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Plans FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 111111 _ Transmittal Letter T i t i A K D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Toni Hochstatter DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: Riley McCoy S v 000, OD e t+ AUG 17 2021 COMPANY: Bremik Construction CITY OF TIGARD PHONE: qll. 3H 7-. .T113 3UILDING DIVISION 503.351.9261 By: EMAIL: RMCCOY@BREMIK.COM $ Sode n@ bre.rt ir;-Conn RE: 11600 SW 72ND AVE BUP2019-00343 (Site Address) �}+ (Permit Number) JJGARB-fiRtAnetN- / _i 1{ IAA4i . (Project name or subdivision name and 1 t number ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Z. Engineer's calculations. Other(explain): REMARKS: 2S0-S of o. ove.X Sik S 0,"k cw ct..16 1ovs. 14IEh ev,llhrctQ.d. FOR OFFICE USE ONLY Routed to Permit Tec clan: Date: 2- Initials: TJ Fees Dueigl Y El No Fee Description: Amount Due: pis% Special Instructions: Reprint Permit(per PE): ❑ Yes N117 o [l Done Applicant Notified: Date: 7i7, , 1),[ Initials: e OFFICE COPY OFFICE COPY SUBMITTAL PACKAGE Page 1 :3 RE M J K FOR APPROVAL RECEIVED DATE: 8/05/2021 PACKAGE NUM: 090 CONSTRUCTION Bremik Construction Inc. AUG 17 Z021 PACKAGE REV• 1 19027- Tigard Triangle CITY OF TIGARD SPEC#: 055000 � ' i `BUILDING DIVISION To: Dave Mojica 811 re, From: Riley McCoy Scott Edwards Architectur- a Bremik Construction Inc. 1 2525 E. Burnside Street 1026 SE Stark St. Portland, OR 97214 Portland, OR 97214 We are transmitting the following Submittal Package Number: " 090", Revision: "1" Description: "Hand Rail - Shop Drawings"for your review, intended to be compliant with contract Specification Number: "055000". Please review and respond to: Riley McCoy, by: 8/19/2021 in accordance with the contract documents. Additional Notes: Submittal Revision Description Status Notes Item 055000 1 Site Hand Rail - Shop Drawings Bremik Construction, Inc. Date: 08.05.2021 By RL4 McCoy SUBMITTAL REVIEW Sincerely, ® Reviewed ❑ Reviewed as noted ❑ Revise&resubmit 0 NO EXCEPTIONS TAKEN ❑ NOT REVIEWED Review of these documents does not relieve subcontractors of 0 EXCEPTIONS AS NOTE() ❑ Revise I RESIDENT their responsibility in reference to:field verifications of ah dimensions;lobsite conditions and requirements;coordination Corrections or comments made lathe shop drawings with all trades;full compliance with all contract requirements; during this review do rot relieve the Contractor from tempi antewith all state and city ordinance requirements compliance with requirements of the drawings and specifications.This check is only for review of general conformance with the design concept and general compliance with the information given in the contract documents.The Contractor is responsible for APPROVED confirming and correlating all ionquantitiesand 1(,Z J�,,,y� dimensions:selecting fabrication processes and techniques of construction,coordinatingthe work with T..,, a q., 'COPY other trades.and performing the work in a safe and r 4. :: .+ T satisfactory manner. �J SCOTT I EDWARDS ARCHITECTURE,LLP 2525 E BURNSIDE ST REVISION By Dave Molic AND,OR 97214 DATE 8113@021 (") pao19_ 00 3y3 r TIGARD TRIANGLE RAILING ANCHORAGE 11600 SW 72nd Ave Tigard, OR 97223 STRUCTURAL CALCULATIONS VLMK Project Number:20210370 Timberland 9321 NE72'th Ave, Building C>f1 Vancouver, WA 98665 (R�CTURq, F.11 •359P�� Ji j 8/4/21 o'EGO r, vq9 . /5• 2�O> ON C. S S , P\� EXPIRES: 6/30/2022 Prepared By: Emma Olds,EIT Nr. May 27,2021 VReissueA Dated August 4, 2021 ENGINEERING + DESIGN 3933 5 Kelly Avenue Portland,OR 97239 tel:503.222.4453 VIMK.COM Structural Calculations:Tigard Triangle Railing Anchorage - Project: Tigard Triangle Railing Anchorage Projed Number: 20210370 Project Address: 11600 SW 72nd Ave Document: Structural Calculations for Tigard, OR 97223 Building Permit • TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Structural Calculations C-1 thru C-24 DESCRIPTION OF PROJECT This 'Tigard Triangle Railing Anchorage' consists of the design and anchorage of exterior guardrails at the existing building located at 11600 SW 72nd Ave, Tigard, OR 97223. ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon information provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. a 0::4ccd2021\20210370VCalcs\20210370 DC.dorx • Structural Calculations:Tigard Triangle Rai ing Anchorage CODES 2019 Oregon Structural Specialty Code (Based on the 2018 International Building Code) • DESIGN LOADS Live Loads Miscellaneous Loads Railings 200 lbs Railings 50 plf Wind Basic Design Wind Speed, V (3-sec gust) 96 mph Nominal Design Wind Speed, Vasd 76 mph Risk Category II Wind Exposure B Internal Pressure Coefficient GCpi = +/- 0.18 Seismic Location Latitude 45.43623 Longitude -122.75079 • Seismic Importance Factor, le 1 .0 Risk Category II Mapped Spectral Response Accelerations S, = 0.868 Si = 0.395 Site Class D Spectral Response Coefficients Sds = 0.694 Sdt = 0.50 Seismic Design Category D MATERIALS Structural Steel Plates and Shapes ASTM A36 Fy = 36 ksi Structural Tubes ASTM A500 Gr. C (Rectangular) Fy = 50 ksi Bolts and Anchors Anchor Rods F 1554 Gr. 36 Fy = 36 ksi (foundation) Drilled Anchors • Concrete Adhesive Anchors Simpson SET-3G Epoxy Adhesive Anchor ICC ESR-4057 Hilti HIT-HY 200 Adhesive Anchor ICC ESR-3187 Wcod2021\20210370\Calcs\0210370 DC.docx 1 Nr. V L M K Project. Tr(-7•s1 Tizr14&)CaC ' RA-ri_T ,aht. aoa2Q3 BytiQ Date:—)5/ Sheet3: C-1 ENGINEERING♦DESIGN , I ;_ , , I t z t r i_,1-t.,.L_.1 Ll� , [/ i'b [*)!\1. .r Y 1_. ' { - �.. t 1 -I }.. �..' • �.- qy 1 r 1 1 i. 1 I ; j. 1 ...,_.. - ,. ,..4 I ..1-.. _.Lr I .� _ 1.._ , r , I ) i , , Y 1 I ! : I 1_IAC . . ; 1 r 1I 1 • _ I I. • , . I rr : 7L r- � `�r � etc . _ 1 , l t µT h P� I f c 4Q B P7 K: I " ' ;I I - I I-T� Th5Io C Bn..-r Z,s • _w_ r c �[� a74 - a � may 1 .� : , 4 k P 1 IiF T ' . 7*,I, .. +- 1 ' I ; ,. _ . 1 1 , - I - 1 1"LrMF L r 1 b ( SOD g- ,- _ - , , . 1 ,,, INIPIMM111111111 ' i 1 .1' ' •' '1 ' ' 1 c , Z1) µ( - 1mo- ,-F, ;0 -y � r J I.. I E �. 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' , 5 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 fox:503.248.9263 www.vImk.com SIMPSON Anchor Designer TM C 4 Company: VLMK Engineering+Design Date: 5/21/2021 Engineer: ERO Page: 1/5 Software Project: Tigard Triangle Railings Version 3.0.7808.0 Address: Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment:Anchorage Case 1 7.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:imperial units Concrete thickness,h(inch):12.00 State:Cracked Anchor Information: Compressive strength, (psi):2500 Anchor type:Bonded anchor Wc,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Effective Embedment depth,ha(inch):3.500 Reinforcement provided at corners:No Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hm"(inch):4.75 Inspection:Continuous c,(inch):6.06 Temperature range,Short/Long: 150/110*F Cm,.(inch): 1.75 Ignore 6do requirement;Not applicable S,in(inch):1.00 Build-up grout pad:No Recommended Anchor Anchor Name: SET-3G-SET-3G w/3/8"0 F1554 Gr.36 • Code Report: ICC-ES ESR-4057 rt C5 ra. th Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:928.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 5/21/2021 C-5 Engineer: ERO Page: 2/5 ,Strong-Tie Software project: Tigard Triangle Railings Version 3.0.7808.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:No Anchors subjected to sustained tension: No Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No Strength level loads: N.[Ib]: 1600 V.[Ib]: 100 V.,[Ib]: 0 <Figure 1> 1600 lb • r'ai k} r l y �fr 0 lb X ¢ Y 100 Ib Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax,925.847.3871 www.strongtie.com • SIMPSON Anchor DesignerT"^ Company: VLMK Engineering+ Design Date: 5/21/2021 C-6 Engineer: ERO Page: 3/5 Software Project: Tigard Triangle Railings Version 3.0.7808.0 Address: Phone: E-mail: <Figure 2> ■ r cD c C Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94568 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON TM Company: VLMK Engineering+Design Date: 5/21/2021 • Anchor Designer Engineer: ERO Page: 4/5 C'7 Strong-Ti•e Software Project: Tigard Triangle Railings Version 3.0.7808.0 Address: Phone: E-mail: 1 Resulting Anchor Forces • Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nos(Ib) Vuax(Ib) Vuey(Ib) 4(Vuax)2+(Vuay)2(Ib) 1 1600.0 100.0 0.0 100.0 Sum 1600.0 100.0 0.0 100.0 Maximum concrete compression strain(%e):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib): 1600 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor In Tension(Sec. 17.4.11 N.(Ib) d ONsa(Ib) 4525 0.75 3394 5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.2) No=korlelif ch ell.o(Eq. 17.4.2.2a) is, A. f 0(psi) her(in) Nb(Ib) 17.0 1.00 2500 3.500 5566 ON,.=0(ANc/ANm)Yod,NY'cNY4p.NNp(Sec. 17.3.1 &Eq. 17.4.2.1a) ANc(in2) ANco(in2) ce.mjn(in) Y'ed,,N Y'c,N Y'cp,N Ne(Ib) 0 0Noo(lb) 63.00 110.25 3.00 0.871 9.00 1.000 5566 0.65 1801 6.Adhesive Strength of Anchor in Tension iSec.17.4.5) rk,cr=rk,crfsnon-re,mKaet(f c/2,500)" rk,cr(psi) fsoon-rem+ Kser fc(psi) n rkor(psi) 1448 1.00 1.00 2500 0.24 1448 Noe=.1 erorndher(Eq. 17.4.5.2) A a rc,(psi) de(in) her(in) Nne(Ib) 1.00 1448 0.38 3.500 5971 OM=0(ANe/ANao)'Yea,NeY'cn.NnNbe(Sec.17.3.1 &Eq. 17.4.5.1a) ANa(in2) ANeo(in2) Pee(in) c,mle(in) Y'ed.Na Yop,Na Noa(Ib) 0 OM(Ib) 65.87 120.53 5.49 3.00 0.864 1.000 5971 0.65 1832 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. ng-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON TM Company: VLMK Engineering+ Design Date: 5/21/2021 Anchor Designer Engineer: ERO Page: 5/5 C'8 Software 5 021�-T1e Version 3.0.7808.0 Project: Tigard Triangle Railings '5 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vsa(Ib) Og,oat 0 tbeout0Vsa(Ib) 2715 1.0 0.65 1765 9.Concrete Breakout Strength pf Anchor in Shear(Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vbx=mini7(/e/de)0-2Jdala'✓P40t.5;9,,19,4c0151(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /a(in) da(In) cla Pc(psi) Co(in) Vb,(Ib) 3.00 0.375 1.00 2500 3.00 1688 0Vcbx_0(Avc/..wo)Y'ea.v.c,,v'.a,vVbX(Sec. 17.3.1 &Eq. 17.5.2.1a) Avo(in2) Avco(in') Y'sa,V Y'o,v tPh.V Vb,(Ib) 0 0‘,/co,(lb) 40.50 40.50 1.000 1.000 1.000 1688 0.70 1182 10.Concrete Pryout Strength of Anchor in Shear(Sec. 17.5,31 - 01(cp=0 minikciNa;kupNcbj=d minikw(Area/ANao)V'edNaV'cv.NaNba;kup(ANc/ANcc)Vian.NV'c,NV cr,,NNbl(Sec. 17.3.1 &Eq. 17.5.3.1a) kap ANa(in') ANao(in') V'aaaia Y'cp,Na Noa(Ib) Na(Ib) 2.0 65.87 120.53 0.864 1.000 5971 2819 ANc(inv) AN«,(in') 'Pea,N 'Pc,N Y'cpN Nb(Ib) Ncb(Ib) 0 0Vu,(Ib) 63.00 110.25 0.871 1.000 1.000 5566 2771 0.70 3880 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load,N.(Ib) Design Strength,oN"(Ib) Ratio Status Steel 1600 3394 0.47 Pass Concrete breakout 1600 1801 0.89 Pass(Governs) Adhesive 1600 1832 0.87 Pass Shear Factored Load,V.(Ib) Design Strength,oW(Ib) Ratio Status Steel 100 ' 1765 0.06 Pass T Concrete breakout x+ 100 1182 0.08 Pass(Governs) Pryout 100 3880 0.03 Pass Interaction check Nua/gNn Vaa/OV" Combined Ratio Permissible Status Sec. 17.6..1 0.89 0.00 88.8% 1.0 Pass SET-3G w/3/8"0 F1554 Gr.36 with hef=3.500 Inch meets the selected design criteria. 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone;925.560.9000 Fax:925.847.3871 www.strongtie.com Company: VLMK Engineering+Design Date: 5/21/2021 SIMPSON Anchor Designer TM C•9 Software Engineer: ERO Page: 1/5 Project Tigard Triangle Railings igookaimaiiiii Version 3.0.7808.0 Address: Phone: E-mail: 1.Prolect information • Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment:Anchorage Case 2(At Top of Stairs) 2.Inontt Data&Anchor Parameters General Base Material Design method:ACl 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch): 12.00 State:Cracked Anchor Information: Compressive strength,ro(psi):2500 Anchor type:Bonded anchor Wo,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Effective Embedment depth, her(inch):6.000 Reinforcement provided at corners:No Code report:ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete horn(inch):7.25 Inspection:Continuous c.(inch): 13.54 Temperature range,Short/Long: 150/110°F Curio(inch): 1.75 Ignore Edo requirement;Not applicable Smn(inch): 1.00 Build-up grout pad:No Recommended Anchor Anchor Name:SET-3G-SET-3G w/3/8"0 F1554 Gr.36 Code Report:ICC-ES ESR-4057 S Ee Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.580.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+ Design Date: 5(21(2021 C-10 Software Engineer: ERO Page: 2/5 Strong-Tie Software Tigard Triangle Railings Version 3.0.7808.0 Address: e — Phone: _ E-mail: . Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No Strength level loads: N.Ilb]:2100 Vtle [lb]: 100 Vu0 [Ib]:0 <Figure 1> z 2100 lb It 1' I. / Y ..P , l Y X D lb 100lb s, Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. -.pang Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer1M Company: VLMK Engineering+Design Date: 5/21/2021 C 11 Engineer: ERO Pale: 3/5 .,, ingTie Software Project: Tigard Triangle Railings Version 3.0.7808.0 Address: Phone: E-mail: <Figure 2> \ • \ 10 . 00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer Company: VLMK Engineering+ Design Date: 5/21/2021 C-12 Software Strong-Tie Project: ERO Page: 4/5 Project: Tigard Triangle Railings Version 3.0.7808.0 Address: e , Phone: E-mail: 3.Resulting Anchor Forces • Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) V.(Ib) Vwy(Ib) J(V.)2+(Vuar)2(Ib) 1 2100.0 100.0 0.0 100.0 Sum ' 2100.0 100.0 0,0 100.0 Maximum concrete compression strain(%s):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):2100 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'NY(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor In Tension(Sec. 17.4.1) Nsa(Ib) d ONse(Ib) 4525' 0.75 3394 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.21 Nb=kaAa if char'b(Eq. 17.4.2.2a) kb Re Pc(psi) her(in) Nb(Ib) 17.0 1.00 2500 6.000 12492 ONm=0(AM/ANco)'ped,NWo,N'WcP.NNO(Sec. 17.3.1 &Eq. 17.4.2.10) AN (in2) ANeo(in2) ce,0,,(In) yxap,N Kw Y'cp,fi Nb(Ib) rb rNm(Ib) 108.00 324.00 3.00 0.800 1.00 1.000 12492 0.65 2165 6,Adhesive Strength of Anchor in Tension(Sec. 17.4,5) 'ma=2korfmorc-remrKser(f'a/2,500)" rk,cr(psi) fsnorr-lean Kurt f c(psi) n rx.cr(psi) 1448 1.00 1.00 2500 0.24 1448 Alba=ei arcordaher(Eq. 17.4.5.2) .le Ter(psi) da(In) ber(in) Nba(Ib) 1.00 1448 0.38 6.000 10235 0Na=0(ANa/ANeo)Ved,NeY`m,NeNbe(Sec. 17.3.1 &Eq. 17.4.5.1a) Ana(in2) ANao(in2) cps(in) caMn(in) Y'ad,NN Vcp,Ne NW(Ib) 0 f4Na(Ib) 65.87 120.53 5.49 3.00 0.864 1.000 10235 0.65 3141 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.580.9000 Fax:925.847.3871 www.strongtie.com . SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 5/21/2021 C-13 Engineer: ERO Page: 5/5 ie Software Strong- Project: Tigard Triangle Railings Version 3.0.7808.0 Address: Phone: • E-mail: 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vaa(Ib) rjigrout 93 Ogrout,bVse(Ib) 2715 1.0 0.65 1765 9.Concrete Breakout Strength of Anchor in Shear(Sec. 17.5.2) Shear perpendicular to edge in x-directlon: Vbx=minh7(ie/da)02/d,A,.foce+'5;9.te Jfeca11 5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /,(in) da(in) as fa(psi) co,(in) Vbx(Ib) 3.00 0.375 1.00 2500 3.00 1688 (bV cbx al OW/Av o)Y'ed,v'Ya,v'Pn,VVaa(Sec. 17.3.1 &Eq. 17.5.2.10) Avc(in2) Avao(in2) Y'agv Y',v Y'n,v Vbx(Ib) 4 (Wax(Ib) 40.50 40,50 1.000 1.000 1.000 1688 0.70 1182 Shear parallel to edge In y-direction: Vbx=min17(ie/da)42Jdaaagfcca,7 8;$2i/fccarf'5l(Eq. 17.5,2.2a&Eq.17.5.2.2b) (,(in) da(in) 2, fa(psi) cal(in) Vbx(Ib) 3.00' 0.375 1.00 2500 6.00 7351 ¢Vcby x.0(2)(Avc/Avao)Y'ed.vYo.v P.vVbx(Sec. 17.3.1, 17.5.2.1(0)8 Eq. 17.5.2.1a) Av.