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B MST2016-00450 8725 SW Spruce B MST2016-00451 8729 SW Spruce B MST2016-00452 8737 SW Spruce p t 1-1 4-1 w W B MST2016-00453 8741 SW Spruce ,.A '/ ' s` i«` B MST2016-00454 8747 SW Spruce OF CE COPY OCT 1 8 2016 W ItstP 'Ii,, ,,w',; i,y ,t_, STRUCTURAL CALCULATIONS FOR Hall Pointe Townhomes Building B Tigard, Oregon Illi/ .esupTtra.,,,0. w I '' 4IF -6,--iv5, ' ' t., _ t� 4 MI t rm 71 sV S _- raitt 7 id:.-:-:.,:fa; t : Project: Hall Pointe Townhomes Building A ®�"�®INC. Client: E&V Development Proj. No: 15-175A IIICII1 ■I STRUCTURAL Date: 3/2016 By: BB Sheet No.: COVER •PU IIENGINEERS l2700 SE HARRISON STREET. MILWAUKIE OR.97222.503-607-0481. FAX 503-607-0486.bill��ibkengineers.corn 1 r0 • 1, 1 ' i r ' TT1 7 1— 7 7 7 r, I I e i ,ij I I I t It ♦I I1i I I 0 } rl h' TI7rflrl • ll I I ,i jI !l 1111 , 1 „ Immii I �� �� ' I I r!� Li! ti -- {-I ' I .i -! --...;--; ts I' Lift 0 0 • FIRST FLOOR FRAMING / FOUNDATION PLAN f !BUILDING A • • "7(4 / $417A7f ieLE ! : 1 '...epz . .., . Az' ,/,.. 01-A-rzi.,c-r5;- i-r-itievzieTdeff , , I i 1(:.:::,... . : �f1l �l 1 k f... .._ W ate; 1.,. e �,, . P i (-0.64-/q-)(en'/) % (.Z) ":"0- (76,0m.:41 4 ce/ . . &i ..._- t- ,...� IV' t"e 'OOH' e - a•.,v,.v -(, f , l'ii/4-1 WArtot:01—P-14 r 45t.i,4,41if k/A+t4 7= 4(7:P 1 -•j, 74._ .144o it; I'Ie -zi f 40 . 41 y..gip:t 4. �. .,14 • • I. I a /rpt r‹ .: • , " 5'' 'r' 11- :- .�4:0' ■IRVIIINC. Project: 7;4 7:040,46663,4405. 0 11[1I III STRUCTURAL Client: 14 VnifitAccovie. Proj.No.: ..11111111111 ENGINEERS Date: 1/144 ISer By: 013 Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,57222,503-607-0481,FAX 503-607-0486.. bill@bkengineers.corn r 0-9 . • . . . I ......„ I ... . .. t6,-.,14) f� Ems, 0 : , r r pr} .-ra .-,-° l .. . t 6 c,I r' fr S i€� -as' �,{ yq i # ( pis � fent*r f• a u i i` (./.47 I f f �'}J' 4 'a M 01/9-7k v 2a4'/ ' i4; s 'i4 '. €:t" , '�., t� ,,, € t' .0..L - ,_.,, r - 1 2,-=:--' 1 :14.„3/13';' \\I if-AV-1M ./:: ) 07 4° .1!"` ..-:..,!..,4 7....- Irzz-e IMO. i 'AO Ct7I I , 77-1 -1"---x--' c 0 1 1 kit 6F r /...,.5.0v P-ei.r. 6-- et • MblIZEIl\ . Project: l+�Ai,00 Z'o j/ ', • =III II STRUCTURAL Client: 14 I/enivtzziftwo. Proj.No.: MMIIIIimENGINEERS Date: 1/10i 40, By: 06 Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-04E6. bilICbkengineers.corn . g41' ' .'•1.. 1 r- Its.... .... - • r?---Z 67 i t El 1pz ' ` . gliniffiiiiirliia te v . t t-, :44 r. ), , i v-• 4 • • ,1z4 • .iY.t _ ,272 141 1601, • f 7 .e . .. .. MbEFIMINC• Project: /fes 71.:(50W/941).#4405, • ®I II STRUCTURAL Client: £4 V M(i.L . Proj.No.: ® ® ENGINEERS Date: liffraitlie By: Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486 biII@bkengineers.com /2• . : . . P, , !F F : -. 2 f0 ': e 41 - ! .- ' - ..E . lit 3 El ,...4p..v.-..It 7 60.- f • ei A 1 I EbEVIIIl\ • Project: ZarA,00Ziopvieif..),4405. 0 •II®I II STRUCTURAL Client: 14 V`, I(i lam• Proj.No.:ErIlLIMMr ENGINEERS Date: 1/140/010' By: Sheet No.: ,J 2700 SE HARRISON ST.STE-B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers.coal 1 :e-D. 0 417/S'',-;14-1,- Pe4 Al • 724. -pp le- I : /441C4 -r 51 lel 4IbillIE . 1 . *4) v. ,,,a-he /547—a--- :. —r-4-7-&7-e zW0 :: • 0 . • • INC. Project: /f�� 7f�'0Aif' ?/ y • ®i UI STRUCTURAL Client: 14 V nivt•L . Proj.No.: ® ENGINEERS Date: 1/1444fr By: 15103 Sheet No.: 2700 SE HARRISON ST.STE.B,MI1.WAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bifl@tkengineers.com 0 t -s�i . I�1 I I' I ! j 1 j 1 - ; it I I 0-1-1-7% '1---i-'t ti-1- r 1-!-t.t 7 7 1 , , ! , , . , , . , , , „ I , , , , i , , , i . 1 , ,..,, , „ , , i, , . i , , , , , , f1• ;i I � ; ,., 1 . , . ,,, Il L FLE3 ' II " 1 11 ; 11111 r, .1.1__,I.i 1 L ,.i. .i_J , - r `, 1 . jl lit , Ili II II. . L_ __l ' i 1_1 ' ' Ili L. I 1 ' ' • 1: J ‘.- •rt 7 r"'` I I 1 ' ! ill I (7--7-7"II-f-I-1 ii I€ S0 - iiIi l I iI rII r. I I 1 I1r , 0 ,;!1,cl%91 .!1.... 4,4 4 LI, 4,-,7-1-1 4-1- ,4-1-1-1-0 1-I---ij L' 1 411 FIRST FLOOR FRAMING / FOUNDATION PLAN $UILDING A NSF ....M°W-i/4/6 /72(. 75/‘"/Ci • 0 1 • [0-1,-,''. i 1 - 11 1 11 ' I 1 gam I , 1 Ej l ;Ii fIEI. 1 I VI ii • 1 1 pdi . 1 . IN 0 15 t t rawriml � 1 , 8 j , ! 0 iMMCI iti 1 i i ' ! � 1 Fjf i I ti l . j i ® i ® II, • • ,, I I1 1 • , 1j I ,,,, ' II „el,islu ain-, T7 ! j ,su lil ! I lii 1 I • • SECOND FLOOR FRAMING PLAN N euLDING A M/ • . . .. • our-7- tortc- (47.1tti <t_ aft 0,47,37 • ms . 747j)i5 Al p.- 'lc___ :.--7f fog- 7 5 A` /1f fibe. yet 11 go EbEFEEINC. Project: ZarAlgi, ' j , Aste0s • ECIII El STRUCTURAL Client.: 14 v Aemo,7444cple. Proj.No.: EJEKIIMENGINEERS Date: 1 ' I1 tP By: 156 Sheet No.: 2700 SE HARRISON ST.STE.B,VIILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers.com i i F R T v MEMBER REPORT Levet,Floor:Joist PASSED � [� 1 piece(s)11 7/8"T71®110 @ 16"OC Overall Length: 15' 11" • H___ 0 15'4" 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Desigt7 C3U is_ _ Itetwl�: oo Nlawed _ Result F mad l tat ort{Pattw i) System:Floor Member Reaction(lbs) 764 @ 2 1/2" 1041(2.25") Passed(73%) 1.00 1.0 D+1.0 L(All Spans) Member Type:joist Shear(lbs) 746 @ 3 1/2" 1560 Passed(48%) 1.00 1.0 D+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 Defi.(in) 0.311 @ 7'11 1/2" 0.387 Passed(1/597) -- 1.0 0+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) T)-Pro"Rating 54 40 Passed -- -- •Deflection criteria:U.(1/480)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 23/32`Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the T3-Pm'"Rating include:1/2"Gypsum ceiling,perpendicular partitions. -_ 1 4�ng 1. tli✓-.Y r -VI --44.(`� 5 .;._ - .r --� �'" �� � -4i.y.� �f rc �ry� �Y� � �'' �.,..l Tatar Atraitglrie 3t>`grur:sd' ;Y?wi3,.'� v 4atal: >•orles - -Stud wall-DF 3.50" 2.25" 1.75" 212 562 774 1 1/4"Rim Board ill 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 applieddirectlyabove it,bypassingthe member being designed. Loads _., w-4c, n ft**sD._;: -'(0.90). �; n0). tomyna 4.1,..0 1-Uniform(PSF) 0 to 15'11" 16" 20.0 53.0 Residential-Living Areas WN erhaeuser totes = Weyerhaeuser warrants that the sizing of its .:� -. ..: .-- .. .._...__ `= (l SJ SUSTARyA9t.E FOitt3TRY 1tJrf1ATlVE Weyerhaeuser gproducts 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:/iwww.woodbywy.comiservices/s_CodeReparts,aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator cat if2 Forte software Operator Job Notes 4/13/2016 8:27:23 AM Matt VanderZenden Forte v5.0,Design Engine:V6.4.0.40 BK Engineers Inc. (503)607-0481 matt©'bkengrneers corn Page 1 of 1 /9�i /� 4' /r /> • j . t .1<:--2--r , . : 1,_j-f____! _ i (3 T, : , 1 ,h I -4 '. Ptir: (40/' S1)61 Ji i 7- 7V/t W-r ( rc) ( ,7,/ ) z 2r ra m fl C ).(-1 .. f/7 044f7-. ”.62_ (1 it(..-.7 ; 7/1'5 /2.1,-4.(79)0.641 .6)!;‘ 4 • ery 65 - , /47-rt /t % y plile 0 , -cf.r.-,) vt lc,.. ., C . ', ff Z A - - 'iv/ g- -. .. "-moi a:.._(t ), 117,0,, z v .. .. . .. -mob -----M4' libMVIINIl\ a Project: Zaytoci �' /yt/far s° i MCIII ®I STRUCTURAL Client: 14 Vniike, ,e'e,. Proj.No.: IPIEL® ENGINEERS Date: 1/14441." By:_M Sheet No.:_ / 2700 SE HARRISON St STE.B,MILIVAUK1E OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers.cam o /,...--v-g... ............... ... -........._ ....- .- ... - ci 1 .. .... , - (;:e i - �f /jay 1 , G (CL Sl ( L/461/ 1 77.--) - t.--.. g 4 14;1. : tr-Cevo-Hoo)0.0) tr-- 7,4t,0-- . C OM 4: • 0'4A4.1r_t t; 1,,;..).,-46:• - 1 , ` - ... 46I `* 4 7 Q alp . EbEFEEINC. Project: /2/ Addie5 • ECM III STRUCTURAL client: I4 Vimv Proj.No.: MPELEMENGINEERS Date: 1/1•0$100 By: Sheet No.: J 1'' 2700 SE HARRISON ST.STE.B,MILWAUKjE OR,97222,503-607-0481,FAX 503-607-0486. bill@'bkengineera-com uma's.raau!suejq@llq '931,0-L09-EO9 XV 100-1.09-E09 r8Z2L6'HO 31Nfl :cm'E 3J.S .LS NOSRRP,'H 3S 00/2 - - :'01,[•f01d ,ter ,IVE/ A, i.A fro :1uat�� . . Znonx.1s • `� ' "S / 022440,41 :P*jd *DNII 1 19. 57L, ..a A�,,. �''�:} .. .. 'fir A : • ;....I5 - • - .' %..J/ ? ,? y1 cL-- (e.z.):a519 .. fry ,e,,,-21: - ..57. 1, c4,Ace:::,„..1,-y:2 .. 00,1? -2- M ,4.�1>= (1j4617 ;„ l4 _5- - ,. 001 a . .i ...: . .... . __ .: ..0.21... . .. ... i ----40 ..wrem ::. • -• - ... -, 1 il 1 j114 : ,... . ... ..). Yy„,,z . . . . . .. . .. r... A '.�.._.1,per?r'f' Y .. ... ., � • j siF�d I • • 7-2 .. . .. . : 41,4 s.(- 7 (.4.9 . . -(4. A-0'-).1 =-1-06 A (07 ( 5S 7 :040 �� . 4.7 , .... ........ ........ 1. • : : efyi, „r-r- tuc4/05 Project: /fi0 7210 • ECIII El STRUCTURAL client: 4 VM i m Proj.No.: EribillIENGINEERS Date: 1/1444r/44r By: 06 Sheet No.: 44 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486.. bif1@bkengineers.com ....... i fp 0' -- . :' 6, 0 -M r :/.< ere-<,.. ' ' 1/,14 i /,^ -spy'. _ �. /. ; . .. -1: .. r ,rteZ- __ +,iiice£ 7 , zA ,,,, rt. - r �' k .fc _ .. _ .. . . ./ , (.. __,_.eVA" d 4.at!./14.6'''''l V 1.W p " ' FWD /06)<4,0. ,, !k XIS ' 4-14ii t (2 2:Fc,-) . 0 typ, A ---t- /00 f' -- t ;). ..irk._.. AC/Pr ,t • 1 • Al`s" f )cziiif ,-, 1 sJ A ' /1=0 (( J EbEVEMI.t\ C. Project: Zratitirig0 ZPOWi� 0 Egli El STRUCTURAL Client: 14 Vn 'vr� 0- Proj.No,: ErMILIENENGINEERS Date: 1/14019 By: 003 Sheet No.: /5- 2700 2700 SE HARRISON ST.STE.E,MILWAUKI£OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineer¢.com • 11, Ara A 1'4 pu4re: 7-0 pr4474-47A,4, 7/415- / /. tR) : . _... ` . - rlo . . . ... .... • • /0,57 -7-1 Z410 f//, t AtL- Zol4{ l6 /74r2 # a/44---EbEVBE ; 1 Il\ C. Project: Z f 1 4'5• MEI Ell• STRUCTURAL Client: 1 4 v ogv-giasPie. Proj.No.: ENGINEERS Date: 1/1/0,Cie By: Sheet No.: G, 2700 SE HARRISON ST.STE.B,M1LWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. b$I@bkengineers-com M-e(z1 -. 5-71c4644, ./z.-- A c-- ! 0 A. fill / ✓ �5 Ail f �,— i 7' .-r.. , . r 6af S p tom-.... ter¢ „._, 4 ,, ..,. y / ,,,,,,,,, 1, pm, --,-..v 4 , / if Z T 12'.71t • _.aggl, aidid. 07-. (4(3 ../Or ). (2 e g' l ' 6 ,'S 7(4--e . .-g- --69/7.77..i) z-/5 • 4..._ IzviAt'lt . te-,/ , 4is o ! aP 2 1 fe.--zr- Wit0f/X/ 'Z t ivf %.,, Z-- nc.:)1,- 4V111 t7‘ Si, �S . ._ Z4, /Sc f2 ( / '7EIEVEM . . Il t C. Project: ZatArf,0 ZialAff/itt),1405. e MIMI MI STRUCTURALMilkEE Client: 14 ' ] Proj.No.: ENGINEERS Date: 1/ ®�. By: If Sheet No.: /7 2700 SE HARRISON ST-STE.B,M1LWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers.tom 0 I • rr 4----+---- 1-1-= Co r , , { g_: , 3 '� 00 R2 IL r g_IIIIIIIIIIIIMIIIIMIIIIIIIIIIW7' :''., J! II Ith ., . , _ , ,.. CD hili. R5 g -PP . IN !I }L �r JC- `t 1, ,1 • ROOF FRAMING PLAN NORTH $NEEP NCx 5 NW • (16' s VC-- 4:, 1 j 44 t.. (mac -"-' ) (44174,3 . .:.. W. -2_, 152.8,;?c,t NM ;Vol' b7-e,V kffe- (Z-G .'4,. /S)t.ir--2%/12,-) a.101 r i ce - V-641 EbEVEMINC• Project: lirarAgg0 Z j'aigj,45, • IC.III 111 STRUCTURAL Client: 1 4v( fyr-,a > Proj.No.: onstEMENGINEERS Date: 1/14040%."40%." By: 1106Sheet No.: (l 2700 SE HARRISON ST.STE.0,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bill@bkengineers.com • f am ... .. r '?-'- . * x"� E. gyp''` ' t tit.. . ... . . . .. , , _ _.fr. :_ e.... " .: .: . • . ... .. .... . . . . . . ..„ : : ... . . 1 ...„.......„ �' - . ... etc),(:) • if i" 0 441: /' 4 !` ( V) ii ...... • Q�-: 4-7". 'Y Pati_;. . jr • &. t:i p fix' 7 ` fe 1f S t T1.- 4/€7 f E ei r,%11. 417 F (...5 -0 ,. 76, ...„ , 4,47 i ,f4 mign„birillEINC. Project: 7;4 7:‘,140/40/0/4405. • WILIER El STRUCTURAL Client: 14 V`M r�4'e. Proj.No.:EPELEE ENGINEERS Date: 1/140i ISP By: Sheet No.: to 2700 SE HARRISON ST.STE.B.MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0485. bill@bkengineers.com Ir�' I. fir'°' a E . ..... .. .... ........ .. .. . , I er0 1 .. ge ott lf-P; 1 iriffMitgAZI • c ltd . ....... ........ ..w )Vf2 (2%.7 C•• 7020. 4 1 ,‘ • r4r5:: ...?, C , - I • Mb„,Eri,,,,INC• Project: Z4irArfp0 74 5 • STRUCTURAL Client: I4 VAiv%.-i Proj.No.:EIMILIEs ENGINEERS Date: 1/1404r49` By: Sheet No.: "'[ 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481:FAX 503-607-0986. bib@bkengineers.com 0 NOPTH 1.. ‘i, ti , if 1 13! .1 tr �} 1) }i �.a.ta:j 'eJ_t.:41..L:c-C:L1.siLS3T3" �1 !. �� /4- II : Ili 1. ` I 11 cc ��% Z .o) I • '111 W J1;I 'I J1 It 1 W ION ;I 1 1 M - D -, 1 r 1 11 c- c.... :1 � I I, ; tom. . €1 1 i T O _ 1.,I1......-F4Yri...J_-..Ji....._•..13-LLLL .. - ,rJ 1 1 _ 1_I `. I'I r! 1 T � I 11 I k" II I 0 1 1..�1 .+fes.::!1 I. �.Kz_�.-a -- --------- - - -----.I. ,r-' 1;1 I r I 111 I I I :1 11 c MEW 111 r s;immij` 3$' 1•L . Cotlt1ON Wit -1- 1,i-,: im .,__._._J, J It. ri- ,-..-.... .4- ....-.........+L......-.,-4.4. ii I J/, "�Li' 14.I I I I 1 I 111 '�1 �r Z a) 'Li •I' l•1:1 ,11 q'14 > 11. 5' it,5' 11a.75' J 111 > w ../ t- ,r it 41 ki FIRST FLOOR FRAMING/FOUNDATION PLAN 0 re_pc- .. L/ 0 _ 39.5'cope 5NE1if.wit L-1- NaR1i4 SLY. 1.25' 5 ' 17' 5 ' 1.7.9' 2. 5 P 1'4 � IIM i, //�� � d Ill I zS ii IA mal l' , 1/11 1111111.I 0 MINE _ ter. _ M ., u; 1 (I0\.., , i ..... C lb ~9 MIMI' 58' I`ll C.Mr1rt ON 44 L L I 38' ti , SILI:d1` niiiii... pi 2. 51y- 14. . /5.5' 4.5' 12.5► �,' _ 39,5' CODE SHEARWr4LL I 1 7— <C S';<. if 1 4., i SECOND FLOOR FRAMINC3 PLAN U • C2- Project Title: Tigard Townhouses Engineer: Project ID: 15 475 Project Descr: Printed.20 APR 2016.1243tP-,':4 0 ASCE Seismic Base Shear File=C-IusersImatnDOCUME-1tENERCA-11TiGARD-1 EC6 ENERCALC,INC 1983-2015,Bu ld:6.15.12.4,Ver6.1512.4 i t •KW Risk Category g ry Catcuiatiens per ASCE 7-1f: Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,HI,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 Si = 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 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration S3=Fa*Ss = 1.079 ASCE 7-10 Eq.11.4-1 S Ml=Fir'SI = 0.669 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration S DS S •2/3 = 0.720 ASCE 7-10 Eq.11.4-3 Di S N12/3 0.446 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D OSCE 7-10 Table 11,6-1&-2 0 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Walt 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=CE*(hn A 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 SDS 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 "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 ASCE7-10 Section 12.8.1 Cs = 0.3598 from 12.8.11 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 • 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. (RA) DLF = 15 psf ,dead load for roof DLw= 10 psf , dead load for wall 48'x17' AF= 816 ft2 , area of roof 855x4.5' Aw= 382.5 ft2 , area of wall W = 16.07 kips ,seismic weight =OLE 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 Sns= 0.72 , design spectral response acceleration • R= 2 , response modification factor Table 12.2-1 I= 1 ,occupancy importance factor Cs= 0.360 = SDS 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 = C5 x W V/1.4= 3.70 kips Project: Tigard Townhomes 0 Client: Mick Gross Proj.No.: 15-175 Date: 02/16 By: CV Sheet No.: Seismic Base Shear 2nd Floor(per Unit) North-South direction • SDS = 0.72 , design spectral response acceleration R= 6.5 , response modification factor Table 12.2-1 I= 1 , occupancy importance factor Cs= 0.111 = SDS seismic response coeff. (WI) 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 = 1 , occupancy importance factor Cs= 0.360 = Srs seismic response coeff. (RA) 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: 02116 By: CV Sheet No.: Project Title: Tigard Townhouses 5_ _ /-75 Engineer: Project ID: 1 Project Descr: ROoi ttJ 1) N T ' SD 4 1 H i• _♦ FrcNPtl 8DIC.:2 12 31f1.1 General Beam Analysis RcALr Fite a rratiDOCUh 1 E"ERCk 1 + RGt EC6 40 13 G-K f I6.0P7 grAr ° rw ?,err e y an i . Elft INC.ITC �}S„214 GIse .15.12.4 1�83� ;;t 12 Description: Roof Wind Load ` ' xi 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 inA4 Span#2 Span Length = 5.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 ,/ , 1 -5 W(/. 1445) * T *Jl0*6°* Y W10 117 3) W!0 085041 V 01(0 01073) * * *r0.*C73+ Er sp.=.. s p^=40 0 h .g..-.Sp81S-5 o P--__ 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) 1111 DESIGN SUMMARY � Maximum Bending= 31.349 k-ft Maximum Shear= 3.101 k - Load Combination +D+0.60W+H Load Combination +0+0.60W+1-1 Location of maximum on span 19692f 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 L 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+11 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 -6.00 Dsgn.L= 5.00 ft 2 -0 00 +D+0.750Lr+0.750L+H . 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+O 60W+Htfe 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: Project ID: j �T-{-7 5 Project Descr: PrInt-Ed 88 DEC 281512'si ,1 Fd c t;se ,mattMOCUMEH EP ERCA-KIGARS-1 EC6 • General Beam Analysis ENEPCALC INC 1983-201' 9u d6 5.124 Jer,6.9fi 12.4 f:, 61 :1.V1 :i60.07'8 * - or >AtC, 1 .-4 r s 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 tMimax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rni 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--I 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 +0+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+0.750 L+0.750S+0.5250 E+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.="Defl Location in Span Load Combination Max."+"Deft 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 Overall MAXimum 5.032 6.251 Overall MINimum 2.265 2.813 +D+H +D+{,+H +D+Lr+H +p+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 3.019 3.751 +D+0.706+1-1 +D+0.750Lr+0.750L+0.450W+H 2.265 2.813 +D+0.750L+0.750S+0.450W+H 2.265 2.813 +0+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 3.019 3.751 +O.60D+0.70E+O.60H D Only Lr Only L Only S Only W Only 5.032 6.251 E Only H Only S L'? Project Title: Tigard Townhouses Engineer: Project ID: 15_ 1-3 5 Project Descr: ODSkli N b 'A4-1 - cif esi D I , R =c:tUserslma'tDLC'UME-1tENERCA-TVflGARD-1.Ec6 {a ill General Beare AnalysisENERCAL' INC.19633.2015,Bu+1d 515124 Ve 6.15 12.4 it '4' � ,.,� -q{.�y/ l��y.y� _ �. _l ,.;y7� i �� r,71 1%Wi IDY aie.D1Tf'�. 1.a��' .zY..-�.. 4'4 .� :y„+Jg ..d l`n is*M'� f Ci.t0�. 13',:` 1 4t,F:1.'•� Description: Root Wind Load _. ...� East-West Dir General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 16.0 ft Area= 10.0 in52 Moment of Inertia = 100.0 in'4 Span#2 Span Length = 1.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in`4 -Jt $ 1 wxo.1512) . V 1i ii `'0111445 Com _.. } y * W10* Y * Wf0.Q10i3) 1.�r01555; * * * ��Y iT ,___ ..---•-^..Span=1E 6 ft ..e. .�.-N a.a..-. n=1 6 tl 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 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) ID DESIGN SUMMARY Maximum Bending= 5.448 k-ft Maximum Shear= 1-371 k Load Combination ±0+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 L- 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 +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+H Dsgn.L= 16.00 ft 1 -0.00 Dsgn.L= 1.00 ft 2 -0 00 +D+0-750Lr+0 750L+1-1 0 Dsgn.L= 16.00 ft 1 -0.00 Dsgn.L= 1.00 ft 2 -0.00 +D+0.750L+0.750S+H Dsgn.L= 16,00 ft 1 -0.00 Dsgn.L= 1.00 ft 2 -0.00 +D+0.60W+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: 15-175 Project Descr: Prtr'ed 8 DEC;201',.12:;2F-:.4 CGrt eneral Beam Analysis ENERCALC INC.198Z-1-2015,6uid65.124 6.1s1c4 VC �:�080$790� � �>a` Description: Roof Wind Load East-West Dir Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx Omega +D+0.70E+H Dsgn.L= 16.00 ft 1 -0.00 Dsgn.L= 1,00 ft 2 -0.00 +D+0.750Lr+0.750L+0.450W+1-1 Dsgn.L= 16.00 ft 1 4.09 -0.04 4.09 1.03 Dsgn.L= 1.00 ft 2 -0.04 0.04 0.07 -6+0.7501_40.750S+0.4501N+1-1 Dsgn.L= 16.00 ft 1 4.09 -0.04 4.09 1.03 Dsgn.L= 1.00 ft 2 -0.04 0.04 0.07 +D+0.750L-0 750S+0.5250E+H Dsgn.L= 16.00 ft 1 -0.00 Dsgn.L= 1.00 ft 2 -0.00 +0.60D+0.60W+0.60H Dsgn.L= 16.00 ft 1 5.45 -0.05 5.45 1.37 Dsgn.L= 1.00 ft 2 -0.05 0.05 0.10 +0.60D+0.70E+0.60H Dsgn.L= 16.00 ft 1 -0.00 Dsgn.L= 1.00 ft 2 -0.00 Overall Maximum Deflections Load Combination Span Max.""Defi Location in Span Load Combination Max."+"Deft Location in Span W Only 1 0.1457 8.123 0.0000 0.000 2 0.0000 8.123 W Only -0.0287 1000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.230 2.445 • Overall MINimum 1 004 1.100 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 1.338 1.467 +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H 1.004 1.100 +D+0.750L+0.750S+0.450W+4-I 1.004 1.100 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.501-1 1.338 1.467 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 2.230 2.445 E Only H Only • • b North-South Direction V= 0.111 W R=6.5 Seismic Vertical Distribution of Force V= 4179 lbs k= 1 w(Ibs) h (ft) hk whk Cvx F(Ibs) F/1.4 (Ibs) Roof 16070 19 19 305330 0.59 2448.56 1748.97 2nd 21580 10 10 215800 0.41 1730.59 1236.13 37650 521130 4179.15 2985.1 (Per Unit) x 5= 20895.75 14925.54 sl< H$ r\ IC. Wind Vertical Distribution of Force �0 L Walls Windward Leeward Sum ( Q t-P +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:::.:::::::::222:26 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 16.8 16.8 Rf 10/12 3.41 10.72 46.07 -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) (Ibs) (fbs) 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.: 419 1 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 C-, P. e Co ,1rieN €I/LLS 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 ::::` ::2146 20.46 20' 9.84 16.70 -12.42 -5.11 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 .'::,:::`::::':23:53 23.97 Rf 5/12 0.73 8.28 -16.07 -8.52 168 16.8 Rf 10/12 3.41 10.72 -16.07 -8.52 :: 1948 19.24 • East-West Dir P P x ht Pxhtxw x 0.6 ht(ft) Windward (pif) w (ft) (lbs) (lbs) 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 Cfient: Mick Gross Proj. No.: 15-175 Date: 02/16 By. CV Sheet No.: af • • • 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(pif) South Elev 3'f,5' 40.7 72.9 22.4 O 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,.s ar(pif) Cumul.shear(pif) South Elev 291.51 81.4 142.7] 43.9 O 0.0 1.403 k 0.774 k Wind R= 2.0 R= 6.5 Roof-2nd Cumul.shear(pif) Cumul.shear(plf) Cumul.shear(plf) 00.0 North Elev 'Li' 52.0 93.2 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) O 0,0,,, 0.0 North Elev 3'7 64.4 112.8) 34.7 Project: Tigard Townhomes rs Client: Mick Gross Proj.No.: 15-175 Date: 02/16 By: CV Sheet No.: Perforated Shear Wali South Elev. 0 • 2008 AF&PA SDPWS-2008 (4.3.3.5) 2nd Fir AQ= 19.375 1 2.5'x 4.5'+2.5' x 3.25' EL= 34.5 r = A 15.5' + 6.5' + 12.5' h = 9 1+ ° Ltot= 39.5 hEL, r= 0.941266 / C.= 1.0 Co = r Lrm \3-2r EL; 1st Fir Ao= 30.625 1 2.5' x5.5'+2.5'x2.25'+2.5' x4.5' EL= 32 r = A 8.5'+ 4.5'+ 16.25' +2.75' h= 9 1+ 0 1-tot= 39,5 hEL; r= 0.903884 r 1,,o, ca= 0.9 Co = �3-2r)EL, • , 0 • "-.'GLE ROOF jx,cli,'= 5.t F;.+.:. ti."•';,:.. 'CES' c :. i.:,:-:',0 z"<" :4t.,.:....-..,7:-t4 E 51 E ;.: , . 4- •Ta:4 +�': - . :; ',:r; : ' ` .t:., v' c =v rest - r =i_ _ BEARING HT _1yz:imr; 19' _p" l., 1]:...... ';Ra0ALLNERSA :„ - .• ... 1 'a A;tAATEFt4L WJACENCIE� i. ..._.._..__ .. -...- ........_ .-_-.::-. .-.---[:}-' : SL•�FE GRADE AWhI I .. .. -e .. t i.. FROM 6VILDi,I:=,T'rF ........ . ... _...:� .-.. •..-. ... - - -- -• - - _.:i::' z 5. FIRST Ft00_ :: -,. ;I�_•'. . .. i.�, ..I:......:: .. :...i . ... -,3•-.'.-„ ..'...I _0 --0�-•V ISI • SOUTH ELEVATION 1 /8" = ,_0„ • L Project: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 Date: 02/16 By: CV Sheet No.: Perforated Shear Wall North Elev. 0 • 2008 AF&PA SDPWS -2008 (4.3.3.5) 2nd Fir Ao= 25 1 2.5'x 2.5'x(4) EL= 29.5 r = A 1.25'+ 5'+ 17' + 5'+ 1.25' h= 9 1 + ° Ltat = 39,5 hEL, r= 0.913941 ( r \ Llol Co= 1.0 c0 = I 3—2r JELI 1st Fir A,= 1175 1 2.5'x 5.5' EL= 37 r = A 24' + 13' h = 9 1+ ° Ltat= 39.5 ha,, r= 0.960346 ( r L101 Co= 0.9 c0 = i 3—2r1 EL . •- .1.:;:.V.f5541":6':::';',-.7-77:S1-;!::,`7;"-p, -.''''-''',.*iii'tiMil 21.i.iii:3 -,.';`74;.X ,3-7-t.A...L'•,•;:, ,.raFT j::':-471r:.,•-• ,..",::?I'l rf"-,,..,%,,,-.r.,t --`-ti.:1'1-: cED4E h..0 ' :.' .. _.-..-.=4....-.-,,tr- .,,, -,..m.,e+ ,,-f-z,-. -- - ....- - --'4 r TrINI 014 ALL -:...-,::.;:.... ...___:_..:-:::::::.".....;:. : -.:.:- '.:. ::.:......::::: : ,:::,.elitri..3! . .. , . .... . . .... . -- SIDIt4,7. .3 I r• • ' ' - ' ' ' .1;SECOND FLOOR - "-: .-.- -..---S1/4---- -..-_—-- --------. =,...._ ... ....... . ....... ......- .- . ....... 1 0'-0" \-1F TE*A ON ALI.CORNERS AND . - - -- -- - . Al MAThRIAL ALJACENCIES . SION,IG Or-. .. . :,. FROk..1 BUCCING N. .. -1 I '1 . .. . .. . . # f ....... I! • i: !! ;. .! ', ... !:. , . • ,•. I FIRST FLC:22R...4 ; ::;_,, •_,..:i; ,i:L.,,„:;I:1.1i•:„'.1 1 . i;..„ 'I :. ,i i: 'i i i_i i 0 NORTH ELEVATION 1 /8" = 1'-0" 410 1-fti4 Project: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 Date: 02/16 By: CV Sheet No.: • • • Overturning East-West direction Wall length b= 39.5 ft 34.5 0 South Elev. Shear(pif) 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 29.25 411 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 (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 4\ Date: 02/16 By: CV Sheet No.: • • • Overturning East-West direction Wall length b= 39.5 ft 27 4) North Elev. Shear(plf) h/b h(ft) T(Pb) dead load(plf) 0.9 x b x dead x 1/2 (Pb) 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(Pb) dead load(plf) 0.9 x b x dead x 1/2 (Ib) Net T(Pb) 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 o 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(Pb) dead load(plf) 0.9 x b x dead x 1/2 (Pb) 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 '""h. 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) I(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 Wall length b= 1 ft 1 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 Wall length b= 38 ft Common Wall 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 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 Date: 02/16 By: CV Sheet No.: • i • 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 14_1 137,2 576.0 0 0.0 0.i 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 '21.651 253 999.8 307.6 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(plf) 0 0.0 West Elev 2 ' 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 ii di 170 671.9 206.8 Project: Tigard Townhomes r'''° Client: Mick Gross Proj. No.: 15-175 A Date: 02/16 By: CV Sheet No.: Perforated Shear Wail East Elev. -1st Floor a • 2008 AF&PA SDPWS-2008 (4.3.3.5) Ao= 25 1 5'x5' EL= 4.33 r = A 1.33' + 3' h= 9 1+ ° Ltot= 9.33 hEL, r= 0.609192 Co= 0.7 Co _ r L101 3-2r, EL, I t:11 r T . r -et Z 1 rt r E • --r r --1- r' r r VI PI --t- t- 1- 1-1 - k 1- Yj -----e1 1-iI --_--� E' - F,I Ei 1.33 3 -INF. 9,33E eopE 5IIE/1RW LL )11 III Project: Tigard Townhomes Client: Mick Gross Proj. No.: 15-175 till 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(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 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 (5)East 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 1.38 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.: • • • 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(lb) dead load(plf) 0.9 x b x dead x 1/2 (Ib) Net I(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 (lb) Net T(Ib) Cumul. RI-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 0 Date: 02/16 By: CV Sheet No.: