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Specifications (15) t I IC MST2016-00463 8701 SW Sprucea C MST2016 00464 8709 SW Spruce ux ' C MST2016-00465 8715 SW Spruce ,,e , C MST201 p-00466 8723 SW Spruce OCT 1 8 x i r yr , 11 t �1 A i yf a s -. 4 STRUCTURAL CALCULATIONS FOR Hall Pointe Townhomes Building C Tigard, Oregon ill6y 15C 4z EN i ;.,.est, Atist,.:,-;.4. ! YLJ _. w;e4r343. -'' 4./ ,Str AdOD aDIII0 . Project: Hall Pointe Towni�omes Building A 1«■/■ZINC. Client: _E&V Development Proj. No: 15-175A 11111[11111111111[111111 1111 STRUCTURAL Date: 3/2016 By: BB Sheet No.: COVER 1111,1111111.111ENGINEERS 2700 SE HARRISON STREET.MILWAUKIE OR.97222,503-607-0481, FAX 503-607-0486.bill@bkcngincers.com 1 0 0 • r . . \nnir: I ' r"..J I [ 1 III I 1 ' L J` 1 ; ! Ali ! 11 , 1 0 ir 1 , 1i , , . i , , . 11 _ ii ill II III , 11 � 11 L4iL l 1, li ! 1 , , 1 __,) . , , , . !_. I. --•- -- .---i- k j r- 7r, ,1777777177111r i 1117 111171111 -1 .lull I 1 1 Ili 1 L J F t t I' i I i Ii111111111111i111 ' I 1 • � t � !; I '1 1 1 j 1 1 I 1 1 ,I' --- -J/ IIS I I ; : €I 0 [ � r t t ' I WI 1 I it l 0 E ;I; I : + i t- I I . I �; i . . , . . . . . i . ii iL ® • _ FIRST FLOOR FfRAMING / FOUNDATION PLAN i t UILDING B W V fralt/PA-74Pill 72r5,-'514/1 0 if-r 1 S . ....... f74. 'OO(7 . y. fir �; ��..�" �- ��� ell) , 2 • /5-1767 ..f ' , rciec. .f" ."( z .4 ,1.4 . (. zrt 2,.)(, f41 " E E/ ' .. .. . I. . . . .. . . I _Plea! Inv . -7:I: 1 ' ! -,•: )4. 1 ie .? .• . . . ". , • z. : . ) ...„/..., . .„, . , -/„„ (,,,,,(,,, . , , , .". „.... I 7 6 0 re" _ . . . X111, = c '41444-14 iiia-- iit ./• . `. • { ,,P , , I - �' 5.i.a.../.(4'.. .. . .. _ 1:-Izo 01/41-1-_-.../..:, 4" *0 bliffi op { / * ice_ ?eft4e, 'ft '. '1 0 ,- if o�v /00 pct,›( 3P. ";.:c� { .' ... ... ....-,...... zi2c7c,.rt--,. ›.. .u„:7,0,..t IhNVEMIN C. Project /"j'alS • MEI ®ll STRUCTURAL Client: g4 v`n r�=-4 .. Proj.No.: Orank® ENGINEERS Date: 1/1.4014"14" By: 003 Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAOKIE OR,97222,503-607-0481,FAX 503-607-0986. bil1@'bkengineers.com . ... • . ... 0....:___), .,,_ I:"'%te t ....... .. ...• yk:: 1 I Pep_ .. . 41. ...,457:e9 .- .; I, i 6.:?;./;v7^ 7 il + ? . f �*tit-;-,-- -.. . if rt. ( ,.:,e5... 4i. 5 i , 0 1 I-71 — Cr-'' './ r . -EI �i fit, e�'q r L'E T«..vx Vis.y y'i � t�' _ i�• iJ [ .... _..... 4, V i e ,o, ,.t ,-.4. Pr-.- : .14.ZZG' *i.fr-- frt. .1. ...... . ..--..-• „..5,167 mourimmemilms 41E4. t • I 1 I4,,,01,- s•itipc 6f-i-t'pe of int; v ez.L0 9 . .. .A /4'011* 't, 0 4. .. .a tr :isoo pot: „.... , _ et F.,..4 . 4.: .49- I —.-00 —/2ae, EblVENINC. Project: 7 lif444 5' r ECIIII II STRUCTURAL client: g4 Vilfitygziewe. Proj.No.: ErlarlENGINEERS Date: 1/ 014l► By: no3 Sheet No.: 2700 SE HARRISON ST.STE.13,MILWAUK]E OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers.com ( r::;,j) P057 WM, A-r f„,/it.:, 1-40.------; , e 0 , 4AR6L-s.11' A F . .. R ... .. ...... ... jr . ... .. Imi �ePi r tf myth x l 4 lea' p ,-„,a7c ,,44 ›. 07 :c2 Iry t› r 0 /t T-- be t, --4:- . r7x;. c. er ,0 EINVEMI1,C. Project: Z h A41 • ii MI STRUCTURAL Client: 14 VnI(Vgiftypia. Proj.No.: Erlik® ENGINEERS Date: 1/10,04.1r By: 1303 Sheet No.:—V- 2700 o.: V2700 SE HARRISON ST.STE.B,MILW`AU,YIE OR,97222,503-607-0481,FAX 503-607-0486. bifl@'hkengineers.com 0 ' =' a i : - : ' ... .. i n /0'0 X675-) -_-_... . 44).•‘-.. 4, ' "iso • . . c ma , ..? EbEVIEIl\ C e Project: 7:00A014)1405 • M II STRUCTURAL Client: 14 vI, drAR . Proj.No.: EPIIIMEENGINEERS Date: 1/1447 By: 06 Sheet No.: 6. 2700 SE N_ARR1SON ST.STE.B,MILWAUKJE OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers-com :f:_ ,D0 4.P' / -6-,.--14(..--: pe4' AT • 4w/74 11:. pwree 7 e7 1 r . 7%;47 i:q47' 9: if+7 /°41> 1 . 2 6742 .. / : • • ; 1 A .-r.. . , 1 :. .. ...... 1* a'nil Y. / .. .1.4 . . goo 1 ..._ 1 • II EbEVNEIl\ C• Project: /fes *AP4A ' �u. 0 II Ell STRUCTURAL Client: 14 vet(%-.z - Proj.No.: ErikEIMENGINEERS Date: Ai1.64Cor By: Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers.com 0 r • r- r- w - __ ,1 I s �� 1 1 L, J 1 1 1I 1' 1 I. 1 n jll '.7.7.71,-.... I I _ 111 1-0.4r, , ,fi: i :11r' , ___,...__'\----. .... ___, 1 T ii ,..11 .. i , I I 1 II 1 I` - 1ILJJkWJI ' i I I 1 w ; � I I1'iT . 1 1 I I , i ilf , EPT �� H I ljff'— r i • . • , FIRST FLOOR FRAMING / FOUNDATION PLAN N BUILDING 8 gilI fikAit4,cN,,,,.. c)rt--..