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MILLER
CONSULTING
ENGINEERS
STRUCTURAL CALCULATIONS
The Partners Group Wall Sign
11850 SW 67th Avenue, Tigard, Oregon
Security Signs
October 11, 2019
Project No. 190935
4 pages
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EXPIRES: 12-31-2020
*** 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
Scope of work is for the design of the sign support arms and their attachment to the existing structure.
1.-1/4"
1`2'-4" -3'-0" ___..._----8'-21/4" 3'-8114" '-71' .t-----3'.8" 8'-21/4"
�_ 1 ,I 1_ �..o• I
1 THE I I
% PARTNERS GROUP !
ARM 1 ARM 2 ARM 3 ARM 4 ARM 5 ARM 6 ARM 7
Input Data:ASCE 7-16
Maximum Sign Height,h= 50 ft
Wind Speed,V= 100 mph
Exposure Category= B
Topographic Factor,Kzt= 1
Directionality Factor,Kd= 0.85
Ground Elevation Factor,Ke= 1
Effective Area,Ae= 19.57
qz= 17.64 psf
-GCp Zone 4= -0.94
-GCp Zone 5= -1.17
-Zone 4 Pressure= -19.82 psf<---Controls,Sign Not in Corner Zone
-Zone 5 Pressure= -23.77 psf
Sign Weight= 5 psf
LARM.WIND MWIND (lb LARM.DEAD MDEAD MTOTAL
Arm Tributary Area(ft2) (ft) ft) (ft) (Ib-ft) (Ib-ft)
1 7x(4.458ft)2/4= 15.61 4.38 1354 1.5 117 1471
2 3.875 ft x 1.25 ft+3.833 ft x 2.521 ft= 14.51 5.34 1537 1.5 109 1645
3 5.594 ft x 2.521 ft= 14.10 5.34 1494 1.5 106 1600
4 5.938 ft x 2.521 ft= 14.97 5.34 1586 1.5 112 1698
5 4.469 ft x 2.521 ft= 11.27 5.34 1193 1.5 84 1278
6 7.761 ft x 2.521 ft= 19.57 5.34 2072 1.5 147 2219
7 5.115 ft x 2.521 ft= 12.89 5.34 1366 1.5 97 1463
Aluminum Arms
Use 6061-T6 3.5x3.5x0.25 aluminum tube See Next Page 2j..--0 3/4
ra
Arm to Angle Connection (3)SIDE -. ,
VcoNNEcnoN= 555 lb =2219 lb-ft/4 ftral -
1.4'
ALUM TUBE -,t 'v
Use 1/4"fillet weld from arm to plate PER ELEVATION v
Use(2)3/8"dia bolts to angle 'v
SIGN
Angle to Parapet Framing Connection CABINET
I111"
= 277 lb =555 lb/2 III ALUM L4x4x1/4
SPANNING BETWEEN
PARAPET FRAMING WI
Use(2)1/4"dia stainless steel screws See Page After Next (E)PARAPET ,l (2)1/4"STAINLESS STEEL
SCREWS INTO EA END
INTO(E)FRAMING
9570 SW Barbur Blvd Project Name The Partners Group Wall Sign Project# 190935
Art Suite One Hundred
Portland,OR 97219lb 11850 SW 67th Avenue, Tigard, Oregon
Location 9 9
Client Security Signs
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 KEG10/11/19 1 of 4
www.miller-se.com By Ck'd Date Page
ENGINEERS
Aluminum Tube Design:
Section Properties:
b= 3.5 in
d= 3.5 in
t= 0.25 in
Scx= 3.017 in3
Scy= 3.017 in3
A= 3.09 in2
aey= 1.75 in =3.5*0.25*2
aex= 1.75 in =3.5*0.25*2
rx= 1.307 in3 =SQRT(5.281/3.09)
ry= 1.307 in3 =SQRT(5.281/3.09)
Ix= 5.281 in4
ly= 5.281 in4
J= 10.562 in4
Material Properties:
Aluminum Grade: 6061-T6
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,= 2219 ft-lb Compression in Beams,extreme fiber(3.4.14)
Lb,= 64.13 in Slenderness Limitations:
Slenderness,S= 52 =(64.1*3.017)/(0.5*SQRT(5.281*10.562)) S1 S2
Fbx= 9091 psi 139 4088
fb,= 8827 psi=2219.19328631417*12/3.017 Lb limit,(in)= 172 5060
97.10% Strong Axis:
M4= 0 ft-lb Stresses,psi:
Lb4= 64.13 in S<S1 S1<S<S2 S2<S
Slenderness,S= 52 =(64.1*3.017)/(0.5*SQRT(5.281*10.562)) 9091 N/A N/A
Fb4= 9091 psi Weak Axis:
fb4= 0 psi=0*12/3.017 Stresses,psi:
0.00% S<S1 S1<S<S2 S2<S
