Specifications SUP zvzz-O l
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MILLER
CONSULTING
ENGINEERS
STRUCTURAL CALCULATIONS
Onyx Pylon Sign
8900 SW Commercial Street, Tigard, OR
Meyer Sign Company of Oregon
October 27, 2022
Project No. 221636
2 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 verification of the existing pole and foundation for the new cabinet configuration.
Verify existing elements do not show signs of detenoralion or damage 3'-4"
LOADING:
Code:ASCE7-16
Vs= 98 mph(3 second gust) F•gz°G'CP0.6:(allowable) i '
Exposure B Kz qz F sf) h H
Overall Height,h= 19.56 ft 0.57 11.91 10.7 0-15 ft
Cabinet Area= 40 ft° 0.62 12.87 11.5 15-20ft
Est.Cabinet wt.= 15 psf
Est.Pylon Mass= 600 lb =40'15psf
Center of mass= 13.56 t ft(cabinet)
I,pole= 27 in (a"SCH40)
Roark's Table 16.1,Case 3c
Nat.freq..n,= 2.63 >1.0,consider rigid
Gf= 0.85
Kz1= 1.00 (EFn.26.8.1)
Kd= 0.65 (Table 26.6-1)
Cf• 1.76 (Fgure 29-3-1)
a= 12.00 ft em= 0.61 3"DIA.SCH.
B= 3.33 ft Bls= 0.28
0.2'6= 0.67 ft(code offset,for wind load) 0 40 PIPE
offset 0.00 ft(horizontal cabinet offset)
x= 0.00 ft(c-c disc.btwn.poles) iV
Fl= 100% %load to pole
OOP= ft(out-of-plane offset) Splice. Upper
FORCES: location:) 7.56 Ift
WidthHeight to Height to Area Wind load'(psp Force Height to Moment(ft-HI.(ft) Moment
bottom(ti lop(ft) (sq.ft.) pot center(ft) lb) (ft-lb)
3.33 15.00 19.56 15.2 11.5 175 17.28 3024 972 1701
3.33 7.58 15.00 24.8 10.7 266 11.28 2990 3.72 985
0.55 0.00 7.56 4.2 7.3 31 3.78 117
0.00 0.0 0.0 0 0.00 0 I
0.00 0.0 0.0 0 0.00 0
0.00 3.0 0.0 0 0.00 0 9
0.00 0.0 0.0 0 0.00 0 au
0.00 0.0 0.0 0 0.00 0
0.00 0.0 0.0 0 0.00 0
0.00 0.0 0.0 0 0.00 0
0.00 0.0 0.0 0 0.00 0 11
0.00 0.0 0.0 0 0.00 0 I IIV -
..= 471 i= 6131 2686
'Cf adjusted at pole sections at base al Upper
. Splice
SIGN POI F• Double Staged
Base Post T= 316 ft-lb =471'(0.67')
Fy= 35000 psi To= 17400 ft-lb
Zx= 10.60 in° 0.02<0.2 torsion can be neglected
Zy= 10.60 in°
Mx= 6131 ft-lb EXISTING 6"DIA.
Mcx= 18513 ft-lb =35000'106/12/1.67 f SCH.40 PIPE
6131 <16513 OK,33%
My= 0 ft-lb
Mcy= 18513 ft-lb =35000'10.6/12/1.67
Use a PIPE 6"SCH40 sign pole (existing)!
Upper Posl T= 295 ft-lb •440'(0.6T)
Fy= 35000 psi Tc= 3601 ft-lb
Zv• 2.19 in° 0.08<0.2 torsion can be neglected
Zy= 2.19 ins
Mx= 2686 ft-lb
Mcx= 3825 ft-lb =35000'2.19/12/1.67
2686 <3825 OK.70%
My= 0 ftJb � '
Mcy= 3825 ft-lb =35000'2.19/12/1.67y��' �Aj��/
OUs•Use a PIPE 3K SCH40 sign pole I '•\' \ i p \\'' '
' ° . . •\iceMnett ® -tl =(6131)/1000-4.468-k �, � a
= k •
hte..a l=®ft o I 1
7 • a I � EXISTING
assumed
lateral soil-brg. � FOOINGq'=®° psf/ft = 50' (allowable bog.
with 1/2"movement) • 1 i,
Footing shape:Rectal).filar a 4 j,°
b=®ft (in the plane of the page)
L=®ft (into the page) •
•
b'=1.3131111ft diagonal dimension of a 3.25'sq.footing
da ,m=IIIIIII ft Estimated embedment 3'_3•SQ.