„..5.,(6,11,/ 117 0 • .„„ ,„ on: . 1 TH...., , 0 Ali-1_ - . . iT „ , � , ; � �, , _.... jl . , :, ik , €! i f,I , , I1, 1!(�0 Illillil : i1... ' . 1111V € '1 It I if 1 It j I € ii; 1E1 1 IllrOG,,,l, r4 MI I 11111' 1i in illi : j - 0 0 SECOND FLOOR FRAMING FLAN NORTH BUILDING 5 VW 0 f oo,2 ..../c4, ' ....... .. . • Vie 1.4M-6 L CTOtr5:1) y 12e. . til .. .,. ,. epliffaarPr P • 0(0015 41 / ° .._ 1 , .� /1,-;te 4,:e 4700 sp /1- EbEVEMI NC. Project: lkgr Z4404' , ECM' MI STRUCTURAL Client: tr4 V navAitapyg. Proj.No.: ErEtalENGINEERS Date: 1/14449'49' By: ne Sheet No.: 2700 SE HARRISON ST.STE.B,A41LI4'AUHIE OR,97222,503-607-0461,FAX 503-607-0486- b111Cbkengineets.com aF0 R I ' MEMBER REPORT Level,Floor Joist PASSED 1 piece(s)11 7/8"TM®110 @ 16"OC Overall Length: 15' 11" • .,..„..................,...„.......„....................__...........„.„....„............____.............:„........,......,...„........„:„..,,.:.......,.........................,.„......,.......,....„..,..._.....,............,.........,..,....„... Q V 15'4" ,t' 0 p All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. gn Results ::: 'J'Aeivat @itocation:::: , Al _ Ressr(t': tfiF road twmEnnuaean{Patten+) .4 ' System:Floor Member Reaction(lbs) 764 @ 2 1/2" 1041(2.25") Passed(73%) LL 1.00 1.0 D+ 1.0 L(All Spans) Member Type:foist Shear(lbs) 746 @ 3 1/2" 1560 Passed(48%) 1.00 1.0 b+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2923 @ 7 11 1/2" 3160 Passed(92%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.{in) 0.311 @ 7'11 1/2" 0.387 Passed(1/597) -- 1.0 D+1.01(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.429 @ 7 11 1/2" 0.775 Passed(1/434) -- 1.0 D+1.0 L(All Spans) — T3-Pro'"Rating 54 40 Passed -- -- •Deflection criteria:ll(11480)and TL(51240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 2'10 9/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to adVeve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"'Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TI-Pro"Rating include:1/2"Gypsum ceiling,perpendicular partitions. kpRiegiaNZgaggintAggagamm*0#01*tillat$101111f7—:-"ittgring11111101"1 Total,• Available Required l)esAl - Total es r3 • 1-Stud wall-OF 3.50' 2.25' 1.75" 212 562 774 1 1/4"Rim Board 2-Stud wall-DF 3.50" 2.25" 1.75" 212 562 774 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Deeds f gktrw� - Laads- .weapon .spacing (090) ;. .:�(100),r:a'C nmei ts'" .. } 1-Uniform(PSF) 0 to 15'11' 16" 20.0 53.0 Residential-Living...a areas ;WeyrhaeserNlo-...te. s ..� .... = t ea _ - - . : _ _. . SUSTAINABLE FORESIRY tNlTL44ve Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.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 refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design bads,dimensions and support information have been provided by Forte Software Operator Cat /1(2 • Forte Software Operator Job Notes 4/13/2016 8:27:23 AM Matt Vander2anden Forte v5.0,Design Engine:V6.4.0-40 BK Engineers.Inc (503)607-0485 mats@bkengineers corn Page 1of1 r-M-"-lr. 0 r3 : .. :. . : , . . ./_w...1 -17-f----- i3 . : / nsmor . . . ,. - : .. : .. . . i ;40 , ' & . : ti-t , ,,.,,et v .A: L . , .. ,. d--.. z,,-/c/4. ge" ,. W.I.- (14 0 i ‘L Ci 7Aiz- llet' tf./'r7 °47 '''' 12t:°1-C6)( )(-0.-; 4 �/ .- ---'-.r5 i Z47 ,44f7- .3 .-67. ..:.(1-z,pc#1 7714; 9 .t--, 6,4? 24 g- *- ---i 4 7/' - 7th;( 13 Ylit s (15Cri) L-CL / 7 -. , ______ #1144? 7q 1 S 41'4 .0.'"4- /12-.- -z- . ):0-,,, — 1 A /15:4` tit' j(y( (! L 7 ' if/3iZs' I,: Ig(7 ti (Li Pre;)v-Z, VL'''' • M .- fit: 1 EbEVEM11\C. Project: 7;441A7,�' ' 1/. y %'' . MCIIII El STRUCTURAL Client: 14 V itei K f. Proj.No.: ErilLEMENGINEERS Date: lila` ► By: 16,3 Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bilI@bkengineers"com ...... - • . . . : ' • .. ... 601 - , ,,,,,,,,.. i o . - • . ..... . .. . : 01.1.efli 4.1(6)a 1 .V. )"1r I(-Pe,/ . .,. se (41 4 e--5 V Zrh.) . , tr-(6,0+.100)(( vhc..,- r2iti(4‘-: : . it : ,,_}.3 ., . . , . gR v ' 0 4 ': /;;1r:*if.7,,, a s r vt") 4 c L---- • /foie- -777:- /iv ote-- : : : Fevire;?.,p, 7 I 7S * al I EbEVEMINC• Project: ZAree0 Z'(i'' 0140-y • MCIII1 MI STRUCTURAL Client: g4 VJ Proj.No.: IrELMEENGINEERS Date: 1/ By: 06 Sheet No.: /e 2700 SE HARRISON ST.STE.E,M1LWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bilI@bkengineers.com —p r: : • .. >f o - ` . - ...ao e . ,i . :, 7,,,,,,A P.e //. 12 ( ui, )if; . & a _ 7/•3"-lip Of 0,6.G.•&) -1,-> L'- w, 0 (.. 4e-1 t )sem ` ., —7-•i/'f'.e 1a°# 41i4"74 >4 7S ± ' °" aye C!�9i — I EbEVMMINC a Project: 720A10,9 iiii • ICII III STRUCTURAL client: g4 Vi v1 , Proj.No.: ErEkEEENGINEERS Date: 1,/ ,0By: 003 Sheet No.: i 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. biil@bkengirecrs.corn • f � i/ (AI&, • ... . . /WW2 (44 C.(i . .( - e /air -e itc-, .. c� �= • : i ....... ' .. . . ./77 .c64-.)MIEME . .- • I1 ,C 0 Project: 72( ZialAf /415` EOM El STRUCTURAL Client: gal VMMlrz Proj.No.: ENGINEERS Date: 1/1000 By: 045 Sheet No.: 2700 SE HARRISON ST.STE.B,M1LWAUKJE OR,97222.503-607-0481,FAX 503-607-0485. bi11@bkengineers corn TL,10 . 1., ,,,.., ..„ . — r.„\ ,..p- -...k.lcif I ife„o; L tif- .L.-",-, .4-C-i-'..---- ,,r504-r-4 A-1- ACfr:r t• Cif,f2,- :, - 0 . ., 4- E - : . .. . eM' 7,,,:e, ;,i"... ,.y ,,,,,,,,_,„,,f ,.. F,p .�'. .... �`�#,� s,SF4,. E.,.47::.,g ` t: .e� krE. `+fry s cv° f' e f Gc'2ws f3"' 'y I. 12 -,-,Ce'-. -.) ... Q., !-,t:.. ,, . ` e' f' '.N, 2 E-.:i _ .,-0,.."-0 A s' '`�"F rr :rn' I ... jjef. r � � i. e (IC P Vie 7Q 2 / r • In ... . '2.fc,,..) 0 ' _ A -4. '8 f 7.- O '' /73';e (.,e.',./1-z...r) i. .i Rr r k , EbEVIEIl\ C. Project: I44450 Zia) doitgeos. 0 MCMI MI STRUCTURAL Client: 14 Vn i .. Proj.No.: EFILIMENGINEERS Date: /14 /4' By: 0#3 Sheet No.: /C 2700 SE HARRISON ST.STE.B,M1LWAUKIE OR,97222,503-607-0481,FAX 503-607-0486 bill@bkengineers,com I : • Z- ` .. puit. . .7.0 4-24.4( Al s" n Ave. . -- . � .. <" yi P e�' t (70 *� 40°11 rIS • : -A titiktit Z40 "' ifi . .. .&. C, .... .. t /l'r f (4f 416 /24r2 ._..• . /Kg 5r .�'.. . 943 IX 49 �f '/ 4 /t ~— MbEVEEI 1 o Project: 726)7 Zial/ • NCEI STRUCTURAL Client: 14 Vn i%-,4 . Proj.No.: IIIIIMMENGINEERS Date: //14;44,/4 By: i$6,6 Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAUK1E OR,97222,503-607-0481,FAX 503-607-0486. bi11@bkengineers.corn . ; /C. .51 fr4 :� .. ... ... .... . .. ..j. . . .. . . ...... ... .. ... ., : : Ilk.. . ...4: OF .R. : I,,,,:',. . „ . _. _. . . . . 1 � `w. /`( ! e. . A?, -� .- . : . -- `1(7 if a .,. } Z.T. iitil 27q3l'' A il X?-. (111 i-.. 1< ( (4-) a g / ..44....,..,_... . ..;efsH:t9'73.) lit • -C. 0 .p 10...../. , )e,qa, ,c I ei7 rii -4 fe,,,,,' - // v 2- g 2-- /j 5/..g4. X SSZA00 ,. ..../.}6.7 .fel fAi 13 Eil al INC. Project: ZIO ' 4,05 • STRUCTURAL Client: 14 VAA(I 't Proj.No.: MPIIIIMMENGINEERS Date: 1/ /lltscr By: Alf3 Sheet No.: /7 2700 SE HARRISON ST.STE.B,I'ILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers.com y; HP . It 0 • II ;4 L`. 1J1 0 il- • ;rL l -1., T- € II II II it CD CO :„. . Ila 0 .:k 11ri If -yl i 1 0 NORTH • ROOF FRAMING PLAN 5u1LDING C \I Or iS0 . : : :C,sti , .. _, . .. : 4-1(1 ' Well> 1: 2.,i_::: 1-741 4• Z_• ;ilfird:1) 1 tiet'''' 4 PO nim4,'* 111 6:z. 347,0, - e ¢i p 0 u 1 (2.; -1. i cl(ft/2-,) a.octo • : : it, 140 ( 4r161'4 1 - -...41, /orp MblVEMIN C. Project: 7;a:Alge, r aiAl • ICIII MI STRUCTURAL Client: 14 .. Proj,No.: IIIILIENENGINEERS Date: 1/ /Qor By: /*/ Sheet No.: 2700 SE HARRISON ST.STE-B,b4ILWAUK1E OR,97222,503-607-0481,FAX 503-607-0486. bill('blcengineers.com rifi4., r„) sf--_,,,,, fia_csv-i.,_ •. .. 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Project ID: 15 475 Project Descr: Prntep.20 APR 20's 12 43P ASCE Seismic Base Shear File=c:lUserslmatC,DOCUME--11ENERCA-101GARD-LECs ENERCAIC INC.1983-2015,Builex6.15.124,Ver..6.1512 4 Lic #:.KW 06007983_ ._; % r , , :Licensee.BK ENGINEERS.iNC, Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: °II":All Buildings and other structures except those listed as Category I,Ill,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&S1values ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping Latitude = 45,439 deg North SS = 0.9709 g,0.2 sec response Longitude = 122.782 deg West S 1 = 0.4245 g,1.0 sec response Location: Portland,OR 97223 Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft(sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1,11 ASCE 7-10 Table 11.4-i&11.4-2 (using straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration SMS=Fa*Ss .