HomeMy WebLinkAboutDESIGN - 02-00075 - 460 S 5th W Continental Park8
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October
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Frank Bn4 uAial t
Steel Shade, Inc.
253 East State Street
Lehi, UT 84043
RE'ra ALTERNATE CROSS BEAM
Hyde Park -,I Continental Park, R
File: 3602, 3603
Tear Frank;
— 40 PSF CANOPY DESIGN
exburg, fdaho
You have, asked if a W section with- -bolted conn
C-1 1 xray be used as a cross bc= for the
structural "T'° posts. A W 8x 15 beam is required. A detail showing t#le tion of the c�ar�pec
scc�ttan tO thc coillmr� fo"llows- Please. see attached#�attached FIS.� �ar�taut�. t1 cam ��#. e� W
calculations can be provided uupon regr�est. p � •� ��
I'le-a-se calf if you have questions.
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Moment connection design
"IF To HSS -Bolted connection flange to cap plate
Beern �ropprtles HSS ProDerties
VV8 x 15 E T A 1-9
I P
'� ;= ,1
1FYb -P= l -4 in
.—
Ic ,— 0.615in F=219000ksl
;,—,�6-"Si n
b :=- S.1 tin
Cad plow Eijo�A�rtj Weld[
9 inFW s70ks
36ksi3
0 Pr twi�,] d {,
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L-onnection GoometU died Loads
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Pu : LO - 7.05614
d' ; 3.88351"
A 1.4 - M k)"P - it
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bolt centeriifle 160 a #web
Bolt Cen#erfine is tape of HSS
C31culate Gu & 7u
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Tu 8-833 kip
rut = 4,442 kip
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Oct -31 -031
Code Information
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112 in, A:325
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Beam web yielding
tllieb Crippling
Web Buckling
BoR Tension
Welding
Balt Diameter
Bolt net area
A %,a a k -W 5 J6 %.r
'k
Member of bolts in tens�on
13
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=_ F#.►,0,t - A,,ull Allowable bolt tension
Orn — 9.555 up
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Evaluate boam fl ins for prying
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0,878
blbr— bbf - 2
4.44 , b'
uhf — t_ 171 P , F Yb + &F -a,) 6f ta
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thicker Beam. Flange.. RequiTedit
Rending with Pryi n o an ca,p piatzS
dj>ojt
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CP
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-%,-,1A tr
Nam Web yielding
NWIY e` t + r tP
bi�� � 1.983 in
t,p = 0.42$ in
Kcr caiD -Plalc Ireau PC (D -K
P J
NIAT = 1,23 3 in
-
D. Wy - k + F t
w 52-77-3 kipW6R > 0 K 'T-'Jh'c.kcr wc b ru ci u' d
r
Beam grab crippling
N. Y
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E303M wee buckling
I#Vb 1 - t
if o-... > cut
T
b- ks]�
tw
�Fkjj,wb = 59.033 kip
"(D. 1c '"Web
" W mr -ISwall C i it. iF
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43.8115, Lon itude -111.7979
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MCE Sa
(°l09)
050.8 MCE Value of Ss, Site
016-A I�QEValue. . Class B
Of Parameters for Site Class D13
070,.6 Sa = FaSs, Fa = 1.39
035,2 Sa = FvS1, Fv = 2.14
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