Plans MOM SIGN COMPANY INC. PORTLAND OREGON CO3# 4
Phone: 503 = 246 =8324 Fax: 503- 245 =4483 customsign@msn.com copyright 2010 •,
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SITE ADDRESS: HWY 99 TIGARD OREGON HEIGHT OF SIGN IS 20' Pacific Plaza
TAX LOT# 25102 AA 00600 FROM GRADE
CONTACT: ARM PROPERTIES MARK
MARK SHICK 503 -591 -1111 8 Removable panels
App VO of each panel: 12.125
Aluminum -Steel Frame sign
Aluminum Divider Bar 12o In
Sch. 40 pole inside sign 4.0 round
Electrical Sign
CITY OF TIGARD
Approved [ ( Els t and West
Conditionally Approved [ ]
See Letter to: Follow [ ]
Attached
Permit Number: ,PO P'?v (0-00617
Add - ss: ' f . V` " to (C 120 in
By: Iggall Date:
SCHAD round 8" pipe
as per drawing # 1
dint burial Into concrete base
OFFICE COPY
GRADE
Job# 1521-09-08 -01
Location: Alpenrose
Folder. Alpenrose Pacific Plaza
File: 1521 4)9-08-01 sign drawing 11- 22- 10.cdi 801n
Drawing 1 of 2
Date: 11 -22 -10
Font M: 300
Font N: 300
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mow „4 T 11940 8W PACFIC HIGHWAY DESIGN PlAlNNG ARCNIlEC7URE u:
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• SCH.40 round 6" pipe ---
Sign Footing: POLES !OT SHOWN EU' 1 LENCHT
as par dramirg #1
.,14 deep 48" wide 49 " forg
direct burial irttO COhleretc base IHIlaGd 1-r oF SAGN dS uNorR 20'
• 48" x 4,tio x 6, ==', '165,888 " base WZG
- IHROM GRAA DE -- 1
36 x 36 x 3& •-• 46,66 1 cubic yard .
concrete •
185,888 / 45,656" 3.5 yards o? 2500 pound
concrete is app. na -.led
North arid South
Elevatio) • (East
Eevatio) •
M robar his
3 min. clearance
sides, botioni, top
of sign footing
ora in
• CRADE
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#4 webers g.) equal distance on •
sides bottom and top
5 bars on all sides top and bottom ,
weld or wire ted 60 an
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Jolt* 1521-09-06-01 2 1 1 0)
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Localon: Alpenrose /
rdder: Alpertrosa Pad% PiOza I
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11=11e: 1521-0606-01 footing 11-22-10ill
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Drawing 2 of 2 • .168 X 7 X 2 angle iron #4 Tabors (fa (:equal distance o
Date: 11-22-10 PSE (IM 12 ddven into ground for sign sides bottom ard top
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. Font RA: 300 • Peterson Structural Engineers 0CeiTtalt- hold sign for 5 bars on all sides top and bottom
5319 SW Westgate Dr. Suite 215 ,I7 pilng 3 p
of concrete er Nola weld or W ire tied
Font N: 300 ou
Portland, OR 97221 10-153 1
or TBIO by sign insialier
Project: Pacific Plaza Sign Design
11940 SW Pacific Hwy ( c o PRoc Ss
Tigard, OR. 97223 � �% f 74255
Client: Custom Si Company � ire‘
9316 SW 1 2� an
P y Dr � ��''
Portland, OR. 97219 A F C IA, 9
L f EXPIRES 12/31 12
Structural Calculations
Scope: To provide structural calculations for the installation of a new free standing sign at the above
mentioned site. Elements not specifically referenced in these calculations are outside the
purview of these calculations and are designed by others.
References:
1. SEI/ASCE 7 -05, Second Edition, Minimum Design Loads for Buildings and Other
Structures, American Society of Civil Engineers
2. 2010 Oregon Structural Specialty Code (OSSC)
3. 2009 International Building Code (IBC)
4. Manual of Steel Construction, 9 Edition, American Institute of Steel Construction, 2006
Table of Contents
Scope & References 1
Table of Contents 1
Design Criteria 1
Load Generation 2 -3
Sign Design 4 -6
Design Loads:
Weight: 5001b max (not including pole), per client
Wind: 95 mph, exp. C
Seismic: SDS = 0.707, Site Class D (assumed)
Soil: 150 psf/ft (lateral soil pressure, per IBC)
File: Pse \10- 153- 01.doc
Peterson Structural Engineers, Inc project
/53 date ' _g 10
1 5319 S.W. Westgate Drive, Suite 215
f Penland. 3) 97221 -24++
Phone
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Fax. (503) 292 -9646
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5319 S.W. Westgate Drive, Suite 215 project �� - date / L rJ / (I
Portland, Oregon 27 221 -2 411
Phone (503) 292.1435 /L
Fax (503) 292.9849 designer / 4 _ sheet of — 161 5
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nsm Peterson Seuelaral Engineers, Inc.
919 S.W. Westgate Drive, Suite 215 project j '� date ,)
Portland. Oregon 97221 -2411
phone ) )292 -tms designer O 5, sheet if of
Far (5 03) 292-9545 /A01
oily 5W Westgate Drive, Suite 215 Dsgnr: MPS
• Portland, Oregon 97221 Project Desc.:
Phone: 503292.1635 Project Notes
Fax: 503.292.9846
www.psengineers.corn _ - -- — —
Steel Beam Seam Design ENERCALC , INC. 1983-2010,ver.6.1.51
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f'4d. 2 436002408 � � 1 r k . $ � ` § t r�en a wrfie� f • i d {
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Description : Pole
Material Properties Calculations per IBC 2006, CSC 2007, 13th AISC
Analysis Method : Allowable Stress Design ~^ — Fy : Steel Yield : 35.0 ksi
Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi
Bending Axis : Major Axis Bending
Load Combination 2006 IBC & ASCE 7-05
W(1.769)
Span 20.0 ft
PipeB Std • }
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Loads) for Span Number 1 — _ - --
Point Load : W =1.769 k (off 15.0 ft
DESIGN SUMMARY Design OK ".'
Maximum Bending Stress Ratio = 0.730: 1 Maximum Shear Stress Ratio = 0.036 : 1
Section used for this span Pipe8 Std Section used for this span PipeB Std
Mu : Applied 26.535 k - ft Vu : Applied 1.769 k
Mn / Omega : Allowable 36.327 k - VrVOmega : Allowable 49.356 k
Load Combination +D+W+H Load Combination +D+W+H
Location of maximum on span 0.000ft Location of maximum on span 0.000 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span *1
Maximum Deflection
Max Downward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Max Downward Total Deflection 2.603 in Ratio = 184
Max Upward Total Deflection 0.000 in Ratio = 0 <180
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. "' Defl Location in Span Load Combination Max. ' +^ Dell Location in Span
W Only — 1 2.6033 20.000 0.0000 0.000
Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2 _
Overall MAXimum — 1.769 -- —
W Only 1.769
5
oa iy SW Westgate Drive, Suite 215 Dsgnr: MPS _�.•__
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. nom Portland, Oregon 97221 Project Desc.:
F ,::., ,:•, „an, E�,,.., ,,� Phone: 503.292.1635 Project Notes :
Fax: 503.292.9846
-- - www.psengineers,com
Pole Footing Embedded in Soil ENERCALC , INC. 1983- 2010,Ver..6.1.51
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Description : Foundation
General Information ( r<,, ,,- ,,•;t, ::.!C.16 lEC it':r! .. ii.); i LiI ' 1 ,:•(•,,.... :
• Pole Footing Shape Rectangular
Footing Width 48.0 in
Calculate Min. Depth for Allowable Pressures --
No Lateral Restraint at Ground Surface 1
Allow Passive 300.0 pct 'f OU 1/ h I e c'
Max Passive 1,500.0 psf p er - 1 ' Og, j„i.
Controlling Values r ..
Governing Load Combination : +D +W+}f $
Lateral Load 1.769 k
Moment 26.535 k -ft
NO Ground Surface Restraint
1
• Pressures ail/3 Depth Son Surface No lateral restraint
i Actual 649.20 Pe . , '
Allowable 651.91 psf - - 's'`
Minimum Required Depth ; t ,744..", j,�" rtA f •.;•`:'• r
Footing Base Area 16.0 ft"2 Footing Width = 4•-0"
Maximum Soil Pressure 0.06875 ksf
Assumes fobrrrig is square
Applied Loads
- Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load
D : Dead Load k k/ft k -ft 1.10 k
Lr : Roof Live k k/ft k -ft k
■ L : Live k k/ft k -ft k
S : Snow k k/ft k -ft k
W : Wind 1.769 k klft k -ft k
E : Earthquake k kfft k -ft k
H : Lateral Earth k k/ft k -ft k
Load distance above Base 15.0 ft TOP of Load above ground
ft
BOTTOM of Load above ground
ft
Load Combination Results
1 • ' , • ° •' • M1 Forces'@ Grotmd Surface Required j Pressure at 113 Depth
Load Combinati ' ,� Loads (k) ►Moments - (ft-k) - Depth (ft) ! (ps0 - A ll o w - (psi)
+D 0.0 0.0 0.13 0.0 0.0
+D +W+H 1.8 26.5 5.00 6492 651.9
+0+0.750Lr+0.750L+0.750W4t 1.3 19.9 4,50 585.0 588.0
+D+0.750L+0.750S+0.750W+H 1.3 19.9 4.50 585.0 588.0
+0.60D+W+H 1.8 26.5 5.00 649.2 651.9
it
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