9091 N/A N/A
Shear:
VY= 388 lb Shear in Elements:(3.4.20)
h= 3 in=3.5-2*0.25 Slenderness Limitations:(h/t)
Slenderness,h/t= 12 51 S2
Fv4= 10400 psi 45 101
fv4= 222 psi=387.827308316103/1.75 Strong Axis:
2.13% Stresses,psi:
V,= 0 lb h/t<S1 S1<h/t<S2 S2<h/t
h= 3 in=3.5-2*0.25 10400 N/A N/A
Slenderness,h/t= 12 Weak Axis:
Fv,= 10400 psi Stresses,psi:
fv,= 0 psi=0/1.75 h/t<S1 S1<h/t<S2 S2<h/t
0.00% 10400 N/A N/A
Torsion= 0 ft-lb
Am= 11 in2 =(3.5-0.25)*(3.5-0.25)
fv,= 0 psi=0*12/(2*0.25*(3.5-0.25)*(3.5-0.25))
Fv= 10400 psi
0.00%
Combined Forces:
0.97 <1.000K
Use 6061-T6 3.5x3.5x0.25 aluminum tube
9570 SW Barbur Blvd Project Name The Partners Group Wall Sign Project# 190935
Suite One Hundred
Portland,OR 97219 11850 SW 67th Avenue, Tigard, Oregon
Location 9 g
Client Security Signs
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 KEG10/11/19 2 of 4
www.miller-se.com By Ck'd Date Page
ENGINEERS
•
Material in contact with screw head/washer
t1= 0.25 inches(thickness of member in contact with screw head)
Ful= 35 ksi(Tensile strength of member in contact with screw head)
Material Not in contact with screw head/washer
t2= 0.0451 inches(thickness of member not in contact with screw head)
Fut= 45 ksi(Tensile strength of member not in contact with screw head)
Screw 0.0451 inches(penetration depth into t2)
Size 1/4 in
Washer? No
dW= 0.409 inches, (Larger of screw head diameter, or washer)
d= 0.250 inches, (Nominal screw diameter)
tc= 0.0451 inches(lesser of depth of penetration and thickness tz)
Shear Capacity
Pns= 905 lbs Pns=4.2(t23d)12Fu2 AISI EQ.E4.3.1-1,pg 119)
Pns= 5906 lbs Pns=2.7(t1dFu1 equation E4.3.1-2,AISI EQ.E4.3.1-2,pg 119 EQ. E4.3.1-4,pg 120)
Pns= 1370 lbs Pns=2.7(t2dFu2,AISI EQ. E4.3.1-3,pg 119,EQ. E4.3.1-5,pg 120)
t2/t1= 0.180
Pns= 905 lbs (the minimum of E4.3.1-1, E4.3.1-2, E4.3.1-3 controls)
Pss= 2600 lbs (Ultimate Screw capacity for shear)
Pns= 2080 lbs Pns=0.8 Pss,AISI EQ.3.2.2-1)
Pns= 905 lbs
ASD Pns/Q= 302 lbs
LRFD, coPns= 453 lbs
Tension Capacity
Pnot= 431 lbs Pnot=0.85todFu2(AISI EQ. E4.4.1-1,pg 120)
Pnov= 5368 lbs Pnov=1.5t1dFu1 (AISI EQ. E4.4.2-1,pg 120)
Pts= 4060 lbs (Ultimate Screw tested capacity by manufacturer for tension)
Pnt= 3248 lbs Pnt=0.8 Pts,AISI EQ.4.4.3-1,pg 120)
ASD Pnt/Q= 144 lbs Min.edge distance(1.5d):0.375 inches
LRFD, cpPns= 216 lbs Min.spacing(3d): 0.75 inches
9570 SW Barbur Blvd Project Name The Partners Group Wall Sign Project# 190935
Suite One Hundred
Art Portland,OR 97219
Location 11850 SW 67th Avenue, Tigard, Oregon
Client Security Signs
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 KEG10/11/19 3of4
www.miller-se.com By Ck'd Date Page
ENGINEERS
•
WALL SIGN ANCHORAGE CAPACITY TABLES:Scope of work is for the anchorage of the raceway to the supporting structure only.
LOADING CRITERIA:(ASCE 7-16)
3-secong gust Speed 100 mph(max)
Exposure B (max) f0 - x1
Risk Category II (max) ' -' #
GCp= -1.40 $ a fir::
qh= 9.1 psf '1k; : { R
F= psf
o "
Sign Dead Load= 5.00psf(max)
5 --
d= 5 in(min)
Honz.offset,x1= 9 in(max) a ■
Vertical offset,x2= 8 in(max)
The area used in the'area per anchor'column of the table is the actual solid area of the sign(including the raceway).
Take the total solid sign area and divide by the'Area per anchor'listed in the tables to determine required number of anchors.
Anchor Capacities: DIRECTLY AGAINST
Brick STRUCTURE
Fastener Options:
1)Powers AC100+Gold Epoxy,3 1/2"minimum embed into brick
2)Hilti HIT-HY 70 Epoxy,3 1/8"minimum embed into brick xl
Anchor Size Brick Area per 2"
Tension Shear anchor,ft2
..-._._ MAX
0.25 IIII
200 200 5 - -
0.3.375 200 200 5 _
0.5 200 200 5
Notes:1)Anchors to be spaced the lesser of a minimum of two bn •r 8"from other anchors or edges. 0 ■
2)Anchors to be installed in sound,undamaged brick with sound, - aged mortar joints.
3)Fastener capacities in brick are limited to the assumed capacity of the --'al.
THROUGH
Plywood/Metal Siding NON-STRUCTURAL
Fastening Options.
FINISH
1)Hilti Toggler with Threaded Rod
2)#12 wood or metal screws
Anchor Size Plywood or Metal Siding Area per Area with non- Solid area of sign(including ra• .-y): 13.34 ft'
Tension Shear anchor,ft2 structural finish Allowable area per ancho' 5 ft'per anchor
#12 Screw 66 108 1.7 1.1 minimum#of anchors: 3 anchors(min.)
0.25 70 120 1.9 1.2 Use 4 anchors
0.375 195 140 4.7 3.2
0.5 230 160 5.5 3.7
Notes:1)Metal Siding(without plywood)to be minimum 24ga.thick.
2)The non-structural finish to be no more than 2"thick.A 1"dia.
pipe spacer is required at non-structural finishes.
CMU
Fastening Options:
1)Hilti Toggler with Threaded Rod(at hollow cell)
2)Hilti KBIII Wedge Anchor(at solid)
3)Redhead/ITW Trubolt Wedge Anchor(at solid)
Anchor Size CMU Area per Area with non-
Tension Shear anchor,ft2 structural finish
0.25 70 120 1.9 1.2
0.375 195 140 4.7 3.2
0.5 230 160 5.5 3.7
Notes:1)Metal Siding(without plywood)to be minimum 24ga.thick.
2)The non-structural finish to be no more than 2"thick.A 1"dia.
pipe spacer is required at non-structural finishes.
Concrete
Fastening Options:
1)Redhead/ITW Trubolt+Wedge Anchor
2)Hilti KBTZ anchor,2 1/2"minimum embed into concrete
Anchor Size Concrete Area per
Tension Shear anchor,ft'
0.25 - - -
0.375 750 750 18.8
0.5 750 750 18.8
Notes:1)Metal Siding(without plywood)to be minimum 24ga.thick.
2)The non-structural finish to be no more than 2"thick.A 1"dia.
pipe spacer is required at non-structural finishes.
Solid Wood Framing
Fastening Options:
1)1/4"dia.Simpson SDS Screw,with 1 1/2"minimum embed into framing
2)Lag Screw,with 1 1/2"minimum embed into framing
Anchor Size Solid Wood Framing Area per Area with non-
Tension Shear anchor,ft2 structural finish
0.25 225 110 5 3.5
0.375 305 130 6.5 4.6
0.5 378 290 9.1 6.2
Notes:1)Do not use 1/2"lags into the edge of 2x framing.
2)The non-structural finish to be no more than 2"thick.A 1"dia.pipe spacer is required at non-structural finishes.
General Notes:
1)Unless there is an anchorage option for non-structural finishes,there is to be no gap between the structural support and the sign framing.
2)Tables are for the anchorage of the sign to the building only.The design of existing structure and sign framing is not a part of the scope of these tables.
3)Waterproofing of the connection is to be designed by others.
4)When using a manufactured fastener,follow all requirements and recommendations listed by the manufacturer.
5)Anchors exposed to the weather or in contact with aluminum to be adequately protected to prevent corrosion.
6)Tables assume sign is located in a building corner zone and that the center of the signage is located above the center of the raceway.
7)If the sign is located outside'0.1*building width'from the corner,multiply the square footage values times 1.25.
8)The anchors are to be equally distributed along the top of the raceway.
9)A minimum of two fasteners are required at the top of the raceway and the hoizontal anchor spacing is not to exceed 6'o.c.
9570 SW Barbur Blvd Project Name The Partners Group Wall Sign Project# 190935
Suite One Hundred
Portland,OR 97219
Location 11850 SW 67th Avenue, Tigard, Oregon
MILLER Client Security Signs
Phone 503.246.1250
CONSULTING Fax 503.246.1395 KEG10/11/19 4 of 4
www.miller-se.com By Ck'd Date Page
ENGINEERS