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• (61126 StJU 9C3C0r(Octifot Laht1.1 ..11/46-120tel - 00557 GIPE STRUCTURAL ENGINEERING 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 COP y tICT tJj eksia PHOTtej, „a.:%..N.• GINA. z 44 52799 '70" cP,N v • 14.7 so4e 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 SEISMIC MAPPED RESPONSE SS=0.99,Si =0.43, SITE CLASS IMPORTANCE IE- 1.00 CONTENTS: FRAMING FR-1 to FR-4 LATERAL L-1 to L-11 10508 NE Pacfic Street, Portland, OR 97220 Office. 503 894 8289 inn gym engineerIng@gmailcom Job Name: Davis Residence Remodel Job#: 19063 Sheet#: Chent GI-II Date: 09/19 By: JG t a 7 ' , • ,7 . 'L.4?# !-P,4--Srf' 4rtsVe Atf) ..... 1-)re,0127 5 6'tZ.i--r,--4,-Pi7-1E-Pr -. 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I 1 ; ! I 1 ; itt- Eri.• ' ) t'Pei 47.1"11 i i ; i ? ; :: i ; , , 1 , r ; ----i-- ', -: . I—, '1-• , • , • ; , ; i , i •,.' .....1., „..4 4..... .!...... .4.... ; 4., 4.. i :!... 7 . ! t 7 7 4 ! 1 I 4 I I I I t I 1 a . H- ..... _ .... .1,...._ , .L. , ___,,, rE 10508 NE Pattfit Street,Portland, OR 97220 Office: 503-894-8289 jim.99x.enginetring@gmailcom F 0 R T E m MEMBER REPORT Level,R13-1 PASSED 1 piece(s) 51/2"x 13 1/2" 24F-V4 DF Glulam Overall Length:19'10" f. '£f � � 7 '4. x "' .;" ha :" K 14_3 i 1 v1. c , ,.. vari '5i.^"^.z v., arAvry r "r.4.,, kr "d.�`',-, ^xsen P • ••••A*' .•ma:.`ad? Vir ... 0 [ _ , . . , . ,,..,.-. , ..-' ',.',..". 19'3" ,l, a o All locations are measured from the outside face of left support(or left cantilever end).AII ditrreusionS are h0nzontai. • 1..,1;—..• .: ...'`" - h- -:":»'wA. �.`—v.:vvy.. ' ' '*" -v,i , .z-. Z.,. ... . .. . , . -•- .s_ 5y5lpm:ROOf Member Reaction(Ibs) 3399 @ 2" 5259(2.25") Passed(65%) — 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(Ibs) 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-Ibs 20950 @ 7'1 3/4" 37988 Passed(55%) 1.15 1.0 D+0.75 L+0.75 5 All Spans Building Code:18C 2015 Live Load Defl. In 0.378 @ 9'5 5/16" 0.650 Passed L/619) — 1.0 D+0.75 L+0.75 5(All Spans) Design Methodology t ASO Total Load Dell.(In) I,;qtr. 1. • 1/16' t. 'a -• I/k!:Ii -- 1.0 D+0.75 L+0.75 S(All Spans) Member Pltdh:0/12 •Deflection criteria:LL(L/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 gluiam 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 NDS. r PPOr ( TOmt, AXallable , fis 6-� s,,. 7 Tote .4 1-Stud wall-SPF 3.50" 2.25" 1.50" 1274 1091 1757 4122 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 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. "'a r dixt ary y f -xv -1;,,,,,...",;;;-,."1 `.qs. T hr "s �`� ` 'tracaaonti�e) Width )x ��;�r(:aay .., ;4saM •. 0-Set Weight(PLF) 1 1)4"to3!4"19'8 N/A 18.0 1-Uniform(P SF) 0 to 19'10" 5'6" 4.0 20.0 .. Umited Attic Storage (Front) 2-Point(lb) 7'3"(Front) N/A 1380 I - I 2760 I I 4• . - ` _ ,._. ___,____—— xxve:=' v.-..F ,a.e3 4 ,t (�})SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products I. 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,8locidrg 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 under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, I Weyerhaeuser product literature and Installation details refer to www.weyedhaeuser.com/woodproducts/doament-library. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Softwareoperator Job Notes 10/2/2019 5:15:51 PM Jim Gape..... ` Forte v5.5,Design Engine:V7.3.2.4 Gipe Structural Engineering 19063 Framing.4te (503)894-8288 Ijim.gipe.engineenngcgmai,corn ' Page 1 of 1 GIPS 5TRUCTUJAL Job Name: Davis Residence Remodel Job#: 19063 Sheet#: Yg___ , .> Client: GHI Date: 09/19 By: JG 7 :x4 ¢f47 .'_--'4• �` 1 ,?�,4 C _, ,e- _. i , 4 ' liv�fll yc l�o AiJi,--- i it , 1 ( : T : , t I i7 r , � ;.... ._.. _ -1 1 -, _r : _ 1.._ I , N& f �r i) i 1 , ; I t lit, , 1 r_4f I 1 I } ....T !�.. _ _}.... I..._.. k ' I q.. I - a S 1 _. , ' , f , I i, _ i I f nft� i v ` �� { i ,. . 1— LOR '"W1L� _ bys 7- , z) .. /�+ ' T r,r Af"4 /,; Ili .T— _ f4 r I ' , j Y /s , CCl� . .—_u_ .._-I--_ 1......_I t, _.-u�..-.S. ` ;.._ 4 ' 4 .... ..q....... +., j...__ ..,._yam_.-... I0508 NE Pacific Street, Portland, OR 97220 Ofce: 503-894-8289 jim.y .en9ineeriny@gmai(,cotn F`z--`i- 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 length, ft., lu= 8 Member thickness, b, in. 5.50 r Lateral load, psf ! 0.00 lu/d=f 27.43 Vertical load, lb ! 4100 I I Tributary lateral width, in. 12 Uniformly distributed load, le=1.63*lu+3d if lu/d>7 1 fb, psi. 900 le= 166.98 in. fc, psi 1300, 1 E, x10E6 psi. 1.60 Uniformly distributed load, le=2.061u, if lu/d<7 CD 1.15 1 __.— CF, bending 1.30 le=i 197.76 in. CF, compression 1.00 Cr 1.00 pick le= 197.76 CM 1.00 Ct 1.00 RB=I 4.78 KbE 0.438 KcE 0.300 ------ -- — , --- ---- c 0.8i ! Plate Fc perpendicular, psi. 625i 1 COMPRESSION 'BENDING 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 - 568i 1 F'b, psi. 1342 fc, psi. 213 j S, inn 11.229' -- _ fb Esi. t 0 DEFLECTION [SHEAR _ Deflection Limit L/? 240.00 Fv, psi 180.00 Moment of Inertia I 19.65 fv, psi —J 0 OK Component/Cladding Y If Y, calc below uses.7 wind per IBC 1604.3 Deflection, in. 0.0000 OK 1 , 1 COMBINED STRESSES 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 3.9-31 0.140 1-OK Pmax, lb 950 Maximum load for plate _ ; 1 __ T crushing, lb 12031'OK l j 1 ---- Page 1 i, GIPS STRTJC� L I Job Name: Davis Residence Remodel Job#: 19063 Sheet#: — 1 flA ti Client: GHi Date: 09/19 By: JG �p u , L. } I •t , } I 1 I ' 7 S r i 1 ` i }. r _ ,.