The URL can be used to link to this page

Specifications /lam S /—zotz- ad(?, FlW D Y Structural • Civil Engineers rirrtr- STRUCTURAL CALCULATIONS PICUCIVED JUL 1 2 2012 FOR0111,0F PGARD BOZICH RESIDENCE REMODEL & ADDITION f tL$ :C;OiiPSfON 14075 SW HALL BLVD. TIGARD, OREGON July 10, 2012 S� u C T tiRAc PR®ffi, N ;trip o I Af441''N , • 23 7°° 1/1C-0 WIO EXP :..,JS. „.-75y,. DESIGN PARAMETERS: 2010 Oregon Structural Specialty Code ROOF LOAD 15 psf DL 25 psf LL(Snow)per IBC 1608.1 FLOOR LOAD 12 psf DL 40 psf LL WIND BASIC WIND SPEED 95 mph(3-sec Gust) EXPOSURE B IMPORTANCE Iw= 1.00 SEISMIC MAPPED RESPONSE SDs=0.702,SDI=0.388 SITE CLASS D IMPORTANCE IE= 1.00 CONTENTS: ROOF FRAMING la, lb FLOOR FRAMING 2 FOUNDATION 3 LATERAL 4 to 7 REFERENCES 8 to 18 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com mitr_Def f Job Name: Bozich Residence Remodel&Addition Job No: 12093 Sheet No: I CI Client: Zack Gillum Date: June 2012 By: mw ii) ) 04,ii5.:(-7 t 3-:_Z_7::____,,,,k7:,._,:.41.1.1.,i1:''' — _ � _ ---I 1!2.) PF.Lc/‘,A1 , ; ; ; ; ii ki-Ht J , 7 J - , 61/Gl CG l i �„ 4 erours • 'g_vit Ptc Roof Framing Plan, 1b7;j b) RTZ-- 1 3. F,4N ='` 2 ► f/.�-1 f . 1i f-.E AIM, 2 4 A 0. r EJL Ili ;J ; A,. til 4/S , -r 1N-P Z,)(14e 2 _ .teil Q., ; .s ;e.. Fr ,1 - 1 ;1 r3- 6i F 1(:1)• i I 1; !, 1} S -,-.,»-. -,ems.....,„».P....�.ww,..-..�. .., .. ..... � rS1( ) E) . . t - 2 .( .I0/)N L r/1 , S ' , . ,1 _.:, . ,...)(5-.5 7) 1 .s-..4./ 9 - pC60P &. .6S + 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com '� W D Structural • Civil Engineers . .,:Ii,_II,ii,l,.:li.Il_!_. _.I.,I,._Iii::I__,,,I._:.,,_,_ _.,_:.,_...;i! :,_11,i_:1__1,,,,,_.11,,Iiili.,:.:11,,,,I,i__,,,iiiiii ___,1_,I.,.1_,1 ji___;:.::,1i1,_,_1::,:,,-1:,!:ii::1:!,. , : - Job Name: Bouch Residence Remodel&Addition Job No: 12093 Sheet No: / ^j .. Client: Zack Gillum Date: June 2012 By: mw eaor DYA 1/V�` r 2 ) Pcs/6 CO V 0 tz S Pia Nr 15N ( ; (2.) , ) y p.-- . L . A . ojr5:-.) ......, c.:).. : e„ r , : , , , : : _ e..., ( , , c , ,f-- (:11,,11/.6--11-- ?. 0i ...;, ,_ /00. -1L- ,› , 7 ,'0 Pt r Y:: " A cr , ,eor ,,4 6,: 4,14 4v7/e ( ' _ 4, ' ,, •�c _ v-z. e(s 121 / ,r,r, .... ; ....., ...,0 ,,,,, ( ), -......f....,,,?..5.,-.)(, t±i,.... .„,,,,. ./:( (..--. 't! 2 s (91, _ , .D .. S `fir°.... ./ � (. ....... � ` ... ��— / �? �2 ): SPA .Ziac .- p t r- � s � _ Lai (?) I c � ; 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com .. ,„„_,,Y1 Structural • Civil Engineers lima Job Name: Bozich Residence Remodel&Addition Job No: 12093 Sheet No: Z Client: Zack Gillum Date: June 2012 By: mw _ _ _ iii i i i1- -_ t.oio r --- i P� �e P.f F ice - - - ---►r r r-i i -r T ,� i i i i i - - - — iii I - 0 1 j f',4 °� 1`7.C . , 5� . = M Tit- - - ,� - - elm 4, First Floor Framing Plan, N, S, _ :X 66 8-/S '.c 1 /C) 1 ? ��s )* 1 b ) Dji..._,ii ,,,\ 1 p, iv -!1--T, sn--, ,5 T-717 /ii, ! , 1 , 1 1 , , 1 I ! v4 1 itt ! i • Mtn (Sr- I6 c-_ - S ', " 67771.1s , (,,T, , , y , is.___ ,, ! . r r Aa Or.. , 1 ) ,q 1--:it? 1 1 ' , . A--, !r k( IQ1'? . -)-17106;,P-0 (/2. -4aii ,z 2 . �, , I I 0 + - pL . R •� °_ S ,. _ xIt JL -- . _ L.t 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com D-Y ..: Struc•tural • EngineersCivil ,,1,, ,.i,, Job Name: Bozich Residence Remodel&Addition Job No: 12093 Sheet No: Client: Zack Gillum Date: June 2012 By: mw , rolAff,,DA1-110Aii ! ; 11 ,, i1 , 1iiii ; ; - ,, . . . I) 'A"ffki t'7. A 1-1-10/1/:40't f /e T2 F 72 i r 7 I it( :, , . 7 1-,,--. ! :- i z) C itti--r.._.I c k, (r)' ..i• 5-rf-7F-1,„/r l' kt-i., ' ' ' — ! ! • ' • ,.. . . • '- • • ( ) " (6,11(1)17.-/61\1 ' ; • • • ' ' • • - : ' '''' . - ' '. . • : i ,,, , , ! ; , , , , , , , ; , , , , ! ! ! 2 t',1 (6Not 0:Fe 44,41--c ki z4---- 70 Pp):No•- -re•',4 0:' " ! " ' ' ' ' ' ' • • • • • • • ' . - • • '‘, :• ' , iti....1,-.. ) : (.• , : (4 (•• ,)• , i (0,;;;;ff ,,.1 ! gz , ! 1 s',,,, , t , 77.5- 17,, o -t-?.. L-.*., ,,,. ± , 1 DIO ._1-7, c-,,, i_ II/a 57‘ -i-i, 471 1),4_ ...7 , '' ,:oLl iIL i---. I---.-f - 1'" I l• 1 1 I D-• ..C . Pik+Pi-1' L l• : 1/VAO-U:- kiff'2#4-.1fr " ' 41: , , ' ' , • i'L••••••••-.4.-6)-----!---(4-1-(:-.0 Alt?' 795/6 i\f ) ' ' ' " . ' :" " ' ' . ' ' : ' ' • . (N) 16_ _iti ,,,,,, ,, 4,, 7 . ;..6. c74, 40 t 4_, 606)(7, ,$) ,1_,,(24 ,7, cr.,(e, ito. ../ 2„. s) (,... ,,.) , ''."-.6 ,g H_C- )) ' i- i- ' " " , , • „ i , ,. , f , I . •, , . H , , , : , , , - ,i ...›, , -,„ ...•--_--- , _Kt/ ] , i i 1 ',,---1--t---- ---------H—.•_i. ! _-- , , : . : , : , , : , • , : _ , , : • j - , , , 47e.1..7 F1r!-A , 1 :VA-q,.. kirtelwri " (4) wee! P-',----ri4.-,i4th- . : . . . . . ,--7rn" • ' ' ' . ''- " • : • : . : ' . . .. . . . . . . . . . : : . . . . • . • . ; i. I ii ZOO+: C!O 4' ' ' • i,; ! ! " ! ' '! ! ! *!,!>- !I-.C,e1 1; iilY 612,,F:i 4 f",. .-- ; 7:77 1 ' ' ! ; '-- )'• i ) C7 -+---- •!!) i,! C-X >- 1 ( s."-->" ! /0 ( ) 67-7 1 L : • ,i,i , A ) a_ ." ,--- , - , : , : ....i : ' , ' ' 't t• , , , , , , . , 2 , - , . . ,• I ' E 1014:- . " ' I-- - -17- -il', --' '''' 'I- - ' - ' - '-'! ' ' ''''' - - - •."- ' ''''' - ''''' ' ''' '''' ''''• --1 ittrarr ' (r) 174 fe'r're4T-1 I i'A/t ' ine'i'v' IN''''. ka.71 Cri' _:,,4' --4 r ik_'- L'•*"./°till' ! ! - ! • ! . . : , : : ! 1 ,„ ,,, it . ..i. 1..,____>... . i‘1/1..)v i .._,. irr.j.i,?..r.:i.,...tefrc •/,;.:6J.6, 1,4_ ri,7,,,. 0.. ,y../1.,. .„.41 t_, ,,„•••••• •• •,71;;•fi. , ;.„." ; /;,.; (...„ ).,; 1,..,. . • r______: 242 ,....,.., ...o. , ,. , : ; .: , , ; ; : , : ; , •:, 3 ) , , , ; : , , , , , • . , , , : : , ., : , , , , . : ! ! ! , _! ;_ . ; ; ; ; „ ; ; ; ! ; ; ! ! ! ; ; , ; , , , ' (p,i') ,bc)c' F--6-6V- '1Ar 6 • "71 1 ' ' - 1 " ----' ' 1 , ' ' ' " ' I I ! 1 ---H...> -.67 :1 Piliti' 1/41 40 414(?r...! (7)Af.r'(? ..":''-T.T-r- ifilek..„.'4.'L.4__(?...-..... .$.1 . ....i .. .1. .. ..1.. .. .1 .......1 . i • ,.2 J.,,tra ., ( 62) ,..., / c ,c,,,,,,,, 16 ( )0 r ( ...„, a 1„s-co ..,, , 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com F11JIJLDY Structural • Civil Engineers Job Name: Bozich Residence Remodel&Addition Job No: 12093 Sheet No: it Client: Zack Gillum Date: June 2012 By: mw • • 1,) 2Dll DI S" G ) 1 IA.L 9 �r4r ) flisiii J• ' • l l � � 1 6r • t7P ' & 14. r v NQS • �iII • =V Grp �` ,• • —f 11 62 : , i. • I • I , I Q I ' I (N)KITCHEN f4 ..._ ....... STEEL HANDRAIL -•--- RETURN ENDS I • TOWARD , , ....- . GUARDRAIL ' • ®7 J Q _..... ._.. _...-, COVERED O \ llii t .il .. . e .z5 ::. 4,43 3 ( • PORCH R@r A3 4R�T• Sj • ... LAU DRY® I - ., - RM. • D jN)DECK - O (NI DINING RM. S .j. ... _ N _ . _._ — BAT OOM -- . �D qa� I d Irizamm®tis . 6443 SW Beaverton-Hillsdale Hwy,suite 210• `� / Ed Ea z� • . __ _ _ ___ _____ _ ,_ _ ow DYIEEMM231313=23...................m.1 Job Name: Bozich Residence Remodel&Addition Job No: 120935' Sheet No: Client: Zack Gillum Date: June 2012 By: mw 4. Ve'''' yeg G6/41, ) i i .a) 1,1.11 , .krx ii, 4y.ce-1"..„ (11A11.10..4.1. p.,::.Arl.p. ili ik 1 il„m 1 ::::: rj:/'.! I ii Al :core i•-:„ -77H,..esi „.J.!, 6., 1 1:1 j .CSNE _olo _•0;4 4 , . D S 7, . g, � _ _ ` a 9 , 1 ; 1 ...--=.--m r, , V , i -,-;-_,• 1/6) 6 )( 4"!,())1 -t-- I( ) 7,2)(1 i,c-) ( -...; ),-t- 1(0)(/' 10.)if op i 5 .)1 (//t,s7i-,- 06.3 JO, 0X }, (�i0,UYiit _(9` i` (10 (�-io a, f�, 1 (4,5 I ' i '''' y ; ; -,E(iti 10(6 '0)'.4 ("9 's-')(17 _.5).:7(----) -I- (141 ii)(6: d-t-(q s )7 5-)eZ-5) ) 779- .. 7a , _ 1 7042, i ; ! : - _ -4----- E -,:::: i 1 to•e ; 1 ; : : ! ! , ! , , � ••,..-- fi ,r0C r.re-)(--.3-3 h A ) 11 ( . ''''' '''' '''' -,:/)(r(2')(I CI L 1 ;,---; I In, ;,-.)E 1 t-); n.. ....--E :. .. id s " < ,. J1 1,/ fir` ,/ _ 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com --7"---------7------'.'.m' ,.,.. `� W D Structural • Civil Engineers _ Job Name: Bozich Residence Remodel&Addition Job No: 12093 Sheet No: C Client: Zack Gillum Date: June 2012 By: mw 4 r n 4 i / 0P) 9 0s , e , A t„,', ' c ` I( -- ) 41, ;/YiN r�� ",)/1/&5 2 `i .Lf of N RA y`//v 1,,/ c� 14/41 ,F/ R G ., ° ° �__ �, Pc ( f ' "is,/— pcy---- -i-vol 8)7( • . ±, (,/, A— (, ! • —! ''-! 41,9- -i 67p 1 1), (31 „, !Pr€,F00,4 IT F-.) J HEAR , 1.174 tz , „ „ , , , „ „ , G b __ ° F ; ; ..... L.. ,,. ; ; i i I /ye, 7 [,;(ic7,y, -r-lie.: it. ;10,,,,,, 0! -7,--.:7; ;,:= 1/cv p„ y f r-„y' _.„Hii 1 i yah CF r �v p?( , - 3 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com FWD ilE H , Structural • Civil Engineers Job Name: Bozich Residence Remodel&Addition Job No: 12093 Sheet No: 7 Client: Zack Gillum Date: June 2012 By: mw IA. �` e 44, •/ 2,) oi ô OSS _ .5�v/p ' -c4-•c '6-NTE .fi',._. 1 .A C) •' 1 . e"-(1 t-.0 re-Air '...0,, JIA7lIe4lez 4/4 2-2-- ; iQ [ . G l ? 4 u =-�-- . .. ecE (r'PJ !. " ' , ` (1:itiLis::,) : 2. 2, "#4,5`7.-4';x: e e Ps �( i ;.... ..... . .. .. , V ( .1 0 ;for., (77, ,. , 7 ,, , , , , , , : , -,, , ,,,, V L. lt �- Li 1 . [( c)(� )± 6 6 (- 2) i 1.r..L - J `! a I � Ibo ��YCtRK ,q � JJ • 1 „ , , , ,,,,,,,, " , : „ , , , , „ „ , , , , , ! , , , ,, , �. .,a 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com • t3 COMPANY PROJECT 11 I 00W � � INDY, Inc. Rech Residence or Structural*Civil Engineers Remmodell&&Addition Portland,OR Tigard,OR SOFTWARE FOR WOOD tlMIGI/ ph 503.203.8111 12093rr1.wwb June 20,2012 14:31 - Design Check Calculation Sheet Sizer 8.11 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 15.00 (24.0)* psf Load2 Snow Full Area Yes 25.00 (24.0)* psf *Tributary Width (in) MAXIMUM REA(=TIfNS final and RFARIN(; I FNC THS finl : 2 0' 1'-6" 3'-6' Unfactored: '4 Dead Other 96 14 Factored: 153 36 Total 249 Bearing: 50 Load Comb #0 Length 0.00 #2 0.50* #4 Cb 0.00 1.75 0.50* *Min.bearing length for joists is 1/2"for exterior supports and 1/2"for intermediate supports 1.00 Lumber-soft, D.Fir-L, No.2, 2x4" Roof joist spaced at 24"c/c;Self-weight of 1.25 plf included in Goads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 30 Fv' = 207 fv/Fv' = 0.14 Bending(+) fb = 59 Fb' = 1785 fb/Fb' = 0.03 Bending(-) fb = 358 Fb' = 1772 fb/Fb' = 0.20 Deflection: Interior Live -0.00 = <L/999 0.10 = L/240 0.02 Total -0.00 = <L/999 0.13 = L/180 0.02 Cantil. Live 0.02 = <L/999 0.15 = L/120 0.10 Total 0.03 = L/664 0.20 = L/90 0.14 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 4 Fb'- 900 1.15 1.00 1.00 0.992 1.500 1.00 1.15 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Ervin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #2 = D+S, V = 127, V design = 103 lbs Bending(+) : LC #4 = D+S (pattern: sS), M = 15 lbs-ft Bending(-) : LC #2 = D+S, M = 91 lbs-ft Deflection: LC #3 = D+S (pattern: Ss) (live) LC #3 = D+S (pattern: Ss) (total) EI = 9e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load Pattern: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ICC-IBC COMPANY PROJECT WDY, Inc. Bozich Residence 00 Structural*Civil Engineers Remodel&Addition or IEt](C s Portland,OR Tigard,OR soFmmE oaw000m mtv ph 503.203.8111 12093rr2.wwb June 20,2012 14:37 - Design Check Calculation Sheet Sizer 8.11 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 15.00 (24.0)* psf Load2 Snow Full Area Yes 25.00 (24.0)* psf *Tributary Width (in) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 4'4" 1'-7.5" 0' 1-6" 5'-6„ Unfactored: Dead Other 187 925 4 Factored: 94 Total Bearing: 312 153 F'theta 0 691 1784 Load Comb #0 #4 Length 0.00 0.50* 0.50* Cb 0.00 1.75 1.00 *Min.bearing length for joists is 1/2"for exterior supports and 1/2"for intermediate supports Lumber-soft, D.Fir-L, No.2,2x4" Roof joist spaced at 24"c./c;Pitch:5.0/12;Total length:6-11.5';Self-weight of 1.25 plf included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 45 Fv' = 207 fv/Fv' = 0.22 Bending(+) fb = 534 Fb' = 1785 fb/Fb' = 0.30 Bending(-) fb = 370 Fb' = 1770 fb/Fb' = 0.21 Deflection: Interior Live 0.03 = <L/999 0.22 = L/240 0.15 Total 0.06 = L/876 0.29 = L/180 0.21 Cantil. Live -0.03 = L/644 0.16 = L/120 0.19 Total -0.04 = L/446 0.22 = L/90 0.20 Ci b ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 - 4 Fb'- 900 1.15 1.00 1.00 0.992 1.500 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 4 Shear : LC #2 = D+S, V = 177, V design = 156 lbs Bending(+) : LC #4 = D+S (pattern: sS), M = 136 lbs-ft Bending(-) : LC #2 = D+S, M = 94 lbs-ft Deflection: LC #4 = D+S (pattern: sS) (live) LC #4 = D+S (pattern: sS) (total) EI = 9e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load Pattern: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.SLOPED BEAMS:level bearing is required for all sloped beams. 5.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design. !l) COMPANY PROJECT dill WDY, Inc. Bozich Residence W . � ,� C� Structural*Civil Engineers Remodel&Addition iii\\\a7 Portland,OR Tigard,OR sormum Fore wormDesi.N ph 503.203.8111 12093rb1.wwb June 20,2012 14:40 Design Check Calculation Sheet Sizer 8.11 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 46.0 plf Load2 Snow Full UDL 77.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : IO' Unfactored: 81 Dead 200 Other 308 200 Factored: 308 Total 508 Bearing: 508 Load Comb #2 Length 0.50* #2 Cb 1.00 0.50* *Min.bearing length for beams is 1/2"for exterior supports 1.00 Lumber n-ply, D.Fir-L, No.2,2x6", 2-Plys Self-weight of 3.92 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: - Criterion Analysis Value Design Value Analysis/Design Shear fv = 41 Fv' = 207 fv/Fv' = 0.20 Bending(+) fb = 806 Fb' = 1345 fb/Fb' = 0.60 Live Defl'n 0.11 = L/900 0.27 = L/360 0.40 Total Defl'n 0.21 = L/456 0.40 = L/240 0.53 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 508, V design = 450 lbs Bending(+) : LC #2 = D+S, M = 1015 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) EI = 33e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is, no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. 11 COMPANY PROJECT 'WOO WDY,Inc. Bozichml&Residence g i ia t� rS� Structural*Civil Engineers Remodel&Addition satrwvAREfart WOOD Of-SIGN Portland,OR Tigard,OR ph 503.203.8111 12093rb2.wwb June 20,2012 14:44 Design Check Calculation Sheet Sizer 8.11 LOADS: Load 1 Type Distribution Pat- Location [ft] Magnitude Unit Loadl tern Start End Start End Dead Full UDL No 60.0 Load2 Snow Full UDL No plf 100.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : I 0' 1'-6" Unfactored: 5'-6'{ Dead 236 Other 378 107 Factored: 172 Total 614 Bearing: 279 Load Comb #0 #2 Length 0.00 0.50* #2 Cb 0.00 1.75 0.50* *Min.bearing length for beams is 1/2"for exterior supports and 1/2"for intermediate supports 1.00 Lumber n-ply, D.Fir-L, No.2,2x4",2-Plys Self-weight of 2.49 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 46 Fv' = 207 fv/Fv' = 0.22 Bending(+) fb = 470 Fb' = 1552 fb/Fb' = 0.30 Bending(-) fb = 358 Fb' = 1552 fb/Fb' = 0.23 Deflection: Interior Live 0.02 = <L/999 0.13 = L/360 Total 0.04 = <L/999 0.20 = L/240 0.17 Cantil. Live -0.01 = <L/999 0.10 = L/180 0 121 0.11 Total -0.02 = L/825 0.15 = L/120 0.15 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - Fb'+ 900 1.15 1.00 1.00 1.000 1.500 .1.00 1.00 1.00 1.00 1.00- 2 Fb'- 900 1.15 1.00 1.00 1.000 1.500 1.00 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - 2 E' 1.6 million 1.00 1.00 - - 1.00 1.00 - - Emin' 0.00 million 1.00 1.00 - - - 1.00 1.00 - 2 - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 371, V design = 323 lbs Bending(+) : LC #2 = D+S, M = 240 lbs-ft Bending(-) : LC #2 = D+S, M = 183 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) EI = 9e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ICC-IBC . 12 COMPANY PROJECT /441 W �� WDY, Inc. Rech Residence Structural'Civil Engineers Remmodell&&Addition Portland,OR W d Tigard,OR sop:WARE FOR WOOD DESIGN ph 503.203.8111 12093rb3.wwb June 22,2012 14:35 - Design Check Calculation Sheet Sizer 8.11 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 25.00 (2.00)* psf Load3 Dead Full UDL 60.0 plf Load4 Dead Full Area Load5 Live Full Area 10.00 (1.00)* psf 20.00 (1.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 10' Unfactored: 14'-61 i Dead 798 Other 507 798 Factored: 507 Total 1179 Bearing: 1179 Load Comb #3 Length 0.50* #3 Cb 1.00 0.50* *Min.bearing length for beams is 1/2"for exterior supports 1.00 PSL,2.0E, 2.0E,3-1/2x9-1/4" Self-weight of 10.12 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Bending(+) fb = 1028 Fb' = 3176 fb/Fb' - 0.32 Live Defl'n 0.11 = <L/999 0.48 = L/360 0.23 Total Defl'n 0.47 = L/371 0.73 = L/240 0.65 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - 1.00 - 1.00 3 Fb'+ 2900 1.15 - 1.00 0.925 1.03 - 1.00 1.00 3 Fcp' 750 - - 1.00 - - - 1.00 E' 2.0 million - 1.00 - - - - 1.00 3 Emin' 1.04 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D+.75(L+S), V = 1179, V design = 1054 lbs Bending(+) : LC #3 = D+.75(L+S), M = 4274 lbs-ft Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) EI = 462e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 12 COMPANY PROJECT 401 a WDY,Inc. Bozich Residence di ood n i's Structural*Civil Engineers Remodel&Addition V I i' Portland,OR Tigard,OR s"P""Axr POD WOOD DENG& ph 503.203.8111 12093wh 1.wwb July 10,2012 14:26 Design Check Calculation Sheet Sizer 8.11 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Full UDL 165.0 plf Load2 Snow Full UDL 275.0 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : Acr 41 Unfactored: Dead 338 Other 550 338 Factored: 550 Total 888 Bearing: 888 Load Comb #2 Length 0.50* #2 Cb 1.00 0.50* *Min.bearing length for beams is 1/2"for exterior supports 1.00 Lumber n-ply, D.Fir-L, No.2, 2x6", 2-Plys Self-weight of 3.92 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 62 Fv' = 207 fv/Fv' = 0.30 Bending(+) fb = 704 Fb' = 1345 fb/Fb' = 0.52 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.18 Total Defl'n 0.05 = <L/999 0.20 = L/240 0.23 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 888, V design = 684 lbs Bending(+) : LC #2 = D+S, M = 888 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) EI = 33e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is, no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. COMPANY PROJECT 000144 WoodWor "s� WDY, Inc. Rech Residence Structural*Civil Engineers Remmodell&&Addition Portland,OR Tigard,OR SOFTWARE FOR WOOD DESIGN ph 503.203.8111 12093wh2a.wwb July 10,2012 08:25 Design Check Calculation Sheet Sizer 8.11 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 165.0 plf Load2 Snow Full UDL 275.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : A p 8'_91 Unfactored: Dead 756 Other 1203 756 Factored: 1203 Total 1959 Bearing: 1959 Load Comb #2 Length 0.70 #2 Cb 1.00 1.00 1.00 Lumber n-ply, D.Fir-L, No.2,2x8",3-Plys - fl 72. - (2) 24(J2 Self-weight of 7.75 plf included in loads; Lateral support:top=at supports,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 78 Fv' = 207 fv/Fv' = 0.38 Bending(+) fb = 1304 Fb' = 1428 fb/Fb' = 0.91 Live Defl'n 0.16 = L/661 0.29 = L/360 0.54 Total Defl'n 0.31 = L/340 0.44 = L/240 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 1959, V design = 1688 lbs Bending(+) : LC #2 = D+S, M = 4285 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) EI = 76e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. r=-_O/� p T E* MEMBER REPORT Floor,FJ-1 PASSED 1 piece(s) 11 7/8"TM® 210 @ 16" OC Overall Length: 19'7" • • 0 All Dimensions Are Horizontal;Drawing is Conceptual Member action(lbs) 643 @ 19'3 1/2" "� n r,u 1 �vmf ....:: System:Floor 1134 Passed(58%) 1.00 1.0 D+1.0 L(Alt Spans) Member Type:Joist Shear lbs 1655 Passed(39%) 1.00 1.0 D+1.0 L(Alt Spans) Building Use:Residential Moment(Ft-lbs) 2849 @ 11'6 3/4" 3795 Passed(75%) 1.00 1.0 D+1.0 L(Alt Spans) Building Code:IBC Live Load Defl.(in) 0.344 @ 10'6 1/8" 0.443 Passed(L/619) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.456 @ 10'8 13/16" 0.886 Passed(L/466) -- 1.0 D+1.0 L(Alt Spans) TJ-Prou"Rating 45 45 Passed -- •Deflection criteria:LL(L/480)and TL(1/240). •Overhang deflection criteria:LL(21/480)and TL(2L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'9 5/16"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"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro""Rating include:1/2"Gypsum ceiling. goo 1411 0.1-� ¢un� f .�v,¢ y . 9s � a 33 y� IIt ! yN 1-Plate on concrete-SPF3.50" 3.50" 3.50" In ,. . 568 565 401 1534 Bloccking 2-Plate on concrete-SPF 3.50" 2.25" 1.75" 179 484 -34 663/-34 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. moi- „ . -e ,y: awl We i�, ' .. . "� �, -� ' OW -Unifomi(PSF) 0 to 19'7" 16" 12.0 40.0 Residential-Living Areas 2-Point(PLF) 0 16" 245.0 - 275.0 Residential-Using Areas 3-Point(PLF) 12'6" 16" 80.0 - Residential-Living Areas as 4 �� 7a ' Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and publisheddesign values. SUSTAINABLE FORESTRY INITIATIVE 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. The product application,input design loads,dimensions and support information have been provided by MW } Forte•SoftWare;Operator • • ,tooNotes 6/22/2012 9:42:50 AM • Forte v3.5,Design Engine:V5.5.3.2 Meiko Winnig Bouch Residence WDY,Inc. Remodel&Addition (503)203-8111 Tigard,OR 97224 1ZO93fj.4fe meiko@wdyi.com Page 1 of 1 COMPANY PROJECT ��, WDY, Inc. Bozich Residence 1 00 WO rks Structural*Civil Engineers Remodel&Addition Portland,OR Tigard,OR $(WARE FOR-WOOD O€S'r h ph 503.203.8111 12093dj 1.wwb June 20,2012 15:15 Design Check Calculation Sheet Sizer 8.11 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit Loadl tern Start End Start End Dead Full Area No 8.00 (24.0)* psf Load2 Live Full Area Yes 40.00 (24.0)* psf *Tributary Width (in) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) 0' 1'-6A A 10'-6" 161 Un factored: Dead 97 Other 437 169 26 Factored: 761 204 Uplift Total66 Bearing: 534 930 230 Load Comb #0 #5 #8 Length 0.00 0.94 56 Cb 0.00 1.40 1.20 0.56 1.20 1.00 Lumber-soft, Hem-Fir, No.2,2x8" Floor joist spaced at 24"c/c;Self-weight of 2.25 plf included in loads; Service:wet;Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 64 Fv' = 145 fv/Fv' = 0.44 Bending(+) fb = 630 Fb' = 1173 fb/Fb' = 0.54 Bending(-) fb = 687 Fb' = 1127 fb/Fb' = 0.61 Deflection: Interior Live 0.13 = L/812 0.30 = L/360 0.94 Total 0.17 = L/639 0.45 = L/240 0.38 Cantil. Live -0.08 = L/230 0.10 = L/180 0.78 Total -0.10 = L/184 0.15 = L/120 0.65 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - 1.00 1.00 1.00 8 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 4 Fb'- 850 1.00 1.00 1.00 0.961 1.200 1.00 1.15 1.00 1.00 8 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 E' 1.3 million 0.90 1.00 - - - - 1.00 1.00 - 4 Emin' 0.47 million 0.90 1.00 - - - - 1.00 1.00 - 4 Shear : LC #8 = D+L (pattern: _LL), V = 523, V design = 464 lbs Bending(+) : LC #4 = D+L (pattern: _L_), M = 690 lbs-ft Bending(-) : LC #8 = D+L (pattern: _LL), M = 752 lbs-ft Deflection: LC #4 = D+L (pattern: _L_) (live) LC #4 = D+L (pattern: L ) (total) EI = 62e06 lb-in2 - - Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind. I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load Pattern: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ICC-IBC I7 COMPANY PROJECT III00 o r s- WDY, Inc. Rech Residence Structural*Civil Engineers Remmodell&&Addition Portland,OR Tigard,OR soprwAREFottWOOD vE xx ph 503.203.8111 12093db1.wwb June 20,2012 15:27 Design Check Calculation Sheet Sizer 8.11 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 8.00 (9.00)* psf Load2 Live Full Area Yes 40.00 (9.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : )i 0 1,_6" 8' 14'-6'1 Unfactored: Dead 321 Other 1642 608 192 Factored: 2925 1039 Total 1962 Bearing: 3533 1231 Load Comb #0 #5 #8 #7 Length 0.00 1.69 3.34 Cb 0.00 1.22 1.00 1.11 1.00 Lumber-soft, Hem-Fir, No.2,4x8" Self-weight of 5.24 plf included in loads; Service:wet;Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 89 Fv' = 145 fv/Fv' = 0.61 Bending(+) fb = 678 Fb' = 1095 fb/Fb' = 0.62 Bending(-) fb = 895 Fb' = 1102 fb/Fb' = 0.81 Deflection: Interior Live 0.08 = L/958 0.22 = L/360 0.38 Total 0.10 = L/805 0.32 = L/240 0.30 Cantil. Live -0.06 = L/292 0.10 = L/180 0.62 Total -0.07 = L/261 0.15 = L/120 0.46 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 1.00 1.00 1.00 8 Fb'+ 850 1.00 1.00 1.00 0.991 1.300 1.00 1.00 1.00 1.00 7 Fb'- 850 1.00 1.00 1.00 0.998 1.300 1.00 1.00 1.00 1.00 8 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 E' 1.3 million 0.90 1.00 - - - 1.00 1.00 - 7 Emin' 0.47 million 0.90 1.00 - - - - 1.00 1.00 - 7 Shear : LC #8 = D+L (pattern: _LL), V = 1773, V design = 1509 lbs Bending(+) : LC #7 = D+L (pattern: L_L), M = 1733 lbs-ft Bending(-) : LC #8 = D+L (pattern: _LL), M = 2287 lbs-ft Deflection: LC #7 = D+L (pattern: L_L) (live) LC #7 = D+L (pattern: L_L) (total) EI = 144e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load Pattern: s=S/2, X=L+S or L+Lr, =no pattern load in this span Load combinations: ICC-IBC 1z' COMPANY PROJECT . ._ _ 11110 WDY, Inc. Bozich Residence Doti\11 Ir" Structural*Civil Engineers Remodel&Addition V Y 0 i i\.7 Portland,OR Tigard,OR SOfFWARf:FOR WOOD D IGN ph 503.203.8111 12093fb1 a.wwb July 10,2012 08:22 Design Check Calculation Sheet Sizer 8.11 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 178.0 plf Load2 Snow Full UDL 100.0 plf Load3 Live Full UDL 27.0 plf Load4 Wind Point 8.00 2700 lbs Load5 Wind Point 3.00 -1800 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS(in) : Ip' 121 Unfactored: Dead 1146 1146 Other 600 2112 Factored: Total 1746 2730 Bearing: Load Comb #6 #4 Length 0.67 1.04 Cb 1.00 1.00 PSL,2.0E,2.0E,3-1/2x11-7/8" Self-weight of 12.99 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 88 Fv' = 464 fv/Fv' = 0.19 Bending(+) fb = 1259 Fb' = 3837 fb/Fb' = 0.33 Live Defl'n 0.10 = <L/999 0.40 = L/360 0.24 Total Defl'n 0.23 = L/617 0.60 = L/240 0.39 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.60 - 1.00 1.00 - 1.00 4 Fb'+ 2900 1.60 - 1.00 0.826 1.00 - 1.00 1.00 - - 4 Fcp' 750 - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - 4 Emin' 1.04 million - 1.00 - - - - 1.00 - - 4 Shear : LC #4 = D+.75(L+S+W), V = 2730, V design = 2447 lbs Bending(+) : LC #4 = D+.75(L+S+W), M = 8630 lbs-ft Deflection: LC #4 = D+.75(L+S+W) (live) LC #4 = D+.75(L+S+W) (total) El = 977e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor.