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Specifications msrz zo r 00305 l 4155W !22nd Ave ` GIPE STRUCTURAL ENGINEERING NOjex L 3 " pFAp`qy O C T 1 9.2-815'2020 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS FOR SMITH RESIDENCE—HOUSE ADDITION 12415 SW 122ND AVENUE TIGARD, OREGON October 13,2020 g13CT ri ZO PROF,' le 144 IV* 52799 i. ag 14 ES D. O�Q EXPIRES: 06-30-2021 DESIGN PARAMETERS: 2017 Oregon Residential Specialty Code ROOF LOAD 12 psf DL 20 psf LL(Snow) FLOOR LOAD 12 psf DL 40 psf LL WIND BASIC WIND SPEED 120 mph(Ult) EXPOSURE B SEISMIC SITE CATAGORY DI CONTENTS: ROOF FRAMING RF-1 to RF-7 FLOOR FRAMING FF-1 to FF-4 POSTS P-1 to P-3 FOUNDATION FDN-1 to FDN-2 LATERAL L-1 to L-2 10508 NE Pacific Street, Port(am(, OR 97220 Office: 503-894-8289 jim.yiye.engineeriny@9mai1com GLE,� cTU ,,>° Job Name: Smith Residence Addition Job#: 20051 Sheet#: g-E-/ i x .r , ' .: �i Client: Straightline Date: 09/20 By: JG + -L4J44 E _ E E Ii !- .. __1- �_ 1 --.--{------F_ 1 .. .�.._. t - -1---i----.s----` ff?' -; 1 # 1 .__i _. _j _1- _L_ ,_j_._-I__, LJ_i_ i .�_i._ 1 iT 1 t i- I IE ; 3 (• 1 F -_ - _--+_-._-.__±_____--;_ _ _r _ I _•k I _. - E 1 , , j KhFTERS a W' l i F._ I I i___4_1 I 1 I i r-r , 1 --a 1 i 1 ! 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L__ti..Ws_...Vi.___1___,._.___ ___L._ I _ i __ _.�___ __. i _.1 1_ i__,_ ___ . _ ._;____, 10508 NE Pacific Street,Portland, OR 97220 Office: 503-894-8289 jim.giye.en9ineerin9@ymai1com • F'ORTE121113 MEMBER REPORT PASSED Roof,RJ-1 1 piece(s)2 x 8 Douglas Fir-Larch No.2 0 16"OC Sloped Length 20'2 5/8" { 3 14'6' 1� ❑� 1J All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Member Length:2( 6 f/4" ,.r`111' s"...�`'.ti s �8'"2 y�O #: .�ii. itis" S ;e °ef: rytem:R(44 "..':. Member Type:Joist Member Reaction(Ibs) 483 @)3'1 3/4" 2495(3.50") Passed(19%) — 1.0 D+1.0 S(All Spans) Busing Use:Residential Shear(Ibs) 313(i 3'10" 1501 Passed(21%) 1.15 1.0 D+1.0 S(Al Spans) Building Cale:IBC 2018 Moment(R-Ibs) 1132E i 10'8 15/16" 1564 Passed(72%) 1.15 1.0 D+1.05(Alt Spans) Design Methodology:ASO Live Load Defl.(In) 0,438 0 10'6 13/16' 0.823 Passed(L/451) — 1.0 D+1.0 S(Alt Spans) Member Pibdh:6/12 Total Load Defi.(in) 0.715 0 10'7 1/8" 1.098 Passed(L/277) — 1.0 D+1.0 S(Alt Spans) •Deflection oiterb:LL(4240)and TL(1/180). •Overhang deflection criteria:U.(21J240)and TL(2U180). •Allowed moment does not reflect the ad)usbnent for the beam stability factor. •A 15%increase In the moment capacity has been added to account for repetitive member usage. •Upward deflection on left cantilever exceeds 0.4'. •Applicable calculations are based on NDS. Y ' ,�t1-5 $ Mi �.a.` .,A.� g�'rva,f . tVif' msssrsN•.1• r wb'ca".u°adma .'.AC 3 'Ai2tro, 1-Beveled Plate-5PF 3.50" 3.50" 1S0" 194 289 483 Blocking 2-Beveled Plate-5PF 3.50" 3.50" 1.50" 129 197 326 Bloddng •Blocking Panels are assumed to carry no loads applied directly above them and the full bad is applied to the member being designed. .f rk 'k,':. T *55 "" ice+ `°Y • `r:'`r"a .t.. `hy ,#,c :. ., n,� 3@ af'.rr..e . '•"'44_.R Top Edge(Lu) 8'4"qrc Bottom Edge(Lu) 20'3'ofc •Madnaim allowable bradng intervals based on applied load. a e '.s,;;rkn'.s$isx':c3. " �. ? '5�1.. ES",✓dS�kY�: � �L� 'Av .:'.wi 1-Uniform(PSF) 0 to 18'1" 16" 12.0 20.0 Default Load Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and ptbhhed design values Weyerhaeuser expressly discMims any other warranties related to the software.Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurkdicbon.The designer of record,Wilder or framer is responsible to assure that this calcubbon is compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser fadlities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in acxvrdance with applicable AVM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to wow.wcyedraeusr.um/waodproducts/documenMWrary. The product application,Input design bads,dimensions and support information have been provided by ForteWE8 Software Operator fuete WED mare Operator job Notes 9/30/2020 5:22:52 AM UTC Gip Glee Gpe Structural Engineering Ile ForteWEB v3.0,Engine:V8.1.3.1,Data;V8,0.0.0 (503)894-8289 )per gipe ergineeting©gmalLcan Weyerhaeuser File Name:20051 Framing Page 1/1 • :--,,- GIPE STRUCTURAL Job Name: Smith Residence Addition Job#: 20051 Sheet#: g.F—3 Client Straightline Date: 09/20 By: .IG -. : •:': . . .. . 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I . ..L___1__. 1 li i L I a... , 10508 NE Pa*Street, Portland,OR 97220 Office: 503-894-8289 jimiyie.ergineering@gmaircom 4FORTE` WEB F` ` MEMBER REPORT PASSED Roof,RB-1 1 piece(s)31/2"x 9"24F-V4 DP Glulam Overall Length:13'4" �" .x;-i hi a"1 �'C A Yr'.v4'. .._. "b,�^ ^ .;1:',_ F'-�--`•9"` ..+. et'.,t -,' M:"'vy`r } } 0 0 2 9" 10' n o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. • .,�.�sv 711"94v+as ... ., 4 "�SAM System:Rad wti„ Member Type Drop Beam Member Reaction(Ibs) 3122 @ 2'10 3/4" 5206(3.50") Passed(60%) — 1.0 D+1.0 S(All Spans) evading use:Residential Shear(Ibs) 1719 @i 3'9 1/2" 6400 Passed(27%) 1.15 1A D+1.0 S(All Spans) _ Building code.IBC 2018 Pos Moment(Ft-ibs) 4345©8'3 13/16" 10868 Passed(40%) 1.15 1.0 D+1.0 5(Alt Spans) Design Methodology:A50 Neg Moment(Ft-Ibs) -15510 2'10 3/4" 8377 Passed(19%) 1.1S 1.0 D+1.0 S(Al Spans) Member Pib:h:0/12 live Load Defl.(in) 0.128 @ 8'1 5/16" 0.514 Passed(L/961) — 1.0 D+1,0 S(Alt Spans) Total toad Deft.(In) 0.209 G 8'1 11/16" 0.685 Passed(1/588) — 1.0 D+1.0 S(Alt Spans) •Deflection criteria:LL(L/240)and IL(L/180). •Overhang deflection criteria:11(2L/240)and TL(2L/180). •Allowed moment does not reflect the adjustment for the beam stabIIM factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L."9'8 5/16'. •Critical negative moment adjusted by a volume factor of 1.00 that vas calculated using length L"3'B 9/16'. •The effects of postive or negative camber have not been accounted for when calculating deflection. •The spedfled gtdam b assumed to have its strong laminations at the bottom of tine beam.Install with proper side up as tdkateo by the marwfacbaer. •Appllcatse calculations are based on Nos. 1'..y y Tt ' .pie t .,9� +.�'+R re a .wnm ;�....•.E�' .^ems" .'�11 � r •t `tus,x x" , 1-Stud wall•SPF 3.50" 3.50" 2.10" 1293 1829 3122 Blocking 2-Stud wag-SPF 3.50' 3.50" 1.50' 737 1087 1824 Bloddng •Bloddng Panels are assumed to carry no loads applied directly above• -m and the full •is applied to the member being designed. t.x. s +..'i,y�yX't'x xr• . ' v +mod 'C r ' �. Y tk$'.�."Y�2 a az,�' -e L.r'.. 4. r Top Edge(Lu) 13'4"0/c Bottom Edge(Lu) 13'4"o/c *Maximum allowable bracing Intervals based on applied load. r Cz r3ih '# , :. ` �" � + .e x 'f ,,?""n''xy �„" Y ri. x ^a .,1 ". x es,.rT sou 5' 0-Self Weight(PLF) 0 to 13'1" N/A 7.7 1-Uniform(FLF) 0 to 13'3'(Top) N/A 145.5 216.E U^lead from:RI.1, Support 1 �'k5 z3 'r x r 4- { isr ,v 3 .£ . ���t.� � �'sat. ys�.^yt"4� 5r�:z " e Mk ,.y � k , C.:..`�ni"` 'A;,3..,"° 'af °` b s 5� .F:C �. „t r.,v�E,s r t��"i �X s�'avt�m ?:t� �. .qs, �= 's �. 5 ��s ,tti�r '��:a �. .7•;s..x.?�x.,l gym. Weyerhaeuser warrants that the sizing of its products will be in accordance vales Weyerhaeuser product design criteria and pub/stied design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority hating junadiction.The designer of record,builder or framer is responsible to assure that this calculation is cmnpatlble with the overall project.Accessories(Rim Board,Stocking Ponds and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser feditles are thIrd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumbar Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with amicable ASTM standards.For currant code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weYerilaeuser.conliwoodproducts/document-library. The product application,Ihput design lads,dimensions and support Information have been provided by FortcWEB Software Operator FerteWHB Software Operator Job elates 10/13/2020 5:38:38 PM UTC lien Gme ape structural Engineering Ilc ForteWEB v3.0,Engine:V8.1.3.1,Data:V8.0.0.0 11m3) e,gneeerthg gnnagaom File Name: 20051 Framing m.gipe. Weyerhaeuser Page 1/1 FORTE"Q3 MEMBER REPORT PASSED Roof,RB-2 1 piece(s)13/4"x 7 1/4"2.0E Microllam®LVL Overall Length:8 4" t y» s O ♦ . tom ,gyp. All'ocatllxs are measured from the outside face of left support(or left cantilever end).All dtmenslons are horizontal. ' 7* .. s r v, .. ' . w ' ��.µ`g ,•", k rs k9 Member Ty3e Member Reaction(Ibs) 2314 2'10 3J4" 2603(3.50") Passed(89%) — 1.0 D+1,0 5(Ail Spans) Member :prop Beam Building Use::Residential Shear(Ibs) 980 @ 3'7 3/4" 2772 Passed(35%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) -1534 0 2'10 3/4" 4091 Passed(38%) 1.15 1.0 D+1.0 5(All spans) Design Methodology:ASO Live Load Defl.(In) 0.080 0 0.290 Passed(21/868) — 1.0 D+1.0 S(AIC Spans) Member Pitch:0/12 Total Lead Deft.(In) 0.115 0 0 0.386 Passed(2L/606) — 1.0 D+1.0 5(Alt Spans) •Deflection Medal LL(1/240)and IL(1/180). •Overfenq deflection criteria:L.L(21240)and TL(2L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. a e • i-Stud wall-SPF 3.50" 3.50' 3.11" 944 1373 2333 Obddng 2-Stud wa8-SPF 3.50" 3.50" 150" 251 448 Tilt Bbdcerg •Blocking Panels are assumed to rang no loads applied directly above them and the fur load Is applied to the member being designed. Top Edge(u) 8'4"o/c Bottom Edge(Lu) 8'4"o/c .Mandmum allowable bracing Intervals based on applied load. nrr w . a,". 'eft; €*+ ,j v s h + f 0-Self Weight(PLF) 0 to 8'4" N/A 3.7 N/A 145.5 216.8 Licked from:R3-1, to-Uniform(ELF) 0 8'Crop) support 1 ��� :«T3'�`�'�y� r��';-"�i �.�"�tl�kSc�a�'"'�*3`a`��� Weyerhaeuser warrants that the sizing of products wiq be in accordant wide Weyerhaeuser product design criteria and published design valuer.Weyerhaeuser erp ressly disclaims any other or framer Is related to the software.Use of this software Is not intended to drevmvent are need tar a design prMessiaaal as determined M the audndty having Jurisdiction.The de�gner of record,builder or Is respora9de to assure Brat fhb alamtlo+ls mmpatlble with the overall punlect Accessories(Rico Board.Bbtldng Panels and Squash Blocks)are mat designed by rats software.products manufarnateamted at Weyerhaeuser hatsees era li ird-party.Wf a to sustainable forestay standards.Weyerhacuer Engineered Lumber Products have been ev Irate detailsreports refer W w▪ww.weyerhaeuser.corn/v oodproducts/document4trary. The product epplicabon,input design loads,dimensions and support hdonnaban have been provided by FuteWEB Software Operator -- PorteSVE8 mere Operator cob Notes 9/30/2020 3:04:47 PM UTC 3im( a StructuralI Engineer( Ilc 4166 ForteWEB v3.0,Engine:V8.1.3.1,Data:V8.0.0.0 n9 ( ) File Name:20051 Framing jt m n.gdpe. glneering®VnaBWm Weyerhseuser Page1/1 • • E`S �' FORT MEMBER REPORT PASSED Roof,RB-3 1 piece(s)1 3/4"x 7 1/4"2.0E MicroRam®LVL Overall Length:8 4" Y 3 7* „, ryo-w..,�.r w.zgxr.wyr as;{..r Y-•- '.W'i?".+.x S- 3w-" �-+r- � �.. x a,�a Sr �a� v Y .✓1�"''`a'.r#rY�^� hY W. �h��r.;¢'7�' + � f D a Gf 2'9" 41 6 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. ° .,✓ "'' ,..t.:1,'.' �. :. aerie. a �? '°y ..ns...r . u- ,;i ?:. •kri SV5tetn:Roof Member Reaction(a s) 2554 0 2'10 3/4" 2603(3.50") Passed(98%) - 1.0 D+1.0 S(All Spans) Meer Type;Drop Beam Building Use:Residential Shear(lbs) 1082#3'7 3/4" 2772 Passed(39%) 1.15 1.0 D+1.0 S(MI Spans) Building code;IBC 2018 Moment(Pt-Ili) -1693 6P 2'10 3/4" 4091 Passed(41%) 1.15 1.0 D+1,0 S(All Spans) Design Methodology:ASD Live Load Defl.(In) 0.092 6)0 0.290 Passed(21/754) — 1.0 D+1.0 S(Alt Spans) Member Pitch:0/12 Total Load Defi.(In) 0.128 0 0 0.386 Passed(2L/544) — 1.0 0+1.0 S(Mt Spats) •Deflection criteria:LL(U240)and TL(1/180). •Overhang def ectcn anoxia:LL(21/240)and TL(21/180). •Allowed moment does not reflect the adjustment for the beam stability factor. 1-Stud wall-SPF 3.50" 3.50" 3.43" 972 1582 2554 Blocking 2-Stud wall-SPF 3.50' 3.50" 1.50' 308 601 909 Blocking •8loddng Panels are assumed to cany no loads appded directly above there and the full load Is applied to the member being designed. tit' '4fi" one";.:., �Mt '9�•'t Top Edge(Lu) 8'4•o/c BOUwn Edge 0.u) 8'4•ok •Maxknum allowable bracing intervals based an applied load. •L'a' �..i�' ,X Jj 'wi„ ., 4� " ;t v 9 r 9 m, o 0•Self Weight(PLF) 0 to 8'4" N/A 3.7 1-Uniform(PSF) 0 to 8'4"(Top) 12'6" 12.0 20.0 k k,# e,t ^rzy+n � r�' ry'�":'ltr*� a a��` 1�`'ti, '�`Yt�t�+1 Weyerhaeuser warrants that the string of its products will be In accordance with Weyerhaeuser product design aMerk and published design values.Weyerhaeuser expressly disclaims any other warranties related to 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 calculaean is compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by des software Products manufactured at . Weyerhaeuser facilities are third-patty certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports E5R-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For anent code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.coon/woodproduds/document-ibrary. The produo appfratian,Input design loads,dimensions and support Information have been provided by ForteWEB Software Operator Fori°WE8 fire Operator 'lob Notes 10/13/2020 5:46:20 PM UTC Am Gips ape Structural Engineering dr ForteWEB v3.0,Engine:V8.1.3.1,Data:V8.0.0.0 (503)e94•828(1 File Name: 20051 Framing Pm.9We.m91�n9Ql9mail.cam Weyerhaeuser Page 1/ 1 fig FORTE-MD FORTE MEMBER REPORT PASSED Roof,Wall:Header 1 piece(s)4 x 6 Douglas Fir-Larch No.2 Overall Length:6'3" + a 0 0 ,-4,ce.# .�.. + �:' §� Kn o�",✓.` n'R`,$, � �.'Sv.. 1 V All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. u.�aw :a. ..:.....+... 'f ' " ro . .. *;" v.:. . al7E' Wks �a " 5�::;;' Mem Member.Wel Type:Header Member Reaction(Ibs) 415 @ 0 3281(1.50') Passed(13% — 1.0 D+1.0 S All Spans Buildingthe.Residential Shear(lbs) 338 Cs 7' 2657 Passed(13%) 1.15 1.0 D+1.0 S(All Spans) Molding Cale:IBC 2018 Moment(Ft-lbs) 649 0 3'11/2" 1979 Passed 33%) 1.15 1.0 D+1.0 S All ns Design Methodaoy,:Aso Live Load Deft.(in) 0.018 0 3'1 1/2" 0.208 Passed 04999+) — 1.0 D+1.0 S(All Spans) Total Load Deft.(In) 0.059 tP 3'1 1/2" 0.313 Passed(1/999+) — 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and II(t1240). •Allowed manent does not relied the adjustment for the beam stablllty factor. •Applicable calculations are based on NOS 1-Trimmer-SPF 1.50" 150" 1.50" 290 125 415 None 2-Trimmer-SPF 1.50" 1.50" 1.50" 290 125 415 None Top Edge(1u) 6'3"o/c Bottom Edge(W) 6'3"o/c *Maximum allowable bltng intervals based on applied load. s'«,' � °'`S' '�y.E -01r4Itr ^'.r v �5 r' W^n`.'K`9, f�Y s X w kWn ,+ ?� ,... 0-Self Wright(PLF) 0 to 6'3" N/A 4.9 1.Lk Nuns(PSF) 0 to 6'3" 2' 12.0 20.0 Default Load 2-Uniform(P.!) 0 to a 3" N/A 64.0 - seMPANse d .... n . .. .a.. n B4 4$:n`l f� :as i. r. .. . .. i . t x. "FPe .. NWL"a�+�rvn'4 ,/":ari.T'es Weyerhaeuser warrants that the sting of Its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disdains any other warranties related to the software.Use of this software Is not Intended to dlcumvere the need fora design professlonal 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 bvetat project.Accessories(Rim Beard,Blocking Panels and Squash Blocks)are not designed by thk software.Products manufactured at • Weyerhaeuser facades are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have bent evaluated by ICC-E5 under evaluation reports ESR-1153 and E5R-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installadan details refer to wwW.WeyerhaeuSeecorrywoodproduds/dmmert-library. The product application,Input design loads,dimensions and support intonation have been provided by ForteWEB Software Dperatc ►areran 5 Software Operator Job Napes 10/13/2020 5:48:42 PM UTC ynGWe Ube Structural Enpneatnq ForteWEB v3.0,Engine:V8,1.3.1,Data:V8.0.0.0 (503)894-a289 pm.gge.erglneedng®gmall.mm Weyerhaeuser File Name:20051 Framing Page 1/1 -gcw,, 41., Job Name: Smith Residence Addition Job#: 20051 Straightline Date: 09/20 Sheet#: F-P.-/ Bv: JG . • T-T-T----rT7---r- -1 1 -11 1.-- !.. ! ... . ! ! ._,J ,t_. 1 -4- 1 --t- 1 -1-- .1- I i 1 ! ; .-1, ' 1- -1-----i.---4—i [--/9-f--411---*--64-7 fii•-:1-44°4-7-1 -, ---'---i- ---1- i 4 1- ll , - — --- i A , 1 , ,_,1 i 1111. 11 ! 11 I Li ' 1 I, II: 1 f 11 4 r - - .1 --1- - ---jr- - -1- 1,--1: 1 ,j- 1---[ 11 ; illi i ! t _L__ _ ! 1 ; 111111 ' 1114 -7-. •;:tfr:•?:*... 4„0.1- ....4_1..........:_.1..... _.._... ..___,. ... i •1 _i... , .1_, - , i , ••-•t t ,---1 i i i i i ,i'4' i ! - i 1 I i j -. , T1,-ri t i I !-----1----i- ----4,----I 1 4----i- i ) ---) ) 1 -4 1 -1- 4- -1' -I- t I jra ji - -I-1 L I i i 1 1_ _ 1 . 1 1 1 s ! .1,..„4-.i ' i .4 ' 1 7..l'-' 11 r I 1 I 1 1 ! 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E-+-4, 1 E-14-714.__i_ . . { -1 ' 1 __ i_ _11 i i i ___1.._i_ .f 4' ___171 4 i 1 _. ...._1..____ ,._., _., F - ' 1 , = , 1 , 11 - 11 d _ i. ..,..,„ z 7i....„7„irte_i , t_Iiii _11 t 1 1 0.4 1 i 1......4_i_._ ____, =,_ _......,._, _ 0t. _i_ --- -I 1 -1 1 „. i.----4--4-4 i , - , , • .--, -,--!--- 1 i 11 , 1 ! i 11111+4 ' 1 ' ) ,- 1-- , , , t .I t t i 4- t 1.1,., • ; , 1 , isittiti —tt 1--L----4-- 1 I 1----i- i 111111 taf._>41.1- se,(1 . d'/f1:01.11 I ' i ill ill ' i 1 t 4- ------ - t I i 1 1 iltillii___ ( 1 , , i t i I i f I r -4 --t- - 4 f 1- ji , t- , i ill ! il i ---t- ; , 1 1- , 4 -- --1 1 i 1-. 1---' 1 1 -1- 1 i ' 11---4 .--` t--1- 1 1- -I----r- + --I I -4-- --1 L , _ ,i _L._ i L. _t_i____L. i L......t i ...11,....ii i_ 1 .,__...1 I 10508 NE Pacific Street,Portland, OR 97220 Ctifice: 503-894-8289 jim.gyre.engineeting@9ntailcom aFORTECIIDMEMBER REPORT PASSED Floor,Fl-i 1 piece(s)2 x 12 Douglas Fir-Larch No.2 016"OC Overall Length:12'7" ^- #^zs'ore .a- 13 4, a o All locations are measured from the outside face of left support(or left cantilever end).Al dimensions are horizontal. : 141/e' �' k,.,v±" �r,. M`: Y : . System:gp Member Reaction(Ibs) 429 0)2 1/2" 1434(2.25") Passed(30%) — 1.0 D+1.0 L(Ali Spans) Mwnber Type:lolst Shear(Ibs) 351 en 1'2 3/4" 2025 Passed(17%) 1.00 1.0 0+1.0 L(All Spans) Bidding Use. TeC c018 nti . Building Cafe iBC 2016 Moment(Ft-gs) 1283 Q 6'31/2" 2729 Passed(47%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology;ASD Live Load Deft.(in) 0.092®6'3 1/2" 0.304 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Total Load Defl.(In) 0.120 0 6'3 1/2' 0.608 Passed(L/999+) - 1.0 D+1.0 L(Al Spans) T--Pro"Rating N/A N/A N/A — N/A •Deflection criteria:IL(1/480)and G.(L/240). •Mowed nM,m,t does not reflect the adjustment for the beam stability factor. •A 15%Increase in the moment capacity has been added to aloud for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and Jost was considered In analysis. 15' +.r.., r. xdati , aii'i,"aa ..:ha -7 • ern„ gg r.. fi` `?`+' �� $'" rs.ft. . Yl� 'u.-. E'r.e .x,,yaFY ssa**TTce93 1-Stud wall-SPF 3.50" 2.25" 1.50" 101 336 437 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25' 1.50" 101 336 437 1 1/4'Rim Board •fJm Board is assumed to arty all loads applied directly above it,bypassing the member being designed. irlii"tiawlmrsd6atc r •« - OAd3, ,:?€ * ^:, ;OW:Wa ,ys-,Art,h Top Edge(Lu) 12'3'o/c Bottom Edge(Lu) 12'5'o/c *Maximum allowable bracing intervals based on applied load _ . litswi t 1-Uniform(PSF) 0 to 12'7" 16' 12.0 40.0 Default Load AeLko- 4le'llft �`-' 4� nrn c. �,4x ^;" . . FS�;�m gtYs L as . Weyerhaeuser warrants that the IIdIIg of its products win be In accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser espresely disclaims any other warranties • related to 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 haver Is responsible to assure that this calculation is compatible with the overall project.Accessories(Ran Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser fadptles are third-party oert ed to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR•1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product gterature and Installation details refer to wow.weyerhaehser.con/woodproducts/dowmee.4brary. The product application,input design bads,dimensions and support information have been provided by ForteWE6 Software Operator ForaWES Software Operator lab Note" 10/13/2020 5:51:24 PM UTC Am Glpe Ghe Structural Engineering tic ForteWEB v3.0,Engine:V8.1.3.1,Data:V8.0.0.0 (503)894-8289 $m.gipe.ei Ing©gmaa.com Weyerhaeuser File Name:20051 Framing Page 1/ 1 -r IGWE STR.VCWRAL Job Name: Smith Residence Addition Job#: 20051 Sheet#: FF-- :,.,,,... - '''''''',";''''-q''''';': 'i' ' ' . • • .-. -•' . ' . ' -,-"-,,': Client: Straightline Date: 09/20 By: 3G ._, , . . ... . ..... 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Hill _LI 111. 1_1.. .LLL 10508 NE Pacific Street,Portland;OR 97220 Office: 503-894-8289 jim.g!pc.ebgittecring@gniaitcotn F O R T ECEC3 J MEMBER REPORT PASSED Floor,FB-1 2 pieca(s)13/4"x 111/4"2.0E Mic ofam®LVL Overall Length 14'7" OA + f 0 y 0 4,yi.kir,: S:.'"tt.,ft°yt�,h"i riE+i`f. tot�'9s: 12 �� r / a o All locations are measured from the outside face of left support(or left cantilever end).Al dimensions are horizontal. wr —TA..* ,a' ` • k ;_ SyAt4n:moor Member Reaction(1)5) 4146©12'5 1/4" 5206(3.50") Passed(80%) — 1.0 0+0.75 L+0.75 S(MI Spares) utdin B Type:Flush Beam Building eke:Residential Shear(Ibs) 1777 to 11'4 1/4" 7481 Passed(24%) 1.00 1.0 0+1.0 L(All Spans) Building Code'1BC 2016 Moment(Ft-Ibs) 5036 @ 5'9 13/16" 16137 Passed(31%) 1.00 1.0 D+1.0 L(Alt Spans) Design Metihodology:ASD Live Load Defi.(in) 0.107 O 6'3 5/8" 0.307 Passed(U999+) — 1.0 0+1.0 L(Alt Spars) Total Load Defl.(in) 0.175®6'1 7/16" 0.614 Passed(L/844) — 1.0 0+1.0 L(AR Spans) •Deflection criteria:LL(L/480)and TL(1/240). •Olerrang deflector criteria:LL(2U480)and IL(21/2401. •Aliowed moment does not reflect the adjustment for the beam stability fades. ; ir"inR " r 'wa'�dr✓«u �. • '"a r- "at° � "i . '; m '.%�'a ` 1-Stud wag,SPF m" 1834f- 3.93" 2.25" 1.58' 826 1048/-13 -1E3 196 11/4"Rim Board 2•Stud well-SPF 3.50" 3.50" 2.79° 2178 1355 1270 4803 Blaidng •Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed. •Bloddng Pamek are assumed to carry no bads applied directly above them and the furl load Is applied to the member being designed. ,r ::H+i+'ee` -n•:#mumx._x' -a »' �s $. kee %>e:^w.a %" .. Top Edge(LA 14'6"o/c Bottom Edge(Lu) 14'6"o/c *Maximum allowable bracing intervals based on applied load. • -; . " ..'.14 y P X..4 Ft% ."..• � i 4m o-Self Weight(PtF) 1 1/4"to 14'7" N/A 11.5 — — 1-uniform(PSF) 0 to 14'7°(Top) 4' 12.0 40.0 - Default Wad 2-UnIform(Ptr) 0 to 14'7"(Top) N/A 96.0 3-Point(lb) 14'6"(Top) N/A 737 - 1087 Linked tor"'RB-1, Support 2 ., _,. Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and publshed design OWES.Weyerhaeuser expressly dlsdalnn any other warranties related to the software.Use of this software is not Intended to Ornament the need for a design professional as determined by the audwrity having ludsdktion.The designer of record,Guilder or framer is responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,8loddng Panels and Squash Bloch)are not designed by this software.Products manufaWred at Weyerhaeuser fadltles are third party certified to sustainable forestay standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with appikable ASTM standards.For current code evaluation reports,Weyerhaeuser product IkeraWre and kMataticn details refer to www.weyerhaeuser.corn/woodproducts/documentiltrar9i The product application,input design loads,dimensions and support information have been provided by ForteWE8 Software Operator PorteWES Software°aerator Job Notes 10/13/2020 6:43:35 PM UTC aim Glee Glpe Structural Engineering sic ForteWEB v3.0,Engine:VS.1.3.1,Data:V8.0.0.0 (503)894-8289 it is Jim.glpe.engleedngegmau.com Weyerhaeuser File Name:20051 Framing Pagel/1 •,,pipg...sTRucnuaL,.... ,, Job Name: Smith Residence Addition Job#: 20051 Sheet#: Fl—/ W-;•:2,': ' • F A,:v,';' ,: l 5414-', ,,''' ,•'.:•: :-,y : ,,, .,.:L!-`"',;:''9'`!'::''';--,',-'':--•'''''',•'-''''''n::'•:*7!:'.'v?7'"•:, client: Straightiine Date: 09/20 By: JG • -• , • 1-- i T 1 1 T- 1 1 1 T 1 -1- r-1 T -T-T-1 -7-71-1-1-7-7- 1 " r 1 -1 1 -1--1 4 ' 6 " 1 6 1 I 1 1_.,, i ,_i_ _i 6 6 ,,1. * 6 1,- .1 . - -1- --I -‘-... i 6 1 6 I 4 4 6 6 6 4 1 4 6 i KCV'S± 1 '''1„,, ,._,V4E".- i /1tOP442P. .1/ 1 - ,-,------7---+- --1 —1---- ---7— -;—t-1---------1-7-1-- 1---i I —1—.1 [_7 _± / t--. 111., 1 —— i —, i- ! 1 f 1 1 f 1 11 1 1 1 I t . / 1 i 1---T" --1' r ----i---r--- i -r --i-- T 1 1- 1,_ i44104-1_____17T1-__W, _L___i .k. L---1---k---i -t--i-----4- •!----i- ! -4 1 ' 4-- i -4-----r- I; -I---I 1 • 111 1 ; ; ; _i ;/74-...--_, i• J ; .,,,, _... i ___1_ 1 -1 --L----1 4-.---1- 1---4 --1--i--- -4-4-1- i --t- *1---''-'r- I 1 ii L.,,,,,j: -4--- 11 il H I r 1 I I 1 ; • H i , -1- I 4. I- l• 1-1 i -.11 1 i , 1 1 1 1 t 1 , • --1 1 1 1 i 1 1 i -t--i 1 i ! . i • / • . __I..-_,-......., I. .4..___I___1_._ I 1 , 1 -.1 -}-11 i I ! i 1_,...L....1_1 I ; ; ,......... 4............/. 1_,.. 1 .1 .1 i H .11 .I____i_._4. 3 11*Z11 ' 1 , 1 ! ll ' il , --r--t---1-----1--- t--f-- r 1 / i , 1 __..,4; i , 1 • 1 1. _ __...1 1 i _it 1 1_, _i_i____ 1 . _4_,._4_ i 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 ----4, 1 I IT 1 ..,.. j_ji T igi i I 11 ; 111 rir'-7'1..- __ .._ 1 4,__ 4_ i L. 2- .-1-- .1-- h---1----; t ; -- IIII_ ; _1, 111 ; i111 ! Illi t --; ---t----; ; i i 1 ; ; ; ; ; 11 ; 1 ; 11ii ; 11 , i ! i ;...... ;.... 4 ._ .;-•. .4.. ._ _-..i .;- .; -....;„•- 1, -4 t.-. ' ; ;.; -;;;- ' ; t- 1, ; i -II; - i 1 1 1 ----1 ___.i..._, t 1 I 1 -r• -----f- ---1- 1 1 . 11111 i 1 , J, ; ; __ 1 I --- T , r-- t---t -7.- 1 --t--1----41-- I 1 t i - -1-7' 1- --; -- I -1- ; 1 1 1 1 1 1 1. 1 -1-11- 1 1 1 i -7 I ! ' 1 I illi I ii...._ 11 .4L_ L_I•_ 11 ‘ . i _.4.... ',Rd -4-* ; I i-- ---t 1 i - i i 111 ! , i , 1.._ L_ . I J------; 1 ; 1---1 1-- ----- ! -A- ; t- 1 1-- ii 4- i --1 r 1 i 1111 i I i 1 ' 111 ! - 1 i - L1 1 _ - - - - - l _ t 1=1 i I 1 I 1 ik i • 1 ill : ill ! III ,111111 , 1i ! 111, 11 ! .....4........i ,.....t._ ... i .,t•• rt. t I. , i .4 .t. 4 ! ----i + 11 i I 1 i ! 1 ,, ;, IL 41 ( _11 1 i f_, 1 1 i_: _....____1_,..,, - -;- 4-1----t ---1---1- -1----t------1 1,----'r-- 1 = = = 1 . i 1 = . 11 ; 111j = 1 -1----1- 1 -1-11HLIlliii_ i - 6 i I '-1 1 i t- -1-----,i--+ t --r- - - h—i- i ---r 1 i t i 1 ill " I , i Jr_ L. " 4_..1 1 1 I , 1 [ 1 I ' I- I -1--4; - -1 I -1--- I 1 i 1- t i --i-- -1- r- i T 1 - i i 1 i 1 1 1 1 1 1-, - 1 --1---±-1- ---1---j-- 1, i , 1 1 1---t- r -4.-------t--t----- .'---i------4- -t----, =1 , ,........_t__.i i i = 1 , illi 111111 . 1i= , H r1 I it 1- 1 t t- -1 I1 , = f ! ! i i 1 ! ; 1 ; i i ; ; 1 I I i f ' I 1 l f i _ f 1 1 1 i ! L----3,-----÷--4---1---; '4-----4—f---f--+-1------r-h" T i i i i i i 1 1 i i i i 1 1 1--1--- 4- i _ _L___ i 1111 , , 1_ I ; _i_i _i_l t _L_ I ._t_ 1 I i i LI_ ; i _1 _ 1 j ; .1_1 1... ' 10508 NE Pacijic Street, Ford-aid,OR 97220 Office: 503-894-8289 jim..m:pe.engineering@ynaillcom Post P1 Span length, lu,ft. 8.00 Bending effective length worksheet Effective col. length factor 1,00 _ _ — Member width, d, in. 3.50 Unbraced 1en.1th, ft., lu= 8 —_ Member thickness, b, in. 3.50 Lateral load, psf 0.00 lu/d= 27.43. — — Vertical load, lb 4900 Tributary lateral width, in. 16 Uniformly distributed load, le=1.63*lu+3d if lu/d>7 900 le= 166.98 in. fc, psi 1300 E, x10E6 psi. _ 1.60 Uniformly distributed load, Ie=2.061u, if lu/d<7 CD 1,15 CF, bending 1.30 le= 197.76 in. CF,compression 1.007- —� Cr 1.00 pick le= 197.76 CM 1.00 Ct 1.00 RB= 7.52 KbE 0.438 — KcE 0.300 0.8 Plate Fc perpendicular, psi. __— 625 COMPRESSION BENDING _ Fc*,psi. - 1495 —Fb*, psi. 1346 -- _ FcE,,si__ --_` — 638 FbE, psi. 12403 _ FcE/Fc* 0.427 Fbe/Fb* 9.218 Cp 0.380 CL 0.994 Fc', psi 568 F'b, psi. _ 1337 fc, psi. — 400 — S, in^3 7.146 fb, psi. 0 DEFLECTION _ — SHEAR Deflection Limit U9 240.00 Fv, psi 180.00 Moment of Inertia I 12.51 fv, psi 0 OK Component I Cladding_ Y If Y, calc below uses.7 wind per IBC 1604.3 Deflection, in. 0.0000 OK {— COMBINED STRESSES fc/Fc' 0.704 OK For iterative solution to find__max.vert. load, fb/Fb'*(1-fc/FcE) 0.000 OK input trial values here- Combined Stress Eyn 3.9-3 0.495 OK Pmax, lb 950 Maximum load for plate crushing, lb 7656 OK Page 1 Post P2 - Span length, Iu,ft. 8.00 Bendinjeffective length worksheet Effective col. length factor 1.00 Member width, d, in. 3.50 Unbraced length, ft., lu= 8 Member thickness, b, in. 3.50 Lateral load, psf 0.00I lu/d= 27.43 _ — I Vertical load, lb 625 Tributary lateral width, in. 1 Uniformly distributed load, le=1.63*lu+3d if luld>7 — fb, psi. 900 le= 166.98 in. fc, psi 1300 E, x10E6 psi. 1.60 Uniformly distributed load, Ie=2.06*lu, If lu/d<7 CD 1.00 CF, bending _1.30 le= 197.76 in. CF, compression __ 1.00 — Cr 1.00 pick le= 197.76 — CM 1.00 _ Ct 1.00 RB= 7.52 —--- KbE 0.438 KcE 0.300 c 0.8 Plate Fc perpendicular, psi. 625 COMPRESSION BENDING Fe, psi.psi. 1300 --- Fb*, psi. _ 1170 - FcE, psi. 638 FbE,psi. 12403 FcE/Fc* 0.491 Fbe/Fb* 10.601 v — Cp 0.427 CL 0.995 Fc',psi 555 F'b, psi. ; 1164 fc, psi. �_— 51 S, in"3 7.146 — J— fb, psi. 0 DEFLECTION SHEAR Deflection Limit L/? 240.00 Fv, psi �. 180.00 Moment of Inertia I 12.51 Irv, psi 0 OK Component/Cladding Y If Y, calc below uses.7 wind per IBC 1604.3 Deflection, in. 0.0000 OK i �—_ COMBINED STRESSES • fc/Fc' 0.092 OK For iterative solution to find max.vert. load, fb/Fb'*(1-fc/FcE) 0.000 OK input trial values here- Combined Stress Eqn 3.9-3 0.008 OK Pmax, lb 950 Maximum load for plate crushing, lb 7656 OK Page 1 ' R " ATICI � L Job Name: Smith Residence Addition Job#: 20051 Sheet#: f i2;61 Client: Straightline Date: 09/20 By: JG • 7 1 i ! 1 i I ? 1 i s I 7 1 t i I i I , �I I t, i �I' _t_.._ 1 ...1. 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