SA-2013-00411 (2).tif i
CITYOFBLAIR
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218 S. 16TH STREET
LAIR, NEBRASKA 68008
i� Building Permit Application ( 402 ) -4191- Phon
_ � 3 -� a a (402) 426 -4195 v FAX
a .blairnebraska.org
0911712013 bpeterse Slt - A 1N Commercial September 23, 2413
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Lacy,TiciNOF=EMPPOVEMEN ' 693 Washington St, Blair, ME 69006 j
ARCHRECT; GDEERAL Tri City Sign Company I
OM ER
R. Dollar General Stare W CTOR- 363___ rn at_..
693 Washington St � lasr, ME 6680
Blair, ME 66006
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N ATURE F WORK 1 PROPOSED USE
Sign Collar General Store
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FT ! PERMIT EXPIRES 0912312016
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69 a Isis gtorsSta1 4613- 3e a Commercial
ES TIMA TED L TI DATE 9117/2016
D ollar General
DESCRIPTION OF WORK
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Sign for new Dollar General building.
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DE POSIT PAID Y SITE PLAN SUBMITTED: Deceived
Contractor
I EScheuk/GOl€ chec SUBMIT 1 1 D: NA
DEPOSIT STATUS: f
BUIL PLANS SUBMITTED: Received.
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1. No work will be started before a permit is ISSUED AND POSTED.
I 2. For commercial permits, a set of plans for this project must be submitted to the Nebraska Stale Fire Marshal's Office for review.
3. Separate permits are required for electrical, plumbing, heating, ventilating and air conditioning, and septic system.
4. The undersigned owner or agent understands and acknowledges this building permit application does not constitute issuance of
this building permit. it is 'further understood that construction covered by this permit application shall not be commenced until a
copy of a permit signed by the Building Inspector is issued.
5. The undersigned owner or agent agrees to perforate the proposed work in accordance with the specifications set forth above and
in accordance with the codes/ordinances of the City of Stair and the state of Nebraska, Any omission of or misrepresentation of
fact with or without the Intention of the undersigned or any alteration or change from this application without approval of the
Building Official, shall constitute sufficient ground for the revocation of any permit issued which was based on the approval of this
application.
9r $ure 63�39tfckl r l—" T l Date 4 tf t
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phone 4()2-426-419A
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ADDRESS SA�
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CITY. STATE, ZIP
CODE
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�� Blair, tie 680
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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 $1 0,000.
A
0.00 .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) Ali 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)
It 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.
ontractor/Owner Contractor/Owner
City of Blair
bate
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RI CITY
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363 N. Elm GRAND ISLAND, NE. 68801-4650 F6
Phone: (308) 304-6335 Fax: (308) 384-0483
September 4, 2013
Howard Wolfe
City of Blair
218S16 1h
Blair NE 68008
Dear Mr. Wolfe;
Enclosed are the documents you requested for the new Dollar General in Blair. If you have any
questions would you please call me at 402-469-5530.
Jay Muller had contacted you originally to help me, but it's actually my account.
Respectfully;
?Jeanne Davis
Sales Representative
Jeanne@tricitysign.com
402-469-5530
R E (31 E I i
a V L.Lo
SEP 0 6 2013
CITY OF BLAIR
NEBRASKA
8 -28 -13 ROBERT -JAMES & ASSOCIATES, Inc. Sht. I of 5
12255 West 187th Street
Mokena, Illinois 60448
(708) 479 -8385
File: Dualite766a.mcd
Site: Dollar General
Location No. 2864
693 Washington
Blair, Nebraska 68008
Sign Type: 21' -0" OAH direct bury single pole for 6-0" x 16' -1" ID sign with a caisson footing.
Drawing No. 1308173 rev. A
Design wind load based on the Nebraska State Fire Marshal Act ( 2009 IBC ) using Exposure C and 90 mph winds.
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Design Wind Speed: ( mph.) v:= 90.0
Importance Factor: I := 1.00 Based on Category II, Non - Hurricane Prone Regions with V = 85 -100 mph.
Velocity Pressure Coefficient at a Height of Less Than 25', Exposure C : Kz := 0.94
Topographic Factor : Kzt := 1.00 Based on 6.5.7.2
Wind Directionality Factor: Kd := 0.95 Based on Table 6 -4
Velocity Pressure: ( PSF) qz := 0.00256•Kz•Kzt.Kd-V qz = 18.517
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orce Coefficient: Cf := 1.80 Based on Figure 6 -20
Gust Effect Factor: G:= 0.85 Taken from 6.5.8.1 for Rigid Structures
Design Pressure : ( PSF) F:= gz.Cf-G F = 28.331 Use: WL := 28.4
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Reference : Manual of Steel Construction, RISC 13th Edition.
Tube: ASTM A -500 Gr. B Fy = 46.0 ksi. ; Fb = 30.36 ksi. ; Fv = 18.40 ksi.
Beams : ASTM A -36 Fy = 36.0 ksi. ; Fb = 23.76 ksi. ; Fv 14.40 ksi.
Plate: ASTM A -36 Fy = 36.0 ksi. ; Fb = 30.36 ksi. ; Fv =18.40 ksi.
Mounting Bolts : ASTM A -325 Fu =133.0 ksi. ; Ft = 44.00 ksi. ; Fv = 2 1. 00 ksi. j
( Threads included in shear plane.)
Reference : American Concrete Institute, Code 318.05
Rebar : ASTM A -615 Grade 60 Fy = 60.0 ksi. REC
Concrete: 3,000 psi. compressive strength at 28 days. SEP 0 6 2013
Design Loads at Top of Horizontal Crossmember Inside Sign : C Of LA'
Shear: (tbs.) ShrCrsmbr (5.74.16.08•WL) ShrCrsmbr = 2621.297
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Moment: (ft.lbs.) MtCrsmbr = ShrCrsmbr' 2 5.74 ) MtCrsmbr = 7523.123 �: 1
Axial: (tbs.) AxlCrsmbr (5.74.16.08.4.5) AxlCrsmbr = 415.346 C9
6_ F'
Design of Pole Structures Inside ID Sign: ( iF F 11
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Section Modulus of Beam: (in. S4 x 7.7 Aft - BeamSM := 3.04 (x -x axis) E - 9508
Momnt e per Pole : (ft.lbs.) MtPole := MtCrsmbr MtPole = 3761.562
2 OF N�`
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MtP ole• 12
Bending Stress: ( psi.) fb :_ — fb = 14848.269
BeamSM
8 -28 -13 ROBERT -JAMES & ASSOCIATES, Inc. Sht. 2 of 5
Area of Beam: (in. S4 x 7.7 # /ft. - BeamArea := 2.26
Shr Crsmbr
Shear per Pole: ( lbs.) ShrPole := ShrPole = 1310.649
2
Shear Stress : ( psi.) f .= ShrPole f = 579.933
BeamArea
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Unity Check - Sign Poles: UCSgnPoles :_ fb + — UCSgnPoles = 0.665 < 1.00 OK
23760 14400
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Design of Crossmember Inside ID Sign: j
Selection of Tube: TS 3" x 3" x 1/4" wall - Area: (in. A:= 2.44
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Section Modulus : (in. Sx := 2.01 Sy := 2.01
Torsional Stiffness Constant: ( in ` ) C:= 3.52
Beam Weight: ( lbs. /ft.) Bwt := 8.78
Centerlines of Vertical Uprights: ( ft.) L:= 8.0
Shear Loads : ( lbs. )
V1 Bwt•L + Ax 1 Crsmbr Shr Crsmbr
V = 242.793 V := V = 1310.649
2 2 2
Shear Stresses : ( lbs. /in 2 }
fvx := A fvx = 99.505 fvy := A2 fvy = 537.151
(Mt Crsmbr' 12)
fvt := fvt = 12823.505
C -2
Combined: fv fvx + 2 + (fvt) 2 fv —
Cornb = ( fi'Y) Comb 12839.3 —
Bending Loads : (ft.lbs. )
Bwt•L Ax 1 Crsmbr•L Shr Crsmbr - L
M + — M = 462.173 M := M = 2621.297
i 12 8 1 2 8 2
Bending Stresses : ( lbs. /in? )
M •12
M 12 fby := 2 fby = 15649.536
fbx := fbx = 2759.242 S
Sx
Combined: fbComb = fbx + fby fbComb = 18408.778
2 '2
fbComb fvComb
Unity Check - Crossbar: UCCrsbr :_ jr + — UCCrsbr = 0.924 < 1.00 OK
30360) 18400
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Design Loads at EL. 15.0': (Base of ID sign. )
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Shear: ( lbs.) ShrEL150 := (6.0.16.08•WL)) SShrEL150 = 2740.032
Moment: (ft.lbs.) MtEL150 := ShrEL150•I 6 - MtEL150 = 8220.096
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8 -28 -13 ROBERT -JAMES & ASSOCIATES, Inc. Sht. 3 of 5
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Design of ID Sign Mounting Bolts at EL. 15.0':
Mounting Bolt Diameter: (in.) MntBltDia := 0.875
7c•MntBltDia
Stress Area: ( in. MntBltArea := MntBltArea = 0.601
( Based on nominal diameter per RISC 4 -3) 4
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Allowable Tension: ( lbs.) AllwTen := 44000•MntBltArea AllwTen = 26458
Allowable Shear: ( lbs.) AllwShr := 21000•MntBltArea AllwShr = 12628
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Number of Mounting Bolts in Tension: NoTen := 2
r ront to Back Distance Between Mounting Bolts : ( in.) LvrArm := 5.5
MtEL150.12
Tension Load per Mounting Bolt: ( lbs.) TenMntBlt := TenMntBlt = 8967.38
NoTen•LvrArm
Number of Mounting Bolts in Shear: NoShr := 4
Shear Load per Mounting Bolt: ( lbs.) ShrMntBlt := ShrEL150 ShrMntBlt = 685.01
NoShr
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TenMntBlt ShrMntBlt < 1.00 OK
Unity Check: UCMntBlt :_ + UCMntBlt = 0.393
Mounting Bolts AllwTen AllwShr
Use: 7/8" diameter ASTM A -325 bolts and equivilent nuts and washers.
Design of ID Sign Mounting Plate at EL. 15,0
Plate Thickness: (in.) P1tThk := 1.00 Plate Width : (in.) P1tWdth := 18.0
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LvrArm — 3.0
Plate Specimen: (in.) PLS := PLS = 1.25
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TenMntBlt•NoTemPLS• 6
Minimum Thickness Required: (in.) RegdThk := RegdThk = 0.526
(P1tWdth• 27000)
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Unity Check: UCSgnPltThk := RegdThk UCSgnPltThk = 0.526 < 1.00 OK
Sign Mounting Plate Thickness P1tThk
Design of Pole Top Plate at EL. 15.0':
Plate Thickness: (in.) P1tThk := 1.00 Plate Width: (in.) P1tWdth := 18.0
Side to Side Distance Between Mounting Bolts: (in.) B1tSprd := 14.0
Plate Specimen: (in.) PLS := B1tSprd — 8.0 PLS = 3
2
Minimum Thickness Required: (in.) RegdThk := TenMntBlt (P1tWdt• 27000) h- 27000) 6 RegdThk = 0.815
Unity Check: UCPolePltThk : RegdThk = UCPolePltThk = 0.815 < 1.00 OK
Pole Top Plate Thickness P1tThk
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8 -28 -13 ROBERT -JAMES & ASSOCIATES, Inc. Sht. 4 of 5
Design Loads at Grade:
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ID Sign: IDSgn := (6.0.16.08• WL)•�I 6.0 + 15.0 IDSgn = 49320.576 ft.lbs.
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Pole: Pole := 1 15.0• (g
) . VVL ) ] 15.0 pole = 2130 ft.lbs.
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Moment: ( ft.lbs.) MtGrd := IDSgn + Pole MtGrd = 51450.576
Shear: ( lbs.) ShrGrd:= (6.0.16.08•WL) + 15.0•(12) 8 WL ShrGrd = 3024.032
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Design of Pole Structure at Grade:
Section Modulus of Tube: (in. TS 8" x 8" x 3/8" wall - TubeSM := 24.9
Bending Stress : ( psi.) fb := MtGrd. 12 fb = 24795.458
TubeSM
Area of Tube: ( in ?) TS 8" x 8" x 3/8" wall - TubeArea := 10.4
ShrGrd
Shear Stress: ( psi.) f := f = 290.772
TubeArea
fb
Unity Check - Pole: UCPole :_ + fv UCPole = 0.912 < 1.00 OK
27720 16800
Design of Caisson Footing:
Moment: ( ft.lbs.) Ma := MtGrd Ma = 51450.576
Shear: ( lbs.) Va := ShrGrd Va = 3024.032
Applied Lateral Force: ( lbs.) P:= Va P = 3024.032
Allowable Lateral Soil Pressure: ( lbs. /ft. per ft.) LP := 150
Diameter of Caisson: (ft.) bl := 3.0
Distance in Feet From Ground Surface h:= M h = 17.014
to Point of Application of "P' Va
Depth of Footing Below Grade : (ft.) dl := 10.5
Allowable Lateral Soil Bearing Pressure S1 := dl• (LP 1.33) S1 = 698.25
Pursuant to the 2006 International Building Code 3
Section 1805.7 and Table 1804.2.
A:= 2.34• P A= 3.378
S1•bl
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d2:= 12 J I 1 + ( FI+ 4 .36• A I� d2 = 9.782 dl = 10.5 OK
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Check Tensile Stress in Footing:
Overturning Moment About Heel Point: ( ft.lbs.) Mh := Ma + (Va• dl) Mh = 83202.912
Treat as a cantilever at bottom.
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8 -28 -13 ROBERT -JAMES & ASSOCIATES, Inc. Sht. 5 of 5
ompressive Strength of Concrete : ( psi.) fc := 3000
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Yield Strength of Rebar : ( psi.) fy := 60000
7r•(bl•12)
Section Modulus of Footing : ( in. Sw := Sw = 4580.442
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Allowable Concrete Stress: ( psi.) �Ft := 0.65• (5-�f_c) �Ft — 178.01
Tensile Stress in Concrete: ( psi.) ft := r (Mh.12) ft = 217.978 > �Ft = 178.01
L SW
REBAR REQUIRED FOR STRESS
Design of Reinforcing Steel in Caisson:
Moment for USD Design: Mu := 1.7-Mh Mu = 141444.95
d:= [(bl•12)•.80] — 4 d = 24.8
To Plot for " ju " : coeff := Mu. 12 coeff = 0.026 ju := 0.78
fc•bl•12•d
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Use yield strength of direct bury tube to check.
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Yield Strength of Tube: ( psi.) fy := 46000
Required Area: (in ?) As := Mu 12 As = 2.119
ju•fy-d•0.90
Reinforcement Requirment : As = 2.119 < TubeArea = 10.4
No rebar required with the direct bury tube.
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) 7r.b1 [ 0.67 2 .(dl — 0.5)
Quantity of Concrete : (y ds. s Cy := CY = 2.583
4.27 27
Note: Keep bottom of tube 6" from bottom of footing to create concrete cover for water exclusion.
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