47.30
8
352 8.741
15 (0.065)
12 (0.102)
7.10-4.40.2= 47.30
9
396 1.0.5 5 6
14 (0.072)
12 (0.102)
8.71+40.2- 48.91
Rina
label.
�(ir1
1..0ihor.lz-
rr�ss (ps .`
A •
1.0sin; tension
'
t r.is) /Per. slit.
S..ldewal . allowable slit tensio,t
Cjac e (in) kl.ps./ ex vertical warn
1
44
0.553
7.879
18 (0.046 54,7
2
88
0.774
11.032
18 0.046) 54.7
3
132
0.984
14.031.
18 0.046 54.7
4
176
1.184
16.882
18 O.Or 54.7
5
220
1.374
19.591
17 U.OS3 63,0
6
264
1.555
22.168
15 (0.065) 77.3
7
308
1 . 727
24 . 61.3
IS(O.UG5) 77.3 '
8 J352
1.890
26.949
15 MOO) 77.3
9
396
`2.04 G
29. 164
14 (0.072) 85.7
z
NOTICE: This document and the information contained herein is a confidential 7
disclosure: This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
6. -Snow loan (Based on ASCE 7)
Snow load: 0 psf Ground Snow
Uniform roof snow load I'f:
Pf=0.7 xCexCt x IxPg ASCD 7 Ecl.(7-1)
Where:
Ce = 0.9; Exposure C, Fully Exposure, ASC) 7, Table7 2
I = 1.0'
Ct = 1.0;
Pg=Ops;
Therefore:
Pf= 0 psf = 0.0 psi
I's = CsxPf= 0.7 x0.0 psi (take C:s==0.7 as per ASCE7, Fig. 7-2b)
Snow load per st.i:ffener spacing:
S'L= PsxA/stiff no = 0 kips/per stiffener J54' bin .has 36 stif.Feners)
7. Roof Dead Load .
Roond=(PL -+- Roots Q/stiff no
Itoond= 0.749 kips/per stifner
9. Bin .Body Deed Load
At ith ring,'the bin body dead load:
DL =( i xring load) /stiffner no
Rlabel
Kips/per stiihcr spacing
Sukup 5'-9ftg
DL
075
2
_0.
_ 0, i51
3
0.226
4
0. 301
5
0.377
6
0.952
0.527
8.
0.602
9
0.6678
NOTICE: This document and the information contained herein is a confidential 8
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
i
• M+�+'wr`s+. , ��rnS ..rWar.¢a hey �t4rc,r'!tr.�n...
.. rWwwr+21
7 '
1.0. Top sidewall ,Ring additiotiled hoop tension produced by roof structure:
0.A2k.peak_Id '
Yper stif'f'ener
16.8'
Rx
27'/3
Rz
27' �.
from the diagram above, the expansion load produced by roof and snow load/per
stiffener and peak load/per stil`Ifener is:
16.8Rx = (51:;1-roofwt)x27/3+pea.kpldx27 therefore:
Rx =( (0+0.332) x27/3 -}-0612x27)/"16.8 = 0.853 kips
`Chere are 36 stiffeners in a circle of the 54' diameter bin. So the additional hoop tension
on top ring produced by roof weight, snow load and peak load. is:
Tn_top = 36R.x/7t/2 =X1.89 kips
P r
NOTICE: This document and the information contained herein is a confidential 9
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
�wyi. r . - ..r'w'.4.`+Wi...N'9 wPG.w��aY++w+e+w9.wre vT: .P" M r.`.. .+Nr✓-. ..
1.1. Seismic Load (fused on [13C 2006, ASCE-7 2005)
1.1..1.. Base shear
From the MBS software, GipC.ode 93673,'T -raver, CA has following VHILIes;
Sus =0.53468; SDI= 0.33668
Flat Bottom Grain lain is an agricultural facility, belonging to occupancy category 1.
lniportant'actor 1=:1.0.
Sus =0.5346g>0.5g, and 0.133<S,),= 0.3366g>0.2g, therefore it belongs to
seismic design category D.
Redundancy factor: P= 1.0, (For non-build.i.ng structures -that are not
similar to buildings.)
11n = 453.5"=37.79', hence, :I"undamental period:
Ta = Ctxhn' = 0.028x37.79t'�'= 0.51 175 s < "f I,= .16 s
r 5=4'_9 Ring bin. holt! 20pcf Walnut weight 1;731,026 lb, bin weight = 36,339 lb,
therefore the total weight is:
W= 11,767,365 lb
For flat Bottom Steel. Cain on ground with mechanically anchored (not similar to
building), 12.=3, SS()=2, C,j=2.5.
Cs =Su,s /(R/1) = 0.1782 > 0.0 1, OK.
Cs =Sus /(R/1:) = 0, 1782 < S,„/(7`axCUl) = 0.2192, therefore, Cs = 0.'1782.
.Hence; base shear: V = CsxW= 314,946 Ib = 31.4.946 kips.
11.2. Vertical distribution of base. shear:
For vertical distribution. of base shear along each ring height:
'rhe lateral seismic rot -cc at any level is:
Fj = Cv;x V ASCE.7-05 Eq. (I 2.8.1 1)
where:
11i.hk
C,;`
Y _ ” k= 1.00588 for 0.5s<Ta =0.51 1.75s < 2.5s ASCI 7-05 Eq. (12.8.12)
;4I
Where:
Fl=design seismic force applied to Ring x
NOTICE: This document and the information contained herein Is a confidential I q
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
/
°
. '. ' � -
-~`' `^:
- .
vi, the 0nofYylocated ot0c assigned toring /orrrespectively,
- ' hj�h,=height infeet. above the base hmRing /0rRingz respectively.
' ^
.~
^
~ -�=23|.4]2k
v\= 170\06 kips
(i- | to 9)
. .
'
'
�1.3. Calculation ofload effect bylateral seismic force:
The SLIM Ofseisnioshear qheach rinQis Calculated as: `
k�
4.v"w~m
The seismic overturn|�Ocnon� iy�u calculated as:
buttmm/,+*«l
the vertical axial }onH/»erGheei pn]duCed by seismic overturn nnonlou\ iscmiculak:d as:
Ej,=.5x0.707xD«Sbffen�r_h/o.)
�
NOTICE: This 'montand the information con|aincdhere|nisononOdentia| ||
disclosure. This material iothe property cfSukupManufacturing Co. Sheffield, Iowa. USA
and isnot kobeused in any way detrimental hntheir interest. Reproduction is prohibited. .
. .
n)
(kips -ii
(kips)
VRQ (kips) .
(ft -kips)
Eh (kips)
top roof
cone
453.5
396
231.432
108801.4
81.03
81.03
388.28
0,565
1
374
352
170,66
66091.4
49.22
130.25
775,63
1.129
2
330
308
170.66
58273.0
—4-3—.40
173.65
1332.79
1,939
3
-286
264
170.66
50460.7
37.58
211.23
2038.42
2.966
4
242
220
170,66
42655.6
31.77
243.00
2871.19
4.178
5
198
176
170,66
34858.8,
25.96 1
268,96 1
3809.80
5.544
NOTICE: This 'montand the information con|aincdhere|nisononOdentia| ||
disclosure. This material iothe property cfSukupManufacturing Co. Sheffield, Iowa. USA
and isnot kobeused in any way detrimental hntheir interest. Reproduction is prohibited. .
. .
0
7
110
88
170.66 1
19299.1
1_4.37
303.50
5919.45
8.614
8
66
44
170.66
11544.7
-8.60
312,10
r 7048,05 j
10.256
9
22
0
170.66
3823.4
2.85
314.95
8197.63
11.929
12. Combining Nominal Loads Using Allowable Stress .Design:
Based on ASCE7, Chapter 2.4, the worst load combination will be:
For Stifl:ener vertical load, Equation 5 applies: '
Total Vertical- Load = (1.01-0. 1 4Sris)D+l-'l+l' +0.7E
1.07484.4(Dl,+Round) +Grain LD +0.7pQi.
For hoop tension load:
Top 1" ring hoop tension, Equation 3 applies:.
"Cop ring hoop tension = D+Il+1~+S=Tn_top Grain hoop _tension static
From top 2i° ring to 9`1i ring, the hoop tension will be:
hoop tension = Grain -hoop - tension-,scismic
1.2.1. Checking "i'otal vertical Stiffener load and sidewall hoop tension, the result is
as follows:
1-1.ari-pros, sht-tension, ax -load, Stiff& sit gages of SA.up 54'-9R.ing 20pef Walnuts
Seismic Cain:
Ringvertical
.lane].
~
Total
�t1.n} load
(kips)/per
sc:i.f sta.f
5idewall
gage (in)
St.ffener.
ga;;1e(in)
allowable ax(ve'rtical
l.oad(ki s)/ ex s1:if
slaacingp P
1
44 2.275
13(0.046)
111 0.072
3.56+25.8== 29.36
2
88 3.537
18(0.046)
15(0,065)
3.56.1.23.3= 26,86
3
132 5.x.4 8
18(0.046)
15 0.065
3.56-1-23.3= 26.86
4
176 7.078
18(0.046)
15(0.065)
3.56+23.3=26..86
5
220 9.296
I'7 (U.U53)
15 (0.065)
4,7'2+23.3=-28,02
6
264 11 .771,
15 (0.065)
12 (0.102)
7.10+40?= 47.30
7
308 1 14.473
15 (0.065)
12 (0.102)
7.10+40.2= 47.30
8
352 1.7..372
15 (0.065)
12(0.102)
7.10-+•40.2==47,30
9
396 20.440
14 (0.072
12 (0.102)
8.71-4-40.2= 48.91
NOTICE: This document and the, information contained herein is a confidential 12
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
y
.> ��-._rx+ � y .._ .~_32 #� .��t4. •i �j.v.g4T'd�. x "7"V._
r
uM1 Y
Ring
Vertical load
carried on
Local ring
1 .0 --ori.,_-
Total shr.
Side"tal..l
a l 1l o--4able silt
l.eris! on
lab€ -1
YIin)
press (psi)
p
-,ens on
(kips)/per sht.
g4" ( ;n)
/per vertical
seam
1
44
0.553
7 .87.9.1.4 . 89
18 (0.046)
54.7
1.262
18(0.046)
88
0.774
11..032
18 0.046
54.7
j
_2
3
132
0.984
14.031
18 (0.046)
54.7
1.930
4
176
1.1.81
1.6.882
18(0.046
54.7
2..218
5
220
1.374
19.591
17 0.053
63.0
1
6
264
1.555
22.168
15 (O.O6
77.3
2.702
7
8
308
352
1.727
1.890
24.619
26.949
IS 0.065
15 (0.065)
77.3
77.3
2.899
9
396
2.046
29.164
14 0.U72'
85.7
3.068
1.2.2 Checking Vertical Load Transfer Route (Ft-om 'Upper Ring To Lower Ring S J. rr►na
Sideivall To Stiffener)
For vertical load transfer route. checking, the worst design transfer load is:
I" ring counting from top, the design transfer load is bused on:
Vertical load carried on Local ring== 1.07444(DL•1-Roof1d) +Grain LD -+-0.7pQr
From 2"d ring to gin ring counting from top:
Vertical load carried on Local ring =
Lover Ring of {' = I.074844(DL4-Roofld) +Grain LD +0.7pQj.) -
Upper Ring of ( = 1.0741844(1a1.+Itoond) Grain L.la-1-0.7pQ". )
Rg
label
Vertical load
carried on
Local ring
Sidewall
thickness
12 bolts on horizontal seam
allowed transfer loud (.f=rom
U2per ]king "ho L,o\\,er Rine
11 bolts connecting sidew;all to
stit'fener allowed transfer load
(From Sidewall To StiiTener)
kis
au a in
kis
kips
1
2.275
18 0.046)
17.39 3/8"bearin
OK
15.94 3/8"bearin
OK
2
1.262
18(0.046)
17.39 3/8"bearin
OK
15.94 3/8"bearin
OK
3
1.612
18 (0.046)
17.39 3/8"bearing)
OK
15.94 3/8"bearin
OK
4
1.930
18 (0.046)
17.39.(3/8"bearing
OK
15.94 3/8"bearin
OK
5
2..218
17(0.053)
20.03 3/8"bearing)
OK
18.36 3/8"bearin
OK
6
2.475
1.5(0.065)
1 24.57 3/8"bearin L_
OK
22.52 3/8"bearin
OK
7
2.702
15 0.065
24.57 3/8"bearin)
OK
22.52 3/8°bearin
K
8
2.899
15 0.065
24,57 3/8"bearin ,
OK
22.52 3/8"bearin
EOK
9
3.068
14 (0.072
27.21 X3/8"bearing) _
OK
20.33 3/8"bearin
OK
"f.'here.f:ore. Fain Body strength is OK!
eUIVi.K
MAY 2 6 2016
INTERWEST
CONSULTING GROUD
NOTICE: This document and the information contained herein is a confidential 13
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
t,
}a
Structural Calculations
BHB Project # 160510
SUKUP 54'- (9) Ring Bin
Durham, California
Prepared For:
Northern Mechanical & Equipment Inc.
3760 County Road 99 West
Orland, California 95963
PERMIT#
BUTTE C NTY DEVELOPMENT SERVICES
VIEWED FOR
CO E C MPLIANCE
DATE BY�
REVIEWED
FOR CODE COMPLIANCE
SEP 0 0 2016
INTERWEST
CONSULTINIC, rQni fo
Prepared By:
RS
Rev 0
5/12/2016
IMV
SEP 00 2016
Mn1INT"RtYCST
These calculations were prepared solely for the client and project listed on the cover sh� a "They shall not
be copied or used for the benefit of any other party or project.
2766 South Main Street - SLC, Utah 84115 - Phone: 801.355.5656 - Fax: 801.355.5950
www.bhbengineers.com
Project:; Sheet:
Job#'
o
t Date: %(R
uga;ei.eerin•g: Results" _57/
BHB Coristrltin.g Ertgiiteers 276fiSouthMamStteet.%SaltLake(ity�.Utah84115 ;By.
;A PrgJps�t+•o++dl;Cttrparu;i.+an...
EhnIf6 .801 355.3656 • Fak.801,355:595.0: S
p ti w Y
A 115
• has• � D,t�3 � � .. r
THE CALCULATIONS BASED ON REFERENCED STANDARDS IN THESE
DOCUMENTS ARE STILL VALID UNDER THE CURRENT CODE.
Wi�io :fox �A•�c �H�"q"i�-�
�' X� K � PSS � � (� bc.•.
Design. Maps:'$pMmary.,Report
pe,
Usgr:-S c' ie4'
Bu�idtn,g Code Rdf' ffi6i
_qr.eqcel: 00- , ntl 1216t6rdatibna�Code
6v0rch ucilazes U5GS, haz4tO,6ta-,ovafijA. b4, 46.6,0,
SiteCoordinates: 4
A: .1
'P.4ge. of
:0:61:2 '
' .g g: $
0.,272:9
,
0:335 :g
fp'Y (nf ati ni have een.c tcul fedi(�o
pr.0b0!;0s6c (H .k-",t
arggted) and
-ma
direction:d- .xdm.,um.:hor.,izoniai.-maximum -'p1.6ase refurn'-foitheap
plication and
:sdlectAbe 11-20 u;idi'
I , 09;N:EHRW',,b i ng,code- reference dbrcurmeti.t,
to
D i * h,,': R'6 s- S, , poket , film
Ms.!g .. -.—ponse�,
Although this inFnrmat�on rs; a product of the .0 S Geological 5ijrvey, we. provide np wairanty, :expressed or:rmplied, as. to he
�"* .... . . . .........
therein I This tool ys,nota ..sqbs6itutO f .technitaI's -maM�* r.-kn.owled
hi,'tn-.-Ildhn2--,ear,thou4ke.wr---.u-,gq,a.nvlde.-,ignmang"l'[.i.-,Iqijmm,q.rv,--nhnt9.,i.'ip.,mni nik= m -ft 4' ;'Mq �vl,)./?016
APPENDIX - A
Design of Sukup 54'-9 Ring Bin, 20pcf Walnuts Seismic Design
Category D @ Durham CA 95938
Allowed vertical peak load
Height of
a ring =
Rg Ht
Stiffener spacing =SS
Stiffener spacing =SS
r
Bin Diameter = Dia
NOTICE: This document and the information contained herein is a confidential
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
1
Number
of rings=
RgNo.
r
Design of Sukup 54'-9 Ring Bin, 20pcf Walnuts Seismic Design Category D @
Durham CA 95938 1.
1.54'-9 Ring -stiffened -Bin Design Specifications
No. of Rings
9
Ring height rh
44"
Dia D
54'
Area A
2290.2 ft2
Circ u
169.65 ft
Eave height
He
397"
Peak height
Hr
596"
Hydr rad
R
162"
Bulk densities
y
20 lb/ft3
Gravity constant
G
1
Equivalent gr ht
454"
Wall frict coeff
µ
.37
Janssen's const.
K
.5
Angle of repose
28 deg
peak load PL
15000 lb
roof dead load RL
11952 lb
ring load RIL
2710 lb
H/D ratio
0.701
Overpressure factor
e h
1.0
Total cap.
85756 ft3 73072 Bu
Roof wt.
11952 lb
Tank wt.
24387 lb
Bin wt. (=Roof wt+Tank wt)
36339 lb
2. Analysis of Working Condition of Sukup 54'-9 Ring Bin
Sukup 54'-9 Ring Bin is used for storage purpose. It is required to store the grain 1"
below the eave height on sidewall. Because its H/D ratio equals 0.701, according to
ASABE Standard 2007 edition (ANSI/ASAE EP433 DEC1988 (R2006)), it will produce
funnel flow during discharge. So Sukup 54'-9 Ring Bin is designed base on funnel flow
bin.
3. Standard Design:
Sukup 54'-9Ring Commercial Bin Use ASTM A653 Grade 50 steel for both sidewall sheets
and stiffeners. The yield strength of ASTM A653 Grade 50 steel is 50 ksi and the tensile
strength is 70 ksi. All 9 ring sidewalls are from 18 gauge to 14 gauge. Their connection bolts
are 3/8" grade 8.2 bolts with serrated flange nuts. Sidewall vertical seam has 2 columns of
connection bolts (43 of 3/8" bolts /per 44" sidewall height). Stiffener use 3/8" grade 8.2 bolts
with flange nuts to connect them together with splice and to connect them to sidewall. All
NOTICE: This document and the information contained herein is a confidential 2
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
bolts and 3/8" nuts have flange on bolt head and nuts. Each sidewall horizontal seam has 25
connection bolts (25 bolts/per 112.5" sidewall length) to connect upper sidewall to lower
sidewall and every two adjacent ring sidewalls are staggered connected with horizontal seam
connection bolts to make the bin structure stronger and more stable. The horizontal seam
connection bolts are the same diameter bolts as their vertical seam connection bolts. And each
sidewall has 2 stiffeners. Each stiffener has 11 of 3/8" grade 8.2 bolt along 44" height to
connect sidewall to stiffener.
The following strength calculation formulas are based on AISI Standard 2001 Edition.
For stiffener, its vertical compression strength is:
Pn = AeFn = btFn (Eq.C4-1)
Where:
Ae = Effective area calculated at stress Fn, (inch squared),
b = effective width of the stiffener calculated according to section B, (inch),
t = stiffener thickness, (inch),
Fn = is determined in (Eq.C4-2) or (Eq.C4-3). In our grain bin case, because the un -
braced length of the stiffener L=12", so kC2 = Fy/Fe .«0.1, therefore Fn�Fy.
Fy =. yield strength of the stiffener, Fy = 50 ksi.
For hoop tension, the nominal shear strength of the connected part as affected by spacing and
edge distance is:
Pn = teFu (Eq.E3.1-1)
The nominal strength of net section/per sheet is:
Pn = AnFt = (47.1-23x0.40625) xtxFu (Eq.E3.2-1)
The nominal bearing strength is:
Pn = mfCdtFu (Eq.E3.3.1-1)
The nominal bolt shear strength is:
Pn = AbFn (Eq.E3.4-1)
Where:
t = thickness of the sidewall, (inch),
e = distance measured in line of force from center of a standard hole to nearest edge of
adjacent hole or to end of connected part, (inch),
Fu = tensile strength of connected part, (ksi),
mf = modification factor according to Table E3.3.1-2: mf = 1,
C = bearing factor according to Table E3.3.1-1: C=3,
d = nominal bolt diameter, (inch),
Ab = gross cross sectional area of bolt, (inch squared),
NOTICE: This document and the information contained herein is a confidential 3
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
Fn = given by Fnv in table E3.4-1.
So the axial load capacity of stiffeners (with a safety factor of 1.8) are: "
And the hoop tension capacity of the sidewall sheets (Min value of allowable edge
distance (with a safety factor of 2.0), net section (with a safety factor of 2.22), allowable
bearing (with a safety factor of 2.5), and allowable bolt shearing (with a safety factor of
2.4) based on AISI 2001 Edition are:
Sidewall Sheet Tension Capacity
Stiffeners (15.5"
flat)
Gage
allowable axial load wt/44"
bolt shearing, based on AISI 2002 Edition)
(with 1.8 safety factor (AISI))
15
.0.00 through
23.3
14
23.3
25.8
12
25.8
40.2
10
40.7
52.8
8-
53.5
63.1
6
63.9
72.9
2
72.9
98.5
And the hoop tension capacity of the sidewall sheets (Min value of allowable edge
distance (with a safety factor of 2.0), net section (with a safety factor of 2.22), allowable
bearing (with a safety factor of 2.5), and allowable bolt shearing (with a safety factor of
2.4) based on AISI 2001 Edition are:
Sidewall Sheet Tension Capacity
(Min
value of allowable net section,
bearing, and
bolt shearing, based on AISI 2002 Edition)
Gage
allowable tension (kips)
18
0.00 y 54.7
3/8" bolts
17
0.00 63.0
3/8" bolts
15
0.00 77.3
3/8" bolts
14
0.00 85.7
3/8" bolts
13
0.00 through 104.8
3/8" bolts
12
0.00 116.8 •
3/8" bolts
11
0.00 135.2
7/1.6" bolts
10
0.00 154.0
7/16" bolts
9
0.00 168.3
7/16" bolts
8
0.00 183.2
7/16" bolts
NOTICE: This document and the information contained herein is a confidential 4
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
,
4. Steel Sheet Sinusoidal Corrugation Rupture Resisting Capacity Calculation
(Based on AISC-13/2005)
Sukup 54'-9Ring Bin Use ASTM A653 Grade 50 steel for sidewall sheets. The yield
strength of ASTM A653 Grade 50 steel is 50 ksi and the tensile strength is 70 ksi. The
sidewall sheet is 4" wide corrugation with 0.5" center to center distance from hill to
valley.
Corrugated sidewall sheet
0.438
Vertical load Pa
Filled Grain
Rupture surface
0.5/3"
=0.167"
Ir =0.167"
Pa
V
For grain bins, the main vertical load exerted on sidewall is the grain load or grain weight
related seismic load. Once filled with grain, the sidewall is equivalent to a braced
member along whole height of the sidewall. The rupture surface of the corrugated
sidewall sheet in a filled bin is estimated at 1/3 of the hill to valley distance from the
inside hill line (this is a conservative estimation, also refer to European Standard,
EN1991-4).
Therefore, for 56.25" stiffener spacing steel sheet length, its section modulus is:
Sy = 56.25xt2/6 where: t = sidewall sheet thickness
Its nominal bending moment is:
Mn=SyxFy where: Fy = yield strength of sidewall sheet =50 ksi
With a safety factor for flexure Qb =1.67 (RISC-IP12005), the allowable bending
moment is:
NOTICE: This document and the information contained herein is a confidential 5
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
L
Ma = Mn/ f1b = Pax it = SyxFy / f1b
Therefore, the allowable vertical load capacity for corrugated steel sheet rupture is:
Pa = SyxFy / (flbx lr) = 56.25 x t2 x FY
6x0.167x1.67
And their values for different gauge sheets are listed as follows:
Gage
thickness(in)
allowable vertical load for corrugated steel
9
Ring height rh
sheet
rupture/per stiffener spacing (56.25")
18
0.046
0.00
3.56 kips
17
0.053
0.00
4.72. kips
15
0.065
0.00
7.10 kips
14
0.072
0.00
8.71 kips
13
0.088
0.00
13.02 kips
12
0.102
0.00
17.49 kips
11
0.118
0:00
23.40 kips
10
0.134
0.00
30.18 kips
9
0.147
0.00
36.32 kips
8
0.16
'0.00
43.03 kips
5. Grain loads
No. of Rings '
9
Ring height rh
4451,
Actual Dia
0.9947*D
Actual Hydr rad
0.9947*162"
Bulk densities y
20 lb/ft3
Gravity constant G
1
Equivalent gr ht
454"
Wall frict coeff µ
.37
Pressure ratio k
.5
Angle of repose
28 deg
Overpressure factor e h
1.0
Sheet thickness t
Sheet length sl
112.5" (after installation, bolt to bolt)
Distance from` equivalent top surface of grain to concerned location Y
pkY.
Y RG
Horizontal Pressure
Lp = (1—e R )
Y RG
*YHorizontal
Pressure (discharging)
L pd = e h (1— e R )
Vertical- pressure
Vp=Lp/k
NOTICE: This document and the information contained herein is a confidential
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
Vertical pressure (discharging)
Wall friction press
Wall friction press (discharging)
Vert Wall load/per stifner spacing
Vert Wall friction load/ per stifner spacing
Sht horizontal tension stress
Sht horizontal tension
Vpd < VP
Wfp=Lpx µ
Wdp=Lpdxµ
Pv=(yxRxGxY/12/12-VpxRx12) x56.25/12
WL =LLppd x,ux56.25xrh
1
fc = Lpdx2xR/t
to = Lpdx2xRxrh
Hori-pres, sht-tension, ax -load, stiff & sht gages of Sukup 54'-9 Ring 20pcf Walnut Bin:
Ring
label
Y(in)
eh* vertical
Grain load
(kips)/per
stif
Sidewall
gage(in)
Stiffener
gage(in)
allowable ax (vertical)
load(kips)/per stif
spacing
1
44
0.599
18
0.046
14
0.072
3.56+25.8= 29.36
2
88
1.212
18
0.046
15
0.065
3.56+23.3= 26.86
3
132
2.024
18
0.046
15
0.065
3.56+23.3= 26.86
4
176
3.025
18
0.046
15
0.065
3.56+23.3= 26.86
5
220
4.206
17
0.053
15
0.065
4.72+23.3= 28.02
6 1
264
5.557
15
0.065
12
0.102
7.10+40.2= 47.30
7
308
7.072
15
0.065
12
0.102
7.10+40.2= 47.30
8
352
8.741
15
0.065
12
0.102
7.10+40.2= 47.30
9
396
10.556
14
0.072
12
0.102
8.71+40.2= 48.91
Ring
label
Y(in)
1.0*horiz-
press (psi)
1.Osht tension
(kips)/per sht
Sidewall
gage(in)
allowable sht tension
kips/per vertical seam
1
44
0.553
7.879
18 0.046
54.7
2
88
0.774
11.032
18 0.046
54.7
3
132
0.984
14.031
18 0.046
54.7
4
176
1.184
16.882
18 0.046
54.7
5
220
1.374
19-591
17 0.053
63.0
6
264
1.555
22.168
15 0.065
77.3
7
308
1.727
-24-619
15 0.065
77.3
8
352 1
1.890
26.949
15 0.065
77.3
9
396
2.046
1 29.164
14 0.072
85.7
NOTICE: This document and the information contained herein is a confidential - 7
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
6. Snow load (Based on ASCE 7)
Snow load: 0 psf Ground Snow
Uniform roof snow load Pf:
Pf=0.7 xCexCt x IxPg ASCE 7 Eq.(7-1)
Where:
Ce = 0.9; Exposure C, Fully Exposure, ASCE 7, Table7-2
I = 1.0;
Ct = 1.0;
Pg = 0 psf;
Therefore:
Pf=0psf =OA psi
Ps = CsxPf = 0.7 x0.0 psi (take Cs=0.7 as per ASCE7, Fig. 7-2b)
Snow load per stiffener spacing:
SL-- PsxA/stiff no = 0 kips/per stiffener (54' bin has 36 stiffeners)
ti —
7. Roof Dead Load
Roofld=(PL + Rootwt)/stiff no
Roofld= 0.749 kips/per stifner
9. Bin Body Dead Load
At ith ring, the bin body dead load: .
DL =( i xring load) /stifner no
Rg label
Kips/per stifner spacing
Sukup 54'-9Rg
1
DL
0.075
2
0.151
3
0.226
4
0.301
5
0.377
6
0.452
7
0.527
8
0.602
9
0.678
NOTICE: This document and the information contained herein is a confidential 8
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
10. Top sidewall Ring additional hoop tension produced by roof structure:
0.42k peak_ld
/per stiffener
16.8'
Rx
27'/3
Rz
27' - ►
From the diagram above, the expansion load produced by roof and snow load/per
stiffener and peak load/per stiffener is:
16.8Rx = (SL+roofwt)x27/3+peak_1dx27 therefore:
Rx =( (0+0.332) x27/3+0.42x27)/16.8 = 0.853 kips
There are 36 stiffeners in a circle of the 54' diameter bin. So the additional hoop tension
on top ring produced by roof weight, snow load and peak load is:
Tn top = 36Rx/n/2 = 4.89 kips
NOTICE: This document and the information contained herein is a confidential 9
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and isnot to be used in any way detrimental to their interest. Reproduction is prohibited.
11. Seismic Load (Based on IBC 2006, ASCE-7 2005)
11.1. Base shear
From the MBS software, ZipCode 93673, Traver, CA has following values:
SDs=0.5346g; SD1= 0.33669 '
Flat Bottom Grain Bin is an agricultural facility, belonging to occupancy category I.
Important factor I=1.0.
SDs=0.5346g>0.5g, and 0.133<SD1= 0.3366g>0.2g, therefore it belongs to
seismic design category D.
Redundancy factor: p = 1.0, (For non -building structures that are not
similar to buildings.)
hn = 453.5"=37.79', hence, fundamental period:
Ta = Ctxhn" = 0.028x37.790'8= 0.51175 s < TL= 16 s
54'-9 Ring bin hold 20pcf Walnut weight = 1,731,026 lb, bin weight = 36,339 lb,
therefore the total weight is:
W= 1,767,365 lb
For Flat Bottom Steel Bin on ground with mechanically anchored (not similar to
building), R=3, 520=2, Cd=2.5.
Cs =SDS /(R/I) = 0.1782 > 0.01, OK,
Cs =SDs /(R/I) = 0.1782< SD,/(TaxR/I) = 0.2192, therefore, Cs = 0.1782
Hence, base shear: V = CsxW= 314,946 lb = 314.946 kips.
11.2. Vertical distribution of base shear:
For vertical distribution of base shear along each ring height:
The lateral seismic force at any level is:
Fj = C�ixV ASCE7-05 Eq. (12.8.11)
where:
k
C..= wxhx k=1.00588 for 0.5s<Ta=0.51175s < 2.5s ASCE7-05 Eq. (12.8.12)
�Wihk
Where:
F; = design seismic force applied to Ring x
NOTICE: This document and the information contained herein is a confidential 10
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
wi, w,t = the portion of W located at or assigned to ring i or x respectively,
hi, h,t = height in feet above the base to Ring i or Ring x respectively.
F1
FZ
F;
Fj+j
Fj+2
F9
F.f
Wtoof = 231.432 k
wi = 170.66 kips
(i=1to9)
11.3. Calculation of load effect by lateral seismic force:
The sum of seismic shear on each ring is calculated as:
VRg Intithring= F
roofcone
The seismic overturn moment is calculated as:
i
Mor I at jth ring= L F x (hi - ht _ rg _ bottom I jth ring)
roofcone
the vertical axial load/per sheet produced by seismic overturn moment is calculated as:
En = MoT/(0.5x0.707xDxStiffener No.)
The seismic calculation result for stiffener axial lnnd is ac fnllmxre-
NOTICE: This document and the information contained herein is a confidential 11
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
WZ X heht-rg-btm
Rg#
hi(in)
wi (kips)
(k=1.00588)
sz Fi
sum of sz
sz overturn MOT
sz axial Id
(in)
ki s -in
(kips)
VR9"" (kips)
(ft -kips)
Eh (kips)
top roof
cone
453.5
396
231.432
108801.4
81.03
81.03
388.28
0.565
1
374
352
170.66
66091.4
49.22
130.25
775.63
1.129
2
330
308
170.66
58273.0
43.40
173.65
1332.79
1.939
3
286
264
170.66
50460.7
37.58
211.23
2038.42
2.966
4
.242
220
170.66
42655.6
31.77
243.00
2871.19
4.178
5
198176
170.66
34858.8
25.96
268.96
3809.80
1 5.544
6
154 1
132
F 170.66
27072.4
20.16
289.13
4832.97
7.033
NOTICE: This document and the information contained herein is a confidential 11
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
7
110
88
170.66
19299.1
14.37
303.50
5919.45
8.614
8
66
44
170.66
11544.7
8.60
312.10
7048.05
10.256
9
22
0
170.66
3823.4
2.85
-314.95
8197.63
11.929
12. Combining Nominal Loads Using Allowable Stress Design:
Based on ASCE7, Chapter 2.4, the worst load combination will be -
For Stiffener vertical load, Equation 5 applies:
Total Vertical Load = (1.0+0.14Sps)D+H+F+0.7E
= 1.074844(DL+Roofld) +Grain LD +0.7pQE
For hoop tension load:
Top 1S` ring hoop tension, Equation 3 applies:
Top ring hoop tension = D+H+F+S=Tn_top + Grain_hoop_tension static
From top 2nd ring to 91h ring, the hoop tension will be:
hoop tension = Grain_hoop_tension_seismic
12.1. Checking Total vertical stiffener load and sidewall hoop tension, the result is
as follows:
Hori-pres, sht-tension, ax -load, stiff & sht gages of Sukup 54'-9Ring 20pcf Walnuts
Seismic Bin:
Ring
label
Y(in)
Total
vertical load
(kips)/per
stif stif
Sidewall
gage(in)
Stiffener
gage(in)
allowable ax (vertical
load (kips)/per stif
spacing
1
44
2.275
18
0.046
14
0.072
3.56+25.8= 29.36
2
88
3.537
18
0.046
15
0.065
3.56+23.3= 26.86
3
132
5.148
18
0.046
15(-0.065)
3.56+23.3= 26.86
4
176
7.078
18
0.046
15
0.065
3.56+23.3= 26.86
5
220
9.296
17
0.053
15
0.065
4.72+23.3= 28.02
6
264
11.771
15(0.065)'
12
0.102
7.10+40.2=.47.30
7
308
1-4.473
15
0.065
12
0.102
7.10+40.2= 47.30
8
352
17.372
15
0.065
12
0.102
7.10+40.2= 47.30
9
396 1
20.440
14
0.072
12 0.102
8.71+40.2= 48.91
NOTICE: This document and the information contained herein is a confidential 12
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.
Rin
Ring
label
Y(in)
10*horiz-
.
press (psi)
p (p )
Total sht
tension
(kips)/per sht
Sidewall
gage(in)
allowable sht tension
/per vertical seam
1
44
0.553
7.879+4.89
18 0.046
54.7
2
88
0.774
11.032
18 0.046
54.7
3
132
0.984
14.031
18 0.046
54.7
4
176
1.184
16.882
18 0.046
54.7
5
220
1.374
19.591
17 0.053
63.0
6
264
1.555
22.168
15 0.065
77.3
7
308
1.727
24.619
15 0.065
77.3
8
352
1.890
26.949
15 0.065
77.3
9
396
2.046
29.164
14 0.072
85.7
12.2 Checking Vertical Load Transfer Route (From Upper Ring To Lower Ring & From
Sidewall To Stiffener)
For vertical load transfer route checking, the worst design transfer load is:
1" ring counting from top, the design transfer load is based on:
Vertical load carried on Local ring = = 1.07444(DL+Roofld) +Grain LD +0.7pQE
From 2nd ring to 9`" ring counting from top:
Vertical load carried on Local ring =
Lower Ring of { = 1.074844(DL+Roofld) +Grain LD +0.7pQE} -
Upper Ring of { = 1.074844(DL+Roofld) +Grain LD +0.7pQE }
Rg
label
Vertical load
carried on
Local ring
Sidewall
thickness
12 bolts on horizontal seam
allowed transfer load (From
Upper Ring To Lower Rin
11 bolts connecting sidewall to
stiffener allowed transfer load
From Sidewall To Stiffener
kis
au a in
kips
kips
1
2.275
18
0.046
17.39
3/8°bearin
OK
15.94
3/8"bearin
OK
2
1.262
18
0.046
17.39
3/8"bearin
OK
15.94
3/8"bearin
OK
3
1.612
18
0.046
17.39
3/8"bearin
OK
15.94
3/8"bearin
OK
4
1.930
18
0.046
17.39
3/8"bearin
OK
15.94
3/8"bearin
OK
5
2.218
17
0.053
20.03
3/8"bearin
OK
18.36
3/8"bearin
OK
6
2.475
15
0.065
24:57
3/8"bearin
OK
22.52
3/8"bearin
OK
7
2.702 1
15
0.065
24.57
3/8"bearin
OK
22.52
3/8"bearin
OK
8
2.899
15
0.065
24.57
3/8"bearin
OK
22.52
3/8"bearin
OK
9
3.068 1
14
0.072
27.21
3/8"bearin
OK
20.33
3/8"bearin
OK
Therefore Bin Body strength is OK!
NOTICE: This document and the information contained herein is a confidential 13
disclosure. This material is the property of Sukup Manufacturing Co., Sheffield, Iowa, USA
and is not to be used in any way detrimental to their interest. Reproduction is prohibited.