The URL can be used to link to this page

Plans (79) S 73t v&3 (e-( ( 7 O10570 SE Washington St 212 ENGINEERING, LLC Porte Portlandnd,, OR 97216 STRUCTURAL ENGINEERING Tel. I ,.�, VED Fax.51-3 DEC 3 0 2015 LATERAL ANALYSIS CITY OF TIG RD BUILDING DIVISION ION December 2, 2015 Mascord Plan: 22166 - FOUR D CONST. Medallion Meadows - Lot 14 Tigard, OR 97224 100 mph 3-Second Gust, Exposure B Seismic Category D 2012 IBC /2014 OSSC Mascord Design Associates 2187 NW Reed St, Suite 100 Portland, OR 97210 Tel. 503-225-9161 PRO,1 . Rowell Engineeringrc, Project Number: ' 58367- 150367 0 •22,ACP Or ROI'EXP ' y S: DEC. 31, tall EXCLUSION OF LIABILITIES I.DISCLAIMER AND RELEASE BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESS OR IMPLIED),OBLIGATIONS,AND LIABILITIES OF ROWELL ENGINEERING AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST ROWELL ENGINEERING(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCOMFORMITY,IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. II.EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES ROWELL ENGINEERING SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT (INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCEDENTAL OR CONSEQUENTIAL DAMAGES. III.THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. .. t t ALAN DESIGN, r, FIECE121/!;:i- 7-': °'. : '!: ASSOCIATES, I R'L / G f f' OPTION PLAN 22166 BY FOUR D CONSTRUCTION (TRUSS ROOF DESIGN) GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 40# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St.Suite#100 PORTLAND,OR. 97210 BEAM ANALYSIS v1.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR • Client: FEENEY RESIDENCE Project : 22166 Location: R1- MULT RAFTERS OVER GREAT RM Date: 10-21-2008 ••••••••••••••••••••• Calculation By: L.A.W. Comment: (3) 2 X 8 DF #2 OK BEAM AND LOAD DIAGRAM NONNHORNMENHNOHNOff A • R1 R2 Reaction R1 = 1, 060 . 8 lbs. Reaction R2 = 1, 389 .2 lbs. Total load = 2,450 . 0 lbs. Dimensions: Clear span = 12 . 0 feet, no overhang. No point loads. No triangular loads . Uniform beam weight= 40 lbs/lf (= 480 lbs. total) . Uniform loads: U1 = 197 .0 lbs/lf at 2 . 0 feet to 12 . 0 feet. Deflection limit (live load plus dead load).:: 1/240 . BEAM TYPE WOOD: DFL-REPET 2X8 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES. REQUIRED ACTUAL Shear (lbs) 1, 389 .2 FV 95 . 0 Area • (Sq. In. ) 22 33 Moment (ft-lbs) 4, 069 . 0 FB 1, 240 . 0 Sect .Modulus 39 39* Deflection (in) 0 .60 E 1 . 60E6 Mom.Inertia 109 143 Actual Maximum Deflection = 0 .46 inches. Maximum Deflection occurs at 6 . 0 feet. Maximum Moment occurs at 6 . 0 feet. MINIMUM BEAM SIZE (W x H) : 4.500" by 7 .246" MINIMUM BEAM AREA (Sq. In. ) : 32 . 61 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL ,Project:22166 FOUR D CONST page Location: U1 -BM OVER GREAT RM , , Patrick J.Burke Burke Drawings, Inc. Multi-Loaded Multi-Span Beam t U K IC C 7040 S.E. 118TH DR [2012 International Building Code(2012 NDS)] AUi10''r�.aPORTLAND,OR 97266 or 5.125 IN x 13.5 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/20/2015 4:53:18 PM Section Adequate By:25.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN U505 Dead Load 0.25 in Total Load 0.64 IN U307 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3671 lb 3671 lb Dead Load 2359 lb 2359 lb Total Load 6030 lb 6030 lb TR1 Bearing Length 1.81 in 1.81 in BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft A 16.5 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.25 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 286 plf Uniform Dead Load 168 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 469 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=9.00 Left Live Load 159 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 103 plf Cd=1.00 Right Live Load 159 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 103 plf Comp.-I-to Grain: Fc--L= 650 psi Fc--L'= 650 psi Load Start 0 ft Load End 16.5 ft Controlling Moment: 24877 ft-lb Load Length 16.5 ft 8.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -6031 lb 16.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 124.38 in3 155.67 in3 Area(Shear): 34.14 in2 69.19 in2 Moment of Inertia(deflection): 820.8 in4 1050.79 in4 Moment: 24877 ft-lb 31134 ft-lb Shear: -6031 lb 12223 lb NOTES BEAM ANALYSIS v1.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: FEENEY RESIDENCE Project: 22166 Location: U2- DR HDR AT BR. 3 Date: 10-21-2008 •••••••••••••••••••• Calculation By: L.A.W. Comment : 6 X 10 DF #2 OK BEAM AND LOAD DIAGRAM OBWMIff R1 R2 Reaction R1 = 1, 347. 5 lbs. Reaction R2 = 1,347. 5 lbs. Total load = 2, 695. 0 lbs. Dimensions : Clear span = 5 . 0 feet, no overhang. No point loads. No triangular loads . Uniform beam weight= 5 lbs/lf (= 25 lbs. total) . Uniform loads: Ui = 534 . 0 lbs/lf at 0 .0 feet to 5 . 0 feet. Deflection limit (live load plus dead load).: 1/300 . BEAM TYPE WOOD: DFL-SINGL 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1, 347 .5 FV 85 . 0 Area (Sq. In. ) 24 28 Moment (ft-lbs) 1, 684 .4 FB 875 . 0 Sect.Modulus 23 23* Deflection (in) 0 .20 E 1.30E6 Mom. Inertia 29 58 Actual Maximum Deflection = 0 .10 inches. Maximum Deflection occurs at 2 .5 feet. Maximum Moment occurs at 2 .5 feet. MINIMUM BEAM SIZE (W x H) : 5 .500" by 5 . 020" MINIMUM BEAM AREA (Sq. In. ) : 27. 61 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL BEAM ANALYSIS v1.5 SfIAk4-- ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (5031 " --9161 Portland, OR Client: F€ 'RAzzsiB cam' Project: 22166 i Location: M1 - FRONT PORCH BEAMS Date: 10-25-2006 :�-� :. z, Calculation By: > ,5k > P.J.B.P_JB Comment: USE 4 X 10 #2 D.E. BEAM AND LOAD DIAGRAM • A Rl R2 Reaction R1 = 1,302.0 lbs. Reaction R2 = 1,302.0 lbs. Total load = 2,604.0 lbs. Dimensions: Clear span = 10.5 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 8 lbs/if (= 84 lbs. total) . Uniform loads: U2 = 90.0 lbs/if at 0.0 feet to 10.5 feet. U1 = 150.0 lbs/If at 0.0 feet to 10.5 feet. ---Deflection--limit (live load plus-dead- load). : 1/360. . _._.. J:y;_:::{.:4':.E::f•:x}•:.•.•.v:.v..�. .. , ;.Ly+r•{';'i...'ti•:,`.;;'•.;:fi:::::::`{:`xs:!,{F-:r�; :a•>».at•� - .v.. .r.4..r.2...•,.<.:�r•:••:+�:xt{a.}r>:..•.•x.r.•r:.v.,... ...•.}:::j?•??:r,.3.:a.,.�?'•::{...... A.: r;4.;t�.:2-.::f3}.Y,..x:n$?k :-s : .at....a.,v sa•.:.:ter::•.:••:c:;:...R.}{ti•,^;::•a -a:}»}:.ax.{:r::a:c• 4:•}rr,'..f.:4?iE:'/r.{:,'k;{53:::2oG:de••.o;:ass`•::•aan:•}} :}:}:•:} a•`:'{:;:}f!': rr2:x{t::;2:::.;.•:2•;.+:•:y}.;:.,, •,c.ryx-::•�ax.'3 's:ticf .;:.::a BEAM TYPE WOOD: DFL-SINGL 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear {lbs) 1,302.0 FV 95.0 Area (Sq.In.) 21 29 Moment (ft-lbs) 3,410.0 FB 990.0 Sect.Modulus 41 41* Deflection (in) 0.35 E 1.60E6 Mom.Inertia 120 174 :7.,'.:;�::,t`;;>:n:: ��C.c3:,'t;�::i:.