- 1.079 ASCE 7-10 Eq.11.4-1 S M1=Fv"S1 = 0.669 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration SDS S MS213 = 0.720 ASCE 7-10 Eq.11.4-3 " 0.446 DI S *213 = ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D OSCE 7-10 Table 11.6-1&-2 • Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Eight-framed walls with shear panels of all other materials Response Modification Coefficient"R" = 2.00 Building height Limits: System Overstrength Factor "Wo° = 2.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" 2 00 Category"C"Limit No Limit Category"D"Limit: Limit=35 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Not Permitted Category"F"Limit: Not Permitted Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The'Equivalent Lateral Force Procedure'is being used accordinq to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems °Ct"value = 0.020 "hn":Height from base to highest level = 25.0 ft "x"value = 0.75 "Ta'Approximate fundemental period using Eq.12.8-7 : Ta=Cl*(hn"x) = 0.224 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.224 sec "Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS:Short Period Design Spectral Response = 0.720 From Eq.12.8-2, Preliminary Cs = "R":Response Modification Factor 2.00 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.360 0.997 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032 Cs:Seismic Response Coefficient = = 0.3598 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.3598 from 12.8.1.1 W(see Sum Wi below) = 0.00 k IIISeismic Base Shear V= Cs'W = 000 k G Seismic Base Shear Roof(per Unit) North-South direction • SDS= 0.72R , design spectral response acceleration = 6.5 , response modification factor Table 12.2-1 I= 1 ,occupancy importance factor Cs= 0.111 = Srs seismic response coeff. (R/I) DLF= 15 psf ,dead load for roof DLw= 10 psf ,dead load for wall 48'x17' AF= 816 ft2 , area of roof 85x4.5' Aw= 382.5 ft2 ,area of wall W= 16.07 kips , seismic weight = DLF x AF +DLw x Aw V= 1.78 kips , ultimate seismic base shear =Cs x W V/1.4= 1.27 kips East-West direction SQs= 0.72 ,design spectral response acceleration • R= 2 , response modification factor Table 12.2-1 I= 1 ,occupancy importance factor Cs = 0.360 = Sos seismic response coeff. (R/I) DLF = 15 psf , dead load for roof DLw= 10 psf ,dead load for wall AF = 816 ft2 , area of roof 16'x4.5`x3 Aw= 216 ft2 , area of wall W= 14.40 kips ,seismic weight = DLF x AF+ DLw x Aw V= 5.18 kips ,ultimate seismic base shear =Cs x W V/1.4= 3.70 kips • Project: Tigard Townhomes Client: Mick Gross Proj.No.: 15-175 Date: 02!16 By: CV Sheet No.: 4 411 Project Title: Tigard Townhouses _ Engineer: Project ID: 15_ 1-7 Project Descr: loot kfet' OR - dR ,p,.. Fnn2n E DEC.2015 1231P7.1 General Beam Analysis FilE= ''Jserstmatt6CC 1t�E-1;EtrfRCA-1t;Ir�.RD.i EC6 kg LC,INC. 2015 BuIda 15 Description : Roof Wind Load North-South Dir General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 40.0 ft Area= 10.0 inA2 Moment of inertia = 100.0 inr4 Span#2 Span Length = 5.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 " l.. . 1 ,1 r- - 1 VW i 445 d W O 116481 i y Wr0.11131 ,,y .yWO 08904) Y Y ♦ * Y W0 073) MO 010731 * * * * * Y,,1., ^^^ Span-400ft g-Sin=5Cfi E Applied Loads Service loads entered.Load Factors will be applied for calculations Load for Span Number 1 Uniform Load: W=0,02146 ksf, Tributary Width=0.50 ft,(wind up to 15') Uniform Load: W=0.02226 ksf, Tributary Width=5.0 ft,(wind up to 20') Uniform Load: W=0.02289 ksf, Tributary Width=5.0 ft,(wind up to 25') Varying Uniform Load: W(S,E)=0.0->0.02353 ksf, Extent=11.0->>20.0 ft, Trib Width=0.0 ft,(up to 28') Varying Uniform Load. W(S,E)=0.02353->0.0 ksf,Extent=20.0-->>29.0 ft, Trib Width=3.50 ft.(up to 28') Load for Span Number 2 Uniform Load: W=0.02146 ksf; Tributary Width=0.50 ft,(wind up to 15') Uniform Load: W=0.02226 ksf, Tributary Width=4.0 ft,(wind up to 20') Uniform Load: W=0.01948 ksf, Tributary Width=6.0 ft.(Roof) III DESIGN SUMMARY _ Maximum Bending= 31.349 k-ft Maximum Shear= 3.101 k Load Combination +D+0.600W+H Load Combination +D+0.60W�-H Location of maximum on span 19,692ft Location of maximum on span 40.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection t Max Downward Transient Deflection 5.160 in 93 j Max Upward Transient Deflection -1.975 in 60 Max Downward Total Deflection 3.096 in 155 Max Upward Total Deflection -1.185 in 100 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxiOmega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 40.00 ft 1 31.35 -1.62 31.35 3.10 Dsgn.L= 5.00 ft 2 -1.62 1.62 0.65 +D+H Dsgn.L= 40.00 ft 1 -0.00 Dsgn.L= 5.00 ft 2 -0.00 +D+L+H Dsgn.L= 40.00 ft 1 -0.00 Dsgn.L= 5.00 ft 2 -0.00 +D+Lr+H Dsgn.L= 40.00 ft 1 -0.00 Dsgn.L= 5.00 ft 2 -0.00 +D+S+H Dsgn.L= 40.00 ft 1 -0.00 Dsgn.L= 5.00 ft 2 -0.00 +D+0 750Lr+0.750L+H Dsgn.L= 40.00 ft 1 Dsgn.L= 5.00 ft 2 IMF -0.00 i +D+0.750L+0.750S+H 0.00 Dsgn.L= 40.00 ft 1 00 Dsgn.L= 5.00 ft 2 -0.00 +D+0.60W+H Dsgn L= 40.00 ft 1 31.35 -1.62 31.35 3.10 Dsgn.L= 5.00 ft 2 -1.62 1.62 0.65 Project Title: Tigard Townhouses Engineer: Proiecl ID: 1 5_1-75 Project Descr: Prevrsa DEC 2015 12.:IFM General Beam Analysis Fie c ilserstrnatttiDOCUME-11ENERCrt-1,IGARD- ECo • 9C 1t' 4 k171 �i B3 � i� ENERCALC.iNC 1983-2015,SW46.15.12.4, 5 a ✓.c.� *. ' mays :7;--;;# 111'.1-;10V''''';',:,1'701"---- d6 r...124 VEr"b.1 '4 Description: Roof Wind Load `' " North-South Dir Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Max MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+0.70E+H Dsgn.L= 40.00 ft 1 -0.00 Dsgn.L= 5.00 ft 2 -0.00 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 40.00 ft 1 23.51 -1.22 23.51 2.33 Dsgn.L= 5.00 ft 2 -1.22 1.22 0.49 +D+0.750L+0.750S+0.450W+H Dsgn.L= 40,00 ft 1 23.51 -1.22 23.51 2.33 Dsgn.L= 5.00 ft 2 -1.22 1.22 0.49 +D+0.750L+0.750S+0-5250E+H Dsgn.L= 40.00 ft 1 -0.00 Dsgn.L= 5.00 ft 2 -0.00 +0.60D+0.60W+0.60H Dsgn.L= 40.00 ft 1 31.35 -1.62 31.35 3.10 Dsgn.L= 5.00 ft 2 -1.62 1.62 0.65 +0.60D+0-70E+0.60E-f Dsgn.L= 40.00 ft 1 -0.00 Dsgn.L= 5.00 ft 2 -0.00 Overall Maximum Deflections Load Combination Span Max.-'Deft Location in Span Load Combination Max."+1 Defl Location in Span W Only 1 5.1605 20.000 0.0000 0.000 2 0.0000 20.000 WOnly -1.9746 5.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 0 Overall MAXimum 5.032 6.251 Overall MINimum 2.265 2.813 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +0+0 750L+0.750S+H +D+0.60W+H 3.019 3.751 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 2.265 2.813 +D+0.750L+0.750S+0.450W+l 2.265 2.813 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 3.019 3.751 +0.600+0.70E+0.60H D Only Lr Only L Only S Only W Only 5.032 6.251 E Only H Only III Project Tide: Tigard Townhouses Engineer: Project ID: 15. 17 5 Project Descr: PO OF M IQ 'f5 [ - ki $1` PIS , da General Beam Analysis File IuserstmatDOC".,',lE;-1'Et:ERCF-itTiGARG 1E B EN�l� �y r�y_ry= CAL 015 6udd.6.1512,4,Ver:6.15124 LdY.sr`� :D6'O79 s�F"�r`� G�,. < 'i .<.:;-- i w�i.. ns ' ' ��. r'(y' ./ 0, C,'-r.t- r+'CS: ..,'1*. .,' r:: - 2''5- - . R t2 Description: Roof Wind Load " p� - j's < East-West Dir General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 16.0 ft Area= 10.0 in42 Moment of Inertia = 100.0 inA4 Span#2 Span Length = 1.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 inA4 • '� 'Vicri,F.sn 15 1 . t 1-, wt0.1512 `dd • - wr01,=-} ft W0.01073- w 0 1595. { ran=1 Ott Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.02146 ksf, Tributary Width=0.50 ft,(wind up to 15') Uniform Load: W=0.02226 ksf, Tributary Width=5.0 ft,(wind up to 20') Varying Uniform Load: W(S,E)=0,0->0.02289 ksf,Extent=5.0-->>10.50 ft, Trib Width=0.0 ft,(up to 25') Varying Uniform Load: W(S,E)=0.02289->0.0 ksf,Extent=10.50--»16.0 ft, Trib Width=5.0 ft,(up to 25') Uniform Load: W=0.01680 ksf,Extent=0.0-->>5.0 ft, Tributary Width=9.0 ft,(Roof) Varying Uniform Load: W(S,E)=0.01680->0.01680 ksf,Extent=5,0-->>10.50 ft. Trib Width=9,0 ft,(Roof) Varying Uniform Load: W(S,E)=0.01680->0 01680 ksf,Extent=10.50-->>16.0 ft, Trib Width=3.750 ft,(Roof) Load for Span Number 2 II Uniform Load: W=0.01680 ksf, Tributary Width=9.50 ft.(Roof) DESIGN SUMMARY _____--._____.._._._. Maximum Bending= 5.448 k-ft Maximum Shear= 1.371 k Load Combination +D-+O.60W4I Load Combination +D+0.60WH Location of maximum on span 8.123ft Location of maximum on span 16.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.146 in 1317 Max Upward Transient Deflection -0.029 in 834 Max Downward Total Deflection 0.087 in 2195 Max Upward Total Deflection -0.017 in 1390 i Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 16.00 ft 1 5.45 -0.05 5.45 1.337 Dsgn.L= 1.00 ft 2 -0.05 0.05 010 +D+H Dsgn.L= 16.00 ft 1 -0.00 Dsgn.L= 1.00 ft 2 -00.00 +D+L+H Dsgn.L= 16.00 ft 1 0 00 Dsgn.L= 1.00 ft 2 -0 00 +D+Lr+H Dsgn.L= 16.00 ft 1 -0.00 Dsgn.L= 1.00 ft 2 -0.00 +D+S+i Dsgn.L= 16.00 ft 1 0.00 Dsgn:L= 1.00 ft 2 -0.00 +D+0.750Lr+0.750L+H • Dsgn.L= 16.00 ft 1 -0.00 Dsgn.L= 1.00 ft 2 +0+0 750L+0.750S+H -0.00 Dsgn.L= 16.00 ft 1 -0 00 Dsgn.L= 1.00 ft 2 -0.00 +D+O.60W+H Dsgn.L= 16.00 ft 1 5.45 -0.05 5.45 1 37 Dsgn.L= 1.00 ft 2 -0.05 0.05 010 Project Title: Tigard Townhouses Engineer: Project ID: 15 -13 5 Project Descr: 0 General Beam Analysis ti.1983-ME EhE4CA 1 TtGer:6,11 EC6 ENER LC INC 1983.2 15 Btsid6.15. 24'�ec8.15124 �_ � .,.N 4_._ _..r '�i::.°�^ -£�.-.�,.-+..� s,_ �',�,e',.,_.�.�,�..:�.''Gk .e.'-� ��.e�'���.�� '."` 1� r��j4 ��. Description: Roof Wind Load _ East-West Dir Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 4 M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vax/Omega +0+0.70E+H Dsgn.L= 16.00 ft i a.co Dsgn.L= 1.00 ft 2 +D+0.750Lr+0.750L+0.450W+H -0.00 Dsgn.1.= 16.00 ft 1 4.09 -0.04 4.09 1.03 Dsgn.L= 1.00 ft 2 -U 04 0.04 0.07 +0+0,750L+0.750S+0.450W+H Dsgn.L= 16.00 ft 1 4.09 -0.04 4 09 1.03 Dsgn.L= 1.00 ft 2 -0.04 0,04 0.07 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 16.00 ft 1 _0 .00 Dsgn.L= 1.00 ff 2 -0.00 +0.600+0.60W+0.60H Dsgn.L= 16.00 ft 1 5.45 -0.05 5 45 1 37 Dsgn.L= 1.00 ft 2 -0.05 0.05 0.10 +0.60D+0.70E+0.60H Dsgn.L= 16.00 ft 1 -0.00 Dsgn.L= 1.00 ft 2 -0.00 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Dell Location in Span W Only 1 0.1457 8.123 0.0000 0.000 2 0.0000 8.123 W Only -0.0287 1.000 Vertical Reactions Support notation:Far left is 41 Values in KIPS Load Combination Support 1 Support 2 Support 3 0 Overall MAXimum 2.230 2.445 Overall MlNimum 1.004 1.100 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +0+0.750L+0.750S+H +D+0.60W+H 1.338 1.467 +D+0.70E+H +D+0.750L r+0.750L+0.450W+H 1.004 1.100 +0+0.750L+0.750S+0.450W+H 1.004 1.100 +0+0.750L+0.750S+0.5250E+H +0.60 D+0.60W+0.60H 1.338 1.467 +0.60D+0.70E+0,60H D Only Lr Only L Only S Only W Only 2.230 2.445 E Only H Only III , it i North-South Direction V= 0.111 W R= 6.5 • Seismic Vertical Distribution of Force V= 4179 lbs k= 1 w(Ibs) h (ft) hk whk Cvx F(lbs) F/1.4 fibs) Roof 16070 19 19 305330 0.59 2448.56 1748.97 2nd 21580 10 10 215800 0.41 1730.59 1236.13 37650 521130 4179.15 2985.1 (Per Unit) x 5= 20895.75 14925.54 SEISrile Wind Vertical Distribution of Force co NI 1 p a L $ Walls Windward Leeward Sum ( B G Pt +Internal -Internal +Internal -Internal +Internal -Internal 0-15' 9.04 15.35 -12.42 -5.11: .::`:.:.:':21:46 20.46 20' 9.84 16.70 -12.42 -5.11`:' _`;:>;2226 21.81 25' 10.47 17.78 -12.42 -5.11::.`<:,,.'; 2289 22.89 30' 11.11 18.86 -12.42 5.11: ,.:':;::;:23.53 23.97 Rf 5/12 0.73 8.28 -16.07 -8.52:::::::`::::;;16.8 16.8 Rf 10/12 3.41 10.72 -16.07 -8.52 ::.' ::19.48 19.24 • North-South Dir P P x ht P x ht x w x 0.6 ht(ft) Windward (pif) w(ft) (lbs) fibs) 2nd 9.5 21:46. 203.87 45 9174.15 5504.49 Roof 9 0 45 11283 6769.8 20457.15 12274.3 • Project: Tigard Townhomes Client: Mick Gross Proj.No.: 15-175 Date: 02/16 By: CV Sheet No.: ,i° East-West Direction (Per Unit) V= 0.360 W R=2.0 • Seismic Vertical Distribution of Force V= 11686 lbs k= 1 w(Ibs) h (ft) hk whk Cvx F(Ibs) F/1.4(lbs) Roof 14400 19 19 273600 0.60 7039.15 5027.96 2nd 18060 10 10 180600 0.40 4646.45 3318.90 32460 454200 11685.6 8346.9 cwfr. Crrrir€ON /PLL. 5 Wind Vertical Distribution of Force Walls Windward Leeward Sum +Internal -Internal +Internal -Internal +Internal -Internal 0- 15' 9.04 15.35 -12.42 -5.11:. .`.:;::21;.46 20.46 20' 9.84 16.70 -12.42 -5.11' .::..,:`.22.26 21.81 25' 10.47 17.78 -12.42 -5.11:;;;.':i22`.89. 22.89 30' 11.11 18.86 -12.42 -5.11 _:::::.':.:'::23.53: 23.97 Rf 5/12 0.73 8.28 -16.07 -8.52 16.8 16.8 Rf 10/12 3.41 10.72 -16.07 -8.52 19.48 19.24 • East-West Dir P P x ht P x ht x w x 0.6 ht(ft) Windward (plf) w(ft) (lbs) (Ibs) 2nd 9.5 21:46 203.87 16 3261.92 1957.152 Roof 9 0 16 4675 2805 7936.92 4762.2 Project_ Tigard Townhomes Client: Mick Gross Prof_No.: 15-175 Date: 02/16 By: CV Sheet No.: • • • Loads Summary Total Forces(Per Unit) R=2.0 R=6.5 Wind= 4.763 k 8.347 Seismic= 2.568 k East-West Direction 1.403 k 2.514 Seismic= 0.774 k Wind R= 2.0 R= 6.5 Roof-2nd Cumul.shear(pit) Cum a. ar(pif) Cumul.shear(pif) South Elev 31+,51 40.7 72.9 22.4 0 0,0 0.979 + 1.403 0.511 +0.774 2.382 k 1.285 k Wind R= 2.0 R= 6.5 2nd-1st Cumul.shear(pif) Cumul, iear(plf) Cumul.shear(pif) South Elev -2.41,1.5` 81.4 142.71/ 43.9 00.0 1.403 k 0.774 k Wind R= 2.0 R= 6.5 Roof-2nd Cumul.shear(plf) Cumul.shear(plf) Cumul.shear(pif) 0 0:0 0.0 North Elev '21' 52.0 es. ") 28,7 2.381 k 1.284 k Wind R= 2.0 R= 6.5 2nd-1st Cumul.shear(plf) Cumul.shear(plf) Cumul.shear(pif) 0 0:0,,, 0.0 North Elev 3-71 64.4 (112.8) 34.7 Project: Tigard Townhomes Client: Mick Gross Proj,No.: 15-175 INIt Date: 02/16 By: CV Sheet No.: Perforated Shear Wall South Elev. . 2008 AF&PA SDPWS-2008 (4.3.3.5) 2nd FIr Ao = 19.375 ] 2.5'x 4.5' +2.5'x 3.25' EL= 34,5 r = A 15.5' +6.5'+ 12.5' h = 9 ] + L1or= 39.5 hEL; r= 0.941266 r L,0, Co= 1.0 Ca = 3-2r�s7,; 1st FIr Ao= 30.625 1 2.5'x 5.5' +2.5'x 2.25'+2.5'x 4.5' EL = 32 r = 8.5'+ 4.5' + 16.25' +2.75' h= 9 1+ ° Loot= 39.5 hEL, r= 0.903884 Co= 0.9 Co = , r 1 Llor \3-2rJEL, • S�r�JGiE F.Coc C MAP cHAIF ':'':; ce,iJ 'ti,4 s 1.1.!`"` r ac ,, ti ` = _ BEARFNG HT. a K:r>i CId,.11.WINDOWS i1DIM* .i. _ :: I•. rx•:TRIM I; _ M .. ,-•cam SECOND FLOOR nato ,F:A4& B C^Nt. EPS A " _ _ . J..:.__.. ....._._.__ ..__ .:. ! 10'-0' AI hs.TEM!ADJACENCIES Ij•_........_................. .... -.. SrDrMG r : • S4DFE GRADE AWA FROM t0.1ielrF;,.1.IF t,. .... . . ................. _.. .._..._;r :�- ,.-::.f.. . . • `..._. ..:. ..L:• FIRST FLOOR I.. •II 0-0 o SOUTH ELEVATION 1/8" _ 1'_0t, • 1 Project: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 Date: 02/16 By: CV Sheet No.: Perforated Shear Wall North Elev. 411 • 2008 AF&PA SDPWS-2008 (4.3.3.5) 2nd Fir Ao= 25 I 2.5'x 2.5'x(4) EL= 29.5 r = A 1.25'+ 5'+ 17'+ 5' + 1.25' h = 9 1 + 0 Lot= 39.5 hEL, r= 0.913941 Co 1.0 Co f r \ LW/ \3-2r, EL; 1st Fir A0= 13.75 1 2.5'x5.5' EL= 37 r = A 24' + 13' h = 9 1 + 0 Lot= 39.5 hEL, r= 0.960346 Co= 0.9 C r Liar ° — 3-2r)EL, . • - - J.HINC,LEPOGF .p,, t wn 1"1 1 t; ri _ r. '-:li CEDAR SNAKE x� , Ja e.41,r�,.r •4,a,..r;;i,%,,5 >' i R. 1 � � `' BEARING T. i • __:. 19' • ?I! 4"tF`1FA OH ALL - i.. '.----N- I. .. .•'ii, r-ii. - i S`DiN ... .. ._.. . ;xa?P �: .......... _.: ..._._ : Al SECOND FLOOR R it . .... TFr„':;14.11 CORNERS AND . ....... � ... - :....•,,::::,. .t _0„ AT Mh T`E I.ADJACENCIES _. • .. , SLcYC GRADE i.WAN' ....._...__ . ........ ..... .. _ '•r! ' IYP FROMFROMbifl!CA!I Ci. - - _ .__._... .. ._.. - C - ..... - .. ... .......... _ . i FIRS)"FLOOR : :t1 I :t - 0• NORTH ELEVATION 1/S" = 1'-0" S Project: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 Date: 02/16 By: CV Sheet No.: s • • Overturning East-West direction Wall length b= 39.5 ft 34.5 0 South Elev. Shear(plf) h/b h(ft) T(Ib) dead load(plf) 0.9 x b x dead x 1/2 (ib) Net T(Ib) Cumul. Rf-2nd 1.0 72.9 0.23 9 573.0 90 1599.8 -1026.7 -1026.7 2nd-1st 0.00 0 573.0 0 0.0 -1026.7 -1026.7 0.00 0 573.0 0 0.0 -1026.7 -1026.7 0.00 0 0 0.0 39.5 x 0.9 Wall length b= 35.55 ft 29.25 0 South Elev. Shear(plf) h/b h(ft) T(Ib) dead load(plf) 0.9 x b x dead x 1/2 I / (b) Net T(ib) Cumul. RI-2nd 0.25 9 0.0 0 0.0 0.0 0.0 2nd-1st 0.9 142.7 0.28 10 1174.1 100 1599.8 -425.6 -425.6 142.7 0.00 0 1174.1 0 0.0 -425.6 -425.6 158.56 0.00 0 0.0 0 0.0 Wall length b= 1 ft South Elev. Cumul.shear(plf) h/b h(ft) h x shear(Ib) dead load(plf) 0.9 x b x dead x 1/2 (lb) Net T(Ib) Cu mu). 1 Rf-2nd 0.00 0 0.0 0 0.0 0.0 0.0 2nd-1st 0.00 0 0.0 0 0.0 0.0 0.0 0.00 0 0.0 0 0.0 0.0 0.0 0.00 o 0.0 0 0.0 0.0 0.0 Project: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 if) Date: 02/16 By: CV Sheet No.: • • • Overturning East-West direction Wall length b= 39.5 ft 27 0 North Elev. Shear(plf) h/b h (ft) T(Ib) dead load(plf) 0.9 x b x dead x 1/2 (Ib) Net T(Ib) Cumul. Rf-2nd 1.0 93.2 0.23 9 573.4 90 1599.8 -1026.4 -1026.4 2nd-1st 0.00 0 573.4 0 0.0 -1026.4 1026.4 0.00 0 573.4 0 0.0 -1026.4 -1026.4 0.00 0 0 0.0 39.5 x 0.9 Wall length b= 35.55 ft 37 0 North Elev. Shear(plf) h/b h(ft} T(Ib) dead load(plf) 0.9 x b x dead x 1/2 (Ib) Net T(Ib) Cumul. Rf-2nd 0.25 9 0.0 0 0.0 0.0 0.0 2nd-1st 0.9 112.8 0.28 10 1174,0 100 1599.8 -425.7 -425.7 112.8 0.00 0 1174.0 0 0.0 -425.7 -425.7 125.33 0.00 0 0.0 0 0.0 Wall length b= 1 ft North Elev. Cumul.shear(plf) h/b h (ft) h x shear(Ib) dead load (plf) 0.9 x b x dead x 1/2 (Ib) Net T(Ib) Cumul. Rf-2nd 0.00 0 0.0 0 0.0 0.0 0.0 2nd-1st 0.00 0 0.0 0 0.0 0.0 0.0 0.00 0 0.0 0 0.0 0.0 0.0 0.00 0 0.0 0 0.0 0.0 0.0 Project: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 Date: 02/16 By: CV Sheet No.: • • Overturning East-West direction Wall length b= 1 ft 1 Common Wall Shear(plf) h/b h(ft) T(Ib) dead load(plf) 0.9 x b x dead x 1/2 (Ib) Net T(Ib) Cumul. Rf-2nd 0.00 0 0.0 0 0.0 0.0 0.0 2nd-1st 0.00 0 0.0 0 0.0 0.0 0.0 0.00 0 0.0 0 0.0 0.0 0.0 0.00 0 0 0.0 Wall length b= 1 ft 1 Shear(plf) h/b h (ft) T(Ib) dead load (plf) 0.9 x b x dead x 1/2 (Ib) Net T(Ib) Cumul. Rf-2nd 0.00 0 0.0 0 0.0 0.0 0.0 2nd-1st 1 1.000 0.00 0 0.0 0 0.0 0.0 0.0 1 0.00 0 0.0 0 0.0 0.0 0.0 0.00 0 0.0 0 0.0 Wall length b= 38 ft Common Wall Cumul.shear(plf) h/b h(ft) h x shear(Ib) dead load(plf) 0.9 x b x dead x lb 1/2/ (lb) Net T lb Cumul. Rf-2nd 66.2 0.24 9 595.8 90 1539.0 -943.2 -943.2 2nd-1st 110 0.26 10 1100.0 100 1710.0 -610.0 -1553.2 0.00 0 0.0 0 0.0 0.0 -1553.2 0.00 0 0.0 0 0.0 0.0 -1553.2 Project: Tigard Town homes Client: Mick Gross Proj.No.: 15-175 Date: 02/16 By: CV Sheet No.: • • • Loads Summary Buidling Total Forces R=6.5 Wind= 12.274 k Seismic= 14.926 k North-South Direction 3.019 k 3.90 k Wind R= 2.0 R= 6.5 Roof-2nd Cumul.shear(plf) Cumul.shear(pif) Cumul :.r(plf) East Elev ')..1- 137.2 576.0 0 0.0 0.r 2.455 +3.019 2.756 +3.90 5.474 k 6.656 k Wind R= 2.0 R= 6.5 2nd-1st Cumul.shear(plf) Cumul.shear(pif) Cumul r(plf) East Elev "2(.651 253 999.8 307.6 0 0.0 0. 3.751 k 4.845 k Wind R= 2.0 R= 6.5 Roof-2nd Cumul.shear(plf) Cumul.shear(plf) Cumul.shear(p11) 0 0.0 r.t West Elev /If F 156.3 656.1 201.9 6.80 k 8.27 k Wind R= 2.0 R= 6.5 2nd-1st Cumul.shear(pif) Cumul.shear(plf) Cumul.shear(pif) 0 0.0 West Elev 14.01 170 671.9 206.8 Project: Tigard Townhomes IN Client: Mick Gross Proj.No.: 15-175 Date: 02/16 By: CV Sheet No.: Perforated Shear Wall East Elev.- 1st Floor 3 • 2008 AF&PA SDPWS-2008 (4.3.3.5) Aa= 25 1 5'x5' a= 4.33 r = 1,33' + 3' h = 9 1 + A° Lt0= 9.33 hsT; r= 0.609192 Co= 0.7 Co = r ! Lr�r _ 3—21-f EL, I I I its iv I r ' III P.r r i.1 r t=r r I-1 • r e1 r r,r F N1 F Y'1 F 1-1W I- I- I''1 I t.331 3'1 r i p. `31 33 Co E, 5JE, RWALL • r 1 ill Project: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 let Date: 02/16 By: CV Sheet No.: • • • Overturning North-South direction Wall length b= 5.5 ft East Elev. Cumul.shear(plf) h/b h (ft) h x shear(Ib) dead load(plf) 0.9 x b x dead x 1/2 (Ib) Net T(Ib) Cumul. Rf 2nd 177.2 1.64 9 1594.8 390 965.3 629.6 629.6 2nd-1st 0.00 0 0.0 0 0.0 0,0 629.6 0.00 0 0.0 0 0.0 0.0 629.6 0.00 0 0.0 0 0.0 0.0 629.6 Wall length b= 1 ft East Elev. Cumul.shear(plf) h/b h(ft) h x shear(lb) dead load(plf) 0.9 x b x dead x 1/2 (lb) Net T(Ib) Cumul. Rf-2nd 0.00 0 0.0 0 0.0 0.0 0.0 2nd-1st 0.00 0 0.0 0 0.0 0.0 0.0 0.00 0 0.0 0 0.0 0.0 0.0 0.00 0 0.0 0 0.0 0.0 0.0 9.33 x 0.7 Wall length b= 6.531 ft 4.33 0 East Elev. Shear(plf) h/b h(ft) T(Ib) dead load(plf) 0.9 x b x dead x 1/2 (lb) Net T(ib) Cumul, Rf-2nd 1.38 9 0.0 0 0.0 0.0 0.0 2nd-1st 0.7 307.6 1.53 10 2039.4 400 1175.6 863.8 863.8 307.6 0.00 0 2039.4 0 0.0 863.8 863.8 439.43 0.00 0 0.0 0 0.0 Project: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 Date: 02/16 By: CV Sheet No.: • • al Overturning North-South direction Wall length b= 6 ft West Elev. Cumul.shear(plf) h/b h(ft) h x shear(Ib) dead load(plf) 0.9 x b x dead x 1/2 (Ib) Net T(lb) Cumul. Rf-2nd 201.9 1.50 9 1817.1 390 1053.0 764.1 764.1 2nd-1st 0.00 0 0.0 0 0.0 0.0 764.1 0.00 0 0.0 0 0.0 0.0 764.1 0.00 0 0.0 0 0.0 0.0 764.1 Wall length b= 10 ft West Elev. Cumul.shear(plf) h/b h(ft) h x shear(Ib) dead load(plf) 0.9 x b x dead x 1/2 (Ib) Net T(Ib) Cumul. Rf-2nd 0.00 0 0.0 0 0.0 0.0 764.1 2nd-1st 206.8 1.00 10 2068.0 100 450.0 1618.0 2382.1 0.00 0 0.0 0 0.0 0.0 2382.1 0.00 0 0.0 0 0.0 0.0 2382.1 1 x 0. Wall length b= 1 ft 1 West Elev. Shear(plf) h/b h(ft) T(Ib) dead load(plf) 0.9 x b x dead x 1/2 (Ib) Net T(Ib) Cumul. Rf-2nd 0.00 0 0.0 0 0.0 0.0 0.0 2nd-1st 1 1.000 0.00 0 0.0 0 0.0 0.0 0.0 1 0.00 0 0.0 0 0.0 0.0 0.0 0.00 0 0.0 0 0.0 Project: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 Date: 02/16 By: CV Sheet No.: