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Specifications (A25 sJ ` ra Lamp A 2Ott 00337 RECEIVED OCT 3 2019 STRUCTURAL CALCULATIONS CITY OF TIGARD BUILDING DIVISION FOR DAVIS RESIDENCE—KITCHEN REMODEL 6925 SW BARBARA LANE PORTLAND, OREGON October 3, 2019 OFFICE Copy o PRO,f %*-4) I N� o 52799 J is FS D. �` EXPIRES: 06-30-2021 DESIGN PARAMETERS: 2017 Oregon Residential Specialty Code ROOF LOAD 12 psf DL 20 psf LL(Snow) WIND BASIC WIND SPEED 120 mph(Ult) EXPOSURE B SEISMIC MAPPED RESPONSE SS=0.99, 51 =0.43, SITE CLASS D IMPORTANCE IE= 1.00 CONTENTS: FRAMING FR-1 to FR-4 LATERAL L-1 to L-11 • 10508 NE Pac c Street, Portland,, OR 97220 Office: 503-894-8289 jim.gpe.engineering@gmail.com ,kGIPE STRUCTURAL Job Name: Davis Residence Remodel Job#: 19063 Sheet#: / .g—/ • ,i s Client: GHI Date: 09/19 By: JG i ( i i j f a ; i I f 't I i s i i F i I i 1 ; 1 t , i i i _._.f 1 ( i 1 i 1 } 3i ._._.. i } a— �M ai S 4,-,-..........,..L .tea.—,,,j.. ...i..,.-._ .«..._4...,.,..... .,,,4-....,,..../.......' .. i._. ._...._..� .,...... _ }.._,.....+r ......h.«...y...,.- } s i S I I i I - i — — --% -- — �1 t • 4 I � 1 s 1 --1: - n }.IM_ r I i � l 1 1 ; I i i 1 i i s 1._V l F --i_._. �._..._ f- i 1 i 4 t i I l, 's i i i f a 3 i i l e Q1I i _ �. 1 i i 1 I,. L.......r«. .. .. f. ... ..t'r0-4 G L�. 4 — � !',' _ lik ! I i i it Y ; a Siffi1 l 1 Ii i } ij F c i r r I i i I _ r I i i z i 1 F f 1 1 t d 4 I ; i ,...,.._...t ... ...._....3........_...i....._«.....• •'1..,._�.. ... moi•_. �.. i __., F.. -L.-4--... i ,.�_......,_..t....... ;- j. 1 -N.........,. .,.._..� ....e fi l 1 j 1 7 z 1 i i / i i 7 fl I 1 i _ 1 j ;� 3 I 1 I S i F i ! i —, ;� f / i i C ,, 1 ' # i e I I1 i j" i_._.__..x......_4_._ ; _....p...__....;._..._.i._. _÷.! ._i___...1 ....�..,.,rs,4. .r. ..�_»._-. .._ i. ._ . �.il,___..i ,--......_,.q'....._..,_;_...-.—„N.—.., 1 _.,q....__...1 _-I.,r+_. i i ; ii Ili 3 ` 1 I� i f i 4 i I ii II I i i s li; f i '',,11 I I i i i • I i • i i i t j } i t EfE ] [ i j 1 I f i # € i { a 1 # ` ` i } i • .1- L...,.... j` +4-"�} T S_} S-...-, !1 __.L._.:....L_....-... .1 i -.._...i-_....._.,..I. ' a i i I I i I I �.,_..S.. �_......s;...«.....,E— d I i di... I i , r { + t i 3 .... .a i F i a ii I t i i I f S 4 r 1 } ! -1-41,:72"4. # i S . : id;I�= � � ` � � .1.,.'),._,'' 1 ^ ...i..........4...... f - i e �1r n _ ce { 1 _ , 1 ? { i ! i i a } �� 1� f 1 t a i 1 t I ps ; {{ l ta 1 T } ! ! i s a ; 1 i i ? i ! a t ; d t d S S i t f e i 0. 1 10508 NE Pacific Street, Portland, OR 97220 Office: 503-894-8289 jim.giye.engineering@gmailcom MEMBER REPORT Level,RB-1 PASSED 0 E 1 piece(s) 5 1/2"x 13 1/2" 24F-V4 DF Glulam t Overall Length: 19' 10" a ,M'x�:y'�ibfi: t F k 4 a '` 19'3" 4' X Ail locations are measured from the outside face of left##support(or left cantilever end).All dimensions are horizontal. De wn i ' _ , ^i.,. t f � ._,' (PattWFR)" System:Roof Member Reaction(lbs) 3399 @ 2" 5259(2.25") Passed(65%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(lbs) 3238 @ 1'5" 15085 Passed(21%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 20950 @ 7'1 3/4" 37988 Passed(55%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) 8uiiding Code:18C 201S Live Load Defl.(In) 0.378 @ 9'5 5/16" 0.650 Passed(L/619) 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD I Total Load Deft.(In) 0.606 @ 9'5 1/16" 0.975 Passed(1/386) -- 1.0 D+0.75 L+0.75 5(All Spans) Member Pitch:0/12 • Deflection criteria:LL(1/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 19'8"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 19'8"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L=19'6". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified giulam 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 NOS. 'Sgg4t ,.!: :XgNW 00100 4; F al ,1 'ems x +' ,s , • ec mo —& a�rilatdt iteouinta 114# 5014* "46 n ..yl»;. I1-Stud wall-SPF 3.50" 2.25" 1.50" 1274 1091 1757 4122 1 1/4"Rim Board �5tud wall-SPF 3.S0" 2.25" 1.50" 897 1091 1003 2991 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above It,bypassing the member being designed. to: ,. _. , d )ie ....*9Db a -Sli,��'+.,4ii . >1 0-Self Weight(PLF) 1 1/4"3to4"19'8 N/A 18.0 1 1-Uniform(PSF) 0 to 19'10" 5'6" 4.0 20.0 Umited Attic Storage (Front) 2-Point(Ib) , 7'3"(Front) I N/A 1380 I - I 2760 I I K`3t4 L 't '� Z J' f SUSTAINABLE 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 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 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 Lumber Products have been evaluated by ICC ES i under technical reports ESR-11S3 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 Sot4fwere psrator Job Notes 10/2/2019 5:15:51 PM Jim Gipe Forte v5.5,Design Engine:V7.3.2.4 Gipe Structural Engineering 19063 Framing.4te 1503)894-8289 jim.gipe.engineering©gmail.com Page 1 of 1 R GIPS STRUCTURAL Job Name: Davis Residence Remodel Job#: 19063 Sheet#: �X.... 1 ,' '' Client: GHI Date: 09/19 By: JG # t � iE i i ' j t f t { 1 1 { ; I $ # 1 4 t 1 E t _ _ t i t ,_.. i........t... ;w._.._' f..,.... 3 .,_. ;_., i i ;.. 1 .. 1 . ...>~._ 4 t_ i_... _, I.._ 1......,..1 4 S f i S t 1 t - t 1 I i ' ` ; i t f t� .. .;♦ , 1 —14--H4:• , --+ { *l< t0...k.4-i, . __4_ .,_.__ Y 1. __ , _...._„.__..,, t , 3 1 , 2 t 1 I { .4 . ld.,l -._f j� �i ...:..,i...1$.. S . ._._ ._ _ t .._ s_..... i._.._°_.?_, _.r_____.. .._ _ i HHIti `j�YC • t j € ! E € i € f { .__ . 3 f 1 i €...._.» t # ' 1,-.C.--1 1 Cv�tT t —� G,; X21 1 1 ? i c } r{ • i 1 i t i 1 1 # 1 3 i 1 j 1 _ E 1 t t 1 t f i 1 - ! t ! i ' i 1 i i i f3 € t # �?S}T L flame _" ►Zif yAel y ! s i i.. € 1 .,, _d__ .,.__ .r.___ ! � 1 # # ! iLtT-�r t I I S 1 a i i w ' f 1 1 j ;-_-= yam s �/�S( } (( ...':.41-.541541=r1 --"101111 /i r1(p • .,J,_,_........ _i<.»..._... {.,.>.�_k,...y...l...._ 1 .._.._y._...,.._4,— • • _,., ->-t-- } t ( i i ( Wt { /j) 1 3 ' • # 1 f i t i i i f # I 1 i I f 3 i ° 1 . ..,___3. 10508 NE Pacific Street, Portland, OR 97220 Office: 503-894-8289 jim.gpe.engineeriny@gmai(.com . Post P1 J 1 , Span length, lu,ft. 8.00 Bending effective length worksheet Effective col. length factor 1.00 i Member width, d, in. 3.50 Unbraced length, ft., lu= 8 Member thickness, b, in. ; 5.50 1 Lateral load, psf 0.001 lu/d= 27.43 Vertical load, lb I 41001 I Tributary lateral width, in. 12 Uniformly distributed load, 1e=1.63*lu+3d if lu/d>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 i— 1.151 CF, bending 1.301 le 197.76 in. _,-i _� CF, compression 1.00 _ Cr 1.001 pick le= 197.76 CM 1.00 Ct 1.00 RB= 4.78 KbE -_-------- ---- 0.438 ---- --- _� _ --- KcE 0.300 c j 0.8; I Plate Fc perpendicular, psi. 625' _ _ _ COMPRESSION 17BENDING Fc*, psi. 1495_ Fb*, psi. 1346 FcE, psi. 638, FbE, psi. 30628 FcE/Fc* 0.427 Fbe/Fb* 22.763 Cp , 0.380 CL 0.998 Fc', psi 568. ;F'b, psi. 1342' fc, psi. 213 IS, inn 11.229 fb, psi. 0 -- DEFLECTION !SHEAR Deflection Limit U? 240.00, 1Fv, psi 180.00 -- — ----- Moment of Inertia I 19.65 IN, psi 1 0 OK Component/Cladding_ Y If Y, calc below uses.7 wind per IBC 1604.3 Deflection, in. 0.00001OK COMBINED STRESSES I� fc/Fc' 0.375 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 0.140 OK Pmax, lb 950 _ __— i Maximum load for plate -i crushing, lb 12031OK Page 1 Gin STRUCT�T- ' Job Name: Davis Residence Remodel Job H: 19063 Sheet it [,— ,. - Client: GHI Date: 09/19 By: JG I 1i f S { t t 1 s i { + i I 2 Z __ _1 i' ♦� 3 t+ e _ i t i i l { I i i 11 l f i t + i t 1 , ( ± i ! ' i tt l ; III 1 5 2 E + I f i i - j �1....... - ...._....L. 7 .. x:.._..11 . .. 1 ..., _.._....._..aa,--.__•, f._........_ .L.t.L...._.y.,.�,.-. I [ 1 ? } " ° 1• IIt l 1 ; I If 1 t • { ` i $ i [ < 3 i 1 I 1 y y � t.. `T P4 I i i ,—� — — t _ j 1 i l 1 i t 1 t ! ; 3 E J 1 1 : , ,,. F .d. , -! .,,,... i l ... L. ... ` ......t..._..... .... .._ ...5_.. r ._.... M......---'._•...._ -•b. ..•F'..._,...f. .. _l • t ' , 11 , 1 , ' , ! t I l t t i Lr/ i �, • I , l _ _ _ _ _ I 1 i ; t't i t 1 ! i r { Sr __ ' _ .._ _._ r t SFA! __:��t 4 ,l { 1 i i. i i , F f E I s t1. _ � ___ f .. .. li. �'.—., .Y1 .� a r1 �l' ,. s.... .!‘-':...„.,„ ..i.-t - —_r n.'rr r Nr+t t.L. 1 i , I 44 i ! { i s i i { I I { 4 1• } y S 1 S )�j, t r 1 i ; t. t I I , t i,. t j r { 6 + 1 t 1 3 3 t 1 a 1 ( - f + (, i ;.�. . iF1 i t 1i - 111 l F �yr i - c•.-----,-----..r-"---r----r-- I , j. _ � .1 _ t I i IIt ` yT T t � F 1 i S 2 l � I # t t s Y1 i i R { F + t S i 4 f , i i 4 t E ; • i i i I i 2 i , , l 3 I ! ii. ...#m .i_.,..»..I_..»�.,.......1.. i 4 10508 NE Paqfic Street, Portland, OR 97220 Office: 503-894-8289 jim.g y e.engineering@gmai(.com GIPE STRZ.I�RAL ` Job Name: Davis Residence Remodel Job#: 19063 Sheet#: L—Z E Client: GHI Date: 09/19 By: JG i Wirid Loading per.ASCE700 Chaptef 271 f i ; i l l i i f l { 27.4 Buildings ofiall Heights ' i i i } f i ` 1 i ! i r y i i' l s i ! i i ; , 1 , , ; r _ , 1 ! f i f i I .,..._N-.Direcion.,... .-...-..___,...----1---1-----1- i ...�... 1.._.., �..:_...a_. --1-----1 ti f- ...._... 1__,.,.. ..._...I._..._....j. .._.._. ..«......,„.m,...y,......,......<._.W..-1 1.. 1 i ii t 1 +S i i E { 1 i I 3 i ..._.t„„....... ..._ !»«......¢..._.._�._,.. . .. -,.}.. y..:....�.._. i._ __«dw........,._..._v'_....#....... i t.... . i....._....�-..� '..._....,1..»:......w.-.........^• i Parameters l i 1 i 1 i ; 1 l i i E i. 1 i 4+ E 1 � - ,_ 120 mpfi asic Wind pee l pe 26 or ocal code i.__.._} I i i , ! 1 -t---- � _. �xpisure-Categorypersectiorr26�' _ _ _ i.�_ _ _ /_, ..��_.`_._ = _0.8.$___ -inc.Diroctiagalify,F iptorper.Sec4on.26..&.L. .. .,_ .4 �}_-__._ II i ; KA=; 1.0 Topograpic Factor peP Seetion ;26.4.2 ? i i i , IG=1 0.85 Cust Effect Foctor per section 26.61 i_ 11.._ 1 � 1 # } ; , YP 1 0.3 windward Froin figure 27.4- i #.._ rwn 1 _._ I -4_ c ._ --+-0.0-lewad' figre-27:-27. r-_ i -----f ; . ,- t_ _ r----1 i __1_.. f ..t__ .> ._ +_-0 8 windward .1=rorn girre 27;41 ._._._..FWa I_ i .--. . i_,._ I 1 ; _.t _.. Grp 0.6 leeward trod).figure 27.4-1 _..... • s ._.-_ ..1.. s Zg i 120( i From,Table g6.9-0 i 1 1 i i r i_ , l ;a= 1 7.0 + ;_ Fronp Table 2';6.9-I i i i i 3 i ! 1 , I i i j ; i i d 1 -fiegfand-il�Fait-=_ _;__._ i ___. __ 1. ,._f.. : _- i• __ .._4-__...F. _.- •�..___-•••-•.___-.._ .__.. i-._.�.-__ .. .. ! _- !. Le eL..L ._ _ 14 ght __.. Kz 1 _;,._, . ,___.. . ._..i 1_Jtnitz.H.t. ___Width_ _ reg ) _F_(as0.)._ 1 i I (it)._. .. i i_...(list) 1 : (p*f) 1 1 (ft)... (f) 02) 1 fps0 ,(psi. Rodf 14 ; 15.0 : ).57 i 18.01 t 13.8 F ' 1.0 l 1 1 1 14; 8.3 _... 1--------1.. 4 4- a- _ w i.._. 1- 15.0 I .57I -i._�1 p i-- 1 9 M._...1.4_ �.. 1 E _Ti 20 .. - 11 _} f '_ e�r/�nJ ! : `i 3 l I f i 1 1 , - ,! ' i E i r 1 i i 1 Level ! I Hei ht 'Kz ` 1 p rib {t Width area u 0 asd i f 1 (ft) s I i Os° i i (PO ; (ftp 1 i(f0 i 1 (ft2f 'i 0s0 1 (psf) l Walt 1 .0 ; 1157 ? 16.0 1 12 2 1 0 . It 1 1 i I 1.0; 1 12 7.3 , _, I i_ 111 ,._ :iii 0:6 f9.67 113—f- fi0 1 1:0 'f 3 8 ltd E e g 3 I i 4 i f [ ! 1 I� a - ii � � ,'� S ! t �'�� e 4 1 i � f r ` , � t °Velocity re�sure�,q: =0 00216K},K K d V 2 _,_�_i _.__l f i ; -1' I -] 1 i le/_ f_ s ; 5 i ASCE 101EQ i 7.3-1 1 f i ;Velocity Pressure ,P r-q 2 0C -q Z'GcPi) , r AfSC410, EQ,274-1 1 Win i Force,F=P*A i 7 1 i 3.. LS?6.0.• i E 1��Pr1?1i :* i _. , i f 3 , y i E 1 ±'ff 1 1 t j = 1Z /� t t i i 1 i ! 1 f 1 ` 3 1 3 I i - i I� ! S i 3i31 i 1 i--1\ .-._.1-... . : ,._ ..,, ......�.._._. __.,........ ..._...__,�.... .tea........„_' ._..r- ..T_ b .._ ..._.y...-.........�-... t--..^--^i - .-....� I �c.�} / i/fj,,.� i �,, 1.._ t / may{ s��-! ._. ''j .. 1 15/ !,.....—i 1 �/i I 1 `i ' t r rr-7 ori , `Ti/ '3 l oGGi:�i - i i 3 iii -....L..._....—F.�.....,.. , --.--•; I 1 i ii 1 j_... i i f 1 t 1 i 1 1 1 ! i 1 f ! { i a .,.....1.,.......1.......-...i._.,......n......._......!__.._..`_�«.u._.. .x...-._....` .......r ~ .... ... ___....1.. ......_A,:._.___2............_._...._...._....._ Y.:.... .. ..+,.-,.__..i.........li....«.._c.. __.. .�._.....,...... .._."_.._. ..,`._.«e..;.._....1.,..._....,_..._.<.:.....__..% 10508 NE Pacfic Street,Portland, OR 97220 Office: 503-894-8289 jim.9pe.engineerin9@gmai(.com • (s P.E .5 TURA', Job Name: Davis Residence Remodel lob#: 19063 Sheet#: -— 7j •` Client: GHI Date: 09/19 By: JG ±. i i 1 t iM i i s IC t ftc, i. t�/3r �rc II'ga .+ S i i [ ! % I e M1 _ `�Z t 1 i j i • r.s. 4. . 0 r 1 _._.i*. 1,._._ ; __ ,_ ..._4.�,_r x I .8 E utvatent tate I __ i 1 q tpl Fprce}Progeddre # I ' j ; #. f • !# y 14-3--"IF'‘ i..-.._..,.li........_i .. + ...._...�.......I. .»..«.• ? f ..G i-- Si :t''.... l I ._.,•....}.._"-1.'''''—' ....''''_.._l ,..,�.,..,....'.,,....I_.....,.,-.i...» '----- ii I ( i L I t , z ,_Ij i�3 �_. 3gF .S ��I L (3AI( p , r. ;, _. .� 1 __._.y -.11p..-......___ '6.5.11_.__.z __.....1 .{ioaipanent.Respon�s8 ltLiClt'cetian Ea r.fltBr iahle.1.> .4:..L...1._..._._. _, t I = i .00 i Importance l�"actor per SeCttonn 11 5 1 I ' I i S i 1 # Vg 1.11 i $ ill' SCE 10 EQ 12.8-2 ± f 1 ` r j i 1 i _-_i 444 ., i _.._}. _ _ i i ' i 1 100;(lbsp "T T}v//PL _W 71' fie 1 u4;41-t4511.1 �lii,,..r t ? � S 1 t 1 # int— i l + t [ [ p c3 Z i ; 1 - i 1 ; Level i Height , i W 11 *ft _ C,, i ? F Olt . 1 a6d ; I {ft) lbs) (ft-lbs) (lb's) i(Ibs) i. E Roof 3 _._. t 8 O0 11 _478 . i V 313278 , I 1 X00 1 i 2033 }1423 1 • 1 } I i Vferttca/Dlstnbutio,Factor IC„ w*h'lw4h ! 1SC 1(�, EQ 12 12 ; i i s ! i 1 Lateral Seismic Force at atlly Level, _ „*1� mtiISC 1t, EQ 12.8-1 t ; i {1 i I t # i i 1 i i i 3 1 9 a _ ; t M,-..3�.»..., 1,.,. ; .._—1 i l, _._J..._.....�._...,..._..., 1..._.-...._.i,,.:,.�.............�.:.._ {. 1._._.._Ji........ .a,...— I i Ate, 1 --i ,,..,1 ---4 { E _.1 ...�.„i....__.«.l _•,�• ; T ��6i fig 1 i E~ .. ._ �js i S3 3 i 13 3 i i _3 3 , ! i 1 i 3 I j t 3 f f i t I t S i I k i i i " } j i t 1 g! : E ij i 1 l I 1 i I i 1 y l:_._.. { _...�....._ ,..........,.._$.._.....i ,j..........f ._S i ,i....,......�_._.,...! }..__...t... i ._t...._......{_..f-..4«...._ .i,w wi�«+_ «..F.._..w...3 t 1 I i , ! , a S } f } S e e i #k • i 1 1 i 1 . f . i 3 s Ill. E i i o- t i..t ._i_.,.. ..w.. i � I f �.... i ( . .._._..,._,.. i j = 3 }' i i I i i I 3 t t { i } ( i i 11 F i ; 3 i i S } i i L _.._.. .�..._...L.........�.,. ..1 t ......,.. _7-._,...w.__„__z -.._....,,x...,..,..,.:....,.__J 10508 NE Pacjfic Street, Portland, OR 97220 Office: 503-894-8289 jim.giye.engineering@gmailcom 1013/20.19 ATC Hazards by Location ATCHazards by Location Search Information ' 74 Address: 6925 SW Barbara Ln,Tigard,OR 97223, USA h€ * aneouv ? a, 1'S� � a { Coordinates: 45.4501955,-122.74838620000003 �' � Elevation: ft $t to t -40.081 9 Timestamp: 2019-10-03T15:28:16.194Z X KAt.Ft+ £ I+ataort Hazard Type: Seismic �r Reference ASCE7-10 �' Document: Map data©2019 Google Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.\\, 1.00 0.60 0.80 \\\ 0.60 0.40 0 0.20 .40 0.20 0.00 0.00 0 5 10 15 Period(s) 0 5 10 15 Period(s) Basic Parameters Name Value Description Ss 0.989 MCER ground motion (period=0.2s) Si 0.426 MCER ground motion(period=1.0s) SMS 1.092 Site-modified spectral acceleration value SMS 0.671 Site-modified spectral acceleration value SIDS 0.728 Numeric seismic design value at 0.2s SA SiD0.447 Numeric seismic design value at 1.0s SA vAdditional Information Name Value Description SDC D Seismic design category Fa 1.104 Site amplification factor at 0.2s F„ 1.574 Site amplification factor at 1.0s 1/2 https://hazards.atcoundl.org/#/seismic?lat=45.4501955&Ing=-122.74838620000003&address=6925 SW Barbara Ln%2C Tigard%2C OR 97223%2C... 4E ,• !- TURAL Job Name: Davis Residence Remodel Job#: 19063 Sheet#: L.— S �` Client: GHI Date: 09/19 By: JG i a { }......IIIt I t —t~ I .....-...._..3__._... t I _— i I ---•i--..,,._S_.._-..I i.:_..._ I ..c.-.._.-.5- •+___- 1 / ` =Sh r ail`De I I { i i j f i i ; ; i i i i t f 1 t inelsheer ;�..� i _ ._.410 Lbs.; 1_�.1�_4.� } M.....k_....�_.. ._._, .._ 4_,. _...,lit _,_ .----4 -i I i Tota)Waft Length 1 s i 15 550 rt. Wall she$r i w 62 pif 4 1 t )._,_1._._ .. fAlaU Pier Length z4._,_.L.__. t_�_.-_j_.,- ;.__--1-5.50 Ft:_.._ __._USa.- T--4- i " `�-0 r- 4dges----1 w_-,�. ! _ �... i Waii;height= 3 `' i 8.00 Ft, i i i AL=280 plf i ; i $ j __,;.____ -length between to downs _ :_..a -f_...,t$:0U Ft:__ _�_.._ _._ _ ._._i....... Wall dead load ( 1950 Lbs. f s �;1 anion om above f 0.'00 kips ;Sill ch s i i i } } i ! Com res ion from above- f ,_b 00 k 4_ _ i 1 2"A 8. 481.9..e. i. ' IHOLDOWN FORCES A��� : } ; ' .----10vOturning- eot- t-..-.i•--r_...24,08-kip-ft; _a._. « _ i —17 #.. t_ - -,1 i S �,. } ;Resisting•Moment ; 14.63 kip-ft,,. } i , ( i ; L_-_-L_. 4-__1Holdbwn tension- f.__,_-___. .. +._.__$70-kips 'Motcdowrr e- y -_--r-"_'- .- #,-_...-_r... t---- ,_.�£ 4._.__ j ;Stud;compression J ` 2.27 kips` 1.186: i HpU2A AI=3.2k i ; Yet .,...,.F s i i Waw B i : f 1 s i i { i :1, __. .. ..;Line lshear- ; .---4._ 1615 Lbs... ._-I .._ A. .+_ --i--_ ;� `... i `Total Wa0 Length 4 11 i 18.00 Vit- i Mai!sh r ; 90 plf i i } v� Lc._ .._.. __.,..._-iwaN Rier-,Length_= ..E,-----_..,,.4-- _....9.p0 FG..._?�-----ice:-__-i-._1{2"p(y w/8d t*•6"$,e:edgel1,_.- _-1 t__---.i__..,.,--_.,. ; 1 1 Wall:height= t i } 8.00 Ft, s l i l Af_=2 0 pif t ' i ..f. i {_ -_---l- -tenOtn-between ttotdewhs { r 8 75 Ft ..f —I---h-1----1---_r _, f - i _. i . i i I 1Nal dead load- 795 Lbs,e I i I , g .1- -4-i 3 0 00 kips i- !Sill Anchors j ) I Ten ton from 4bove a,,___ .L orrtrpres ion from above._ '_ _.1..00.ktps.; USS ;_ "Jl:B. 46'Q.C; i HOEDOWN FORCES: . 1 ! 1 ? =260 pt1 '` + i t i Overturning Moment,=,._. _}_ ...646 lop-ft �,. ... l._ ' •..... { i ! i ;Resisting;Moment f i 8.48 kip-fti t l f f t Lys ..2.., .. ._..-i_-..... "•(- "� 1 �ibidowrt tensipFi-� "�.'� , -1-04914511- . 8 I I 1 `Stud compres¢ion ! i i 1.12 kips i i US=: 1 D`1T2Z Al=1. k i I 1 i i , E i } 1 1 , i i illii i c } i i I I ¢ - ' i 8 t t } i , . }..........fX_'ci S t '&it ti 4i./•.4?Ci Ne .,. !.:.,.,,-F- _._ _ !~ i 7.,.:_]/ 44_ .___"-fc__.._... _,,.,._.. ...-,. i iii , i ; i i '. ..,._...... €,......_ ., 1 �� �7 t It L Coy rryrr r €F, I t �i i i 1 i i f i 1 j i i I 3 --T- 1-- ._ __ i I I i 1 1 H144.0 'i, 4, e i E42,A,0...E. ' -k:el i C.401.17-' L----I---4- 1 "---4— f } - r — f • y i 77 • .]4 . l_»... ..,.J..,. 1 "— .. -... - r.,..`_.�. ........,y.u.._y....__ } -I- # -�q._---......... _..j�.....-.,—1--_..,....K..... .,.t`_.....r 1.......v» 1-.. it......-....,...,,_.,,}.,y. .....1..-..». I .�... ill 1 i i t 1 i { i t l ! i t t ! I E i f i i I i • , 9I11I .,__. ...__..,..._.._.__. _.,... .....,_.,_-.__i t j 4 i i ��[JI;�� } ,—,...__I t � l i 9,0— r }._. IL 4L. 1 I� ---i-----T---, i —.'._ I / i , �.,., i s wr! 'f '- .�._.. . _....i--..._ 1 _3._..-....ice....-.., �rw...„--t—w,w —1,-----1-4 ._ f {- r i i l a i t { l i t P f, o r i t:L± y /C _`1 [ 1i ! i V� - - s i 1�_...,...,...0{.«....,....A,......�..,i.,,......1..�..__i........,.a...._...,.f»-...__ x..._..,.......,-...1.. .............__.,-...............,.,.._......,,.»_._.n...,,,....._........._...,,.., ._.,.... -,......ez,. ._..,.i....,....,.._......._..,.. 10508 NE Pati_fie Street, Portland, OR 97220 Office: 503-894-8289 jim.giye.engineerin9@gmail com i p.a:,.5 U Th AL Job Name: Davis Residence Remodel Job#: 19063 Sheet#: L- , ka -' .._ ': ' Client: GHI Date: 09/19 By: JG , 1 i ; t } I € i -i E e Wail Va Footing; a a a I ' I I f.. f. i f , a i 1 t } t .».. ry._. f J,.a._...._ I ; ..t ...... ' ._.w._.....-... -i---"1"--" .... ----t-----'----t----I---r 1 1....,._._.rTh ---1----t---T-1'.-1' i i I .'__"'g' . i �` Applied Loads: , i Wihd povems ; Footing Properties ; 1 I t 1 load=1 1 114.00 ft abovejtopiof pier , iftg.fwidlh=�_ Z25 ft ; 1 I I € t i . i 1 i _ ., 6 0 a a .1 ve'botiof fig 9 length= 15.5 __i [ I 1 , t 1 0 ' ►_..._;-_.fi_--�`.___ ; -1- a ; s i iftg'de�—� .1 �_�.. i ill t ii =,..• _. . 8 Q,tcip...i.._. w .� __ ` $ (ftg,1-.i. _.._9x01 ft.2 -;_ , t i 1. V total =, I 2.50 kip ASD! 1 11 k 1 . :- i -r�1U1 br= !_ y--#0:1 OO l t- __1 __i--I--------r- pl r idth-' ,- .0c50 it` _ t-�--r 1- _-,t- -- 4_--....�.i...._ _l-.._ » _.. ' r _ , .,_:. 1 -4—Pier:length.,=__' ' __--' ._ ,_x 1 Sips=, ; 0 72 ; i 1 i pier depth i " 1 50'ft f k i 1 __i.._.._ .._�... �.._.�_.-- I 0.2 SqS/114=; 0.110 _ _ pier abovesal 0 1 ; _, , -___•t _._t 1 1 1 a i !—sbfiwleidfn 1 ___ `,la 1.c/ ; i f r- 1 _t..__. ... ?...-_ t.___._......_ ? !_.., 1 _.__..;.•. __1 ___ . tid n:-depth.=E - 2150`_x# �. -----1----4---J,-----1------1 ou atk� _.. s 1 1. 1 ; 1. Y 1 a - [ f I. W "5x23.»1.p I- _-;- , _ _i _1 __. ;�_" ' 1__ ; { .pier- _- ..,�fl1-11 c'ip-,--._. ,..-1 i I . , S - _f - 1 I 1 ,- } , - , 1--- 14 7-1-iti . r , -7-1--w_ i _._ _ _ _ t.sail -'m 5693 6Cip._1_ s _-4_...W... .,.._I i i ;� Fot4ndation;Total ! 1 111r27 Cip 11 i 1 g.__S an g- - a aitowable� i 1._..100..;_ 1 i--- _` ---,-----4--- _,-..i, fw.,...�.._.-J._..._._y. }.._.., .. _ :__ -i a, ili i - ', 1 3 _x...4_-....4. _.4 ,.___ 4 . __titre - ___,.__'1.133_ j_..._ ,__. . ...�__.�_,_ __i,_ __ __ t ` '~ 1 � t desig ;. 1995 psf — 1 1 6 7 (1�;+0.. p�)D+X 75 Q + lC. ;. 1, (f�. 2 DS�� .. l, , i t } "+_-__,}_--f-....-.1-.- ot8l._�.< _. _....2 rrtp�.. .....v,.'1 .y.f.._...--1--.....yt .F totat."ti'... -I._w.1774k'p_....r, { 1 ----_€-. . I 7, Trianclulat Di tribution 1•F' ! I II, 1 Triangulair Distributio! 1 I 1 I s t F+/A+ M/S C•ontrpls S I� ;ok 1 I f; p t I t L _ ..._.._3_-f._._. .»w .I__ 1 1 _; ._.. ..2158 tnisi 3rd`_ _..1.. .._a .. `w. _ -. _-__ _.2158_ aid.s3td1._ .1w._..!_.,_...._.._ i i 3 1 t length brg = 1 17.89 ft 1I I length brg = 7 02 ft max. soil 1-1113 ok ; ; '� max.soir �361Ok i i i ..� '....__ f 1 i.. _,. I 1 O verturni 1.g Resistanpe i 1 1 i .I 1 Overturning Resistance I f ; _l 1 I t t » t , ; {_'." 1• n 1- S.. I ... .,..s. - .a+ i : I 1,-----1-----L- ._ _...M..(4t.=.�, --4- I`--4.0 k+ a_..,_..vl- --r 1___. __ +-._._�-Ot=-4- -400kip-ft---1-----1,-----L---4----i----1, i i l_ i DL r_ +._ l 1178.6 kip-i ' J.�.__ I l . f DL Mr= 1 57 3 kip:ft ' . .,_ ' 1 ( ;, , ; ! ! , -iii, , , ' , ;1 14341 0k ili i F 1433pk f i i l ._.. ..._. ..:_ ,.f ..4 a. 1:5 require ; ..,a... f .. t ._? ._. 0 tegtired 2. , 1 ; i. a , i i . ._.. ';..._.,....,.,F�.,. 1..,.... 'e.. ..,1-,- ... ,,i---». ._4 1_..._S-. a 3E. -.�.,..... _._..e1... ..,_...4 L..-_......- S _,. _.i.. ...-,1- ,...3.,- ----E- I Siidin�Resistance i 1 # 1 II 1 Sliding Resistance ; 1 i i #.,,, i _ _ I ._ a , . _ Ctii3rr.J__ 1. _fl w� _, ._ +_._. T1CtIDn ,.., c__.Ot;35 » f —1._ I- „ . „ , ,, , , a.__. �..,, , °F_sitdua:�_=_; ..._.i.._.. ....._1_8_.kip w._.t_ .,...1,_..;,(_.4_..._. __ -F sliding_.= r._ ' 3 kip_i, ..._i ....4,. ..,_�_-_ ; Sliding F. . = 1 1, ; 3.14 k { f 1 11 ; 1 Sliding F S = 1- 1 11.04 bk ' 1 1 1 H i kyy ; it E f € 11 i I ` f f i i..._ , i $ S i ..._ ; t t II t 1 t ? 1111 . s tt i 1 i 1 ^1 i� a }f ; ; 4 •t t 1 1 t 1 1 i } i t r1 G � t i ! f E1 1 s 3 t t _... i_._.<. ;_......,.....»,..:._R ..�____.,.._..,......_. ..... __..."._3._._..._ ..? _.._i._.,,..:.._._._4.._.......+....__...11..._....,...1...,.........s_.__...._ _.,., i,�._...1.._.__..1_ ......,__._..__,J.._,.,..C....._z,_...._x..__.L._......i 10508 NE Paqfic Street,Portland, OR 97220 effice: 503-894-8289 jim.9i_pe.en9ineerin9@9mai(com L-_ 7 SIMPSON Anchor Designer"" Company: Date: 101312019 Engineer: Page: 1/5 Strong-Tie Software Project: Version 2.6.6794.6 Address: Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):24.00 State:Cracked Anchor Information: Compressive strength,fe(psi):2500 Anchor type:Bonded anchor W,,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):8.000 Reinforcement provided at corners: No Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension: No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition: Dry concrete hmm(inch):9.25 Inspection:Continuous cee(inch): 14.57 Temperature range,Short/Long. 150/110"F Cmin(inch):1.75 Ignore 6do requirement:Not applicable Smin(inch):3.00 Build-up grout pad:No Recommended Anchor Anchor Name:SET-3G-SET-3G w/1/2"0 F1554 Gr.36 Code Report: ICC-ES ESR-4057 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: Date: 10/3/2019 Engineer: Page: 2/5 Strong-TieSoftware StrongProject: Version 2.6.6794.6 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination: not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[ib]:1120 V.[ib]:0 V„ay[Ib]:0 <Figure 1> Z120 lb 0 ib O lb N Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong- ie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com L _ 9 SIMPSON Anchor DesignerT"' Company: Date: 10/3/2019 Engineer: Page: 3/5 StrongTie Software Project: Version 2.6.6794.6 Address: Phone: E-mail: <Figure 2> - o • 0 O CO 4.25751 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson 3trong-T.4e Company ince 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com L —/a SIMPSON Anchor DesignerTM Company: Date: 10/3/2019 Engineer: Page: 4/5 Strong-TieSoftware StrongProject: Version 2.6.6794.6 Address: Phone: E-mail: 1 Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) V.(Ib) Vuay(Ib) ](Vuax)2+(Vuay)2(Ib) 1 1120.0 0.0 0.0 0.0 Sum 1120.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib): 1120 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'No(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nae(lb) 0 ON.(lb) 8235 0.75 6176 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.21 Nb=k0A/f char'5(Eq. D-7) k. R fc(psi) ha(in) Nb(lb) 17.0 1.00 2500 5.333 10469 tokb=0(ANc/ANO)Pad NTe,N'T'cp,NN5(Sec. D.4.1 &Eq.D-4) ANc(in2) ANco(in2) Ca,mm(in) V'ed,N T c,N Tcp,N Nb(Ib) 0 ONcb(lb) 96.00 256.00 1.75 0.766 1.00 1.000 10469 0.65 1954 6.Adhesive Strength of Anchor in Tension(AC308 Sec.3.31 rk,cr=rk,crfshort-tem,Ksat(f c/2,500)" rkcr(psi) fshort-term Ksat f'c(psi) n rk,cr(psi) 1402 1.00 1.00 2500 0.24 1402 Nao=rk,ovrdahar(Eq.D-16f) rk,cr(psi) da(in) hot(in) Nao(Ib) 1402 0.50 8.000 17618 ON.=/6(A Ne/ANao)Y'ed,Na`t'p,NaNao(Sec.D.4.1 &Eq.D-16a) AN*(in2) ANao(in2) Y'ad,Na y'p,No Nao(Ib) rd ONa(Ib) 74.91 155.86 0.784 1.000 17618 0.65 4315 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strung-Tie Company in: 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • L —I/ ' SIMPSQN Anchor DesignerTM Company: Date: 10/3/2019 Engineer: Page: 5/5 Strong-Tie Software Project: Version 2.6.6794.6 Address: Phone: E-mail: 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.71? Tension Factored Load,N.(lb) Design Strength,oNn(lb) Ratio Status Steel 1120 6176 0.18 Pass Concrete breakout 1120 1954 0.57 Pass(Governs) Adhesive 1120 4315 0.26 Pass SET-3G w(1121F1554 Gr.36 with hef=8.000 inch meets the selected design criteria. 12.Warnings -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