Plans (17) a„ s kJ ....eed , j
PYLON SIGNS M67
1
JAN NIV^I L 9 2 017 • DOUBLE FACE INTERNALLY ILLUMINATED
{ 8.21/2" PYLON SIGNS.
I(f°i?'htaInc e t
CITY OfC TIGAp • LED ILLUMINATION.
6l� • 8"EXTRUDED ALUMINUM CABINET&
WHITE FLANGE I$1 TILDING DIVISION RETAINERS PAINTED BRONZE.
4J la • FORMED ACRYLIC FACES
2 PAN WITH EMBOSSED GRAPHICS.
• TRAPLINE PROPORTIONAL TO
3/4"SHIELD EMBOSSMENT LOGO FIELD.
- J. 1/2"OUTLINE EMBOSSMENT
8'-1 3/8" J
III3M 3630-26
6'-8 1/4" /
1EL E V E� 1/4"GRAPHIC EMBOSSMENT N 3M 3630-33
( �... ___ is 3M 3630-44
i
WHITE
■BRONZE
20'-0"
8"x 8"x 3/8"thick Aillilill
goal posts&
mounting pole
pan draft angle
4T-
All other
embossment
angles-r
face detail /
to scale
embossment detail enlarged to
show color breaks
not to scale
PART#711-M67-DF-LOGO-SIGN
PART# • •
THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREAMS CUSTOMER APPROVAL: DATE BY DATE BY DRAWING NO:
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UNLESS AUTHORIZED IN WING BY AN OFFICER OF DATE DATE:8-5-2016
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MILLER
CONSULTING
ENGINEERS
STRUCTURAL CALCULATIONS
7-Eleven Pylon Sign
10650 SE McDonald Street, Portland, Oregon
Meyer Sign Company of Oregon
September 29, 2016
Project No. 161220
3 pages ilia!
Principal Checked:
<c,GD PROF�s�/O
X7252 PES
I.' ►ON o
Fsi✓OSEPH MP�o
EXPIRES: 12-31-2018
*** 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.
Engineering Practical,Diverse Structural Solutions Since 1978
9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 97219-5412
Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.com
•
1
The existing cabinet is being replaced with a new smaller cabinet.Scope of work is for the design of the tube framing surrounding the
cabinet and their connection to the existing structure.Since the new cabinet is smaller than the existing cabinet,the existing elemetns
do not need to be evaluated.
LOADING:
WIND: ASCE7-10I 120 I MPH,EXPI B I MAXIMUM HEIGHT(h)= 20.00 ft
(3 second gust) GUST FACTOR(G)= 0.85
K1= 0.00
K2= 1.00 F-gz'G'CP0.6:(allowable)
K3= 1.00 Kz qz F(psf) h
Kzt= 1.00 0.57 17.86 = 16.2 0-15 ft
Kd= 0.85 0.62 19.43 = 17.6 15-20 ft
Cf= 1,77
s= 8.11 ft s/h= 0.41 r`. b -_-_�
B= 821 ft B/s= 1.01
1-11
Splice location(s): Ii
Splice: 10.97 ft(from grade) i ! /-UPPER
U)
i POST
Cabinet Force= 1410 lb
FORCES: i
Height to Height to Area Wind load Force Height to MomentMoment •
Width button,ft to. ft s..ft. .sf lb center ft ft-lb 1t ft-lb ---1I
EM1ME1E910 20.00 5.47 17.6 96 19.67 1888 9 835
EMEMEEMI 19.33 41.35 17.6 726 17.17 12463 6 4500 - MEMBER,
ERNIMMEMI 15.00 29.72 162 480 13.44 6453 2 1188 SEE NEU T PAGE
®MEZEI 11.89 0.33 16.2 5 11.76 59 1 4 I I FOR CALCUL,VrIOU
EmiffErall 11.64 6.36 162 103 11.30 1164 0 34
Kim 0.00 10.97 7.35 16.2 119 5.48 653
MIIIIIIM 0.00 0.00 16.2 0 0.00 0 - ( I BASE POST
-- 0.00 0.00 16.2 0 0.00 0 -- ',--
11 .111111111111111
r_- 0.00 0.00 16.2 0 0.00 0 l
_- 0.00 0.00 16.2 0 0.00 0 i •
-- 0.00 0.00 16.2 0 0.00 0
0.00 0.00 16.2 0 0.00 0
E= 1529 E= 22680 6527
SIGN POLE: Double Staged(Single Pole) at base at splice
Upper Post
Try a HSS Pipe 8X8X1/4 sign pole
Z= 20.5 in'
M= 6527 ft4b (full moment used,actually two posts supporting cabinet)
Fy= 46000 psi
Mc= 47056 ft-Ib =46000'20.5/12/1.67
47056>6527 OK
lUse a HSS 8X8X114 sign pole for Upper Post I
FOUNDATION CHECK: 1-_._ --. __...
Mnet= 21.99 k-ft Applied moment from sign minus Mr„.
P= 1.529 k Applied lateral force
h(.„,,,,,,,..0= 14.38 ft distance from ground surface to P
q= 300 psf/ft allowable soil-brg,q=2(150)=300' ,
Footing shape:Circular 'Allowable w/1/2"movement at groundline
b=n.' ft diameter I-t
d irw..t al=MIZE ft ESTIMATED embedment,ft 7.00 for pressure
Unconstrained Condition volume of concrete= 1.3 yd
S_1= 700 psf q'd_est/3 footing wt= 5.2 k --------
A= 2.04 ft 2.34*P'1000/(S_i'b) sign wt= 2.56 k
d= 6.78 ft A/2'(1+(1+4.3611/A)^.5) Total wt(DL)= 7.71 k
6.78<7'OK eccentricity of load to reaction(e)= 0.09 ft=0.69/7.71
maximum resistive moment available based on soil bearing,M,,,= 0.69 ft-k
Use 2'-6"diameter x T-0"deep
2500 psi concrete footing
9570 SW Barbur Blvd Project Name 7-Eleven Pylon Sign Project# 161220
Suite One Hundred
OAS Portland,OR 97219
_ Location 10650 SE McDonald Street, Portland, Oregon
Client Meyer Sign Company of Oregon
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 ALBOM 9/29/16 1 of 3
www.miller-se.com By __ Ck'd Date Page -
ENGINEERS
Cross Member
Steel Column/Beam Design-AISC 13th Addition
Shape:HSS Shape Capacity=0.15 <1.0
Size:8X8X3/16
ASD Axial Capacity,Chapter E
Weight= 19.61 plf Aeff= 4.71 int
Pr= 0.00 k,axial compression load Qa= 0.876221 (Section E7,pg 16.1-42)
Mr,= 2.89 ft-k,strong axis =0.705'4.10416666666667' Fe,= 1193.27 ksi,(Section E3 pg 16.1-33)
Mrz= 1.44 ft-k,weak axis Fez= 1193.27 ksi,(Section E3 pg 16.1-33)
Vrx= 0.71 k =1410/2/1000 Fcr,= 39.74 ksi,(Section E3 pg 16.1-33)
Vrz= 0.35 k =76.5377604166667'15/1000/2 Fcrz= 39.74 ksi,(Section E3 pg 16.1-33)
Tr= 3.26 ft-k,torsional load =6527/2/1000 Pn,= 213 k,(Section E3 pg 16.1-33)
Kx= 1.00 (Table C-62.2,pg 16.1-240) Pnz= 213 k,(Section E3 pg 16.1-33)
Kz= 1.00 (Table C-C2.2,pg 16.1-240) Moment Capacity,Chapter F
L„= 4.10 ft Seffx= 12.5514 in'
L,= 4.10 ft Seff= 12.55 in'
Lv= N/A ft,(for round shapes) Mn,= 48.1 ft-k,(Section F7pgs 16.155,56)
KL/r x= 15.49 Mn,= 48.1 ft-k,(Section F7 pgs 16.1-55,56)
KL/r z= 15.49 Shear Capacity:Chapter G
E= 29000 ksi Icy= 5 (Section G5,pg 16.1-68)
Fy= 46 ksi Cvx= 1.00 (Section G2,pg 16.1.65)
Ag= 5.37 in2 Cvz= 1.00 (Section G2,pg 16.1-65)
t= 0.174 in Aw,= 2.60 in',(Section G5,pg 16.1-68)
Zx= 15.700 in3 Awz= 2.60 in',(Section G5,pg 16.1-68)
Zz= 15.700 in3 Fcr= N/A ksi,(Section G6,pg 16.1-68)
S,= 13.600 in3 Vn,= 71.9 k,(Section G2,pg 16.1-65)
Sz= 13.600 in3 Vnz= 71.9 k,(Section G2,pg 16.1-65)
I,= 54.400 in4 Torsional Capacity:Chapter H
I,= 54.400 in4 Fcr= 27.60 ksi,(Section H3 pg 16.1-75)
r„= 3.180 in C= 21.30 torsional shear constant
rz= 3.180 in Tn= 49.0 ft-k,(Section H3 pg 16.1-74)
Section is Slender in the strong axis(x) Allowable Capacties: Rn/4(ASD);Rn*4,(LRFD)
Section is Slender in the weak axis(y) (ASD) Pc,k Mc,ft-k Vc,k Tc,ft-k
x-axis 127.8 28.8 43.0 29.3
z-axis 28.8 43.0 ,
Interaction Equations:
Pr/Pc= 0.00 <0.2,Equation H1-lb controls
Tr/Tc= 0.11 <0.2 Torsional effects can be neglected
