HomeMy WebLinkAboutSign Permit 13. 1257 0pc
c PRJCITY OF PRIOR LAKE BUILDING PERMIT, Date Rec'd
TEMPORARY CERTIFICATE OF ZONING COMPLIANCE AND UTILITY CONNECTION PERMIT q ✓'
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~'NNESdiR I. White File PERMIT NO.
3 Perk City t3- (�'f
3 Yellow Applicant l
57
(Please type or print and sign at bottom)
".\.... ADDRESS y-� �-�- ZONING Wife use)
1 W L..EJtb S1,
LEGAL DESCRIPTION(office use only)
LOT BLOCK ADDITION PID
AOWNER ��ii 774,3Z 714,-��
(Name) � � AUTOCt,���- (Phone)
(Address) 1014 co.pp. Li,Z, vigkrziAttE. 4v , 55357
BUILDER
(Company Name)_ SI& : :
DATE 9/9/2013
-4,seFF'"` • it. (661)259-0700
25379 Wayne Mills P1 # 272 Mr, (661):!59-0900
Valencia,CA 91355
Sign Design Based on IBC 2009 —
Job# JTS_67313 1a
I Project Honest 1 Auto Care-Pylon It iii
Job Location 16683 Duluth Street 8'-0" -1
11
Prior Lake,MN I I m 8 •
SIGN a I 1114
INPUT DATA CABINET
Exposure category(B,C or D) = C c,W t o
Importance factor,pg 77,(0.87,1.0 or 1.15) I = 1.00 Category II ,' J 2 Q 4i G
Basic wind speed(3 sec.gust wind) V = 90 mph 0; ( 1" V1!
e81
Topographic factor(Sec.6.5.7.2,pg 26&45) K„ = 1 Flat Q W W V •
Height l Top h = 20 ft a t,U CC Q A
Vertical dimension(for wall,s=h) s = 12.38 ft _ cc
Horizontal dimension B = 8 ft 12'-0" U • if, 0 Q
Dimension of return corner L, = 1 ft O m (� V
Moment Arm A = 13.44 ft I L S y x r g
DESIGN SUMMARY L_.V i 1 i ig
Max horizontal wind pressure p = 23 psf ,.
Max total horizontal force at centroid of base F = 2.278 kips 20'-0" i 1 !`'
Max bending moment at centroid of base M = 30.623 kip ft
ANALYSIS 11...Velocity pressure 0
qn=0.00256 K.K.Kd V2 I = 15.86 psf 113a��is
where:
qh=velocity pressure at mean roof height,h.(Eq.6-15,page 27) - STD.STL PIPE
K.=velocity pressure exposure coefficient = 0.90 10"DIA.,t=0.365
evaluated at height,h,(Tab.6-3,Case 1,pg 79)
Kd=wind directionality factor.(Tab.6-4,for building,page 80) = 0.85
h=height of top = 20.00 ft
Wind Force Case A:resultant force though the geometric center (Sec.6.5.14&Fig.6-20)
p=ghGC,= = 23 psf
F=pA, = 2.28kips
h-
.5s)for sign,F
.55h)for wall = 30.62
where: G= ustt effect factor.(Sec .6.5.8,page 26). = 0.85yd♦kip-ft \/�/� /� •, e. /.< ./<,W'C1=net force coefficient.(Fig.6-20,page 73) 1.71 fD / /� /�� /���\//,/
A.=B s 99.06
POI
Footing Design(Nonconstrained) tZ H ;
Diameter= 2.00 FT '
Soil Pressure= 100.00 PSF/FT / ,..
�.,.# 10'-0"
S1= 662.67 PSF I• " 'V CONSOLIDATED
A= 4.02 FT 4> + CONC.fc=2:i00 psi
EMBED.= 9.95 FT •
24 In. Dia. Depth=10'-0" j I
Pole Design Std Steel Pipe '.w_ J._...J
Sec.Mod.Req'd. USE A53 Grade B eD24..
S= 17.50 10"Dia.,t=0.365 S=28.1 rg -DIA.
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•• ct� •-a ELEVATION
ELEVATIONN.T.S.
ST'D.ST'L PIPE
10"DIA.,t=0.365 1s
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1/2"DIA. 1a�01t Ml .Nd t!y/ne 01 IYl1�sr 11y director
/' N, THRU BOLT supelvision and Viet I stn a dutyLicensed
— Polessional Engineer under the HMIs alto
' CABINET
Nilof Minnesota
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