Plans A
. .
RAINBOW PLAY SYSTEMS SCALE: 1/8° = 1'— 0°
-11981 S.W. PACIFIC HWY.
TIGARD, OREGON
PH: 620 -2653
c - 0
3'
' APPROVED PLANS MUST BE ON JOb St E
1
6' x 12' SIGN
CITY OF TIGARD
Approved
fi or only the work as described it
PERMIT NO. q%'� rjd(Pg6 �7
Jcb Andress: 11 9P1 I_ t✓ 1 (iir i 7 1--7
2' SETBACK
SIDEWALK
64i— 0'
PACIFIC H.
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RA�u ft . ��, e .. s�� p pit
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tit( in>ft-- 07.-4;
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Foiss
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■ IN SIGN CO.
30255 Hwy. 34 • Albany, OR 97321 • (503) 928-5858 Fax: 928-9068
• JAN -23 -96 TUE 15:32 GRC ENGINEERING, INC. 424 9570 P.02
•
CUSTOMER
GRC DATE
ENGINEERING, INC. Boa - —
10537 S. KOSTNER AVENUE OAK LAWN, ILLINOIS 60453
le .0. �G) ,NP:, f„» st) s C1cP • C •
9 x, iZC ' PIPE
Gam
•
�pS5k��
' r te - $ . 5ZZ' fife
1'15' s 35 kb',
6
v� m enTA (i3U 101
I ,-- � Utttu.ebFoJAtocTIo % - o v.( '0' beep.
WS
I UFSbodToltAt
• 311 Covel7f 6`5 4tOtt PROfF trilY
6303 F 13 e
e_evAtrtoi OREGON
ta
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JAN -23 -96 TUE 15 :32 GRC ENGINEERING, INC. 424 9570 P.03
BCA2P.MCD Forees Sign Company 1123198 Page
COLUMN DESIGN FOR PYLON SIGNS;
pet'- kips 1000.1b pits lb ksi a k�e ksf = kip •
!l in ft
SIGN DIMENSIONS:
b s •° 12 ft- h sign '= 6• ft A sin :- b sign'h sign A sign = 72.ft2
For BOCA, Exposure C, At the maximum sign elevation; ezcP oxd
P v .= 16.4•psf Wind pressure factor - It
Pei 4. tya MUM
1 .= 1 Importance factor - M P
K 2 = . 80 PAN
IN
G = 1.32 Oust factor v ~ LP <ot M
13 zvcsst X
Cf.= 1,2 K 'GRADE 2
8IDE ELEVATION FNONT ELEVATION
Calculate the wind pressure acting on the structure;
F wind .° P v' 1 'KiON'C f F w i n d =20.78•psf
Live load forces and distances from the bottom of the sign cabinet to the center of force; (WindSpeed 80 'mph )
e xll ._ . 1 ' b sign a x ll =1.2.ft
P =0'kip e y ll .= .5.h s a yil Y3•R exl1:'0'(1
Wind load on the sign face
P zll F wind' sign P r li m 1.5 •kip -
Deed load tomes end the eccentricities from the top of the column pipe
P xdl .` 0 • kip a xdl = Ott
P ydl = 12'psf A, s P y d1 44 0.86 •kip a y al := O. ft
P zdl = O'kip e zdi :° O ft
PIPE DATA
n co l = 2 Number of different notions In the columns 1..n col
EYE ._ .8 Efficiency of the column shape for wind load determination
DF 1.33 For wind loading, the allowable stress can be Increased by a third
Geometric properties of the pipe sections ---+
/ L 2 . [d / l.�.2S(dp1dP2•t S: = - 1d 2.t ] t p • .( p 4 p _ 2•t w , ) 4' } Tp A
P JJ
dp (4 \ . X0.2261 yp ( 35) . ksI (� r 2.68� 2 p - 2.39 1 3 (1.34) • { t tiv 1 •in F 1. 4 {` • ft A 1 •in 5 I •inn r = m
8.625 `0.322 33 7 8.4 16.81 / 2.94
CALCULATIONS;
Calculate the tote! length of pipe contributing to the wind load for each pipe section
L ptot E 1, pi - h s I. ptot =( 0 7 )ft
i =1
JAN -23 -96 TUE 15 :33 CRC ENGINEERING.. INC. 424 9570 _ P.04
BCA2P.MCD Foreae Sign Company 1/23198 Paget
Determine the wind load acting on the columns;
w n col •
diet ( 't' ptot ` d p i 'L p EFF F Iv i n d mnx(L , tot) I ' dist = 11.95.1b•ft i
1 i =2
THE RESULTING BENDING MOMENTS ARE;
Mx '` {PYdrozdi 4. P zll' (° yll t L pot) *' dist' L ptot 1 ] M x T ° ( 4.49 15.26 ) ft
Torsion on column
M y ` Pzli'exll My =1.8•ft.kip
Bending of the columns
M = Pydl'exdl Mz =0.ft.kip
pgTERMINE THE COLUMN SJRESSES; .
ti
f b x I S X fb 22.502 10.891 )•ksi f bz; ■ s Z fb =(0 0 )•ksi
k P \ P
f t := S f t T = ( 4.5 0.641 )•ksi Torsional stress
Pg i
i lb 490 f ly A Pi L Pi
P yll + P yd1 + E 490.3•A pi •L pi =1 _._.
i =1 R kip
f e - - r f a = ( 0.343 0.133 )•ksi 0.055
i A pi '0.255
P TERMINE THE ALLOWABLE STRESSES; `—
jd
atr ( P Actual width/thickness ratios wr =( 17.699 26.786 )
t
Limiting dit ratio where the allowable stress Is given by .72•Fy
— — , -,,_4
3300ksi T 13000•ksi T
wtr 1im72 F t� r limn = ( 94 94 . 29) wtr litn F wtt iim = ( 371.43 371.43 )
yP 3P
F 0 id wtr• s wtr [ 662 ksi
b luta7Zi,.72 17F F yPi, d + .4.F yPi OF F b T = ( 33.516 33.516 )•ksi
I pi
,tw it
2•,r T
C �i F C 0 = ( 127.89 127.89) Axial stress;
3pi
Slenderness ratio; ICI .■ 2.1
K1. L ptot * h sign)
SR. ' SR T P(113.11 111.51 )
r p
,
' 'JAN -23 -96 TUE 15 :33 GRC ENGINEERING, INC. 424 9570 P.05
$CA2P.MCD Forest) Sign Company 1123/96 Page '
(SR0
1. - 2 � C Z
F a . = if SR 5C c , ! _ #� , 12 R ? •29000�ksi
► 1 3 3'SR g 3 23.(8111)2 14.82
+ R1� • F a DF 3 8C '' / 3 15.1
c 8 (C c• J
It the member Is slender, take the minimum of the following stresses.
3300.ksi f (662.ksi T f 1 0.0231
F a wtri a F min ` ` 4- .4,F � F a# .DF1, (DF•F a) a F a T on( 14 15 )'ksi J
Yp wU I J F 0.009
Shear allowable;
F F =(18.62 18.62 )•ksi
raCUi. TAE flIE STRESS INTERAcnoisig
kbx;) z s 1
+ (f bzi) (f ti f al 113.11
IC . F b + 1 F z + F IC T =( 0.753 0.335) < 1 O.K. SR = (111.51
ni SUMMARY;
4 ) w (.226 \ 6 35 ) (o.753
i '= 1.'n col
d p (8.625 m t a .322 i L p e �7 R F yp 35 0.335 s ksi IC = n col e 2 Number of column sections
1
F rces stared®:
OAH
M ygrado' M Y M ygrado = 1.8•P1 'kip max(LL ptot) ► b sign = 1311
M xgrade " max(M x) M xgra =15.26•ft ' kip HALL •
M ?grade = M, + ' 511.1 "( 14 x) M zgrade = 7,63.11 'kip max (L ptot) = 7'ft
P zgrado ° P ill + P zd1 + w dist ptot) P ?grade =1.58 •kip T
L plot m ( 0 7 }ft
P xpradc . a .5•w dist' x(L ptct) + • z11 P xgrade =0.79 .kip
Weight of the columns
t
w dist ' 11,95.1b•f
lb
P 3 grads = E490------A pi L p# P ygrade - 0.25 'kip 113.114
i SR= 111.514
Weight acting at each splice location;
i
lb
P ysplice ° E 490 . A p L p ' P ydi P ysplice r = ( 0.919 1.119 )'kip
i = 1
• r-,
'JAN -23 -96 TUE 15:34 GRC ENGINEERING, INC. 424 9570 P.06
BCA2P.MCD Forme Sign Company 1123196 Page
DRILLED FOUNDATION DESIGN;
Forces at grade; eif Pz11
M wade ° 15.26•ft .kip
II
P zgrado = 1.58 .kip Cr ,d.
Foundation depth :ti 111 dC
d f . = 6.0•ft d " max (d �+
Diameter of the cored foundation hole
b f'2 2.0• ft
Distance to the center of force d p =8.625.M Diameter of the directly embedded pipe
h bar M xgrade h bar =9.656 .ft V fndtn ° 4' b f d f (d f- 3 3'd p ) l it p *)
• zgrade
Maximum soil stress, 81 V ihdto = 0.64 •yd
(h bar .84 d f� • )? ........... ,,ti�,,,•,...•.-..e.,...,w
S 1 y -- , _ zgrade S ° 0.98 •ksf ( S a ll =1.064 •ksf
.33•bfdf
Allowable soil stress:
d
f
S all .• 200.psf 2. •Dx' Sall ° 1.064 •ksf Allowable If depth Is < 10 ft
3•ft
S ail .° 2.k0f Df: S a ll • 2.66 •ksf Allowable If depth is » 10 ft and < 12 ft
S all • 2.5. ksf DF S al = 3.325 •ksf Allowable If depth Is >= 12 ft and < 15 ft
S a ll • 3 • ksf DF S a 11= 3.99 •ksf Allowable if depth is > =15 ft
2' -0"4) X(o' -o" UQ:E.l; ooAPVI'lor3 C.K .
•
JAN -23 -96 TUE 15:34 GRC ENGINEERING, INC. 424 9570 P •► -1c.
BCA2P.MCD Foress Sign Company 1/23196 Page Li
DRILLED FOUNDATION DESIGN;
Forces at grade; `z1 I
M Y&ade 1 •kip
•
Lo
P =1.58 'kip Cn,da
111
zg�adc
Foundation depth
d f . : 6.0.ft d max(\ct st
Diameter of the cored foundation hole
bf = 2.0ft
Distance to the center of force d p = 8.625 'in Diameter of the directly embedded pipe
M x = x b 2 d � d 3 d � !Tr z �
hbar h b =9.656•R V fndtn' 4' f ' f f p)'ta d p
• zgrade
Maximum soli stress, S1= � � V fndu) =0.64'yd 3
(h + .84•d ) P �
S a __bar f Ada S I= 0.98 •ksf ( S a ll =1.064 •ksf
Allowable soil stress:
d
S all • 200'psf 2 33.11•DF S all = 1.064 •ksf Allowable If depth Is < 10 ft
S all .' 2'ksf DF S a ll m 2.66 •ksf Allowable if depth Is > =10 ft end < 12 ft
S al l a 2.5. ksf DF S ail =3.325 • Allowable if depth Is >= 12 ft and < 15 ft
S a ll a 3 *ksf DF S a l l =3.99 •ksf Allowable If depth is >= 15 ft
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