(in2) Avco(in2) Y'ad,v Yo.v Y'av Vbx(Ib) 0 thVoby(lb) 72.00 288.00 1.000 1.000 1.000 7351 0.70 2573 10.Concrete Pryout Strength of Anchor in Shear(Sec. 17.5.31 0Vaa=0 minikapNa;kcpNcbl=0 minikcp(ANa/ANao)'Yad.Na Y'cµNaNbe;kcp(ANc/ANco)'f'ed,N'/'c.NY'op,b1NbI(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp AN,(in2) ANao(in2) Y'ed.Ne Y'ap.N, Nsa(Ib) Na(Ib) 2.0 65.87 120.53 0.864 1.000 10235 4833 ANa(in2) Atka(in2) Y'ed,N Y'c,N Y'cp,N Nb(Ib) Nm(Ib) 0 0Vap(Ib) 108.00 324.00 0.800 1.000 1.000 12492 3331 0.70 4664 11.Results interaction of Tensile and Shear Forces(Sec.17.6.1 Tension Factored Load,N.(lb) Design Strength, aNa(Ib) Ratio Status Steel 2100 3394 0.62 Pass Concrete breakout 2100 2165 0.97 Pass(Governs) Adhesive 2100 3141 0.67 Pass Shear Factored Load,Vua(Ib) Design Strength,eV,(Ib) Ratio Status Steel 100 1785 0.06 Pass T Concrete breakout x+ 100 1182 0.08 Pass(Governs) II Concrete breakout y+ 100 2573 0.04 Pass(Governs) Pryout 100 4664 0.02 Pass Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Pasitas Boulevard Pleasanton,CA 94586 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • SIMPSON Anchor Designer Company: VLMK Engineering+ Design Date: 5/21/2021 C-14 Software Engineer: ERO Page: 1/6 Stro Tie Project: Tigard Triangle Railings Version 3.0.7808.0 Address: Phone: E-mail: 1,Proiect information • Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment:Anchorage Case 2(At Bottom of Stairs) g.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch): 10.00 State:Cracked Anchor Information: Compressive strength,f c(psi):2500 Anchor type:Bonded anchor Wc,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Effective Embedment depth, het(inch):6.000 Reinforcement provided at corners:No Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hroin(inch):7.25 Inspection:Continuous cs.(inch): 15.40 Temperature range,Short/Long:150/110°F Cm.,(inch): 1.75 Ignore Edo requirement:Not applicable Smin(inch): 1.00 Build-up grout pad: No Recommended Anchor Anchor Name:SET-3G-SET-3G w/3/8"0 F1554 Gr.36 Code Report:ICC-ES ESR-4057 • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+ Design Date: 5/21/2021 C-15 Engineer: ERO Page: 2/6 Software Project: Tigard Triangle Railings Version 3.0.7808.0 Address: co Phone: ' E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:No Strength level loads: Nee[Ib]:2800 V.[lb]: 100 Vim[lb]:0 <Figure 1> Z 2800 lb I ' , r `,l � zt 6 d`vtr�- Y 0I, ' ir� ik xa t4 r " ; �j ',' X i , ; f;,b i - Soo lb =` 4, Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 1 5956 W.Las Positas Boulevard Pleasanton,CA 94586 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 5/21/2021 C-16 Software Engineer: ERO Page: 3/6 StrongTie Project: Tigard Triangle Railings Version 3.0.7808.0 Address: Phone: E-mail: <Figure 2> CD 7.50 4.50 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.slrongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 5/21/2021 c-17 Software Engineer: ERO Page: 4/6 StrongTie Project: Tigard Triangle Railings Version 3.0.7808.0 Address: a Phone: ' E-mail: 3.Resulting Anchor Forces • Anchor Tension load, Shear load x, Shear load y, Shear load combined, Naa(Ib) Vow(Ib) Vaay(Ib) J(Vumc)2+(Vuay)'(Ib) 1 2800.0 100.0 0.0 100.0 Sum 2800.0 100.0 0.0 100.0 Maximum concrete compression strain(Too):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):2800 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.17.4.11 Nee(lb) 0 gNea(Ib) 4525 0.75 3394 5.Concrete Breakout Strenath of Anchor in Tension(Sec.17.4.2) Nb=kc2aJf'oher15(Eq. 17.4.2.2a) kc .ta fc(psi) hot(in) Nb(lb) 17.0 1.00 2500 5.000 0503 QNca=pi(AN c/ANca)Y'odWy,,N9'cy,,NNp(Sec. 17.3.1 &Eq. 17.4.2.10) Ave(in2) ANcc(in2) ca,ad„(in) PedN Y'c.N Vrp,N Nb(Ib) yn ONae(Ib) 144.00 225.00 4.50 0.880 1.00 1.000 9503 0.65 3479 6,Adhesive Strength of Anchor in Tension(Sec.17.4.51 'Ras=zkcfeeorr.rormKeat(fc/2,500)a zm,o,(psi) faearderm Kaat fc(psi) p rice,(psi) 1448 1.00 1.0Q 2500 0.24 1448 Nea= az,rrdaher(Eq. 17.4.5.2) 2. zc,(psi) da(in) hot(in) Nea(Ib) 1.00 1448 0.38 6.000 10235 ONa=¢(ANa/ANeo)Y'ad,No Tcv,NaNea(Sec.17.3.1 &Eq. 17.4.5.1 a) ANa(in2) Awe)(in2) cNa(in) C,,,eo(in) Weems y'cp,Na Nea(Ib) 0 ON.(Ib) I 109.67 120.53 5.40 4.50 0.946 1.000 10235 0.65 5726 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. SImpson Strong-Tie Company Inc. 5956 W.Las Posites Boulevard Pleasanton,CA 94588 Phone:926.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer1"^ Company: VLMK Engineering+Design Date: 5/21/2021 C-18 Engineer: ERO ,Page: 5/6 Software Project: Tigard Triangle Railings aill Version 3.0.7808.0 Address: e Phone: E-mail: 8,Steel Strength of Anchor in Shear(Sec, 17.5.11 V.(Pb) ytgrow 0 0000101.8(Pb) 2715 1,0 0.66 1765 9.Concrete Breakout Strength of Anchor in Shear(Sec,17,5,21 Shear perpendicular to edge In x-directlon: Vb.=min17(1./d.)02dd.A.4Pcc.+'5;9Aadl'ec.11-'1(Eq. 17.5.2.2a&Eq. 17.5.2.2b) I.(in) de(in) 2. Pc(psi) cal(in) V .(Pb) 3.00 0.375 1.00 2500 0.00 4775 0Voe.= (Ave/Avco)Y'edv1-',v ,vVa.(Sec. 17.3.1 &Eq. 17.5.2.1a) Avo(in2) Avcc(in2) Y'ed,v To/ 'Yn,v Vex(Pb) 4 0Voa.(Pb) 108.00 162.00 0.860 1.000 1.000 4775 0.70 1894 Shear parallel to edge in y-direction: Vex=rpin17(le/de)02dd.A.dfoc.f1'5;9A.df'cc.1t51(Eq. 17.5.2.2a&Eq, 17.5.2.2b) I.(in) de(in) A. Pc(psi) c-r(in) Vs.(Pb) 13.00' 0.375 1.00 2500 4,50 3101 qV oay F0(2)(Avc lAvw)Y`ed vY'o,vf'e,vVs.(Sec. 17.3.1, 17.5.2,1(c)&Eq. 17.5.2.1a) Ave(in2) Avon(in2) Ped,v Pev Y'n,v Vb.(Pb) 0 OVcsy(Pb) 81.00 91.13 1.000 1.000 1.000 3101 ' 0.70 3859 10.Concrete Prvout Strength of Anchor in Shear(Sec.17.5.31 Otiop=0 minikcpfsb;k.pNal=0 minlk,,p(ANSANoo)Pod,rva Tcp.NeNba;kcp(Arrc/ANco)Y'ea.NY'o.NY'op.NNbI(Sec. 17.3,1 &Eq. 17.5.3.1a) kop Awe(in2) ANao(02) Wed.Ne Y'cp,Ne Ns.(lb) Na(Pb) 2.0 109.67 120.53 0.946 1.000 10235 8809 ANc(in2) AN..(in2) Y'ed,N Y'c,N Y'op.N Ni,(Pb) Noa(Pb) 0 ¢Vcp(Pb) 144.00 225.00 0.880 1.000 1.000 9503 5352 0.70 7493 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.1 Tension Factored Load,N.(Pb) Design Strength,eN„(Pb) Ratio Status Steel 2800 3394 0.83' Pass(Governs) Concrete breakout 2800 3479 0.80 Pass Adhesive 2800 5726 0.49 Pass Shear Factored Load,V.(Pb) Design Strength,0V.(Pb) Ratio Status Steel 100 1765 0.06 Pass(Governs) T Concrete breakout x+ 100 1894 0.05 Pass II Concrete breakout y+ 100 3859 0.03 Pass Pryoyt 100 7493 0.01 Pass Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.547.3871 www.slrongtie.com • SIMPSON Anchor Designer Company: VLMK Engineering Design Date: 5/21/2021 G19 Engineer: ERO Page: 6/6 Software Project: Tigard Triangle Railings Version 3.0.7808.0 Address: Phone: E-mail: Interaction check N„a/¢Nn 148/016n Combined Ratio Permissible Status Sec. 17.6..1 0.83 0.00 82.5% 1.0 Pass SET-3G w/3/8"0 F1554 Gr.36 with hef m 8.000 inch meets the selected design criteria. 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.580.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 5/21/2021 C-20 Software Engineer: ERO Pale: 1/5 Strong-Tie Project: Tigard Triangle Railings g Version 3.0.7808.0 Address: Phone: E-mail: 1.Proiect Information Customer company: Project description: Customer contact name: Location: Customer a-mail: Fastening description: Comment:Anchorage Case 3 z.Input Data 8.Anchor Parameters General Base Material Design method:ACI 318.14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):12.00 State:Cracked Anchor Information: Compressive strength,i%(psi):2500 Anchor type:Bonded anchor Wc,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Effective Embedment depth,het{inch):6.000 Reinforcement provided at corners:No Code report:ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete Kiln(inch):7.25 Inspection:Continuous c�(inch): 13.54 Temperature range,Short/Long: 150/110°F Cmm(inch): 1.75 Ignore Edo requirement Not applicable Sinn(inch): 1.00 Build-up grout pad:No Recommended Anchor Anchor Name:SET-3G-SET-3G w/318"0 F1554 Gr.36 Code Report:ICC-ES ESR-4057 • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+ Design Date: 5/21/2021 C 21 Software Engineer: ERO Page: 2/5 Stro TieProject: Tigard Triangle Railings Version 3.0.7808.0 Address: Phone: • E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No Strength level loads: N [Ib[:2100 V,.[lb]:100 Vi.Y[lb]:0 <Figure 1> Z 2100 lb 111 • 1 7i,' yef F 0 lb XLnh Ss M 100 lb T1= Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simp. . Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerT"' Company: VLMK Engineenng+Design Date: 5/21/2021 C-22 Engineer: ERO Page: 3/5 Strong-TieSoftware Strong Project: Tigard Triangle Railings Version 3.0.7808.0 Address: Phone: • E-mail: <Figure 2> ■ R r co co ,„. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5958 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie,com • SIMPSON Anchor Designer Company: VLMK Engineering+Design Date: 5/21/2021 C-23 Engineer: ERO Page: 4/5 Strong-Tie Software Project: Tigard Triangle Railings Version 3.0.7808.0 Address: e Phone: - E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue(Ib) Vua.(Ib) V„ey(Ib) J(Vx)2+(Veay)2(Ib) 1 2100.0 100.0 0.0 100.0 Sum 2100.0 100.0 0.0 100.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):2100 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.17.4.11 Alas(lb) IS ra5Nse(lb) 4525 0.75 3394 5.Coperete Breakout Strength 9f Anchor in Tension(Sec.17.4.21 Nc=kctiaAIfcher''5(Eq. 17.4.2.2a) kc ha fc(psi) her(in) No(Ib) 17.0 1.00 2500 6.000 12492 ONca=0(ANs/ANk.)'PeaNSv..0"<p,NNn(Sec. 17.3.1 &Eq. 17.4.2.1a) ANc(in2) ANco(in2) ce,mjn(in) rPed,N "Pc,N Pop,N Nc(Ib) 0 iNm(Ib) 108.00 324.00 3.00 0.800 1.00 1.000 12492 0.65 2165 6.Adhesive Strength of Anchor in Tension(Sec.17.4.51 Ik,,c.=T«,crfsbor erm,Kset(fc/2,500)" Tact(psi) fattorbtann Kant Pc(psi) n rkcr(psi) 1448 1.00 1.00 2500 0.24 1448 Nas=4 arcnrdeher(Eq, 17.4.5.2) Aa rat(psi) de(In) her(in) Noe(Ib) 1.00 1448 0.38 6.000 10235 ONa=0(AN./ANao)Ped,Ne 'q,N.No(Sec. 17.3.1 &Eq. 17.4.5.1a) AN,(In2) AN.O(in2) cmi(in) ce,mie(in) tPedN0 'cp,Na No.(Ib) d ON.(lb) 65,87 120.53 5.49 3.00 0.864 1.000 10235 0.65 3141 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+ Design Date: 5/21/2021 C-24 Engineer: ERO Page: 5/5 StrongTie Software Project: Tigard Triangle Railings , Version 3.0.7808.D Address: Phone: E-mail: 8.Steel Strenath of Anchor in Shear(Sec. 17.5.11 Vsa(Ib) ¢grout ¢ ¢g,out¢Vse(Ib) 2715 1.0 0.65 1765 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in x-direction: Vt.=minI7(la/d402Vda).ivi cco,15;9.4.6,vfcca11.5J(Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) de(in) Ra fc(psi) ca,(in) Vn.(Ib) 3.00 0.375 1.00 2500 3.00 1688 ¢V cp._¢(Avc/Avco)y'ad,v Y'c,v`Yn vVsx(Sec. 17.3.1 &Eq. 17.5.2.1 a) Avc(in') Avg(in') Waa,v ''o,v Pn.v Vx„„.(Ib) ¢ ¢Vcs.(Ib) 40.50 40.50 1.000 1.000 1.000 1688 0.70 1182 10,Concrete P ryout Strength of Anchor in Shear(Sec.17.5,31 ¢Vc„=¢minikcpNo;kcpNcsd_¢minikcp(ANalANao)Wea.rva'�cp.NaNsa;kcp(ANc/ANcc)/eo,N/'c,N/cpNNoj(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp ANa(in') ANeo(in') Y'aa,Na Y'oP,Na Nea(lb) Na(Ib) 2.0 65.87 120.53 0.864 1.000 10235 4833 ANc(in') ANco(in') /'sd,N KM Tcp,N Ns(Ib) No,(Ib) 0 ¢Vop(lb) 108.00 324.00 0.800 1.000 1.000 12492 3331 0.70 4664 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.1 Tension Factored Load,N a(lb) Design Strength,eN (Ib) Ratio Status Steel 2100 3394 0.62 Pass Concrete breakout 2100 2165 0.97 Pass(Governs) Adhesive 2100 3141 0.67 Pass Shear Factored Load,W.(Ib) Design Strength, eV,(Ib) Ratio Status Steel 100 1765 0.06 Pass T Concrete breakout x+ 100 1182 0.08 Pass(Governs) Pryout 100 4664 0.02 Pass Interaction check N a/¢N,, V„a/¢V„ Combined Ratio Permissible Status Sec. 17.6..1 0.97 0.00 97.0% 1.0 Pass SET-3G w/3/8"0 F1554 Gr.36 with hef=6.000 inch meets the selected design criteria. 12.Warninos -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com C,2co, (..D22) 0 0 CD F em ll/f�2i A . _ _ .... . RECEIVED O — — 59'-4A"FRRE VERIFY BEFORE FAB — — — 2--64" 1 AUG 17 �11 19'61',.1 I N'-4' I 1914." I 1 LL C I ", �I - CITY OF TIGARD O _ _ ~RI _ Cw \R2 _ _~RI _ _ a. RP i 1 �� 3UILDING DIVISION I ■II • ..Il__ i...— _ __ _ PARTIAL SECOND FLOOR PLAN REF:A202A RI PARTIAL FIRST FLOOR PLAN LFF AMA _V 4 p _ O CD — ID GA 0 T • , , ,,,,,„ in is RIO _ R10 _ RIO tr A ib k3 RS Z-RrJ RS /2"1 I R] . . 16-6 i et,' - 13'-0' 1 6" — 6'47' - 13'0' I54' 6'-0' - 21'-7-A" 3g-0' - PARTIAI FIRST FLOOR PI AN 0 D ppA20I@ I 4 FO CONC „1 di E ( ---„, �� ,-0" -_" +\ .. �. u Say _ _,.. ,,.. r .__Le__ ■ ■� •• • •1.X:1.. 1 iii Li\;-- ^ SECTION F.F •' • .. 1iYP Al GUARDRAIL CORNFRC 'j• + } K *K K t K I TE'TIO,7-D .4 SFCTIONH-H 61012'=6'-0' • LEVEL 02-.- \ 2` ,�111!ilaf �• NOTE: THE AFFIXED STAMP DESCRIPTION DATE s S\ I N ii 61 INDICATES VLMK'S REVIEW AND A FOR APPROVAL 03/20/2021 ' I I 2x-03/8 EPDXY /F Z . APPROVAL OF THE ANCHORAGE B ADJUSTED PER RFI201 03/l+/2021 PL1/2%4 L ANCHORS W/6'EMBED SECTIO P IN Na N i YI � 563 .= AND RAILING DESIGN FOR CODE Rf 1/A7I2 y 8 A. — REQUIRED LOADING. 2x-0i3/B"EPDXY 8/4/21 ANCHORS W/6"EMBED OR'- TIMBERLAND SECTION- SFr DON K-R V �A, 15• nQl 11FTAII F •Y J 4 \� PROJECT • TYP AT RAH IN EF I A7.01.ICAIS ' SON 0 SP\~ TIGARD TRIANGLE _ CONTRACTOR DETAILER SUPERIOR WEST EXPIRES: 6/30/2022 DR BY CHK BY JOBA DWG NO PRJMGR ENGINEERING TSP E05 LES BRUCKELMYER ' PLOT DATE:7/29/21721 MARK DESCRIPTION WIDTH LENGTH MATERIAL WEIGHT QTY REMARK fl FBl/2X2 2" 2' A36 7 5 f2 FB1/2X2 2" 19'-61/4" A36 66 1 f3 FB 1/2X2 2" 3'-7 1/2' A36 12 1 f4 FB1/2X2 2" l'-81/4" A36 6 54 f6 FBI/2X2 2" 3' 11 1/2" A36 13 4 p33 PL 1/2"X4" 4" 5" A36 3 5 19'-6%„ 3'_8%," 4' 4' 4. 3-ID.. _1 Y..� 4" .TYa f2 ' A f4 • TYP'''''"..... C R\ kA `f3 A A\ \f6 „ \f 6 \f6 �f6 ",l fl7 ,.�p33 f1 ..` P33 p3f1 N 3/16\ TYP f1P33 f1� p33 3 3/16/ 3,. �-cR— cTvR4 ���-PR p33 CTR'D ,�� `riS/ NOTE: THE AFFIXED STAMP ��'N`?��yt3 I N py INDICATES VLMK'S REVIEW AND iE • 2X %6' 5635 9 APPROVAL OF THE ANCHORAGE \ (f AND RAILING DESIGN FOR CODE 3/16 > ' I -- t 8/4/21 REQUIRED LOADING. 3,16/ _9 OR Qlti.._. QTY: 2 - R 1 SECTION A-A c.,-q 15, 2-- TIMBERLAND ONC. SP PROJECT REFERENCE EXPIRES: 6/30/2022 TIGARD TRIANGLE • ITEM FINISH REV DESCRIPTION DATE COURTYARD GUARDRAIL NONE A FOR APPROYAI. 03/2C/2021 H ADJUSTED PER RH201 051A/2021 CONTRACTOR WEIGHT DETAILER SUPERIOR WEST 491 LBS ENGINEERING DR BY CHK BY JOB k DWG NO PRJ MGR TSP R1 LES BRUCKELMER PLOT DATE:8/4/2021 MARK DESCRIPTION WIDTH LENGTH MATERIAL WEIGHT QTY REMARK fl FB1/2X2 2" 2' A36 7 6 f5 FBI/2X2 2" 20'-4" A36 69 1 f4 FB1/2X2 2" l'-81/4" A36 6 55 f6 FB1/2X2 2" 3'-11 1/2" A36 13 5 p33 PL 1/2"X4" 4" 5" A36 3 6 4'-2" 4' _ 4' 4' 4,-2., 4„ JY� /15 s f4 1 X., TYP . P y �f6 A A �f6 1\16/ \\f6 .16 M fl/ �p33 f1 p33 fl \' p33 3/16\ �TYP f1�\P33 fl7p33 f \., `p33 3/16/) 'SRVOTVRq Pt \F NOTE:THE AFFIXED STAMP 1 /oy INDICATES VLMK'S REVIEW AND 5635e- APPROVAL OF THE ANCHORAGE AND RAILING DESIGN FOR CODE r OR' ; , 1 REQUIRED LOADING. QTY: 1 - R2 2X 07/6' 3/16 L,Q 9/1• 15, "253 TIMBERLAND S ECTION A-A 3/16 �/� C. S P� PROJECT REFERENCE EXPIRES: 6/30/2022 TIGARD TRIANGLE ITEM FINISH REV 0E301IP1I0N DATE COURTYARD GUARDRAIL NONE A FOR APPROVAL 03/20J2E2I e ADJUSTED PER RH201 05/IN2C1 CONTRACTOR WEIGHT DETAILER SUPERIOR WEST 510 LBS ENGINEERING DR BY CHIC BY JOB k DWG NO PRJ MGR TSP R2 LES BRUCKELMER ' PLOT DATE 8/412021 MARK DESCRIPTION WIDTH LENGTH MATERIAL WEIGHT QTY REMARK f7 FB1/2X2 7' 3'-5" A36 12 8 f8 FB1/2X2 7' 17'-1 1 1/4" A36 61 1 f9 FB1/2X2 2" 1' A36 3 1 f10 FB1/2X2 2" 8'-1" A36 27 1 f11 FB1/2X2 7' 3'-11 1/2' A36 13 4 f14 FBI/2X2 2" 11" A36 3 1 f13 FB1/2X2 2" 11 1/2" A36 3 1 f12 FB1/2X2 7' 9'-17/16" A36 31 1 f15 FBI/2X2 7' 3'-11/4" A36 11 48 f 19 FBI/2X2 7' 3'-4 1/8" A36 11 21 p33 PL 1/2"X4" 4" 5" A36 3 6 p34 PL 1/2"X2 1/2" 2 1/2" 5" A36 2 2 h2 HSS1 1/2X1 X1/8 1 1/2" 8'-I" A500-GrB 14 1 h3 HSS1 1/2X1X1/8 1 1/7' 73/4" A500-GrB 1 1 p35 PL 1/4"XI" 1" 1 1/2" A36 0 2 f37 FB1/2X1/2 1/7' 2" A36 0 3 f38 FB1/2X1/2 11/2" 1' _ A36 0 3 f39 FB1/2X1/2 1 1/2" 1' A36 0 1 f41 FB1/2X2 2" 3'-1 5/8" A36 11 1 f42 FB1/2X2 2" 2'-115/16" A36 10 1 25'-11 X" 4' /18 /f 7 f42\f41\ h3 fl5 \TYP h2 N f10 v ,� ;Al i - i fllr i A f1I/ fll/ " t7� Tp 3' 'f B f7 771 11719 3/16 f77"p33 f7 p33 p33 \_ p33 c/TYP p33 i 3/16/ \ /f7 f12/ n NRUCTtJRq f19 A4, A PRE L4 TYP �� �! sio NOTE:THE AFFIXED STAMP'I �' INDICATES VLMKS REVIEW AMID i Nmi 1 APPROVAL OF THE ANCHORAGE F7c-,- �/�^ c AND RAILING DESIGN FOR CODE p34�ft3p34!5.. 1 ' S-- u, „, REQUIRED LOADING. QTY. 1 - R3 3 . /5 2()Q TIMBERLAND p33 SON c. 5 PTV PROJECT REFERENCE 'E 00 D EXPIRES: 6/30/2022 TIGARD TRIANGLE 2x0% It" REM FINISH 3/16 ALIGN ALIGN BEY DEBCBIPIION DATE SECTION B-B A —FOR APPROVAL 03/20/2021 GUARDRAIL NONE SECTION A-A 3/16 OFFSET THIS LOCATION ONLY SECTION C-C B ADJUSTED PER RN 2OI 05/14/2021 'CONTRACTOR WEIGHT DETAILER SUPERIOR WEST 1078 LBS ENGINEERING DR BY CHK BY JOB# DWG NO PRJ MGR - TSP R3 LES BRUCKELMER ' PLOT DATE:6/4/2021 MARK DESCRIPTION WIDTH LENGTH MATERIAL WEIGHT QTY REMARK f7 FB1/2X2 2" 3'-5" A36 12 2 f23 FB 1/2X2 2" 4'-5 1/2" A36 15 1 f24 FB1/2X2 2" 4'-41/2" A36 15 1 f15 FB1/2X2 2" 3'-11/4" A36 11 12 p33 PL 1/2"X4" 4" 5" A36 3 2 4-5/2 ` 4Y6' TYP /f23 F. 1 IV 5� -, TYP � 2X 0�6' _ in3/16 r SECTION A-A A f7/ .. A 3/16 f / ., 3/16/ \TYP �,�RU CT U,pq< 5\ '�./I NO si NOTE: THE AFFIXED STAMP ,N ' �, 7,, oy INDICATES VLMK'S REVIEW AND r. r 5635 P APPROVAL OF THE ANCHORAGE AND RAILING DESIGN FOR CODE OR 1 REQUIRED LOADING. QTY. 3 - R4 cri 15, \-- TIMBERLAND ONC. SP� PROJECT REFERENCE EXPIRES: 6/30/20 22 TIGARD TRIANGLE ITEM FINISH REV DESCRIPTION DATE GUARDRAIL NONE A FOR APPROVAL 03/20/2021 E ADJUSTED PER 0g201 05J14/2021 CONTRACTOR WEIGHT DETAILER SUPERIOR WEST 186 LBS ENGINEERING DR BY CHK BY JOB N DWG NO PRJ MGR TSP R4 LES BRUCKELMER PLOT ogre 804/202, MARK DESCRIPTION WIDTH LENGTH MATERIAL WEIGHT QTY REMARK f7 FB1/2X2 2' 3'-5" A36 12 7 f26 FB1/2X2 7, 14'-11 1/4" A36 51 1 f9 FB1/2X2 2" 1' A36 3 1 f10 FB1/2X2 2" 8'-1" A36 27 1 f25 FB1/2X2 2" 3'-11 1/7' A36 13 3 f40 FB1/2X2 2" l'-11" A36 7 1 f13 FB1/2X2 2" 11 1/2" A36 3 1 f 1 2 FB1/2X2 2" 9'-17/16" A36 31 1 f15 FB1/2X2 2' 3'-11/4" A36 11 40 f 19 FBI/2X2 2' 3'-4 1/8" A36 11 21 p33 PL 1/2"X4" 4" 5" A36 3 5 p34 PL 1/2"X2 1/2" 2 1/2" 5" A36 2 2 h2 HSS11/2X1X1/8 1 1/2" 8'-1" A500-GrB 14 1 h3 HSS1 1/2X 1 X1/8 1 1/2" 7 3/4" A500-GrB 1 1 p35 PL 1/4"Xl" 1" 1 1/7' A36 0 2 f37 FB1/2X1/2 1/2" 2" A36 0 3 f38 FB1/2X1/2 1 1/2" 1' A36 0 3 f39 FB1/2X1/2 1 1/2" 1' A36 0 1 f41 FB1/2X2 2" 3'-1 5/13" A36 11 1 n, 11�„ f42 FB1/2X2 2" 2'-11 5/16" A36 10 1 4_�.. 4' 4' 9'-10 4„ _'4„ T /125 f7 f42 f41\ h3 f15 . TYP r f10 M h2 'v NOTE:THE AFFIXED STAMP INDICATES VLMK'S REVIEW AND APPROVAL OF THE ANCHORAGE �___i /, /, i_,_"+ f7 AND RAILING DESIGN FOR CODE • �A 25 125 �� B 125f r7� T /f9 REQUIRED LOADING. f7 f7 f7 f4p 3/16\) c/ p33 3/16/ \TYP S� UCTURA< .,�J PRE ; /f7 ,G? , 1No� SRO a - '' '• 563 1JI ' 9 27 M 1 0R= le ry8 ' _1 f19 \ v 9h 15, 2�� �� r7 SON c. SP�� C f133 / c� QTY: 2 - R5 EXPIRES: 6/30/2022 p34 p34 1Zi 5" TIMBERLAND p34 p34(7 p33 PROJECT REFERENCE C/ D v TIGARD TRIANGLE p1 Q 2x 0 Xa" , ITEM FINISH 3/16 REVDESCRIPTIONDATE GUARDRAIL NONE SECTION A-A ALIGN ALIGN A FOR APPROVAL 03l20n021 OFFSET THIS LOCATION ONLY 3/16 a ADJUSTED PER RF1201 ' 03/I4/2o21 CONTRACTOR WEIGHT -DETAILER SUPERIOR WEST SECTIONC-C SECTION 959 LBS ENGINEERING DR BY CHK BY JOB# DWG NO PR!MGR TSP R5 LES BRUCKELMER PLOT DATE:8/4/2021 MARK 1 DESCRIPTION WIDTH LENGTH MATERIAL WEIGHT QTY REMARK f7 FB1/2X2 2" 3'-5" A36 12 2 f27 FB1/2X2 2' 6-3/4' A36 21 1 f28 FBI/2X2 2" 5'-11 3/4" A36 20 1 f15 FB1/2X2 2" 3'-11/4" A36 11 17 p33 PL 1/2"X4" 4" 5" A36 3 2 6'-39 4yp / f27 5" fv Fr 2X07/6' fly TYP`------.., \ 3/16 M 3/16 SECTION A-A A rp-�, A I\f28 M 17' 3/16\ O� /) <TYP 3/16 4IIN �\ I c.;:/7PR. as/0• 2 2NOTE:THE AFFIXED STAMP INDICATES VLMK'S REVIEW AND �� 563 `�l APPROVAL OF THE ANCHORAGE AND RAILING DESIGN FOR CODE 84/ 1 REQUIRED LOADING. QTY: 2 - R6 T OR' r1 Ty . c"/ 15, 2�t\\=' TIMBERLAND ONC. SPN PROJECT REFERENCE EXPIRES: 6/30/2022 TIGARD TRIANGLE ITEM FINISH REV DESCRIPTION DATE GUARDRAIL NONE A -FOR APPROVAL 03/20/2021 0 _ADJUSTED PER RE 201 05/14/2021 CONTRACTOR WEIOH1 DEIAILER SUPERIOR WEST 249 LBS ENGINEERING DR BY CHK BY JOB H DWG NO PRJ MGR TSP R6 LES BRUCKELMER PLOT DATE:8/4/2021 MARK DESCRIPTION WIDTH LENGTH MATERIAL WEIGHT QTY REMARK f7 FB1/2X2 7' 3'-5" A36 12 11 • f29 FBI/2X2 Z. 36'-10 1/2" A36 125 1 f30 FB 1/2X2 2" 3'-1 l 1/2" A36 13 9 f15 FBI/2X2 7' 3'-1 1/4" A36 11 101 - f31 FBI/2X2 7' 9 1/2" A36 3 1 p33 PL 1/2"X4" 4" 5" A36 3 11 36'-10 " 4-'4" - 4' 4' 4' - 4' 4' M 4' - _ 4' 4' _ 10X'� 4" T P I 12) HiHIIIOIIIHH I I� I— — D. T"P i ! ( I C i _ I I • '130 A A 130 133 f30 230 f30 f7/ \p33 f7 f7/ 17 17 f7 f7• f3 / _ - p33 -p33 p33 p33 3/16 p33 `p33 p33 p33 033 TYP 3/16 b '(RUCTUIilq 5� • s IPN S, NOTE:THE AFFIXED STAMP N c` • , Dy INDICATES VLMK'S REVIEW AND 5635 / 9' APPROVAL OF THE ANCHORAGE "�0'J,e' AND RAILING DESIGN FOR CODE 3/16 1 - • OR__ 8 - REQUIRED LOADING. QTY: 1 - R7 SECTION A-A 3/16 .9N O0to N c,ySONC,SPN��� TIMBERLAND — PROJECT REFERENCE EXPIRES: 6/30/2022 TIGARD TRIANGLE DESCRIPTION DATE TEM GUARDRAIL FIN IISH REv NONE A FOR APPROVAL 03/20/2021 e ADJUSTED PER RR201 0304/2021 CONTRACTOR WEIGHT DETAILER SUPERIOR WEST 1475 LBS ENGINEERING DR BY CHIC BY JOB# DWG NO PRJ MGR TSP R7 LES BRUCKELMER PLOT DATE:8/4/2021 MARK DESCRIPTION WIDTH LENGTH MATERIAL WEIGHT QTY REMARK f7 FB1/2X2 2" 3'-5" A36 12 2 f32 FBI/2X2 2" 5'-6" A36 19 1 f33 FBI/2X2 _ 2" 5'-5" A36 18 1 f15 FBI/2X2 2" 3'-11/4" A36 11 15 p33 PL 1/2"X4" 4" 5" A36 3 2 5.-6,. 4% TYP /f32 • f15` F7 Art 3/16\ / f p33/ 3/l6/> p3 C\TYP p337 S,.RUCTU/5, O PRot c'fr S� NOTE:THE AFFIXED STAMP p33 cTR•° �v\ ,� I N, ';,,p 0y INDICATES VLMK'S REVIEW AND 563519 r APPROVAL OF THE ANCHORAGE II ti • AND RAILING DESIGN FOR CODE R8 8 1 REQUIRED LOADING. QTY. 1 - t'OR ( Ntiy. 2X0,6 9 TIMBERLAND 3/16, V 75, ZO �� SECTION A-A 3J16I 9S pN C S p,‘'\\' PROJECT REFERENCE EXPIRES: 6/30/2022 TIGARD TRIANGLE ITEM FINISH REV DESCRIPTION DATE GUARDRAIL NONE A FOR APPROVAL 03/20/2021 B ADJUSTED PER RR201 05/142021 CONTRACTOR WEIGHT RETAILER SUPERIOR WEST 224 LBS ENGINEERING DR BY CHK BY JOB A DWG NO PRJ MGR TSP R8 LES BRUCKELMER PLOT DATE:6/4/2021 MARK DESCRIPTION WIDTH LENGTH MATERIAL WEIGHT QTY REMARK f7 FB1/2X2 2" 3'-5" A36 12 4 _ f34 FB 1/2X2 2" 8'-4 1/2" A36 29 1 f35 FBI/2X2 2" 2'-3 1/2" A36 8 2 f 15 FBI/2X2 2" 3'-1 1/4" A36 11 22 f36 FB1/2X2 2" 3'-7 1/2" A36 12 1 - p33 PL 1/2"X4" 4" 5" A36 3 4 ' 8'-4 4 I 2'4%•' 3,8' 2'4'" 4„ TYP /f34 f15 TYP- A. `o M A / •• A \f35 /SCR\\\ f36 1 t f7 f7` \ \ 3/16 / f7 p33 p33 < TYP p33 3/16 p33 CTR'D .�FL U C T U R q it Eii PR,,c I Na`+ `rip NOTE: THE AFFIXED STAMP c, I, ti INDICATES VLMK'S REVIEW AND 2X 0'/I6 3- • r APPROVAL OF THE ANCHORAGE 3/16, i 563 . AND RAILING DESIGN FOR CODE SECTION A-A 3/16r _ 8 REQUIRED LOADING. QTY: 1 - R9 OR 61 ,ti . v9� 'S. 2�� , . TIMBERLAND PROJECT REFERENCE EXPIRES: 6/30/2022 TIGARD TRIANGLE ITEM FINISH REV DESCRIPTION DATE GUARDRAIL NONE A =OR AP'ROVAL 03/20/2021 8 ADJUSTED PER RN201 OS/14/2021 CONTRACTOR 'WEIGHT DEIAILER SUPERIOR WEST 347 LBS ENGINEERING DR BY CHK BY JOB# DWG NO PRJ MGR TSP R9 LES BRUCKELMER PLOT DATE:8/4/2021 MARK DESCRIPTION WIDTH LENGTH MATERIAL WEIGHT QTY REMARK p33 PL 1/2"X4" 4" 5" A36 3 2 hl HSS1 1/2X1X1/8 1 1/2" 2'-11 1/2" A500-GrB 5 1 h2 HSS1 1/2X1X1/8 11/2" 8'-1" A500-GrB 14 1 h4 HSS1 1/2X1X1/8 11/2" 1' A500-GrB 2 1 h5 HSS1 1/2X1X1/8 1 1/2" 2'-111/2" A500-GrB 5 1 • B' t' h4 1 , r h5 M h2 p33 5" 2X 0 6" Z., v v 3/16 hl °' SECTION A-A 1 A I Al p33 �RUCTURq ;I �'7 ��u rrIO 11 NOTE:THE AFFIXED STAMP �,Nc' ' I N + S/o� INDICATES VLMK'S REVIEW AND 5635 % 9 APPROVAL OF THE ANCHORAGE AND RAILING DESIGN FOR CODE OR' ` ry8/4/21 REQUIRED LOADING. QTY: 3 - R 10 vas . /5 2��,� TIMBERLAND oN C. SPN PROJECT REFERENCE EXPIRES: 6/30/2022 TIGARD TRIANGLE ITEM FINISH REV DESCRIPTION DATE GUARDRAIL NONE A FOR APPROVAL 03/20/2021 y ADJESTED'ERRFT201 05/142021 CONTRACTOR WEIGHT DETAILER SUPERIOR WEST 32 LBS ENGINEERING DR BY CHK BY JOB R DWG NO PRJ MGR TSP R10 LES BRUCKELMER PLOT DATE:834/2LJ21 MARK DESCRIPTION WIDTH LENGTH MATERIAL WEIGHT QTY REMARK p33 PL 1/2"X4" 4" 5" A36 3 2 h8 HSS1 1/2X 1 X 1/8 1 1/2" 5'-10 7/8" A500-GrB 10 1 h4 HSS1 1/2X1X1/8 1 1/2" 1' A500-GrB 2 1 h5 HSS1 1/2X1X 1/8 1 1/2" 2'-111/2" A500-GrB 5 1 f37 FB1/2X1/2 1/2" 2" A36 0 2 f38 FB1/2X1/2 1 1/2" 1' A36 0 2 'NJ h8 /h7 h6 HSS1 1/2X1X1/8 1 1/2" 3'-413/16" A500-Gr B 6 1 oil 0 a Iir1h7 HSS11/2X1X1/8 1 1/2" 111/4" A500-GrB 2 m. l' lh41 N. f38 f37 h5� p33 CTR'D h8 2X 0'', ih b 1 3/16r f38 I h7 fE 37 p33 SECTION A-A M .,',.2. /h6 V/ i A C' CO T U6, `i `��� 0 IP \p33 N ' .Sp/ NOTE:THE AFFIXED STAMP � ' oy INDICATES VLMK'S REVIEW AND 563 ' Fi 9 APPROVAL OF THE ANCHORAGE AND RAILING DESIGN FOR CODE OR= (�N- $_, REQUIRED LOADING. QTY; 1 - R 1 1 vas" 15 2 �� .- TIMBERLAND ONC. SP� PROJECT REEERENCE EXPIRES: 6/30/2022 TIGARD TRIANGLE ITEM FINISH REY DE5011E1011 DATE GUARDRAIL NONE A FOR APPROVAL 03/20/2021 3 ADJUSTED PER REI201 051I4/2021 CONTRACTOR WEIGHT DETAILER SUPERIOR WEST 31 LBS ENGINEERING DR BY CHK BY JOB Y DWG NO OR TSP R11 I PRJ MLES BRUCKELMER PLOT DATE:8/4/2021 MARK DESCRIPTION WIDTH LENGTH MATERIAL WEIGHT QTY REMARK p33 PL 1/2"X4" 4" 5" A36 3 2 h8 HSS1 1/2X1X1/8 1 1/2" 5'-107/8" A500-GrB 10 1 h4 HSS1 1/2X1X1/8 11/2" 1' A500-GrB 2 1 h5 HSS1 1/2X1X1/8 1 1/2" 2'-111/2" A500-GrB 5 1 • 1h4 /h8 f37 FBI/2X1/2 1/2" 2" A36 0 2 f38 FB1/2X1/2 1 1/2" l' A36 0 2 LL 1 _— J h7 h6 HSS 1 1/2X1X1/8 1 1/2" 3'-4 13/16" A500-Gr B 6 1 h7 HSS 1 1/2X1X1/8 1 1/2" 11 1/4" A500-Gr B 2 1 p36 PL 1/2"X2" 2" 4" A36 1 2 6.-3" h41 I f38 an 137 h5 h8 in , f38 I h7 I - f37 p33 p33 CTR'D 2X0X" cQ M h6 3/16 SECTION A-A A A .�Ft U C T U R,y �`� c I Nod `s/ NOTE: THE AFFIXED STAMP P33 ��, :..�s, gy9 INDICATES VLMK'S REVIEW AND 563 .I"' r- APPROVAL OF THE ANCHORAGE 111 AND RAILING DESIGN FOR CODE OR'' u $ REQUIRED LOADING. QTY: 1 - R12 9�` ��9 /5, 2 ��4 TIMBERLAND SUN C. s p - PROJECT REFERENCE EXPIRES: 6/30/2022 TIGARD TRIANGLE REV DESCRIPTION DATE ,ITS GUARDRAIL FINISH GUARDRAILA FOR APPROVAL 08/20/2021 B ADJUSTED PER RN OS/142021 CONTRACTOR WEI(P"HT DETAILER SUPERIOR WEST 33 LBS ENGINEERING DR BY CHK BY JOB# DWG NO ' PRJ MGR TSP R12 LES BRUCKELMER PLOT DATE:B//2021