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Specifications aoi�- 001 RECEIVED MAY 232018 TIGARD STRUCTURAL CALCULATIONS DM BUILDINGDIUIs9nNI FOR STEFFI RESIDENCE—KITCHEN REMODEL 9720 SW 74TH AVENUE TIGARD, OREGON May 14,2018 PROffj,�. 32799 a "• nj vd 14,Za�Q� �S D. G� EXPIRES: 06-30-20/7 f DESIGN PARAMETERS: 2017 Oregon Residential Specialty Code ROOF LOAD 12 psf DL 25 psf LL(Snow) FLOOR LOAD 12 psf DL 40 psf LL CONTENTS: FRAMING FR-1 to FR-6 10508 NE Pacific Street, Portland,, OR 97220 Office: 503-894-8289 Jim.gym.engineering@gmaif.corn GIP. STRUCTURAL Job Name: .Steffi Residence Remodel Job#: 18016 Sheet#: jfZ—/ .;, i fl 1 , oa ,A ki ' Client: G111 Date: 05/18 By: JG d E rSTI ,._ 1 _ X. tiX.Ci_ /!t'ye 4 ` L ). 61-e-t,. 156-T�v6- F rF 3y. i E �EF4..-,,,,,,...FA-__ r, I1 11 r_.. f f • • ..f1 C� g_.,..., -._. ._..-._. ._. _., _ .. .I_._ .... ... _... i • � N Rt>t1 P .-f_ . l; _.. , ;f Liv:./ ".04.4.' P4 ,;/d 'n.' }ice 1' I' 07 l• l. ...... _._._.. _.. .,......., __,._ ...w..._.. Y X, 1��,,ii�� .....,..a _ _-._ 1 is �„IE 2 3 2 2 I,. Ju r 'E '� J i 1 `1 17Ar41-1 PrLf}/YjihlCf )'',-,4,•4 • {I II �rfad _ Y Itz I� 1! Fltax i• _ • 'f L�-S , ,til 1 ;4,- 4, • fid Ii s �4• ., t• _ _i L_ i II •Y • p �i f . IC9:8 ,�k ' CS E-Ei 1��-g /1. ' • 1��+277 r4 G t.t nr�lFe...-40I0;42 /'moi ffi L�.� 10508 NE Pacfic Street, Portland, OR 97220 Office: 503-894-8289 jim.gpe.engineering@gtnailcom d1 F,0 R T E `" MEMBER REPORT Level,RB-1 PASSED iVJ I� i G 1 piece(s) 3 1/2" x 13 1/2" 24F-V4 DF Glulam Overall Length:15'r a t _ e„t +u` y.,wao ti t sr t.r r+t'k ' 4:`.% rOt . 04**; t *., s..� „fir, MiaiklaftkrleCi 4 emakacK $1'00g0"wy'3 � ds �h u t r ,. 15' 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. IAC ttiOAf. ,A = ,7 igittME*0*****1 ,t,> f System:Roof Member Reaction(lbs) 3837 @ 2" S206(3.50") Passed(74%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(lbs) 3140 @ 1'5" 9600 Passed(33%) 1.1S 1.0 D+1.0 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 14317 @ 7'9 1/2" 24452 Passed(S9%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2012 Live Load Defl.(in) 0.306 @ 7'9 1/2" 0.508 Passed(L/S98) -- 1.0 D+1.0 S(All Spans) Design Methodology:A5D Total Load Defl.(In) 0.464 @ 7'9 1/2" 0.762 Passed(L/394) -- 1.0 D+1.0 S(All Spans) Member Pitch:0/12 •Deflection criteria:LL(1/360)and TL(11240). •Top Edge Bracing(Lu):Top compression edge must be braced at 15'7"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'7"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=15'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as Indicated by the manufacturer. •Applicable calculations are based on ND5. BeOT'In9 •" "+ est ""., 4 r r 4 ,' '�''&^-�y is '�= r�ik. s a APPPOrPgrinfatereAW.Q1001 Available Regnfrefk, . ,",moi .r *- 1-Stud wall-5PF 3.50" 3.50" 2.58" 1305 2532 3837 Blocking 2-Stud wall-SPF 3.50" 3.50" 2.58" 1305 2532 3837 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 0-Self Weight(PLF) 0 to 15'7" N/A 11.5 1-Uniform(PSF) 0 to 15'7"(Front) 13' 12.0 25.0 Snow FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. YYY Weyerhaeuser expressly disclaims any other warranties related bo the software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Luster Products have been evaluated by ICC E5 under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software;Operator Job Notes 5/13/2018 10:15:25 PM Jim Gipe ----� - Forte v5.3,Design Engine:V7.0.0.5 Gipe Structural Engineering (503)894-8289 jim.gipe.engineering©gmail corn Page 1 of 1 Post P1 I. Span length, lu, ft. 8.00'Bending effective length worksheet j—_ Effective col. length factor 1.00 I _ Member width, d, in. 3.501 Unbraced len1gth, ft., lu= _ 8 _ __ Member thickness, b, in. 3.50 _ Lateral load, psf 0.00 _lu/d= 27.43 Vertical load, Ib — 3800, �- 1 — I i Tributary lateral width, in. 12 Uniformly distributed load, 1e=1.63*Iu+3d if lu/d>7 fb= si.---- �- 90--L____..--- le= 166.98�in. ------ � -_._ .__. . - - 1 • --�---- fc, psi 130(14L_ __-- i E x10E6 psi. 1_60 LUniformly distributed load, Ie=2.06*lu, if lu/d<7 CD j 1.15 CF, bending L11.30' le= 197.76 in. CF, compression 1.00 Cr ! 1.00 pick le= 197.76; CM 1.00 Ct 1.00 RBS 7.521 KbE 0.4381 KcE 0.300 G c 0.81 Plate Fc perpendicular, psi. 625r COMPRESSION BENDING Fc*, psi. 14951 Fb*, psi. ' 1346 FcE, psi. 6381 FbE, psi_ 124031 FcE/Fc* - -1 0.427 Fbe/Fb* 9.2181 — Cp 0.380] CL 0.994 Fc', psi 5681F'b, psi. — 1337 fc, psi. + 310t S, in^3 1 7.146 fb, psi.------1------ 0 DEFLECTION SHEAR 1 Deflection Limit L/? i 240.00, 1Fv, psi 1 180.001 Moment of Inertia I i 12.51 Ifv, psi 1 010K Component/Cladding — Y If Y, calc below uses .7 wind per IBC 1604.3 Deflection, in. ! 0.0000 OK ------ ------ -------- COMBINED STRESSES _ fc/Fc' 0.546 i OK For iterative solution to find max.vert. load, _ fb/Fb'*(1-fc/FcE) 0.000 OKinput trial values here- Combined -- -- ---- - -- --- Stress Eqn 3.9-3 0`298T 1 OK — Pmax, lb 950 — - Maximum load for plate � crushing, Ib 1 7656OK . t - � — Page 1 wiz- ' --. Post P2 ! _ Span lenp th, lu, ft. 8.00'Bending_effective length worksheet _ - ---�--- Effective col. length factor 1.00 Member width, d, in. 3.50 Unbraced length, ft., lu= 8 Member thickness, b, in. 5.501 I Lateral load, psf 0.00 lu/d=1127.43 Vertical load, lb 5500' ; Tributary lateral width, in. 121 Uniformly distributed load, le=1.631u+3d if lu/d>7 fb, psi. ---- _ ! 900 '- p ' le= 166.98 in.. fc, psi 13001 +� E, x10E6 psi. 1.601Uniformly distributed load, Ie=2.06*lu, if lu/d<7 CD 1 1.15j CF, bending ? 1.30C le=, _197.76 in. -- CF, compression i 1.001 I— Cr ! 1.001 pick le 197.76 --_ CM - _ L 1.00 Ct I 1.00 RB= 4.78 KbE 0.438 KcE 0.3001 -- i - r - - --- - - - I -- - --- . Plate Fc perpendicular, psi. ! 625 COMPRESSION 1 BENDING Fc*, psi_ 1495 Fb*, psi.; 1346 FcE, psi. 638 __--_FbE, psi. 30628 FcE/Fc* 0.427, Fbe/Fb* 22.763 Cp 0.380; ICL 0.998 - Fc', psi 5681 8 -- S,inp3 I 11.2291 Fc', si 568 IFt, psi. 1342 fc, psi. ! --------___. - fb, psi. 0 - - - DEFLECTION SHEAR Deflection Limit L/? 240.00 _�Fv,_psi 180.00 Moment of Inertia I I 19.65, ;fv, psi 0 OK Component/Cladding Y If Y, calc below_uses___ .7 wind per IBC 1604.3 - Deflection, in. ! 0.0000:0K COMBINED STRESSES j T_ ----------- --- fc/Fc' 0.503 OK For iterative solution to find max. vert. load,_ fb/Fb'"11-fc/FcE) oad,- fb/Fb'*(1-fc/FcE) 0.000 OK input trial values here- Combined Stress Eqn 3.9-3 ._ _0.253 OK i Pmax, lb I 950 Maximum load for plate _ I crushing, lb - 120311OK - I Page 1 . . . ,A01,,,'' •: • -IPE S UC ,..•TR- TURA', Job Name: Steffi Residence Remodel Job if: 18016 Sheet it: .. •,..---•',-•,. '--.N.;-:;,•;;;;Y;:;'..;,,; ;;:q4,,..•;;.,..„ ;;v•;•.-,..__._._,;-,.-„:,.:„...-:.:, .......-_ ti,,,,,',,, ?fY4';',10•.€1,.6-',4-;,4-''•-',-...'';06,,,,,-.:-.•i:; Iig:W.,%,,,4,..k Client: GHI Date: 05/18 By: JG ::'4,..:.e.P.'i'f:::: :",:q•IF?f77,-.5fk.,",q ,,,Y.-t4',-,-:•::::::z:.,-'71',F,1., ,.„.... b.."4 /;$7; i/A..)/; k i S? Ci ATI • •. , ri ':. 4.- • , ;... : 1 4,;; ,er -t , . 4, .,...... . , . . • . . . . r--1 - '--- I -•-: :-z-0,- • ..1 : ; '• • , : : ; - i ; - : : ; , . i•-• i --i--. t , •-.--f -•- Ti-,0-'-'" te.--i--.gle=H-71 -74' .E-4(, 5 - , -4 , ,,-.- i- i --',-. .J. i.-- 1- -i•-• ; ---- 4 ,,, - - •,: --,--• +• --i- • ; i ! ' fiE- >---, -14-6) 1 , , • ' . , . , i • , , . . 1. )/e kA=:'''' 0,1** ...:14 t•P/ ....; 1 t I I /..?.9_1'7 7 ' 4 47",„0..,5 ;• ' i ; , ' : . • : , . ,. ! : • : : . : ' • 1 i : , : ; • : ; . , , , . , : 71- a): /do.,,,dea-7x:7• /:' u*Ir,-.42-' trt<tHrt,,r ›.)tlii4orizjiriAgl i r-rg.,-' (PA 2'1 F2i--, , e,c;Ir',44 ,. ,s. 1 ' . . 1 i L. cr4P 69;3 ,,c../e, 4.,,,4w4cf ,iA4 442mo" . rd Fea.r?4,4 if".0-.5 7"'e$ V 0( . i , , . . , i... ,., , , I • I ' 7C1'.IIC'04. 421',r 41rA/5 ;;IS) I OL1 .3.-...I 4.)."1V044r. t.. c: le' .3•••! .-*xe-,a,)0,7-)e-e‘i, , , . , ' • 1 , ; . , -H- , . , . ?: I I ,,,, ,,i ; ,....- I. I ,,i. ... I I iIIII '-• I' , I':-:: ; t ! ! = , i , : • • . I i I , , . . I I ,- :. ; I • , . , : - . . • , , . I : I . I . ; I I :'. . -,... I +- : ; .• 1 I I I I i . • ' i •! , • , : , , - , , ! . , I . . ' . , • . . , 1 . .4,... . ':. ......_ ..'„ 4 -I.---I--- I -4 i ! I -----1- • -I, I. : I I I I I I. • , • I ; I 2,... 1.. .,, i i I I I I I , I i • ..• , . i I i 1 • , . , • ' — 10508 NE Pac_ific Street,Portland,OR 97220 Office: 503-894-8289 jim.giye.engineering@gmailcom _____, Gravity Beam Design �)2l RAM RAM SBeam v5.01 05/13/18 22:58:32 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION(ft): I-End (0.00,0.00) J-End (20.50,0.00) Beam Size (User Selected) = W 10X30 Fy = 36.0 ksi Total Beam Length(ft) = 20.50 Mp (kip-ft) = 109.80 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 17.800 1.30 2.50 No No 2.660 1.70 3.60 No No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.030 0.000 20.500 0.030 0.000 2 0.000 0.150 0.500 20.500 0.150 0.500 SHEAR: Max Va (DL+LL) = 12.08 kips Vn/1.50 =45.36 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn/S2 kip-ft ft ft kip-ft Center Max + DL+LL 47.9 10.0 0.0 1.00 1.67 65.75 Controlling DL+LL 47.9 10.0 0.0 1.00 1.67 65.75 REACTIONS (kips): Left Right DL reaction 3.50 3.20 Max +LL reaction 8.59 7.76 Max +total reaction 12.08 10.96 DEFLECTIONS: Dead load(in) at 10.15 ft = -0.217 L/D = 1131 Live load (in) at 10.15 ft = -0.550 L/D = 447 Net Total load(in) at 10.15 ft = -0.767 L/D = 321