Unconstrained Condition volume of concrete= 1.6 yd
S_1= 400 psf q'd_est/3 footing wl.= 6.3 k
A= 0.6 ft 2.341P 10001(S_1'b) est.sign M.= 0.84 k(with poles)
d= 1.85 ft A/2'(1+(1+4,36'hlA)".5) Total wl(DL)'0.6= 4.31 k
1.85<4'OK eccentricity of bad to reaction(e)= 1.03 ft=4.46/4.31
maximum resistive moment available based on soil beating.M.= 4.46 ft-k
The existing 31-3"square x 4'-0"deep
concrete fooling is adequate Single Continuous Footin6
Art
Name Onyx Pylon Sign Project# 221636
�' MILLER
IliON
ENGINEERIERS Location 8900 SW Commercial Street, Tigard, OR
E
Client Meyer Sign Company of Oregon
9600 SW Oak St#400 503.246.1250
Portland,OR 97223 miller-se.com By M Ck'd Date 10/27/2022 Page 1 of 2
•
Upper Splice Design:
Location. Upper splice
V= 440 lb
Mx= 2888 ft-lb
My= 0 ft-lb
Torsion= 295 ft-lb
MATCH PLATE SPLICE DESIGN
Circluar Weld:
= 2023 lb =295/((3.5'712)/2)
Weld size,w=0.3125 in
EH.Throat,E= 0.22 in =0.707'0.3125"
Diameter,dl= 3.50 in Outside Diameter of pipe or rod
Outer dia.of weld= 3.94 in =35"+2`0.22"
A= 2.57 in° =3.14`(3.94"2-3.5^2)/4
I 4.46 in' =3.14'(3.94"4-3.5^4)/64
S= 2.28 in' =4.46/(3.94/2) .
F 21000 psi
Vc= 53970 lb =21000'2.57
Mc= 3955 ft-lb =21000'2.26/12
Capacity= 0.72 <1.00 OK
lure 0.3125"fillet weld I
Upper Match Plate Bolt Check:
Steel Boll/Rod Design-AISC 13th Addition
Type: Boll
Grade: A307
Threads are included in the shear plane
Diameter: 0.5 in
Loading: ASD
No.of bolts= 4
in tension= 2
Dist.btwn.bolts= 9,50 in
for.z.dist.btwn.bolts: 10.00 in
Couple Distance= 9.50 in
T= 1.70 k =2.686/(9.5912)/(2 bolts)
V= 0.29 k =(440+295/(SORT((10"121/12'(9.5"/2912)))/1000/(4 bolls)
A= 0.196 in'
dr= 0.417 in
ft= 8.7 ksi=1.7/0.196
fv= 1.5 ksi=0.2910.196
t t- 0.5
Boll Capacity Summary:
Fnt= 45 ksi,Table J3.2
Fnv= 24 ksi,Table J3.2
Te= 4.41 k=45'0.196'0.5
Ve• 2.35 k=24'0.196'0.5
8l(Fnre5)= 0.39
M1d(Fn(0.5)= 0.13 <20%,effecls of combined stresses need not be investigated
Effects on tension capacity due to combined stresses.
Pet= 45 ksi,Eq.J3-3,page 16.1-109
T'o= N/A k,reduced tension capacity
Wse 0.5"diameter A307 bolt
Upper Match Plate Check:
ann= 5 in
t= 0.5 in
b= 10 in
Moment= 8500 in-lb =1.7k'5"1000
Z= 0.63 in' =0.5""2`I0"/4
Mc= 13581 in-lb
8500 <13581 OK
(Uae 0.5"thick plate
Project Name Onyx Pylon Sign Project# 221636
MILLER
CONSULTING Location 8900 SW Commercial Street, Tigard, OR
ENGINEERS
Client Meyer Sign Company of Oregon
9600 SW Oak St#400 503.246.1250 M 10/27/2022 2 of 2
Portland,OR 97223 miller-se.com By Ck'd Date Page
(Sign # 2 Attachment detail)
S/F CABINET
ON METAL SIDING
PLYWOOD SHEATHING
2"x6"WOOD STUDS @ 16" O.C.
CORR. MTL. SIDING
�,.,,,,,��m,".,,,,,,,, • 3/8" x 4" Toggle Bolts
ALUMINUM CABINET
INTERNAL 11h"x11h"x 3/16"
ANGLE ALUM STRUCTURE
L _
SIGN FACE
(NTS)
(Sign # 3 Attachment detail)
Aluminum Panel
on Metal Siding
PLYWOOD SHEATHING
090 Aluminum Panel 2"x6"WOOD STUDS @ 16" O.C.
NCORR. MU. SIDING
nj maaua1 owaaaaawWc � 3/8" 4"
x Toggle Bolts
i �-UYP .pl\VatlN\\UC
(NTS)