Specifications SU 1P262Z-Q3240
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MILLER
CONSULTING
ENGINEERS
STRUCTURAL CALCULATIONS
Everbowl Canopy Signs
11858 SW 72nd Avenue, Tigard, OR
Meyer Sign Company of Oregon
August 22, 2022
Project No. 221267
4 pages
Principal Checked:
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EXPIRES:12-31-2022
*** LIMITATIONS ***
Miller Consulting Engineers, Inc.was retained in a limited capacity for this project. This design is
based upon information provided by the client,who is solely responsible for accuracy of same. No
responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that
shown on these sheets,
9600 SW Oak Street,Suite 4001 Portland,Oregon 97223 1 503.246.1250 1 www.miller-se.com
Scope of work is for the design of the connection of the sign to the existing canopy.
Inbut Data:ASCE 7-16
Maximum Height(h)= 15.00 ft(of sign)
Wnd Speed,V= 98 mph
Exposure Category= B
Topo.Factor,Kzt= 1.00
Direct.Factor,Kd= 0.85
Effective Area,Ae= 12.66 fte (Area Tributary to C&C)
Wall External Pressure Coefficients,GCp:
Corner Zone No
GCp Zone 4 Neg.= -0.97 Fig.30.4-1
GCp Zone 5 Neg._ -1.23 Fig.30.4-1
qz=0.00256'Kz'Kzt'Kd°V"2'0.6(alowable)
Wall Pressures for Design:
Kz qz GCp F(psf) h
0.7 8.78 -0.97 = 9.6 0-15 ft
Overall Letter Width= 8.44 ft
Overall Height= 1.50 ft
Area= 12.66 112
Standoff= 0.00 in
Raceway Height= 3.00 in
Raceway Behind Letters
Sign Area and Loading: Sign Above Canopy
Width, Height to Height to %solid Area,fie Wind Force,lb
ft bottom.ft top,ft load,psf
8.44 13.75 15.00 30% 3.16 9.6 30 letters
8.44 13.75 13.75 0% 0.00 9.6 0 standoff
8.44 13.50 13.75 100% 2.11 9.6 20 raceway
E= 50
V,= 30 lb
V2= 50 lb
arm,= 7.50 in =(15'-13.75')12'12 0
Mi
armz= 1.50 in =(13.75.-13.5')/2'12
M,= 225 in-lb =30'7.5"
rg
Mz= 345 in-lb =225in-Ib+(30'3+20'1.5") 6
0
Est.Dead Load= 16 lb (assumed at 3 psi) /o /, Ti
Fastener Check: (raceway to supporting structure)
Fastener Type:Self-drilling Screws
Mtotal= 345 Iin-lb
V10 = 50 Ilb
Ttma= 0 lb sign is attached above struulure)
Fastener Quantities:
Columns= 3 (min)
Rows= 1
total fastemers= 3
couple distance= 1.00 in
T= 115 lb per fastener =(345in-lb/1"+171/(3)
V= 17 lb per fastener =50Ib/(3)
Fastener into:Steel
Fastener Type:Screw
Mat.Gauge:0.125
Mat.Thickness:) 0.125 in
Fastener Size: 0.25
Tc= 514 lb
Vc= 693 lb
0.25 n 1.00 0K
Use minimum 3 0.25 Screws along sign connection
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Project Name Everbowl Canopy Signs Project# 221267 MILLER_ ENGINEERS Location 11858 SW 72nd Avenue, Tigard, OR
ENGINEERS
Client Meyer Sign Company of Oregon
9600 SW Oak St 0400 503.246.1250 CJM J,tf 8/22/2022 1 Of 4
Portland,OR 97223 ! miller-se.com By Ck'd Date Page
Scope of work is for the design of the sign support arms and their attachment to the existing structure.
Input Data:ASCE 7-16
Maximum Sign Height(h)= 15.00 ft
Wind Speed,V= 98 mph
Exposure Category= B
Topo. Factor, Kzt= 1.00
Direct. Factor, Kd= 0.85
Effective Area,Ae= 2.38 ft2 (Area Tributary to C&C)
Wall External Pressure Coefficients, GCp:
Corner Zone= No
GCp Zone 4 Neg. = -0.99 Fig.30.4-1
GCp Zone 5 Neg. = -1.26 Fig.30.4-1
qz=0.00256*Kz*Kzt*Kd*V^2*0.6(allowable)
Wall Pressures for Design
Kz qz GCp F(psf) h
0.7 8.78 -0.99 = 9.6 0- 15 ft
Sign Area and Loading:
Free swinging? No
Sign located below support
Width= 3.00 ft
Height= 0.79 ft
%solid= 100%
Area= 2.38 ft2 =3'*0.79'100%
Lateral Force,Vy= 23 lb =2.38*9.6
Dead,Vz= 10 lb(estimated at 4pst)
Horizontal offset= 0 in(center of mass to center of support,oop)
Vertical offset from mount= 18.0 in
Moment arm(vert.)= 1.90 ft =0.7972+18"/12
DROP ARM(S):
Number of Arms= 2
%trib.to single arm= 50%
Moment, My= 22 ft-lb per arm =(23*1.9'+10*0712)*50%
Shear,Vx= 12 lb per arm =23*50%
Tension,Tz= 5 lb per arm = 10*50%
1/4"DIA.BOLT,TYP.
Use 6061-T6 2x2x0.125 aluminum tube
See •a'e after next for calculation.
EXISTING STEEL
CANOPY MEMBER
2x2x1/8 ALUM.
TUBE,TYP.
m
Project Name Everbowl Canopy Signs Project# 221267
' MILLER
CONSULTING 11858 SW 72nd Avenue, Tigard, OR
1111 ENGINEERS Location
Client Meyer Sign Company of Oregon
9600 SW Oak St#400 503.246.1250 GM l 8/22"2022 2oi4
Portland,OR 97223 miller-se.com By Ck'd Date Page
DROP ARM CONNECTION(S):
Forces at base plate(s):
Moment, My= 22 ft-lb per arm
Moment, Mx= 0 ft-lb per arm
Shear,Vx= 12 lb per arm
Tension,Tz= 5 lb per arm
Number of fasteners:
#of rows= 1
#of columns= 1
Total number of fasteners= 1 per connection
Forces on anchorage:
0
Vertical spacing= 1 in,from fastener to edge of plate
Tension,Tx= 276 lb per fastener =22`12/1"/(1)+12/(1)
Shear,Vz= 5 lb per fastener =51(1)
Try 1/4"dia.bolts
Tallow= 1380 >276 OK
Vallow= 740 >5 OK
Comb.Cap.= 0.21 < 1.00 OK
(Use 1/4"dia.bolts
' Project Name Everbowl Canopy Signs Project# 221267
�® MILLER
CONSULTING ENGININEEERSRS Location 11858 SW 72nd Avenue, Tigard, OR
E
Client Meyer Sign Company of Oregon
9600 SW Oak St#400 503.246.1250
Portland,OR 97223 miller-se.com By CJM Ck'd Date 8/22/2022 Page 3 of 4
Aluminum Tube Design: Drop Ann
Section Properties:
b= 2 in
d= 2 in
t= 0.125 in
Scx= 0.513 in'
Scy= 0.513 In'
A= 0.90 in'
aer= 0.5 in =2'0.125'2
as,= 0.5 in =2"0.125'2
rx= 0.755 in' =SQRT(0.513/0,9)
ry= 0.755 in' =SQRT(0.513/0.9)
Is= 0.513 in°
ly= 0.513 in°
J= 1.026 in°
Material Properties.
Aluminum Grade: 6061-T8
Weld Filler Alloy: 4043
reaction does occur within 1'from welded area
E= 10100 ksi Bs= 10.57 ksi
Fcy= 15 ksi Ds= 0.03
Fty= 15 ksi Cs= 126.72
Weld shear cap. = 5897 psi(based on weld alloy strength) Bc= 16.22 ksi
Dc= 0.07
ny= 1.65 Cc= 102.30
nu= 1.95 Bp= 18.25 ksi
Cb= 1 Dp= 0.08
k1= 0.35
k2= 2.27
Bending:
M,= 0 ft-lb Compression in Beams,extreme fiber(3.4.141
Lb,= 18.00 in Slenderness Limitations:
Slenderness,S= 25 =(18'0.513)/(0.5'SQRT(0.513'1.026)) S1 S2
Fb,= 9091 psi 139 4088
lb,. 0 psi 0'12/0.513 Lb limit,(In)= 98 2891
0.00% Strong Axis:
My= 22 ft-lb Stresses.psi:
Lby= 18.00 in S<S1 S1<S<S2 S2<S
Slenderness,S= 25 =(18'0.513)/(0.5'SQRT(0.513'1.026)) 9091 N/A N/A
Fby= 9091 psi Weak Axis:
fby= 515 psi=22'12/0.513 Stresses,psi:
5.66% S<S1 St<S<S2 S2<S
9091 N/A N/A
Shear:
V,= 0 lb Shear in Elements:(3.4.20)
h= 1.75 in=2-2'0.125 Slenderness Limitations:(htt)
Slenderness.hit= 14 81 $2
Fvy= 10400 psi 45 101
fvy= 0 psi=0/0.5 Strong Axis:
0.00% Stresses,psi:
V,= 12 lb hft<S1 S7<h/l<S2 52<h%
h= 1.75 in=2-2'0.125 10400 N/A N/A
Slenderness,hit= 14 Weak Axis:
Fv,= 10400 psi Stresses,psi:
fv,= 24 psi 12/0.5 htt<S1 St<hlt<52 62<hit
0.23% 10400 N/A N/A
Torsion= 0 ft-lb
Am= 4 in' _(2.0.125)'(2-0.125)
Nr= 0 psi=0*12/(2'0.125'(2-0.125)'(2-0.125))
Fv= 10400 psi
0.00%
Tension:(3.4.1)
T= 5 lb
Ag= 0.90 in'
Ft= 9091 psi,assumes that all element of the member are connected for tension
ft= 5.6 psi
0.06%
Combined Forces:
0.06 <1.00 OK
lUse 6061-T62x2x0.125 aluminum tube i
itEveProject Name
rbowl Canopy Signs Project# 221267
MILLERCONSULTING ENGININEEERSRS Location 11858 SW 72nd Avenue, Tigard, OR
E
Client Meyer Sign Company of Oregon
9600 SW Oak St#400 503.246.1250
Portland,OR 97223 miller-se.com By OMCk'd Date 8�22/2022 Page 4 of 4