•::?:%}a�:'=<:''::::::vti::;":;?i};::x{.;}K?.::aa:._s,.:t.,-x:•};;:•.:�:.+:.:..:•::a a..., . , •::'s(.:�:a.4l�.�:w v::{.:r-}:{:a4:4:/..Y•:}•::v:}.'ixk..:: :'••.:t:b}:s:x..�:4x••r.::}:x•;:so:•:::a:•.,:a Y$ }Yta+::S:-:2{.:i::J::ji4:: t:a?Y:... ..:n.}nx:jY:!^iti}}•i:ii:::..._..:•aa>:hv::.v... ...2:: i:rf:2}' :•t•:r'. ....4xv:.i?!:x......a...::4.k':.:.:..i:�•:: ...5•.v:}v .:.�:a }r:4.;X,..:{ a-:?�a.'$:ia. .'k?•'k}t� xv.:>r:}•'Iry ..rr:4•n.:.}..:x.....a..:..a..::t0:}r.;i:{i:':::}:2:i , '.i` .a,`h •;aa?S`a•a . . ....... ..S:�.ay..:....:'rK':iQrAa': .... •?'{:??4?.., r: Actual Maximum Deflection = 0.24 inches. Maximum Deflection occurs at 5.0 feet. Maximum Moment occurs at 5.0 feet. MINIMUM BEAM SIZE (W x H) : 3.500" by 8.418" MINI In.) : 29.46 VERIFY WITH BUILDING OFFICIALrPRIOR (TO.MAKING MATERIAL SUBSTITUTIONS ORIGINAL BEAM ANALYSIS v1.5 5AK= ROOF • PREPARED BY: Alan Mascord Design Associates, Inc. t (503) 225-9161 Portland, OR Client: Fee14 EY R,BEf lc...•-'E •: Project: 22166 DINING FRONT WINDOW IIOR '- Location: M2 - �`'� Date: 10-25-2006 Calculation By: P.J.B. Conment: USE 6 X 8 #2 D.F. BEAM AND LOAD DIAGRAM 1111111111111 A • Ri R2 Reaction R1 = 2,184.0 lbs. Reaction R2 = 2,184.0 lbs. • Total load = 4,368.0 lbs. Dimensions: Clear span = 6.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= gibs/lf (= 48 lbs. total) . Uniform loads: U1 = 720.0 lbs/if at 0.0 feet to 6.0 feet. Deflection limit (live load plus dead load) : 1/360. ... ....:..v•:':t•..::Jtv'ti{4^:�:.Y:.;•:.:rl'{ti{.ii:..::.... :...:• .:.�}:•'-:`_::.v..n� ::.a::.:•:r.:`v:-' ::.}r ...:•/:�:•:h•..v•..•...v,.::r.;..j•:.:::•S:':3'{`.:<::.r.:k.y::r.:'..:.::•:::•{tii•,'•'' :.::::ti ::.._jti:�lif:•:=:•.•?ii:ii:�:•::: ..:..s. ......,;•.•s..+sfrt:j;v.:h:�};r{:-:ri r.;C:iar:}fi:+•::;:�•':n:•;5;:'}t:r;.:::{.;r?�:tfi;.;.;t;`.i;:::'v.ri::::';::�:':.i;•.r..rr......... BEAM TYPE WOOD: DFL-SINGL 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 2,184.0 FV 85.0 Area (Sq•In.) 39 39* 45 Moment (ft-lbs) 3,276.0 FB 875.0 Sect.Modulus 454 1585 1 Deflection (in) 0.20 E 1.30E6 Mom.Inertia .:r;..•n}.::::•:•2?=S<`rs::x::`R� s�;`�`•:+c_{;::s:�+::;:•'.,x_':u�:tr:4�:::2}{�:{4>x``};;;:,x?k•:3;;`~':•r•�`;•rs;::":.;,>:xi••,'•::3t y. ?.::n}.;xucr�^+ `:x:::;45::: '`.'a}::.ti:t�:r:�.ficq:t;^:�••::2;:x•.:•:.::ict,:fii�.. ..tom.:.: 4 ....:.�:..s+ •:.••.. :i}: .. �r::4..'. :..:ti?Y{;:\:;:':::T`.• �'{•v:. � i.:t}ti{�h�'}}:r:•:{{•7':•:•F�:.:ryr.•.4AY•.i:i.::.:..•C-..L:.•v•v{4 r. $::<sr:�:}si}`:%::¢fi:Ci2t:+Y:v>i3 }:ii:�4-::.iv>.::ti-07i:•:.i•:�i:+.�'}n`u�:i� Actual Maximum Deflection = 0.10 inches. •• Maximum Deflection occurs at 3 .0 feet. Maximum Moment occurs at 3 .0 feet. MINIMUM BEAM SIZE (W x H) : 5.500" by 7.007" MINIMUM BEAM AREA (Sq.In.) : 38.54 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL BEAM ANALYSIS v1.5 54Ak< ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: FCE)Jizy RAFsiaNcq Project: 22166 Location: M3 - DINING / FOYER OPN'G HDR Date: 10-25-2006 Calculation By: P.J.B. Comment: USE 5.125" X 9" GLU-LAM BEAM AND LOAD DIAGRAM P1 4 A A R1 I R2 • Reaction R1 = 3,795.6 lbs. Reaction R2 = 1,357.4 lbs. Total load = 5,153.0 lbs. Dimensions: Clear span = 8.5 feet, no overhang. Point loads: P1 = 2,750.0 lbs. at 1.0 feet. No triangular loads. Uniform beam weight= 8 lbs/if (= 68 lbs. total) . Uniform loads: U2 = 230.0 lbs/lf at 0.0 feet to 8.5 feet. ... ........... . .. .... . .. Dl 380.0- lbs/lf at 0.0' feet to ....1.0 feet Deflection limit (live load plus dead load) : 1/360. ».:Kt}:�.}•n;ry'^it:i:::ti xh .:,ry:{g.:}.:rtir:¢}}::4}:?irr}}:•Y':v,..:vr'::�::. r•.,:v.: i�:1:i;i}{X::::. ...{,.;.,... Sri':'{�� ...{: ..{r •.}::ti::}i}:v 4i:w::v.. ...v. r'..5t_.'S.}.w.i..'•ii}::v:;.:::::::::{r t•:.h:::•.:?:::-... ., :r.a� :::}>::i::jYi:: .Ylr•Y.{•:fi:.,}i}•.i:•':'?vY:;M :.:..:.....:...::.r::yit{*:{v:•i?•1.�:-:�•'r}Xi{•:6:•:4;ra'r.•Y•:{•}'-�:rr:}} :v 7v[•:;rri::>rr:•:t:?•:ii•.�.:.v....:,�:.-r.,:r•:•: : r.\.: •.;:i:}� BEAM TYPE LAM : GLULAM (2400 Pb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 3, 795. 6 FV 240.0 Area (Sq.In.) 24 31 Moment (ft-lbs) 3, 865.9 FE 2,400.0 Sect.Modulus 19 32 Deflection (in) 0.28 E 1.80E6 Mom•Inertia 99 99* _=;?:�::&::1::7:5 t?t;;N:•x-:ta:::xn}::::;:{c;:::f`i:}':?r+':,•,;.;:.,r:}}n:�:,.}?:•}}:}:•>,:•::}:: r.•:}.:.�:;:4C; .n'v. ...,.h,.:..:�i�:i'?s1:�a•:CkX,,}.:Sti3:;:'::.�:•:t••:•,�:::)...•i.'{•}'-';:iivt.::l: •'•::c:°=' ,•2`i?•+t}::•:xr• ..±av- ..:c.,. .;t,r;:,:.w,c.{,.tt. ::ti}�k:t;,}:}}:;-:::?•r} :•:•:x.}}rn•.;fi.r-:.....:.:•},_,. ..so't•::.;::::.,x.:,::.::t`..:?>..............{4�>{:R{i:,-.:•'tN::.....t•::'-"•r}•::::::. Actual Maximum Deflection = 0.28 inches. Maximum Deflection occurs at 4.0 feet. Maximum Moment occurs at 3.0 feet. MINIMUM BEAM SIZE (W x H) : 5.125" by 6.143" MINIMUM BEAM AREA (Sq.In,) : 31.48 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL BEAM A N A L Y S I S v1.5 -S1lAkr= ROOF €` PREPARED BY: Alan Mascord Design Associates, Inc. ; (503) 225-9161 Portland, OR -.,. Client: F EY iZ ---sioioni Project: 22166 :. Location: M4 - LAM JSTS 0/ FOYER HALL BY STAIR ��hJ `' y^ h ,yt{ Date: 10-25-2006 '.;;::: .• . :��<.:�• Calculation By: P.J.B. Comment: USE (2) 2 X 10 #2 D.F. BEAM AND LOAD DIAGRAM laiN • A R1 R2 Reaction R1 = 780.0 lbs. Reaction R2 = 780.0 lbs. Total load = 1,560.0 lbs. Dimensions: Clear span = 7.5 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 8 lbs/1f (= 60 lbs. total) . Uniform loads: U1 = 200.0 lbs/if at 0.0 feet to 7.5 feet. Deflection limit (live load plus dead load) : 1/360. v:}:::: iso.r._..: :.}\;.••4.-:v{::ys::::•Y:i�r•}••ti•:+Cih:�XiCnY•:vi-i}:}�•:-::}';ii:+; .:}k•::'-:.:s:• _ s r...Li.? ,,f.,:..:nv:::;:_.;•J.y.: :..... {. ::f•::•¢ : •i.•�SiJ�.i-t:h:i-:•{,.s:•.tits:x::Y:ss}:.L:ry'.v?A... .......:.....::i?:{.:?:.n-._::v•.....:::}}}:'r:::4::•�v:i.4+:.L•:iV:4:•..`-.•.vf.4.:.4.v.v..::.�:{!•::•ti •••l.:{!i• BEAM TYPE WOOD: DFL-REPLY 2X10 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 780.0 FV 95.0 Area (Sq.In.) 12 12* Moment (ft-lbs) 1,456.0 FB 1, 135.0 Sect.Modulus 15 - 19 Deflection (in) 0.25 B 1.60E6 Mom.Inertia 37 88 }:;?•s.>:�::?..;!.x.::•G:":;:e.,:>:ti•?:.;r?:yc-•'+r::4:{.;'•}:<;;.�r y:L'i3}:bfcr.'ii:>_r;:::r:;`:? a:?.}:•}}:.:}}}i.Y{•:_•::;}fin}k}}:i:��'�:}:i��,ny}}:n}v.}•.};::.n}::i-. ..4...{•.. !J...:•t...•s:•..t:.s•R:•:�•}Iivini:.:.i::'::?::t' i':ric:;�•:•::.;:yti.}.:,.,.,.,.:_.::::• }fxn.:,,:c!:t:.}}:;Ct y.,}.:+.:^::'`?:.•.: ' Y•'!•: ....-.:}.r.:::x•}x•:{vr:x•:?•}::.•}:i:t...-:. ... ,..:. : ." •:•}}: :vr:..• s•. _�:}:?tib.:{::s ss,:..+is.:.._...s.:.e:t.•:r:.v•_•} Actual Maximum Deflection = 0.10 inches. Maximum Deflection occurs at 3 .5 feet. Maximum Moment occurs at 3.5 feet. MINIMUM BEAM SIZE (W x H) : 1.331" by 9.250" MINIMUM BEAM AREA (Sq.In.) : 12.32 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL COMPANY PROJECT ®a (� ALAN MASCORD DESIGN ASSOCIATES,INC. FEENEY I I00dVVo r ks 1305 N.W.18TH.AVENUE RESIDENCE PLAN PORTLAND,OREGON 97209 22166 SO WAREFOR WOOD DESIGN Oct 21,200810:55:18 M5-BM OVER r)ININC Design Check Calculation Sheet Beam1 Sizer 2002a LOADS: (lbs,ie,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loads Constr. Partial UDL 884.0 884.0 0.00 1.00 No Load2 Constr. Partial UDL 884.0 884.0 6.00 7.00 No Load3 Constr. Partial UDL 300.0 300.0 1.00 6.00 No Load4 Constr. Partial UDL 764.0 764.0 7.00 11.50 No Load5 Constr. Point 1348 1.00 No Load6 Constr. Point 1348 7.00 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : u. = .. '. .. ...... A 11'-6" Dead 108 Live 4704 108 Total 4812 4698 Bearing: 4805 Length 1.0 1.0 Glulam-Simple,VG West.DF,24F-V4,8-3/4x9" Self Weight of 18.7 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations:ICC-IBC; SECTION vs.DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 79 Fv' = 237 fv/Fv' = 0.33 Bending(+) fb = 1392 Fb' = 3000 fb/Fb' = 0.46 Live Defl'n 0.32 = L/437 0.38 = L/360 0.82 Total Defl'n 0.33 = L/422 0.38 = L/360 0.85 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = C, M = 13705 lbs-ft Shear : LC# 2 = C, V = 4698, V@d = 4139 lbs Deflection: LC# 2 = C EI= 956.80e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 113 points of a span(NDS Table 5.3.2). 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). ORIGIN 1 B EAM ANAL Y S I S vl. 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: FEENEY RESIDENCE Project: 22166 Location: M6- BM OVER KITCHEN Date: 10-21-2008 ••••••••••• •• ••••• Calculation By: L.A.W. Comment: 5 1/8" X 10 1/2" 24F GLU-LAM OK BEAM AND LOAD DIAGRAM MINBREMITIMMEN ♦ ♦ I I R1 R2 Reaction R1 = 4, 778 .3 lbs. Reaction R2 = 4,778 .3 lbs . Total load = 9, 556 . 5 lbs. Dimensions: Clear span = 11.5 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 67 lbs/lf (= 770 .5 lbs . total) . Uniform loads : U1 = 764 . 0 lbs/lf at 0 .0 feet to 11. 5 feet. Deflection limit (live load plus dead load) : 1/360 . BEAM TYPE LAM : GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 4, 778 .3 FV 240 . 0 Area (Sq. In. ) 30 53 Moment (ft-lbs) 13, 711.5 FB 2,400. 0 Sect.Modulus 69 91 Deflection (in) 0 .38 E 1.80E6 Mom. Inertia 471 471* Actual Maximum Deflection = 0 .38 inches. Maximum Deflection occurs at 5.5 feet. Maximum Moment occurs at 5 .5 feet. MINIMUM BEAM SIZE (W x H) : 5 . 125" by 10.335" MINIMUM BEAM AREA (Sq. In. ) : 52 . 97 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL BEAM ANAL Y S I S v1.5 54A1ces ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: PktrgeY tyAFtw DeNcsr Project 22166 Location: M8 - -NOOK PATIO DOOR HDR Date: 10-25-2006 smumma Calculation By: P.J.B. Comment: USE 6 X 8 #2 D.F. BEAM AND LOAD DIAGRAM INININIMININI • A 1 R1 R2 Reaction Ri = 1,464.0 lbs. Reaction R2 = 1,464.0 lbs. Total load = 2,928.0 lbs. Dimensions: Clear span = 6.0 feet, no overhang. . i No point loads. No triangular loads. Uniform beam weight= 8 lbs/if (= 48 lbs. total) . Uniform loads: U3. = 480.0 lbs/if at 0.0 feet to 6.0 feet. Deflection limit (live load plus dead load) : 1/360. :.:,ii.7:.>-:i•.7. :i}:rr,�_��.:::::;.;;n.,, ,..:i+i...:S•::8••7 .:- ::-4.�5.::•......•... .7:Y:::•:.:•::•::•.•:vt• ,.•i%.r•::ii::fi'-~.ia{ h.::•:•7:�}•- . ..¢....•.-...,a v::.� h. :.r-.i•}:n x.:::•77}Yn?'•:.,.. }....J::•?i...:v7:•77:•X{ri...:::r..:.............. ..fS::... .•r:iv: :,`i....7..•-:•X r.• •:.{.::::��.,::i. =.., .i.i ` .....:•::r?;c;.4'r.'i�'rY:{v"r::�•r:{C}ii: BEAM TYPE WOOD: DFL-SINGL 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1,464.0 FV 85.0 Area (Sq.In.) 26 32 Moment (ft-lbs) 2,196.0 FB 875.0 Sect.Modulus 30 30* Deflection (in) 0.20 E 1.30E6 Mom.Inertia 54 86 ::;5}tii F:77:{l:j-:i�ei:y: �;:•i?;�: }:��_ vk 7:S�:•Yi.: .:••SGFX•; :v+.:•.:{.:x..•r .'h-C"{'~;.:x •:'~\\�.4•..::••'.•'+tii+ ,.s��i ih �1•:'v'....,.. ..4:•r.}X47i?»7::::Ph7:a :nv.,v.vsv::•:,.. ..:i�:}::;..;�::t,;it:;:•i•:o:'.i`'.r:�'5:.,: .,:fi!..�k;.{.a:i ;:X.:,••-:-.?:;r....:.�:•.3.!.•::.: .i.;-. ...:ari:7::�2•l,':.'i:••;vi:52::.nx.::.•.:?•. s:,t•\•:' '•7:.•::.::::::r.:.:r.:. :h-w?•::v ••:.;,.r..:...:::i::::2:7R:;i'"cQ:n.::t•.:=:�::.::•a.'•:.:.:•t:.:::£�:q n.:•,};:it .,.;Y,,;h,:tt:G:-, ::k�fia,..:-;,sk;;...., -::7-,$� ..t.,.tct•:�?r::,..>k•::. : t +:..,r:r::a,,:: •�:h:<•:•ti�7•.?:s:r_:�:%:::;:::::x. }x :•?vr.:`+•;?:�<::l.�i Actual Maximum Deflection = 0.13 inches. Maximum Deflection occurs at 3.0 feet. Maximum Moment occurs at 3 .0 feet. MINIMUM BEAM SIZE (W x H) : 5.500" by 5.732" MINIMUM BEAM AREA (Sq.In.) : 31.53 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS •RIGINAL BEAM ANALYSIS v1.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: FEENEY RESIDENCE ii Project: 22166 Location: M9- TYPICAL REAR PORCH BM Date: 10-21-2008 ••••••••••••••••••••• Calculation By: L.A.W. Comment: 4 X 10 DF #2 BM OK BEAM AND LOAD DIAGRAM MaillaMMUM miNMINIIMIIINIIMINIMIN I R1 R2 Reaction R1 = 1, 252 . 0 lbs. Reaction R2 = 1,252 . 0 lbs. Total load = 2, 504 . 0 lbs. Dimensions: Clear span = 8 . 0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 8 lbs/lf (= 64 lbs. total) . Uniform loads: Ui = 305 . 0 lbs/lf at 0 .0 feet to 8 . 0 feet. Deflection limit (live load plus dead load) : 1/300 . BEAM TYPE WOOD: DFL-SINGL 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1,252 .0 FV 95. 0 Area (Sq. In. ) 20 25 Moment (ft-lbs) 2, 504 . 0 FB 990 . 0 Sect .Modulus 30 30* Deflection (in) 0 .32 E 1. 60E6 Mom. Inertia 56 109 Actual Maximum Deflection = 0 .16 inches. Maximum Deflection occurs at 4 . 0 feet . Maximum Moment occurs at 4 . 0 feet . MINIMUM BEAM SIZE (W x H) : 3 . 500" by 7.213" MINIMUM BEAM AREA (Sq. In. ) : 25 .25 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL BEAM ANALYS I S vl.5 'S ) ROOP PREPARED BY: Alan Mascord Design Associates, Inc. (503). 225-9161 Portland, OR Client: f2-sic„R- Project: 22166 Location: M10 - REAR PORCH GABLE BEAM Date: 10-25-2006 Calculation By: P.J.B. Comment: USE 4 X 10 #2 D.F. BEAM AND LOAD DIAGRAM A • Ri R2 Reaction R1 = 948.0 lbs. Reaction R2 = 948.0 lbs. Total load = 1,896.0 lbs. Dimensions: Clear span = 12.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight- 8 lbs/if (= 96 lbs. total) . Uniform loads: U1 = 150.0 lbs/if at 0.0 feet to 12.0 feet. Deflection limit (live load plus dead load) : 1/360. aDlciliugnimmo .h,v: .. :{.::r. '- ::$!7:}�$:i:::Yi�ii:•:d:i•},i. J?•}.•::•:h::.:::v.v. :__..h _ ••,•.T{:}i{'iiirin.•n !•:F:: }}::C{r::rr'':intix:ril%v.•-:•.:�:.,?: 'i: :n:::.v:.:.-.:S.:i=;J: .1.; BEAM TYPE WOOD: DFL-SINGL 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 948.0 FV 95.0 Area (Sq.In. ) 15 27 Moment (ft-lbs) 2,844.0 FB 990.0 Sect.Modulus 34 34* Deflection (in) 0.40 E 1.60E6 Mom.Inertia 115 133 �i?-: :��'-.-:`%i.;:`•ar:::o.;;.a,�S:::ika.a::rX:`•::•>}•;r:x;:r;;::r;•,ae:+;:y:-�:•:••.:.;:••}•„•x�• ;;;s.....:........:•.. .-�..:::-.`w.,;.;r,.,•::,•..:•.,ne .,::s.-;.:;..:..:,'.}r.:.'•. •:..t�:�'.[si.-:r:.,:>..,>: :!`;'�i:�:4•ti:a;:s: •c:;,,:�,•;.>.y,:;•-:•v':::.: x:;$;;l ::;}•.:.;._:.,. :.,o.:.::-_. ..,a,„�t.;;y:::.:A .,2.R.;r•:-•:`•,..... .:•.d:4`n'c:;%•�':rt,. .._.r..:•r. ...._.Y:...�;:tr.,..,. :........r. ....;,,a:�}�'-!n•�`'• rt;., .:}r.,iN,:,.,,,:.:.�c•:•::;,,;,. _ ,:Q.,.:�;t.., rr?.-:•_::::,•,r•,.}s.:>:;?�i ,7vi?:}h.-.,t4:Snt:+SCH{}.iro : xi.lvk:}:::::.;t:i{:i=!tv:::iii'�Sv� ti?'v�.[�::i??�iti 4::ii�i;iv:'`-':=i`?:St$'r�= :VS�:S .'.'•,-�:;:iri: Actual Maximum Deflection = 0.35 inches. Maximum Deflection occurs at 6.0 feet. Maximum Moment occurs at 6.0 feet. MINIMUM BEAM SIZE (W x H) : 3.500” by 7.687" MINIMUM BEAM AREA (Sq.In.) : 26.91 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGIN BEAM ANALYSIS v1.5 .-51.4,4 ROOF Q. PREPARED BY: Alan Mascord Design Associates, Inc. ' (503) 225-9161 Portland, OR Client: F.e €'( Z11::eN« : . Project: 22166 WINDOW HDR },. Location: MI1 - GREAT RM REAR , r � Date: 10-25-2006 < „ ; :} Calculation By: P.J.B. Comment: USE 6 X 8 #2 D.D.F BEAM AND LOAD DIAGRAM MOM A A R1 R2 Reaction R1 = 895.0 lbs. Reaction R2 = 895.0 lbs. Total load = 1,790.0 lbs. Dimensions: Clear span = 5.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 8 lbs/lf (= 40 lbs. total) . Uniform loads: U1 = 350.0 lbs/lf at 0.0 feet to 5.0 feet. Deflection limit (live load plus dead load) : 1/360. ;r{.:: ^•:4:fi::i': ?i�i�Gv'i�{.'i:{:;'.�it ti:;}{.v:ys ::}7::•k-•=•:L:ci•::-fiv ..5,yr•^�.''•.-.:-::-:h.... .t..'...' ,.::L.:.:....:..:..?,:j?•:.y.?C:''�r-'; ....:,..a.......... BEAM TYPE WOOD: DFL-SINGL 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 895.0 FV 85.0 Area (Sq.In•) 16 23 Moment (ft-lbs) 1,118.8 FB 875.0 Sect.Modulus 15 15* Deflection (in) 0.17 H 1.30E6 Mom.Inertia 23 31 ':•.Y..:{ri^:n:?.y}vnan-L,^:•jrL'•.L{.?•'L?{:,:?v.:i�;t:i�:i �"'•{:kti{S:?:i>{:jf+i>>}:i:v::.;Sr,:n•�•.<bi-.i•}{:':{:4'r ..._:•:•::-.�:;...•.; .n•:••::.J:}';•:^':••:<{•}_k:X:;vti?:':;?.: _.P::�-.::.::v?�. L A y,.:•.�•:?: ... n_ ti i:iitiY•..:•::•:h}:{:i: S:Sii :.;)..�;}.,aL.$.):r:r.:'^:3:.•.,:_L_.._...^:::;L: :•+tL..•:::t{r,:,.;.;.:h::^.ti".,+..:,,•L�,....L•:.L:,?.i:�:.�;•.Y:,:..r+..-,:r::::•::::�::i K:^^:�; hr.;;;;:rr.�::.: _ �:rt�,.:•:2eiii`:}:i{i: V L..L.:::.i•::.�•:.:?..ee.......r...Y. S:.:i-i?n.:4'Nk: Y'.:-:r'^:S�'"'uv:_:•.�S�ni^'i:�til:�i~�LY:;:.:.......n...........r.::tka:,-ac}i:L x•:tint.•;.. Actual Maximum Deflection = 0.12 inches. Maximum Deflection occurs at 2.5 feet. Maximum Moment occurs at 2.5 feet. MINIMUM BEAM SIZE (W x H) : 5.500" by 4.091" MINIMUM BEAM AREA (Sq.In.) : 22.50 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS i B E A M A N A L Y S I S vi.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client : FEENEY RESIDENCE Project : 22166 • Location: M13- MULT JSTS OVER HALL BY MASTER Date: 10-21-2008 Calculation By: L.A.W. Comment : (2) 2 X 10 DF #2 OK BEAM AND LOAD DIAGRAM IMMMMIMMI R1 R2 Reaction Ri = 758 . 0 lbs. Reaction R2 = 758 . 0 lbs. Total load = 1, 516 . 0 lbs. Dimensions: Clear span = 4 . 0 feet, no overhang. No point loads. No triangular loads . Uniform beam weight= 4 lbs/lf (= 16 lbs. total) . Uniform loads: Ul = 375 . 0 lbs/lf at 0 . 0 feet to 4 . 0 feet. Deflection limit (live load plus dead load) : 1/360 . BEAM TYPE WOOD: DFL-SINGL 2X10 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 758 . 0 FV 95 .O Area (Sq. In. ) 12 13 Moment (ft-lbs) 758 .0 FB 990 . 0 Sect.Modulus 9 9* Deflection (in) 0 .13 E 1. 60E6 Mom. Inertia 10 20 Actual Maximum Deflection = 0 . 07 inches. Maximum Deflection occurs at 2 . 0 feet. Maximum Moment occurs at 2 .0 feet . MINIMUM BEAM SIZE (W x H) : 3 . 000" by 4 .287" MINIMUM BEAM AREA (Sq. In. ) : 12.86 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL MMM..MMMIM.l..MMlM.lM.MlMMMlMMMIIMMlmlmImImIu7 B E A M A N A L Y S I S vl.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: FEENEY RESIDENCE Project: 22166 Location: M17- 16/0 O.H. GARAGE DR HDR Date: 10-21-2008 •••••••••••••••• ••• Calculation By: L.A.W. Comment: 5 1/8" X 12" 24F GLU-LAM OK BEAM AND LOAD DIAGRAM A • R1 R2 Reaction Ri = 4,496 .0 lbs. Reaction R2 = 4,496 . 0 lbs. Total load = 8, 992 .0 lbs. Dimensions: Clear span = 16 .0 feet, no overhang. No point loads. No triangular loads . Uniform beam weight= 16 lbs/lf (= 256 lbs . total) . Uniform loads: U1 = 546 . 0 lbs/lf at 0 . 0 feet to 16 . 0 feet . Deflection limit (live load plus dead load) : 1/300 . BEAM TYPE LAM : GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES . REQUIRED ACTUAL Shear (lbs) 4,496 . 0 FV 240 . 0 Area (Sq. In. ) 28 61 Moment (ft-lbs) 17, 984 . 0 FB 2,400 . 0 Sect.Modulus 90 121 Deflection (in) 0 .64 E 1.80E6 Mom. Inertia 718 718* Actual Maximum Deflection = 0 .64 inches. Maximum Deflection occurs at 8 . 0 feet. Maximum Moment occurs at 8 . 0 feet. MINIMUM BEAM SIZE (W x H) : 5 .125" by 11.892" MINIMUM BEAM AREA (Sq. In. ) : 60 . 95 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL BEAM ANALYSIS v1.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client : FEENEY RESIDENCE Project : 22166 Location: M18- DR HDR AT FOYER Date: 10-21-2008 Calculation By: L.A.W. Comment : 6 X 10 DF #2 OK BEAM AND LOAD DIAGRAM A • R1 R2 Reaction Ri = 1, 275 . 6 lbs. Reaction R2 = 1,275. 6 lbs. Total load = 2, 551 .3 lbs. Dimensions : Clear span = 6 . 5 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 7 lbs/if (= 42 .25 lbs. total) . Uniform loads : Ui = 386 . 0 lbs/lf at 0 . 0 feet to 6 .5 feet. Deflection limit (live load plus dead load) : 1/360 . BEAM TYPE WOOD: DFL-SINGL 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1, 275 . 6 FV 85 . 0 Area (Sq. In. ) 23 31 Moment (ft-lbs) 2, 060 .6 FB 875 . 0 Sect.Modulus 28 28* Deflection (in) 0.22 E 1.30E6 Mom. Inertia 55 78 Actual Maximum Deflection = 0.15 inches. Maximum Deflection occurs at 3 . 0 feet . Maximum Moment occurs at 3 . 0 feet. MINIMUM BEAM SIZE (W x H) : 5.500" by 5.552" MINIMUM BEAM AREA (Sq. In. ) : 30 . 54 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL page Project:22166 FOUR D CONST Patrick J.Burke Location:M12-FLUSH BM @ MSTR ENTRY DOOR r Burke Drawings, Inc. Multi-Loaded Multi-Span Beam b U f It 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] t4"11111;'l'` PORTLAND,OR 97266 (2)1.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/20/2015 4:53:18 PM Section Adequate By:35.9% Controlling Factor:Moment CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2459 Dead Load 0.02 in Total Load 0.05 IN L/1355 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 954 lb 954 lb Dead Load 777 lb 777 lb Total Load 1731 lb 1731 lb TRI Bearing Length 0.92 in 0.92 in w BEAM DATA Center ____ Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 278 plf #2-Douglas-Fir-Larch Uniform Dead Load 243 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 527 plf Cd=1.00 CF=1.10 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=9.00 Left Live Load 40 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 10 plf Comp.-I-to Grain: Fc—I= 625 psi Fc--L'= 625 psi Right Live Load 40 plf Right Dead Load 10 plf Controlling Moment: 2597 ft-lb Load Start 0 ft 3.0 Ft from left support of span 2(Center Span) Load End 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft Controlling Shear: -1731 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 31.47 in3 42.78 in3 Area(Shear): 14.43 in2 27.75 in2 Moment of Inertia(deflection): 35.05 in4 197.86 in4 Moment: 2597 ft-lb 3529 ft-lb Shear: -1731 lb 3330 lb NOTES Project:22166 FOUR D CONST page Patrick J.Burke Location:M14-GREAT RM BM @ BALCONY FLOOR TSI Burke Drawings, Inc. Multi-Loaded Multi-Span Beam b U ft It C 7040 S.E. 118TH DR [2012 International Building Code(2012 NDS)1 °c °'"""PORTLAND,OR 97266 of 3.125 IN x 10.5 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/20/2015 4:53:18 PM Section Adequate By:56.6% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN U564 Dead Load 0.11 in Total Load 0.46 IN U430 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 796 lb 1124 lb Dead Load 258 lb 340 lb Total Load 1054 lb 1464 lb Bearing Length 0.52 in 0.72 in TR1 TR2 BEAM DATA Center Span Length 16.5 ft mow. Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.11 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 7 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Left Live Load 80 plf 160 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 20 plf 40 plf Cd=1.00 Right Live Load 80 plf 160 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 20 plf 40 plf Comp.-I-to Grain: Fc-1 = 650 psi Fc- �'= 650 psi Load Start 0 ft ft Load End 9 ft 16.5 ft Controlling Moment: 5168 ft-lb Load Length 9 ft 7.5 ft 9.4 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1463 lb 16.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 25.84 in3 57.42 in3 Area(Shear): 8.28 in2 32.81 in2 Moment of Inertia(deflection): 192.52 in4 301.46 in4 Moment: 5168 ft-lb 11484 ft-lb Shear: -1463 lb 5797 lb NOTES Project:22166 FOUR D CONST page Patrick J.Burke / Location:M15-FLUSH BM 0/MSTR CLOSET TO TUB :r> Burke Drawings, Inc. Multi-Loaded Multi-Span Beam DOM M I(f 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] �d�°4J1 'IC%PORTLAND,OR 97266 (2) 1.5 IN x 9.25 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/20/2015 4:53:18 PM Section Adequate By: 101.9% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2365 Dead Load 0.01 in Total Load 0.04 IN U1858 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 845 lb 845 lb Dead Load 231 lb 231 lb Total Load 1076 lb 1076 lb Bearing Length 0.57 in 0.57 in w BEAM DATA Center —" ---mm — ;e Span Length 6.5 ft Unbraced Length-Top 0 ft A 6.5 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 260 plf #2-Douglas-Fir-Larch Uniform Dead Load 65 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 331 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 1748 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1076 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Red Provided Section Modulus: 21.19 in3 42.78 in3 Area(Shear): 8.96 in2 27.75 in2 Moment of Inertia(deflection): 30.12 in4 197.86 in4 Moment: 1748 ft-lb 3529 ft-lb Shear: 1076 lb 3330 lb NOTES page Project:22166 FOUR D CONST Patrick J. Burke Location:M16-FLUSH BM 0/MSTR TUB/SHWR -m Burke Drawings, Inc. Multi-Loaded Multi-Span Beam b U K it C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] :) '`%PORTLAND,OR 97266 5.125 IN x 10.5 IN x 14.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/20/2015 4:53:18 PM Section Adequate By: 18.3% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN U473 Dead Load 0.24 in Total Load 0.59 IN U284 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1815 lb 2747 lb Dead Load 1475 lb 1675 lb Total Load 3290 lb 4422 lb TR1 Bearing Length 0.99 in 1.33 in SEAM DATA Center w Span Length 14 ft ". i ,k e,r ,. E � �« Unbraced Length-Top 0 ft 1111Elin Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.24 Uniform Live Load 106 plf Notch Depth 0.00 Uniform Dead Load 142 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 260 plf Base Values Adjusted, POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 678 lb Cd=1.00 Dead Load 398 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc- I-= 650 psi Fc- = 650 psi Load Number One Left Live Load 300 plf Controlling Moment: 15402 ft-lb Left Dead Load 75 plf 7.0 Ft from left support of span 2(Center Span) Right Live Load 300 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 75 plf Controlling Shear: -4422 lb Load Start 6 ft At right support of span 2(Center Span) Load End 14 ft Created by combining all dead loads and live loads on span(s)2 Load Length 8 ft Comparisons with required sections: Req'd Provided Section Modulus: 77.01 in3 94.17 in3 Area(Shear): 25.03 in2 53.81 in2 Moment of Inertia(deflection): 417.78 in4 494.4 in4 Moment: 15402 ft-lb 18834 ft-lb Shear: -4422 lb 9507 lb N•TES page Project:22166 FOUR D CONST , Patrick J. Burke Location:M19-LAM JSTS 0/MSTR W.C. ,: ; Burke Drawings, Inc. Multi-Loaded Multi-Span Beam DOM T I(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] "1'1°`.'i9 PORTLAND,OR 97266 (2)1.5 IN x 9.25 IN x 7.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/20/2015 4:53:18 PM Section Adequate By:89.5% Controlling Factor:Moment - CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3372 Dead Load 0.03 in Total Load 0.05 IN L/1619 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 511 lb 511 lb Dead Load 553 lb 553 lb Total Load 1064 lb 1064 lb TR1 Bearing Length 0.57 in 0.57 in w BEAM DATA Center ---- ,,.�--u— e a Span Length 7 ft iii--:.^7-. -- .ad,.,, � „�„�,, �,. Unbraced Length-Top 0 ft Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 56 plf Cd=1.00 CF=1.10 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 106 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 142 plf Comp.1 to Grain: Fc-1-= 625 psi Fc-.1'= 625 psi Right Live Load 106 plf Right Dead Load 142 plf Controlling Moment: 1862 ft-lb Load Start 0 ft 3.5 Ft from left support of span 2(Center Span) Load End 7 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7 ft Controlling Shear: 1064 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 22.57 in3 42.78 in3 Area(Shear): 8.87 in2 27.75 in2 Moment of Inertia(deflection): 29.32 in4 197.86 in4 Moment: 1862 ft-lb 3529 ft-lb Shear: 1064 lb 3330 lb NOTES page . Project:22166 FOUR D CONST Patrick J. Burke Location:M20-FLUSH BM 0/PWDR RM I;i W,' Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U&IS C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] °'to°jr`%PORTLAND,OR 97266 5.5 IN x 9.5 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/20/2015 4:53:18 PM Section Adequate By:38.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN 112083 Dead Load 0.02 in Total Load 0.06 IN U1305 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1454 lb 1754 lb Dead Load 876 lb 1044 lb Total Load 2330 lb 2798 lb Bearing Length 0.68 in 0.81 in TR2 BEAM DATA Center TR1 Span Length 6 ft Unbraced Length-Top O ft 6 n - a Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 670 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 394 lb Comp.1-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 1.5 ft Controlling Moment: 4351 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.88 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 260 plf 304 plf Controlling Shear: -2797 lb Left Dead Load 65 plf 259 plf At right support of span 2(Center Span) Right Live Load 260 plf 304 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 65 plf 259 plf Load Start 1.5 ft 1.5 ft Comparisons with required sections: Reo'd Provided Load End 6 ft 6 ft Section Modulus: 59.67 in3 82.73 in3 Load Length 4.5 ft 4.5 ft Area(Shear): 24.68 in2 52.25 in2 Moment of Inertia(deflection): 72.27 in4 392.96 in4 Moment: 4351 ft-lb 6032 ft-lb Shear: -2797 lb 5922 lb NOTES page Project:22166 FOUR D CONST Patrick J.Burke Location:M21 -9/0 GAR DR HDR '_ Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 8 U R R. 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] bck$111"17`%PORTLAND,OR 97266 5.5 IN x 9.5 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/20/2015 4:53:18 PM Section Adequate By:6.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1087 Dead Load 0.06 in Total Load 0.16 IN L/671 Live Load Deflection Criteria:0360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1548 lb 1548 lb Dead Load 960 lb 960 lb Total Load 2508 lb 2508 lb Bearing Length 0.73 in 0.73 in BEAM DATA Center Span Length 9 ft 9 ft 0 ... Unbraced Length-Top 0 ft • Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 344 plf #2-Douglas-Fir-Larch Uniform Dead Load 202 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 557 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.-I-to Grain: Fc- I = 625 psi Fc- L'= 625 psi Controlling Moment: 5643 ft-lb 4.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2508 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 77.39 in3 82.73 in3 Area(Shear): 22.13 in2 52.25 in2 Moment of Inertia(deflection): 140.62 in4 392.96 in4 Moment: 5643 ft-lb 6032 ft-lb Shear: -2508 lb 5922 lb NOTES Project:22166 FOUR D CONST page Patrick J. Burke Location:M7-NOOK/GREAT RM BM Burke Drawings, Inc. Multi-Loaded Multi-Span Beam D U K It C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] o�a�'°i3m PORTLAND,OR 97266 5.125 IN x 13.5 IN x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/20/2015 4:53:18 PM Section Adequate By: 15.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/793 Dead Load 0.13 in Total Load 0.33 IN L/472 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5875 lb 1654 lb Dead Load 3658 lb 1366 lb Total Load 9533 lb 3020 lb TR1 Bearing Length 2.86 in 0.91 in w BEAM DATA Center _ Span Length 13 ft ,n 77 ., ._ Unbraced Length-Top O ft • 3 n B Unbraced Length-Bottom 13 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.13 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 50 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 65 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 3799 lb 3010 lb Cd=1.00 Dead Load 2231 lb 1768 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3 ft 3 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.--to Grain: Fc- L= 650 psi Fc- L'= 650 psi Load Number One Left Live Load 240 plf Controlling Moment: 26871 ft-lb Left Dead Load 60 plf 2.99 Ft from left support of span 2(Center Span) Right Live Load 240 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 60 plf Controlling Shear: 9532 lb Load Start 0 ft At left support of span 2(Center Span) Load End 3 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft Comparisons with required sections: Req'd Provided Section Modulus: 134.35 in3 155.67 in3 Area(Shear): 53.96 in2 69.19 in2 Moment of Inertia(deflection): 534.02 in4 1050.79 in4 Moment: 26871 ft-lb 31134 ft-lb Shear: 9532 lb 12223 lb NOTES Project:22166 FOUR D CONST page Patrick J. Burke Location:FT1 -CONC FTG BELOW KIT ISLAND/GREAT RM BM ,311,4-,, Burke Drawings, Inc. Footing H U f IC 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] aRa 41' PORTLAND,OR 97266 Footing Size:2.67 FT x 2.67 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.2.5 12/20/2015 4:53:18 PM Section Footing Design Adequate FOOTING PROPERTIES - LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.67 ft Length: L= 2.67 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS I—5.5 in { Bearing Calculations: Ultimate Bearing Pressure: Qu= 1197 psf — Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.32 sf Area Provided: A= 7.13 sf Baseplate Bearing: 12�in Bearing Required: Bear= 12642 lb Allowable Bearing: Bear-A= 83566 lb r' ° ° Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 3066 lb sin Allowable Beam Shear: Vol = 19825 lb Punching Shear Calculations(Two Way Shear): 2.67 ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 10314 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 6006 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 2527 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 8533 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 12642 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 689 lb Factored Moment: Mu= 50631 in-lb Nominal Moment Strength: Mn= 226628 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.17 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.02 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES DATE: 12/02/15 PROJECT: 22166 - FOUR D CONST. Page 5 WIND LOADS LOADAFZEAS FROM CAD LINE I A B C D LOAD mean roof height, h = ft V1 40 fi88 least horizontal dimension, b = ft 0 0 V3 40 53 1313 a=min(0.1 b, 0.4h) >= max(3', 0.04b) V4 0 U5 . . 0 0 0.1b = 2.6 ft 0 0.4h = 8.8 ft V7 80+ 196 3497 V8 min = 2.6 ft 59 1015 V9 52 58 122 3421 V10 21 50 51 74 2944 3' = 3 ft V11 0.04b = 1.04 ft 184 42 3660 max = 3 0 0 00 a = aft 0 0 2a = 6ft 0 0 0 0 M1 4 119 roof rise, y=1"--713213 roof run, x = 12 M2 26 83 57 145 4481 arctan(y )/x 36.87 DEG M3 78 23 1613 M4 391 140 8377 0 A = 21.6 psf 0 B = 14.8 psf M6 40 71 229 21 6101 M7 50 24 95 64 3824 C = 17.2 psf M8 99 36 2128 D = 11.8 psf M9 67 1447 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 oo 4) a) (o 0_ • SHEAR WALL SCHEDULE • (1) 2X D.F. studs max. 16'O.C. • HOEDOWN SCHEDULE • SEISMIC ZONE D APA RATED PLYWOOD OR ORIENTED STRAND BOARD (1) (2) Anchor bolts to be 91"0 j—bolts w/min. 7'embedment into MARK SIMPSON FASTENERS CAPACITY concrete. Secure with BP %'-3 or BPS —3. (9) MODEL/ NOTES FASTENERS(3),(5),(6),(7) SOLER SILL PLATE BPS%'-3 requires on additional std. tut washer. (13) (LBS.) MARK PANELALLOW No Connect btm.plate to THICKNESS TYPE 0 PANEL NAILING AB NOTES LOAD (3) Intermediate studs nailed O 12' O.C. holdown Boor pt/rkn/bm/blkg. N/A EDGES SIZE SPACING required w/18d O 4'O.C. SINKER (2) (4) Framing 0 adjoining 8 9p g panels to 3x nominal or wider, .1440 w/noiing staggered. CMST12 x (7)16d common $ o� 0.131 x 21F 36" Long nate at each end 1.500 For equivalent options, see(10) 6 O.C. 6" O.C. 2X 48" O.C. (5) 0.131"6 X 2 F. RH P—nail may be replaced with 1352" F.RH.P—NAIL 0.131'0 XCMST12 x (16)16d common 2va commond bnail or 0.113"f X 2X!"hot dip orS nails at each end. 3.430 For tumbled galvanized box nail. 48" Longequivalent options. 7/(e w(11) 'a • (6) 0.148'6 X 3°F. RH P—nail may be replaced with 0.1460 X CMST12 x (22)16d common or 0.131 ♦x 2)4• 4' O.C. 4" O.C. 2X 46' O.C. ga common x or 0.128 0 X 3'hot dip or tumbled 1352" F.RN.P—NAL Co galvanized box not. 6O" Long nails of each end, 4,700 For equivalent options, see(12) W (7) F. RH. P—nall— designates a full round—heed power not. CMST12 x (29)16d common �6" Minimum 4X6 72" Lon nolo at each end. 6,210 �/ or o.t31 p x 214• 2' O.C. 3" O.C. 2X 13" O.C. see (4) nXn% C (8) post 0 each end. 9 1%2" F.RH.P—NAL 3X 34' O.C. SOQ (9) Holdowns occur 0 each end of each ehearwoll &fasten J CMST12 x (39)16d common Z to min. double 2X studs. Wall sht'g. shall be edge nailed \�n/I 90" Long ^0Ne at each end. 8.350 �e to each holdown stud. or 0.131 ♦x 214• 2" O.C. 2" O.C. 3X 9" O.C. see (4) • (10)CMST 14 X 361L w/(8)16d common each end. Retrofit of Wth NITS R 1352" F.RH.P—NAIL 22" O.C. MST 37 w/(10)160 common or sinker each end. STHDI4RJ (30)18d sinkers. 3.280 spdDng concrete walls MSTC40 w/(14)16d sinkers each end. scours 440*. �6 (17)CMST 14 X 601.w/(22) 16d common or sinkers each end. 8 HTT5 (26)16d sinkers Equivalent an HDU 5 or lis 1 " 0.131 P xN 3 O.C. 3" O.C. DBL 20" 0.C. see (4) MST48 w/(16)16d commons 0 each end. S834x24 5.090 W/(14)SDS Xr•X EA. SIDE 20" O.C. MSTC52 w/(22) 16d sinkers each end. y4 �s (12)CMST 14 X 721E w/(29)16d common or sinkers each end. MS760 w/(23)16d common each end. HDU-8 (20)SDS>;'�x 274• 7,870 with (3�x or ibi. or MSTC66 w/(32) screws,SB,yr24together tom" 0.131 ♦x2)4' 2' O.C. 2.5" O.C. 3X 16" O.C. see ] 0 16d sinkers each end. w/t6d sinker a a"ac EA. SIDE F. P—NAIL (4),(8) 128D (13)Use SSTBL in place of SSTB where 3x or dbl. 2X plates (30)rif SDS)6'X •screws. it 01 occur. HDU-11 w/23 7 threaded or rod 0.8. 9.535 30%306%16 2'deep raced. btrn.(2)nuts.Alin 10'ttq. regd.0 eoa chorn•bollt. 1352" 0.148 0 x 3' (14)May use on HHDQ14 In place of HDU-14. embed. F.RH.P—NAIL 2" O.C. 2" O.C. 3X 13" O.C. see • EA. SIDE 1155�� (36)sDs 14•x y4•,ore, (4),(8) 1540 (15)3X plate required where shown on foundation plan. HDU-14 1 �. •x rod14,445 Heavy not req'd. see(14) btwn.(2)nota Mtn 10'ttg. 36X3681r deep mat.ftg, embed. req.&0 ea anchor bolt. w K? A, ). MIN. N/3.5 Page 9 - " SIMPSON "MSTA36" -TI- T •r -1T 7 EA. SIDE, (4)-TOTAL I I I I 2X CRIPPLE WALL OVER I E �,.� , a �• L._ 1--_�---HmEAJOINT ERW,W//CONT.11/2" SPLICNAILING HEADER (CONTINUOUS) ' ' 111 1110 �`I. CONTINUE HEADER 0 •I.., TO SLDG. CORNER 8 Z 1'• NAIL SHEATHING TO a .I.:� HEADER WI 0.148'4) X -4 I..I I.• 214" F.RN. P-NAILS 4D W • +. I•• 3" O.C. BOTH WAYS S I.. E� (OR f ER o`PC' w 3 IIIw a 15/32" APA RATED SHTH'G ~ `� • ,FROM SINGLE SHEET, _1 ti.II. FASTENED PER 5HEAR SCHEDULE SPECIFICATIONS S Z AND NOTES WQ \-' _ _ �— BLOCK ALL PANEL EDGES PER SHEAR SCHEDULE W . LI- �I,I, SPECIFICATIONS 4 NOTES a .I 11� . . IREBAR r00 GRADE Z 6 •11.11 . SEE SHEAR SCHEDULE AND ••III NOTES FOR HOLDDOWN SPECS N •11 IIIII. . PANEL WI®TH ( _-_ /_1I *3 TIES II II II-- I11� �� all dEkk=-II ii II �I II Z Q �ofa 0 0) "3 TIES II u II a II E a 10" 0.C. II II 11PLAN VIEUJ OF II _ _�� (N STEM UJALL (3) .3 \II II IrlI EACH SIDE II II �4" CONC.SLAB --II----11-i II II II II II II II II II II II II MIN. 12"x12" CONT. "5 RESAR W/ 24" HOOK FOOTING 6 GARAGE TOP 4 BOTTOM 9 CORNERS DOOR W/ (4) *4 CONT. 12 N41RiROUJ Si-1E41R Si-1E4F41 EL NO SCALE (REDUCES PANEL HGT.) NRWSHEAR30 17)1z4l1J1•1 15'x"- J.Y_ CIVIL- STRUCTURAL ENGINEERS DATE- 02 -23-11 10570 SE WASHINGTON ST. STE 212 PHS (5031 254-6292 PORTLAND, OR. 97216 FAX: 15031 254-6761 Page 10 EDGE NAIL ROOF PL1'WD. TO 2 X 12 LEDGER W/ BEVELED TOP TO MATCH ROOF SLOPE. NAIL LEDGER W/ (2)-1601 EA. WALL STUD 4 EA. 2 X 6 BLK'G. (2)-2 X 6 BLOCK'G FOR THIS SECTION OF ROOF, e 6" O.C. VERT. / BLOCK PANEL EDGES W/ 2 X 4 N FLAT, NAIL 801 e 4" O.C. EDGES AND BOUNDARIES, 12" O.C. IN FIELD. >< SHEARWALL PLYWD. MUST EXTEND DOWN TO BOTTOM WALL PLATE (TYP.) ----n �► r r� EDGE NAIL BLOCKING- FASTEN BLK'G. TO WALL PLATE W/ "SIMPSON" LSSD (SPACE LSO PER NOTES) 1001 1 I Ali SCALE: 3/4" = 11-0" LEDGE1 DRAWING NOT TO SCALE EMUMEIELIAK DRAWNY- P J.Y. CIVIL- STRUCTURAL ENGINEERS DATE- 02-23-11 9 10570 SE WASHINGTON ST. STE 212 PH: (5031 254-6292 PORTLAND, OR. 97216 FAX: 1503) 254-6761 Page 11 , DSC CONNECTOR PER PLAN t 4.;;IW4$01 „• t ' 1,„I' TOP PLATE MANUF. TRUSS S C ' -ruse DSC-1 SCALE: 3/4" = 1'-O" LiCIDWELIL, 411 DRAWN CIVIL- STRUCTURAL ENGINEERS DATE- 11/1 /12 10570 SE WASHINGTON ST. STE 212 PH. 15031 254-6292 PORTLAND, OR. 97216 FAX: 15031 254-6761 • Page 12 EDGE NAILING (2) 2x OR LARGER EDGE NAILING 1y DEPENDING ON N.D. I LARGEST OF THE (2) HD STRAPS 9 CORNER wli- A .."'Al #A 74 II LARGEST OF THE (2) .-!�l 1V (2) 2X OR LARGER %� H.D'S CORNER )1 (DEPENDING ON H.D.) _____ ice _ r/= a FOUNDATION I 9 UPPER FLOOR COQ' 11\ND 1 IOL OLON CO 1\ 1 ei SCALE: 3/4' = 1'-0' COMBINE-HD DAI.UING NOT TO SCALE A- AWN BY- J.Y. CIVIL- STRUCTURAL ENGINEERS DATE- 02-23-11 10570 SE WASHINGTON ST. STE 212 PH. 15031 254-6292 SC/ PORTLAND, OR. 97216 FAX, 15031 254-6761 ' ' Pane.13 - DATE: 12/02/15 PROJECT: 22166 - FOUR D CONST. wvm12208 DESCRIPTION: 2012 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE 2012 IBC BY: LIE2=1 WIND SPEED: 100 Adjustment Factor for Building Height A = EXPOSURE: B Increase 110/B wind loads by 0.83 SEISMIC CAT: D , to 100/8 S"" 0.850 � 1.2SnSU 1.02 U R: 6.5 snow load = A upper1468 mean roof height, h =IMMIEV ft A main: 2953 A lower: 0 V=1.2GusVVoL/R ASD Load Combination =V/i.4 ' WOL ASD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 ROOF/CEILING 15 1468` 22020 3455 2468 EXT. WALLS 10 8 190 7410 1163 831 INT. WALLS S 8 100 3120 490 350 BRICK 40 0 0 0 0 TOTAL 32550 5108 3648 MAIN FLOOR ROOF/CEILING 15 2081 31215 4898 3499 FLOOR 10 872 8720 1368 977 EXT. WALLS 10 9 255 11475 1801 1286 INT. WALLS 8 9 160 5760 904 646 WALLS ABOVE 10530 1652 1180 DECK 100 0 O 'BRICK 40 6O 0 0 TOTAL 07700 10624 7588 LOWER FLOOR ROOF/CEILING 15 0 0 O FLOOR 10 0 O 0 EXT. WALLS 10 0 0 U' 0 INT. WALLS 8 0 0 0 0 WALLS ABOVE ' . 17235 2705 1932 DECK 100 0 0 BRICK 40 U' 0 0 0 TOTAL 17235 2705 1932 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Load (p|f) Floor to Floor Holdown Floor to Foundation Holdown Shear wall wind/seis Tag Load Type Tag Load Type S 260/260 1 ' 1500 ommr1ex36" 6 2684 STHD14RJ A 350/350 2 3430 umaT12x*8^ 7 5890 HTT5 B 600/600 3 4700 cmsr12x608 7870 HDU8 C 896/640 4 6210 cmeT12x72^ 9 9535 HDU11 D 980/980 5 8350 owor12x90~ 1O 14445 HDU-14 E 1280/1380 ? 14446 to high F 1640/1540 ' , Page 14 • DATE: 12/02/15 PROJECT: 22166 - FOUR D CONST. WALLS LOAD WALL SQ, FT. LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES V1 4.4 4.4 8.0w 0.0 V3 9.6 9.6 8.0 V4 5.0 4.0 9.0 6.2 V5 9.2 9.2 8.0 0.0 V7 4.0 4.0 8.0 8.0 V8 17.6 17.6 8.0 V9 7.2 4.0 9.5 3.0 23.7 8.0 V10 4.4 4.4 8.8 8.0 V11 14.8 14.8 8.0 0.0 0.0 0.0 0.0 0.0 105.1 M1 2.0 3.6 6.0 11.6 9.0 M2 7.4 7.4 14.8 9.0 M3 2.6 2.6 5.2 9.0 M4 3.5 3.0 7.8 14.3 9.0 0.0 M6 3.3 4.9 4.4 3.3 3.3 19.2 9.0 M7 3.0 18.6 4.2 25.8 9.0 M8 14.2 14.2 9.0 M9 17.0 8.0 6.6 32.4 64.0 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0_ 169.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0W 0.0' 0.0 0.0 Page•15 DATE: 12/2/15 PROJECT: 22166 - FOUR D CONST. WIND 110/B 100/B SHEAR ADJ. X= LOAD FROM TOTAL TOTAL WALL 110/B 100/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF Y=CANT. V1 688 688 569 4.4 156 129 0 0 0 0 0.0 0 0 V3 1313 1313 1085 9.6 137 113 V4 0 0 0 9.0 0 0 V5 00 0 9.2 0 0 0 0 0 0 0.0 0 0 V7 3497 3497 2890 8.0 437 361 V8 1015 1015 839 17.6 58 48 V9 3421 3421 2827 23.7 144 119 V10 2944 2944 2433 8.8 335 276 V11 3660 3660 3025 14.8 247 204 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 16539 M1 3213 688 3901 3224 11.6 336 278 M2 4481 4481 3704 14.8 303 250 'M3 1613 1313 2926 2419 5.2 563 465 M4 8377 3660 12038 9948 14.3 842 696 V41-V11 O 0 0 0 0.0 0 0 M6 6101 2944 9045 7476 19.2 471 389 V51-V10 M7 3824 3497 7321 6051 25.8 284 235 M8 2128 1015 3142 2597 14.2 221 183 M9 1447 3421 4868 4023 64.0 76 63 O 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 O 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 47724 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 O 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0' 0 0 0.0 0 0 O 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0' 0 0 0 0 0.0 0_ 0 0 0 • . Page 16 , DATE: 12/02/15 PROJECT: 22166 - FOUR D CONST. SEISMIC SES. TOTAL SQR. % SEIS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SEIS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR 1 X 3648 51 3% 127 0 127 29' 1.00 1.00 29 0 3648 0% 0 0 0 0 1.00 0 V3 X 3648 314 21% 780' 0' 780 81 1.00 1.00 81 V4 X 3648 139 9% 345 0 345 38 1.00 1.00 38 V5 X 3648 236 16% 587 0 587 64 1.00 1.00 64 0 3648 0%' 0 0 0 0 1.00 0 V7 X 3648 233 16% 579 0 579' 72 1.00 1.00 72 V8 X 3648 150 10% 373 0 373 21 1.00 1.00 21 V9 X 3648 718 49% 1784 0 . 1784 75 1,00 1.00- 75 V10 X 3648 367 25% 912 0 912 104 1.00 1.00 104 V11 X 3648 724 49% 1799 0 1799 122 1.00 1.00 122 0 3648 0% 0, 0 0 0 1.00 0 0 3648 0% 0 0 0 0 1.00 0 0 3648 0% 0 0 0 0 1.00 0 0 3648 0% 0 0 0 0 1.00 0 0 0 3648 0% 0 0 0 1.00 0 200% 0 7287 M1 X 7588 569 19% 1462- 0 127 1589 137 1.00 1.00 137 M2 X 7588 585 20% 1503 0 1503' 102 1.00 1.00 102 M3 X 7588 188 6% 483 0 780 1263 243 1.00 1.00 243 M4 X 7588 1045 35% 2685 0 2145 4830' 338 1.00 1.00 338 0 7588 0% 0 0 0 0 1.00 0 M6 X 7588 1323 45% 3400 0' 1499 4898 255 1.00 1.00 255 M7 X 7588 827 28% 2125 0 579 2704 105 1.00 1.00 105 M8 X 7588 459 16% 1179 0 373' 1552 109 1.00 1.00 109 M9 X 7588 908 31% 2333 0 1784 4118 64 1.00 1.00 64 0 7588 0% 0 0 0 0 1.00 0 0 7588 0% 0 0 0 0 1.00 0 o , 7588 0% 0 0 0 0 1.00. 0 , , 0 7588 0% 0 0 0 0 1.00 0 0 7588 0% 0 0 0 0 1.00. 0 0 7588 0% 0 0 , 0 0 1.00 0 0 7588 0% 0 0 0 0 1.00 0 200% 22459 - 0 1932 0% 0 0 0 0 1.00 0 0 1932 , 0% 0 0 0 0 1.00 0 0 1932 0% 0 0 0 0 1.00 0 0 1932 0% 0 0 0 0' 1.00 0. 0 1932 0% 0 0 . 0 0 1.00 0 0' 1932 0% 0 0 0 0 1.00 0 0 1932 0% 0 0 0 0 1.00 0 0 1932 0% 0 0 0 0 1.00. 0 0 1932 0% 0 0 0 0 1.00 0 0 1932 0% 0 0 0 0 1.00' 0 0 1932 0% 0 0 0 0 1.00 0 0 1932 0% 0 0 0 0 1.00 0 1932 0% 0 0 0 0 1.00 0 00- . . 1932 0% 0 0 0 0 1.00 0 0 1932 0% 0 0 0- 0 1.00, 0 a. 1932 0% 0 0 0 0 1.00 0 0% 0 Page.17 DATE: 12/02/15 PROJECT: 22166 - FOUR D CONST. WALL SUMMARY WIND Narrow INCR CONTR. MAX. SHEAR WALL min UNIT Panel SEIS DESGN UNIT UPLIFT winarw w/o HOLDOWN sill NOTES SHR Increase SHR W S SHEAR incr incr plt. V1 129 1.00 29 X 129 1034 S S 1 OR 6 2x 0 0 1.00 0 0 0 0OR0 V3 113 1.00 81 X 113 905 S S 0 ORO 2x V4 0 1.00 38 X 38 238 S S 0 OR 0 2x V5 0 1.00 64 X 64 510 S S 0 OR 0 2x 0 0 1.00 0 0 0 0 OR 0 V7 361 1.00 72 X 361 2890 B B 2 OR 7 2x V8 48 1.00 21 X 48 381 S S 0 OR 0 2x V9 119 1.33 100 X 119 954 S S 0 OR 0 2x V10 276 1.00 104 X 276 2212 A A 2 OR 6 2x V11 204 1.00 122 X 204 1635 S S 2 OR 6 2x O 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0- 0 OR 0 O 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0ORO 0 0 1.00 0 0 0 OORO M1 278 1.75 240 X 278 2501 A A 2 OR 6 2x M2 250 1.00 102 X 250 2252 S S 2 OR 6 2x M3 465 1.73 421 X 465 4186 B B 3 OR 7 2x M4 696 1.50 507 X 696 6261 C C 5 OR 8 3x 0 0 1.00 0 0 0 OORO M6 389 1.36 348 X 389 3504 B B 3 OR 7 2x M7 235 1.50 157 X 235 2111 S S 2 OR 6 2x M8 183 1.00 109 X 183 1646 S S 2 OR 6 2x M9 63 1.00 64 X 64 579 S S 0 OR 0 2x 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 0ORO 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0OR0 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR 0 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 0 OR 0 O 0 1.00 0 0 0 0 OR 0 O 0 1.00 0' 0 0 0 OR O 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 O 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0ORO