BP13412x CITY OF BLAIR - APPLICATION FOR BUILDING PERMIT
^ Permit #13 q/
Date: i ® " l Approximate Completion Date: W ®/— 16)
Site Plan Attached: i/ REScheck Attached: Complete Plans Attached
Application for: Residential Commercial/Industrial
New Construction ✓ Manufactured Home Modular
Move -on: Home Accessory Building Other
Remodel Addition
Accessory Building: Garage Pole Barn Other
Floor Type: Dirt Concrete Electricity: Yes ✓® No
Sign Erecting, Awnings Decks/Handicap Ramps (plot plan required)
Satellite Dishes/Radio Antenna/Cell Towers (plot plan required)
Other
Utilities: Public Water: Yes No Private Well
If yes, responsible entity: Blair OPPD Line Kennard
Agreement needed: Date Agreement Received:
Public Sewer: Yes No Septic Drawing Provided:
If yes, responsible entity: Blair Kennard
County Road Permit Required: Yes No Submitted: Yes No
Addit' al Description of project if necessary:
Project Information:
Job Address: o o
Legal. Description (if applicable) � rG '5' /94� i / /,�a/f -// //� �C/35
Owner: ,PT Address: o?00 140 Phone#: 412& - Zl/g3
Contractor:y a AU'� vePhone #:
GI'
Address:
I
Email Address for Contractor: _ iG'Fica/
Separate permits are required for electrical, plumbing, hearting, ventilating and air conditioning, and septic systems. By my signature
below, I acknowledge this building permit application does not constitute issuance of this building permit. I further agree that
construction covered by this permit application shall not be commenced until I have received a copy of a permit signed by the Building
Inspector. I hereby agree to perform the proposed work in accordance with the specifications set forth above and in accordance with the
codes/o�inances of the City of Blair and the State of Nebraska. I understand that this permit is void if work is not commenced within
0 da pr is nol complete lthln two (2) years of date of issue.
7 C)
ig a ure' n O r/Contractor Date
J, G°
For Building Permits other than One & Two Family Residential Structures:
I hereby acknowledge and agree that I have/will submit a set of plans for this project to the Nebraska State Fire Marshal's Office for
Revie
%4atft.6f Owner/Contractor Date
V
— INEW UYIVJIKU%j1I IV HLJIJIIIVIVJ I KtIV1UML,:
'ess/Lnd,ustric*-cat!onal/Assembly/Factory/Storage/Utility
*Porches with roofs/screened patios are considered additions
Construction valuation computation: Sq/ft area X $63
Except for the following:
Accessory Buildings & Interior Remodeling Projects: sq/ft area X $43
Pole barns with no hard surface floor: sq/ft area X $25
Sign Erecting/Awnings and Decks/Handicap Ramps: sq/ft area X $25 (Minimum
valuation of $2000)
Construction valuation com utation:00
13 R,
Finished sq/ft area_S000 X$
$ 0®®
Construction valuation is ...................................Permit fee is:
$0 TO$50...........................................................$0
$51 TO $500 ........................................................ $25
$501 TO $2,000........................................................ $25
+ $3
per additional $100
$2,001 TO $25,000........................................................ $70
+$13
per additional $1,000
$25,001 TO $50,000......................................................$370
+$10
per additional $1,000
$50,001 TO $100,000......................................................$620
+_ $7
per additional $1,000
$100,001 TO $500,000......................................................$970
+ $5
per additional $1,000
$500,001 TO$1,000,000.................................................. $2,970
+ $4
per additional $1,000
$1,000,001 ,. AND OVER .................................................. $4,970
+ $3
per additional $1,000
Permit Fee calculated from chart above
$ N15. 00
Issuance Fee:
$ 25.00-- 1W46,00
Total Permit Fee = Deposit + Permit Fee + Issuance Fee
$
Additional Comments:
Approved by: Date:
Contingent On Approval by Fire Marshall
Meet IBC, IPC, IMC and NEC Code Requirements
Sleeping Rooms below Story and in Basement required to have egress
For Office Use Only
Date Permit Paid:
Permit Fee:
Deposit Amount
Receipt #
Deposit Paid by for return to:
Building Inspection Pouch given: Yes No
High Hazard HPM
Institutional, incapacitated
Institutional, day care facilities
Residential, multiple family
Residential, care/assisted living facilities
Institutional, supervised environment _
Institutional, restrained
Mercantile Residential, hotels
Residential, one- and two-family
Storage, moderate hazard Storage, low hazard Utility, miscellaneous
Is building required to be protected by automatic fire sprinkler system?"
No
Only partially in some areas or rooms Please Specify
Yes If yes, the standard to which the sprinkler system will be designed:
NFPA 13 NFPS 13R NFPA 13D
Driveway Grade: 20% grade or less? Yes No
(Dale will review new residential construction. AI will review all second access requests and industrial and
commercial driveway requests)
Required Off Street Parking:
Permit Fee Calculation:
Building Permit Deposit Fee:
Commercial, new homes and residential
additions/remodels/accessory buildings valued $10,000 or greater $
Fee - $500.00
Residential add itions%remodels/accessory buildings valued under $10,000 $
Fee = $200.00
All other permits Fee = $50.00 $
RESIDENTIAL - NEW CONSTRUCTION:
Permit fee is:
Finished sq/ft area X $92
(not including finished basement area)
Finished basement sq/ft area X $56
Unfinished basement sq/ft area X $29
Garage sq/ft area —X$25
Total Valuation:
Total Valuation
Issuance Fee:
Multiplied by 0.006 =
$ 25.00
Total Permit Fee = Deposit + Permit Fee + Issuance Fee $
ZONING REVIEW:
Zoning/Flood Plai UtUi ' :
Current Zoning: LL I 4K/Conditional Use Permit Required: Yes No
Pate CUP Approved:
State Fire Marshal Required: Yes No Variance Required: Yes No
Minimum Setbacks: Front Second Front Side Side Rear
Lot Square Footage:
Length x Width: Lot Coverage %
DrivewaysSidewalks:
Sidewalk required: Yes No Sidewalk Waiver: Yes No
Date Waiver Approved:
Preexisting Garage requires drive ay to be less than 3' from property line: Yes
Approved by:
Flood Plain: Yes No
If yes, specify special re uirements:
BUILDING INSPECTOR REVIEW:
Number of Stories
One Two Three Four >Four High Rise (>75 ft)
Type of Residential Structure:
Ranch Two Story Split Entry Raised Ranch Other
Rooms Bedrooms Bathrooms Fireplaces Gas Electric
Egress in Basement: Required: Yes No Provided on Plans: Yes No
Sleeping Rooms Living Area Other Egress
Sauare Footage:
Main Level: Second Level: Third Level
Basement: (Unfinished) (Finished)
Garage: 2 bay 3 bay 4 bay 5+ bay
Detached Garage: Pole Barn:
Addition: Remodel:
Porch: Front Rear Side
Deck that affect setbacks: Rear Front Side
Occupancv Classification:
Assembly, theaters, with stage Assembly, theater, without stage
Assembly, nightclubs Assembly, restaurants, bars, banquet halls
Assembly, churches Assembly, arenas
Assembly, general, community halls, libraries, museums
Business Educational Factory and industrial, moderate hazard
Factory and industrial, low hazard High Hazard, explosives
(section continued on next page)
5/10120/0
Dear Sir:
A Division of GLOBAL Industries, Inc.
2928 E. U.S. Hwy. 30 • P.O. box 2105 • Grand Island, NF 68802-2105
PH:308-384-9320 FAX: 308-382-6954
WAIS:.800-247-6621 NE: 800-658.8104
Please accept this letter as certification that the storage systems to be
purchased from MFSNORK/STORMOR will be designed according to the
specified information. The design criteria for the tanks are:
S60-16 Commercial Flat Bottom Bin
Diameter at Center of Wall 591-811 18190 mm
Eave Height 42' -10"' 13060 mm
Peak Height 591-111 18010 mm
Total Volume w/o Compaction 134396 cu ft 3804 cu meters
Design Criteria:
Product Bulk Density 52 pcf 833 kg/cu meter
Product Angle of Repose 28 degrees
Snow Load (Ground) 25 psf 1.2 kPa
Peak Load 10000 lbs 44.5 kN
Wind Load 80 mph 129 kph
Seismic Conditions UBC (Uniform Building Code) Zone 0
Grain horizontal pressures are resisted by the corrugated sidewall sheets.
Grain vertical pressures and overturning forces from wind and seismic loading
are resisted by vertical stiffener columns. Horizontal and vertical uplift forces
shall be transmitted to the foundation via anchor bolts through base plates
factory welded to the base of the stiffener lines.
