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Structural Engineering Calculations for:
McDONALDS
TIGARD, OREGON.
D/F POLE SIGN
Index
Title 1
Specifications 2
ind Loads 3
Steel Column 4
Footing 5
Plate Connection 6
Drawing 7
Young Electric Sign Company / Boise Division
Roger Huber (208) 345 -2982
Sign Engineering 3.0
(C) 1904 Young Electric Sign Company
08/05/97 13:54 p zue J40 at/04 xnaw
6/5/97
1:10 PM
SPECIFICATIONS
Project: McDONALDS
Descript: D/F POLE SIGN
Steel...
Design and fabrication according to AISC -ASD, 9th edition.
Plate, angle, channel, tee and wide flange: ASTM A36.
Round pipe: ASTM A53 Grade B or equivalent.
Square and rectangular tube: ASTM A500 Grade B.
High strength bolts: ASTM A325, bearing type connections (snug tight).
Machine bolts: ASTM A307.
Anchor bolts or threaded rod: ASTM A36.
Steel for reinforced concrete: Grade 60.
Welding...
Design and fabrication according to AWS D1.1.
AWS certification required for all structural welders.
E70XX electrodes for SMAW processes.
F7X -EXXX electrodes for SAW processes.
Concrete...
Design and construction according to ACI 318 -89, revised 1992.
Compressive strength at 28 days, fc 2,500 psi minimum.
Concrete poured into constrained earth excavations must cure under proper
conditions for 4 days prior to sign box installation.
For pier and caisson footings, concrete must be poured against undisturbed earth.
Maintain a minimum 3" concrete cover over all embeded steel.
Sign Engineering 3.0
(C) 1994 Young Electric Sign Company
06/05/97 13:54 $208 345 3064 YESCO 4 4-4 rux1LAx'w LEI UV.)
6/5/97
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WIND LOADS
Project: McDONALDS
Descript: D/F POLE SIGN
Ref: Uniform Building Code 1994
Basic Wind Speed= 80 mph, UBC figure 16-1
Exposure= C flat terrain, generally open for 1/2 mile.
Cq= 1.4 signs, flagpoles and lightpoles, UBC table 16 -H
Calculation of Design Wind Pressures
Height (ft): (qs) (Ce) (Cq) = Wind Pressure
0-15: 16.4 1.06 1.4 24.3 psf
20: 16.4 1.13 1.4 25.9 psf
25: 16.4 1.19 1.4 27.3 psf
30: 16.4 1.23 1.4 28.2 psf
• 40: 16.4 1.31 1.4 30.0 psf
60: 16.4 1.43 1.4 32.8 psf
80: 16.4 1.53 1.4 35.1 psf
100: 16.4 1.61 1.4 38.9 psf
120: 16.4 1.67 1.4 38.3 psf
160: 16.4 1.79 1.4 41.1 psf
200: 16.4 1.87 1.4 42.9 psf
300: 16.4 2.05 1.4 47.0 psf
400: 16.4 2.19 1.4 50.2 psf
Seismic Load Comparison
Seismic Zone= 2 UBC figure 16 -2
Z= 0.2
I= 1.0 standard structures
Cp= 2.0 UBC table 16-P, signs
Wp= 15.0 psf, typical sign box with structure
Fp= (Z)(l)(Cp)(Wp)= 6.0 psf
Sign Engineering 3.0
(C) 1994 Young Electric sign company
06/05/97 13:54 U206 345 3064 Yt,JLU -»-> ruitii.niw w",�..
6/5/97
1:10 PM
STEEL COLUMN DESIGN
Project: McDONALDS
Descript: D/F POLE SIGN
Ref: Manual of Steel Construction, A!SC 9th Edition
Areas Subject to Wind Forces
Height Width Area Centroid Wind
Description (R) (ft) (sqft) (ft) (psf)
1) McDonalds Arches 24.0 17.0 25.9
2) McDonalds Keystone 34.6 12.0 24.3
3) Escutcheon 0.67 6.00 4.5 10.5 24.3
4) McDonalds Readerboard 2.00 10.00 20.0 9.0 24.3
5) Support Pipe 4.4 4.0 24.3
8)
7)
8)
Calculation of Design Forces at Critical Heights
Y (ft) M (#') V (#) Y (ft) M (#) V (#)
grade 26,627 2,187
10.00 6,092 1,573
14.00 1,866 622
Column Support Design Table
# of Column Column Length Start End Sleeve S act Ib
Cols Type Size Elev Elev Depth
(P, TS) (ft) (ft) (ft) (in) (in ^3) (ksi)
1 P 8 "(.322) 15.2 -5.2 10.0 N/A 16.80 19.0
1 P 4 "(.237) 4.0 10.0 14.0 N/A 3.21 22.8
Allowable Bending Stresses
Column Column Criteria Stress increase factor= 1.00
Type Size
P 8 1 (.322) d/t <3300 /Fy so... Fb= 0.66Fy= 23.1 ksi
P 4 "(.237) d/t <3300 /Fy .so... Fb= 0.66Fy= 23.1 ksi
Sign Engineering 3.0
(C) 1994 Young Electric Sign Company
06/05/97 13:55 $208 345 3064 YESCO 44 PORTLAND wJuuo
6/5/97
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LATERAL BEARING PIER AND CAISSON FOOTINGS
Project: McDONALDS
Descript: D/F POLE SIGN
•
Ref: Uniform Building Code 1994 (Sec. 1806.7)
# Footings= 1 Moment/Footing, M= 26,627 Ib-ft
Pass lat soil res, q= 200 psf Composite Centroid, h= 12.20 ft
Equiv Concentrated Load, P= M /h= 2,1 Ib
Rectangular Pier
Width, W= 4.0 ft, parallel to sign face
Length, L= 3.0 ft, perpendicular to sign face
Depth, D= (A/2)(1+ SQR(1 + (4.36h)/A))= 5.2 ft
S1= (2)(q)(D /3)= 701 psf
b= Sgrt(W "2 + L "2)= 5.0 ft
A= (2.34)(P) / (S1)(b)= 1.5
Foundation Bearing Check
Allowable Bearing Pressure= 1,330 psf, 1994 UBC table 18 -1 -A, at grade
Square
Sign Wt= 1,117 Ib
Base Wt= 9,341 Ib
Area 12.0 sq ft
q max= 872 psf, soil
OK, with depth increase
Concrete Volume
Outside Width of Column= 8.625 in
Depth of Column in Footing= 5.2 It
Volume of Concrete per Footing= 2.2 cubic yards ( + -)
Total Order Volume of Concrete= 2.2 cubic yards ( + -)
Sign Engineering 3.0
(C) 1994 Young Electric Sign Company
06/05/97 ii : co p cuo .4a ouo' l 7,7 • W_AA.......,
6/5/97
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PLATE TO PLATE BOLTED CONNECTION
Project: McDONALDS
Descript: D/F POLE SIGN
• Ref: AISC Steel Manual, 9th Edition
Plate Design
# of Plate Conn. at this Elevation= 1
Total Bending Mom. at Plate Elev., M= 2,799 Ib-ft, from "Columns" sheet
Minimum Column Dimension, OD= 5.000 in, perpendicular to sign face
Number of Bolts, n= 2 per line front and back
Bolt Line Spacing, L= 8.00 in, from front to back
Base Plate Dimensions: N= 10.00 in B= 14.00 in
Tension per Bolt Line, T= 4,199 Ib, = M/L (simple moment couple)
Maximum Moment on the Plate, Mp1= 6,298 Ib-in, = (T)((L- OD) /2)
Plate Thickness w/o Gussets, t= 0.48 in, = Sgrt((6M) /(0.75Fy Beff))
(2 matching plates greater than or equal to the calculated thickness)
Bolt Design
(using A325N High Strength Bolts, bearing connection)
Tension per Bolt, Tb= 2,099 Ib. = Tin
Required Area for Bolt, Ab= 0.05 sq in, = Tb /Ft, using Ft= 44,000 psi
Min. Bolt Diameter, Db= 0.25 in
Actual Bolt Diameter to by Used= 0.50 in, A325N High Strength Bolts
Total Shear Load at Plate Elevation, V= 1,573 Ib, see "Column" sheet
• Shear stress per bolt, fv= 4,008 psi, = V /(n Ab)
Allowed Tension Stress with Shear, Ft= 43,192 psi, = sgrt(Ft ^2 - 4.39(fv) ^2)
Actual Tension Stress per Bolt, ft= 10,691 psi, = Tb /Ab
OK
Bearing is negligible.
Weld Design
(check connection of smaller column to plate, pipe and square tube only)
Outside Dimension of Upper Column, OD= 5 in
Shape of Upper Column= R (R= round, S= square)
Fillet Weld Leg Size, a= 0.25 in, E7018 electrodes
Section Modulus of Weld, Sw= 4.91 in3, = 3.14(r^2)(a)
Actual Weld Stress, fw = 8,842 psi, = M /Sw
OK, <0.3Ft
Sign Engineering 3.0
(C) 1994 Young Electric Sign Company
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