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SIGNPROPOSAL This original artwork is protected under fEDERAI COPYRIGHT LAWS. Make No reproductions of this design without wrifen permission from Columbia Signs,Inc. „c„ted• B,,,,,, ,,.urns Wecmhai«YCaaftll9; 'Rcmhecit»ru95m LNAONAI 1844 SW Ic,'f c k ij A SIGN ASSOCIATION. MEMBER Tiga o, OR 97223 . _ - , -- Sign Placement • _ HWY 99_ - Concrete — _ NI, Z ? ' �►I► it• - s, wkJ 35'Treewell-2 s� °r z.� V1 °e2"LINE , �- t Temp. Const. Esmt. 4 •- © — PA'' 11860PSWEPACIFIC HWY 251018800400 B U S I N E CALWESr INDUSTRIAL I I 12 (7 FILE NO. 12 Q I FOR LEASING IF Icm Kid i 20' to top of Ma r sign from grade It I� .4= - � 4_ _ _ PARK 217 . � 503 . z� ). 503.221.9900 .. ?..�F N O GIRD pproved •. .. ...............(\04. - 146 Approved plans onditionally Approved..............[ ] shall be on job site. ,=- Letter to:Follow........ [ ] '..„„,„....... A h-d Permit Number rA tie' �`Ai!4,* I By_ �` .�� Dal.. L� l��� 4700 rctlrth plain Md. Vdix(IMr.WA 486bI .. .. (; 11 i II 1111 f] I -i I This design.manufacturing technique and or Idea is the property of Columbia Signs.Inc.and may not be changed.published reproduced or used in any any without the written permission Yand full consent of Columbia Signs.Inc.In addition all designs bids.drafts.contents of proposals and any and price listed ted contained on this layout may not be used to t secure law.comparisons.YOU HA A Rs K 217 siG \ Redlstrltwtbn of information contained on this form is full acknowledgment and approval of the terms and price listed.Violators will be prosecuted to the full extent of the law.IF YOU HAVE ANY QUESTIONS.ASK FIRST. Office. -sen-fi-sf-Fi-) ' Fax,iof)-69b-MTh OFFICE COPY PARK 217 SIGN COLUMBIA SIGNS SIGN POLE& FOOTING CALCULATION BK 12/20/11 JOB# 16560 / 11844 SW GARDEN PLACE TIGARD, OR RECEIVEDess° PR°FFS eGIN `<',0j JAN 0 5 2Q,N- 1V 75801PE T- /OF TIGARD / ° Mal _ �,�.GO� �/ •�.1�t�•�If�2.7.?' r!%EERING t` G / ti . '�' �1P K I ` /7-7/--// CONTENTS: RENEWAL DATE: 6-30-2013 16560 SKI 16560 1 -6 16560 Al PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360)694-8378 VANCOUVER,WA.98686 FAX(360)694-3376 WWW.JOHNWPARKIN.COM PARKIN ENGINEERING I N C. 14014 NE SALMON CREEK AVE.,VANCOUVER,WA 98686 CONSULTING AND STRUCTURAL ENGINEERING PHONE(360)694-8378• FAX(360)694-3376 email:info,*johnwparkin.com CONSTRUCTION DOCUMENTS TWIN-ROOT,INC.A member of the Smith-Root,Inc r�°wsrr.rsc. •t. family of businesses www.johnwparkin.com 16560-SKI PARKIN ENGINEERING INC. 14014 NE SALMON CREEK AVE.,VANCOUVER,WA 98686 CONSULTING AND STRUCTURAL ENGINEERING PI IONE(360)694-8378• FAX(360)694-3376 email:info@johmvparkin.com PARK 217 SIGN 12/21/2011 '.POST& FOOTING 8'-0" 1-5' A / „D" O Co SECTION A-A • V 1 , X 1 PARK 217 SIGN co 8"0 SCH.40 PIPE 1 AU A ■ f FOOTING SCHEDULE It or ID I I _, ' 4 6'-6" 2'-6„ l 7,-9" 1,-6„ ` V HOLE SHALL BE ANGERED INTO NATIVE �` UNDISTURBED SOIL& BACKFILLED WITH 2,000 psi CONCRETE. 1 SIGN FOOTING Is ic 1 SCALE:NONE 114LSMITH-ROOT,INC.A member of the Smith—Root, Inc , yrF.Fn•�c� �o•family of businesses www.johnwparkin.com PARKIN ENGINEERING INC. 14014 NE SALMON CREEK AVE.,VANCOUVER,WA 98686 CONSULTING AND STRUCTURAL ENGINEERING PHONE(360)694-8378• FAX(360)694-3376 email:infotR'johnwparkin.com CALCULATIONS • ROOT INC A member of the Smith-Root,Inc If taw+family of businesses www.johnwparkin.com • PARKIN ENGINEERING INC. Lia, l CONSULTING AND STRUCTURAL ENGINEERING • 14014 NE SALMON CREEK AVE. (360) 694-8378 VANCOUVER,WA 98686 FAX(360) 694-3376 IFm K- S.Ta-N) . I�►2 0 �� p1-g_K 2 13- r 6-A. , FrOD2- SS : MCLV-t Sw 6-01-e_DEN) -rT-Gcvi-R-D CT5fc: ©SSC- Zo‘O �5c_C- -o5 !}-CSC /3 x.-gyp VXL,3t s k-AJ; 9 S ni _ E P 3 0 1_ POLA_.Q...)�`xiT- G4t (.{L I111 'v S (+12 E. Foe_ -T-�{-1c VesS-Gr+J cC- >A/V 8 9`' LGN ctiA \ 4 —106-c—C f y & II A.)1> S Rogr INC. A member of the Smith-Root,Inc. Fa.FnhedesConurAeion family of businesses www.johnwparkin.com PARKIN ENGINEERING INC. I.c_ SCU"2 CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694-8378 VANCOUVER,WA 98686 FAX(360) 694-3376 f sc e- 7-65 -,)0 f.-.tGA), t 4 :f / 7-6 SQ {T Kit = al -7' — ( /////I/1. ka = 0,SS b. , , , , o,R-S -> , — ! ,/, cr- = z, 2S f MM".- v 23 f s ; f�l FLa \,Lo I` _ 3` iM5 2S..0Z y_-I , 14 k ` 2S,oZ ' Ic:I-S 1 , L 1:001-713Gr (Ty 35 I L``-..1 6-7(2e) Zc.r-� c 2S,CZ_ 7, /ZOCO 7s I,Co 7- _ /4'3L Jscoo usE 4,1 8f Sc# y p-i-Pe c>, c 35 Kg �SMioty ROC, N,C A Fa mmiely m obf e br uosf i ntehssee Sm ith-Root,Inc. www.johnwparkin.com 1(05w- Parkin Engineering,Inc. PROJECT: PAGE: Consulting and Structural Engineering CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: Wind Analysis for Freestanding Wall&Sign Based on ASCE 7-05 INPUT DATA B 1.- Exposure category(B,c or D) = B Importance factor,pg 73,(0.87,1.0 or 1.15) I = 0.87 Category I Basic wind speed(3 sec.gust wind) V = 95 mph J Topographic factor(Sec.6.5.7.2,pg 26&45) KZl = 1 Flat .,- i "p° Ft es\ond�n9 Height of top h = 20 ft se^°` Vertical dimension(for wall,s=h) s = 8.75 ft ,, I Horizontal dimension B = 8 ft Dimension of return corner Lr = 1 ft ,! T Ground fp0e _.r M DESIGN SUMMARY F Max horizontal wind pressure p = 23 psf Max total horizontal force at centroid of base F = 1.60 kips Max bending moment at centroid of base M = 25.02 ft-kips Max torsion at centroid of base T = 2.01 ft-kips ANALYSIS Velocity pressure qh=0.00256 Kh Kzf Kd V2 I = 11.96 psf where: qh=velocity pressure at mean roof height,h.(Eq.6-15,page 27) Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.6-3,Case 1,pg 79) = 0.70 Kd=wind directionality factor.(Tab.6-4,for building,page 80) = 0.85 h=height of top = 20.00 ft Wind Force Case A: resultant force though the geometric center (Sec.6.5.14&Fig.6-20) p=qh G Cf= = 18 psf . F=p As = 1.26 kips M=F(h-0.5s)for sign,F(0.55h)for wall = 19.63 ft-kips T= = 0.00 ft-kips where: G=gust effect factor.(Sec.6.5.8,page 26). = 0.85 Cf=net force coefficient.(Fig.6-20,page 73) 1.77 As=Bs = 70.0 ft2 Wind Force Case B:resultant force at 0.2 B offset of the geometric center (Sec.6.5.14&Fig.6-20) p=Case A = 18 psf F=Case A = 1.26 kips M=Case A = 19.63 ft-kips T=0.2 F B = 2.01 ft-kips Wind Force Case C:resultant force different at each region (Sec.6.5.14&Fig.6-20) p=qh G Cf Balance s s s s F=EpAs ( 1 I I I 1 M=E[F(h-0.5s)for sign,F(0.55h)for wall] T=E T5 1 f Wind Dir. Distance Cf Pi Asi Fl M1 Ti (ft) (Fig.6-20) (psf) (ft2) (kips) (ft-kips) (ft-kips) 8.0 2.250 23 70 1.60 25.02 0.00 8.0 1.500 15 0 0.00 0.00 0.00 E 1.60 25.02 0.00 <==Case C may not be considered,footnote 3 of Fig.6-20 PARKIN ENGINEERING INC. lLSc -(/ CONSULTING AND STRUCTURAL ENGINEERING • 14014 NE SALMON CREEK AVE. (360) 694-8378 VANCOUVER,WA 98686 FAX(360) 694-3376 Fjb17106r c7 r&f1) ti M C.+D/O 1 Ic/' +N L J. 4-(t wr ,sue u9fi ex-- Q31.- pieta. 0,2 5/Ay er PaLE ,..k1- .1 e c, fo LE Fac_ri (Z c 2,0 U SE- fl 20'' V (p co PGp ca(Z_.. r4N \�`' 0 ), 7'1 et r P• l-cU Stint— OE UG a t.D :DAD n)Pi'1D-Vt. UNt"7�[si o 2. li SOit.- iF ►3 c..f��-u e p L.1.- -f 2 (s elo&)Ce..-e ., ITN ROOT,INC. A member of the Smith-Root.Inc. tlitb, Tlobry For FrsM4st.s..6. family of businesses www.johnwparkin.com Parkin Engineering,Inc. PROJECT: PAGE • Consulting and StfliCtUral Engineering CLIENT: DESIGN BY JOB NO.: DATE: REVIEW BY: Flagpole Footing Design Based on Chapter 18 of IBC&CBC INPUT DATA&DESIGN SUMMARY . IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES,O=NO) 0 no P --y LATERAL FORCE @ TOP OF POLE P= 1.6 k HEIGHT OF POLE ABOVE GRADE H= 15.75 ft DIAMETER OF POLE FOOTING B= 2.5 ft H LATERAL SOIL BEARING CAPACITY S= 0.2 ksf/ft ISOLATED POLE FACTOR(IBC 1804.3.1 or UBC note 3 on Tab 18-I-A) F= 2 FIRST TRIAL DEPTH ==_ D= 6 ft K Use 2.5 ft dia x 6.42 ft deep footing unrestrained @ ground level D ANALYSIS LATERAL BEARING @ BOTTOM: s3=FS Min(D , 12') LATERAL BEARING D/3: / l @ St=FS Mini- , 12) A_2.34P 111 BS, 2[1+41+4'AH] ,FOR NONCONSTRAINED REQUIRD DEPTH: D= V J J4.25PH ,FOR CONSTRAINED BS, NONCONSTRAINED CONSTRAINED LATERAL FORCE @ TOP OF POLE P => 1.60 k 1.60 k HEIGHT OF POLE ABOVE GRADE H => 15.8 ft 15.8 ft DIAMETER OF POLE FOOTING B => 2.50 ft 2.50 ft LATERAL SOIL BEARING CAPACITY FS => 0.40 ksf/ft 0.40 ksf/ft 1ST TRIAL TRY D,=> 6.00 ft 6.00 ft LAT SOIL BEARING @ 1/3 D S, _> 0.80 ksf 0.80 ksf . LAT SOIL BEARING @ 1.0 D S3 => 2.40 ksf 2.40 ksf CONSTANT 2.34P/(BS1) A => 1.87 - - REQD FOOTING DEPTH RQRD D=> 6.68 ft 4.22 ft 2ND TRIAL: TRY D2=> 8.34 ft 5.11 ft LAT SOIL BEARING @ 1/3 D S1 => 0.85 ksf 0.68 ksf LAT SOIL BEARING @ 1.0 D S3 => 2.54 ksf 2.04 ksf CONSTANT 2.34P/(BS,) A => 1.77 - - REQD FOOTING DEPTH RQRD D=> 6.47 ft 4.58 ft 3RD TRIAL: TRY D3=> 6.41 ft 4.84 ft LAT SOIL BEARING @ 1/3 D S1 => 0.85 ksf 0.65 ksf LAT SOIL BEARING @ 1.0 D S3 => 2.56 ksf 1.94 ksf CONSTANT 2.34P/(BS1) A => 1.75 - - REQD FOOTING DEPTH RQRD D=> 6.43 ft 4.70 ft 4TH TRIAL: TRY D4=> 6.42 ft 4.77 ft LAT SOIL BEARING @ 1/3 D S1 => 0.86 ksf 0.64 ksf LAT SOIL BEARING @ 1.0 D S3 => 2.57 ksf 1.91 ksf CONSTANT 2.34P/(BS,) A => 1.75 - - REQD FOOTING DEPTH RQRD D=> 6.42 ft 4.74 ft 5TH TRIAL: TRY D5=> 6.42 ft 4.76 ft LAT SOIL BEARING @ 1/3 D S1 => 0.86 ksf 0.63 ksf LAT SOIL BEARING @ 1.0 D S3 => 2.57 ksf 1.90 ksf CONSTANT 2.34P/(BS,) A => 1.75 - - REQD FOOTING DEPTH RQRD D=> 6.42 ft 4.75 ft Parkin Engineering,Inc. PROJECT: PAGE: • Consulting and Structural Englne?ring CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: Flagpole Footing Design Based on Chapter 18 of IBC&CBC INPUT DATA&DESIGN SUMMARY IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES,O=NO) 0 no P LATERAL FORCE @ TOP OF POLE P= 1.6 k HEIGHT OF POLE ABOVE GRADE H= 15.75 ft DIAMETER OF POLE FOOTING B= 1.5 ft H LATERAL SOIL BEARING CAPACITY S= 0.2 ksf/ft ISOLATED POLE FACTOR(IBC 1804.3.1 or USC note 3 on Tab 18-I-A) F= 2 FIRST TRIAL DEPTH =__= D= 7.75 ft Use 1.5 ft dia x 7.76 ft deep footing unrestrained @ ground level D ANALYSIS LATERAL BEARING @ BOTTOM: s•=FS Min(D , 12') LATERAL BEARING D/3: \ @ s,=FS Min(-I2- , 12) A_2.34P BSr 1[14+4.36H]r ,FOR NONCONSTRAINED REQUIRD DEPTH: D= J4.25PH ,FOR CONSTRAINED BS1 NONCONSTRAINED CONSTRAINED LATERAL FORCE @ TOP OF POLE P => 1.60 k 1.60 k HEIGHT OF POLE ABOVE GRADE H => 15.8 ft 15.8 ft DIAMETER OF POLE FOOTING B => 1.50 ft 1.50 ft LATERAL SOIL BEARING CAPACITY FS => 0.40 ksf/ft 0.40 ksf/ft 1ST TRIAL TRY Di=> 7.75 ft 7.75 ft . LAT SOIL BEARING @ 1/3 D Si => 1.03 ksf 1.03 ksf LAT SOIL BEARING @ 1.0 D S3 => 3.10 ksf 3.10 ksf CONSTANT 2.34P/(BS1) A => 2.42 - - REQD FOOTING DEPTH RQRD D=> 7.76 ft 4.80 ft 2ND TRIAL: TRY D2=> 7.75 ft 6.27 ft LAT SOIL BEARING @ 1/3 D Si => 1.03 ksf 0.84 ksf LAT SOIL BEARING @ 1.0 D S3 => 3.10 ksf 2.51 ksf CONSTANT 2.34P/(BS1) A => 2.41 - - REQD FOOTING DEPTH RQRD D=> 7.76 ft 5.33 ft 3RD TRIAL: TRY D3=> 7.76 ft 5.80 ft LAT SOIL BEARING @ 1/3 D Si => 1.03 ksf 0.77 ksf LAT SOIL BEARING @ 1.0 D S3 => 3.10 ksf 2.32 ksf CONSTANT 2.34P/(BS1) A => 2.41 - - REQD FOOTING DEPTH RQRD D=> 7.76 ft 5.55 ft 4TH TRIAL: TRY D4=> 7.76 ft 5.67 ft LAT SOIL BEARING @ 1/3 D S1 => 1.03 ksf 0.76 ksf LAT SOIL BEARING @ 1.0 D S3 => 3.10 ksf 2.27 ksf CONSTANT 2.34P/(BS1) A => 2.41 - - REQD FOOTING DEPTH RQRD D=> 7.76 ft 5.61 ft 5TH TRIAL: TRY D5=> 7.76 ft 5.64 ft LAT SOIL BEARING @ 1/3 D Si => 1.03 ksf 0.75 ksf LAT SOIL BEARING @ 1.0 D S3 => 3.10 ksf 2.26 ksf CONSTANT 2.34P/(BS1) A => 2.41 - - REQD FOOTING DEPTH RQRD D=> 7.76 ft 5.62 ft • PARKIN ENGINEERING INC. 14014 NE SALMON CREEK AVE.,VANCOUVER,WA 98686 CONSULTING AND STRUCTURAL ENGINEERING PHONE(360)694-8378• FAX(360)694-3376 email:info@johnwparkin.com >a APPENDIX • .. SMITH-ROOT,INC.A member of the Smith-Root,Inc �T.n.ol.gyf.FJ�.i.,f.e.naroe family of businesses www.johnwparkin.com • w w s• • • I. • SIGN PRO'I K 0 SAL This urigiwel artwork L.protected under FEDERAL COPYRIGHT LAWS. Mak No reproductions of Mrs design w,thout w n permnuon.co n Calumpia S gm,Inc. rree - - I,i e e n s e d 0 o n d e J I n a u r e J W f..rr..v.dtO1.11161943C3 - OR Cm.".'M14940t t 1 _ INTERNATIONAL 8. Acc�SS-101+5 IX SIGN ASSOCIATION g�" '(� 4 lb lalaczcpu F. II T "!1-i.c I 1A_,: #'. I • II I — Alurnvit 1 Side �1 . ai a I —Light Socket e T N n elci I FFuorescen:Lamp C. PA _ _ _ _ Top of sign 20'Above Grade BU S I N E I Double side Plastic y C FOR LEASING II'J P Face , i., s 3 A JCNvlce AC Retainer �1 -------------- - --- I — : ,' • km Kidc I I •_ 4 Ma 1 I —' - PARR 277 •`' ,,✓ 'yeL r . 14M „`t.',1• ® 503 - - r ■ Plastic Fac q"1-4 tarn 518"Weld.'lit A �n6"Weld Sul Plate K0.Ballast Drain Holes Arple�cm _ Naomi racket • tt A \ . A ii MO Fourth Flaln Blvd. Vancouver.WA 9P6H I C O I 11 111 h 1 .n m. ,en•Bmmdunehrg pram.,and pri de,is the properly otColrmtbi.Sipe,Inc...d m...b.ebmgn p.blvhed, Wnn,,.e+mn.,eaamaetr Meerasw.erwemnw.xgm nrnam kroeuncmw_ WVe Mee,wd tx.re",moantea Seri kr.cm.mc etwA.,erme ,os[n Krfl�Wto.r.cr araCNXQMNi , • reproduced or rd in any way without the written eerminin.and full maw of Columbia Syq Inc.Rock Claw;The _ .bwe�tt.bwdmw.mel�lennd,ittn,.e,rindi�h.Np.n.ul;nhe,�ekttpelhe,.a�'tt.nymk„w ProlectManagerr Cody Reich I Cody @columblasigns.rnm ,F.' /y/. , vetr• • imm in=Ping digging,rte,\6'ell Clauu:The ahnve putt is bued on ro b:1 mndil rte excluding any unknown 1 ,/ - within mtmitt of wall ie.re-0ar,conduit,metal and or wood hrnres,em.NI nrorle m be as specified.All work m he ❑ r eom completed on co us like manner executed only mo to eon.rd order,and At become tin um champ over and above ms Not Approved Please make the changes as indicated above and resubmit for approval involving eon eom will be execuwd only upon nnincn mdm,and wilt bcrnrtc an cum charge nv and above the p,npou. agreements emtingent upon strikes,accidents or delays beyond our control.Bids"es good for V days. Office.360-6%-1919 I Fax 3b0-696-9797 — • 0 Approved Signature #byprApproved bra rl nature Date Qty of Signs_ )