Respectfully Submitted,
MFS/York/Stormor Engineering Department
RECEIVED
MAY 112010
Midwest Mechanical
PO Box 164
Logan, A 61646
Cell 712-216-0537
Fax 712-644-2711
RECEIVED FILE COPY
BLAIR
TO: KC engineering t4WASKA From: Jeff
Faic 712-252-0346 Pages:
Phone: Date:
RW cc,
03 Urgent 0 For Review E3 Please Comment 0 Please Reply 13 Please Recycle
0 Comments:
Contact information above
Email- jeffallen@ovyatelecom.net
A
CITY OF
NEBRASKA
y
Phone 402-426-4191
u
VIFS S60-16 COMMERCIAL FLAT BOTTOM BIN
DESIGN CRITERIA
All structural components are designed in accordance with the applicable
design requirements set forth by the American Iron and Steel Institute's (AISI)
"Specification for the Design of Cold -Formed Steel Structual Members" and the
American Institute for Steel Construction's (AISC) "Manual of Steel
Construction". Design Loads (including Grain, Live, Snow, Wind, and Seismic
Loads) are applied according to the applicable portions of the relevant
standards: American Society of Agricultural Engineers (ASAE), American
Society of Civil Engineers (ASCE), Uniform Building Code (UBC), and
International Building Code (IBC).
A 60' [18.3 m] Diameter Bin is designed to support:
A roof dead load of 3 psf [0.14 kPa)
A ground snow load of 25 psf [1.2 kPa]
An auxiliary peak load of 10000 lbs [44.5 kN]
A wind speed of 80 mph [129 kph]
Seismic Zone 0 Conditions
Grain loads calculated with a grain density of 52 pcf [833 kglcu meter],
equivalent to 65 ibslbu
The formula for calculating the static grain forces is Janssen's equation, taken
from ASAE EP433. By assumption, the vertical forces are transmitted to the
foundation through the stiffeners. The lateral hoop forces are to be resisted by
the sidewall panels in tension. The attached printout shows the forces
calculated for each individual ring in the tank and the associated wall or stiffener
thickness.
Midwest Mechanical
Industrial Services
P.0 Box 164
Logan, Iowa
To Whom It May Concern
Midwest Mechanical Industrial Service (contractor) and Tyson
Elevator (owner) is proposing to install 1-60' diameter grain storage
bin on the East side of the existing facility. The grain bin heights will
be all horizontal at the peak. Mwm will be doing all of the concrete
and bin erection work. After the bin will have been erected there will
be a conveyer attaching to the existing bin and then attaching to the
new bin.
Enclosed:
KC Engineer foundation drawings
Soil evaluation report dated 5-11-99
Picture of location with dimensions and placement
Thanks,
Jeff Allen
Midwest Mechanical Industrial Services LLC
COMMERCIAL BIN
`®'�®°$,®i
=- I "(
L)
1I® STRIg+`®
SSTORMOR FOUNDATION DESIGN
MFS /YORRKK//
1/6/2010
®` Bin Diameter (ft) 60 [18.29 m]
Allowable Soil Bearing Pressure (psf) 3000
[144 kPa]
Bin Height (rings) 14
Concrete Compressive Strength (psi) 3000
[20.7 N/mm^21
Eave Height (ft) 37.33 [11.38m]
Reinforcing Steel Yield Strength (psi) 60000
[414 N/mm^2]
Bin Weight (Ibs) 43560 [19759 kg]
Product Bulk Density, W (pcf) 52
[833 kg/m^3]
Peak Load (Ibs) 6000 [2722 kg]
Product Angle of Repose, a (degrees) 28
Floor Pressure (psf) 1722 [82 kPa]
FOUNDATION DIMENSIONS:
Wall Wall Width, D
16" [406 mm]
Wall Height, Ht
2' 610 mm
Stirrup Rods, M
#4 Bars@ 18 inches [460mm] O.C. each face
Ring Rod, L
2 - #6 bars each face
or 2 - #5 bars each face
or 3 - #4 bars each face
Inside Stemwall Radius, E
29'- 21/8" [8893 mm]
Outside Stemwall Radius, F
30'- 6 1/8" [9299 mm]
Footing
Footing Width, C
40" [1016 mm]
Footing Thickness, J
12" [305 mm]
Offset Dimension, K
12" 305 mm
Radial Rod, S:
Ring Rod, R:
#8 Bar @ 18" O.C.
2 - #6 bars total number of bars top
& bottom
or #6 Bar @ 15" O.C.
or 3 - #5 bars "
or #5 Bar @ 10" O.C.
or 5 - #4 bars "
Inside Footing Radius, G
28'- 21/8" [8588 mm]
Outside Footing Radius, H
31'- 6 1/8" [9604 mm]
Bin Floor
Thickness, t
6" [152 mm]
CONCRETE REQUIREMENTS:
Footing
23.1 cu yds [17.7 m^31
Stemwall
18.5 cu yds [14.2 m^31
Floor
49.5 cu yds [37.9 m^3]
Tunnel
0 cu yds [0 m^31
Total Bin
91 cu yds [70 m^3]
NOTE: Concrete Volume does not include any material for trenches.
STEEL REBAR REQUIREMENTS:
Required Bar Length (Feet)
Reinforcing Steel Grade
Length (ft) #8 bar #6 bar #5 bar #4 bar
#3 bar
Footing Radial Rod, S: #6 Bar @ 15" O.C.
2.83
0
425
0
Ring Rod R: 5 - #4 bars
187.50
0
0
938
Wall Wall Stirrups, M: #4 Bars@ 18 O.C. each face
3.50
0
875
Wall Rina rods, L: 6 - #4 bars
187.50
0
0
1125
Floor 6x6 - #10 -#10 Mesh, Lineal Feet (4' wide)
664.08
#4 bars on an 18" Grid
3553
Tunnel Roof Bar, D: 0
6.33
0
0
Lon itudinal Bars E: 0
60.00
0
0
0
Wall Vertical Bars, G: 0
1.50
0
Horizontal Bars, H: 0 each face
59.68
0
0
0
Floor Lateral Bars, K: 0
2.33
0
0
Longitudinal Bars L: 0
60.00
0
0
0
Beam Straight Bars, S: 0
3.00
0
0
0
Stirrups at Beam T; 0 0
3.67
0
0
0
0
Total Feet of Bar Required:
0
425
0
6490
0
NOTES: Bar Totals do not include lap lengths.
10 m]
[130 m]
[0 m]
[1979 m]
[0 m]
Roof Components
Panels shall be fabricated from 22 gauge (0.030" [0.76mm]) thick material of
ASTM A653 Grade 40 steel. There shall be four (4) roof panels per sidewall
sheet. The rib on each side of the roof panel will be the major structural support:
for the panel. The roof sheets shall be attached to the top peak ring with 5116"
[7.94mm] bolts. The roof ribs shall be supported by 7" shaped rafters and
compression ring segments fabricated from 16ga (0.060" [1.52mm]) through
8ga (0.'160" [4.06mm]) Grade 50 steel, attaching through brackets to the roof
panel ribs with 5116" [7.94mm] bolts.
Sidewall Components
The bin sidewall shall be constructed of steel meeting the physical and chemical
requirements of ASTM A653 Grade "50" with 50 ksi [345 MPa] yield strength.
The sidewall sheets will have a nominal vertical coverage of 32" [0.813m] and
112.5" [2.858 m] of circumferential coverage. The pitch of the corrugations will
span 2.667" 167.7 mm] from hill-to-hill.There are (2) stiffeners per sidewall sheet
located circumferentially around the tank perimeter and extend from foundation
to eave.The bottom stiffener will be attached with anchor bolts through a base
plate that is factory welded to the base stiffener.
The sidewall shall be assembled exclusively with SAE (Society of Automotive
Engineers) Grade 8.2 bolts (minimum tensile strength of 150 ksi [1034 MPab.
The bolts used to penetrate exterior surfaces shall be equipped with washer
heads that have sealant washers under the heads. The vertical wall stiffener
shall be attached to the wall panels with SAE Grade 8.2 bolts.
Howard Wolfe
From: Jeff Allen Deffallen@iowatelecom.net]
Sent: Tuesday, May 11, 2010 2:52 PM
To: Howard Wolfe
Subject: Re: FW: Tyson elevatorFILE COP
s 7
Howard.. I dropped off the plot plans when I first met with you,.If you
still need them I will resend them. Tyson elevator will hire Certified
Testing out of Sioux City Iowa will be doing the special Inspections
Date: 5-11-2010
> Jeff: I have two sets of building plans now. I still do not have plot
> plans that show the location of the new bin on the site. Who is doing
> the Special Inspections? Please have them send us inspection reports
> when they occur and a final summary report prior to the final site
> inspection.
> -----Original Message-----
> From: Howard Wolfe
> Sent: Monday, May 10, 2010 12:03 PM
> To: 'Jeff Allen'
> Cc: Howard Wolfe
> Subject: RE: Tyson elevator
> Two sets of completed structural plans are needed. Show height. Two
> sets of plot plans with location of bins shown. Provide engineers
> stamp on the plans. Who is doing the special inspections? Show bolt
> strength. A-325 bolts or stronger require special inspection. Any
> structural on site welding requires special inspection. List all
> required special inspections on the plans. Concrete as shown requires
> special inspection. Provide a building permit application. Also
> submit plans to the State Fire Marshal as required.
> Thank -you
> Howard Wolfe
> -----Original Message-----
> From: Jeff Allen[mailto:jeffallen@iowatelecom.net]
> Sent: Saturday, May 08, 2010 10:54 AM
> To: Howard Wolfe
> Subject: Tyson elevator
> attached are the updated drawing for tyson elevator. what else is
> needed?
> Jeff Allen
> Midwest Mechanical
> P.O. Box 164
> Logan, IA 51546
> 712-216-0537
1
(Total for # 4 bars includes floor bars for grid in lieu of mesh. I
Development length is 35 x bar diameter, minimum bend diameter is 6 x bar diameter.
Galvanized Coating
The galvanized coating conforms to ASTM A653 for zinc coated steel sheet.
The coating designation number is the term by which the thickness of the
product is specified.
The galvanized coating for the roof panels shall be Standard G90 which
specifiep the coating thickness at 0.9 ounces per sq ft [275 gram/sq m] for both
sides of the sheet.
The galvanized coating for the sidewall sheets and stiffeners shall be Standard
G90 which specifies the coating thickness at 0.9 ounces per sq ft 1275 gram/sq
m] for both sides of the sheet.
K
�- �� wry,�,
r �
pro�Ise of ata`\
BUILDING PERMIT SUPPORTING DOCUMENTS
This building permit packet includes various items dealing with particular code
requirements and/or building permit requirements. It in no way includes ALL particular
code items. Also, it is your responsibility to know the 2006 International Building
Code requirements that apply to your project. Please understand this packet is only
designed and distributed to aid you in your building permit process. A copy of the
International Building Code is available for your use at the Blair Public Library.
I have read the above disclosure and accept this building permit documentation on my
own behalf assuming full responsibility as the owner/contractor for this project.
Owner/Occupant
City of Blair
218 South 16th Street • Blair, Nebraska 68008 • 402-426-4191 • Fax 402-426-4195 • E-mail dtyofblalr@ci.blair.ne,us
7671—P l
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SEISMIC DESIGN
Seismic design shall be performed according to the 1997 Uniform Building
Code, Chapter 16, Division IV "Earthquake Design", Section 1634 "Nonbuilding
Structures (Uniform Building Code by the International Conference of Building
Officials). The procedures and limitations for the design of structures will be
determined considering seismic zoning, site characteristics, occupancy,
configuration structural system, and height. Structures will be designed to
withstand the lateral displacements induced by the Design Basis Ground
Motion. All bins will be designed to withstand ground motion and seismic forces
in any horizontal direction.
The tank is designed to resist seismic forces, base shear and overturning
effects, considering the entire weight of the tank and its contents. Each ring is
analyzed for overturning forces, and the stiffeners and base anchors are sized
to resist these forces.
Subject to some minimum requirements, the design lateral seismic force in any,
given direction will be determined from the following equation:
V=0.7*1*Ca*W
Where: V = Lateral Seismic Force
Ca = seismic coefficient dependent on soil type and seismic zone
I = importance factor
W = total seismic dead load (including silo contents)
with a vertical distribution of Fx = V wx hx I (Ew; hi). Earthquake load E is from
equ 30-1, where E = r Eh + E,,, r = 1, Eh = V, and E„ = 0 for allowable stress
design.
Equipment supported by tanks will need to be accounted for in the design of the
structure. Since not all accessories are supplied by the tank manufacturer,
auxiliary equipment may need to be supported separately.
YF Ulilla-
BUILDING PERMIT DEPOSIT AGREEMENT
A $500.00 refundable deposit is being collected for any new commercial, new
residential, and any additions, remodels and accessory building valued $10,000 or
greater at the time of your building permit application.
A $200.00 refundable deposit is being collected for any residential remodel,
addition or accessory building valued under $10,000.
A $50.00 refundable deposit is being collected for all misc. permits.
The City reserves the right to not refund this deposit if any of the following
conditions occur during the construction period:
1) Theft of water service by_the _plumber. _owner or
_general contractor._
2) All permits have not been obtained.
3) All required inspections have not been obtained.
4) Occupancy occurs prior to a final inspection.
5) The project is completed without a final inspection being done.
6) Storm Water Management Plan inspection not obtained. (If Required)
If any or all of these situations occur during construction, you may forfeit your
deposit.
I hereby agree to the above conditions, and understand that should any or
all of the above situations occur, the building permit deposit SHALL be forfeited or
discounted upon the discretion of the City of Blair, Building and Inspections
Department.
:or/Owner Contractor/Owner
City of Blair
i
lu
Date
AND
Terracon
.
GEOTECHNICAL ENGINEERING REPORT
PROPOSED NEW GRAIN STORAGE BINS
LAIR, NEBRASKA
Terrcon Project No. 05995072
May 11, 1999
INTRODUCTION
This report presents the results of the subsurface exploration for the proposed New Grain
Storage Bins located at the existing Tyson Elevator in Blair, Nebraska. Two soil borings
extending to depths ranging from about 30 to 50 feet below existing grade were drilled within
the proposed new grain storage bins to obtain subsurface information. Individual boring logs
;. and a location diagram are included with this report,
The purpose of this report is to describe the subsurface conditions encountered in the borings,
eri-,alyze and evaluate the test data, and provide geotechnical recommendations regarding
desLgn and construction of the foundations for the. proposed project. Also, general site
repment and earthwork recommendations are provided.
nderstand the proposed project will consist of the construction of two new grain storage
t-& T he grain bins will be 48 and 60 -foot diameter and 40 feet high. The bins will be
pa ted by about 14 feet. Based on a grain unit weight of about 55 pcf, we anticipate that
s will have an average bottom pressure of about 2,500 psf.
p' ,tines for construction of the bins are anticipated to involve up to about 4 feet of fill on
side of the proposed bins.
Y�p�e cil conversations with George Tyson, the existing bins are constructed on 4 feet wide
tp crushed rock footings with 2 to 2% feet of fill sand beneath the bottom of the
S60.1 6 Super Bin OS2
Customer: MIDWEST MECHANICAL IND SERVICE
Project: None
gy: Brian Thomas
Date: May 10, 2010
Configuration
Diameter:
60'
Seismic Zone:
Sldewail
Rings:
16
Wind Speed:
80 mph
Ring Ht:
2,667'
Working Bin:
no
Stffeners/sheet:
2
Cone/Hopper:
No
Roof Peak Load:
10000#
Snow Load:
25 lbs/sq ft
Material:
52 lbslou ft
Railroad:
Yes
Angle of Repose:
280
Side Draw:
No
Unload Rate:
15000 BPH
Mass Flow:
No
AISI Specifications
ASAE Design Criteria
UBC Load Combinations
H/D Ratio: 0.80
Design Coeff: 1.05
Notes: 0 Wind Wing(s) Total
Eave Ring Not Required
3W' ASTM A307 Anchor Bolts Req'd
Standard
Final
Configuration
Selection
Sidewall Sidewall
Sldewail
Sidewali
Sheet Stiffener
Ring
Sheet
Si ffener
Gage Gage
Number
Gage
Gage
15 18
1
15
18
19 18
2
19
18
19 18
3
18
16
18 18
4
18
16
17 16
5
17
16
15 16
6
15
16
18 16
7
15
14
15 14
8
14
14
14 14
9
14
12
14 12
10
14
12
13 12
11
13
10
13 12
12
13
10
13 10
13
13
10
13 10
14
13
10
13 8
15
12
8
12 8
16
12
8
Program revised March 312010 - Comm Tank v 1.20
ASased on the material passing the 3-1n.
(75 -mm) sieve.
elf field sample contained cobbles or
boulders, or both,.add "with cobbles or
boulders, or both" to group name.
°Gravels with 5 to 12% fines require dual
symbols:
GW -GM well -graded gravel with silt
GW -GC well -graded gravel with clay
GP -GM poorly graded gravel with silt
GP -GC poorly graded gravel with clay
°Sands with 5 to 12% fines require dual
symbols:
SW -SM well -graded sand with silt
SW -SC well -graded sand with clay
SP -SM poorly graded sand with silt
SP -SC poorly graded sand with clay
60
50
11
X 40
W
0
Z
} 30
I—
U
1--
Q 20
J
00
10
7
4
0
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
ECU = D /D Cc = (D30)
2
60 70
D10 x D60
Flf soil contains >_ 15% sand, add "with sand" to
group name.
oif fines classify as CL -ML, use dual symbol GC -
GM, or SC -SM.
Hlf fines are organic, add "with organic fines" to
group name.
'If soil contains ? 15% gravel, add "with gravel" to
group name.
�lIf Atterberg limits plot in shaded area, soil is a CL -
ML, silty clay.
Klf soil contains 15 to 29% plus No. 200, add
"with sand" or "with gravel" whichever is
predominant.
Lif soil contains >_ 30% plus. No. 200
predominantly sand, add "sandy" to group
name.
Mif soil contains >_ 30% plus No, 200,
predominantly gravel, add "gravelly" to group
name.
"PI -2: and plots on or above "A" line.
cPi < 4 or plots below "A" line.
PPI plots on or above 'A" line.
OR plots below "A' line.
For classification of fine-grained soils
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory TestSA
and fine-grained fraction of coarse-
Group
Symbol
Group Namea
Coarse -Grained Soils
Gravels
Clean Gravels
Cu 4 and 1 s Ccs 3E
GW
Well -graded gravelF
More than 50% retained on
No. 200 sieve
More than 50% of coarse
fraction retained on
Less than 5% fines°
Cu < 4 and/or 1 > Cc > 3E
GP
Poorly graded gravelF
No. 4 sieve
Gravels with Fines
Fines classify as ML or MH
GM
Silty gravel F o, H
More than 12% finesc
Fines classify as CL or CH
GC
Clayey gravelF e, H
Sands
Clean Sands
Cu >_ 6 and 1 <_ Cc <_ 3E
SW
Weil -graded sand'
50% or more of coarse
fraction passes
Less than 5% finesE
Cu < 6 and/or 1> Cc > 3E
SP
Poorly graded sand'
then PI = 0.9 (LL - 8)
No. 4 sieve
Sands with Fines
Fines classify as ML or MH
SM
Silty sand, H,
More than 12% flnesD
Fines classify as CL or CH
SC
Clayey sands, H,
Fine -Grained Soils
Silts and Clays
inorganic
Pl > 7 and plots on or above °A" line'
CL
Lean clayK, L, M
50% or more passes the
Liquid limit less than 50
PI < 4 or below "A" line
ML
Silt", L, M
No. 200 sieve
plots
Liquid limit — oven dried
Organic clayK, r, M, N
organic
g
< 0.75
OL
Liquid limit — not dried
Organic siltK, I, M, o
Silts and Clays
inorganic
PI plots on or above "A" line
CH
Fat cIayK' L; M
Liquid limit 50 or more
o�
PI plots below "A" line
MH
Elastic siitK, L, M
OR
Liquid limit — oven dried
,r
Organic clayK, L, M, P
organic g
< 0.75
OH
I
ML oR OL
Liquid limit — not dried
Organic siitK, L, M, a
Highly organic soils
Primarily organic matter, dark in color, and organic odor
PT
Peat
ASased on the material passing the 3-1n.
(75 -mm) sieve.
elf field sample contained cobbles or
boulders, or both,.add "with cobbles or
boulders, or both" to group name.
°Gravels with 5 to 12% fines require dual
symbols:
GW -GM well -graded gravel with silt
GW -GC well -graded gravel with clay
GP -GM poorly graded gravel with silt
GP -GC poorly graded gravel with clay
°Sands with 5 to 12% fines require dual
symbols:
SW -SM well -graded sand with silt
SW -SC well -graded sand with clay
SP -SM poorly graded sand with silt
SP -SC poorly graded sand with clay
60
50
11
X 40
W
0
Z
} 30
I—
U
1--
Q 20
J
00
10
7
4
0
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
ECU = D /D Cc = (D30)
2
60 70
D10 x D60
Flf soil contains >_ 15% sand, add "with sand" to
group name.
oif fines classify as CL -ML, use dual symbol GC -
GM, or SC -SM.
Hlf fines are organic, add "with organic fines" to
group name.
'If soil contains ? 15% gravel, add "with gravel" to
group name.
�lIf Atterberg limits plot in shaded area, soil is a CL -
ML, silty clay.
Klf soil contains 15 to 29% plus No. 200, add
"with sand" or "with gravel" whichever is
predominant.
Lif soil contains >_ 30% plus. No. 200
predominantly sand, add "sandy" to group
name.
Mif soil contains >_ 30% plus No, 200,
predominantly gravel, add "gravelly" to group
name.
"PI -2: and plots on or above "A" line.
cPi < 4 or plots below "A" line.
PPI plots on or above 'A" line.
OR plots below "A' line.
For classification of fine-grained soils
and fine-grained fraction of coarse-
grained soils
,
Equation of "A" - line
Horizontal at PI = 4 to LL = 25.5.
then PI = 0.73 (LL - 20)
Equation of "U" - line
OQ`
Vertical at LL = 16 to PI = 7,
then PI = 0.9 (LL - 8)
O�
MH OH
o�
G�
OR
,r
I
ML oR OL
�l�
,S60-16 Super Bin OS2
Bin Base Reactions
Design Wind Speed
Seismic Zone
Estimated Tank Weight
Estimated Grain Weight, Filled
Estimated Total Weight, Including Peak Load
Vertical Wall Load, Empty
Vertical Load per Stiffener, Empty
Vertical Wall Load, Filled
Vertical Load per Stiffener, Filled
Floor Pressure, Filled
Wind Base Shear, Gross
Wind Base Shear, per Anchor Bolt
Wind Uplift Load, per Anchor Bolt
Seismic Base Shear, Gross
Seismic Base Shear, per Anchor Bolt
Seismic Uplift Load, per Anchor Bait
Anchor Botts Required
Anchor Bolt Quantity
Anchor Bolt Radius
Anchor Chord Dimensions
1 665161, 1439 millimeters
2 11215116" 2868
i 3 16617132' 4280
4 2231 /16" 5666
5 2761!4" 7017
6 327 23132" 8324
7 $77 M6" 9580
1 8 424 5116" 10777
9 46813116" 11908
10 510 7116" 12965
80 mph
56731 lbs 26733 kg
6988599 Ibs 3169975 kg
70553301bs 3200243kg
296 lbs/ft 4.4 kN1m
1387 lbs 6.2 kN
9421 lbs/ft
137.5 kN1m
44157 lbs
196.5 kN
1883 lbs/sq ft
90,2 kPa
38526 lbs
171.4 kN
964 lbs
4.4 kN
850 lbs
3.8 kN
0 lbs
0 kN
0 lbs
0 kN
0 IN
0 kN
314" ASTM A307
40
30' - 0 15116"
9168 mm
millimeters
super Bin
Anchor Chord I /Boit Radius
Dimensions
I
I�
Hopper Tank
r'Anchor Chord /S ff Radius
Dimensions '
CLIENT
ARCHITECT/ENGINEER
TYSON'S INC.
SITE 200 NORTH TENTH STREET
PROJECT
BLAIR, NEBRASKA
PROPOSED GRAIN BINS
SAMPLES
TESTS
W CL
DESCRIPTION
m
>r
w=
K=
u>
u
o:w
Zz
CnW
a.
U
�O
�z
>-
OW
Z(nn li
Approx. Surface Elev.: 94.0 ft
®
z
W
-w m
o
a D-
� W
> F i
r 01 m m m CO OD m O r ty M U1 m m a N
U•n mCO LO tYM 00woOAKay1V1 st-StpNe1
er-t� wrNNch tmOMNV' UO]171 tm[1 CNO CGS
N Cel 0 m m d' n m O �Y trQ, OO, G
C71 V] to N1Wmr Mm <M
pqf w Oi w [h Ow pOH C? •t= r 'Y�
'^ W+ OD coo Mtm7 c'w7 07M o07MMtl�7 v07MMM
N {�
J
� r� N�Qf N'MV,��W ONi7 tij�WC�'i3O
O �.^• O rYr� NiJ�d1 feJ MteiM 47iM tY
A
mnNt�f wNw01AmM NODrAm
'Q N N O"D,j ul3 N n ti oD O v-' N .y tu•1 Mi`. a+ *O" CR
w(37h
INAM1
j � T rp r r r r Y Np N N N mO�
O G C [��(npOM�gMnO p1A�.:MtnO,0 Cel
M mO, M W
171<m�le7 G ttQ�N NO t:�Nmm'V'r
st tl'M V) M NNcm
x ,L
(�]�. [�171m Cpd0n NO mN�f mwln
Q1 (Q T n n ,- ao m In cn m M os v, aD o 0
s� 33r t\i �d 0 ccm rd ro r co
5��`7 r�iMvtnh[oo�t�YauJ��1N
.�. [DC -3 'MNr C)p� W N W1t NN r
Oii O Q fel MC?c7MM MNN� N N
'}q �'[j�rttrr�rre's-rre%<r TTr
U Wtp OmD,O N�1oN Ir+. t6� eh-, cNO sMt' Obi V,
'1O per' �r+wm W m 2 m Ntm� O+r�-� CCt7 fmYNOMp
L� G1 �` tttt}1 N Oa In r w r m. 0r..ma �Ap 01 0
x._I 01 twC1 i� w r T tr tO OC a s�pp aaDD
N N N
Q N W
. IA+, W!4nrJ eN"N W Nh; Im+,n COi1m 017)O
r OAV'O�0(f}
lll MONr u1OTZ�100
5a�rM 1ilmrm
rr N N W M'V' 171
�mw°�ir��'n�t`'t�lpultrinMm
Y'iF 4, tt'te? mt71 a NO
m � p7 ff1 O G00 000 rOnM I.ONN�
,�Mrn Nne
IOtC/CO(D I- nmernOD07 rl C0Ov
I rr-Nie1 M'�VY"Ql'mO1di
��M Mp1 Ottlw Cf'TOf 01 rM�rn-
to lC��Mr�Mp 6lrrw�fi ttNt7f1 <';r
41 mAr YLL3 ti(pp I+000p0m M tr N00�0
r7
01 Ma rN M V'tti nasaD
d
Q
N m mmp�Nti100, 'S �fppf N{pj Ol titN]�e�. ��U]
d
(Or41100
gr-cm
[D CC7 NP
(0 V'anM QA W CO OIOO�
?� coM'V'171m
� taarh Hurn <n^�tTn�
� � No n, C+l f�t�;MO nMG�A-Ce1 [71+.M0
m y ui a N
`` r r T r N N l�F N 07
�� OrNM sr tt1 W (� m wa rN M�IC1m
r T r T r r T
C Y M O n M
oil A O n M O n M O A M
�.0 OOD tqr 00171r 00 I77 riO In
toMMMi'� e.ct} tA+
rOD Lt1Tm
9 C1 tL iCJ 00 O Ci fG 'V'
NNN CsI'
1MW;t]AM OhMC
h,�� ,
Q1� pp/1 t� M
Mm
If1 m r 14 tO11m
O= mr�NNNNC�@tm+�di �'V'�fi tl'sh
E"O,-a8cM!�io�Mi<Aooa"iiaocn%oo
CA pj ti. 4 (1 � � '� r m (d
'—� ��� eV'�OV'MMMN NN Nrr rr
CLIENT
ARCHITECT/ENGINEER
TYSON'S INC.
SITE 200 NORTH TENTH STREET
PROJECT
BLAIR, NEBRASKA
PROPOSED GRAIN BINS
SAMPLES
TESTS
t9
O
o
❑c
��r
®DESCRIPTION
2
w
z
J
(n
W
LU
>
Z to
O W
?
ZZ
Z
to �
a.
m
LU
r
UO LU
to
w❑
w
Q
(L -1
tom
QO
Sv
o: 6
❑ a
z�
❑a)
4w �.
�I—VJ
SILTY CLAY, TRACE SAND
CL
9
ST
14
34.7
87
1000*
(Loess)
Gray
ML
Medium to Soft
s5
HS
CL
10
ST
20
33.1
86
500*
`
ML
40
HS
CL
11
ST
18
36.4
85
1280
ML
2000*
45
HS
CL
12
ST
20
35.1
86
1000*
ML
50 45.5
50
I
BOTTOM OF BORING
stratification lines represent the approximate boundary lines *Calibrated Hand Penetrometer
been soil and rock types: in-situ, the transition may be gradual.
ATER LEVEL OBSERVATIONS, ft BORING STARTED 4-23-99
'. 26 WD 17.2 1.5 hr AB BORING COMPLETED 4-23-99
4 RIG FOREMAN PG
Irerracon
Lr1 APPROVED BAL JOB # 05995072
,J Of OC rRfOp� NCl
�G
CD In lti W CO M1 M qd In RdtpM f0
_ N pOl pep�dlA o0 IXl 14 h OOtIf c� t»O GO
�� � 0 hUf tt 7flp� �N Ru9 u'f R tD
}NMsI-ax aD NOT INC n+- u0 w.act�ao
NNNMMmSt et
h3�
Ul oD oo cirrus (ry tD
Q uim 0 w riu! t�opQf
N Of 1
cow OQ lq R'cY t� m10 �O W
R R r sl' O W Q/N hf1 X11
F M •t tD aODNu)h Oet7 ru�b7 r.�}
O V'�O WsM-lMD7NdOt10O�RO
IU Ci��D O�IJ(�
R tUr
biMrot�MY tith40
WO -N- NORo7000
r
mrnr h. 11 o- rtRt?O Mr M
00 lti
OCi a, -m moots �-ti Oben V'N VS 1t3
M�d}00)w N4� U1h Q�OrNM'tl'
2 rK �.GdodO+^rrt^�rrtlt G�NiV GV
o U.
p.,� Oi �O OD W eF rrb t0 W NORO Ob'm
GDGD u?m�ncamrn�nd,-h,�Yro V;a+�rro
= �p h t+Mt�7� eR�i pG 16lN1 p1r� [hpG.��Io_. Y� W
C ?S0.",,..I r Nr0 ob�u71OW4CVuy h� Obi
,Oj.2 d'0 W OrT
Nto
N N N N N N N
G] � eea�}}rpp mm q�pp {{��j Ccpp
OrM1M�fQrLO M O�li tt OfuD
RM EO �+EiC'y't,: GQ ai lhr M of
W ONO N�l�fy� NOCQ t�p0 �
Q�y� mus o7�0NN cN'�c7 PFJ CD tD h-a��
1
'ow�m
CID
Rrusm�
i t6a� mt�.mmr�m�mo�otmnu7Rm�
rrrv-�-r.-N N N N N
D ID A m
sm
do 000000b000dQo
s�,4goo dd0000dobooco
XCi Ci00017 OC Cid OGOOC7GO
fl 0 0 0 0 0 O,G Q O O 0 O G O 0 0 0
b d O Q O O S7 O O O O O G P 0 0 0 4 0
q� w,00�C7000C] OC OOG 4 00 C
1 N
a
19 O O a p O O b O O O O O G O d 0 O
C d O O d O 4 O i7 O O 4 d 4 O 0 0 0
C OOC7dGO C1] COOdOCidiJo
00000pp 00[760 CIO O 0 0 O
0 0 C g 0 O 0 0 0 0 0 0 0 d 0 0 0
�^m Kciccoocia000 aodciodei
EL
Como
0 0 0 0 0 d a 0 a 0 O
v oodo�0000gooddo 0
^wax cotsod000006000doo
�vu
o rn ppp0 co h m m m us ehM m NtV ttVV Tr - Q
G O C G7 0 Ci 0 O d O d d 17 0 +O Ci
tr cD
�%M'OQNaN] m M
O[OMW 036Oi2Oi C2M0 00hNDN
M rirr rr'-
0
az OrNM'tf N MM1 oRrn � �sN--��
LOG OF BORING NO. I EEC
- UEEIT
r. � 1 VI L
ARCHITECT/ENGINEER ats
TYSON'S INC.
200 NORTH TENTH STREET
PROJECT
BLAIR, NEBRASKA
PROPOSED GRAIN BINS
SAMPLES
TESTS
m DESCRIPTION
mw
°
J
i
U)
W
zva
F
ofLu
z=
z�
to
��
y
a
W
U
fn
M
®
W
F-0
F -Z
¢O
>.
OW
Z(o a
'Approx. Surface Elev.: 95.5 ft
®
D
z
del
v, m
Wt
o a
zF-
=
QW
> U m
f SILTY CLAY, TRACE SAND
HS
(Possible Fill)
1
ST
14
27.3
91
1420
Brown
=' 92.5
MCL
4500*
SILTY CLAY, TRACE SAND
CL
2
ST
11
25.8
93
2210
(Loess)
ML
Gray Brown
5
6000*
.y Stiff
3
ST
14
24.8
88
4000*
sy
ML
HS
CL
4
ST
14
28.6
87
1280
ML
3000*
`
10
HS
2930
Medium to Soft Belowl3'
CL
5
ST
13
33.6
82
980
ML
15
1000*
HS
CL
6
ST
14
35.2
86
1090
ML
20
HS
CL
7
ST
14
33.5
87
500*
ML
25
HS
CL
8
ST
20
33.9
88
500*
ML
30
HS
Continued Next Page
czxcr,.rauvu nnw SUPIUQUIR u,c d}/fJ1VXIt11dLU wunuary tines *Calibrated Hand Penetrometer
soil and rock types: in-situ, the transition may be gradual.
ER LEVEL OBSERVATIONS, ft BORING STARTED 4-23-99
26 WD 17.2 1.5 hr AB BORING COMPLETED 4-23-99
Irerracon RIG FOREMAN PG
APPROVED BAL JOB # 05995072
TRILLING & SAMPLING SYMBOLS:
RELATIVE DENSITY OF COARSE-GRAINED SOILS:
S Split Spoon - 1%" I.D., 2" O.D., unless otherwise noted
pS
WS
Piston Sample
Wash Sample
T Thin -Walled Tube - 2" O.D., Unless otherwise noted
FT
Fish Tail Bit
p : Power Auger
RB :
Rock Bit
IA Hand Auger
BS :
Bulk Sample
)B Diamond Bit - 4", N, B
PM
Pressuremeter
�S : Auger Sample
DC
Dutch Cone
iS : Hollow Stem Auger
WB
Wash Bore
standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch OD split spoon,
,xcept where noted.
AIATER LEVEL MEASUREMENT SYMBOLS: WS While Sampling
NL Water Level WD While Drilling
NCI Wet Cave In BCR Before Casing Removal
)CI Dry Cave In ACR After Casing Removal
%B After Boring
Nater levels indicated on the boring logs are the levels measured in the borings at the timesaceturate det ed. In vious
Soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the
-nination of ground water levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION:
Soil Classification is based on the Unified Soil Classification System and ASTM Designations D-2487 and D-2488.
Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as:
boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200
sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non -plastic. Major con-
stituents may be added as modifiers and minor constituents may be added according to the relative proportions
based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in-place
density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff
(CL); silty sand, trace gravel, medium dense (SM).
RELATIVE DENSITY OF COARSE-GRAINED SOILS:
CONSISTENCY OF FINE-GRAINED SOILS:
N-Blows/ft.
Relative Density
Unconfined Compressive
Strength, Qu, psf
Consistency
4.9
Very Loose
Loose
< 500
Very Soft
10-29
Medium Dense.
500 - 1,000
Soft
30-49
Dense
1,001 -2,000
Medium
50.80
Very Dense
2,001 -4,000
Stiff
$0+
Extremely Dense
4,001 -8,000
Very Stiff
8,001 -16,000
Hard
> -16,000
Very Hard
GRAIN SIZE TERMINOLOGY
RELATIVE PROPORTIONS OF SAND AND GRAVEL
Major Component
Of Sample
Size Range
Descriptive Term(s)
(of Components Also
Percent of
Boulders
Over 12 in. (300mm)
Present in Sample)
Dry Weight
Cobbles
12 in. to 3 in.
Trace
< 15
(300mm to 75mm)
With
15-29
Gravel
3 in. to #4 sieve
Modifier
> 30
(75mm to 4.75mm)
Sand
#4 to #200 sieve
RELATIVE PROPORTIONS OF FINES
(4.75rrim to 0.075mm)
Silt or Clay
Passing #200 sieve
Descriptive Term(s)
(0.075mm)
(of Components Also
Percent f
Present in Sample)
DryWeight
Trace
< 5
With
5-12
Modifier
> 12
Terracon sh ko itis _ , zn4ns and specifications so comments
can be made � � P. e: ier�tabon of our geotechnical
recommends, '7c, T irracon also should be retained to
provide testing3 -�;.;� . �SAM-Adaon installation, and construction
phases of the Pr-1.
The analyses ans tee , b :,:r - this report are based upon the data
obtained from t , � ted locations and from any other
information dlsc�-s $sr IoW reflect any variations which may
occur between n, �a` , z e &rd extent of such variations may not
become eviden't, dent, it will be necessary to
reevaluate the =
The scope of sere« 4 =r-m— t w ie: specifically or by implication any
environmental as-s � s r _ c' c=cs7ftammated or hazardous materials
or conditions. l°f e . , >> cw cr stout the potential for such
contamination, oar stLj� s
This report has been : e it—'t- exz � i. �' c-a. o..onfbr specific application to the
project discussed and ,s~ _ CS -a'=17 r %Foth generally accepted geotechnical
engineering pra .� � Ak 1r yn are intended or made. In the
event that any changes : , s cr of the project as outlined in this report
are planned, thecf4si� n,.�� �c�n ntained in this report shall not be
considered valid unless Ire, , TeV� �e atan es and eider vermes or modifies the
conclusions of this re c_ ") 1007: _.
H
Blair, Nebraska
Project No. 05995072.001
May 11, 1999
Terracon
Maximum total settlements of the bins and their foundations designed and constructed as
recommended in this report are estimated to be about 14 to 16 inches at the center and 6 to 9
inches at the edges for the bins constructed as recommended above. Settlements could be
even greater, depending upon the depth of the compressible soils below the bottom of the
borings. Based on conversations with George Tyson, other tanks at this site have experienced
similar movements. Mr. Tyson also indicated that these ranges of settlements are not unusual
A for the anticipated loading conditions and are generally tolerable for steel bins of this size if the
differential is primary center to edge and uniform in distribution. Some differential settlements
are possible along the bin perimeter due to varying soil conditions, foundation loads, and
adjacent bins, but are not expected to exceed about 2 to 5 inches.
Steel Tank Bottom Recommendations
A �x��th;at the tank bottom will be supported directly on the recompacted structural fill
""s
WES- ,7-&ZV7 11-51"d that at least the upper 24 -inches of fill below the tank bottom consist of
-'� gdra;n scUs-The granular fill soils is anticipated to provide a stable working
sma�r t37* =r_91_ft7 and better tank bottom support.
m hip 37 d abrupt movements of the bins upon initial filling
2 25 pII of the bin's capacity, and a time period of
seis11 ween S- te� sau—,4�'Phje, stages. Settlement monitoring of the bin
;>� to help identify any unusually abrupt or
anH!,
Site Grading Considerations
If precipitation acours `,,',,mmed4atII pnrar to cir dwing ns on the CJay soils in excavations
would further soften and become more susceptible to disturbance. Construction staging
9
should provide drainage of surface water and precipitation away from the bin area, and provide
for removal of water accumulation in excavations as soon as possible. Similarly, finished
grading slopes should promote drainage away from the storage bin.
In addition, cohesive fill should also be used to form a cap around the outside perimeter of the
bin foundation to help promote surface water run-off away from the bin. This layer should be
7
t
Proposed New Grain Storage Bins
Blair, Nebraska
Project No. 05995072.001
May 11, 1999 Terracon
material would provide better support than rounded river sand. The on-site silty clay soils
that are free of organic matter and debris appear suitable for re -use as cohesive compacted fill.
The suitability of off-site fill soils should be evaluated prior to construction.
All fill placed beneath footings and tank bottoms in the bin areas and to a distance of at least 5
feet outside the bin perimeters should be compacted to at least 98 percent of the material's
standard Proctor maximum dry density (ASTM ®-698).
The fill should also be compacted at a water content within 3 percent of the optimum
determined in the standard Proctor test. The boring information indicates some moisture
conditioning should be expected to achieve the recommended moisture range with the on-site
soils.
Ring wall footings for the proposed tanks are anticipated to be supported on approved and
tested natural silty clay soils or new fill soils extending to the natural silty clay soils. A
maximum net allowable soil bearing pressure of 2000 psf could be used for design of footings
bearing in the tested and approved natural silty clay soils or newly compacted and tested fill
soils underlain by the natural silty clay soils. This is the maximum pressure that should be
transmitted to the bearing soil in excess of the minimum adjacent overburden pressure.
The base of all foundation excavations should be free of water and loose soil prior to placing
.concrete. Concrete should be placed as soon as possible after excavating to minimize bearing
soil disturbance. Should the soils at bearing level become disturbed or saturated, the affected
soil should be removed prior to placing concrete.
Foundations should extend to bear at least 3%2 feet below lowest adjacent finished grade for
frost protection. Continuous formed wall footings should have a minimum width of 16 inches
and isolated column footings should have a minimum width of 30 inches.
The allowable lateral load capacity of grade -supported shallow foundations and grade beams
can be calculated using an allowable passive earth pressure based on an equivalent fluid
weight of 180 pcf times the depth below the surface. It is recommended that the lateral
resistance of the soils within the 3l2 -foot frost depth be neglected. Additional allowable lateral
resistance developed by friction between the bottom of grade -supported foundations and the
soil subgrades can be calculated using an allowable friction coefficient of 0.25 times the
sustained bearing pressure. This is based on a factor of safety of 2.
0
Proposed New Grain Storage Bins
Blair, Nebraska
Project No. 05995072.001
May 11, 1999
Terracon
In addition possible fill soils were encountered in Boring 1, these soils appeared to somewhat
poorly to moderately well compacted. Therefore, we recommend that the fill.be removed and
recompacted beneath the tank bottom.
Based on the anticipated settlements and relatively soft natural soils, we recommend
supporting the bins on a rigid ringwall foundation and at least a 24 -inch thick granular tank
` bottom subgrade.
Site stripping should include the removal of existing vegetation, topsoil, existing surfacing
materials, and any other materials unsuitable for reuse as structural fill. Based on the boring
information, a stripping depth of about 9 to 12 inches is generally expected to be adequate for
this purpose over most of the site. However, deeper stripping could be required in localized
areas.
Following stripping, the fill should be removed beneath the bin foundations and to a distance
of at least 5 feet beyond the perimeter.
Groundwater was not observed near the expected depths of excavations. However, the silty
clay soils at the bottom of the excavations will be sensitive to disturbance, particularly if wetted.
Care should be taken to minimize disturbance of the soils in the bottom of the excavation.
Grading should be provided around the excavation perimeters to divert surface runoff away
from the excavations. Any water which collects in the excavations should be removed as soon
as possible along with any softened subgrade soils.
Following fill removal, the exposed soils should be scarified to a 6 -inch depth and moisture
adjusted to within 3 percent of the material's optimum as determined in the standard Proctor
procedure (ASTM D-698). The boring information indicates the existing soils may presently be
somewhat above the recommended moisture range. Therefore, some soil moisture
conditioning may be required to facilitate compaction. The scarified soils should be
recompacted to at least 98 percent of the material's maximum standard Proctor density.
Scarified soils which cannot be recompacted to the recommended degree should be undercut
and replaced with stable fill.
All fill and backfill used on this site should consist of approved granular or low plasticity,
cohesive soil free of organic matter and debris. The low plasticity soil should have a liquid limit
less than 45 percent and a plasticity index between 10 and 20 percent. The granularfill should
consist of well -graded material ranging in size from gravel to fine sand. Angular, crushed
5
a
Blair, Nebraska
Project• 05995072.001 !,.
May 11, 1999 1
T errecon
borings were drilled. However, due to the low permeability of the cohesive soils encountered in
the. borings, longer term monitoring in cased holes or piezometers would be required for a
more accurate evaluation of the groundwater conditions.
Fluctuations of the groundwater level can occur due to seasonal variations in the amount of
rainfall, runoff and other factors not evident at the time the borings were performed. The
possibility of groundwater level fluctuations should be considered when developing the design
and construction plans for the project.
The borings typically encountered variable depths of existing fill soils underlain by silty clay
(Peorian Loess) soils. The silty clay soils were typically stiff in consistency to a depth of about
13 feet, below this depth the soils were typically soft to medium in consistency. Both borings
terminated in the soft to medium silty clay soils. in a conversation with Mr. George Tyson, we
recommended performing additional soil borings and electronic cone soundings to aid in
determining the thickness of these soft to medium soils and the relative compressibility of the
these soils. However, Mr. Tyson indicated that the amount of settlement of the bins was not a
major concern and the additional soils work was not desired.
Based on the soils information from the two soil borings, we estimate settlements on the order
of 14 to 16 inches at the center of the bins and about 6 to 9 inches at the bin edges for a grain
bin designed for a bottom pressure of about 2500 psf. Additional settlements are possible
depending on the depth of the soft to medium silty clay soils. However, this can not be
determined without additional soil borings or other exploration to depths greater than 50 feet.
In addition, larger settlements are anticipated if fill is placed on the tank foundation area. For
example, if 4 feet of fill is placed within a tank foundation area, we estimate that the above
settlement estimates would increase by about 3 to 4 inches. Therefore, any fill placed on the
bin area should preferably be placed at least 8 weeks prior to construction of the bin
foundations to allow settlement under this load. Settlement plates could be placed in areas of
fill placement, if construction schedule does not allow for the estimated 8 weeks. The fill
preload time could be reduced if settlement data indicates that the majority of the settlement
due to the fill placement has occurred prior to construction. Terracon should be contacted to
provide additional recommendations on monitoring and placement of the settlement plates
prior to earthwork and site grading.
4
Proposed New Grain Storage Bins
Flair, Nebraska
Project No. 05995012.001
May 11, 1999 Terracan
�E •
The proposed new grain storage bins are planned on the east side of the Tyson Elevator
Property. The bins are planned within an existing plowed bean field south of an existing soil
berm. The site sloped to the south with a measured elevation difference of about 1y2 -feet
between the borings.
The boring locations were laid out by representatives of Terracon in the approximate center of
the tank area that was flagged prior to our field exploration. Distances from these locations to
the reference features indicated on the attached diagram are approximate and were measured
with a mechanical wheel. Right angles for the boring location measurements were estimated.
Ground surface elevations indicated on the boring logs are approximate and were obtained by
the drill crew using a surveyors level and rod. These elevations were referenced to the top of
the ringwall footing on the east side of the existing bin located just west of the proposed bins.
The locations and elevations of the borings should be considered accurate only to the degree
implied by the means and methods used to define them.
Conditions encountered at each boring location are indicated on the individual boring logs.
Stratification boundaries on the boring fogs represent the approximate location of changes in
soil types; in-situ, the transition between materials may be gradual. Based on the results of the
borings, subsurface conditions on the project site can be generalized as follows.
Boring 1 encountered silty clay possible fill soils at the surface. The possible fill extended to a
depth of about 3 feet. A sample of the possible fill had a moisture content of about 27 percent
and a dry density of about 91 pcf. Boring 2 encountered natural silty clay (weathered loess or
loess) soils at the surface. Natural silty clay (loess) soils were also encountered beneath the
possible fill in Boring 1. The natural silty clay soils extended to the approximate 50 and 30 foot
termination depths of the borings. Samples of the silty clay were typically stiff to a depth of
about 13 feet and medium to soft below this depth. The samples had measured moisture
contents that ranged from about 23 to 36 percent and dry densities from about 82 to 98 pcf.
The borings were monitored while drilling and immediately after completion for the presence
and level of groundwater. Water levels observed in the borings are noted on the boring logs.
At these times, groundwater was observed in both borings at depths ranging from
approximately 16 to 26 feet below existing grade. These water level observations provide an
approximate indication of the groundwater conditions existing on the site at the time the
3
Proposed New Grain Storage Bins
Blair, Nebraska
Project No. 05995072.001 Terracon
May 11, 1999
Specification D-1587. In this method of sampling, a thinwalled, seamless steel tube with a
sharp cutting edge is pushed hydraulically into the ground to obtain a relatively undisturbed
sample. The samples were tagged for identification, sealed, and returned to the laboratory for
testing and classification.
Field vane shear tests were also performed in the borings to measure the in-situ undrained
shear strength of the subsurface soils. The vane shear device consists of a four -bladed vane
connected with steel rods to a calibrated torque measuring device. The vane is pushed into
the undisturbed soils below the bottom of the borehole and torque is slowly applied to the rod
and vane until the vane causes shear failure to occur in the soil. The ultimate torque measured
during the test is then converted to a measurement of theundrained shear strength of the soils.
The vane is especially useful in cohesive soils that are sensitive to sampling disturbance and
for which conventional sampling, sample handling and laboratory testing techniques commonly
provide significantly lower than actual indication of shearing strength. The results of the vane
shear tests are summarized on the boring logs.
Field logs of the borings were prepared by the drill crew. These logs included visual
classifications of the materials encountered during drilling as well as the driller's interpretation
of the subsurface conditions between samples. The final boring logs included with this report
represent an interpretation of the field logs and include modifications based on laboratory
observation and tests of the samples.
Representative samples of cohesive soils obtained by the thin walled tube sampling procedure
were tested -for water content and density. Unconfined compressive strength tests were
performed on samples of, sufficient length and integrity. Hand penetrometer tests were
performed on the thin-walled tube soil samples. The hand penetrometer is a device which has -
been correlated -with laboratory unconfined compressive strength and provides an estimate of
the strength and consistency of the soil sample. Results of the laboratory tests are provided on
the attached boring logs. .
Descriptive classifications of the soils indicated on the boring logs are in accordance with the
enclosed General Notes and the Unified Soil Classification System. Also shown are estimated
Unified Soil Classification Symbols. A brief description of this classification system is attached
to this report. All classification was by visual manual procedures and was performed by
experienced personnel.
F,
❑,,CITY OF BLAIR
LOCATION OF INSPECTION:
IODIN I m 11 D1 •t•
❑ WASHINGTON COUNTY ❑ OTHER
E
NAME OF OWNER CONTRACTOR-
P!
ONTRACTOR itql
DATE INSPECTION REQUESTED =a _ ° TIME INSPECTION REQUESTED"` `PERMIT NO
TYPE OF INSPECTION REQUESTED: ❑ CONFERENCE
❑ STATUS CHECK
BUILDING: ` •
FOOTING ❑ DECK FOOT o ° '$ • F ❑ DRYWALL ❑ FINAL ❑ PARTIAL
P SSED
FAILED
COMMENTS:
UTILITIES: ❑
SEWER TAP ❑ SEWER ❑ SEPTIC ❑ WATER TAP ❑ REMOTE ❑ WATER SERVICE
PASSED
FAILED
❑
PARTIAL
❑
❑
COMMENTS:
ELECTRICAL: ❑
ROUGH IN ❑ FINAL ❑ PERMANENT SERVICE ❑ TEMPORARY SERVICE ❑ PRECONNECT
PASSED
FAILED
❑
PARTIAL
❑
❑
COMMENTS:
MECHANICAL: ❑
ROUGH -IN [_1 A/C ❑ FURNACE ❑ RADIANT HEAT ❑ FINAL ❑ PARTIAL
PASSED
FAILED
❑
F]
COMMENTS:
PLUMBING ❑
GROUNDWORK ❑ ROUGH -IN ❑F FINAL ❑ WATER METER INSTALLED ❑ PARTIAL
PASSED
FAILED
❑
PRESSURE TEST
❑
❑
COMMENTS:
❑ OCCUPANCY GRANTED ❑ CONDITIONAL OCCUPANCY GRANTED�s
NOTES/REMARKS
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1
INSPECTOR- DATE OF INSPECTION MADE: _ TIME '10
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Ad, BUILDING INSPECTION REPORT
CITY OF BLAIR F1 WASHINGTON COUNTY F -I OTHER
LOCATION OF INSPECTION -
NAME OF OWNER-
CONTRACTOR`
DATE INSPECTION REQUESTED-
TIME INSPECTION REQUESTED PERMIT NO -
TYPE OF INSPECTION REQUESTED:
E] CONFERENCE El STATUS CHECK
BUILDING: [_1
FOOTING ❑ DECK
FOOTING F-1 FRAMING El DRYWALL [_1 FINAL F] PARTIAL
PASSED
FAILED
Z
COMMENTS:Ll
L
UTILITIES: F1
SEWER TAP F] SEWER F1 SEPTIC F1 WATER TAP F1 REMOTE F] WATER SERVICE
PASSED
FAILED
F1
PARTIAL
D
1-1
COMMENTS:
ELECTRICAL: ❑
ROUGH IN R FINAL F -I PERMANENT SERVICE R TEMPORARY SERVICE R PRECONNECT
PASSED
FAILED
❑
PARTIAL
R
F -I
COMMENTS:
MECHANICAL: ❑
ROUGH -IN R A/c
F] FURNACE F] RADIANT HEAT El FINAL F1 PARTIAL
PASSED
FAILED
COMMENTS:
.. . . . . . . . . . . . .
PLUMBING: F -I
GROUNDWORK F
ROUGH -IN R FINAL R WATER METER INSTALLED El PARTIAL
PASSED
FAILED
F]
PRESSURE TEST
El
El
COMMENTS:
F -I OCCUPANCY GRANTED D CONDITIONAL OCCUPANCY GRANTED
INSPECTOR
DATE OF INSPECTION MADE: 6-- - 10 T
FAXED OPPD\BURT REA TO CONNECT SERVICE: ON B
4
❑ CITY OF BLAIR
is .
❑ WASHINGTON COUNTY
LOCATION OF INSPECTION• `
NAME OF OWNER CONTRACTOR.
DATE INSPECTION REQUESTED- 4' TIME INSPECTION REQUESTED I a R
PERMIT N0: 4. ,.I J,
TYPE OF INSPECTION REQUESTED: ❑ CONFERENCE
❑ STATUS CHECK
BUILDING:
FOOTING ❑ DECK FOOTING ❑ FRAMING ❑ DRYWALL ❑ FINAL ❑ PARTIAL
PASSED
FAILED
COMMENTS
El
UTILITIES: ❑
SEWER TAP ❑ SEWER ❑ SIPTIC ❑ WATER TAP ❑ REMOTE ❑ WATER SERVICE
PASSED
FAILED
❑
PARTIAL
❑
❑
COMMENTS:
ELECTRICAL: ❑
ROUGH IN ❑ FINAL ❑ PERMANENT SERVICE ❑ TEMPORARY SERVICE ❑ PRECONNECT
PASSED
FAILED
❑
PARTIAL
❑
❑
COMMENTS:
MECHANICAL: ❑
ROUGH -IN ❑ A/C ❑ FURNACE ❑ RADIANT HEAT ❑ FINAL ❑ PARTIAL
PASSED
FAILED
COMMENTS:
PLUMBING: ❑
GROUNDWORK ❑ ROUGH -IN ❑ FINAL ❑ WATER METER INSTALLED ❑ PARTIAL
PASSED
FAILED
❑
PRESSURE TEST
❑
❑
COMMENTS:
❑ OCCUPANCY GRANTED ❑ CONDITIONAL OCCUPANCY GRANTED
INSPECTOR DATE OF INSPECTION MADE: �"Ir� TIM
FAXED OPPD\BURT REA TO CONNECT SERVICE: ON BY
6/14/2010 1 M 05041-10
Jeff
Midwest Mechanical Ind Service
P.O. Box 164
Logan, IA 51546-
(712) 216-0537
•
DIVISIONPLANS
J
F,-'mr—
Tyson
Elevator
200 N 10th Street
Blair 68008-
i� M,y
B RASA P
Your items have been reviewed for compliance with the Nebraska State Fire Marshal Act.
Final Architectural Plan Grain Bin Steel
REMARKS:
Review applies to a new grain bin only. No leg, elevator or tunnel is shown. The requirements of NFPA
61 shall be met.
1. Construction of bins, tanks, and silos shall conform to applicable local, state, or national codes. NFPA
61,2-5.1
2. Where explosion relief vents are provided on silos, bins, and tanks, they shall operate due to
overpressure before the container walls fail. 2-5.2
3. Access doors or openings shall be provided to permit inspection, cleaning, and maintenance and to
allow effective use of fire -fighting techniques in the event of fire within the bin, tank, or silo. Access doors
or openings shall be designed to prevent dust leaks. 2-5.3
4. Where a bin, tank, or silo has a personnel access opening provided in the roof or cover, the smallest
dimension of the opening shall be at least 24 in. (610 mm). 2-5.4
5. Class II, Division I, Group G electrical classification must be met for locations meeting the description
below.
(1) Where combustible dust is in the air under normal operating conditions in quantities sufficient to
produce explosive or ignitable mixtures, or
(2) Where mechanical failure or abnormal operation of machinery or equipment might cause such
explosive or ignitable mixtures to be produced, and might also provide a source of ignition through
Page 1 of 2
• •_ 0
, = W i VA 1 U Lei za K61611001WIN,s -
Reviewed By: Main Office
246 South 14th Street
Lincoln, NE 68508-1804
(402) 471-2027
Douq Hohbein
Contact for Inspection: District B
438 W Market
Albion NE 68620-1241
(402) 395-2164
'.- 6/14/2010 M 05041-10
Jeff
Midwest Mechanical Ind Service Tyson Elevator
P.O. Box 164 200 N 10th Street
Logan, IA 51546- Blair 68008-
(712) 216-0537
Your items have been reviewed for compliance with the Nebraska State Fire Marshal Act.
Final Architectural Plan Grain Bin Steel
simultaneous failure of electric equipment, through operation of protection devices, or.from other causes,
or
(3) In which combustible dusts of an electrically conductive nature may be present m hazardous
quantities.11A;
6. Any underground or aboveground "tunnels" shall have approved means of egress. This includes
headroom of at least 6' 8", a minimum width of 36 inches and two approved exits where travel distanced
exceeds 50 feet, LSC, 42.7
7. Standpipes shall be provided for any operating level over 75 feet in height. NFPA 61, 10-4.2
cc: Dist. B
Sanford Goshorn
Alt Phone:
Occupancy Type: Industrial
Estimated Start Date: 5/15/2010
Fire Protection Features:
Email:
Construction Type:
Estimated Completion Date: 8/1/2010
Sprinkler Total ❑ Spinkler Partial ❑ Range Hood System ❑ Sprinkler Other:
Fire Alarm Manual Sys. ❑ Smoke Detection ❑ Heat Detection ❑ Fire Alarm Other:
Page 2 of 2
Reviewed By: Main Office
246 South 14th Street
Lincoln, NE 68508-1804
(402) 471-2027
Douq Hohbein
Contact for Inspection: District B
438 W Market
Albion NE 68620-1241
(402) 395-2164