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Specifications (31) • t 1, ..J SVV t� tV e GIPE STRUCTURAL ENGINEERING x ... STRUCTURAL CALCULATIONS RECEIVED FOR DEC 13 2018 SMITH RESIDENCE-KITCHEN REMODEL CITY OF TIGARD BUILDING DIVISION 14415 SW 122ND AVENUE TIGARD, OREGON December 12, 2018 A_Va PROF" 52799 �,. eg x,f, FS D. G` EXPIRES: O6-30-2O9' I DESIGN PARAMETERS: 2014 Oregon Structural Specialty Code ROOF LOAD 12 psf DL 25 psf LL(Snow)per IBC 1608.1 FLOOR LOAD 12 psf DL 40 psf LL WIND BASIC WIND SPEED 120 mph(Ult) EXPOSURE B SEISMIC MAPPED RESPONSE SS=0.96, SI =0.42, - SITE CLASS D IMPORTANCE IE= 1.00 CONTENTS: ROOF FRAMING RF-1 to RF-2 LATERAL L-1 to L-6 10508 NE Pacffic Street,Portland,, OR 97220 Office: 503-894-8289 jim.9iye.en9ineering@9maiCcom • �R''-. G P ,�` Job Name: Smith Residence Remodel Job#: 18056 Sheet#: For—/ Client: Straight line Date: 12/18 By: JG I I I E 1 • ,_...............�._...,..,1,....._,.... __.._ ._ ..,-.,{.q�fi/tel I + ;- i , i 1 i I l ? # , 1 t it 1 , ! 1 t i f } t t + • I ._ i , i 1 J l t 4 f , • E i ti 1'1 1/4' ; 1 • ; 1 ! W i _, -t .'l ` 8'-8"- .,-\X4'-4 7/8" .5-0 1/4" ,.,,1 t.... 10-3 1/4 .,, i ._,. ._. _•..6088....,.1 t i t y f • , C I S , 1 fA J 1 I 1 I , ( t } 13__.- i_ l I S i 1 f ' Is • ! ) l!'-1-\"1111: ; . 31 i 3 3 3 _L 1 •'---- .—r I ._ ; ,;NE11�1 a'Ii Ft'R j 1 .Y S l t ' rr f ; ! i ! I 1 i l } l I I ' i t i i I i ± • i , i ...... ...._-i-.-.......,1 i i _ ,._ J/ i ' +'—{yC.� •hof•' yfF—y,.11g-00.101$12' .; 4......„........ _..,._..?_...,� 4,._..._�..__ ' _ .._. 1:. . �wry_......,...---, ,___ _, • •4 •7-Pl t • i 1 t i I t i i 1 • )(40 " t t 1 I i t S i t _ 1 it ! • 14:5We1 t . 1 ! i i 1 ? ! t } i 1 ' I r .f,..._...,.. __.i _.f._..-. e..._... ...._.i,..._ 1•..,_ 4- ' -- ..,.-..._t- { _. 4 -,._1.._.. I •; .,. .._ _.. 1 - ' y .._.•.4.....__..1. t I 1 i y • t i • • i • R , ' i f 1 i r ; 1 t ? i i •t. i , : TTIIITI iw 1 ; i j r Es s I 10508 NE Pacic Street,Port1an ,OR 97220 01cer 503-894-8289 jim.gpe.engineering@gmail.com page Project:Joist Check StruCalc Version 10.0.1.6 12/12/2018 5:05:27 PM Location:H-1 / Multi-Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] 3.5 IN x 5.5 IN x 2.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 1292.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX - Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/240 REACTIONS A $ Live Load 190 lb 190 lb Dead Load 94 lb 94 lb Total Load 284 lb 284 lb Bearing Length 0.13 in 0.13 in _ BEAM DATA Center Span Length 2 ft Unbraced Length-Top 0 ft --_--_- — zn- - Unbraced Length-Bottom 2 ft - Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 190 plf #2-Douglas-Fir-Larch Base Values Adjusted Uniform Dead Load 90 plf Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1346 psi Total Uniform Load 284 plf Cd=1.15 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Comp.1 to Grain: Fc—I-= 625 psi Fc--l-'= 625 psi Controlling Moment: 142 ft-lb 1.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -159 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 1.27 in3 17.65 in3 Area(Shear): 1.15 in2 19.25 in2 Moment of Inertia(deflection): 0.64 in4 48.53 in4 Moment: 142 ft-lb 1979 ft-lb Shear: -159 lb 2657 lb NOTES • , R % Job Name: Smith Residence Remodel111 Job#: 18056 Sheet#: 4,---/ Client: Straight line Date: 12/18 By: JG E } fi 1 i , f } f ( f t E } , .._..-..{.._... j'.,_-_..(._._._ __.-...t._ + r _.. ._,..! 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' �.. {.... .f i" I t. ...... . ._ f I Wt' d sicking' s A CE? 1 B Ch pt+ r 27 i ' f ._..._a � I - t Buildings ofalllelg(►t3 4 7 _? ..f i 1 • t , v` I W: s i 120 Be c lNfnd dpgr 2p 5 or locatl ! i Ex�osi�re B j Epp Category per s�ctlon 26 7 + I i I • 1 ; �d' j $ 'Wind Qi{ectignal Factor• ,per Section .6 I i t izt- I ,1 ITopiogra (aacttOff' melon 26:8: i_ i 1___1. .,_it _ f _,1. .._.1...., 4_' 41-_- .fl _, . _ - --- Gustflrod. 6ctvrpeir~secd06-26�_. _i -._ -_ . ,.__ _-_ --_1.___,{�._..± r 1 1 f1f i _ i Hoof s } _ i I ' t_.___ -* � ., • i • .x....._, t f eeward Frog i i i 1 ' Ip 0.� dwardFron fig's*. 7.41 t .. s r._... { ?C'4 0.5 t - wand IFro' figure 27.4;1 I } I 1 } `_ Wats � _ ..�. { i.. i ; .. € s I , .—.. 26.5°.._ .,t200 °Froin-Takla 16:94 t I. _ } _ f._. 1• f r -j i 7 I f ! l I ' ' i t - ? ;---t------4}----r.. ! ., -. __.,_,.- ._x-i.. _.. .0 ._ ThautO_Table-26.9«1 ; , �_,_ ._., i •_ < } s } Ii i I Levu i Height ', Kz' q� i P uit) P( sd)1 f 1 @�{� may,,,,,,. .�.�e .,��.• ` �9- p f "-,t....--TRo y f I ess',urei ll-rol is. 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I ' I i i 4 i i i ; • _ 1 j ! , i 1 j i 1 i ` • ? t • I .._,,,-,..L».........�,_..._.., _ +._._ ..-1--._._.'-.._._.---.-._.,-...._.-.t---.4,,...,.._•-." _ _ _T_, -:-- 3 - _ .. t_-.. -r-•--1 ._-1-_..--t-_..--i-.._•_-_1,.....,..__1....,__---t- ... • ,......_....}. I. p t { 1 I { f } , 1 t 1 , 1 ; f t ; I 4, 10508 NE Pac.ific Street, Portland,,OR 97220 Veer 503-894-8289 jim.9ipe.engineering@gmailcom 12/12/2018 Design Maps Summary Report 1J Design Maps Summary Report L , 3 User-Specified Input Report Title Smith Res. Kitchen Remodel Wed December 12, 2018 19:58:50 UTC Building Code Reference Document 2012/2015 International Building Code - (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43031°N, 122.80122°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III air t : I � i F .sin,,Fe'', .t'° s n w u a�` � 5 i�a$3,i'* a,z ¢ `t-A ,". � s 3�-.;;%,-•.1- �:::-,'_",',1$43't_. 4 l, �E y�L�. i. }�`5��t a . ...,,I ,:--1 -..a� " x r:,1# 4''"'t,+r ;z.-,,-„); ,-.;# t sig, '•- s ry.,ks' 1 i�� a. "` r v, ';'''',:,,,W., � FP. -, tt ', 1 7`.', :'-,-''' k,5'w � , n x ti•5?s r.:.,. �y`"`u e ms.; t7�"' `"S , ftlel. 5 , s'"r '�° ,, ."` �' zk am,,w `# ..�,,°7th R Z vh h e s ,mow,,." , k� -,4, { .=.,-;_:=4,.l a: .„ a --teat-4, ,;toy f ,' '�' �. r a 'T.114‘,,'-% se x 414 e z .1cW - T .v. .' AT A T. , ,••••,, --te„- ,r 4'-,- 4"...;'*.,'.-:''' ,4 ,,,-.'''',"'n'''..'''',,,.' ' ' ,'"7-,.171" '4 W., C;-..,1,W:.'- Tit,''''4 '0,, 7,..1 ' ,' „„„.04,,, ,SV:,.' _. .: ,,,,,,::.34.,..m„44, .,,,,,, .., , lt„.40 '..-- ,. % ,..-01-iviA ';.:N ,,,,,,,,,.. ,-,. „...:, , , _:-.....,,,,,k-..----• .. , .,, --,, *5„.,,,,..,-.,,.w.,-,,,',i,.,,,,,., ,,,. ,,„...,- '- : „..,, ,,,,----,,,,-„,_.,.,,,„ 2:,,,,-,,,,-,,,,:,,,,,,,,,,,,;,, .4,- , ,, .. _,,,„ ..,,,,„,,-,,„,r-44,,,, ,T1-''f-1,72."z'''-;,,-"=--- ,,,-,--,,7„,r',';''-',-,,- ii*,.,:7,-,-,";,---.-',"- 2---'7.4t/V14--.'Ax,i.N.`, ii,';--.*-f441'-'' ' ' r ,iiiipi474:41,--.1t -rte t- � ,...'i,-'..t.?,,„:� ,'. USGS-Provided Output Ss = 0.962 g SMs = 1.073 g Sps = 0.715 g Si = 0.422 g SMi = 0.666 g SD1 = 0.444 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCRIt Response Spectrum Design Response Spectrum 1.10 0.72 0.50 04.4 OM yy 0.17 0.4.11 .sem A 0.15c°r 4a+a l 107 044 t037 0 34 0.2.2 0 l 0.11 0474 M Arlo 00) OA) 0,01 041, Oft) 0*) 10) 110 1.W 1() 1 i 20,i 00) 0.21 0A0 400 02) 1411 1.2'i 1.44 110 19,37 211* Period.1'tier) Period.T(sort Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://prod02-earthquake.cr.usgs.govidesigrmaps/us/summary.php?template=minimal&latitude=45.430314978428686&longitude=-122.80121754137... 1/1 • Job Name: Smith Residence Remodel Job#: 18056 Sheet#: L_ l- ive-- r.. Client: Straight line Date: 12/18 By: JG Building Weight-Trtb tq W T -1- ; i i I i i ` I 1• ,' I 1 ' ! ii: : 1 { i. • T. -- i _ _F.«.__Jf_ �._ (.2. ] w ,Silgllh. _i --alt------4—. _ a. 3_.. —_ ,_...F,« l_ � .. ,... . - J. -_.w4 . _ y 4 • ifRf Dad . ad ( ! � +i t ' Rooting ' 5 pst } r EI ' en°r 8jpsi r ( , ; ( ; s L_ F , thing .Z. f _ 11t3Illtltlfr +_ . 3 3— r ; _ , _ t# 1 1 1 iI t _ i_Jolstszranng _; _ ...2.psf : . ..i..... ;__._V�neer _0 i , ; 33 1 _ k ! F Ceiling I 2 1 ' i i : t 1 , i• MBE • 1 I I i I 1 1 1 1 t ! ._,--' _ ( .---i-'- , �._,.� __ ____y t- _ --4-,__. -_ _ ' .._t - i ° born I I I ( r SI eatliing I i2 5 I E f i_ .f__ i }_ _,.__ 1 Joists/8'3rarram ng ' �;5" _1 # _,_ �. ._-. 1_,_ 1 ' 1____ _._._,1_ _.rt ) _ �. ; i --I Ceiling ; !._2 t ; -1, 1. .. j .. - 3.. 1. .. .,.i... --i- , I-..-_ NIRgc/MB�E < 1 oaf I ( ; ._ 3 3 ! 1 { I } I • 1 12 f t i i{ S i i F ctenolt.W lis.,f _._',Length 8 I I Wh _ pgj;- r.._ .-_ w _. .__.iI 1 rr } r __ s.. Interior Wa Is/Partitkpns 4 24 96 8 3 3 384 ' ; i i� — 3, L i i I : s I t I } I i ! 2nd FlrArea { ; 12' 0 ! ' { ! 1$t Floor Area i ( 0 12 ; 0 ' I i 1 • _$alstdc 3 3ng. cJG ..7-4p_.Chapteir 72 t ' 1 f 2.8.11 Equwa' ient tate*Fore Procejdurei i ; t {111 1 ( i } , 1 I i . , , para�na�>� , ( ! q 1 Y.. ! i ` t_ i - f t _.i _D;72-I : _ i 4J_S�a.S ftatl4.ong,1420 /) i -. + -;.. i 1 I ' f i i R_ p.5 { CampdpentiResp'onse Modificatro4 Factor per te4/e 144-1, i 's, } i s uq= t I 1 ' 1 100 ltnportance Factor per Se 11. 1 f ! ! i } s _ - 0;tt ASCE" Q, t3 t2:�2r._ ._ _- l {.. _ _ t �._._.. .. _r s 1 _ , - i = 631 ({bs) ASCE j0.EQ 12 8-14 i i I i ` Lam;_ ", !r'7 Vv:- ii ..._.i ,_i.._ ;"L,n.•/T„l.,_.4. �a.��j.�. �- ..,r.. w_i. ......t y._ i , ( ftp I _; r....._....._....,,..._„-..._,..,._.#0__ - } --.-d ___;•-. }-• ab8 ,,,/-1'3>OAi�✓ fir---- Atr '� 1 j 8.56 s 5656 1 484 1.00 8$1 442 I._,_._.,.. 1 -1I.., - _1 j .._,..i.__..__ • _..`e —_ $6.--._.j._...,,_- .S_-...._` —$_._.._..........,_.,i ,. ' f t.._,.._ 1.__. 1 1 1 . 11i I , Vertical Distrito/don utior Factor, ,=w h/ w*h i 4 AS¢E 10 ; EQ12 _ 12 R Lateral S$ismic Fore a a1 any Level,F1=C„"1/ I ;ASCE 10,Elft 12.`0-11; i '� } i 'P •-t 1 I I { i j 1 1 , 1 4 I , , t } 10508 NE Pack Street, Portfand,OR 97220 Office: 503-894-8289 jim.gspe.engineering@.gmaif.com _i!' ��iUMI Job Name: Smith Residence Remodel Job#: 18056 Sheet#: L- 5 Client: Straight line Date: 12/18 By: JG i i ' i i , i i , i , 1 ! i l T-----1--- Shear)INa fl Desigta I ! I. i , i • i•--i----i- VfPierA r .. __ I __ . _....;_ --i--• _._,_-. _.4__._i. .._1 __ .r.,.___r. __ -4- } ' __, .r,_-_ r _,,! I Wall shier=i i 1306 Lbs ` I` ; f t f i 1 i i i 'dotal WBITLengttt i t Ft ..___ • Ytla fshAafr i 78p } I + i ! i_ __�___,,._,Wia1 Piege llh _._ !_,.. - _-J40-Ft-_! w_I US-,.._ '1!2"-R�t._w_�_851 6_" `o.c-,gSt9 t _' ..__.1._.__ __.. _..' 5 I Wall height=' i 8.001 Ft *L: plf ! 1 , l i s i - yu 4 • I Wal deed loan- ; I i _ ,f 640 Lbsi_- I , _.4,-- -1,Terjsiontearn e=-4'_._ .,_ _�._ -�.0:0t'-ktps -- _Siff:.gniors-i_._.,..r i..,_ ....jr..---f-----i-----i----i-------f---i---f--- j _ ;_..._ _ ionifrom aboKe= i ; i '.0.00,kips USE: 't6d 12"o•c,mm, i I , , ' 4 I t H l�T tOFES' : " _, --t-- ! i r t r -i--_._I..__ i i I _.._-.c?y. ittaing_ .ont= .%-,._ µ 2.i ' I4 'k _-_r ! _,_ __}._ _.....4......._,4_...._1„..4 .r-.._„}._.._i__ 1 1 Re istin�Moment'= I 112 kip-8. Ho o+re# 1 h 1 r i s , i , t 1 i l f f__._.-,-._...i-.HO1dOW11-t�i8iGR-*..._._.� .._..,-_.._-+. - __s..__. $.471..k�p& _.. _...._.},__ t, __ �._ i __ 1.. _f,_.._.. _. __4----• 1 i Stud corgpreision* .0.93 kips ! USE: T A18 uresis ! 1.1 i 1 i 1 i 1 • , W t/1-Profs t:-----r- 1 t'seFtetforated¢h rtWEitr e!o ,_-_ ----1- .._ „w.-1. i i s.-_._•• £ i 'W i shear=; 1 i 385 Lbs; 3 ! i r i ; f 1 i i i t i 1-„..ofal Wall Length= i. �._.-_.,... f i ,..._ OW i i 500,Ft 1 i Wall shear i 1 n pif i 1 1 i i i i , ! 6 1 . ._. . ___•_Wall Pier Length-...- .; ,,_., .2 Ft USS ...,�. ..1JZ".qly w.8d.�.B"!o.c..led9 s _;_._. t _...! t ii i i Wall height= I 1.. i 15. Ft i, i_ ..1. 4L_� ; 1 ; ptr; s ` i 4etrveen f+ ldov�ns ,_._-...-{._.._..-terxgttt .=!__._,1___.4.___.f2.26.Ft4_ . 11. _.-+__.__i__ --1____: _ 4-__-.,.,__- ! _._ 4f-- . ...,._.. _ a_._._i . 1 i Wa I dead load= ` i l 400,Lost 1 i i i '- ,_f,-,--_,f Ter sioii fronifatibiXe w..;... _-t -I- _ i i0:Od lap_" Silt`.Ari ofB --r--- s. = _. _ 1 .a,_ { i r i • ' 1 1 Ccxhpression'from! 'e= ' f 10.00E kips USE 12 f i � 'roc m ' HO$..DOWN iffOR ES I j....... furtjiog.JVlornent _l } ;01413,4t•-•,. ._,_i ,._,r ..,{ ._ +... � _; .. t... 7 1 I i Re$isting Moment= i f 10. ap- I E • i i 1 1 �! , I-- } r 1 i tioidO►�'tensl•ar� f b D ips lio do 1_ .. _ ,_i___._. l ii^_`__,.,. • , I i Stun co ion l= 1 1 1 10.50 kip& i• USE ; 14Tlii 18.8trep's 1 1 1 i I i l ' Ii i i i i i i l l ' I t i 1 i 11 ? !i 1 i i ! 1 i i I W, 1 i } 4 j . } 1 1 ! i 1 .✓ 1 t 1 t 3 � ?a0- ,re 1 R#' �j715 :ow 4�'lrri� E. _ -?'3r._. - �_ _ ._1,,._..... _L__ _ ` i 1 +-- -f• f i } +f-..__',".,., 1 y-.. . 1 i" f�iti+_ j.. _, t I f i ._ t _ .,[fie,); >Tc ..,?-._w y ...40,‘_._..,..00). ._-..c. _.P- � ... i i r _i__...1 t L. L _ _-? , �� � k_. �.. ..}.__- i__ V _ -i_ _ f � t � 1 }} o i , i • ■■ i , i , [ , i , 1 ■ i 'r.-150---r----1- --Me"- ' `T'`-1- _'1 - ! I_•i .-.__ t .a. .. 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Project: StruCalc Version 10.0.1.6 12/12/2018 4:46:119 PM '8 Location:FJ-1 Check Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 1.5IN x 11.25INx 14.1 FT(2.1 +12) #2-Douglas-Fir-Larch-Dry Use Section Inadequate By:11.7% 'Controlling Factor:Deflection J Depth Required 11.67 In. -DEFLECTIONS jet Center LOADING DIAGRAM Live Load 0.16 IN 20322 -0.15 IN L/982 Dead Load 0.02 in -0.01 in Total Load 0.18 IN 20280 -0.16 IN U929 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS 9 la Live Load 1837 lb 318 lb Dead Load 533 lb 59 lb .1 Total Load 2370 lb 377 lb t Uplift(1.5 F.S) 0 lb -179 lb Bearing Length 2.53 in 0.40 in .. v. BEAM DATA Lit Center Span Length 2.1 ft 12 ft H--2.1 n --ue-- —_— Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 0 ft 0 ft Live Load Duration Factor 1.60 Notch Depth 0.00 UNIFORM OADS Left Center MATERIAL PROPERTIES Uniform Live Load 53 pff 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 16 plf 16 pff Beam Self Weight 4 plf 4 plf ease Values Adjusted Total Uniform Load 73 plf 73 plf Bending Stress: Fb= 900 psi Fb'= 1656 psi Cd=1.60 CF=1.00 Cr=1.15 POINT LOADS-LEFT SPAN Shear Stress: Fv= 180 psi Fv'= 288 psi Load Number Qui Two Cd=1.60 Live Load 490 lb 700 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 315 lb 0 lb Comp.-l-to Grain: Fc--L= 625 psi Fc—12= 625 psi Location_ 0 ft 0 ft Controlling Moment: -3321 ft-lb Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: -1590 lb At a distance d from the right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Req'd Provided Section Modulus: 24.06 in3 31.64 in3 Area(Shear): 8.28 in2 16.88 in2 Moment of Inertia(deflection): 198.84 in4 177.98 in4 Moment: -3321 ft-lb 4366 ft-lb Shear: -1590 lb 3240 lb NOTES i