__- - _--- _ __w„_ 4 - .- , ;m _;. 1___-- L _t _ate.1 ! II ; 1 - l , t i ! ` } t I I ! . I I • 1 7 ! t `w , t t ! A r 1 1 f..' '/S.i C i ,�, r.t, ` , ' - # i I • / j 1 I s a 11 3 I H 1 1 ...0%"(C-4 )":1W4L? f •i r` * 1 I 1 ; F it � ' �� 4" .a� + I : I • ) I 2 ; I i ; ` i R i , 1 1 I ' } I 1 y _L _.. !GL Lam_.._ �1,._!!'e` Xl - 1 1 1 - I n�1 , r_ iW1'r�' 'otr_H T S.L. I-E o _ to _ t.:1 77'' , ' ".._ '-e+ 1. 'soar 4.).0- .V -01 _ j I { i I I Y r 3 }A`T Lam ''J�Z � 7 `I — . . , _ _ ,- i i i I � y� iii � d 7 -- 7, I ��' l - .' ' 3 ..; ._ _ ' ..r. i I 1 i 1 7 3 { ! I I 1, 10508 NE Pack Street, Portland, OR 97220 Office: 503-894-8289 jim.q pe.engineerin9@ymaiLcom GIPE STRUCTURAL Job Name: Davis Residence Remodel Job#: 19063 Sheet#: L—Z xY Client: GHI Date: 09/19 By: JG WIfld Lbading per ASCE7.10 Chaplet 27, i i I i .. ;-. -. I._._.. _ _.. _ . , Buildings ofall Heights�7�Bur d r : i i ! trecti , ` I i VFI,. .....p."..�.5 .�.�...� �. ._�_ -J� �5..._.� ....F _ 3.-..� r i•.Y. f...-... T .L-�z.� .J�..-}.y � � .._.5 1 t II I i ! : ! i i i t , 3 t j 7 Jar8meter$ i : 1 i , : ; 1 , I 1 4 1 1= 4 4 12Q mph4 ?asib Wind Speed per 26.P orioca$code ; I I a 4-"EX�ftlsure= -t---g- - 4- 6(..sure-Categoryper sectiorr26.-17- __s --; 4"- .. .:,--_c,S4-1 __. 8$ ; - - Wintl.Dir$cti talityF-actocper_5ection26.6 _ . t__ __ } .__i- K2= 1.Q i topograOic F®cto�pei Se4tion:26. 2 t __;_... -__;_ ! �._ _ k p= P.85 ; �us>!Eff4ct Factor per section p6 gi , , ' _ -+ a ._. _ E i 4 p. 0.4 windward ronU figure 27.4 ? ( 1 , IRoof 1 ' , ' '[-- --i-- + - — : � Iwaroir ro* yre_ lq-_ _ __r __ __ , +-- - -,a_._1 _; i-_-i p flT 4__ ;_ --0,13windward-From-fl windward -274-� ' - _.. + .."._.__ .;...,.., ; ` L..._ ,E g 0.3 leeward _ ¢ 120Q jrprro Table 26.9 !Wall I I 1 �� ! i i a=, : 7.0 Fron#Table 26.9 i 1 I ; I i and Le' ;_.__ knight _.Kz , ,-._ P tub Ht_- Width __.Ursa _ .._._ )_. __t�ja§di E_ . ' rft)._ (psi) F.(pad (ft)._ (f0 ( Z) (psO_ (psi) Roof 15.0 , 0.51' 18.0 1S8 ' 1 0 1 I 1 ; 14 8. : Wall € 1 1p.0 0.57 1o.0 ;�1g9 . 1 1 ( 1 i 1 1 20; 11 .. i I • 1 l ' I I e. n[Jl - { _ !_ 4 ' a Letrel 1 Height °Kz I ! 0, '_. I_._P tnb Ht Width 1 ,Area f(4_ t(a$d). , — ' 1 (ft) (1 i ; (psi) i (ft)i (ft) , (g g) ! (pst '(psi Wall 15.0 , b51 18.0 ' 1 122 10 1 ;10 12 ; 7. 7 l s 1-""-_1 __215.0 0 6B 03:8t rra3 I. �-o r m _ 1 =f0 ''• i '13F r 8. ! ; i E , I iVelocity Pressure,4 z 0 00256K K lK^ "mm ASCE 10 EQ 7:-1 ? Velocity Pressure P-4:)GCa-4:(GcAi) i : AjSC410,iEQ1274-1 i i Wind Force. F=P*A ! t t 1 __._ z._, t ' i t._ i l__ E ._. .---.1.; I 'La- I n+f 1 1 1 3 1 1 k`�rTyL : i E � I �7iz. � / / � i / i i i " ! i i L ' i i I ; i 1 i r ; ( — /� �'�`` ` �1 ., , , 7 , $'sK - 03 j /4./,fir i 1 E i i j i ! i i I "1 f ! 