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1 OFFICE COPY pit t'l:'IIIII 1I- .1( 411ill _A.2 MST2016-00455 8783 SW Spruce A.2 MST2016-00456 8775 SW Spruce A.2 MST2016-00457 8771 SW Spruce A.2 MST2016-00458 8765 SW Spruce OCT 1 8 2016 A.2 MST2016-00459 8759 SW Spruce C ITV 0!' BUILDING Li UtT,I:slort,, STRUCTURAL CALCULATIONS FOR Hall Pointe Town homes Building A 1 Tigard, Oregon III° „--„,....-,...„ 4,7. GINZ 54 /- Y a 1M0;• , .1.. lif ,,, . • ,014, 117:7771737:Ve?. I i 1 I 1 IIIIIWIMIIINC. Project: Hall Pointe Townhomes Building A _III Client: _ E&Y Development Proj.No: _15-175A_ 0 MEM IIIII STRUCTURAL Date: _ 3/2016 By: BB Sheet No.: COVER ErmiumENGINEERS 2700 SE I IA RRISON STREET. MILWAUKIE OR.97222.503-607-048 I.FAX 503-607-0486. billrc-Okengineers.com 0 :I, I i i ;I • , , , , , iii , ii ! . .! ; , , I . 1 ;. F „ ,....j.j _....., I I I I �i ' I II E I I! ililiI I) -_�1 h;4. 1 • lil 1 ® I , ' L1 ' J I ,i 1171—'77. 777777177-7717, 71 M 11111 I lel HIIIIIIiillilii :! li Ii11111 0 Illi 1 Iit I ` ! I iiiii_i • Ili 1 1 I i i 1 1 1 ; 1 ,r 1 iJJ. . _ Li 1 0 0 • N'JF.T;-- FIRST FLOOR FRAMING / FOUNDATION PLAN , $UILDNC�G 'I i 7 ,7121- ...---f/4-41 0 e -,. 7 . . : . ,.... • . ,,. A. , . '.4",$/t.,3A i . : ; ED' 0 /',.z.. .' --,- r"r- - • . ./5 ... -r. ,, P:4•.-- .'. '"' :{. . �... .«_ ..7 (7,,,..... .. i r'" j s f .Jia •!. 1��‘? '�. 1„q' -i t vA o,,yrs ... .- ., ' /,J - y am, . ,f/) Z (Z . _ ("7“? .el .. j 11 ' 't w WO I 5..42f` w . - - )4.44-11A-4 ';:P, 40.0 ' y 1. g'-g__ 744-o "t 2;�r�, , . _t E . r; l`� i (D e f- ( r4' ,_f l 1 F;I t' r_" t et, z ,coo r -{ ex fill ft it / X0'0 '' 4 ■IUVUSINC. Project: !`e&/ 7;4 v • ■CII II STRUCTURAL Client: 14 Y nif1 'i V) Proj.No.: 1111 UIENGINEERS Date: 1/144 fre By: 0#3 Sheet No.: 2700 SE HARRISON ST.STE.B,A4ILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bill(abkengineers.com E e----P. ' ''' - . . : . }� s 1 `` Y A F-- y. m_f ..## j r ..2.. ?pa �[�3q { tea. § ... .....Y . . A- fid`- ._ . ..,,fi�rr; ff. . '%` CW 2—.Z-- /5 743 fricri2 \te .....,,„..._ , ... .... „,°, t'l , e . ...0.,, te--- 1C22-e- l't"- r (4/e----' 1.7 ,..._„,,,„. / . 0e, ,- • . I illUill"al.MIP11.1114-t* /i4v t0 (DVpr et A d : ,t_ - - /ova. 0 if t, = 'furs- . 4....4 , , ,. ima . , • • : IblVIIINC. Project: /f� Zia//l A4c • ®® IN STRUCTURAL Client: 14 v, tf%—,9� . Proj.No.: IFILIIIIENGINEERS Date: 1/ 01.” By: 06Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAUKJE OR,97222,502-607-0481,FAX 503-607-0986. hill@bkengineers.com , ci.__r___6.„..)t - rte_ .-' . . . rn 0 : 1 A 1 1 '''-qg r /47-.":,4 .:;, I • pi . _Nommantimni .1.1 ra " E r r • Are;fele":17- ifie`11*17"r—' f 4)7 ett .. ... ... , f2ellti' ..., T. g*--,-7,17-7-1, i:c0.0 .... r EbEVEMINC. Project: I 1;10/440144405 0 ■i RI STRUCTURAL Client: 14 Vnite-Actcpie, Proj.No.: 11,11111111MENGINEERS Date: 111446, By: 003 Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAUKI£OR,97222,503-607-0481,FAX 503-607-0486. biII(bkengineers.corn sr?) r;s:„..„ A.:.tr t,„;.7 :4ti,_,.... 1 . . I ,,, 1 . . .. 1 . . • 7zFi .e_iie,_ , . . , „,, ,_ 1 : .. : ; ../_,,„:.,,. „: 412. . . „ . . : . . _ . „ . i .. , . . . e..„ 1 . f, is All - -e. ,2)'1/;4 a- ' 4 i eP �. 7 • ..4p.-r -1 7 te is-190 wv ti d IbEVIEINC. Project: Zaffrig0 �'0/ j '5 • ECIII II STRUCTURAL Client: 14 Vno riz Proj.No.:IFILIM ,r� ENGINEERS Date: 1/ r By: Sheet No.: ''J 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-04B1,FAX 503-607-0486. bi11@bkengineers.com ........ ....... .. . eD7 .Cfir:417144:497 1,4141 44. , .71,-4 /03: : D7700 1-;011' 41br 47 -r _.1d , . , 7 .<4.11.y• / -. 1 EIEVNEIl!C. Project: Zrarfrigt, 74'0 f,?1405. 1111 STRUCTURAL Client: 1 4 V', i icri-• Proj.No.: IIIILIMENGINEERS Date: 1/1444r By: M3 Sheet No.: &v 2700 SE HARRISON ST.STE B,MILh'AUKIE OR 97222,503-607-0481,FAX 503-607-0486. bil1C'bkengineers.com 0 ' !'• 1LHLLJJ.L ±uI . 1 I i 1 i , i i I ! „ l i ,I i, , . . .1 1 - _.1 L.... .EI I , L ...-j ,� -TT-- T�_ I 1 iI � i j . 1 I 1 ! Ii ; •r ` I J� I � � � ! ! � iI I i I l'si I t I _ i • . FIRST FLOOR FRAMING / FOUNDATION PLAN N t°R.44 BUILDING C 7 / 4. (2 / A. S 41.41. 47 0 ,"2"-,;',=:,'''' '_ ' _• man . - II I 1 ! 1 ' 1 + i INS0 I I a . , ,, I I I i_l.1 ; !Idea i 0 1 wol..._,4„.........- lrammil ` 11 1 1 1 Ili - I � f , Ii 1 • i� • 1 I . 1 ''i 1� I I 'ice. • IL I I I 1 Init1 1 RIHiI =1I 1i I I I um• SECOND FLOOR FRAMING PLAN "° N MILDNG C .. 0 4 Gil . ' • CU e. . /1? A24.J7 7444 /ag. z '7 . ,trtJ /7/ EINVIIIl \C e Project: /f Zial/i' i '5. • ECEI II STRUCTURAL Client: 14 vinivt L - Proj.No.:ErnklIr ENGINEERS Date: �/ /rbc By: Sheet No.: '�j 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bill(bkengineers.com r F0 T E " MEMBER REPORT Level,Floor.Joist PASSED 'LJ 1 piece(s)11 7/8"TM®110 @ 16"OC Overall Length: 15' 11" • o E 0 15'4" �± E} All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Desigff Results ',` A Eo3xabon 9lttwvea .-.::Result.. : IDF d CornMna�on{t?ismtrhrt) System:Floor Member Reaction(Ibs) 764 @ 2 1/2" 1041(2.25") Passed(73%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 746 @ 3 1/2" 1560 Passed(48%) 1.00 1.0 D+1.0 L(Alt 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(11597) -- 1.0 D+1.0 L(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) TJ-Pro'"Rating 54 40 Passed — -- •Deflection criteria:U.(L/480)and TL(L/240). • 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 achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23132"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the 11-Pro'"Rating include:1/2"Gypsum ceiling,perpendicular partitions. SuppoitS , b r >1tl1t i e21 ": F7a00r.� ' '"h;oW gr Acaeasoc>KS 1-Stud wall-DF 3.50" 2.25" 1.75" 212 562 774 1 1/4"Rim Board f 4.1 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. 0; Dead -Fipor Uwe 3 y rf , LiOdds . . .. :5pacing = NggigOitig1.00 s ComI1rnIS 1-Uniform(PSF) 0 to 15'11" 16" 20.0 53.0 Residential-Uving Areas WINeyerhae fser iotellC SUSTAiNABtI FORESTRY INITIATIVE 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 loads,dimensions and support information have been provided by Forte Software Operator cat f� Forte Software Operator Job Notes 4/13/2016 527..:23 AM Malt Vander2arden Forte v5.0, Design Engine:V6.4.0.40 BK Engineers.Inc (503)607-0461 malt@bkengineers corn Page 1 of 1 riee-04--m-(Al 4' /P "tow> i 0,1„_ : (7,--D • 1 (1?' -,C3 410 I .-ort ---t—f-- Ci."--- ..: . . .. wilwaigessit . Or' 10 fY .1+ � fig. : Mill I ke . - /. - . :. - " H. ' • Z i gir (401- ‘)( 111)))1 `t- 7AP; . . 171' 21 PE---(7 -.4,5)(70)(D. 4 ' Ali = .� 44.1-7..”a. (I zr. cii s71/1 1 ...# Z10.402) 1 p.qq:W(3,S* 0 ' ' °#--- 4-4,, ?A lit *1 --7—Z---- /..S7 14*4 Y i. 1, 55715) ICL f , 3. . A .c-- ar. 'et , i k tir.,1, - , ._..„riff t.1( 1( 7 *; ;4"Ztv -_ - (.AIS M-6447> -1-ft6+4 1 m(4.... EbEVEMINC. Project: ZatAffeti ZiaiN' etme0 . • I 1111 STRUCTURAL Client: `4 VMVj-,4 Proj.No.: NriammENGINEERS Date: 1rl/10d49' By: nif3 Sheet No.: /! 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers.com ..i../.7j . - ,.. ... . (C1 1.1' • e± (Ai- i .. .... „ } 4 f °. 01' 1417 41461-eifi 77?)) ''''' 1474 i : 0 e.. (._.LP If- (S:)( Z rh,„:-) : : : ---• g'3 "gr. / 17;(ye04-/00)0,0) tz- 7414 ....... . . x3r.,„}....... ( .... ....... .. ..... ... c...-..t.wil.t4;... ' ( . _ 2a) V-c6 , 1 X A 0 if i/ ' - e'x.24 sa 0. � aa.. ..p!.. ,wry. ` � . : -. I • EbEFEEINC. Project: Zi, , 5010, s . STRUCTURAL Client: 14 Vnividz 1. Proj.No.: ErEKEMENGINEERS Date: 1/140/110"/ By: Sheet No.: /2.'- 2700 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222.503-607-0481,FAX 503-607-0486. bi3l@bkengineers.com 0 f . , i V ' .... :. I fz, 4149 ., . ... :,. . . f fl'" t Qt7r) ... '/ 2,ee •.74 i. ,7,!--r.:-. ...i <I._ . • 1 Y-25 ` 5m+ MF 341 ij! / 147^moi �V ail°. ... w. r 301 1 IA MbEVEEINC e Project: ZiaiA1/1444105 • ECEI El STRUCTURAL Client: 14 V`M ' ice,- Proj.No.: mpoLomENGINEERS Date: 1/169,41' By: i903 Sheet No.: C3' 2700 SE HARRISON ST.STE.B,AMILWAUl9E OR.97222,503-607-048L FAX 503-607-0986, big@Ckengineers.coin /2E-- -K- fiz..4 7-4 /4/67 • /r-'-'> : . ,-.. CeHl.:/). : . _ , fir:j ' Or- . ,. ��:Iw41tu._l_m_r_l 0 4/ . . gi-t (4.0 4.-1-.0)-6(177b.)-t; (--7-* r 0 -e: (440-4-19 )1..tf"37-6,-) - /76 /di(. .. - .7 ,7- A.4 .... (711 2//% e,r3, t X0410 . T--..-_.4 4G1-1/v3 r C r.1 .. ift.--r- ., .. .. ---ezvoe f,z 7;6-1, :64-1 /:;24 1*#.. ...c7-4- i 7.4-4i;0'.5. EbEVIIINC. Project: Z 7;ippeAttive,44,05, 0 ECEI I STRUCTURAL Client: 14 Vnli'r-,4 .. Proj.No.: EPIELIMENGINEERS Date: 1/1441.3" By: no Sheet No.: —/r- 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0485. bilI@bkengineers-corn I fit°. : t-4:14-/it: ib- (4 --;--Jc--)---- I 79 . Aid' it .�`g Colt. -:.I a CCF +---,- # h .d t` d"' tf` f. i t '.-. t ::a4 „e`t�` ”, acf`fi; ( ..� s 4, sP Y r f /`_K' "'. z `, r 7 r ., , , a ,r, , . v- 1, 2-4-- - e 1 *1°' 1( 7 . :i 7 4,0. '`",.... , td.,‹ 746-1 --r Vii / . . `i rk' I V It` L, ri....) . . ` . ' • -z /00. f 7.--- ..- /cam (tt1 INC. Project: rpo, ,4 • STRUCTURAL Client: 14 Vn 'I Proj.No.:ErIOLEM ENGINEERS Date: 1/140,111er By: f Sheet No.: l 5— 2700 SE HARRISON ST"STE.B,MILWAUKiE OR,97222,503-607-0481,FAX 503-607-0486. billCbkeng;neers.com • • . • Ft ,11 Pug:- reTzverr-47A/4 6.° (el° it • Mt- 20 l41-l6 r-/? �� . F- �-' EbEWBEINC. Project: 7;4 7:'0'N1?j64 . IMI STRUCTURAL Client: I 4 Vn it1Act. Proj.No.: MrELIEENGINEERS Date: 1/140ittir By: Sheet No.: ictOP 2700 SE HARRISON ST.STE.B,M LWAUKIE OR,97222,503-607-0461,FAX 503-607-0466. bill[mbkengineers.com rte ' . . . .- . :; . . s. fri- :' 4':01.7( 4 -:, : 4.11-A AL AAA/ .. „ ,. . .� 1. .. � . .. _ - .. . . . . _ ... . : . fri • - r 4 -71(-----2 z r /211/ if ... .. .. ..1771)... ' Jig,diddll : '0 (40 i-. /0 1) (12!j C $' / : /Az. gs-0,177,, N) Vcs • .1L. I-."‘ M.a rci • fa-- . y2 n! ewe. 17.‘ 1 lit° 5-z: -s, ,..k5V(,„, Ai, C. Project: Zat 7:elaiAihecAlme5 • ELMO RI STRUCTURAL Client: 14 V Aft,,-it• Proj.No.: EPELEMENGINEERS Date: 1/1444r By: 0,3 _ Sheet No.: /7 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers-wm 1 A fir • • -T TI 1 • 11 t, lie,. I' szil...._‘: Rms �"� 111 • it._ . ..„..., •• , ,,,,, . .. ,.. . . .. •• ,, .,_._„_. _ , ..,. . . _ II 1, • ,, II EI I.1. ... L___JL J ,I 11 11 fid 11111.11110 Ila CDI I rir:.;;'7.. 11 II J 0r- _T Jam. .',:. I11.,.,....-: I I 1 VI . Ii L [ J J 0 • ROOF FRAMING PLAN "ter" !BUILDING A II. 0 .Aos.c.-- "(/''11.-7-4 i iv c,,t ' CA-' ' . iitr*- • .1-1t.e? * Wet?) Y eZ 4: "4 111::- C ,kicise:_) r.p... . ni . -y 14 . Jr : (ems -f-f ;) ( -( , w i 7:- ggc-,'Pt-- - - - - - ... - - Karam IIiiI ,r- 4 7 . -4--i G 347# ajz- (Z.; :-04‘ tcVltz,/.2,-) 512„-r--- 54i-a i'evt. , • -2--- 04.0" fel; , ails...4/6-- K fel:7P EIEVIIIl\ . Project: ! 'ai ' ?/ '".� 0 ICIIII III STRUCTURAL Client g 4 Vi fr-z ,. Proj.No.: ENGINEERS Date: 1/16,41" By: nit3Sheet No.: !q 2700 SE HARRISON ST.STE.B,M!LW'AUKIE OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers.com .0.74 o;.< Pl. 0 •. T �...... .. .. . . -.� r� ..... .... _ r-- • . , . . • . .... .., 4i. , t.,,,,,, ,.., . , \\..........._ . , , ,,,,,, ... . . , ion..- , , r'1, (/.. ;„ V.; (446) vt, * .ac--4 pb ) ( 7...) e:-. 069 I; -7,__ liciwri : .. t,..:,,...„., fi . ... fir::.(- ` .. . ; itel- . : 0 t;-.---'.% 0 : . ,10 ea xw ' �- ,ti �. 4 , . rr - rte` (IJ . t EbOVIEMIl\ sProject: 7�'744.0A0044),(6405. 0 MCIII El STRUCTURAL Client: 14 V/ nyid( i t• Proj.No.: ENGINEERS Date: 1/1(0,0410° By: Sheet No.: 2700 SE HARRISON ST-STE,B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers-com i (Ate7:3,1 , 0 . p, ,--e---te A.70";* .cry!:,!,t- ). • I "eve sem .. .. t.. .:. __ ,• • • Al i t30. f #j .S11-/b :06., : . • __ . ...... I y....:._ (41.4.,v.C...,,... , • I , C• Project: 774A,00 /;0jA' w MICE'0 MI STRUCTURAL Client: 14 V, /f i-�i$ • Proj.No.: - . ENGINEERS Date: 1/140/100 By: Sheet No.: `moi` 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bifl@bkengineers.com _a 1-- c-.4 .2.43 „ ,,t6:: I `Y,D o 411.1- v *9--='• "•I m 1.7771 )_-_-_,---.1._ L-'"-"*------ -1.4----1 1- ----IL -IT ai °) 1 r1 1 .4 1 4 ; 1 Z 'i- i i \ 1 r1". 4-- 1 la ". ;I I —+, I I , H1 o I j I ' I 1 try I' �r r , 1 '1 o, u' Z (^� 1 . t 1 �: 1 I 1 } 1 I4 r I I -+ 1 I� _ ft , � 1t I I Iq 1 t I I 1 Ul L 1a —_ 1 , Et• 8 K '›.-- C: t 111: ; 1. ,. IIS , P'ITY - n�� yM• . Iof 10 i --V... ~a di\1 t LI- . c't r" .\ W o - -•-• • • ... • 1 39.5'Coue SNkARwht-L No P.M L>=v, 1.15' 5 ' I7' 5 ' 1.7-5' 2. 9/V14 ir 11111111111111 II . ' �� i Millet, h' I tri IN P 111 MI 11111 01101 1.1. t1 imm nor tali 3 allr I -: 11101 _ IIMMI • MIER Mom F riii II .9 I EN ism II I 1111111111 il N Mk fir._ 11� MOM mu ami , 7_5 an11111„, rill 07.111107 : ' Mill Lamm 6/4 M L L Iii 5aunH E�ev. ► MI ' 4,.5' 12.5► b 39,5' Cote sHEAKiiALL W uN 1- t" �9 tai J 14 3 ......_..- cr t-( ' /ka SECOND FLOOR FRAMING PLAN70 gir 0 1-'7— Project Title: Tigard Townhouses Engineer: Project ID: 15-J7 5 Project Descr: Printed 20 APR 2010 12 9 0 ASCE Seismic Base Shear He=ctUsersimathDOCUME-11ENERCA-11TIGARD-1.EC6 01 ENERCALC INC.1983-2015,BuHM:6.15.12.4,Ver.6.15.12.4 litntSSIVefirliillti: Risk Category Calculations per ASCE 7- C: 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&Slvatues 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 ftlsec _ D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1,11 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1,079 ASCE 7-10 Eq.11.4-1 S Mt=Fv*S1 = 0.669 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration S -S *213 = 0.720 DS MS ASCE 7-10 Eq.11.4-3 S D1 S M1213 = 0.446 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 0 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wali Systems Light-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 according 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=Ct"(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 = 0.360 "R":Response Modification Factor = 2.00 From Eq.12.8-3&12.8-4,Cs need not exceed = 0 997 "1":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 • Seismic Base Shear V= Cs*W = 0.00 k 43 Seismic Base Shear Roof(per Unit) North-South direction • Sas= 0.72 ,design spectral response acceleration R= 6.5 , response modification factor Table 12.2-1 I= 1 , occupancy importance factor Cs= 0.111 = Sas seismic response coeff. (R/I) DLF= 15 psf , dead load for roof DLw= 10 psf ,dead load for wall 485(17' AF= 816 ft2 , area of roof 85'x4.5' 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 Sps= 0.72 ,design spectral response acceleration • R= 2 ,response modification factor Table 12.2-1 I= 1 , occupancy importance factor Cs= 0.360 = Sas 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'(4.55(3 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 IIIProject: Tigard Townhomes Client: Mick Gross Proj.No.: 15-175 Date: 02/16 By: CV Sheet No: 4 411 Seismic Base Shear 2nd Floor(per Unit) North-South direction III Sos= 0,72 , design spectral response acceleration R= 6.5 , response modification factor Table 12.2-1 I= 1 , occupancy importance factor Cs= 0.111 = SOS seismic response coeff. (Rut) DLF= 20 psf ,dead load for floor DLw= 10 psf ,dead load for wall 45'x15' AF = 675 ft2 ,area of floor 85'x9.5' Aw= 807.5 ft2 ,area of wall W= 21.58 kips , seismic weight =DLF x AF+ DLw x Aw V= 2.39 kips , ultimate seismic base shear =Cs x W V/1.4= 1.71 kips East-West direction Sas= 0.72 ,design spectral response acceleration • R= 2 , response modification factor Table 12.2-1 I= 1 , occupancy importance factor C5= 0.360 = SDS seismic response coeff. (R/I) DLF= 20 psf ,dead load for floor DLw= 10 psf , dead load for wall AF= 675 ft2 ,area of floor 16'x9.5'x3 Aw= 456 ft2 , area of wall W= 18.06 kips , seismic weight = DLF x AF+ DLw x Aw V= 6.50 kips , ultimate seismic base shear = Cs x W V/1.4 = 4.64 kips • Project: Tigard Townhomes Client: Mick Gross Proj.No.: 15-175 Date: 02/16 By: CV Sheet No.: r Project Title: Tigard Townhouses Engineer: Project ID: 15j /7 5 Project Descr R8/}{� I4J (frD t i5014.11-) try Or P7 1 I .. cnnfen• EDEC 201b 40 Genera! Beam Analysis File=oUsersImatn0OCUME-IIENERCA-1'TIGARD--i E;;6 ., rac tcaw i6gc 9 . ,e . _ `, ' .. . :3A ;.Jc-:e�-: S5 6 BK'15124I...E 1p c 0 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 in^2 Moment of inertia = 100.0 inA4 Span#2 Span Length = 5.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 ` (,.. 445 Mil 15881 Y * + w(0* * * * * 1?131_ fG4Gy* { * * W(0.01073) * * *✓(G.yGirGi3+ 7 - Span=40 0 h -� m. ..w g ...wpan=5 0 f 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 151 Uniform Load, W=0.02226 ksf, Tributary Width=5.0 ft,(wind up to 201 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 ton') 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 201 • Uniform Load: W=0.01948 ksf, Tributary Width=6.0 ft,(Roof) DESIGN SUMMARY i Maximum Bending= 31.349 k-ft Maximum Shear= 3.101 k j Load Combination +D+0.60W+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 Max Downward Transient Deflection 5.160 in 93 Max Upward Transient Deflection 1.975 in 60 Max Downward Total Deflection 3.096 in 155 !r 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 Mnx/Omega 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 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+ti Dsgn.L= 40.00 ft 1 _6.00 Dsgn.L= 5.00 ft 2 -0.00 +D+0.750Lr+0.750L+H 0 Dsgn.L= 40.00 ft 1 -0.00 Dsgn.L= 5.00 ft 2 -0.00 +D+0.750L+0.750S+H Dsgn.L= 40.00 ft 1 -0.00 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 tie Dsgn.L= 5.00 ft 2 -1.62 1.62 0.65 Project Title: Tigard Townhouses Engineer: Project ID: C5 1-75 Project Descr: Prr4ea nGEC 2F15.?2:t1Ft9 40 � * F -clt3se •mat 9FRCn 1 ,G ftD 1•Er6G@Ce1c1 Beam Analysis 183-215,Bu,Ono 1S7L 5 t 12.4ii # 1_« 6OJ 98Zr lt '' ""p :" : "%�s �-rs. 44l 4e .11 71, 0Description! 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 Mnx Mnx/Ornega Cb Rm Va Max Vnx VrxJOmega +D+0.70E+H Dsgn.L= 40.00 ft 1 -0.00 Dsgn.L= 5.00ft 2 -0.00 +D+0.750Lr+0.750L+0.450W+1-1 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+0.60H Dsgn.L= 40.00 ft 1 -0.00 Dsgn.L= 5.00 ft 2 -0.00 Overall Maximum Deflections Load Combination Span Max.""Del Location in Span Load Combination Max.°+"Dell Location in Span W Only 1 5.1605 20.000 0.0000 0.000 2 0.0000 20.000 W Only -1.9746 5.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 0Overall MAXimum 5.032 6.251 Overall MINimum 2.265 2.813 +D+F1 +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +0+0.60'W+H 3.019 3.751 +D+0 70E+H 40+0.750Lr+0.750L+0.450W+H 2.265 2.813 +D+0.750L+0.750S+0.450W+H 2.265 2.813 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 3.019 3.751 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 5.032 6.251 E Only H Only 0 L7 Project Title: Tigard Townhouses Engineer: Project ID' 15- 1-7 5 Project Descr: o o i IQ 5A s-r - IN &$1 r)1 . . GeneCaI Beam Analysis Hl-c;Users1mattDOCUME-1VEt4ERC. rkTIGARG-1EGF _ • �ryRI tis they . I ENERCAI C,INC 1983-2015 tau id 6.1512 4 der 6.1{121%71 l s �'.fi<iRYY .700ili'� J -C..:. ' O .:"`,..oe+¢ , --f F.. rs'r e.:.; y .o'" err,,_` .tf:4.._.s r' r"�.`." r.G r., f�.f:r'r �.t,"S 5�'}.y .5. '-' 1 =°1475 ' Description: Roof Wind Load ..,.,_-2-.15_, '` East-West Dir General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 16.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 Span#2 Span Length = 1.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 vytrnF�ntiS{2k W�o.1512t 7 , ' . V V' i ,fro 1;aasni w(0 ,-1 $ l W(0.01073) w(01595` i * * * * ***** t 52 Span:16 0 fl -_,....,_. __ __--.-,....m p.n.1 0 C 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 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+0.60W+H Load Combination +D+0.60W+H 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 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 1.37 Dsgn.L= 1.00 ft 2 -0.05 0.05 0.10 +D+H Dsgn.L= 16.00 ft 1 -0.00 Dsgn.L= 1.00 ft 2 -0.00 +0+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+H 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 Dsgn.L= 1.00 ft 2 -0.00 -0.00 +D+0.750L+0.750S+-1 Dsgn.L= 1600H 1 Dsgn_L= 1.00 ft 2 -0.00 -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 0.10 Project Title: Tigard Townhouses _ Engineer: Project ID: 1 5 -17 5 Project Descr Pns:eo 8 LEC 20''.12:;2F; r6ilr o C -1\ l 1 .„T General Beam Analysis aE�cL c1 �3-205,Buud 5-°[4V fi1 4 Description: Roof Wind Load East-West Dir 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 VnxlOmega +D+0.70E+H Dsgn.L= 16.00 ft 1 -0.00 Dsgn.L= 1.00 ft 2 -0.00 +D+0.750Lr+0.750L+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 +0+0.750L+0.750S+0.450W+ti 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 ft 2 -0.00 +0.60D+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 +0.600+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.1-1 Deft Location in Span Load Combination Max."+°Deft 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#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.230 2.445 0 Overall MlNimum 1 004 1.100 +D 41 +D+L+H +D+Lr+H +D+S+H +D+0.75OLr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 1.338 1.467 +D+0,70E+H +13+0.750Lr+0.750L+0.450W41 1.004 1.100 +D+0.750L+0.750S+0.450W+H 1.004 1 100 +D+0.750 L+0.750 S+0.5250E+H +0.60D+0.60W+0.60H 1.338 1467 +0.60 D+0.70 E+0.601': D Only Lr Only L Only S Only W Only 2.230 2.445 E Only H Only III LI North-South Direction V= 0.111 W R=6.5 SSeismic Vertical Distribution of Force V= 4179 lbs k= 1 w(lbs) h (ft) hk whk Cvx F(lbs) F/1.4(lbs) Roof 16070 19 19 305330 0.59 2448.56 1748.97 2nd 21580 10 10 215800 0.41 1730.59 1236.13 E 37650 521130 4179.15 2985.1 (Per Unit) x 5 = 20895.75 14925.54 Wind Vertical Distribution of Force CONTROLS Walls Windward Leeward Sum A ) +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 2Z26 21.81 25' 10.47 17.78 -12.42 -5.11.:::.: :.;22.89 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 • North-South Dir P P x ht P x ht x w x 0.6 ht(ft) Windward (plf) w(ft) (lbs) (lbs) 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.: 41° East-West Direction (Per Unit) V= 0.360 W R=2.0 • Seismic Vertical Distribution of Force V= 11686 lbs k= 1 w(lbs) h (ft) hk whk Cvx F(lbs) 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 ei. P. e CorirloN , LL5 Wind Vertical Distribution of Force Walls Windward Leeward Sum +Internal -Internal +Internal -Internal +Internal -Internal 0- 151 9.04 15.35 -12.42 -5.11: ;:.',`;`21.46 20.46 20' 9.84 16.70 -12.42 -5.11` t':::'.22:26 21.81 25' 10.47 17.78 -12.42 -5.11':;: .:`;;:22:89. 22.89 30' 11.11 18.86 -12.42 -5.11 :' ':`:;`2333 23.97 Rf 5/12 0.73 8.28 -16.07 -8.52 16 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) (lbs) 2nd 9.5 2146 203.87 16 3261.92 1957.152 Roof 9 0 16 4675 2805 7936.92 4762.2 • Project: Tigard Townhomes Client: Mick Gross Proj.No.: 15-175 Date: 02/16 By: CV Sheet No.: L 0 S41 10 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(plf) Cum . ar(plf) Cumul.shear(plf) South Elev 31+,5' 40.7 72.9 22.4 00.0 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(plf) Cumul •-ar(plf) Cumul.shear(plf) South Elev 21,1.9' 81.4 142.7 43.9 0 0.i 0.0 1.403 k 0.774 k Wind R= 2.0 R= 6.5 Roof-2nd Cumul.shear(plf) Cumul.shear(plf) Cumul.shear(plf) 0 (93..2 0.0 North Elev 1-)1 52.0 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(plf) 0 :0-..., 0.0 North Elev 3/1 64.4 112.8 34.7 Project: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 0 Date: 02/16 By: CV Sheet No.: Perforated Shear Wall South Elev. 0 • 2008 AF&PA SDPWS-2008 (4.3.3.5) 2nd Fir Ao= 19.375 1 2.5' x 4.5'+2.5'x 3.25' EL= 34.5 r = f1 15.5' + 6.5' + 12.5' h = 9 1 + ° Loot= 39.5 hEL, r= 0.941266 i Co= to Co r Lfot _ 3-2rJ EL; 1st Fir Aa= 30.625 1 2.5'x 5.5' +2.5'x 2.25' +2.5'x 4.5' E!_= 32 r = A 8.5' +4.5'+ 16.25' + 2.75' h 9 1+ ° 1-tot= 39.5 h5:I,, r= 0.903884 Co= 0.9 Co = r LIG! 3-2r EL, i . SRN _E ROOF t}:,rll , a;,t•` - - --i', •.A.,..` - ".74''`r` .-1 __.SAP c 1.'L .-:�,::.:-[` ' .'. ,::: ,« CE DAF ' t ..,r -`• .yam ''•-.r�r='�•`"..."-e i .:,fix 2 — r•cTRt.i "•• - ' ;. ----- _ BEARING H-1'. 4 TRIM CI:ALL i4'JDC-IS - .. ........a. .- _ _ • .. .. 1,.�" ly:TRIM----_ -,__SECOND FLOG_ R 10 00" AT MA TEkt&L ADA CfJ4CIE _jr� ........''-:'::.:_:::- . .. ••Sc::-_::::- -- -'----- --- --- l ffrOM tilli.MI•,T•.F .._. - .. .. ... _ , _ i. _to FiRST FLOOR_�l SOUTH ELEVATION 1 /8" = 1'-0" 41, lora Project: Tigard Townhornes Client: Mick Gross Proj. No.: 15-175 Date: 02/16 By: CV Sheet No.: Perforated Shear Wall North Elev. 1E1 . 2008 AF&PA SDPWS-2008 (4.3.3.5) 2nd Fir A,-.= 25 1 2.5'x2.5'x(4) EL= 29.5 r = A 1.25' +5' + 17' + 5'+ 1.25' h= 9 1+ ° Lint= 39.5 hEL, r= 0.913941 Co= 1.0 Co = r Lfo, 3-2r, EL, 1st Fir A0= 13.75 1 2.5' x5.5' EL = 37 r = A 24'+ 13' h= 9 1+ ° Liot= 39.5 hEL, r= 0.960346 i Ca= 0.9 C = r Lra ° `3-2r1EL, . IIII _ „,e., SI -LL ROOF �, .�h i..s .,, F L• i j71•3 ",; 41; `'' 5 ; a ;i� + ... Yr, _w. ri BEARING �1_ --0 19' -...,• ._... EC ^_ _ to 0 ,k TF.:i.1.)FJ.'.O_�GBNEF5 Al ID •_ . .. . _ ......._ .. _ .. :.,. • AT T FAT`EEIAL ADJACENCIES .-. • ..-. 1... . --.. ...-. .... .. •. 01 SIDING ..- ... - .. ... ...-- ..-,� fe• %1aucLu;:ti:.TrF FIRST FLOOO R NORTH ELEVATION 1 /8" = 1'-0" r iittProject: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 Date: 02/16 By: CV Sheet No.: • • II Overturning East-West direction Wall length b= 39.5 ft 34.5 O South 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. RI-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 4026.7 4026.7 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 \J I 29.25 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 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 (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 t''l 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(lb) 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 4} 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 (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 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 1/2 (lb) Net T(Ib) 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 Townhomes Client: Mick Gross Proj.No.: 15-175 mij 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(plf) Cumul :.r(plf) East Elev 3J-' 137.2 576.0 0 0.0 0.1 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(plf) Cumul r(plf) East Elev 2j.( 5' 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(plf) 0 0.0 West Elev 11 I 156.3 656.1 201.9 6.80 k 8.27 k Wind R= 2.0 R= 6.5 2nd-1st Cumul.shear(plf) Cumul.shear(plf) Cumul.shear(plf) 0 0.0 West Elev 11'0' 170 671.9 206.8 Project: Tigard Townhomes cis Client: Mick Gross Proj. No.: 15-175 CZ41413' Date: 02/16 By: CV Sheet No.: Perforated Shear Wall East Elev. -1st Floor 0 0 2008 AF&PA SDPWS-2008 (4.3.3.5) A0= 25 1 5'x5' EL = 4.33 r = A 1.33'+3' h = 9 1+ o Ltd = 9.33 hEL, r= 0.609192 ( r L/DI Co = 0.7 Co = 3-2r1EL, • I I I iia i I I 11 ' ' ' I it INi i I I • j tl I ` i 1I I W tl t I L -1 L —ik 'L J !.33 3 l -Np. (1,331 co ,, 5IEA= WALL III Project: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 III 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 (lb) 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(Ib) 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 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.: 0 0 • 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(Ib) 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. RI-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(lb) 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 c"a Client: Mick Gross Proj.No.: 15-175 Date: 02/16 By: CV Sheet No.: