Plans •
LOADING: QF'FTCE COPY
DESIGN PER 2003 INTERNATIONAL BUILDING CODE (IBC)
WIND: IBC 100 MPH, EXP B MAXIMUM HEIGHT (h) = 15 ft p�
(3 second gust) IMPORTANCE FACTOR (I) = 1 RECEr 3,,.!' E D
K1 = 0.53 (ASCE 7 -02 Figure 6-4) GUST FACTOR (G) = 0.85
K2= 1.00 (ASCE 7-02 Figure 6-4) F =qz *G °Cf: FEB 0 7 2007
K3 = 1.00 (ASCE 7 -02 Figure 6-4) Kz qz I F(psf) h
Kzt = 1.00 (ASCE Eqn. 6-3) 0.57 12.40 1 = 12.7 0 -15 ft CITY OF i•; W AD
Kd = 0.85 (ASCE 7 -02 Table 6-4) BUILDING DI1'IS!®I: ?g =:
Cf = 1.20 (ASCE 7 -02 Figure 6-20) ---
• ,
; . : ; ll
FORCES: r : ; ' •• -d
Height to Height to Area Wind load Force Height to Moment 9. 1 I 6 ' - CC ��
Width bottom (ft) top (ft) (sq. ft.) (psf) (Ibs) center (ft) (ft-lb) a , . . : io
7 10 15 35 12.651 442.79 12.5 5534.93 P. i : v • , : ,•
0.5 0 10 5 12.651 63.256 5 316.282. IL . E = 506.05 E = 5851.21 0 IiJt
Left extension = 0.75 ft t m '
Right extension = 6.25 ft r, : Q e r
Torsion = 1217.7 ft-lb ° I : e f 3 6 • , •
Sign weight = 350 lb (based on 10 pst) ; a _ Q
My = 983 ft-lb (vertical moment) . { 1:5 .- '`
e= 0.1917 ft(forMy) m a _ ,- m •
q = 7 psf < 1500 - OK 2' DIA. x 1' -6 PIPE q , c J a
a = 825 psi THROUGH 6' DIA. POW(( LL a ' cal
SIGN POLE: (Single Pole) Mx = 5851
Mx = 5851 ft-lb Fb = 0.6*Fy = 21000 psi ,Q,�a�
Fy = 35000 psi Srea'd = M/Fb = 3344 In n
Try an 6° sch. 40 pipe with a section modulus of 8.5 Inch3 n
S = 8.5 in fb = M/S = 8260.5 psi < 21000 OK
1 .... 3 -0 ° ... 1
I Use an 6° sch. 40 sign pole I so.
O ELEVATION
NOT TO SCALE
EMBEDDED POLE: (IBC 1805.7.2.1 NonConstrained)
M 5.851 k -ft
P 0.506 k Applied lateral force, kips
h 1 ", x ,,," 1 11.56 ft distance from ground surface to P, ft -
q 400 psf/ft allowable soil -brg Table 1804.2, psf/ft R U � T U R
b 4.24 ft 51" dia. or diagonal dimension of a 3.00 post, ft < NV I P ROF4 . r
d ( 3.25 ft ESTIMATED embedment, ft 3.25 for pressure ` t N ` 1J �
q = 2(150)(1.33) = 400 w/ 1/2" movement w� G F F 9 �y
UNconstrained at groundline for 1500 psf soil bearing 51 669 � -
S_1 433 psf q "d_est / 3
A 0.6 ft 2.34•P °1000 /(S 11))
d 3.19 ft N2 *(1 +(1 +4.36 *h /A)^.5) OK UNconstrained , OREGON o
y /
z o
(Use 3' - 0° square x 3' - 3° Embed the HSS post 2' - 9° Into 2000 psi ,4, GgRY 2'3 embedment footing concrete backfill as specified in IBC 1805.7.3. ,cN NETH S
Footing weight = 4387.5 lb R =bq /2 q= 400d /2 q
Total weight = 5022 lb R 400bd /4 R p , , EXPIRES: 06 -30 -2008
Friction resisting torsion = .25 "wt "(b/2) "(2/3) T =2Ry y=b/6
Tf = 1256 ft-lb T =2Rb /6 11111 r
Tp = 975 ft-lb T=400b /12 T R
T = 2231 ft-lb > 1218 - OK 1 b 1
TORSION
a 9570 S n Barbur Blvd Pro'ect Name Pro'ect # Suite One Hundred ) WPi I i Sign Fnunrlatinn Project 070094
_ Portland, OR 97219 5412 Location
12575 SW Main St . Tigard, OR
MILLER Client SPCUrity Signs
CONSULTING (503)246 -1250
ENGINEERS Fax: 246 -1395 By KS Ck'd L PS Date 2/5/2007 Page 1 of 1
f '
Approved plans
shall be on job site.
This permit does not authorize the violation of any
rights of holders or private easements. The ap-
plicant is urged to contact any such parties and
secure thier approval before commencing work.
LIABILITY
The City of Tigard and its
employees shall not be
responsible for discrepancies
which may appear herein.
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