1 1 I 10508 NE Pacific Street, Portramf, OR 97220 Office: 503-894-8289 jim.giye"engineering@gmai(com `ei , S'RVICT, ' Job Name: Davis Residence Remodel Job#: 19063 Sheet#: L- .5, Client: GHI Date: 09/19 By: JG + s _...., r ...... 1.-- r —i ` � / Lifif . ( aj { g i I _ [ i CKyy ti ' - : i f 1 1 12 8.I Equivalent Lateitaal FprcelPmeed i 1 , 1 t I 1 1 ra eteFs i i 1 rt__ `t .,. - , r . , _. f ! -_... ._1----' _-t_-SCis _ `S-7$i""_—.. /rJ -4 ... ._-- er t/L sng look(ipT r _ { .._.'_ _S- 1 i ._..y....__, ..-.».._........_�_$_. ._....�....__...,ti..U, .J.L....,r_• ..._....-.0 ponenthes�nsididsi I icah ifa4to iae•�ai5.41_.L ._..,_.. - .._.j i tp . 00, _._'.;,_ , _lmpartance Pact per Se6tiorn11 $1 ; 3 1Al 1 100 �1$CE1Q. EQ12 -2 ( + I , t Cr 11( i 1-__3 a 0 ) ' W�' � -'_ _ I 2�33 2 , ii if + I fir/tJ 1t y r< _.L 5` ,_ r il: i.. .-a_. Level ! _ . Heipht_,_... !.W_. _ ' .W"h `r . ice,, ; F(ult) ' .F(a,: )_ ... '. - ..... _. , (ft) (Ibs); (lt-ibs) (Ibs) (ibs') ' t F400f _ i li + 8.i)0 t 4785 30278 1 00 2033 142b ; i ! i -i i I - F } t t a 1 , I j Vertical D1sfnbution Fa4tor!C,, w*h 5 w4h j i ' .ASCE 10, EQ 12.E 12 t ' I ! Laferel Seismic Force aft any Level, 0 v*v - . ASCE 2 8 i t i t • _ 114 i�4e i ! t -L t t _ , ,, 1 : i -. ' i + 1 Y' ! ! f I j 3 I i 1 i + i 1 + 1 . i i + i a i 1 E ! i ; 1 ' I t 1 ' i i i t 1. - - l- j � � ' �T� t ,, i ' 7 '._ f �1 t i � I • I I t ' ! + } Ili t s + Y i , ! { -i f t r 4 i r i 10508 NE Pacific Street, Portland, OR 97220 Office: 503-894-8289 jim.gpe.engineering@gmai(eom 10/3/2019 ATC Hazards by Location L — riTCHazards by Location Search Information Address: 6925 SW Barbara Ln.Tigard.OR 97223. USA + vatteOt vflo Coordinates: 45.4501955,-122.74838620000003 Tillamook Hillsboro° and �a Elevation: ft State Forest Beave onGresham • Timestamp: 2019-10-03T15:26:16.194Z ' tt+ti Hazard Type: Seismic Reference ASCE7-10 3?C} gle Map data©2019 Google Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) r r 1.00 0.60 0.80 0.60 0.40 0.40 0.20 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 SMi 0.671 Site-modified spectral acceleration value SDS 0.728 Numeric seismic design value at 0.2s SA SDI 0.447 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fe 1.104 Site amplification factor at 0.2s FV 1.574 Site amplification factor at 1.0s https://hazards.atcouncil.org/#/seismic?Iat=45.4501955&Ing=-122.74838620000003&address=6925 SW Barbara Ln%2C Tigard%2C OR 97223%2C... 1/2 e G�E 5TRUcTU�, Job Name: Davis Residence Remodel Job ft: 19063 sheet u: L— S x� p� m" Date: 09/19 By: JG Client: GHI i i , s ! . i , ' 1 I t I F I t t E t i i i t_ } } f i i Shear WaIIjDesIsml ! t-f1 i_ `, } ! ' y�� F t Y '. --t,..�Wa1tVA ...r._" �, ._,._ -L i 't.._..,_ '` 'i'. _ _ '. ?-- 1 ..,. ..p 3;,. _ a._.._..i 3 --} F 1Linnee_Oheear .. ti. i ,_ ,1 _10_bs __ 1 _.a_... i a_ . ,_._. __- _1- I "tote)Wag Length= , ! I 1$.50 Ft. .Wall shear 1 162 ON - S , 1 Walt' �er length-=, F } a_,_1v,50-F4 rUSQ.- -1,1r. wii8d 811 o.a edgot._ -�-._ ! T-- + 1 Wall height= ' ` $.00 Ft. AL 2 rid ; G 1 `- -� benn�th between ttoldoWmS- '__� 1�:00 fY. ._._ ._....._ _ -1.---�`_ a -_ ___ , ' `Wall dead load= s 1950 Lbs. ! ` t en, from ebov9 ! f ps, :Si112Cndt rs" } ; t !......._.1._„.! ompression from aboYe_._._._..� 8 00 kips USAF.�_:__1IZ_,A a.,t48:.,O ' - ---L . ---- _-i- 'HOLDOWN FORCES 1 AL=260 Off I 4 ! i i } 88_.�__.M _ pvek;tumiag a . kiP ft, - 4 J _ t___.__ _! 1 __•, 1 1ResiSting Moment= i 14.63 Ip ff. i_ ._i �_..__t .i__, _. __ L 1---- 1 % % , n= `.t�90 fps Hal�awr� _ #- i t � dd con t re esslon T { 2.27 kips; USE: ) H 1U211 AI=3 21 _ s B i ! Line he' i_. 1 1015 5 Lts. : i Wall shear' __.. ,90 pl{ _.-. ! - l! ire ggth --- -- -&00-Ft--'----'USE -- --- wµ 40-11 e-edges -- - 1 I a ; 3 i Wall!height= il 8.00 Ft , l , i AL.2 pH '- ! : , i i Wall:dead load= 795 wbs l I ` i 1 ' Tension from above ; t 8•00 kips% SIII 4.nch¢rs i ! ; , F. _1.,._.;Cnrdpre;sion from.abo!9 .. __.. .Q..0Q_kips.;__._.04: ... . B...®..48"_f2.0 .--;-. .� .M-.-- ! ) 5OO8DOWN FORCES: I , ! 1 ? } A1L=260 plf hg Moment= } 6.46 kip-n i-- 1 I Resisting,Moment 3.48 kip fti >'......_.. 1- -1; 1_ _;1"-- .�. _.�._..._1 -1- t_._...1 `.1 ;` dl�wn tefslofl= _-�--_s 1" 49-10`s ___)H31tiown ._. . ; f 1 t Stud compression= 1 } 1.12 kips, !DSO: , DTT2Z AI=1I 8k! i ' . t - - 1 4 � .�._ ! � , 1 1 -?CjtS'1 - U''f`L L 1.I.CY I `S {_ i' d! S-�N7 � '�Zje _ :__._.... I t 1 j i t 1'0 ie=0.—1' ;A.46.14A",1:21t __:1y4!_ i 1D G07/9 4244 t .%,&;-- :L-i-lz,; Fzs *(:c , vt ,J! t 1 j ; l 1 ' t I 7 ": X if � y�� 1 L i Imo" L _r } .r r 1 ` t i-- ! t ._..'fi._.. ._.__; ; - t--__i L,_ I Y__._. ; y.. I 4_ -z—"-4 _it--..6 —`_r t i } i } 7 1 IilE,*.la4s&e i& 2r40,-Af ev . ' _. •K`t? ,� s e 3... __+___! i 1 ,r ..._._, i , , 1 ,'._.. t e _ 46.2 )IL 1 -r s t 1 ! } � ; t 3 ,ram �'l' ''. . -T t — .,t* _ . _.. 1 s } l✓ I 1 1 i s r - 7 j l i b--" r. ) I C ` 10508 NE Pacific Street,Pardam( OR 97220 Osice: 503-894-8289 jim.g .engineering@gmai(.com JIB:.. .G1PE STRUCTURAL Job Name: Davis Residence Remodel Job#: 19063 Sheet#: -.- r Client: GHI Date: 09/19 8y: JG r i.. I I r-.. T L_—r-- , � i i 1 i 1 i , , Wall Va Footing , , ! , , ! , ! ! 1 ! , 1 I 1 _ Applied Loads: ; Wind Governs i ( i Footing Properties t ? ! i I i i h load = , i 14,100 ft above topiof pier ; ;ftg ,width ; 2 25 ft j ' ,i I l , h = ' i 16.00 above tiotlof fig i�tg length I ��15.5 ft ; s -; f"di- 4; , 3�0-trip ...