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Specifications (2) CO N S U LT VI J •. ;; 503.222.4453 .. • • • • • • •• • 503.248.9263 E N G I N E E; •lit •5 • • • vImk @vlmk.com 3933 SW Kelly Avenue • Portland • Or1egon__97239 -4393 www.vlmk.com • • fV • • • • • • • • • • • •• • • • •• • •• • (PC(45 • • ••• ••• • • • •• ••• ••• • • •• •• • • • • • • • • • • ••• ••• •• • • • • • ••• • • STRUCTURAL CALCULATIONS for 15675 SW 72 " ROOF COLLAPSE 15675 SW 72 Avenue Portland, OR 97224 for PacTrust 15350 SW Sequoia Parkway, Suite 300 Portland, OR 97224 . P m prinhtesr QED PR i 1. Pbe Alarm � . q` 6 )0 CITY 0 P� TIIGARD Mechanical e • G 1. p . Approved fR [,1 Plw»btS •MNI , • Conditionally Approved [ ] Electrical See Letter to Follow [ ] Truss En8>neering ` • ., ^r}` rc GON ,, �� . Attached • 81f ii .... �tP ' 15 , 2° V- dre Or Permit Number:OV P s oo q - O 09 / ' 9 N . p P te ` Address: /S «S S" in ".0 By: , DR61•0 1 Date: /' //• of 12/31/20 lb OTC • e l Prepared By: Jared N Fischer, EIT occupangyVe � VLMK Job Number: 208523 , Bated Corridor g January 2009 Accessibility I Structural Engineering • Civil Engineering • Industrial Engineering • Planning • Studies / Evaluations • Entitlement vi_Mlc consulting Engineers inf.. ®FFICE COPY Structural Calculations : : :.' :.' : • :: ' :: DC -2 15675 SW 72nd ROOF COLLAPSE •�• • • • • • • • • 15675 SW 72 A Q , Ld P'SE 15675 SW 72 Avenue Portland, OR :•9924 • •• •• • • .. VLMK JOB NO.: 2Q$.1523 • STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC -1 thru DC -3 Structural Details S -1 thru S -9 Structural Calculations - Roof Framing C -1 thru C -12 Structural Calculations - Panel Support P -1 thru P -2 For Reference Only R -1 thru R -2 File: G: Wcad2008% 2085231CALCSISTRUCTURAL\DC.docx Page 2 of 3 Printed: January 14, 2009 Structural Calculations . :'. :•. : • : .' :'. DC -3 • • 15675 SW 72nd ROOF COLLAPSE • : ... . •• . • .. • .. • ... . .. .. . • DESIGN CRITERIA • • ' • .. ••.... • C S: • ••• ••• • • •• •• • • • •• • •• -• CODES: 2007 Oregon Structural Specialty Code (Based on the 2006 International Building Q3de? . • • ••• ••• •• • • • ••• • . DESIGN LOADS: Live Loads: Roof Design Snow Load 25.0 psf Dead Loads: Roof Design Dead Load 15.0 psf Wind: Basic Wind Speed (3- second gust) 94.5 mph Wind Importance Factor, I I = 1.0 Occupancy Category II Wind Exposure B Internal Pressure Coefficient GC = +/- 0.18 Seismic: Seismic Importance Factor 1.0 Occupancy Category II Mapped Spectral Response Accelerations S = 93.7% S = 33.6% Site Class D Spectral Response Coefficients Sds = 70.3% Shc = 38.7% Seismic Design Category D Basic Seismic force resisting system(s) Ordinary Reinforced Concrete Shear Walls Design Base Shear V = 171.3 kips Seismic response coefficient(s) C = 0.141 Response modification factor R = 5 Analysis procedure used Equivalent Static File: G:W cad2000120e5231CALCS 5STRUCTURAL1DC.docn Page 3 of 3 Printed: January 14, 2009 . • Ds • t ' .c N � �& ' zoNEr i zaoea zONEr O O ( O O O G © O O o O O Q O • s I(�•G) I ... 1 1 i ' i i - i "� i "" i "' i - -- 1 _ ..._ • I _-- _� - - - -i- 1 »� -- -' n ' � i - '• ' r r i■ I 1 . 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M10 �3 4 6 8 10 12 14 • Loads: LC 1, DL +LL • •. •• •• • • • • •• Company VLMK Consulting Engineers . . . • 4, • • • • • • • • • • Jan 5, 2009 Designer Jared N Fischer •.: : : : : 1 PM Job Number 208523 PacTrust Roo: c I pse; : : • . • ;. • Checked By:_ • •• . • • ••.• •• • • • • • Basic Load Cases • • • • . • • • • • • • • • • • BLC Description Category X Gravity Y Gt'avitt t'Gravitf • Jolt Pint • Distribut...Area (M... Surface „ 1 DL DL 6 , ,,,. , .. I , , : ! : ,. 1 , .p ; p L 4 ' I •,; :.;,; - I . j ,i , , • •1! ' I '. , I !; ., ,i:2- •�:, ! ..,:.LL1,1: I I :i :::. ... ..:.::: i: :,,i,' L 1..',� ..I I ... ; , I!... !. . il:: �.r•�I•Yf' .f• ,,,f, ,., • ; �..., ,.,, 61 .... ,. , .. • • . • • • • • • • • • • • ••• ••• •• • • • Wood Design Parameters • "' • • Label Shape LenQthfftl Ie2fftJ lel [ft] le -bend Io..Je -bend b... Kvy Kzz CH Cr v sway z sway 1 M1 TC .25 i ' ! ! I :.il l l I!Li:; '; ! :I' t t i � : i� I I I , . '�,,,i; � , I . 52 �. , ,:i , !'M 2';li' IL ' ' •.T' C.. , '. .'- 25flul'I�., :.. .. ,.'.ii?ii'.i;i �. tt I;.l {!ll t!.,,., . ;i .... .. ..... ........ dl -I, .,. :,,, .i y . , .. ., .,.. - . - i . .,. .. ., ,1 , 3 M3 TC 6 .001 ,001 ,.(....:4'�. ':'I:M4`i:• n;:'. TC: ,... I:.,,._,i:::6, .. ii.!, .,, ;001!1' . Il!':'I:00'1!!i? .' : +i '!.. l,. ,,',l,. , . !: ... , 5 M5 TC 6 .001 .001 6i ..I M6t.l ,.. TC..'• . 6' "',' , .'.001' ' • ;I ?.:004. , , !1!iiiill'°,:. .. , T1` ii .. a i ': ii ,., , ,1. , ,, , 7 M7 TC 6.25 .001 .001 r..8; MS "i, ".:' :•TC; ,r'I i16 25Ell;ii'i' :.001., i'�.001,.:,. ,!I ! ... ! {! ;,., •, 9 M9 BC 6 40;' !;,::M'1,dii: ......, BC':'; I .... 6 I I ... " ' , ; i ; ;a •i : , ," , . . . : : - . .:;" .. ' n . i ' .. ,:1 :.... ".... 11 M11 BC 6 , ,! i ^- . : .• „ . { ! .., ! .1 ii .. 1 I ,t .i: .. i' R : ',,r' ' `'12 . - ! I ::M,12 ,II 1 1�41ii'.'; .. !! ,.r:: ; �6 I , 1 ., it . : :!. ...:V .. i... ' L ' ' .. I 4 I,s . ' i ,i �I I' : , . '� t . .., .. .,. �,l ... .. . . ::.: , . : �:I .:.{ .. 13 M13 BC 6.25 • 14 ! M14' !i, . ., l,!'BG' . , . , .6.25.. ..: •'', 1.:•4, ,, ,.! i', +, :,, .. ... . i.1.,i , :.+,' } .. 15 M15 _ WEB 3.15 .1 . rl� I i l� Ia i , , l • !i ii ! ,�•16 , M16.a+ +.::WEB,: ;;,; i li . . a, � ..,.1, ., :I'. ' . . , „ 'Iii!;!. �,!I•:n,1. ,, ..�: ...,,i:,.' 17 M17 WEB 6.777 ', iii - ! I !li: , . I . l ' . ' , : lil : I ; :; .... I . 1 ' ! 1 :11:1 .... , i'j ;'1,8, � ' ,;M 18 t i :,I; 1N EB .,. tl 1 I 6 i;i!i , .. ,.. ,.I .,i , , , I ..:. I .. .. „ .,. , , ' 19 M19 WEB 3.15 20.1! ., 'M20'1! ,l'„.WEB': 3:;15 '' .,. "''i' ..! .li: ii; . 'I .. 21 M21 WEB 6.777 •i : r • : !1 • �22� �!;i.M22:r ,:;,WEB',�i! ..:6.;7.77.. ,�' :II �,, :� t .., i. � :I;' ,... .i,� 1'1111" : ': !i , 23 M23 WEB 1 3.15 ii � !:. PI''i•' '{i'{ ! ,1'-11 I't 1 5il I 1 , 1,. lI i it I, '24: :M24 ,�!� ,, I�/,EB! �ii;: !, 3'1151' , ,� „ , .� :!,' :,, ... ,.,I,, '..La1;.,,n.. .. ,: i ,.. 1 ,. 25 M25 WEB 6.999 II. :i .�i;1 :: I!i , I � .,t �;il , ,P;� :. , .: t . tli .. I r;! , ,... ,. , ;i�'::,:ir Li , ..1 h . ,. ::: i i � i � 26;:;:.. 'M26�:,;,„ , .': W:E B:!,; ���,1, ;:6:999.,;!:,! ..:... ...... .: ....!:,; i..:. , . , , , , , , , , , ., � .. ,,..,,: � 27 M27 WEB 3.15 Joint Reactions LC Joint Label X fkl Y [kJ Z fkl MX [k -ft] MY fk -ftl MZ Ik -f(] No Data to Print ... I Member Distributed Loads (BLC 1 : DL) Memher Label Direction $tart MaQnituderkfft.d..End Magnitude[Jc/D,d... Start Locationfft, ° /u1 End Location[rt. %] 1 M3 Y -.04 -.04 0 0 1: . . . , ' 11. 2'I: ;!'I;l;;: ':;1 ::MS! ........ . .: ... is :, ., ,Y, ,' i , !�,!�! � . 1!1...;04. ., i , 1 i:::;.! , .:!04. ''i'�. ,.:,.il:k!!u.l,r' 01;,,,, ..,, 0 . 3 M7 Y -.04 -.04 0 0 .,, ., . ..,. .lit 1C n•' , t .C, ,.p , ,r, ,,l• ' i I air. y :. 1' ;!!!`4�• . .... ! ' !.1�ii:�M B i, I . „ {';';, , ,; `., li.... ..!'Y'�Li ", . , ,:1 •l .i., .II'�'' -'fQ4 „ . .i. 1 •, , � 11, i „ -:04 : ; i , i . 'I !� { ; .,I. 1, . 4 , ..' � :. � „ ... 0 , 5 M6 Y -.04 -.04 • 0 0 . ,,, .'iii ' +!': III il' ' :1. I' {ill' '!!, !,' 6 `' ' , , ,1;'ii!ls :'M4 :.:: , ! ! . t: ! i � . Y ,,a „{:;•' ,, -.04 :., ,:,:, • ! _ 1 � is'. L•.:! � 1 .i';si ,,, lil. ;.i,i l i.:�.- .04'1' °i; i i , 0, Member Distributed Loads (BLC 2 : LL) Member Label Direction Start Magnitudelk/ft.d..End Maanitudefk/ft.d... Start Locationfft. %1 End Locationfft. %l 1 M3 Y I -.1 -.1 0 0 2 i I II:.. .. , :ll!!:M 51;;:,: ,i0 , ;1; ,:'i . ,, Y' I , , , , :; I:: -1 !..,.. , ,, , •ML,'I i , , , '.1'l.! , , , I.' :. .,., ,:I;,,ii!:" I r 0:,.I , , _,. ,.. 0 ! . '. ......... 3 M7 Y • -.1 -.1 0 0 :I,f :.1.: ::,: . :i ir: :I': i, t :, :,.', -'i:i ,1,.,1,! . i - `I'': ::.I '•.1 ::Ilil::i i•i'i!i;i, .: I i . ' , ;�i�: 1 r ':r.!'i!i 1. Ii,, , I i i � .! : , °;1!., ', ,• 1' r l. ' ..,:I , ! t i i.- k l : . „ ' IiiiPi'. ;ii,l�l- i! ,f.., � ........'.,. . . Q : , � :. 4:... t., i L1,.,,,.i•ii.i•,'Mg.l�;,,t,;ai lii, �,......Y...!...I ... .... .!I;':i!i�....:,1..r ........... .. l i;l. t. ....1! ...,.,I!t:.. 1 0. RISA -3D Version 7.1.1 [ G: IAcad200812085231CALCSISTRUCTURALINIke Roof Failure.r3d] Page 1 •• • •• • •• • • • • • •• • Jan 5, 2009 Company : VLMK Consulting Engineers • • • • . • . • • • • • • . Designer : Jared N Fischer • . . . . 1:29 PM Job Number : 208523 PacTrust Roof Qoltapse: ; ; ••• ;.• Checked By: Member Distributed Loads (BLC 2 : LL) (Continued). •: •! •. • •. • Member Label Direction Start MagnitudetJdft.d.Erzd M$gnitudelZc/ft. • -: StarCL,icationfft.° %1 End Locationfft.°%l 5 M6 Y - • •••-.1 ••• • • 0 • 0 ••• ••• • • •• •• • • ••• ••• •• • • Wood Material Properties • • Label Species Grade Cm Emod Nu herrr01 E... Densfk/ft ^3l 1 DFL #1 Douglas Fir -Larch No.1 1 .3 .3 .035 f. �2. ,. .,�„ DFL' SS�.:� °� D'ou ` las `:Efr- La�ch!:••I,r.!:i:,,::,� S 'elecf rr�� � t:...1: i ... 3,., +, ).��:., :3 a :035:. . 9 . Member Section Forces LC Member Label Sec Axial[k] y Sheaa1 z Shearfkl Torque[k -ft] y -y Momentfk-ftl z -z Momentfk -ftl No Data to Print ... • Member Section Stresses LC Member Label Sec Axialfksil y Shear[ksil z Shearfksil v top Bendin...y bot Bendin.._z top Bendin...z bot Bendin,.. No Data to Print ... Wood Section Sets Label Shape Type Design List Material Design Rules A fin21 _ Iyy [in4] Izz_fin41 J fin4l 1 TC 2X6 Beam Rectangular DFL #1 Typical 8.25 1.547 20.797 5.125 �:2'`�i,.,, .;BG :,;'•. .... . ,..,. �;Beain:.,.,. ,.Rectangular' , ,r!DFL.: S'S �: , �,.TVplcal;," �=:'�.8?25,;u.;:i :n.1•r5'4T;'� 420i•797 i:5:125�,� 3 WEB 2X4 _ Beam Rectangular DFL #1 Typical 5.25 .984 1 5.359 2.877 Member Wood Code Checks (By Combination) ... Member Shape VC Max Loc...Shear,.,Loc...pir Fc' Ik ..Ft[ksilFbl'...Fb2' RB CL CP Eqn No Data to Print ... RISA -3D Version 7.1.1 [G:1Acad200812085231CALCS \STRUCTURAL \Nike Roof Fallure.r3d] Page 2 . • •• •• •• • • • • • Company VLMK Consulting Engineers • • • • • • • • • • • • • Jan 5 2009 Designer Jared N Fischer :• :: ' : 1:30 PM Job Number 208523 PacTrust Root Cblpse; : : •' Checked By; • •• • . • • • • • • • • • • • • • Basic Load Cases . • • • • ' • • • • BLC Description Category X Gravity Y Gravity f • Jolnt Point e Distribut...Area (M..,Surface .. 1 DL DL 6 i' uy , I ... I I ' l 2' I LL!�,?!' , ..1 . i....LL.... :........ ' ". . ;,..�,i� ,•1J! • . !;I�, r I ! «....,,:!mow., ,l, ... '6' I .. , • • ": • • • • • ••• ••• •• • • • • • Wood Design Parameters • • • • • Label Shape Length[ft1 te2fftl lelfftl le -bend to..le -bend b... Kyy Kzz CH Cr v sway z swav • 1 M1 TC .25 ,: '.I . iii. :;; "' i %;`. .I. i'i'i 1 .t.i . 2!! � ta ,.., ,,.,aiTC . , ;'c, ,.,,'.25+,.. ,,,,, 1 „ '!.�lrli ll',.,;., ,. ,.:I. 11 ;'ia.h !:i . ..,i..................... , l l�i ' 1 1.. <, : ' f., , ....,,L ., . . . , 3 ' M3 TC 6 • .001 .001 1 i6 •�i , i �I�1!` i { i %: :! `:4� s 1 ..:.:'M4;�`!l' , , ,'.TC+i;i!l; :!!Il,;r:i..'„i,.6 !!.n!'!'' ... �001ii1!:;.1 :001 I�ia:�' . ,: Ra , ..... , , I!I!i! ,!N: ! ' . ''I • 5 M5 TC 6 .001 .001 .:6,I 1M6II!: „a'TCII!l.! • !,. ,,,,.:6 „ + i'l, i' ;l` +!':'001:! ... !'i:001'1K' 1`i '! 1'' rSt . :vm .,11 1 .Ir! ! !.,L.! '{l. ,i..l ! .! , . . n.::,,. ,,, . ., 7 M7 TC 6.25 • .001 .001 i;i: , I f . ., . , ;8!,! , l.11' M8' ' I!: i;i::1:.TC �, . , i :!:; ;; 65 ��: !:ai l'.i!;! !;0014!!1'1+ i!I�h 001 ' !i'.! � ', , i ! ! •`',;'� .. . .. � 1.1 .I:�: '; ,. 1 .1, I'i':' , , , , , , ,. , � , ' 9 M9 BC 6 . 1.I :'� Id.1n l: ; }dy ,', 1: :�,,.. �, �:', ,. :, ... .. .... l,, r ,. . l b: I .l- LLIp;I ,' 1 .,,. ,, .! , T,. .li :1:1 .,�,�.. !,' 1 ! ll i I i : ; i!I i , j 1 14 � , I:l;!:lillil , , 1.1 I I 1 - 1 1 i ,1, , ' i II I III' ! I - I I : ,lA :r; :, , 1'0! ,. ,. M 10 . , ! ;: BC...I., .i ..i.i: 1, ,g, , ,,1,1! .... :.i.,! • , , ..., �: . ,... II,I . !,, I i.l , I.I:, h I . t .:i::; ...,...i i,,, . . 11 M11 BC 6 „, `I Ill I 1 'IA 1 l;!' :,1:' :'1'I ": ,•n' r oi 141' . h' I �i " Ti� ',i• is + : i�i f ' %1'I 1 1 .`,)::•!1:.':::::•:!!!: , {,;:;, �;i'i'' (lil � L.i l ..t , ; {f;; i ,,11' . •la:j'i�i'i; .1.1.1.1.1:•, .d . l .. , .! ,. , � .1•,�C ,. 11'� ; I:�1'i i!I'i.,... 1, !. , - _! ,1 L 1., l•l� ..t:.'! 1'�'�•� ,:., M1.2 Il, BC ',!,!' 1 ','' 6': . 1, „ , „ • , , ,:! 1 , - -.,:I ' -' �' : .,., , . ,: ru ,.,.: lisl',:. ,:,:: :: ,:_., ;i;,:l::.!. =.. hitiir I ! 1 ,: ... .. .,, l I ,, , 'l ,• ;, : I '. 13 M13 BC 6.25 'I'i •f" .'p. 1i ii'i ,Ii i4�i, ,, i:Cl i'tI ^r ;r' �� h ' :;"f 'I'1 ,�I' tli it i l !I,. • i'! K ,, i!I! , I, ,:;;',...,;!)!:,..',..,,,•:,. ;x;'1'4•. ,! Il lv 1, li:.,!, Iai;: iB 'Elll,.t.l,., �i!r ��,�� ,, ,:� ..............:..��,� ...,!....,.. 1 1 �.. . ,,:. ,,,,, , 15 M15 WEB 3.15 �(!! , , , ,,...; a;(ii!C. ,. 1' i!'i , .:6 ,.ul,ll., ,;I i , 1!111; : i . . . • .. ... ,:. , ;, :9.,1.1!'. ,', . a: l. r;i ... ! n , .1,1,1 ” . ,1. l ;g l ;! � i pl ...;.; .•ai,..f,l,,, i!,;.';1' : . .:... ... .... ! . l:;.._t ...... Id:pt, r'.i;!iiii .. '� I!,., .. .. 'a;i ! , , , . ,.r16..., ,... M 16..1 ..;.WEB 1. ..1. .......!,::!, 3.,1.5::.... , ... Lh:, !1,:.,', .t!. .II � : •, .I.1. ... .... , .... 17 M17 WEB 6.777 111':1; ,. .1..i 1:1 I•' : i:lI I',, I:rl ' I , I�iti i !i!i • 1111 !ii`i 111:11; u! I. �: lilt rr; l�rri l :'18'1 . ; M 18=;I;�,i .. �; W EB,� !: ,;,;1,1;1: �'fi!�7771; ,,, , , , . . 1. l ..... ,... 11: .,1•l;!.,.,.! i I !,,,,,L;.,!ali! � . ; , , . , la , !? , .:I ,'1 , .: 1 ... !a 1 .. 19 M19 WEB 3.15 :, ':. II. ,'I 1. : :,•: :'III I' 1','i '„!:,:, ._:! 11 1 1 , .,., , , ::,1i;i :', ! 4 ; I i i �....' I•' l l • ' I' W ; ' ;;; ' {jlii' IL., .:1., ii) it „ 1 �I i ! �I I � ; i i ., i ° i:i " ,. 1: ! ,t.. l i !'f ':1 � , .20; ,,.,.:M20 ,i 1,) .; EB�!.,1. I.F:3.15 •!', .:1 ;'i`, , ,,, :,I�I ... I,:' .j !.1.111 i •I !, ; ...,, i . { ,.., , . , . 21 M21 WEB 6.777 11 ,• ., :'i'; s 22!. . , 1,:,M22 �''•'i , � W'EBd!i;l . � I ' i , 1:6.777..,.! ... ' i i : i i 1 . 1 1 ri;n i ° , : 1 ' 1 . 1 . 1 ., , ' t l : , ... I LiJ't;41;!.l ::,i; , ...:, , . :i• 23 M23 WEB 3.15 n 1:111:'. ':l , :,'11 { S NII ,, •,, ,. `�G4 I:i:1` M24 1:.'' (i!cW�EB !!ail } :i�i 1 !11!11:3!15 - � _ .', :, .. �' a� -I � l!1 I l. i I l;!i_ ........' I hL! .t, ,!li;i!li!11: I! :• :f I . ',' !: . I i . ' I !....P! ...,.... ! ....: ! '.' . I :• 25 M25 WEB 6.999 ..,... 1111, 1'1.1 rl'i !'I'! I'll: .!': :'61 11,1, :,. ry','. 27 _M27 WEB 3.15 I ,: ... .. . ..... ,,.. ,.. ,.:;: ;'1111 i , %26f.y ... "M261!'CI ! EBi•ll! :+,?'.6i999'! ;lli I!I i,l.l,l,i,ti 1 rl,1.11,,, 111, _i, 1l,l :i L1! , Jl, i ,,,,. � . 'i'. ,•. .. Joint Reactions LC Joint Label X fkl Y fk1 Z [k1 MX Dc • MY fk -ftl MZ fk -ftl 1 1 Ni 0 2.555 0 0 0 0 , , , � 1 • ... . .,. ',,,•.•. " :. ....... 'li : '.1' ; , ;; .... i . '2 :;1'1`Ir: II.P.11 ., .,i ?,.N16 '. 1 !,!';i;t :i ,'�, i''i' i!':ii 25551ir %i!' is; ;! ;11,:•0!1 i I .,, ., 0: - 0 ,.. 0: . 3 1 • N3 0 0 0 0 0 0 1 1111 ;, 1, .!: , ,.,,° :'i!1. ,,,.;! •.,. 1:111 ! •, 111 ..1:, 'll t 1. ,�ri!'!!ii , %i % "I !' 1 i a.t� a.. � :... 1..,':NS'::il , ..... I :..,,.Ia :l.�o tl,....... ,. o; i; , , :� .,. o. .,r :.... :oa :;�,�il.l,', .. . , : ...,...o. .. 'I•, , o 5 1 N8 0 0 0 0 0 0 '. ,.,1 , .•.1 ''1:1;': 11:1:1 , ' l 1i I ill;i „rll' 4.,,,.. •p;j i. 1;'1 i! '4'1; , h .' rl Y 1I::':; • 1.1•'t u' ::6!!?, :' .:11' '11!k.1 ,;1:!! N10: !!! !1' :... .. ,. Oi ,larl!RI. ,, L 1!.1',�OII, .' .l' , 1`: i 1 'II!!!'�0 ,! � ',1. ,. 0 . ,; i,, 1 1.111, 1'!.'Q .. 0 7 1 N14 0 0 0 0 0 0 , , . ; ,,: ,, 1. ,, hi ! l �r, 1 r :'f l! 1 .!" '.I I 111 1 1 1: ' li -1 1 i l l r l i , '!I„ ' I Cpl ' 0 ,;:8;: , , �.I .. .:I:,...,.,:NS.,, , , .i ., ;I...: o ..1 .. I ........Q..,,,11.11 „ . o':. ,., :�: , .0:;1 "'i'ilail`,: �1 :., , °..� :' , „ . o , .,, 9 1 N7 0 0 0 0 0 0 ,. ..... . ., ,. .. . .... .............: . . : .. ... :.. ;.:. . 1': 1'I ° 1'1'11: .'1'1 '1'191',', 1. ;,,? 1 { 1. 1 , 1 t I , _ ,.- ,,. ' ii. Q. . „ ..,. . . , I Q. ,!i10;'i :..1�, . I I, .� :....... i:N9 9 , . :,,. „.,,,•0. ...l. _,.0 .;1: , .. , ...Q.:. ..:.. ,!Q� , , ,� ; 11 1 N11 0 0 0 0 0 I 0 • ..: ,.,� ..,.� �..... , . . .r ::1', il',! : 1 r,:a; 1,., , . , , 1 1 . ..1,.,.., ,. .. ,, ,,, , , , , , , , , , . N 7 . u l:• ill;:!:;:;:;:;;: .1..12: 1;;1:, I ! :....... "N 1 a' . ' . - 1:1. : ' ; o .. , 1 �,!. I, i :,ll!i :ra` °; l a ,.. , ... ..I .: ! : , o .! , ,, .� , ., .. o' ! ... ..... .. . . . .:,i �, o ... ,. . o : , 13 1 N15 0 0 0 0 0 0 :14 . 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R• , i. * i . ,'.. ..4':1, i,,iil.;I! ::gg 1 ,::'I ,,T:....:viir i ,Q4 i:;il,� 1 a 7 Z.` ti i, 1;!' ',, ur _ • . 0;. 5 M6 Y - .04 - - .04 0 0 .. ., ,i.,I,,,,, ,,,,,,,,L 1.1, . . .. ., .. ., ,: '.. :,. :',', •,11ppp !I'i' ii,! .I. , I.,I.� !.' 8�� S:...., is ; �:1 , :11: M4'i ' Yi•i . ; II::, :04 .i. �:, L, :. �:,, .04 i.e ... ; i ;', .... 0 .... . .. ,. ... . . .. 0 . Member Distributed Loads (BLC 2 : LL) Member Label Direction ,Start Magnitude[k /ft,d..End Magnilude[k/ft,d.., Start Locationfft, %1 End Location[ft. %] • 1 M3 Y -.1 -.1 0 0 • .p: ,. ; . ..' I! i'i'i'i - I i : ::,, :. ,. -I - 1 p ;:° 'i:i ..li`i' Itil ,i•;. yi, ; i.'. .i.�,.tv:' f i l" i t •',!,,eti:: '2f'' :fiiiti.4, , . r . M5:1 .... :... ... .. Y::. ,:,, ,,..:11 !::i i li„1•.1, -t1 ; . , L.,I : , •,. 0'' . �:•. . 1 ' ... ., p. :.. 3 M7 Y -.1 -.1 0 0 ::I. ''I . . P ,IkS 4'' ...... , , .. ! M 8; , '!:. Y. . „ . ,:: -.1 . ....,.. « ,:I,..,. , . . .1:; , i .... 1 , . 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Ir ; :: ��1 :1'i : I• 11' r• !'132; :ii :�il!i,; :.I ,li :.:1 a .. .'2 ...,' , .001 . 1:1:! 1 i �, 1 :1�1 .. 0 .. .,.. i 1,1!,,:...!'0.. • , ,; � .1, 0 , , I rr 11.0: ,.. , 1. i... :0 ::i. i ., . 0: !. . 133 3 .001 0 0 0 0 0 0 i 1 i i i l 1 f 11 11 I I, I k i : '! r 1134 ' :1 11,1,1, , .1 '1 !, 4• 001i' . ,. ,'il'0.„ ,:0 1 ,.. �1�1 :1111!1, 1,.�. �..f o' , ,.,, 1 :I.,,IIo. :! ' : ..., , o , .. . 135 5 .001 " 1 0 0 0 0 0 0 Wood Secfion Sets Label Shape Type Design List Material Design Rules A fin21 , Iyylin4l lzz 1in41 J jjn4] 1 TC 2X6 Beam Rectangular DFL #1 Typical 8.25 1.547 ' 20.797 5.125 lii 1 21 A!2X6'iiii;•I :i!li!' Beam! f3ecfaii9ular :lir :IDFL'8Sl' ":I : :ui;f[yplc2l' ^.'i '..8 '25• ,,,,1: :54711. :.20 797I... 125:,; 3 _ WEB 2X4 Beam Rectangular DFL #1 1 Typical 5.25 .984 1 5.359 2.877 Member Wood Code Checks (Bv Combination) ... Member Shai UC Max Loc..Shear...Loc...Dir Fc'fk.,Ft'fksF Fb1'.. Fb2'...Fv'fk... RB CL CP Eqn 1 1 M1 2X6 • .585 .25 3.668 0 v 2.192 1.17 1.73311.993 ,127 2.708. 1 .997 3.9 -3 Irr !ii; , �1• 1 ,; � ,I,, non r 11 ! ?::2.; , .1 ;Is i ;i :2X6. i .... , I :.....i: ; .,585'; � 1 rill , i: ; , : , �•1.1 i25' . ;3 : 658. 1 „•0.1,1 y 2 :192 �1 1:733,1..993 127 27708 i ; 11:. 3,9 -1 3 1 M3 2X6 .795 1 .5•.. .898 6 y 2.199 1.17 1.733 1.993 .127 .171 1 1 3.9 -3 .1. 4`''.. 1 ; M4: �! ;! ?XRi;: a1i!i' . 1!.' ±1. ?,;, .1 :: !i `:795 • ., , , , , , , , Gii,lri:iii 1115 i!I: R4$'i` R ! y . : . 24,99 11717331993 " l'127i'17,.1'i 11111, : , ' 1 3.943 5 1 M5 2X6 .604 0 .677 0 v 2.199 1.17 1.733 1.993 127 13.2.. 1 1 3.9 -3 •;Y 6; .11;11 M6 ,.1.2X6 1.1 i;i, ';604 :fi. : .. .f; (, ;i: ' .67.7.;'! "•0'0 .y' 2:1:99 1. 17; 1- , 7.,331.993' ;; 2: 127 :13. 1;1'.. 1, . 3 :9 -3 7 1 M7 2X6 .498 6.25 .653 6.25 v 2.199 1.17 .127 13.54 1 1 3.9 -3 iIL••'lriii!iii :i! :! r 6..:25:4;!: 1 . ..i 6:25 2::199 13 1733 � :993! ! 13'54: ,.. . 3 8';'1 1 MBi`, 2X6' ..,1,, .'; 1 ; :653;,. :1 : r1�71 .: 1! :127. 1 :1:'.. s 9 1 M9 2X6 .061 6 .024 0 y .242 1.733 2.599 2.989 127 1 1 .097 3.9-3 10'.: 1: M1' . ri 2X6 ..1... i , , 1 i;;1 :061 0! . , .... 6.. ..024 0 . -! .y , 242 1.733 2 :599 2 :989 427 13.2., 1 ' :097 3.9 11 1 M11 2X6 .536 0 .000 0 v .242 1.733 2.599 2.989 ,1 2 7 )3.2- 1 .097 3.9-1 %j:i ifr:. : ' ,. , . 1:. ,I. 989. 2 . 3.9-1: : . , : a 1 ::.1 : , , .. , � rri :'„ iii, !ii.' : : 1':733' 2:599. 2.. � 1:3. • 1,� ; ; "1097 3.1: 121. 1.:'M12:1 ' 2X6`�i . fi' : . •0 .000: ''0 y�i� 5127. 13 1 M13 2X6 .609 6.25 .004 0 v .224 1.733 2.599 2.989 .127 13.54 1 .09 3.9-1 i i ; 6:25):'.1004:!::!:!1:0. ''599' 2 � :3:9 = 1'.' . , � :� :'„ .`.:733 2. .989, � ; :1:3;5'4' .1� 1 14- 1 M1.4'.: 2X6 1 �• i' :• ,609' " .i'' v 224 1 :127 x 15 1 M15 2X4 .002 0 .000 0 z .734 1351 7.668 1 .319 3.9-1 r 1 . 6i :. 1 :M 16" ; :2X4 !r r ; : ! ' " ` 1 ! ` ' ; : ; .002 : ' 0 ' . 0 0 0 0 z .:734 1;35 1:999 2:`199 :!127. 7 :668' `71, :319.3.9 -1 17 1 M17 , 2X4 .706 0 .000 0 z .171 1.35 1.99 2.199 ,127 11.2.. 1 .074 3.9 -1 .l ":14':,:11 •..M18 . ' 2X4... : !`! ,;!;:I ,706!;!:: ,! 0 :000..0. ! is 1171 1".35 1;.999 2:'199 ;127' 11':2... •1: '.6.74l3,9,1-• 19 1 M19 2X4 .285 0 .000 0 - z .734 1.35 1.999 2.199 .127 7.668 1 .319 3.6.3 : 20:1 ::M20' ;2X4: :. '; ... i, , 2851 ',.. , '0 • .000 0.,'1 i z.1:: :73411:;:35 1,999 2199 `1;27. 7.668' . ,1. .:31943 :6.3 i , 21 1 M21 2X4 le /d is greater than 50. 1 ..,22. ".,1, lN122`: 1; ;..=:Ie /d_ i rt'50,L.' i:!'h ,r . " 23 1 M23 2X4 .064 0 .000 0 z .734 1.35 1.999 2.199 .127 7.668 1 .319 3.9 - 1 :24' .1i M24i'i : ! i :2X4 :: : :.:,.' ?', •,064'' , .:. :! .000.. 0. i': ;734 1':35' 1;999 2'.:199 . :127.7.668; . ,1: .319 3.9 - 1. 25 1 M25 2X4 - le /d is greater than 50 :26 1'! ..."..M ;`.!2X44 = Ie /d'is greate..thati 50......:: .. `r.`. . , ; :' !: ,,1. ,. :. 1 1 :; : :::,1 27 1 M27 2X4 .001 0 .000 0 z .734 1.35 1 .12717.668_ 1 .319 3.6.3 RISA -3D Version 7.1.1 [ G: 1Acad20081208523ICALCS \STRUCTURALINike Roof Faiiure.r3d] Page 9 • CONSUL T•1 og• r, .. : Jib -fie T 14 "1.c_APs E N G I N E N IF 5 :ai ^t � 9c?2-t•1sr .. sd-3 N F 3933 SW Kelly Avenue • Portland • Oregon •97239 -4393 Job No. � B J Q 503.222.4453 503.248.?? 3 Q.: °M 4 ° Sheet No. L-1 • • • • • • • • • • • ••• ••• • • • •• ••• ••• • • •• •• •••••••• � 5M C L . ore r R.oLS PE 6►..+ gi{ 15�'.�G: abet , : : .5p5- 0, R. -5 s =r,o C,o 01703454 0,141 hi /6 IJJ = (O, "1/,'1) E5P6 F (3.2-5 el PSP (I5') M3 = 7 35PC.F V = 73sec.. (Ig7 /4) = G 8.64 - = (.$,SKr3.)-5r = 67raPLF E/w t,J r (o,1Kt /, .(' C /SP5 (r 87') e 1 es f 5, 7 PLF V Sd.701..F (30�Pc. / = 8547 K, . = 55 L-158PeF 1 1 Ni M y 5 g PL-� s'/) = ,9 . B a Pr.F/, 1 _a �, o Vi c., z� � c. �, 7�f � tr ct i = 6-1 56e(.F- ` Sa ft-F1, = 11, - 1' `^. ((o 3" 0 • c. ® C..onatNIACWS /r- f"O.C., 0-wee. AI ( d — $? /G f c-FA = S - 1 ' ::-- Li D' N e O. C., @ Ci.)+∎iiiive ous /G" U . C.., OTttEA REST 6)" o, L.,e .01 N /t " 0, G, otter& /NoN C-1-1 CR- -ACS e �� (H.Do =Lo . 8 e 0, 7°3)(1,o) 03 195f)Yi,i = 33495F • T CON 5 U L ` ,•L �t ,Q• :'.. :`':'_ F '' �oef- Go LLAPSk - _ E N G 1 N E • S� :6. :arc Ffl-IY-tAT • • Job No. YC $S -3 By Z l F 3933 SW Kelly Avenue • Portland • Oregon•97239 -4393 P 503.222.4453 503.24,8.,92,43 I„ ,•• O ; , 9 C Sheet No. C " -la • • • • • • ••• • • • • • • • • • • •• • • • • • • • • • • • • • • • • • ••• ••• • • •• T= 33PSF6a51)(41')= 1W 35 4 a ;BS: * :el P3 Ki L= 37,6 ?s' /..t,s =I5 I ,' 5`12 -flP PING `t-t s�Zke' -r 53 Psi 6I .) (8') 0 # 4 I-1 31 O sP 1)5 E i t`-► ?5 c, f '- L-Drz 3 / / 7E L. , xm 3/K p x k 14 r-1.zu EvnZ3p j 7 i 41J'Z7 6- 2•04.1 Ar4Gtcurt...S AT 6 1' —o' o. Li Rts-rD 511^ -1 J 1 v— 57z,?c,' STR A-P 'Tx Es AcT ti -o" o .c-. Fort. F29.-ST } b' - o" SV & PZAft - n Noi -Ti-1 AWIP Sayer4-1 •£MIAs o r PF1/444-1"I 'o/L 1 0 5 E 4 5t4M P5 • N t m K e' 5712 -AP rzer A B) p . G . c IVSL4.7tafir5 7b EXIST=NG a'67:S PS. U.5 LoZ V. X r9- 1 /fix V44 K o2' 4. LONG 7'∎N6t_E'.W Th 3 /zt''T "T{-k r - u la}-( .2 SST / -N D 3/1-( x a-" L b 5 0Z.E -Tutu Tn P pLA i E E PcC_{ 15�pE O F-Z ST CONSUL G. "T. BUST (ZOo�u C_oAPSF T•! >t� .. .. - VL_MK._ E N G I N E S • • ••• •• �• • ;; 3933 SW Kelly Avenue • Portland • Oregon•97239- 4393 `'ONO' By �~ [, 503.222.4453 503.248 3 [ ,• ••• Doe of .Ex.T- 51 ILP 5T��5 T a 1' 0"0 ••• ••• • • •• •• CULur - 1r s C.APIIc_ E'PEK p I i i/. .05F • ••• • • CH EC.l4- g R.A c.=t J v 4\550 ME 57 'T td\ t1/4JZ'NV LufAD = 15,9 P51 (o.78) = la ►'-t Ps•F TDTN 1 LDS 4 -7 P5F- PSF 7 USE 8f= Cc.oP-- w = S es V Cap' / >> = BN ?LF V= I io3LL < V = I t . v rL (5 i ) [fZ {rj No7E : A Ss u NATIJG ASSUME wa,a..sr c.ASE Lis° = 1► �3�� = ,2.3i < A 4 1 _ 1 _ 0 ‘,.) _ a85if-- ( 3iutc CA EC-v-, 5 tLDSN6 Vitt. -0 = 6,aK(o,4s� =a. 71 = f'(..3K No : L, 0 00-3- .:I8 3 L w rat o ► 45- CoEF R:r. nrro F'F .'l7o T=T'ENJ H P core- ON Asemsty - 1/Au.4►.✓ 6417.306ortz /`I" A-N L = 3 ? 1 63K 1 A•+.ow �F'c ? 3oo�r /yE� - �geA) = ,97 9-41 71.‘3K V (.t7e t tiA v✓ $U -14..E \ 5v rEg-d s ' eANJJ.L P I kisT 5 EXT PE g- ?CAN Qt.) $-. I 45 P'7T -P W1-rN 3/4 A, x L( 'r' Cv-i(367 (/ 5 A ("So"' k - e - H D ( 5c- g.EA..) PT+.1L+ -to R-5 Eptc.H T • pr +^ rp - 't"v c, o x,$ -r g To B E Pt..Aczp. bN aX r■db i\s PSI ku Lor • . VIM< Consulting Engineers Title : Job # (--) • ' 3933 SW Kelly Ave . Dsgnr: Portland, OR 97239 • •jtel Prt Ma • • • • • : • • •• : : • • • • :• • • • • • • • Phone: 503-222-4453 ••• • • •• • • • • • :Plject Nptes : , • • • • :.• Fax . . Printed: 30 DEC 2000, 9:21AM • Concrete :COlumn.' :...;:' i:": -.,..!.... . , .: :: ." : . : ' :;'.:..:, , .,', •• •i :•,..!•••• !....- ii , •••• . Hs,. ,,. s.,•:.:•_• • :,......:. :: ,,,..:.,.,..:.:,•,...... • .- . • ,•.: : . •••,,. :, ..:,• ::...::::::::!.,:, .,-,!,.........••••,.....:•:•: -:-i• •!i! :••,:,!::.:!:,:::•••, .::: •!•• : ; ; ••• ••:•,•• i! ::•■ENERCALC, INC. 19634008, Ver.6.1120: Ile::#-..:•:14.;.08 , ••;1:: Description: CHECK COLUMN CAPACITY • • • • 41.. •:• • • • .GeneratilrifOrrnatIOrt: • • '. .::: • ' ..;...!::!: ! ':':i .;•::, ':'• .:',.. H.:-.' Code Ref : 2006 IBC, ACI 31 8 5 -4. .. fc : Concrete 28 day strength = 3.0 ksl Overfill Coition It : : : : : : • 25.011 E = = 3,122.0 ksi End Fixity • • • :Ttp frte,,BItt3rn Fixed Density = 145.0 pcf ACI lodear .• • • • • Au 1 318-05 . 13 • = 0.850 Brace condition for deflection (buckling) along columns : Fy - Main Rebar = 60.0 ksi X-X (width) axis : Fully braced against buckling along X - X Axis E - Main Rebar = 29,000.0 ksi Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Allow. Reinforcing Limits ASTM A615 Bars Used Min. Reinf. = 1.0 % Type of Stirrups used : Ties Max. Reinf. - • 8-0 Vo Fy - Stirrups . 40.0 ksi E - Stirrups = 29,000.0 ksi Load Combination 2006 IBC & ASCE 7-05 c Column Dimensions :15.0in high x 11.50in Wide, Column Edge to Rebar ::::g1:1':ii:i Edge Cover = 1.50in :1 Column Reinforcing :4 - #6.0 bars @ corners„ 0.0 - #6.0 bars top & bottom between corner bars, 1.0 - #6.0 bars left & : right between corner bars !.!:!.!:! !:1:1.ii.i 0 Jp41.1..:. :.:...A Entered loads are:factored per load combinations specified by user. Column self weight included : 4,342.45 lbs* Dead Load Factor BENDING LOADS ... Lat. Uniform Load creating Mx-x, W = 0.1460 kin • . •..•,..•.....•• . •• • •,. 11:1'0410.1?".:M Maximum Stress Ratio = 0.99 828 : 1 Maximum SERVICE Load Reactions .. Load Combination +0.90D+1.60W+1.601 Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k . Location of max.above base 0.0 ft Top along X-X 0.0 k Bottom along X-X 3.650 k At maximum location values are ... Maximum SERVICE Load Deflections ... Pu 3.9082 k Along Y-Y -1.2145 in at 25.011 above base rp * Pn 3.9082 k for load combination: W Only Mu-x 73.0 k-fl : Along X-X 0.0In at 0.0 ft above base • y* Mn-x : 73.1256 k-ft for load combination : . Mu-y 0.0 k-ft General Section Information . p = 0.650 13 =0.850 0 = 0.80 y • Mn-y : 0.0 k-ft p : % Reinforcing 1.5304 % Rebar % Ok Column Capacities ... Reinforcing Area 2.640 inA2 Pnmax : Nominal Max. Compressive Axial Capacity 591.543 k Concrete Area 172.50 inA2 Pnmin : Nominal Min. Tension Axial Capacity -158.40 k (p Pn, max : Usable Compressive Axial Capacity 307.602 k ( Pn, min : Usable Tension Axial Capacity -102.960 k ;;'! i ii i iiii i iiiiiii i i i iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii :,:;:i•I 7 •••:•.•• •••••:.--, I .: •,:::;;,; • !,:"!"•:•• i;I:• iiii : ;;;;;;.•••••,:-.::: i : i :•• •:,...,... 1•:••-!::.r- i , ;: ••.::: •:. • . .. :. -1 Goverrung:F4cto*J; • ' ' : - !:!. il !DI§U OM Analysis ; ' ' !! ' Axial Load ': 'lc: • : : : • •:: b* • : • •,- :•: l • ••13ending Analysis :: . k-ft i i , !: : i i , i (Mth e j ty + ' I ' •,' :!; Liiiid ' ' s' • , I baie ' ft . • • , : • ;Pii! !';'!(i);:Prj1' : .OulyPi I' base !it' :,5!i•Mui : • :4,•MriX:= • 6Y!!/VleY;: s' 4 Mny • m j m ) il - ..... ......• •, ., • . •• . • . ,• i , ii -..• ••., ...•.", ,...........•:•: .. • • • •• • . . • • - uy41) ny ;-Udb ------ , • • - • 0.00 • 6.06 307.60 0.020 0.00 +1.200+1.60Lr+0.50L+0.80VV 0.00 5.21 5.21 1.000 0.00 36.50 73.88 0.494 +1.20D+0.50L-1-1.605+0.80W 0.00 5.21 5.21 1.000 0.00 36.50 73.88 0.494 +1.20D+0.50Lri0.50L+1.60W 0,00 5.21 5.21 1.000 0.00 73.00 73.88 0.988 +1.20D+0.501_40.50S+1,60W 0.00 5.21 5.21 1.000 0.00 73.00 73.88 0.988 443.9000 .60W-P1.60H 0.00 3.91 3.91 1.000 0.00 73.00 73.13 0.998 • § • .r , , , - T 1 1 i 1 1 I 111 ,I" •1 't. t s:. - 11 :i. a fl '' �:I a r I . t' r J � 1 1; 1 }}, r J�l yI� ji�'I I E ii i !`�'• i s. ... l � 1 . r r , , t � ���! t �i, � J z I ') UAL I i (1ru I�;i 11 Il . iUfi91] 1 : 1� ! 1 r 1 a• 1 .1 i i :l r ! 1 I , , , ,, .:Ili: ,1' i`I I'I:i.;o I � I :!111i1 Ili iy t ],. 1 .. 1• ry . 1 1 .I .11 •1' 1 * 1,,, or: .I r , T i+. l)a" I 1 II l 11 Il . I u i, I, iiii 'l n ' i1 i 1 i , 1♦?s . :) i. ! .1 r� r 1 1 , II s Ih, {l l' ILil,u.1 ,:Il h !Il.I'III I I 1 i . � s {il � l lny]� a !!,• s.. „� I !t' i ,., , ,' ia t r i .I: I, 1 L , s I , , + 11 i!i( il l i h I ,g l lt l '! " "nI 11 i r ii � i 11 1 !J ` , f EE !- , ( , 1 ! 11 � II . I l�' 3 � 1 I - i t rl 1 , � t lei 6 ) ( I 1 1 I � 1If1{{11' ' i IIi141,,11 II,11. 1 i• I � j lli {{ 1 1 i! �i ,1 01 . J . {;:J: ! h I Lht 111llst111i ll;Hi'�{Ild, 1 ,kl l•l..i , l i t 1 1 s !! 41 t s ,, l' li + • TiIt - U Manual ' 11 1 1!11;,1 i . ii , � h ii ' ! il it fh i, I 1t I f l :! la, 1 F .�,l, f h l , , l , [,, cl, ,s , ti, , l ,lt i 1 11 1 t !Iii 11 It's ( 1„ -q 1 , ,lit l ,i,„ ,, L` i F r1 . 1 s 41111ii■g:ii'!i/1,1iii111:4411 d a ss I tC :u I s s 1 ! I lli I 1 1 1 I PP It ,I• !{ f �I , IJ I 1 a X11 I I6ui R! I;! hilt Ill ill 11,111i , 1� 41 �, Ifs • II I t t c ._.:., ��:: 1s +1�� (! i �� i � ! k•,',) � ' i,, -1t,. � i f I I I? 1. I I l 1 � 4 1 1 I *i il! ^II ' i 11111 I , .1 f it f . I W r_ ` 1 11 I I n t'� (f v 1 1 ' it roll 6,411 111111.1.ii l i Il t till, ��41 1 J,• I „i 1 I I t 1 I E i' 111 1141 li ! ill f `) • ,III * Il 1 Ihh,�h r! I►! {I I I I 111 +1 I f I ° ! I : 1 qt r 1 1 r s I "I . � / �_. h lei 1 • ....i 4 •.:....:,�. t l.. y: LI1 l,' .1 fig ..t. 1. k,. h. n nor la „... I...4;:'..1141.. • Brace Load Table • • ••• • • •• •• • • . Brace Type • Brace Length [(t.] •• • U ltim a te Brace Ultimate Brace . Min, / Max. : Buckling Load [kips] Shoe Load [kips] B /C /D 14.50 /20.93 3,470 / L 2 9.60 B /:C D [W /single knee brace.& cross' lace] .: :14:501 29;59:: • : 6,940 /•L 2.439: ,: • • . .9.60 . Little "G" 14.50 / 20.21 26,300 / L 2-963 7.80 4118. 780 .. „ . i ... : ... .: :22,50128.87. .: 1.540.000 / L: r STD. "G" [w /single knee brace & cross lace] 22.50 / 28.87 2,350 / L 1.759 7.80 .:: Bi •'G't . r; 24:00 /38 25 - 27 L 481 :..:. . 7 .80 Big "G [w /single knee brace & cross lace] 24.00 / 38.25 8,250 / L 1.944 7.80 Big i 'G [W /double knee brace & cross ilace] .' 24,00 j:,;.,2 5` 4 ;290:/.L 1'6 7 • Super 17 17.00 13.00 13.00 Super 22 : ::. :2200. 1.1:00 :11.00. * Super 22 + 5' Extenslon • 27.00 8,85 Super 22:+ ID Extenslon : 11 00 . . 32:00 5 80 . _ Super 32 32.00 13.50 13.50 :'Super 32 w/ 5`. extension : 37.00 10 .3 6 13.50 86 Super 32 w /10' Extension 42.00 8.042 13.50 Super 32 w/ 10' & 5' extensions .. .:47:00 • :< 7.037 ' . .:.3 Super 32 w/2 -10' Extension 52.00 5.778 13.50 MB Precast Brace - HD 8.00 / 14.00 518.54 / L1.74 9.5 Super 42 42.00 16.05 16.05 Super 52 52.00 16.05 16.05 Notts: 1. 'L' Is the total braca length in feet. 2. The equations above for ultimate buckling loads are based on test results performed on the traces when they were placed al an angle of 80 degrees to horizontal. For brace angles between 45 and 00 degrees to horizontal, multiply the buckling load derived from the equations above by the factor 'K''. K = (1390 + 47 0) 4210 Where 0 = Brace angle to horizontal In degrees. Exception: K= 1 may be used la Super 17, Super 22 and Super 32 braces only. K first be computed by 1ho equation above tot all other brace types and combinations, Including the Supor . 22 braces when used with the 5' and 10' extensions. 3. Do not ute braca loads greater than the ultimate brace shoe loads above. Always use UJe smaller el the two loads, 4. Tn determine the concentric brace working load, divide the governing load (brace shoe or buckling bad) by the desired safety lacier. A 1.5 minimum safety lector Is recom- mended for temporary wind bracing of concrete tilt-up wall panels. Braces when used for other purposes or different types of applied loads may require higher salety factors. Safety factor shall be determined by the user. ' � :? .. J M ead ow B u rke MI11007 877- 518 -7665 www.MeadowBurke.com W . , ` r = . .v r 1`i T C Brace Table Legend TNs braes spacing table has been designed fora 72 mob wild with a 1 year mean reciulence Internal and a 1.5 bract safety ladar. Tha tablo should be used In conjunction with the notes and recomrncrdatons shown Si the State Design Notes. sheets GN131. G1402 and G0105. Sr, - 5121mn1an blex speting br a panel with a height below flea for lop of deadlnan when used) e5yntto'FP feet. Ile. the 0 column yids the n ouni no ]poling - - a 2 foot maximum he _ � for a panel with no height below fbor• the S column yields the maximum epacng fora pant math k) tl t below flo Sa _ L.L. ' � C .. • . -.: ` _.. . o �'s;;: Al dimensions al shown in unite of feet- AFwoys toaltd the dsnetsa3ns for the par56f height below neon and U+e panel heght above 0007, to the Heal lar ger - - chart value. Reference brace delall an f370ea Design Holes. sheel Gtt81. - So 1 77 71 ( IE30 -.� 262 Horizontal dimansien to fool trace insert from the face of the 19 7771 toot '- :Zia ._: 1n N- Heigh of panel abate boa or tcp d deadman when used. x= _ CO l :i.",-,L,.7. _ _ _. . 1 panel where the.vaa Wax inserts are locatd. - - 3 23 O 77 r1 1 1900 ai.; 333 _ 146 1 327 V= 0raco insert Kelton on lace of 00261 above roor or lop of C 46 3771 1 Iota 3 71 _ 351 100 1 321 eealt:van if used. I.= Brace length for gives) V and X. '7 45 2736 1717 423 353 3641 3 7. A . 44 30 4 1 IOW 420 4.16 4.05 375 cV 41 3650 1920 437 U1 423 : 2111 1356 _ n - s] WARNING tasD ta2o .7n ..550 4.n . as 333 use ss n 336 tsa7 721 a - a aea ass ass 1310 , - sa 54 Some braces may not be available at all distribution locations- Always chec3c with your local distributor for brace _ __ fo 5580 13.20 522 6 •-22 14.7 2131 1 1352 6+ e2 c1 availability prior to tasting inserts in floor slab or wall panels. , , is sec I 10.22 5.5 61S 572 5 C 23111 1353 Be 6.r at 4.4 _ :::::., • b : 2633 I 1920 665 Sao 6 . 4 4 1 5.25 22031 14,45 1.7 7S 7.7 7.1 }! { • ■ 37 , 1540 1 7030 620 003 6.73 1 55'2 3220 1337 0. 6.5 1 7.7 r . 7...-72:-_,..2,1.I.,",27-4 ! I - • M , n no 1626 650 630 6.0.1 I Set 1760 1620' 02 09 37 1. > e 1.15 6.50 _ _ ._.._ -- 172 }€ • o J3 25'X' I 1120 703 610 639 1 2 +12 25.55 1623 50 94 91 1 - 6 19.05 11.69 . • ^ ' (3 , 17 14.15 050 2,77 n. 130 - "« .. i ;� v 34 2360 5526 745 79 6:6 1 840 2135 1021 104 160 0: !2 1123 11.10 ._.- :?.. ID 07 20 11.157 = _= =7; 1t RS + 139 ' '- • - .;• -' ' - �. 33 2590 1220 ;91 7.N 7.16 1 9 71.11 1520 121 107 10.2 as 1025 15; 1 el 1 55 52 76 54. em •_ _ 142 1 259 , 04 ■212 7.10 1100 : • •. '�.� j = ∎i• :i ' 32 1 .36: 1 :9. 6.9 am 731 r.10 7193 13 119 IIJ eta int 1965 11.10 __I 10. 131 56 34 14.30 ` 550 - 19.1 562 17.5 167: 23 52 7C5 um :.' 630 607 ' : :: : :::1 35 1 25tin 1 tin 9.09 656 tog 1 20 7 65 21IL= 5 1020 127 121 113 11.2 i IL 1173 51.1 11.: 51.! 10.1 23 1327 9.92 A4 20D 202 142 ' 51 1217 Teo +1.00 i.:; ' 64+ �1 1172 � ▪ - • � : 3 70 717::: _ - -- - _ _ _ _= - JIM 1620' 536 Ms 121 11.7 1317 12.25 0.1 53.1 126 17.1 12 1350 1620 =0 200 =0 206 21 1217 7CO 44Or :7� 777 ro«l0 wis _ :r ` 79 - - 3157 1679 1 131 12. 1782 1120 la 14 13 133 11 3370 1020 550 200 200 ma 29 1217 7 501 u03 009 614 it 767 - _ -' -" z .; : 03 n. 1 ]t.0 6X 167 IaE D 132: 17.62 13:17 1SA 1 154 14.7 1 4.3 m 1311 1053 710 ]Oa AO 200 n 1217 7 .00 urn 1CC i4 4!50 937 ♦♦/• 2472_ - ' : .. .: '` :- A I : � __ 51g 16'3 17.10 IOC ISD t4,+ � 1710 11:0 1651 t96 tS! 150 I! :1(0 167.7 550 230 xi: 700 55 ■717 760 270C 117 101 i1F � . � 71 1 .1=.4:7. � : . _ :�. _- = , : '7'7.'7'. 31/2 Ie20 las r.2 • 111,1 21 5 17.60 112G vs 1 17.1 11.5 151 t6 I s!o fc2o 1EO 20.0 220 e _ go If 1135 sea 1355 13.0 52.9 12.06.11.4 ff;�E#+F - ,_ <- - _ - = '-• :500 1516 260 1 ! ! 17.3 137 17.60 175 13.3 10.] n7 17.2 17 13.60 10.16 760 262 20.0 200 1{ t06 1 4.36 1217 1 5.9 15 .7 54 ti. e - - - =-- 76 { i 47-2_2 - - --.,,- 1 CO 74 1.._.:_:.-: _. - -_ . -_ •._.7.- :11 ?-7 2153 1623 202 500 4) 121 10.$) 1520 We, 710 12! lee I 18 11£0 1020 10 200 220 250 15 9.74 563 7175 It 14.1 tel XMP' 772 77 770 230 6.63 21.6 / is 5a -.. » 11110 1520 200 MO MD x7 260 u x mo1 73.6 103 50 1622 230 too 220 750 a and s n- -...4 � -,_- 22 >_ t_ _ : .: _...... _ - - - -- - -- +273 lac zos + i l le t �ti � = _= :�_ :�-_ �_ _- -- --°-- 77 :: - 452:;5: :ii -:i: • :.c: ? . : : » :C�ii :; :?i_ : .i=.' . , . ' :'i_' : _ _. ' _" 1 ;A0 ;S: t0 o13ll0 2ao 262 350 ' 13 11N tL08 :OD 290 700 7oD 13 a1a 1.71 c.1 2ca A.0 no 103 :_; =- _.-- - fP ' 71 1 - - - - 2224.. :. 1710 12:0 23.0I 274 23.3 20.0 13 1200 12b :10 72.0 20 25.0 12 727 125 5.92 330 :D.7 256 ��P a - ^- . -+s 7 •r , =-_ f-11 30 = _ - _ :,7:7-:, .- 7-2. '-_ -- "_:•7: tree 11. :0 s.o 1 z3A z11 xo 57 1 1722 rs 1233 roe D :65 232 730 15 425 130 2 130 D.o MI = _- if - :'c-. .47'..r.- .. -.-.. s - -. 1710 1120 2311 730 230 20.0 ! It 1 0.00 1375 toe zoo ., 206 202 10 7.18 5.25 ISO 775 20.0 - no 709 ` - - __ - o 1 _ - %TOO q56 33 se .0 23.5 530 t0 200 14.42 =0 793 76.3 200 t 720 t L. M.0 72 « 2113' • "- __ ' : -. 57 54 17 1 ... " 1 : -.1 - - - : 7: ' _-.'_ +._. _ ' -- ' _r. 114.3 15.10 0 300 220 550 0 603 17m 1 :00 t 20C 4 1 el Ica Mc :D9 2)01 7 • .� .15...----2:-..=-75,... �•� -��j 11 X So S2 V Sa Ise V I X So St So Se V X So St 54 56 H IE ' - t _ V' X So Ss S6 I Sc H V I X 1 So S7 S. ISe • 6110E YW tGGl4re5o brazil. WA VElton ten MM. .lax Mewed avl.6aan o uit Os.. _ + E- _ : • •.• • z trim. L 5305 3.27400• t�P 5>•17 00' rmWL Olma ... I x'� • SUPER 17 M•B Pr ecast Brace (6-14 - r ' + - _� "2 SUPER 22 - ° Tilt -up Brace Spacing Table A ©2007 co CD h_=2 l' _ ; ' :s =,,,- -,"'_' µ5i