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Plans , LTC RECEIVED Za17 10372 SW Bonanza Way JUN `� 1 ` Tigard, OR 97224 LAUREN THOMAS Cl iv OF TIGARD 503-317-1023 CONSULTING,LLC BUILDING DIVISION Ltcstructural@gmail.com Fido's Tigard (#17-IB-98533) 7700 SW Dartmouth St. Tigard, Oregon Client: Imperial Brown LTC#: 17-80 Date: 6/12/17 By: Lauren Thomas, P.E. THESE CALCULATIONS ARE VOID IF SEAL CITY OPTIGARA t REVII wi D FOR CO E COMPLIANCE r ''ti I ra_ `� w PP �- ,t ,. Approved: OTC: I I'ercnit#: :St_ OP_-- f r' Address: t Iii' ?ggr1 " '" -'Suite#s $ .'�Z! L, Date: AND SIGNATURE AA QT'� � - ,. , t2714? No. of Calculation pages included: 20 pages OFFICE COPY Engineer has been retained in a limited capacity for this project. The design of this project is based upon information provided by the Client who is 4 solely responsible for the accuracy. No responsibility and/or liability is assumed by, or is to be assigned to the Engineer for items beyond that indicated on these sheets. Not valid without original signature in blue ink Project Design Criteria Design per 2012 International Building Code as revised by the State of Oregon. Provide vertical and lateral analysis of freestanding indoor cooler box structure constructed using a panelized system. Concrete foundation to be designed by others for loads designated on drawings. a) Floor live load: N/A b) Roof Live Load: 10 psf c) Roof Snow Load: N/A d) Wind Design: N/A e) Earthquake Design: Ie= 1.0 Occupancy Category=II Ss= .980; S1 = .424 Site Class=D Sds= .724 Shc = .445 Seismic Design Category=D Force resisting system =Light framed shearwalls Base Shear= .364*W Cs= .364 R=2.0 Procedure=Equivalent Lateral Force Procedure ASCE-05 Section 12.8 LI ' LZ s 3 w e Im� zz7, • �. 31 /_ ,. L- , 1 COOLER 4l c► • �`. LSC990AE9aC9K-EG 7,14 to s t ,u Is] //y Pr 1r 312071 21 I arm ( l W2 Project Name Fido's Tigard(17-IB-98533) Project# 17-80 L7C Location 7700 SW Dartmouth St., Tigard, Oregon LAUREN THOMAS CONSULTMG,UC Client Imperial Brown 10372 SW Bonanza Way Tigard,OR 97224 503-317-1023 By LMT Date 6/5/17 Page 1 of Ltatructoral@gmaO.com Calculation for Seismic Forces, using Analysis per ASCE 7 (For Buildings, per section 12.8, "Equivalent Lateral Force procedure") Spectral Response Accelerations: (from maps) Ss = 0.98 0.2 sec. Si = 0.424 1.0 sec Determine Site Coefficients: (from Table 11.4-1 and 2) Fa = 1.108 Fv= 1.576 Sms=Ss x Fa = 1.086 Smj =S1 x Fv= 0.668 Sps =(2/3)Sms= 0.73 Spy _(2/3)Smi= 0.45 Site Class: D (Use Site Class D unless Geotech Report available) Occupancy Category II (From Table IBC table 1604.5) Seismic Design Category(SDC): 0 (From Tables 11.6-1 and 2) Compute Approximate Fundamental Period: For Buildings: Ta=(C5)(h„)" C1= 0.02 hn = 8 x = 0.75 Ta= 0.095 Structure Type(from Table 9.5.5.3.2) C t x Steel Moment-resisting Frame 0.028 0.8 Reinf.Conc.Moment-resisting Frame 0.016 0.9 Eccent.Braced Steel Frame 0.03 0.75 All other structural systems 0.02 0.75 To=0.2Sp1/Sos= 0.123 If Ta >To, <TS, Use Sps for design Ts = Sp1/Sps= 0.615 TL = 16.00 per Fig 22-15 Calculate Base Shear: V= CS W (Eq. 12.8-1) Response Coef. R= 2 (From Table 12.2-1) Structure Weight W = 4276 lbs Importance Factor I = 1.0 CS= Sps/(R/I)= 0.364 (Eq. 12.8-2) V= CSW = 0.364 W= 1555 lbs C ' I (Eq. 12.8-1) V= Sp1/T(R/I) = 2.353 W(Max.)= 10061 lbs qui (Eq. 12.8-3) V= .01 W = 0.010 W(Min.)= 43 lbs (Eq. 12.8-6) Project Name Fido's Tigard(17-IB-98533) Project# 17-80 Alt Location 7700 SW Dartmouth St., Tigard, Oregon Lwa1NThaw c°Ns"'TM°LLC Client Imperial Brown 10372 SW Bonanza Way Tigard,OR 97224 503-317-1023 By Ltcs[ructwa7-1023 com LMT Date 6/5/17 Page 3 of wi--7_, ( ) qr"))-( 0) p-- ( s) ( ) ( ) _--- ( )( ) ( ) t -R+ k-0 '0- LC \ ` ice` _• 05 7 - / = \L\ « \ st-tkC w2 2 k `" v ,./c -o VA c--____A 23- NI, ilzir _______] c.2 L 2 ,/,-)2',,, �--- -1,0 PLA _ eac (\�) ' "12,3, G CZ ` _ -1a(Nd\ 4 66\1 z" flIS 2 9.,-,t--- {SG-(4 --- 3car.5 .> P, Project Name Fido's Tigard(17-IB-98533) Project# 17-80 LTA' Location 7700 SW Dartmouth St., Tigard, Oregon LAUREN THOMAS CONSUL7N uc Client Imperial Brown 10372 SW Bonanza Way Tigard,OR 97224 503-317-1023 Llatruclural@gmall.com By LMT Date 6/5/17 Page of reD r22 1 tA"C)2. C )Cz0( x9.-)172 )( )(4)C( 25) MI' z Vqe-- tGf-, CLOCI )f, (---,-Vt_ (,z-k-) ( a)(_ c >2.-4_'_.. 4 o z-- ( g— ( rritX_ '41" 6C') C -0—(4". CZ ') L t o — ,G Ca. Project Name Fido's Tigard(17-IB-98533) Project# 17-80 LTC Location 7700 SW Dartmouth St., Tigard, Oregon war n Trams COnsuLTI LLC Client Imperial Brown 10 Ti SW Bona 72 Way Tigard,OR 97220 503-317-1023 °'"c'gBy LMT Date 6/5/17 Page of' (, Ltcstractaral "�' (PH Gto69 c� o,rL3 ,a,C.t )-L 311' Aca-\2- -Lq >. E1(c-k\( 7) 1-J\ z (4c)CSN,(---)% I' �c\ W Z , \ — , CIC ( '‹.A z T u sib 2 ,--4`1 z -7�QI Eatnitz) tht- Ht„2 ( 41/4,) (. ) - 2 _-(__Q 2,..)(15 \ . 2- r7E 1 O v 4 a pp z _7 - .c\ ( .1 3) z Lal' . _..._ M_rc- 4-0 DC SI °''- '-') Project Name Fido's Tigard(17-113-98533) Project# 17-80 LTC i Location 7700 SW Dartmouth St., Tigard, Oregon WREN THOMAS CoNA'LTMoLLC Client Imperial Brown 1 10372 SW Bonanza Way Tigard,OR 97224 503-317-1023 Ltcatructural@gmaiLcom By LMT Date 6/5/17 Page co of 7D 1241- s �-Lz /VI ? t k ,C, S1 C(0) "MP csz ' - C 1 � .tee. 11 Cto 51001J. `. a -C1 , C21l2'149 `Cs` a C . !( '. Project Name Fido's Tigard(17-IB-98533) Project# 17-80 LTC Location 7700 SW Dartmouth St.,Tigard, Oregon LAUREN TNOW$ conautriNG Lc Client Imperial Brown 10372 SW Bonanza Way Tigard,OR 97224 503-317-1023 of By LMT Date 6/5/17 Page 7 Ltatractural@gmail.coml rio SIMPSON Anchor Designer TM Company: Lauren Thomas Consulting,LL Date: 6/6/2017 Engineer: Lauren Thomas,PE Page: 3/4 StrongTieSoftware Project: Fido's Tigard(17-IB-78533) Version 2.3.5555.371 Address: 10372 SW Bonanza Way,Tigard,OR Phone: 503-317-1023 E-mail: LTCStructural©gmail.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) V.(Ib) V.(Ib) 11(V„e„)2+(V„ay)2(Ib) 1 0.0 0.0 750.0 750.0 Sum 0.0 0.0 750.0 750.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(Ib):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 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 O Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X' 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vse(lb) bg,out 0 9gour9$Vsa(lb) 2855 1.0 0.60 1713 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21 Shear perpendicular to edge in y-direction: Vby=minI7(le/de)°211deAa`ifccol1.5;9A401fccs,'•5I(Eq.D-33&Eq.D-34) Ie(in) de(in) A. fc(psi) ce,(in) Vby(Ib) 1.77 0.38 1.00 3000 4.00 2562 0Vicey=0(Avc/Avco)Wed,V9'c,VWh,VVby(Sec.D.4.1 &Eq.D-30) Avc(in2) Avco(in2) Y'ed,V Y'c,v Y'h,V Vby(Ib) 0 0Vcby(Ib) 32.00 72.00 0.800 1.000 1.225 2562 0.70 781 Shear parallel to edge in y-direction: Vb,=minI7(le/de)° -VdeAa,/fcce,'•5;92s4fcca,1-5I(Eq.D-33&Eq.D-34) le(in) de(in) As f'c(psi) Ce,(in) Vex(Ib) 1.77 0.38 1.00 3000 2.00 906 0Vcby=0(2)(Avc/Avco)V'ed,v'Pc,VY'h,VVb,(Sec.D.4.1 &Eq.D-30) Ave(in2) Avco(in2) q'ed,v Yc,v Y'h,v Vbx(lb) 0 9$Vicey(Ib) 18.00 18.00 1.000 1.000 1.000 906 0.70 1268 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) 01/op=ykcpNcb=9kcp(ANc/ANoo)Y'ed,N44N'Pcp,NNb(Eq.D-40) kcp ANc(in2) ANco(in2) Ped,N ToN Ycp,N Nb(Ib) 0 0Vcp(lb) 1.0 24.72 28.20 0.926 1.000 1.000 2193 0.70 1246 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) - Shear Factored Load,V„e(Ib) Design Strength,eV.(Ib) Ratio Status Steel 750 1713 0.44 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:925.847.3871 www.strongtie.com 100( W SIMPSON Anchor Designer TM Company: Lauren Thomas Consulting,LL Date: 6/6/2017 Engineer: Lauren Thomas,PE Page: 4/4 StrongTie Software Project: Fido's Tigard(17-IB-78533) Version 2.3.5555.371 Address: 10372 SW Bonanza Way,Tigard,OR Phone: 503-317-1023 E-mail: LTCStructural©gmail.com T Concrete breakout y+ 750 781 0.96 Pass(Governs) II Concrete breakout x- 750 1268 0.59 Pass(Governs) Pryout 750 1246 0.60 Pass 3/8"0 Titen HD,hnom:2.5"(64mm)meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -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:925.560.9000 Fax:925.847.3871 www.strongtie.com P 1 - cipai taL AA 4911 0 *-e, -^ r—A4�� 1 = (3O>Cl` (-t `v-e. 6) 4 '0,-c, _________...,.., ,,,,m..,....„....---,,-------,N,. ,..., v-\ 3 , (--k- e_ ,.2 F Li (4)c b),...<2., 21c Project Name Fido's Tigard(17-IB-98533) Project# 17-80 LTC Location 7700 SW Dartmouth St., Tigard, Oregon LAuSea Taoaas CONSOLING,LLC Client Imperial Brown 10372 SW Bonanza Way Tigard,OR 97224 3-317./°23 LtcaVuctural@gmaB.wm By LMT Date 6/5/17 Page 32 of SIMPSON Anchor Designer TM Company: Lauren Thomas Consulting,LL Date: 6/6/2017 Engineer: Lauren Thomas,PE Page: 3/5 Software Strong-Tie= Project: Fido's Tigard(17-IB-78533) Version 2.3.5555.371 Address: 10372 SW Bonanza Way,Tigard,OR Phone: 503-317-1023 E-mail: LTCStructural@gmail.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N..(lb) Vuax(lb) Vuay(Ib) 4(Vuax)2+(Vuey)2(lb) 1 375.0 0.0 375.0 375.0 2 375.0 0.0 375.0 375.0 Sum 750.0 0.0 750.0 750.0 Maximum concrete compression strain(%e):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):750 Resultant compression force(Ib):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'vx(inch):0.00 Y Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 O 1 0 2 X 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 4Nse(lb) 10890 0.65 7079 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kbAolfchef1'5(Eq.D-6) kc Aa fc(psi) her(in) Nb(Ib) 17.0 1.00 3000 1.770 2193 0.750Ncbg=0.75 (ANc/ANee,--•c,N--d,N--,,N-..p,NNb(Sec.D.4.1 R.Eq.D-4) ANc(in2) AN.(in2) q'ec,N Wed,N WeN V'cp,N Nb(lb) 0 0.75fNcbg(Ib) 49.44 28.20 1.000 1.000 1.00 1.000 2193 0.65 1874 6.Pullout Strength of Anchor in Tension(Sec.D.5.31 0.750Npa=0.750'Y¢PAeNp(fc/2,500)"(Sec.D.4.1,Eq.D-13&Code Report) 'c,P A,e Np(Ib) f'c(psi) n 16 0.750Np.(Ib) 1.0 1.00 1235 3000 0.50 0.65 660 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: Lauren Thomas Consulting,LL Date: 6/6/2017 Engineer: Lauren Thomas,PE Page: 4/5 Strong-TieSoftware StrongProject: Fido's Tigard(17-IB-78533) ® Version 2.3.5555.371 Address: 10372 SW Bonanza Way,Tigard,OR Phone: 503-317-1023 E-mail: LTCStructural@gmail.com 8.Steel Strength of Anchor in Shear(Sec.D.6.1) V.(lb) grout fs tgro(00Vaa(Ib) 2855 1.0 0.60 1713 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21 Shear perpendicular to edge in y-direction: Vby=minl7(le/de)°2.IdoAa.Jfccall•5;9AaIfccal1 5I(Eq.D-33&Eq.D-34) la(in) da(in) A. f'c(psi) co(in) Vby(Pb) 1.77 0.38 1.00 3000 6.00 4706 0Vcby=9)(Avc/Avco)Wed,V Pc,Vv'h,VVby(Sec.D.4.1 &Eq.D-30) Avc(in2) Avc.(in2) v'ed,v Svc,v v'h,v Vby(Pb) 0 (Way(Pb) 60.00 162.00 0.900 1.000 1.500 4706 0.70 1647 Shear parallel to edge in y-direction: Vbx=minf7(Ie/da)02A1daA.agfccai'•5;92a4fcCall'5I(Eq.D-33&Eq.D-34) le(in) da(in) Aa f (psi) cal(in) Vbx(lb) 1.77 0.38 1.00 3000 6.00 4706 0Vcbgy=0(2)(Avc/Atka)Y'ec,vY'ed,vv'c.vY'b,vVbx(Sec.D.4.1 &Eq.D-31) Avc(in2) Avco(in2) v'ec,V v'ed,v v'c,v v'h,v Vbx(Ib) 0 OVcbgy(lb) 76.00 162.00 1.000 1.000 1.000 1.500 4706 0.70 4637 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.31 q$Vcpg=0kcpNcbg=0kop(ANc/ANco)v'ec,Nv'ed,Nvo,Nv'cp,NNb(Eq.0-41) kcp ANc(in2) ANco(in2) v'ec.N v'ed,N v'c.N v'cp,N Nb(lb) 0 0Vcpg(Ib) 1.0 49.44 28.20 1.000 1.000 1.000 1.000 2193 0.70 2691 11.Results )nteraction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,N.(Pb) Design Strength,aN.(Ib) Ratio Status Steel 375 7079 0.05 Pass Concrete breakout 750 1874 0.40 Pass Pullout 375 660 0.57 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,eV„(Ib) Ratio Status Steel 375 1713 0.22 Pass T Concrete breakout y+ 750 1647 0.46 Pass(Governs) II Concrete breakout x- 750 4637 0.16 Pass(Governs) Pryout 750 2691 0.28 Pass Interaction check N../ON„ V.a/gVo Combined Ratio Permissible Status Sec.D.7.3 0.57 0.46 102.4% 1.2 Pass 318"O Titen HD,hnom:2.5"(64mm)meets the selected design criteria. 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 kwaif i SIMPSON Anchor Designer TM Company: Lauren Thomas Consulting,LL Date: 6/6/2017 Engineer: Lauren Thomas,PE Page: 5/5 StrongTie' Software Project: Fido's Tigard(17-IB-78533) Version 2.3.5555.371 Address: 10372 SW Bonanza Way,Tigard,OR Phone: 503-317-1023 E-mail: LTCStructural©gmail.com 12.Warnings Brittle failure govems for tension.Governing anchor failure mode is brittle failure.Attachment shall be designed to satisfy the requirements of ACI 318-11 Section D.3.3.4.3 for structures assigned to Seismic Design Category C,D,E,or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination.In case when ACI 318-11 Sections D.3.3.4.3(a)3 to 6,(b),(c),or(d)is satisfied for tension loading,select appropriate checkbox from Inputs tab to disable this message.Alternatively,00 factor can be entered to satisfy ACI 318-11 Section D.3.3.4.3(d)to increase the earthquake portion of the loads as required. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -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:925.560.9000 Fax:925.847.3871 www.strongtie.com 5 1/2" WFU with Steel Skin (Roof Panel) 26 go STEEL SKIN 2 x 4 RAIL Core Thickness „cam:= 3.5-in 2# URETHANE Panel Length ,i= 841 Panel Width = 47 in i Skin Thickness t:_ .0179•in Panel Thickness h:= c+ 2•t h =3.536.in F 47 MATERIAL PROPERTIES 2#Urethane: Fbf:= 6.75 psi Unit designations used: F�f:= 11.2 psi kips 1000•lbf = E,:= 475•psi ksi kips A,:= (W–2.1.5•in)•c A,= 154•in2 m2 3 plf = lbf I = c .44.in = 157.21•in4 ft 12 lbf psf =— Adhesion ad:= 10•psi ft2 Shear Modulus Ge:= 262-psi lb=lbf 26 aa Steel Skin: Fbs:= .66.36•ksi Fbs=23.76•ksi Fvs:= 16•ksi Es:= 29000•ksi As:= 47•in•t•2 As= 1.683•in2 3 3 IS:= 47 in• (c+ 2.0 –c =5.206•in4 12 2 x 4 S-P-F#2 Rail: Load Duration Cd:= 1.0 Fbr:= 875•Cd•CF•psi Fbr= 875.psi r-_ Project Name Fido's Tigard(17-IB-98533) Project# 17-80 LTC Location 7700 SW Dartmouth St., Tigard, Oregon LAUREN THOMAS CONSULTIVG.¢c Client Imperial Brown 10372 SW Bonanza Way Tigard,OR 97224 503-317-1023 By LMT Date 6/5/17 Page (6 of Ltcatractaral@gmaRcom l Fvr:= 68.Cd.psi Fvr=68-psi Erai1:= 1300.1.03•ksi E,„;1 = 1.339 x 106•psi • Arai':= 2.(1.5.in).c Arail= 10.5•in2 3 Trail:= 2-1.5-in--c 1.5 in 12 bail= 10.72•in4 Composite I: Core Il := EG Iz Il =2.575 x 10 3•in4 Es Rail I2:= rall Trail I2=0.495•in4 E s Skin 13 .= Is I3 =5.206•in4 I:= I1 + I2 + I3 I=5.703 in4 Moment of inertia per foot of wall panel = I•ft I= 1.456•in4 w Section modulus = I S=0.414•in3 ^�^• ( 2 ) h + c CHECK DEFLECTION Let maximum deflection = U240 co:= 240 Rail Stiffness: total rail width b3• n f:= i 2 effective width of skin at rail section to:= c 1 —HadJ to= 1.576•in 3 3 I's:= (bf+ 2•te) (c+ 2 t) — c I's=0.681•in4 12 frail:= Es "s+ 'rail "rail=25.48•in4 Erail EIrai1:= Eraii"rail Elraii=3.411 x 107•1b•in2 Steel and Foam Stiffness: 2 D:= Est D=3.179x 106•lb•in 2 D•(W—2•te) 7 2 EIsf:= EIsf= 3.023 x 10 •1b•in 192•c•D + 5•L2'Gc'(2'c)2 Total Stiffness: EIt0t:= Elraii+ EIsf EItot=6.434 x 107.1b•in2 Project Name Fido's Tigard(17-1B-98533) Project# 17-80 LTC Location 7700 SW Dartmouth St.,Tigard, Oregon LrURENTnows CONSULTMQLLC Client Imperial Brown 10372 SW Bonanza Way Tigard,OR 97224 Ltrstruclwxl a 503-317 gm lLrnm BY LMT Date 6/5/17 Page of 7,0 Qgmsn Allowable uniform load from deflection: 144•EItot 1 12 1 wo c 47 ft LOA =71•psf 15•-•L3 8 CHECK BENDING Prai=25.478•in4 ,,:= Prail• S = 14.559•in3 r•. EItot =6.434 x 107.lb•in2 EIraii=3.411 x 107•lb•int Fbr•S•8•Eltot 12 1 Lob=64•psf 7214," 2 47 ft L •EIrail 14 eue- °Ccs ' cvre- Project Name Fido's Tigard(17-1B-98533) Project# 17-80 LTC Location 7700 SW Dartmouth St.,Tigard, Oregon LAUREN THOMAS Conainri4a ac Client Imperial Brown 10372 SW Bonanza Way Tigard,OR 97224 503-317-1023By LMT Date 6/5/17 Page (103‘f Ltcstroctoral@gmaB.rnm J iokfi,2.0(7 O0'C."/ 7700 5 w v6r/7' tt 1, .. Rf Iv4"....) ._. I� (} FIDO 1 r ------ 1 r -I I r - JUN e+'1 i7 TAP HOL ! PORTLAN[ I 1 1 I 1 1 I 1 ICITY 9 f t�d t___,__, Code SummaryDIVISION I 1 • © Applicable Code:OSSC 2014 �^ nr rix' 1, ®_ E.ar ' _ I Building Type: A Spdnkled 0 sf ,I -_-__ 1 A��,oDloa I [C�/] Occupant load: r---- 0� �Q � '�``' 1` NE° QM j I SeatKitch644sFng area:1,150/�200.12acc 0 0 : same 1 1\, / Office:140afnW=locc —0 I �r Dog areas:392 sf/100.4 occ p c OF MULLION Q J .— —_— Total: 94 occupants t°I © 2 exit required l 3 provided Seloarateperrnte (13'1°±111 ,o 'I' 1 HVAC 6 anunaNN�masa u > 2. Plumbing 1y r I OI LI LJ I I 3. Clacblcat jj =COMET ' 4. pass I twod!makeup air _ — Q q 0 1 5. Are suppression Case Design 4 or M LLIm Q — MINII 232 S.E.Oal Suite 11 sr ,r on'.: rN'aNOc�ax n 3 i± 0 `_' I 1 Portland Oreg L _L ,y,'" 3 1 I DOOR SCHEDULE: 503.863.9 1 ,o. ©°• Q-- 1 A Existing pair 3'x 7'Aluminum storefront a/sign* am - Al Existing pair 3'x T Aluminum storefront w/panic hardware —" —''I "—"" —' 4 t--"--------'------- - B Existing 3'x7'Aluminum storefront wllever handles a I—00E*•oo � �, w C T x 6'-6"Wood door in steel frame w/lever handles&'occupied"latch r____..1'I ] q 0 0°0` 0 D 5 x T-8"Wood door in steel frame wl lever handles wnoow - ; • j •"THIS DOOR TO REMAIN UNLOCKED WHEN OCCUPIED" a MR R NW del r MI ilk i i I I O PHOTO I ♦r1EQNWALL s i w .. ! I �1Rrnent Sc. edule: # Description Electrical Water Drain *4V I 1 C.lassIIhood 115V/16amp 2 Panning grill 120 V/123 amp NEMA 5-15P awl '3 Countertop oven 120 V/20 amp NEMA 5-15P `\ ,"'" „� I 4 Sandwich prep table 115 V/7.5 amp NEMA 5.15? • ' 2 5 Walk Inaoffer 115V/15amp p NEMA5I5F �.v` G Freezer 115 V/73 t NE2t1A 5-15P L as, 7 Under-counter refr 115 V/73 amp NEMA 5-15P I I 1 Ii IIII �,: 'r" 8 Worktable 4 r �____ Fl FI F I �— 9 Dishwasher I15 V/16 amp NEMA 5-15P 112" 2 !! r!° I cwNa T , !0 ?rcrinseahrkwlsprrryer 1/2" 2" w°�, 11 120 V/123 amp NEMA5-15P —-——-— —1 /\ _ ._ 12 Pass shelf wJheat lambs DATE DEscwrnun 1 1 I I 13 Floor antic 2" Q321.17 FLooe PLAN 1 I , I I _/ 14 Mop sink 1/2" 2" 15 Hand sink 1/2" 2" J I L J 1 L _ 16 Prepslnk 1/2" 2" I I I 17 Floor drain FLOOR PLAN 18 Deer tapsw/drain rail 19 Dump sink with filtered water faucet 1/r 1" • Scala:1r4"=no" 20 POS by vendor 21 Water heatex SO gallon 115 V/16 snip NEMA 5-15P • 22 Coffee maker 115V/3 amp LEGEND 23 Chemical rack - 29 Glass washer 115 V/16 amp NEMA 5-15P 1/2" 1" EraTWQwru 25 Ice well symman• NEWWWLrfEEI.81/10 a,CO.C.Ntl Ilr GYP,ED EACHSCE 26 Bus/trashcabinet A 1 O 00DRNEW40TE.EEEDooes sDULE O EQWPMENPNFYNOTE.EEE EQUIPMENT scamse I 1 „. MECIFICAT IONS PARTS (4) ea. Kason #1808 vapor proof LED light fixture Ir.= i Indoor cooler (+35°f) (no floor) (LED lamp built-in.) O Vinyl foam NSF gasket (1/16” joint thickness), Cam-loch layout #4 (9) ea. (6" x 1 1/2") x 96" x 16 ga. smooth galvanized (w/ Simpson Titen screws) Combination interior cove base/seismic tie-down @ floor level (7) ea. Hold downs HD2 with titen concrete screwsI (2) ea. (3" x 52") 26 ga. Stucco galvalume Interior seismic tie-down @ ceiling level M SPECIAL INSTRUCTIONS (10) ea. (2" x 2°) x 96" x 26 ga. Stucco galvalume exterior ceiling strapA 7 01) - Meets 2009 Federal Energy Independence and Security Act Requirements. (10) ea. Angle screed Standard crating REFRIGERATION LAtl104-PMo1WLO WALL PANELS (1) ea. System #1 - Outdoor R404a split system w/ QRC CCPWJLTING.UC CO Construction: 3 1/2" wood frame urethane 16306 BTU/H @ 9.44E TD with 14.7 hr runtime @ 354E inside/854F outside room CO Exterior Finish: Stucco galvalume 90°F @ cond. unit, 1000ft altitude Interior Finish: Stucco galvalume (1) He atc raft air cooled condensing unit #M0H020X63-LLA 103723W BONANZA WAY Ceiling connections: Camlock 208-230V/3e/60Hz/2HP Hermetic compressor TIGARD,OREGON 97224 I Floor connections: Angle screed MCA=15, MOPD =15 503-317-1023 37.75W x 28.25D x 17.25H x 2301bs. LtcsWcturat@gmaicom CEILING PANELS (1) Climate Control lowall profile evaporator model #LSC090AEQRC6K-EC (master) I Construction: 3 1/2" wood frame urethane w/ (2) EC motors (1.82A) & air defrost Nio Exterior Finish: Metal 115V/10/60Hz Interior Finish: Stucco galvalume 45.5W x 14.84D x 14.94H x 681bs. Ceiling Caps: Factory mounted (1) Climate Control low profile evaporator model #LSC090AEQRC6K-EC (slave) tw" Live Load: 10 psf w/ (2) EC motors (1.82A) & air defrost 115V/1e/60Hz Ilf DOORS 45.5W x 14.84D x 14.94H x 681bs. [A]: 36" x 78" flush model G3 self-closing cooler door Fr* LEAF: 1WILL/2" NOT BE amISuD UNLESSne, SPFcIFIED OTHERWISE *** OREGON SEAL Frame: 3 1/2" wood frame urethane, 3-sided 8 w/ Stucco galvalume (evt. & int.) w/ 24 ga. stainless steel 430 (magnetic) liners STANDARD NOTES Leaf: 3 1/2" thick, 3-side lap, standard height To prevent condensation, a minimum 2" from the walk-in exterior surface is required. High humidity conditions may require force ventilation in JUN 1 *� 7 017 YI w w/ Stucco galvalume (ext. & int.) addition to clearance. F pi W w/ Magnetic gasket CITY (3) Kason #1248A spring assisted adjustable hinge Installation site floor must be true and level within 3/16" per 10' or additional costs may be incurred. iI T OF TIGARDa. (1) Kason #27C cylinder locking deadbolt handle ������ � � � ��� III i (1) Kason #27C twist-off knob inside release STANDARD ENGINEERING NOTES (1) Kason #1094 hydraulic door closer Foundation, special inspection, footings, anchor bolt embedment, edge distances and all reinforcing are to be designed by a qualified professional (1) 3-way toggle switch w/ pilot light @ ext. engineer based on concrete strength and specific soil condition at the building site. (1) Analog 2" flush mount dial thermometer (12" capillary) Foundation and freezer pit to be designed for loads designated on plan and/or in engineering calculations. Ili 1 (1) Terminal J-box @ interior w/ concealed conduit All foundation dimensions to be field verified. All mechanical unit anchorage and support to be designed by others. Z I [B]: 36" x 78" flush model G3 self-closing cooler door All connectors or elements in contact with aluminum to be stainless steel (STL/STL). *** LEAF WILL NOT BE RAISED UNLESS SPECIFIED OTHERWISE *** If walk-in ceiling is suspended, existing roof structure to be designed by others for loads induced from new walk-ins where shown on plans and/or in F Frame: 3 1/2" wood frame urethane, 3-sided engineering calculations. w/ Stucco galvalume (ext. & int.) Walk-in is designed for code applied loads. (LI si 5 kl w/ 24 ga. stainless steel 430 (magnetic) liners Design does not include static pressure review. Vr Leaf: 3 1/2" thick, 3-side lap, standard height Components of all doors, windows, and openings to be designed for loads induced by wind, design by others. 2 w/ Stucco galvalume (ext. & int.) All loads are service loads. Ll w/ Magnetic gasket Special Inspection is required per IBC 1704 and 1707 for post installed anchor bolts (for California, follow CBC 1704 and 1707). LU ffi (3) Kason #1248A spring assisted adjustable hingeCC 1 E(1) Kason #27C cylinder locking deadbolt handle WARNING - ELECTRICAL SEALQ(1) Kason #270 twist-off knob inside release After wiring devices, ALL conduits must be sealed to stop moisture transfer through electrical raceways. U ili (1) Kason #1094 hydraulic door closer Failure to seal device per NEC codes WILL VOID WARRANTY. (1) 3-way toggle switch w/ pilot light @ ext. LU (1) Analog 2" flush mount dial thermometer (12" capillary) (1) Terminal J-box @ interior w/ concealed conduit (1) Terminal J-box @ interior w/ concealed conduit 0 p g !B m (1) Kason 1832 non-heated air vent �O z o [C]: (2) 23" x 79' CDS FS Legacy Series cooler glass door (black frame) U O EE it w/ lights & (7) rows of 27" deep shelves (black) [D]: (1) 23" x 79" CDS FS Legacy Series cooler glass door (black frame) d �_FIII w/ lights & (7) rows of 27" deep shelves (black) Q Ll [XX]: GLASS DOOR PARTS (from quote) (2) Standard 0-Tech LED lighting �� -002Ln W o (1) Standard a-Tech LED lighting 011`-"j7 u O1 w x ro-,oms REVISIONS .aWomm4 #1: Change glass doors on wall 1 to be hinged from outside d z tiviii,'C 01 w.at'v„ S. GL I``.. S Naalx L. ;? A?' (.�(�� REV# DATE BY I„4w I ' "C 06/12/2017 CLM 1 � r p �% t tom. oq/co - DO NOT SCALE THIS DRAWING NSF LABEL ` °. 14., ` SCALE: 3/16"=1'-0" h t, TI-''�< DATE DRAWN: 4/12/2017 0 N.S.F. LISTED (STD #7) - DATE PRINTED: 6/12/2017 N.S.F. GASKET @ ALL PANEL JOINTS //J�'� BY: CLM EYcPIR S: K�/ ../ CHKB BY: DRW#: 17-IB-98533-01 BOX: 1 OF 1 SHEET: 1 OF 4 0 I A710 (Y) CO 11.44.4114 1140t413 COLOCWAATING.LLC W 10372 SW BONANZA WAY TIGARD,OREGON 97224 ' 503-317-1023 /� Ltcstructural@gmaicom W I C". 19'-2`[230] 13'-0'[156] , 6'-2']74J i iD/ Z b 5 g1 18 916 47 I a 74 / ws w,o c) - a`P C5 1 ,gid ems= T,FPup/dn Z =0.75k a O y I CB i a^y e' a J� ; ` _ M a C^ > ii 1 gi (1)ea.,each way I n N >" V 3'x 52'x 26 ga strap w/ ] v I �� >`� h #8xe`MTHSM@2'ok, ch I �' ; W z 12 ea.side of panel joint I i J H m h a at.:.:.:.�22 7/16 Ce riwa- 3 x.::. 14 3/4 SPLPL 47SPL SPL $ I n\� 1/2 iiiiiiiiiiiiiiiig:Fili U F — — ---' 1012 --It Q- 0typ41, N Hiii N1Z A I] V W'� IIII II Ii�J A p ; �� iii lg C P C P C P l 2515/16 CS I 2a 4 Pup/dn COOLER O o II II ,I.u, =0.75k 4 O O Iii � C 243/4 241/2 243/41 < �T t7Y^ ii ur IV ^ � m>� yj LSC090AEORC6K-EC U Z O _ B e 1 C2 CS 0421 1/16 11)1/2_ C4 g g Si RI lr = 2 x 4 blocking as shown , 040g. i : Ft N 7 II II �'°cr V 3 c". p� Ir II IIto ' IA I{6 II ca II II`N HN►A w,a w,a W17 w,s Is] _ ') u 24 3/4 241/2 24 3/4 4 6 it IK •. • • ��1 � w ooaw L— — �n�al--�--JJ 'Niii� 'F o — 1 1 ci 130,1, pl SPL SPL SPL SPL SPL Pupldn P 0 Pup/dn Q Q GO�1 a m m o =0.75k =0.75k W O I I i .zb12.21 CEILING PANELS WALL PANELS Oil a,4.0v 17'-3`[207] 23 a Z`i o 1<.EE Naa.rr. G Imo, (�— REV# DATE BY �ak®' ' -FFA, 06/12/2017 CLM C .fit- G1I4 t� • 2 :::.8 39PEDO NOT SCALE THIS DRAINING - F.GO^J l ' 2.. 'c.c� C/' SCALE: 3/16-=1'-0- • G... .1 7„ •r DATE DRAWN: 4/12/2017 &,. •'*,,,„ y AN)" � DATE PRINTED: 6/12/2017 M• BY: CLM ?MbCHK'D BY: ODES: 6130/ DRW#: 17-IB-98533-01 BOX: 1 OF 1 SHEET: 2 OF 4 r 0 I. A277M CO LALIIeeTHom In Cawa,LTMiG•LLC CO 10372 SW BONANZA WAY 1 I 75 TIGARD.OREGON 97224 503-317-1023 Cril— ' Ltc.structural@gmail.com V1.D — V1.0 ;;�;•: I A \ AL-- \ csWdural@gmaLcom — 1---- 1?lu 1 N's I i, I Ie I I ^ 28 23 I I DN 2x4 glue and nail full length, I W6 1D 7 (t] 61/2 61121 typ.both edges of pane ellim \ \ J [� W7 W2 — W1 I m\ 3 Q g l! g /ELEVATION \ --- a es pi g ;I I 4 4 I� �, SE ''' 4 If 11 I .14�. 'II A,t I SS �®I 01 o � sv2 suz l`il \ m w '� �� I t = .....,.-ii.' fit' � , > 0 ._ 1 cell' x i g 1 Ilk PA ei iIli I I 'cill=" align 2 cc I [A] JI [B]:-1°44o z o = is : N. \ W19 W18 W17 W18 1 Is] GI C1 g �° jfLEVATION Full length bottom plate 0~tY o�_ (D r°-' 2 l- iia i • til Q LL ' COMPONENT LOCATIONS y+owao O Od'�''ico0" " rnol l E Wocaa, I �zb,,I �o,c1G Cvaa .. s .119/'''''c�/- REV# DATE BY ., G I 1. F �� 1 06/12/2017 CLM p4 6,::a " it ,c)1 CODO NOT SCALE THIS DRAWING ,,17, -.,,, -,„....11.,7:1r ;`�� SCALE: 3/16"=1'-0" ,(.4/ R� 1` DATE DRAWN: 4/12/2017 DATE PRINTED: 6/12/2017 BY: CLM EXPIRES: 613.0/ 1 t CHK'D BY: DRW#: 17-1B-98533-01 BOX: 1 OF 1 SHEET: 3 OF 4 0 I top 3/rid0x3od0 x.156"thick gaN.steel M Ceiling panel plate washers,w/3B"0 M w Cam-locks @ 24'O.C, serrated flange nut 8 double `•, 3/8'0 x 12"nybn bottom nut by(4)min. At exterior 3/8"id 0x14) LAWN Thorn Ceiling panel all-thread rod 0 x.156"thick 1 1 1 1 1 1 1 1 — —, gale.steel plate washers CCNSATING,LLC CO /, r r r r r r / , 10372 SW BONANZA WAY 0) �` rda --MI O TIGARD,OREGON WA ' r t. 1 1 1 1 1 1 1 '/�},fP - 03-377-1023 /� /i% x 00000001 x //1I,j, '_' I in 3 LtcstructuraI@gmalcom W �2"x2"xcontx26ga ' w/#8 x 1/2'MTHSMS @ 6'o/c oleo leg 3/8'0 serrated forge w/(7)#8 x 1/2'@ splices at ea leg nuts ext and int t� (lap s"min.) SPLICE DETAIL AIR AIR walpanel FLOW FLOW Wall panel (H)x 112' / -Plimm_ 1 a k iz Evap Unit 1 5 EDcEILINGTIEDOWN DETAIL DETALOW PROFILE EVAP HANGER DETAIL W/OVERSIZED WASHER y p OTHRU BOLT KIT Z (NTS) ¢ Thrumax load bolt70 kitsssupplied only if included on Imperial-Brown quote ¢er rod max bad7absperrod 0 (6)3/8"id 0 x Tod 0 x.1561hick gale,steel plate washers H (6)3/8"0 x 12"nylon al-thread (12)3/8"0 serrated flange nuts < — W wall I (6) 3/8'0 nuts W ce U 'Ii 2w c as cc se sea g a i g5 Wall panel INT. U 5 a o 10 Hi pi g uulgiaCI gg EXT. 1 x 6" x 10• long x Ce tl p F Ili 11 Angle screed 16 ga galv Q 11/2'x6'xcont.te-downw/3/8"radus (17) #8 x 1/2• plated �+oco m @ #8 x 12"MTHSMS @ 6"o/c into wall panel MTHSMS staggered .-.-- /---- w/ ru $ . 00000000 OTPW2 I q w/3/8"x 3'Titan HD @ 36"o/c into Soot ii 111 (Min.embed.=2 1/2') PL 1/4" x 1 1/2" I� 0 �'aamm .° 0 0 0 0 0 0 0 x 10" long plate 111 3/4 W0 i i ,' 112typ washer steel o I ,zb�� Mr Concrete floor(NIC) x��v E. Finish . .�" (2) ea. 3/8" x 3" Titan HD \ wN„R k � Floor e.. �' typ. @ 2 (2 1/2" emb) ,Y 1 : EN o a°G i ij s? 7. ....p.a.. e� 4•, b, , �. ... rl 11 � � " '!'mss 3 3 ..:Ac. i I �` '''„s a2EV# DATE BY � G F4 11/2 C.y^`. -k. 1 06/12/2017 CLM 6 .O839PE 4 ANGLE SCREED DETAIL 5 HOLD DOWN HD2 DETAIL ¢ 00.75k .. -V 'Ai, „, j'�r 7. Z�3�r' s T DO NOT SCALE THIS DRAWING SCALE: 3/16”=1'-0" 'a. DATE DRAWN: 4/12/2017 DATE PRINTED: 6/12/2017 EXPIRES: 613.0/ !a�:++' BY: CLM CHK'D BY: DRW#: 17-1B-98533-01 BOX: 1 OF 1 SHEET: 4 OF 4