__�4-__ __ 1 i-ftg-�lep#tr ( -t'a3@-' - j 4 E 1 _i-- L_—_. .. - P..;—II_W.F 8.0Q.ki.p :.__. 1 _.�_ S_(ng)-. .__ 90.1 �R"_21 i , _.,_ I ' ; V total = 2.50 kip ASD' s l i -- t bt=" _40.000-RIp-ft _ __H:._.__ �_.-prerwidth . - 050_Tt_ -j .._� 1_ !__ ,I,,, r L_. _ .1"00_ , : g_ _3 r_._ = y ..�.. .__,pie lt�gt�1 _ � _, _a-•.._ � __..w ; SOS . 072 ; i pier depth 1i50(t 1 , i 0.2 X S /1.4 , ' 0 10 , 1 1 pier abov soil 1 , 0 ft ' 4s i' i soil vi eight 15 cT + _ +_.. . __. --i! ;__ -_ founidatton-depth 2.50_f_ _ _ _ ' _ 1 ' f ( 7 ' P ftg ,� 23ip 1 ' i i ' , r i E i ' P pleb , 0.11 kktp , 1 1 1 ,_ 7- _ G 1 I _.� 0 s4l 5,93; cip 1 i 3 o � Iona Tote!and 't t � 1 1.27 kip 1 ; � *_ 1_ �._� _ .., ox�as� 1.33 _ -- _.._ � _. ' _ ___. .1. ._., i , desigrr= 1995 psf �,(@_� ! ? ` i (l+0.2Sos)D+ 0.75 L + E/1.¢ ', , } (0.6- .2.S'OS)D-E/1:it ;. t 1- -i---1. iRtatal = 22.4-kip YI_ ..w_ l total-�i ;__ ,7-4 kip- r .. r ! Triang,ylat Di%tribuJtionr__': , y ;i r Trianciular Distnt utioh � _. R/A+ M/S Controls , l I i I ` ;ok 1 _ , f" --1.-_ + t-. - -=- 4-._--I 1.79 ft _..i.__ y_.._ ... , e (. .. '— 5'4 Yet"' # _+ s i I _ i ;' _,. .2.i5`S_mid -3.rd . . �___ _ . _t ' 2.58 m _ i_id13rd.__ , _._,_ Ir i 1 lehgtn brg. = ': 17.89 ft , �i ,I i length brg 7.02 ft 1 1 , i ; Ta>l soil 1 ©k , 1 the Solt ,' = Pk ' ' ' 1 i I , � Y , E ClNertumlftg Resi tanhe - i 11 ' Civerfumkig Resistance i i I t �_ 1- ...4__ - -ot= ;- 400 tip-f y_.._ }__.._1, ; _c '"M t 40-0iip-ft + --i- [--- iT` ; 7 Ij__ 1 1 ' 111 i i DL Mr= 1173 6 kip-R 1 '� L Mr j 5.9 3 kip-ft F.S. = ; 4.341 9k 1~ it i ; _t Q F.S. ` 1.433Jpk i i.. , ( ?. :5 requi•red 1_ 1 _ -squired _ , I p i I 0 i.. tea- _ i- ._1.1-_ ' z. 1 Slidin Resistance i { I I Siding Resistance s_.. -- '_� I i Ti`tT= �. . `--0;�5-r i h--.-fi- . .t..f , ..�rI�1Y_l( s._ .Qi�3$"' ....� _r $ 3 ,.._... ! _,Fsadin __. ....�_ -� 1_ kip_i- --- 4 .1- _.4_.__;f.4idi ---_.. . _+.. ..kip _ i ' iOk1 1.04ok I i i i Sluing F.S.F. . = 3 14 I I SI1�1Jn F $ i I I 1 1 l 1 j l i ; i_ «._. �...�_ .,.. -.....,_.... . ._I.... _._..�....__..n__...'."..�J...........A._.,_..t.... .........1.,...._y_�__. _.. _.._,:. _..�.j _.... ._r_.._.L....". ...J...,....s..._._ t... ._a.._ ....1..... i .»..__.....i 10508 NE Pacific Street,Portland, OR 97220 Office: 503-894-8289 jim.giye.engineering@gmaifeom L-7 f SIMPSON Anchor Designer TM Company: Date: 10/3/2019 Engineer: Page: 1/5 Stro Tie Software Project: Version 2.6.6794.6 Address: Phone: E-mail: 1.Project 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,P.(psi):2500 Anchor type:Bonded anchor 4 ,v: 1.0 Material: F1554 Grade 36 Reinforcement condition:B tension, B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,he(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 h,, (inch):9.25 Inspection:Continuous cac(inch): 14.57 Temperature range,Short/Long. 150/1 i0"F Cmm(inch):1.75 Ignore 6do requirement:Not applicable S,,,(inch):3.00 Build-up grout pad:No Recommended Anchor Anchor Name:SET-3G-SET-3G w/1/2'ID F1554 Gr.36 Code Report: ICC-ES ESR-4057 s; .s Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. &moan Strong-Tie Co•npany Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925,847.3871 www.strongtie.com L — 400 SIMPSON Anchor Designer TM Company: Date: 10/3/2019 Engineer: Page: 2/5 Strong-Tie Software Project: 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: N.[lb]:1120 V..[lb]:0 Vwy[lb]:0 <Figure 1> E120 lb 0 lb . _ 0 lb . . - - Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-rle Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM' Company: Date: 10/3/2019 Engineer. Page: 3/5 Strong-Tie Software Project: Version 2.6.6794.6 Address: Phone: E-mail: <Figure 2> 0 8 co 4.257� 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:925.660.9000 Fax:925.847.3871 www.strongtie.com L -io 00 SIMPSON Anchor Designer TM Company: Date: 10/3/2019 Engineer: Page: 4/5 Strong- Software Project: Version 2.6.6794.6 Address: a Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nee(Ib) V.(Ib) Vwy(Ib) J(V..><)2+(V..Y)'(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(lb): 1120 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strenath of Anchor In Tension(Sec.D.5.1) Nee(Ib) 0 ON.e(Ib) 8235 0.75 6176 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nh=kc.7Jfchail 5(Eq. D-7) k. 2 f a(psi) her(in) Nn(Ib) 17.0 1.00 2500 5.333 10469 ¢Nre=0(AN,/Ae.,)'Y.dNY',.NT,.o,NNh(Sec. D.4.1 &Eq.D-4) Av,(in2) ANa.(in2) c.,,.n,(in) Yued,N TcN P.p,N No(ib) 03 ONw(Ib) 96.00 256.00 1.75 0.766 1.00 1.000 10469 0.65 1954 6.Adhesive Strenath of Anchor in Tension(AC308 Sec.3.3) rk,o,=rk,.rfe„nro,,,,Ksa(f,/2,500)n rk,.,(psi) fsno,r+erm K.et fc(psi) n rk,,,(psi) 1402 1.00 1.00 2500 0.24 1402 N.o=rk,.rndah.r(Eq. D-16f) rk.,(psi) d.(in) he(in) N.o(Ib) 1402 0.50 8.000 17618 0Ne=0(AN./ANeo)W.e,NaY'a.NeN.o(Sec.0.4.1 &Eq.D-16a) A .(in2) AN.o(in2) Y'.aN. PpNe Neo(Ib) ¢ ¢Ne(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 Strong-Tie Company Inc, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 1 SIMPSON TM Company: Date: 10/3/2019 Anchor DesignerTM Engineer: Page: 5/5 Stro 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,el*.(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(112"0 F1554 Gr.36 with hef=8.000 inch meets the selected design criteria. 12.Waminas -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 Sirong.Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com