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ZTec ENGINEERS, INC. SHEET NO. COVEi_ OF
3737 S.E. 8th Avenue CALCULATED BY S DATE 411c:11ZD10
PORTLAND, OREGON 97202-3761
(503) 235-8795 CHECKED BY DATE
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D PRODUCT 207
Calculations per 1.B.C. 2006 Wind Mph: 100)B expos
Date: 4/19/2010 design Wind Pressure p=CeCgCf qs
Job Name: AbLE SIGNS Ht. Force
Sign: SINGLE POLE 0-15 14.3
Calculated by: RbS 15-20 15.38
Wind Load: 100 MPH-3 SEC 20-25 16.53
25-30 17.45
Overall Height 18 ft. 30-40 19.29
ftg width: 4 ft. 40-60 21.81
ftg length 3 ft. 60-80 23.88
depth assumed 6 ft. 80-100 25.95
sq. ft. wind Force moment ht. moment
Section Ht. width area load Lb. ft. ft. lbs.
a 5 8 40 15.4 616 15.5 9548
b 1 0.6 0.6 14.3 8.58 12.5 107.25
c 3 10 30 14.3 429 10.5 4504.5
d 6.5 0.6 3.9 14.3 55.77 5.75 320.6775
e 2.5 0.9 2.25 14.3 32.175 1.25 40.21875
f
9
SUM = 76.75 1141.525 14520.65
Xbar= sun 12.72039 FT'
S req = (moment Lb-ft total)X 36x.6x1.33 S req = 6.07 in^
<1 ei A'° il F'„
1000 (2) pole 3.03 in^3
Description of pipe required wall thick wt. /ft Sx(in^3) -f"V- `-s'
option A 8" SCH'D 40 PIPE 0.322 28.55 16.81
option B P
Foundation Calculation (1500 psf/ft of depth) P
Single pole SINGLE p 1.14 Dbl pole 1.14 KIPS
DOUBLE POLE FOUNDATION A= 2.34* P = 0.45
S 1*b
2.72
d = A *(1+(1+(4.36h/A))^0.5 = ft deep
2.00
footing deminisions width: 3 feet
,length: 3 feet
deep: 2.72 feet
6" PIPE SECTION CALC'S 2.5 FEET ABOVE FTG.
UPPER SECTION DIST. FROM TOP FTG =
sq. ft. wind Force moment ht. moment
Section Ht. width area load Lb. ft. ft. lbs.
a 5 8 40 16.53 661.2 13 8595.6
b 1 0.6 0.6 15.38 9.228 10 92.28
c 3 10 30 14.3 429 8 3432
d 6.5 0.6 3.9 14.3 55.77 5.75 320.6775
e
f
9
h 74.5 1155.198 12440.56
Xbar=sun 15.50601
(moment Lb-ft total)X 36x.6x1.33
S req = 12440.56 12 S req= 5.20 In^3 PIPE-
28728 Sx= 8.5 IN in^3 vr� ��� ;'./6\!,,,,\,..___VE-
.---tom
GENERAL NOTES 4
1. DESIGN LOADS:: (A) WIND LOAD — 100 MPH — 3 SEC GUSTS 8'
'1 li
(B) FOOTING DESIGN BASED ON ALLOWABLE
SOIL BEARING PRESSURE OF 1500 PSF \ 0
2. EXCAVATION: ALL FOOTINGS TO BEAR ON UNDISTURBED co
ORIGINAL SOIL. ALL HUMIS AND DECAYABLE 5'x8' D.F. ELECT. SIGN w A (1
MATERIAL SHALL BE REMOVED FROM AREAS tr bz 1T1
TO BE BUILT UPON. C D M z
3. CONCRETE: CONCRETE WORK SHALL CONFORM TO ACI
301-07, SPECIFICATIONS FOR STRUCTURAL Z
CONCRETE FOR BUILDINGS, CONCRETE _ \ I D 3' 111
STRENGTH, fc SHALL BE AS FOLLOWS. `v \ X b in
N
(A) FOOTING 2500 psi. w to (p
(B) MAXIMUM SLUMP 4 INCHES. MAXIMUM "p J N Z
AGGREGATE SIZE TO BE 1 1/2" 00 ; ED0 n
4. REINFORCING STEEL: SHALL BE DEFORMED BARS CONFORMING TO
ASTM SPECIFICATION A-615, GRADE 40, 3'x8' D.F. ELECT. SIGN
WIT}i MINIMUM YIELD STRENGTH 40,000, psi.
LAPS TO BE 32 BAR DIAMETERS MINIMUM
EXCEPT AS NOTED. 6" SCH. 40 PIPE
Cr)
5. STRUCTURAL AND STEEL TO CONFORM TO ASTM A36
MISC. STEEL: EXCEPT PIPE COLUMNS AND STRUCTURAL tf WELDED CAP RING
TUBING TO CONFORM TO ASTM A501.
DETAILING, FABRICATION AND ERECTION TO \ 8" SCH. 40 PIPE 110 r CI =0
CONFORM TO AISC SPECIFICATIONS AND CODE IN
a lJ O m n m UI
OF STANDARD PRACTICE. ALL WELDING TO ORIGINAL SOIL 4 rn 9 h'
BE DONE BY CERTIFIED WELDERS AND \ - \ \ I 1_ m D
CONFORM TO AWS STANDARDS. ; I ' - ; __ �»i�l�srn
I'-1- 3'x4' CONC. BASE , jam' i�
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