0.15 <1.0 OK
Equation H1-1b,AISC 13 ed.,pg 16.1-70
Use HSS 8X8X3/16
EQUAL RECTANGLES(weld on both outside faces)
Vy= 702 lb =0.705'2'1000
Mx= 6527 ft-lb =3.2635'1000'2 (Y
Tube Wall Thickness= 1/4 in
Effective Throat,E= 0.16 in =5/8'0.25"
Length of weld,b1= 8 in
Width of tube,d1= 8 in -_ __
Inner width of weld,d= 7.68 in =8"-0.16"*2
A= 2.56 in2 =(8"-7.68°)*8"
Ix= 39.34 in4 =8*(8^3-7.68^3)/(12) 1-i7.-/
Sx= 9.84 in3 =39.34/(8/2)
ly= 13.65 in4 =(0.16*2)*8^3/12 v
Sy= 3.41 in3 =13.65/(8/2)
F= 21000 psi
Vc= 53760 lb =21000*2.56
Mcx= 17220 ft-lb =21000°9.84/12
Mcy= 5968 ft-lb =21000'3.41/12
Capacity= 0.39 <1.00 OK
Use flare bevel weld to 0.25"thick walled tube
9570 SW Barbur Blvd Project Name 7-Eleven Pylon Sign Project# 161220
Suite One Hundred
Portland,OR 97219
Location 10650 SE McDonald Street, Portland, Oregon
MILLER Client Meyer Sign Company of Oregon
Phone 503.246.1250 �"�}�,�
CONSULTING Fax 503.246.1395 ALB P 9/29/16 2 of 3
www.miller-se.com By Ck'd Date Page
ENGINEERS
V
•
Weld Check at Base of Upper Pole:
Vy= 1410 lb
Mx= 6527 ft-lb
Torsion= 2312 ft-lb =1410*1.35'
Rectangular:
V1ors10,,= 6936 lb =2312/(SQRT(8"/12*8"/12)/2)
Weld size,w= 0.2500 in = 1/4 "weld
Effective Throat,E= 0.18 in =0.707'0.25"
Width,b1 = 8 in Width of hss member
Depth,dl = 8 in Depth of hss member
Outer width of weld= 8.36 in =8"+(2*0.18")
Outer depth of weld= 8.36 in =8"+(2*0.18")
Atotal= 5.89 in2 =8.36*8.36-8*8
Ay= 2.88 in2
lx= 63.08 in4
Sx= 15.09 in3
Ax= 2.88 in2
ly= 63.93 in4
Sy= 15.29 in3
F= 21000 psi
Vcy= 60480 lb =21000*2.88
Mcx= 26408 ft-lb =21000*15.09/12
Vcx= 60480 lb =21000*2.88
Mcy= 26758 ft-lb =21000*15.29/12
Capacity= 0.33 <1.00 OK
Use 0.25"fillet weld
Upper Match Plate Bolt Check:
Steel Bolt/Rod Design-AISC 13th Addition
Type: Bolt
Grade: A325
Threads are included in the shear plane
Diameter: 0.625 in
Loading: ASD
No.of bolts= 4
in tension= 2
Dist.btwn.bolts= 5.75 in
Horiz.dist.btwn.bolts= 11.00 in
• T= 6.81 k =9294/(5.75"/12)/(2 tension bolts)
V= 2.10 k =(1410+2312/(SQRT((11"/2)/12*(5.75"/2)/12)))/1000/(4 bolts)
A= 0.307 in2
dr= 0.527 in
ft= 22.2 ksi=6.81/0.307
fv= 6.8 ksi=2.1 /0.307
Q.= 0.5
Bolt Capacity Summary:
Fnt= 90 ksi,Table J3.2
Fnv= 48 ksi,Table J3.2
Tc= 13.82 k=90*0.307*0.5
Vc= 7.37 k=48*0.307*0.5
ft/(Fnt*0.5)= 0.49
fv/(Fnv*0.5)= 0.28
Effects on tension capacity due to combined stresses:
F'nt= 90 ksi,Eq.J3-3,page 16.1-109
T'c= 13.8 k,reduced tension capacity
13.82 >5.8 OK
Use 0.625"diameter bolt
Match Plate Check:
arm= 1.5 in
t= 0.75 in
b= 5 in
Moment= 10215 in-lb =6.81 k*1.5"*1000
Z= 0.7 in3 =0.75"^2*5"/4
Mc= 15090 in-lb
10215 <15090 OK
Use 0.75"thick plate
9570 SW Barbur Blvd Project Name 7-Eleven Pylon Sign Project# 161220
Suite One Hundred
Portland,OR 97219
Location 10650 SE McDonald Street, Portland, Oregon
Client Meyer Sign Company of Oregon
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 ALB9/29/16 3 of 3
www.miller-se.com By Ck'd Date Page
ENGINEERS