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Specifications (5)
STRUCTURAL CALCULATIONS Kitchen liood PROJECT: RECEIVED Donut Day 11705 SW Pacific Hwy DEC 1 9 2017 Tigard, OR 97223 CITY OF TIGARD 3UILDING DiViSION for Dan-Co 55695 Viewcrest Place Warren, Oregon 97053 Skkie TtifitA ,kko Pffoto UA) „.„ James G. Pierson, Inc. 194OREGON cc, 4o op Sortre 5 (t\440 tb419, <C,' R. G 10\56 ,okt EXP1RE3,, 6-30-19 James G. Pierson, Inc. Consulting Structural Engineers 610 S.W.ALDER SUTTE 918 PORTLAND,OR. 97205 (503)226-1286 FAX 226-3130 December 14,2017 Denot Day Mtdlep Reed GENERAL DESIGN LOADS: Project is designed in accord with requirements of the 2014 Oregon Structural Specialty Code. For this location the following design parameters apply: Roof Snow Load = 25 PSF Roof Dead Load= 12 PSF Kitchen Hood Weight= 631 lbs., Exhaust Fan weight= 162 lbs. MBIA Fan—G10 Weight=218 lbs. Seismic: Zone D Design Summary: The following calculations are for the proposed overhead hid located at 11705 SW Pacific Hwy, Tigard, OR-97223. The hood will be suspended from the existing roof truss of 46"depth and 60'span w/2x6s as top and bottom chord and 2x4s as webs. The hood will be attached to the metal wall to resist seismic lateral forces. The techniques and principles of structural analysis used for these calculations conform to generally accepted standards of the engineering community. These design calculations have been prepared based upon sketches furnished by client. Seis is Desig> -Frees 941,Kitclken Hoods Task: Determine the lateral forces(seismic)for kitchen hood installed up to the roof of a structure. The vertical adequacy of the roof for the weight of the equipment and other dead'and live loads has been checked for design References: 2012 IBC (2014 OSSC) Section 1613.1 ASCE 7-10 Section 13.6 for mechanical components and systems Criteria: 12,6,201; ilawsnP Sumreay Report Design Maps Summary Repore Seismic Design Category 19, User-Specified Input fitgiding Code iiererenc,v O foment FSC7 7-10 St.,-4a,41 Component Importance FactorSitu Coordinates 45.43t) " )2275817,W Ip= 1.00 Site Soil Classification Site Glass D-'Stiff Sint" Latitude =45.43727 Risk Category mai I I Longitude=-122.75817 Site class 17 rfQrt r� Risk Category H t Wp=631 lb ry, � r� � � * h =24 in W=54 in l =144 in USGS-Provided Output Mapped acceleration parameters(Section 11.4.1) s,. i3 9410 g SnR5 e 0 72 g at short period Ss=0,980 s,. s,- 0.43249 = a.ct5.9 sa, U.a439 at 1 sec period Si=0.424 for n'annatla-,1n haw the 55 -l St votue4 above have been es:toletett tem proja{ sec t+sk-tog¢tp15l eft= 4eteete melte.mod motto...In the d Wren iR reaornion homentat re`ponse,please 4eSem to tRe eppkcsHwt:arM =ataNtaF'200944€R tte-,3=eft,reetoelto doeur000t. Site coefficient at short period (Table 11.4-1) ��. F.= 1.11 at 1 sec period(Table 11.4-2) � � Fv 1.58 Spectral response acceleration parameters at short period (Eq. 11.4-1) Sims=F9xSs=1.088 at 1 sec period(Eq.r11 11.4-2) SM1=F0 x Si=0.170 .....'cxM,.,. .ei5'J-99+'tr'ntrimiArananvcninumme!YPt+9oemplma=mNnin9tM3..,a-.AS s9..',.. ft We=-Y2?"t59YT3Rmla-aysmY&h5hr4tee... )f+ Design spectral acceleration parameters(Sect 11.4.4) Source: http:/igcohazards.usgs.govllesignmapsiuslapplication.piip at short period(Eq. 11.4-3) Sos= 2/3 x SMS=0.725 at 1 sec period(Eq. 11.4-4) Sol =2/3 x SM1 =0.447 Protect Jmit James G. Pierson, Inc. Kitchen Hood Consulting Structural Engineers. Location Dale 11705 SW Pacific f-fwy 12/5/2017 610 S.W.Alder,Suite 916 Portland,Oregon 97205 - Tel:(503)226-1286 Fax:(503)22623130. Client Sheet no. Dana) 1. Application of OSSC and ASCE 7-10 Requirements: Section 13.1.3 Attachments for ceiling with component greater than 73 lbs in weight need to be designed for seismic forces Section 13.3-1 - Design for Total Lateral Force Q�+CaI� x Fp = 1+3-- W� Fp =4.0c Ip WTotal design lateral force RE' Eq. 13.3-1 Except that: Fp >03CaIp Wp and Fp S 4CaI pW (32-3) Table 13.6-1 -Horizontal Force Factors,ap and Rp Electrical,mechanical and plumbing equipment and associated conduit and ductwork and piping. - ap =2.5 and-R.p-6.0 Unit on flat roof above kitchen so It,= 15 ft hr= 15 ft Load Combinations-Members and the,connectiondesign shall use the load combinations and factors specified in Section 2.3.2. The reliability/redundancy factor may be taken as 1.0 and Fp is substituted for Qe. Design Lateral Force: Fp=0.4 * ap* SDs* Ip /Rp* (1 +2*h,lhY)*Wp Fp=228.801 lbs Eq. 13.3-1 Fp need not exceed Fp( = 1.6* SDS* Tp * Wp=732.162 lbs Eq. 13.3-2 Fpshall not be less — * * * =than Fp2—0.3 SDs Ip Wp 737.280 lbs Eq. 13.3-3 The design is controlled by Fp=228.801 lbs .;Rr�oot b no. James G. Pierson, Inc. Kitchen Hood Consulting Structural Engineers Location aic 11705 SW Pacific-Hwy 12/5/2017 610 S .Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130 Client heet no. Danco 2 Hood Properties Weight=631 lbs 12 ft x 24" tall / Xp _f / j _ 3L 4. �' , .. t ! 4", t_....-,z , z, .4 ' ,- . s-✓ L J i '' 04, }4 IU.(,, listed L53 s Ser ies E26 24r;aapy 2a*' -1:_ s' _ .; _- Iv ,r a- >r : ._�. .. .....�.�._............. .. ........�.,,�,...».-.,,,av .,v ..>.�,� _._r� ,. .--.�..M.�,..»,....,.:w.....,....,�,,..,...,;.,to l 19 I/4" ..-- 35 1/4k ,I• 35, -I 35 1/4'------1 PLAN VIEW — } o od #1 1 � ), 1 4 Z-E N431., : c tt ,:rr ri Aracytes pro,o,d,ec4 For Ilac-ts 3. 0. d ,ci der-. .r-LS..aCPME5.TEN TAN3P' 00,00'''' f, J AND SkkiCK 42E51S1 AN7 us kISEP -•"'—ATTR: 00 TOXIN TAI'E ,,,,.�.- t ,_' 1.4 L NIT I.Nf#Y,'.ATE stx.0 5 _ b IA• S, 4, lSIEP3..ITr G.[ArtaMce / / *OUST IDLE NATENIAL S ANCE WIEN RJIP.ENCNI E i aCE Cr IN , i 1 4.4.«a MA, c,P ,,', L ✓r i I ,.,4, a'1 r- f, . 1 1- / Y 20 , evTlwl-""' t M ,,' -- ABLE LEGE'''' --..^._ �T'' jj 1 SF riO _fl! —.MQQ `t..,_ 42,,va,a"_ F P p HOOD - t}f Project obno. James G. Pierson, Inc. Kitchen Road Consulting Structural Engineers 'Location ale 11705 SW Pacific Hwy 12/5/2017 610SW Alder,Suite 918 Portland,Oregon 97205 Tel:-(503)226-12SCTa .(503)226-31300 ,CIicnt hoot no. Danco 3 r tet. etl way 404 41444104 4' 444 , rr.it eta , �r WI* \\,,. . 4*Iw ,, _ " ASSEMBLY #Sfl t1 { lSt Pt $ Uv tx for - 13 T� 111111/3315 + C X +i tri i t b �� of m4* " �#+� �'11�t5 � �t�W3 5 *Mal AP941 13104 A#C11/0 Ski ? oo `) std Tv FAS #,At' - s3 tv CA AVIS SA It, ' - t Kt�sA 2€ 84 pptiolp*ALA P4 t C *i4 KAMA 5 5110X KY 180 taros$IGDKe T most*to*sow arn.m soclotos. PAAPATAIA We to t krE ma t-4.41A t" ...s 4,0400,10 6,,Itekut UPOSU iL** tofu* wn SEX ME. SOPTAX 1400+ 1ta4" `txtooxyttorms. gpicou*mot AAL WS KM TO$t t3' F 301144k Aik WS*MS SO 57 t { James G. Pierson, Inc. Kitchen Hood ,Job no Consulting Structural Engineers Location Date 11705 SW Pacific Hwy 12/5(2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 . Tel(503)226-1286 Fax:(503)226-3130 Client Sheet ax. Dahco 4 • / r.,..„...\\12,0,-;,--:,..,...._ ) r G/0_,0 : J ; i df em`ifi T—.,: _ ._..�,,,,PwY "ice .. Nif .4 z . ..xi, .w.w } f 1 pp,„ 11! tic,, r ; 1 li-----1, pf II .,,,,•",,,S 14, ,, (W 4i Le",./ ro.i .e. hi 3' "' t. , '.)rower :.. Job no. James G. Pierson, Inc. K.;-fie,, ,, Consulting Structural Engineers LntDate 610 S WAC'. Alder,Suite 918 Portland,Oregon 1 r 'If -I-nm,-,,,q,b12, 97205 Tel: (503) 226-1286 Fax: (503) 226- 3130 Client Sh c nu. eY Jrci LChr'rk a *X R001DL ------- 12 ps, Roof SL = 25 psf Kitchen hood Load = 631/8 = 79 lbs ( 8 hanger rods in total,EA caries 79 lbs) Exhaust fan load = 162 lbst2 = 801bs ( shared between roof trusses (a) 24" o/c) MAU -1310 load - 218 lbs.'2 - 1091bs shared be4ween roof trusses @ 24" Tie fallowing model displays the duo! truss iha 2.1a3 top,botorn chords and 2x4 web and arrangement of distributed and point loads for LC 7 LC ' - !BC I 6-11( Dt 0575SL 1k 1 -06210 -Ook 0 9 - 7 I 1 ! I x MVP t M,/ ° A\ 'JO 14 0'0 6 ..;4 7 t18 /4 r• 4° f/b:4 i\4 --C23 k2, o o o o o o o o o o o o o „ito 2 3 ,4 5 6 1 8 9 lU The attached anaiysis resuits report of RISA 3D supports that existing roof truss of 46" deep and 60' sr,ad can withstand the additional load from kitchen hood that ‘will be hung from root . Loads LC 7,IBC 16-11(b) Danco SK-5 James G Pierson,Inc Roof Truss Dec 14, 2017 at 2:22 PM Rcef_tmss.ead Company :. Danco Dec..14,.2017 IiiRISA Designer : James G Pierson,lnc 3:10 PM Job Number Checked By. Model Name., : Roof Truss Wood Material Properties Label Type Database Species Grade Cm Emod Nu Therm(t.,.Dens[k/ft"3]. 1 DF Solid Sawn`Visually Gr.. Douglas Fir-Larch Select Structural 1 .3 .3 .035 Wood Section Sets • Label •Shape Type Design-List Material -Design.Rul... A[in21 -Ivy[in4] lzz[in4] J fin4] 1 Top and bo.. 2X6 Beam Rectangular DF Typical , 8.25 1.547 20.797 5.125 2 Web 2)(4 Beam RectangularDF typical: 5.25 .984 5.359 2.877 Dint C (n, tes anal Tei erat 'es . Label X[ft] Y[ft] Z fft] Temp IF] Detach From Diap... 1 N,1 0 0 0 0 N 6. 0 0. . , 3 N3 • 12 0 0 0 4 N4 18 0. . 0, 5 N5 24 0 0 0 Yes b N6 ' 30 g s 0 7 ;N7 3 0 0 0 8 N8 42 0 0 0 9 N9 48 0 °00 10 Ni' 54;; CC 0 t a 1.1 ; N11 60 0 0 0 f2 N12 , 3.84 13 N13 3 3.84 0 0 ii14 N 14 9` x.84 . U 15 N15 15 3...84 0• 0 16 N16= 21 3.84 0, • 17 N17 27 3.84 0 0 1.8 P418 33` 3.34 0 19 N19 39 4. 3.84 0 0 20 N20 4 3.84 0 0 21 N21 51 3.84 0 0. 22 , _ t22' 57`. 3.84" 0 0. 23 N23 60 3.84 0 0 ,Joint Boundary Conditions .Joint Label kik/in] Y.fk/in] Z[k/in] XRot.[k-ft/rad] YRot.fk-ft/radl ZRot..fk-ft/rad] 1 N1 Reaction Reaction Fixed Fixed • Fixed 2 N 1 Reactiot Reaction l=fixed : Fixed Fixedt 3 N12 ,. ., S.001 4 him: �' S„t11 .Wood Design Parameters. Label Shape Length[... le2fft] lel'fft] le-bend to....le-bend Oct:..... Kyy Kzz CV Cr y sway z sway_ 1 M1 • 2X6 60 1 1 Lbyy M2 2 r 30 . 1 9.%. Lbyy 3 M3 2X4 3.84 Lbyy - 'RTSA-313 Version'15.0.0 [Z\Roses\-Dan \`Dont€"Day=Tigard\Ro l trutss.r3d] Page 1 Company Dan ea Dec 14„2017• Designer : .fames G Pierson,me 3:10 PM • iiRISA. Job NumberChecked By, Model Name : Roof Truss. Wood Design Parameters (Continued) Label Shape• Lengthy... le2rft' lel fit] le-bend to... le-bend bo... Kyy Kzz CV Cr y sway z sway 4 MSF " ' 2X4 4.873 Lbyy 5 M11 " • 2X4 4.873 Lbyy . M12 2X4 4.873 LbW 7 M13 2X4 4.873.•::,: Lbyy f3 M"4 .2X4 4.873 " ' LbW 9 : M1.5 2X4 4.873 , Lbyy ,. : 10', M1 2X4 4.873 1 byy 11 M17 2X4 4.873 Lbyy 12 g• M i 2X4 4.873: Lb`W 13 • M19 2X4 4.873 LbW ` ' 14 M20 2X4 4.873 LbW •15 M21 ' 2X4 4.873 LbW.. ., 16 M22 „ 2X4 4.873 ` Lbyy - 17 M23 ` 2X4 4.873 Lbyy . 18 M24 2X4 3.84 Lbyy 19 _ M19A 2X4 4.873 Lbyy ..t520:.',.,.'i- M2OA 2X4 4.873. t-byy -21......... : 2'1A- 2X4 4.573 - LbW 22 M22A 2X4 4.873 Lbyy • 23 M23A 2X4 4.873 Lbyy 1 24 "_ ti1124A.':1 2X4, 4. 3 ] " t bW f< 1 Member Point Loads (BLC 3: Hood Load) Member Label Direction Magnitudetk,k-ftj. • Location 1 M? y. -.079` 40 2 M1 • ` y -.079 35.5 Member Point Loads (BLC 4: Exh Fan) Member Label Direction Magnitudeyk,k-ft1 Location yft,%1 1 M1 • y -.08 28 Member Point Loads (BLC.5.: MA:U-load) Member Label • Direction Macin ituderk,k-ftl Locationfft,%1 1 M1 y -.1 42 Member Distributed Loads TIBLC 1 :Roof DL) • Member Label Direction Start Maonitude[k/ft,F End Magnituderk/ft,F] Start Locationift,%] End Location1ft,%1 • 1 M1 Y -.024 -.024 0 1. 0 _ Member Distributed Loads (BLC 2:Roof SL) Mert bet Label Direction Start Magnitudefklft;F1,End Magnitude[kefl.,Fi Start Locationyft,%.. • End Locationrtt,°!1 1 M1 Y -.05 -.05 0 0 •••.f�iSA 3L)Version 15A0 •IZ:\Roses\-DanCo\'Donut Day-Tigard\Roof truss.r3dJ 13age 2 Company : Dan.co Dec 14,2017 Designer : .lames G Pierson,lnc 3:10 PM IhRISAJob Number Checked 6y. Model Name Roof Truss Load Combination Design Description ASIF CD ABIF Service Hot Roiled Cold For,.. Wood Concrete Masonry Footings Aluminum Connection 1 IBC 16-8 .9 Yes Yes Yes Yes Yes Yes Yes Yes Yes , 2 IBC 16-9 Yes Yes Yes Yes Yes: Yes Yes Yes Yes - 3 IBC 16.10(a) 1.25. Yes Yes Yes , Yes. Yes Yes Yes Yes Yes 4 teC 16-10(b) 1,16: Yes - Yes: . Yes Yes Yes : Yes Yes Yes Yes 5 IBC 16-10(c) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-11 (a) 1.25 Yes Yes Yes Yes Yes Yes , Yes ' Yes Yes'. 7 IBC 16-11 (b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 Ise 16-11(C)- 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-12(a) 1.6 ) Yes Yes ' Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-12(b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes. 11 IBC 16-13(a) 16 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 "IPC 16-13{b) 1.6 Yes Yes Yes Yes Yes Yes Yes ,Yes` Yes 13 IBC 16-13(c) 1.6 Yes Yes Yes Yes Yes Yes Yes ` Yes Yes 14 IBC 16-14(a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes * ..Yes 15 IBC 16-14 (b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 16=14(c) 1.6 =. Yes Yes Yes Yes Yes Yes Yes ; yes Yes 17 IBC 16-1,5 . 1=.6 Yes . Yes Yes Yes Yes ; Yes c ,Yes Yes ; Yes 18 IBC 16-16 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes Joint Reactions LC Joint Label X Ik] Y Ik] Z[k] MX[k-ft] MY[k-ft] MZ[k-ft] 1 7 N1 5.472 1.976 NC NC NC 0 2. 7 1 N1:1. `-5,472 2.052. NC NC - 0 3 7 N12 0 0 0 0 3 D 47 ' N23 0 0 0 0 0 0 5 7 . Totals: 0 4,028 0 6 7 - COG(ft): X: 30.562 Y: 3,84 k Z:0 Joint Deflections LC Joint Label. X tn.] Y f n] Z[in} X Rotation tr.ad]Y Rotation[rad.; Z Rotation[rad] 1 7 N1 0 0 0 0 0 0 2 7 N2 -.018 -.235 0 0 0 -3.27e-03 3 7 N3 -.025 -.464 0 0 0 2.97e-03„ 4 7 :,, N4 . ' :-.023 -.653 0 0` 0 -2.232e-03, 5 7 N5 -.014 -.779 0 0 0 1.235e-03 6 7 N6 . -.002 -.827 , 0 0 0 -7.309e-05 ; 7 7 N7 .01 -.789 0 0 0 1.123e-03 8 7 N8 .02 -.668' 0 , 0 0 2.211e-03 9 7 N9 .024 -.477 0 0 0 3.029e-03 _ 10 7 N10 .018 -.243 0 0 0 3.364e-03 91 7 N11 0 0 0 0 0 0 12 N1 .12 0 0 0 0 0. 13 7 N13 .12 -.112 0 0 0 -3.466e-03 14 7 N14 .107 -.349 0 0 0 -3.141e-03 15 7 N15 .085 -.561 0 0 0 -2.659e-03 16 7 ,, N16 .054 : '-.721, 0 0 - 0 -1.722e-03 17 7 N17 .019 -.81 0 0 0 , -8.196e-04 .18. 7 N18 . I -.019 . -.815 0 0 F 0 . 4.824e-04. RISA-3D Version 15.0.0 [Z:!Rases\- DanCo\Donut Day-Tigard\Roof truss r3cf] Page 3 .• Company : Danco Dec 14,2017 IDesigner : James GPiersori,nc •3:10•PM Job Number Checked By. Model Niaa a : .Roof Truss Joint Deflections(Continued) LC Joint Label X[in] Y[in] Z[in] X Rotation [rad] Y Rotation [rad] Z Rotation[rad] - . 19 7 '.. N19 -.055 -.735 0. 0 0 1 1.389e-03 0 'N20 -.08 =.57.6 0 0 0 3=014e-03 21 7 N21 -.111 -.359 0 0 • 0 3.138e-03 2: f 22 -.12 .1;116 # 4 :. ' t r 31; i . 23 7 N23 -.124 0 0 0 0 0 • Member Section Forces LC -MemberLabel Sec Axial[k] yShear[k] zShear[k] Torque[k-ft].yyMomen..z-zMomen... 1 7 M1 1 • 0 • .037 0 0 0 0 • 2 _ . 2 , ;6.624 .187 0 0. 0 =15 . 3 ' 3 8..1.35 -.015 . 0' 0 0 -.158 :4 4 1::6.947 -.241'. 1= .- ,, 0_ ;.0 .19 3:. .; 5 5 0 -.036 0 0 0 0 6 "7 N12 1 .. 3.9 -: ..0. .tf:_ , 0 :0 ,. 7 2 -.476 .002 0 0 0 -.034 8: 3 -2.715' 4 0- 0 ;-.tom 9 4 -.782 -.003 ` 0 0 % 0 -.037 10 ' 5 3.808 = 0 0 0 1 0 0' 11 7 M3 1 .037 0 0 0 ' 0 0 `12 , ]'2 . .037 ; :fi f3 . t? . E#. #1:' 13 3 .037 0 0 • 0 0 0 .14 4. .037 , 0 0 a0 0: 15 5 .037 0 0 0 0 0 • .=16 7 tt4 -2.46` 0 -0 € 0 0; ..717 ,: • 2 . 2.46 -. 0 b 0 0 0 183 2.46 0 0 0 ? 0 0 19 4 2.46 0 0 0 • 0 0 20 5 2.40. _ 0 . 0 3 .. } t? 21 7 M11 - 1 -.637 0 0 • 0 0 0 22 2 -.637 F . 0 0. . 0 0'. 23 3 -.637 0 0 0 0 0 2k- •4.° . -.637 g_0 .. 0 - 0 - 0 0 25 5 -.6370 0 0 0 0 • 26.'" 1112 1� .638 t a 0 t 0 0 _ 27 2 • .638 0 0 0 0 0 "2f3 v ,0. 0'. 0.° 0, 29 4 .638. ,., 0 0 0 0 0 30 . 5 .638 .. 0 0 0+ 0 0' 31 7 M13 1 -.083 0 0 0 0 0 32 2 -.083. 0 , ' 0 {?, 0 , 0:. . 33 3 • -.083 0 0 0 0 0 35 34 4 -: 3 a x 0 Q_. 0 tt 5 -.083 0 • 0 0 0 0 7 _. , X14 1` .084 ; 0 ''. . . 0 0 37 ' 2 .084 0 0 0 0 0 38 ` 3 .084 0 0 0 0 0 • 39 4 .084 0 • 0 0 0 0 • 40 _; 5 _ ,084 ; _. 4 0 . ' .. .0 L. 0 .. 1 41 7 M15 1 .446 0 0 0 0 0 • '42 a_ 2. r, .44',a, .f. 0 `: <: RISA-3.D Version 15.0.0- [Z:.\Roses\- DanCo\Donut Day-Tigard\Roof truss.r3d]., Page 4 Company : Danco Dec 14, 2017 Designer : James G Pierson,1nc 3:10 PM RISJob Number Checked By. Model Name Roof Trus s Member Section Forces(Continued) LC Member Label Sec A,aal[k] y Shearfk] z Shearfk] Torquefk-ft] -y Momen..z-z Mooren... 43 3 .446 ` 0 0 0 0 0 44 4. .446 '. 0, 0 0 0 0 45 5 .446 0 0 0 0 0 46 7 MI6 1 -.444 f CT 4 a 47 2 -.444 0 0 0 0 0 48 3 -.444 0 0 0 0 0 49 4 -.444 0 0 0 0 0 -50 5 -.444 0 0 0 0 0 51 7 M17 1 1.125 0 0 0 0 0 62 r 3 2 '1.125 `' €3 0 , 0 0 0 53 3 1.125 0 0 0 0 0 54 a 4 1.1. -0` 0 0 0 -0 55 5 1.125 0 0 0 0 0 56 7 M18 1 -1,124 0 0 0 0. 0 57 2 -1.124 0 0 0 0 0 58 3 -1.124 0 0 0 0 0 59 4 -1.124 0 0 0 0 0 60 5. s '-l.4 0 & fk' 61 7 M19 1 1.672 0 0 0 0 0 62 2 1,672, 0 0 0 0 0 63 3 1.672 0 0 0 0 0 64 4 1.6720 0 .. 0 0- . 0 65 5 1.672 0 0 0 0 0 66 7 M20 1 -1.669 0 0 0 0 0 67 2 -1.669 0 0 0 0 0 68 3 -1.669 i 0 0 0 0 0 69 4 -1.669 0 0 0 0 0 70 5 -1.669 . 0 0 0 . 0 0 71 7 M21 1 2.128 4 0 0 0 0 0 72 2 2.128 0 0 0 0 0 73 3 2.128 0 0 0 0 0 74 , 4 2.128 0 0 0 0 0 75 5 2.128 0 0 0 0 0 76 7 M22 1 2.1.33." 0 0 0 0 0 77 : 2 2.133 0 0 0 0 0 78 3 -2.133 0 0 0 0 0 79 4 2.133 " 0 0 0 0 0 80 5 " 2.1.33. 0 t 0 0 0 81 7 M23 1 2.558 0 0 0 0 0 82 2 2.658 0 0 0 0 0 83 3 2.558 0 0 0 0 0 84 4 2.558 ' 0 0 00 0 8`5 :6 , 2.558 0 0 0 0 0 86 7 M24 1 .036 0 " 0 0 0 0 87 2 .036 0 0 0 0 0 88 , 3 .036 0 0 0 0' 0 89 4 .036 0 0 0 0 0 90 5 .036 0 0 0 0 0 91 7 M19A 1 -2.042 0 0 0 0 0 92 2 -.042 0 0 . 0 0' 0 93 3 -2.042 0 0 00 0 94 -2.042<' .. 0'; 0 0..n 0 0 RISA-3D Version 15.0.0 [2:\Roses\- Dancer\Donut Day-Tigard\fieof tr sa r3et] Page'5, • Company : Danco _ Dec 14, 2017 •Designer : James G Pierson.Inc 3:10 PM Job Number • Checked By. IIRISA :-Maciel.Name : Roof Truss • Member Section Forces(Continued) LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft]y-y Momen..z-z Momen... 95 5I. -2.042 0 0I. 0 0 0 6 ` 7 :M20A '. ;1 _.2.0.36 `: 0 ; 0 97 2 __ 2.036 0 0 • 0 0 • 0 98`r ' 2'.0 } 0 .. 0 '; 0 ` . 99 4 2.036 0 0 0 0 0 100 5 2.036 .0 0 0 0 0 101 7 M21A , 1 -1.56 0 0 0 0 0 102 2" -1.56 0' : t 0`: 0 ` 103 3 -1.560 0 0 0 0 • #04 �" -1.5 '. t1' ?. t r,0. 0 105 5 -1.56 0 0 0 0 0 106 ' " ' ? ,, M2 A °.1 `1.. '4 :', : } 0, 0 .' 107 ' 2 ' 1.564 0 0 0 0 0 08 3 1.564 0 0 .0' 0 0 109 F 4 1.564 ' 0 0 0 • 0 0 110 :5 " " .':1.5 4 1,1 0 0 0 .0 : "..: 111L7 M23A 1 -1.097 0 0 0dt 0'S 0 113 3 -1.097 0 0 • 0 0 0 114 , 4 1.097 ' 0 -0 =. . 0 .0 115 • • 5 . -1.097 0 0 0 • 0 0 • 11 :.7 [M24A' . t. :1.097 0 0 0 0 0 117 2 1.097 0 0 0 0 0 118 3 1.097: .0 0;.; " 0 0 0 119 • 4 1.0970 0 0 0 0 .1;20. 5 ; 1..097. 0 0 0 i ,0 ' 0 Member Section Stresses LC Member Label Sec Axaa1•1ksi] y Shear[ksi] z Shear[ksi] y top'Bendin...y bet Bendin...z top Bendin...z bot Bendin 1 7 M1 1 0 .007 0 • 0 0 0 0 2 2 " .803: . ..0334 0 . -.239 23.0.... 0 ' , 3 3 .986 -.003 0 .251 -.251 0 0 4 4 .0 ,:. -.3'14 .314k. F >A,' # 0 , 5 5 • 0 -.007 0 0 0 0 • 0 67 -, k.7' M2 1 .4.8 0" 0 0 0 0 0 :• 2 •: -.05'8' 0 0 .054 • -.054 0 0 3 -.329 ;" 0 0 .088' -.088" 0 0 -' 9 . 4 -.095 0 0 .059 -.059 0 0 5 .47 0 4 0 0 4 0 - 11 7 M3 1 .007 0 0 0 • 0 0 0 1 .007 .0 0 ` 0 '. 0 0 0 7•' 13 ` 3 ' .007 0 0 0 0 0 0 14 4 007: 0 0 0 0 Q. 0 " 15 •5 .007 00 .0 0 0 0 17 6 7 M4 1 469. 0 0 © 0 0 2 .469 0 0 0 0 0 0 18 3" .469 0 0 0 0: 8'"" 0 19 4 .469 0 0 0 0 0 0 2t1".. 5 469, 0 t1. Q 0 "0` f3' 21 7 Mu 1 ` 1 > -.121 0. 0 ,- 0 G. '','... .a 0` RISA-3D Vers€orr.15.0'.0 [2:\Reses- DanCe\Duttut.Day-Ti�g:areltRoef trusar3da Pa 6, .Company : Danco Dec 14, 2017 Designer : James G K'ierson,inc-I . SA 3:10 PM �I I Job Number Checked By. .Madel-tame : Roo#muss Member Section Stresses (Continued) nLC Member Label Sec Aballksil v Shear[ksi] z Shear[ksil v top Bendin...y bot B�endin...z top B/�endin...z bot B[yendin... .,K .,. t :-f �i:L. 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