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Specifications (26) /u5 ,tour oo(7f, c -(c rSw 7 •.• .•.• •.•.• . . • • • •• • . . • • • MASSIE HOME DESI@4 •. • • ••�j • • • • • • • DST • • • ••• 'k. • l� lb •• • ogle •' •' fid • • •• :.. • •�f••• a// • • 6",lis • • A. . • • • • • ... • BEAM SPECIFICATIONS AND CALCULATIONS FOR Plan 2371 Date: to -e 7, 20 ' 4,„4�.�� , Client.Vh gou •,•n NW, Inc. . o'' lirc Address: cP Lot 32 144668 SW 78th Ave. Tigard, Or. 97224 5672 SE CHASE LP. • GRESI-IAM, OREGON • 97080 PHONE: 503.663.1100 • E-MAIL: BRIAN@MASSIEHD.COM I • • Project:2371 • •••.••• • ••• •• • ; • ••. page -Location: (A)BEAM ABOVE GREAT ROOM&BONUS ROOM Orii rmassie.• ••• y, S i Homy Desi n• • • • ' Uniformly Loaded Floor Beam 4, 9672 SE Chase Lp� ' ••• •• [2009 International Residential Code(2005 NDS)] �' Gresham,OR 97080 IN x 10.5 IN x 14.5 FT 24F-V4-Visually Graded Western Species-Dry Use - .. .•• .• -•• Section Adequate By:21.2% StruCalc Version 8.0.10: :• • •10FA12,019 11;13:33AAA Controlling Factor:Deflection LOADING DIAGRAM ; ';; •• • • ••• ••; Project:2371 • •• •• •• • • • • •� page 1 • • • • • • •• • • • --Location:(B)BEAM ABOVE STAIRS AT MAIN LEVEL Qn 1Pie.• • • • : : • Uniformly Loaded Floor Beam :r,. I Ma;SE Cm%Desi'rf• ••• •• [2009 International Residential Code(2005 NDS)] ` 78 SE Chase Lp. of 3.5 IN x 11.25 IN x 3.33 FT Gresham,OR 97080 #2-Douglas-Fir-Larch-Dry Use • `' .• ••• Section Adequate By:5916.5% StruCalc Version 8.0.1010: :•. . • : Project:2371 ' ••••• ••• ••• • •• • ' •• i•• page �� 41SSIei• • • • ' • • --Location: (C) BEAM ABOVE HALL NEAR 1!2 BATH AT MAIN LEVEL -'-~ •• : : ; •• w =I Ip19y iCHoma Desi n• ••• •• Multi-Loaded Multi-Span Beam r 967i SE Chafe Lp. • co [2009 International Residential Code(2005 NDS)] Gresham,OR 97080 .3.5 IN x 11.25 IN x 6.92 FT #2-Douglas-Fir-Larch-Dry Use •• • ••• ••• .. ••• Section Adequate By:669.4% StruCalc Version 8.0.101.(_ ••• • ••104Z01•111;3:33IM Controlling Factor:Moment LOADING •DIAGRAM; • •.. • • • •:• •;•• DEFLECTIONS Center Live Load 0.01 IN UMAX Dead Load 0.00 in ••• ••• • • •• •• • • Total Load 0.01 IN U8430 • •• ' Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 • •••• •• • •REACTIONS A f. Live Load 412 lb 234 lb Dead Load 133 lb 88 lb TR2 Total Load 545 lb 322 lb Bearing Length 0.25 in 0.15 in DEAN!DATA Center _-.. 6.92 n - - - Span Length 6.92 ft • Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.92 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 9 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 990 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=1.10 Load Number Qie Two Three Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 26.8 plf 116.4 plf 13.2 plf Cd=1.0O Left Dead Load 6.7 plf 29.1 plf 3.3 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Right Live Load 26.8 plf 116.4 pit 13.2 plf _ Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Dead Load 6.7 plf 29.1 plf 3.3 plf Comp.-I-to Grain: Fc--L= 625 psi Fc--L'= 625 psi Load Start 0 ft 0 ft 3.58 ft Load End 6.92 ft 3.58 ft 6.92 ft Controlling Moment: 792 ft-lb Load Length 6.92 ft 3.58 ft 3.34 ft 2.91 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 376 lb At a distanced 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: Read Provided Section Modulus: 9.6 in3 73.83 in3 Area(Shear): 3.13 in2 39.38 in2 Moment of Inertia(deflection): 13.23 in4 415.28 in4 Moment: 792 ft-lb 6091 ft-lb Shear: 376 lb 4725 lb NOTES AUTHORIZED COPY OF MASSIE HOME DESIGN DO NOT REPRODUCE tCE ST .„,• NOT APPEAR A !N RED 31" r i'�t.+STAMP yv,�1�� 4r �3 ;to�_ � . THIS IS AN UNAUTHORIZED COP`,' Project:2371 • •• •• •• • • • • •page Location: (D)BEAM ABOVE STAIR RAILING AT MAIN LEVEL ,,.•*' Brian a*4 nP�•• • ••• : • • : : • Multi-Loaded Multi-Span Beam _./ `, - Massie.Home Design :•• [2009 International Residential Code(2005 NDS)) 5672 SE Chase Lp! • • • . a 3.125 IN x 10.5 IN x 10.5 FT Gresham,OR 97080 24F-V4-Visually Graded Western Species-Dry Use • • • • • Section Adequate By:33.7% StruCalc Version 8.0.101.0 : : :"" " 1w-r2011 114 3:S1 AM' • Controlling Factor:Moment LOADING DIAGRAM • • ••• • : : • •" DEFLECTIONS Center ' • 000 • 000 ••• Live Load 0.24 IN L/526 Dead Load 0.07 in 000 ••• • • •• •• -Total Load 0.31 IN L/404 • • • • • Live Load Deflection Criteria:L/360 Total Load Deflection Criteria L/240 • •• •• 000 •• • • REACTIONS A g "' 11 Live Load 2694 lb 2263 lb 2 Dead Load 786 lb 652 lb Total Load 3480 lb 2916 lb TR1 Bearing Length 1.71 in 1.44 in BEAM DATA Center ..._ 10.5 ft Span Length 10.5 ft - Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 0 plf Camber Required 0.07 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 7 plf MATERIAL PROPERTIES Total Uniform Load 7 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Two Bending Stress: Fb= 2400 psi Controlled by; Live Load 234 lb 22 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 88 lb 100 lb Cd=1.00 Location 3.66 ft 4.33 ft _Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 390 plf 140 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 97.5 plf 35 plf Comp. to Grain: Fc--1-= 650 psi Fc--12= 650 psi Right Live Load 390 plf 140 plf Right Dead Load 97.5 plf 35 plf Controlling Moment: 8592 ft-lb Load Start O ft O ft 4.62 Ft from left support of span 2(Center Span) Load End 10.5 ft 4.33 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10.5 ft 4.33 ft Controlling Shear. 2917 lb At a distanced 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: 42.96 in3 57.42 in3 Area(Shear): 16.51 in2 32.81 in2 Moment of Inertia(deflection): 206.28 in4 301.46 in4 Moment: 8592 ft-lb 11484 ft-lb Shear: 2917 lb 5797 lb NOTES AUTHORIZED Ui ".;sHORIZED COPY OFp IMA i HOME DES1:GNI • Project:2371 B •• •• •• • • • • •• Page (E)BEAM ABOVE GARAGE . rianlNe6si$ • • • • • • • • • • — Mass�'F'�onje Deign :'• : : • Combination Roof And Floor Beam -.` i. l '• " [2009 International Residential Code(2005 NDS)] 1196-7,60§0* 5672 •SECh9se Lp. • • of Gresham,OR 97080 ,_(2)1.5 IN x 11.25 IN x 5.75 FT #2-Douglas-Fir-Larch-Dry Use .• : - '• Section Adequate By:221.1% StruCalc Version 8.0.101.0 . • ... . ?O/?f2Q1.1 11.13'. AM : • • ••• • • • • • Controlling Factor:Moment • • • ••_ :•_ '_' _:_ : ' CAUTIONS • Laminations are to be fully connected to provide uniform transfer of loads to all members PEFLECTIONS Center LOADING DIAGRAM • • • • • ' Live Load 0.01 IN L18091 ' • "' ••• •• • • - Dead Load 0.01 in ' ••• • • Total Load 0.02 IN L/3885 Live Load Deflection Criteria:0360 Total Load Deflection Criteria:U240 . REACTIONS A B Live Load 568 lb 568 lb Dead Load 615 lb 615 lb Total Load 1183 lb 1183 lb Bearing Length 0.63 in 0.63 in $EAM DATA Center Span Length 5.75 ft .1.–_ ._ . _ _.- _.._-:_, ._.-r L-L. � _H , _L-.---._ — - Unbraced Length-Top 0 ft 6.75 1! Roof Pitch 7 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Dirk/ MATERIAL PROPERTIES Roof Live Load RLL= 25 psf 25 psf #2-Douglas-Fir-Larch Roof Dead Load RDL= 15 psf 15 psf Base Values Adiusted Roof Tributary Width RTW= 1 ft 4.5 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Cd=1.15 CF=1.00 FLOOR LOADING - Shear Stress: Fv= 180 psi Fv'= 207 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 40 psf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Floor Dead Load FDL= 10 psf 10 psf _Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Floor Tributary Width FTW= 1.5 ft 0 ft Comp.-L to Grain: Fc--I-= 625 psi Fc-1'= 625 psi Wall Load WALL= 96 plf BEAM LOADING Controlling Moment: 1700 ft-lb Roof Uniform Live Load: wL-roof= 138 plf 2.875 ft from left support Roof Uniform Dead Load: wD-roof= 96 plf Created by combining all dead and live loads. Floor Uniform Live Load: wL-floor= 60 plf Controlling Shear. -804 lb Floor Uniform Dead Load: wD-floor= 15 plf At a distance d from support. Beam Self Weight: BSW= 7 plf Created by combining all dead and live loads. Combined Uniform Live Load: wL= 198 plf Combined Uniform Dead Load: wD= 214 pif Comparisons with required sections: Req'd Provided Combined Uniform Total Load: wT= 411 plf Section Modulus: 19.71 in3 63.28 in3 Controlling Total Design Load: wT-cont= 411 plf Area(Shear): 5.83 in2 33.75 in2 Moment of Inertia(deflection): 21.99 in4 355.96 in4 Moment: 1700 ft-lb 5458 ft-lb Shear: -804 lb 4658 lb NOTES AUTHORIZED COPY OF ty.i.n,33E HOME DESG . r^17 ri. 't. i :,-',.1-,'M,A '_ S s:: a4', 2E Project:2371 • •• •• •• • • • • •• Page --Location:(F)BEAM ABOVE GARAGE ; ' BrianNlissL• ;•• : : • : : • : Multi-Loaded Multi-Span Beam _v, ` I Mass ECorQe Deign ;•• [2009 International Residential Code(2005 NDS)] . 5672SE•CMase LRf. • • • •• or ' Gresham,OR 97080 -_3.51N x 11.251N x 9.0 FT 1.9E-2600F-APA EWS LVL Stress Classes • •• • O. Section Adequate By: 127.8% StruCalc Version 8.0.101.0; ; :.. • 10/=/2011 11;1114 AP Controlling Factor:Moment LOADING DIAGRAM • I• •. •• • • ; •• • • ••• • ••• ••• DEFLECTIONS Center Live Load 0.07 IN U1612 Dead Load 0.06 in ••• ••• • • •• •• • • Total Load 0.13 IN U838 •• • • Live Load Deflection Criteria:0360 Total Load Deflection Criteria:0240 •• •• •• • •• ••• ••• • • REACTIONS A a TR4 • •• Live Load 1420 lb 1477 lb TR2 TR3 Dead Load 1337 lb 1270 lb Total Load 2756 lb 2748 lb Bearing Length 1.13 in 1.12 in T--========.1777--7 BEAM DATA Center Span Length 9 ft d Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 27 plf MATERIAL PROPERTIES Uniform Dead Load 7 plf Beam Self Weight 11 plf 1.9E-2600F-APA EWS LVL Stress Classes Total Uniform Load 45 plf Base Values Adjusted Bending Stress: Fb= 2600 psi Fb'= 2621 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=i.01 Load Number One Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 568 lb Cd=1.00 Dead Load 615 lb Modulus of Elasticity: E= 1900 ksi E= 1900 ksi Location 6 ft - Comp.-I-to Grain: Fc--1-= 700 psi Fc--1-'= 700 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Twp Three Controlling Moment: 7078 ft-lb Left Live Load 0 plf 131.3 plf 175 plf 100 plf _ 4.95 Ft from left support of span 2(Center Span) Left Dead Load 96 plf 78.8 plf 105 plf 60 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 0 plf 131.25p1f 175 plf 100 plf Controlling Shear. -2455 lb Right Dead Load 96 plf 78.75 plf 105 plf 60 plf At a distance d from right support of span 2(Center Span) Load Start O ft O ft 2 ft O ft Created by combining all dead loads and live loads on span(s)2 Load End 6 ft 2 ft 9 ft 6 ft Load Length 6 ft 2 ft 7 ft 6 ft Comparisons with required sections: Req Provided Section Modulus: 32.41 in3 73.83 in3 Area(Shear): 12.92 in2 39.38 in2 Moment of Inertia(deflection): 118.94 in4 415.28 in4 Moment: 7078 ft-lb 16126 ft-lb Shear: -2455 lb 7481 lb NOTES - AUTHORIZED COPY OF €vIASS'IE HOME DESIGN no NOT REPRO'`DIJCE Project:2371 1 • .. •• •• • • • • •ra? Location:(G)BEAM ABOVE GARAGE Brian Massie • • • • • • • • • Combination Roof And Floor Beam w, w MassieI4onie Design •• [2009 International Residential Code(2005 NDS)] 5672�E phase Lp . . (2)1.5 IN x 11.25 IN x 3.25 FT Gresham,OR 97080 t #2-Douglas-Fir-Larch-Dry Use • • • • •• • 41 Section Adequate By:869.0% StruCalc Version 8.0.101.0 • •• ••• • 14/K209� 11:00 •3 AM• • Controlling Factor:Moment • • ••• • • • • • • • • • • •0 . • • • • • • 0410 • ••• ••• CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM - ' `Live Load 0.00 IN UMAX • • • •: •• ••• •• • • Dead Load 0.00 in • • • ••• • • Total Load 0.00 IN UMAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 .REACTIONS A B Live Load 370 lb 370 lb Dead Load 324 lb 324 lb Total Load 693 lb 693 lb Bearing Length 0.37 in 0.37 in BEAM DATA Center Span Length 3.25 ft '__________L.,.2 _ ___ _ _. _k ...-3.25.__ . W__.._ _�- Unbraced Length-Top 0 ft n _-- -- Roof Pitch 7 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 25 psf 25 psf #2-Douglas-Fir-Larch Roof Dead Load RDL= 15 psf 15 psf Base Values Adiusted Roof Tributary Width RTW= 1 ft 2.5 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Cd=1.15 CF=1.00 FLOOR LOADING `Shear Stress: Fv= 180 psi Fv'= 207 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 40 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 10 psf 10 psf .Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Floor Tributary Width FTVV= 3.5 ft 0 ft Comp.-1-to Grain: Fc--L= 625 psi Fc-1'= 625 psi Wall Load WALL= 96 plf BEAM LOADING Controlling Moment: 563 ft-lb Roof Uniform Live Load: wL-roof= 88 plf 1.625 ft from left support Roof Uniform Dead Load: wD-roof= 61 plf Created by combining all dead and live loads. Floor Uniform Live Load: wL-floor= 140 plf Controiiing Shear. -305 lb Floor Uniform Dead Load: wD-floor= 35 plf Ata distance d from support. Beam Self Weight: BSW= 7 plf Created by combining all dead and live loads. Combined Uniform Live Load: wL= 228 plf Combined Uniform Dead Load: wD= 199 plf Comparisons with required sections: Read Pr v' SectionmpModulus: 6.53 i3 63.28 in3 Combined Uniform Total Load: wT= 427 plf Area(Shear): 2.21 int 33.75 int Controlling Total Design Load: wT-cont= 427 plf Moment of Inertia(deflection): 4.12 in4 355.96 in4 Moment: 563 ft-lb 5458 ft-lb Shear: -305 lb 4658 lb NOTES AUTHORIZED COPY C yt= AN. CSS e MEC _.SIGN S4�i�..�,^�a'f,f'-!�t49._"d..i`�:�.371.'.leV t 1 1)O NOT REPRODUCE ,-y 7 4 T�'i!Cc3ir�I }..---"F—�5N�"T nf^rt'tr tlJ� ¢F� fly it, ''^; UNAUTHORIZED COPY i y;7 J' f • •• •• •• • • • • •• page Project: :(H) { Brian'VI$sst.• •.• i • • i : • : / --Location:(H)BEAM ABOVE GARAGE Mass�l�or�e Deign ;•• Multi-loaded Multi-Span Beam -s 56726E•Cttase Lp. • • • •• or [2009 International Residential Code(2005 NDS)] Gresham,OR 97080 3.5 IN x 11.25 IN x 8.83 FT 1.9E-2600F-APA EWS LVL Stress Classes "" ' Section Adequate By:601.7% StruCalc Version 8.0.101.0; ; ;.. . ?0/j/201„1 1103'34 AP Controlling Factor:Shear LOADING DIAGRAM : : •;: .• : : : .• • • ••• • ••• ••• ' DEFLECTIONS Center Live Load 0.02 IN 06510 Dead Load 0.01 in • • ••• • • •• •• . Total Load 0.03 IN U3476 • • • ••• ••• .. • • Live Load Deflection Criteria:0360 Total Load Deflection Criteria:U240 • ••• • • REACTIONS A 13. Live Load 759 lb 247 lb Dead Load 714 lb 203 lb TR2 Total Load 1473 lb 450 lb TR1 Bearing Length 0.60 in 0.18 in --::: --17--;----- --:-.:-----==------i=1 SEAM DATA Center -.unft Span Length 8.83 ft A - --- - --- -----__._._.----- Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.83 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf 1.9E-2600F-APA EWS LVL Stress Classes Total Uniform Load 11 plf Base Values Adjusted Bending Stress: Fb= 2600 psi Fb'= 2621 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.01 Load Number One Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 370 lb Cd=100 Dead Load 324 lb Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Location 2 ft _Comp.-I-to Grain: Fc- -= 700 psi Fc-1'= 700 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Four Controlling Moment: 2020 ft-lb Left Live Load 43.8 plf 156.3 plf 26.8 plf 26.8 plf 2.03 Ft from left support of span 2(Center Span) Left Dead Load 122.3 plf 93.8 plf 6.7 plf 6.7 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 43.75plf 156.25p1f 26.8 plf 26.8 plf Controlling Shear: 1066 lb Right Dead Load 122.25 plf 93.75 plf 6.7 plf 6.7 plf At a distanced from left support of span 2(Center Span) Load Start O ft O ft O ft 2 ft Created by combining all dead loads and live loads on span(s)2 Load End 2 ft 2 ft 2 ft 8.83 ft Load Length 2 ft 2 ft 2 ft 6.83 ft Comparisons with required sections: Read Provided Section Modulus: 9.25 in3 73.83 in3 Area(Shear): 5.61 in2 39.38 in2 Moment of Inertia(deflection): 28.67 in4 415.28 in4 Moment: 2020 ft-lb 16126 ft-lb Shear: 1066 lb 7481 lb NOTES WALL LOAD ADDED TO TRAPEZOIDAL LOAD ONE-DEAD LOAD AUTHORIZED COP OF MASSIE HOME DESIGN DO NOT REPRODUCE r?4'_ ST'AMP O PSOTAPPEAR I .1Er tit • Project:2371 •• •••• ••• ••• • • • • • •• •• page `-Location:(J)BEAM ABOVE GARAGE "„_` Brian4vlasu. •••• •• • • • . . Multi-Loaded Multi-Span Beam ,,,.41 _l Massrliole Deign • ••. [2009 International Residential Code(2005 NOS)] 5672 SE'Cffase Ll?. •'` Gresham,OR 97080or .,5.125 IN x 15.0 IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use - • •• • . Section Adequate By: 12.9% StruCalc Version 8.0.101.0 : : :.. . '?0/1/241.1 11.13!t AAA Controlling Factor:Deflection LOADING DIAGRAM . , .. . . . . . DEFLECTIONS Center Live Load 0.58 IN U406 Dead Load 0.25 in ••• ••• • • •• •• . Total Load 0.82 IN L/285 • • • Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 • • •.• • •t • • ••• • . REACTIONS A ,¢ Live Load 4124 lb 4162 lb Dead Load 1584 lb 1855 lb TR2 TR3 ' Total Load 5708 lb 6017 lb TR1 Bearing Length 1.71 in 1.81 in BEAM DATA Center -..-,_._. .18.5 R -- _"_ -- Span Length 19.5 ft - Unbraced Length-Top 0 ft Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 0 plf Camber Required 0.25 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 17 plf Total Uniform Load 17 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Two Bending Stress: Fb= 2400 psi Controlled by: Live Load 247 lb 1477 lb Fb_cmpr= 1850 psi Fb'= 2364 psi Dead Load 203 lb 1270 lb Cd=1.00 Cv=0.99 Location 3.42 ft 13.58 ft .Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Three Four Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Left Live Load 200 plf 140 plf 180 plf 60 plf _Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 50 plf 35 plf 45 plf 15 plf Comp.l to Grain: Fc-1= 650 psi Fc--i-'= 650 psi Right Live Load 200 plf 140 plf 180 plf 60 plf Right Dead Load 50 plf 35 plf 45 plf 15 plf Controlling Moment: 31218 ft-lb Load Start Oft Oft 3.42 ft 13.58 ft 11.11 Ft from left support of span 2(Center Span) Load End 19.5 ft 3.42 ft 13.58 ft 19.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 19.5 ft 3.42 ft 10.16 ft 5.92 ft Controlling Shear: -5618 lb • At a distance d from 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: 158.43 in3 192.19 in3 Area(Shear): 31.8 in2 76.88 in2 Moment of Inertia(deflection): 1276.84 in4 1441.41 in4 Moment: 31218 ft-lb 37869 ft-lb Shear: -5618 lb 13581 lb NOTES AUTHORIZED COP(OF ASSIE HOME DESIGN DO NOT REPRODUCE IF THIS STAMP DOES NOT APPEAR IN RED THIS IS UNAUTHORIZED COPY Project:2371 • ••• ••• '•• •• • • •• •• Page Brian • Ats� -Location:(K)BEAM AT FRONT OF GARAGE :•• • Multi-Loaded Multi-Span Beam " r 567 s e pMassplorle �n . ; ••• • [2009 International Residential Code(2005 NDS)] Gresham,OR 97080 , 5.125 IN x 15.0 IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:37.5% StruCaic Version 8.0.101.0;•; ;•• • 10/=/2411 11;1315 AIA ; Controlling Factor:Deflection LOADING DIAGRAM •• •• •• ••• ••• • •• • ••' • • ••• • ••• ••• ' DEFLECTIONS Center Live Load 0.38 IN 0619 Dead Load 0.33 in ••• ••• • • ••• •• • • • • • • • • • • , Total Load 0.71 IN U330 • • • • ' •2• • •• • • ••• ••• • • • Live Load Deflection Criteria:0360 Total Load Deflection Criteria:0240 1 • • • ••• • • REACTIONS 8 El Live Load 2458 lb 2259 lb TR3 Dead Load 2187 lb 2047 lb Total Load 4645 lb 4306 lb Bearing Length 1.39 in 1.29 in $EAM DATA Center 19.5 n Span Length 19.5 ft A Unbraced Length-Top 0 ft Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 0 plf Camber Required 0.33 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 17 plf Total Uniform Load 17 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Two Bending Stress: Fb= 2400 psi Controlled by: Live Load 759 lb 1420 lb Fb_cmpr= 1850 psi Fb'= 2364 psi Dead Load 714 lb 1337 lb Cd=1.00 Cv=0.99 Location 3.42 ft 13.58 ft _Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number ne Dig Thr Four Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Left Live Load 50 Of 0 plf 180 plf 12.5 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 30 plf 96 plf 45 plf 7.5 plf Comp.--to Grain: Fc--1-= 650 psi Fc-12= 650 psi Right Live Load 50 plf 0 plf 180 plf 12.5 plf Right Dead Load 30 plf 96 plf 45 plf 7.5 plf Controlling Moment: 26874 ft-lb Load Start 3.42 ft 3.42 ft 3.42 ft 3.42 ft 10.53 Ft from left support of span 2(Center Span) Load End 13.58 ft 13.58 ft 13.58 ft 19.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10.16 ft 10.16 ft 10.16 ft 16.08 ft Controlling Shear 4625 lb At a distance d 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: 136.39 in3 192.19 in3 Area(Shear): 26.18 in2 76.88 in2 Moment of Inertia(deflection): 1048.4 in4 1441.41 in4 Moment: 26874 ft-lb 37869 ft-lb Shear: 4625 lb 13581 lb NOTES AUTHORIZED COPY OF MAS SIE HOME ESiGN DO NOT REPRODUCE r. f-THIS STAMP DOES NOT APPEAR IN RED , �,N UNAUTHORIZED HOR Z_E D COP THIS 9�: l e3 • ••• ••• ••• • • • • • • •• Page Project:2371 '- :+s Massnorte Deign :•• • • • • •Location:(L)GARAGE DOOR HEADER ' ass:Mass�•• ••• : • Multi-Loaded Multi-Span Beam [2009 International Residential Code(2005 NDS)] 56726ECftase Lp. • • ••' or .. 5.5 IN x 11.5 IN x 16.58 FT Gresham, • OR 97080 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:175.5% StruCaic Version 8.0.101.0:•: :•• • 10/Z/201,1 11035 AM : Controlling Factor:Moment LOADING DIAGRAM : : •:: •• : : ; •• • • ••• • ••• ••• DEFLECTIONS Center Live Load 0.10 IN L/2082 Dead Load 0.08 in ••• ••• • • •• •• . Total Load 0.18 IN 111114 •• • • • ••• ••• •• • • Live Load Deflection Criteria:0360 Total Load Deflection Criteria:L/240 • • _ • ••• • • REACTIONS A a Live Load 402 lb 605 lb Dead Load 355 lb 477 lb Total Load 757 lb 1082 lb 1R3 Bearing Length 0.22 in 0.31 in ,BEAM DATA Center 18.98 n Span Length 16.58 ft A Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.58 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 14 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00CF=1.00 Load Number One Two Three Four Shear Stress: Fv= 170 psi Fv'= 170 psi Left Live Load 37.5 plf 12.5 plf 87.5 plf 25 plf Cd=100 Left Dead Load 22.5 plf 7.5 plf 52.5 plf 15 Of Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Right Live Load 37.5 pif 12.5 plf 87.5 plf 25 Of - Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Right Dead Load 22.5 plf 7.5 plf 52.5 plf 15 plf Comp.-I-to Grain: Fc--L= 625 psi Fc-- = 625 psi Load Start 0 ft 1.92 ft 12.08 ft 0 ft Load End 1.92 ft 12.08 ft 16.58 ft 16.58 ft Controlling Moment: 3209 ft-lb Load Length 1.92 ft 10.16 ft 4.5 ft 16.58 ft - 9.28 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. -922 lb At a distance d from right 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: 44.01 in3 121.23 in3 Area(Shear): 8.13 in2 63.25 in2 Moment of Inertia(deflection): 150.21 in4 697.07 in4 Moment: 3209 ft-lb 8840 ft-lb Shear: -922 lb 7168 lb NOTES AUTHORIZED COPY OF MASSY. HOME L E iGN DO NOT REPRODUCE IF THi,S. `, AW ba-_-_-. ., NOT APPEAR w .fir P�'ry�f"a[�^�Si� RED l�) IS I�5 A�Y U AU 1 HORI�iED COP' 7 Project:2371 • •• i•• i•• •• • • •• • • page `- Location:(M)BEAM ABOVE FRONT COVERED PORCH Briar�Miss�• • • Roof Beam ,, Masie Mone Delign :•• [2009 International Residential Code(2005 NDS)] ,� I 5672'6E•CNase Lp. • • • • a 5.5INx9.5INx9.66FT Gresham,OR 97080 #2-Douglas-Fir-Larch-Wet Use . . . Section Adequate By:329.6% StruCalc Version 8.0.101.0• • ••• • 10/7/21)11 111315 AIEI ; Controlling Factor:Moment LOADING DIAGRAM ; ; •; •• ; S •• • • ••• • ••• ••• DEFLECTIONS Center Live Load 0.03 IN L/4031 Dead Load 0.02 in ••• ••• • • •• •• Total Load 0.05 IN U2184 • . • Live Load Deflection Criteria:0240 Total Load Deflection Criteria:[1180 • . ••• ••• •• • • • •.. • • REACTIONS A Live Load 362 lb 362 lb Dead Load 306 lb 306 lb Total Load 669 lb 669 lb Bearing Length 0.29 in 0.29 in BEAM DATA 9.86 ft Span Length 9.7 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 7 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf Tributary Width: TW= 2 ft Base Values Adjusted Side Two: Bending Stress: Fb= 875 psi Fb'= 1006 psi Roof Live Load: LL= 25 psf Cd=1.15 CF=1.00 Roof Dead Load: DL= 15 psf Shear Stress: Fv= 170 psi Fv'= 196 psi Tributary Width: TW= 1 ft Cd=1.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Comp.-I-to Grain: Fc- i = 625 psi Fc--L'= 419 psi Adjusted Beam Length: Ladj= 9.66 ft Cm=0.67 Beam Self Weight: BSW= 11 plf Beam Uniform Live Load: wL= 75 plf Controlling Moment: 1615 ft-lb Beam Uniform Dead Load: wD_adj= 63 plf 4.83 ft from left support Total Uniform Load: wT= 138 plf Created by combining all dead and live loads. Controlling Shear: 562 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 19.26 in3 82.73 in3 Area(Shear): 4.31 in2 52.25 in2 Moment of Inertia(deflection): 32.39 in4 392.96 in4 Moment: 1615 ft-lb 6937 ft-lb Shear: 562 lb 6810 lb NOTES AUTHORIZED CO y or: OE.SI ;iN DO NOT REPRODUCE THIS STAMP DOES NOT APPEAR IN RE) 11 4 7 �6R..:l COPY 91`3:`'1 ;;:,5 AN 4!'"l a^,.`v..,i! ''-t�..,,F(';vd.7_LJ�..=.�r 6" Project:2371 • .... ••••• • • •• • • • •• OP gage Location:(N)BEAM ABOVE REAR DECK AT MAIN LEVEL BriarrM4ssfe•• ••• • : : Combination Roof And Floor Beam o " i MastIor�e Deign •• ; ; [2009 International Residential Code(2005 NDS)] Gresh fsCltase Lp, • • • •' or ,,5.5 IN x 11.5 IN x 8.75 FT Gresham,OR 97080 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:260.7% StruCalc Version 8.0.101.0: : :•• • 10/721,11 1 i 1335 of : Controlling Factor:Moment LOADING DIAGRAM : : •:: •• ; : : •• DEFLECTIONS Center Live Load 0.02 IN 05550 Dead Load 0.02 in ••• ••• • • •• •• • • Total Load 0.04 IN L/2451 • • • •Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:11240 • • 00* ••• •• • • • ••• • • REACTIONS A a Live Load 569 lb 569 lb Dead Load 719 lb 719 lb Total Load 1288 lb 1288 lb w Bearing Length 0.37 in 0.37 in 77:117=7-71.1. ---- -:=1::;:77::::::"7-::=------ SEA - ---- — SEAM DATA Center -- .._ - sasn -...._-.__... _ Span Length 8.75 ft " Unbraced Length-Top 0 ft Roof Pitch 7 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side l 5.10.2.2 Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 15 psf #2-Douglas-Fir-Larch Roof Tributary Width RTW= 1 ft 1 ft Base Values Adjusted FLOOR LOADING Bending Stress: Fb= 875 psi Fb'= 1006 psi Cd=1.15 CF=1.00 Side 1 Side 2 Floor Live Load FLL= 40 psf 40 psf Shear Stress: Fv= 170 psi Fv'= 196 psi Floor Dead Load FDL= 10 psf 10 psf Cd=1.15 Floor Tributary Width FTW= 2 ft 0 ft - Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Wall Load WALL= 96 plf Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-1-to Grain: Fc--1-= 625 psi Fc--1-'= 625 psi BEAM LOADING Roof Uniform Live Load: wL-roof= 50 plf -Controlling Moment: 2818 ft-lb Roof Uniform Dead Load: wD-roof= 35 plf 4.375 ft from left support Floor Uniform Live Load: wL-floor= 80 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 20 plf Controlling Shear: -1031 lb Beam Self Weight: BSW= 14 plf At a distance d from support. Combined Uniform Live Load: wL= 130 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 164 pff Combined Uniform Total Load: wT= 294 plf Comparisons with required sections: Rea'd Provided Controlling Total Design Load: wT-cont= 294 plf Section Modulus: 33.6 in3 121.23 in3 Area(Shear): 7.91 in2 63.25 in2 Moment of Inertia(deflection): 68.27 in4 697.07 in4 Moment: 2818 ft-lb 10166 ft-lb Shear: -1031 lb 8244 lb NOTES AUTHORIZED COPY OF: MASSIF I .!, rvi DESIGN DO NOT REPRODUCE ;F:THIS STAMP DOES NOT APPEAR IN RED THIS IS AN UNAUTHORIZED COPY Project:2371 • •• •• •• • • • • • page Location:(0)BEAM UNDER REAR DECK AT LOWER LEVEL Briar;MIssh• ;•• ; • • ; ; • ; Uniformly Loaded Floor Beam I Masie MotpeDeign :•: • [2009 International Residential Code(2005 NDS)] ,e ._ 5672�6ECItase Lp. t 5.5 IN x 7.5 IN x 8.5 FT Gresham,OR 97080 #2-Douglas-Fir-Larch-Wet Use . . . .. Section Adequate By:36.6% StruCalc Version 8.0.101.0; ; ..• • 10/7/2:11 1'`;1315 AlI0 ; Controlling Factor:Moment LOADING DIAGRAM •• • •• ••• ••• • • • •• • • ••• • ••• ••• DEFLECTIONS Center Live Load 0.08 IN U1296 Dead Load 0.02 in ••• ••• • • •• •• • • Total Load 0.10 IN 0993 • • • • • o • • • Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 • : 000 ••• •• • • • ••. • • REACTIONS A Live Load 680 lb 680 lb Dead Load 208 lb 208 lb Total Load 888 lb 888 lb Bearing Length 0.39 in 0.39 in BEAM DATA Center gs f Span Length 8.5 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 Floor Live Load FLL= 40 psf 40 psf #2-Douglas-Fir-Larch Floor Dead Load FDL= 10 psf 10 psf Base Values Adjusted Floor Tributary Width FTW= 2 ft 2 ft Bending Stress: Fb= 750 psi Fb'= 600 psi Wall Load WALL= 0 plf Cd=1.00 CF=1.00 Ci=0.80 Shear Stress: Fv= 170 psi Fv'= 136 psi BEAM LOADING Cd=1.00 Ci=0.80 Beam Total Live Load: wL= 160 plf Modulus of Elasticity: E= 1300 ksi E= 1235 ksi Beam Total Dead Load: wD= 40 plf Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 447 ksi Beam Self Weight: BSW= 9 plf Ci=0.95 Total Maximum Load: wT= 209 plf Comp.-l-to Grain: Fc- = 625 psi Fc-1'= 419 psi Cm=0.67 - Controlling Moment: 1887 ft-lb 4.25 ft from left support Created by combining all dead and live loads. Controlling Shear -764 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Redd Provided Section Modulus: 37.74 in3 51.56 in3 Area(Shear): 8.42 in2 41.25 in2 Moment of Inertia(deflection): 53.7 in4 193.36 in4 Moment: 1887 ft-lb 2578 ft-lb Shear: -764 lb 3740 lb NOTES a\t H._)RIZED COPY OF SS HOME DY SKC DC) NOT REPRODUCE THIS STAMP DOES NRAPPEAR INRED -j HiS IS AN UNAUTHORIZED I HOsRIZED COPY Project:2371 •• •• •• •• • • • • •• Page • • • • • • • • • • Location:(P)BEAM AT HALL NEAR STAIRS AT LOWER LEVEL Briad M'�sit 4141 . . : • : • Uniformly Loaded Floor Beam I Mas+�iid:lope D• • s•: ;•• : ; [2009 International Residential Code(2005 NDS)] " Gresham,OR 97080 3.5INx 11.25INx 3.33 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:2243.1% StruCalc Version 8.0.101.0:•: :.. • •1017/44 1 1,4:13••i5 Controlling Factor:Moment LOADING DIAGRAM ; ; •;; •• ; ; ; .• . • 041• • 4100. 600 DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in 000 ••• • • 41• •• • • Total Load 0.00 IN UMAX • • ••• ••• •• • • Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 • • • ... • a REACTIONS A Live Load 238 lb 238 lb Dead Load 74 lb 74 lb Total Load 312 lb 312 lb Bearing Length 0.14 in 0.14 in tN o $EAM DATA Center 4141-__4141.3 33 s _=11111111411gligliggigligill°11111811111111111111/1" Span Length 3.33 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Side 1 Side MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf #2-Douglas-Fir-Larch Floor Dead Load FDL= 10 psf 10 psf Base Values Adjusted Floor Tributary Width FTW= 0.7 ft 2.9 ft Bending Stress: Fb= 900 psi Fb'= 990 psi Wall Load WALL= 0 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi BEAM LOADING Cd=100 Beam Total Live Load: wL= 143 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Beam Total Dead Load: wD= 36 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Beam Self Weight: BSW= 9 plf - Comp.-L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Total Maximum Load: wT= 188 plf Controlling Moment 260 ft-lb 1.665 ft from left support Created by combining all dead and live loads. Controlling Sheat -137 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 3.15 in3 73.83 in3 Area(Shear): 1.14 in2 39.38 in2 Moment of Inertia(deflection): 2.23 in4 415.28 in4 Moment: 260 ft-lb 6091 ft-lb Shear: -137 lb 4725 lb NOTES AUTHOR! ED COPY OF MR .S j— HOME DESIGN REPRODUCE. T, a. DOES r �`.PP V N` .E. 1_.. .?i. �. .J .mow E� � ';! _ � 4141 [s I :.. N '.F- ,i? O:i 7E' CCW P" • •• •• •• • • • • •• page Project: • • - • • • • • r, Location: (Q)BEAM AT HALL NEAR STAIRS AT LOWER LEVEL ,,--- Brtab Al�as�ie .. : : : /// Multi-Loaded Multi-Span Beam ,` I Mas$i2 c$ne Design :•• or [2009 International Residential Code(2005 NDS)] G es SE GOR 9 0 • • • •• T 3.125 IN x 10.5 IN x 10.5 FT Gresham,OR 97080 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:32.9% StruCalc Version 8.0.1014 : :•. . •147/=1311 1,1:136 AMM: Controlling Factor:Moment LOADING DIAGRAM . • •;: .• ; • • .• • • ••• P ••• ••• - DEFLECTIONS Center Live Load 0.24 IN U515 Dead Load 0.07 in ••• ••• • • •• •• • • • Total Load 0.31 IN U406 • • • Live Load Deflection Criteria:0360 Total Load Deflection Criteria:L/240 • • ••• • • REACTIONS A a Live Load 2711 lb 2305 lb Dead Load 723 lb 620 lb Total Load 3434 lb 2924 lb TRI Bearing Length 1.69 in 1.44 in BEAM DATA Center 10.6 ft Span Length 10.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 0 plf Camber Required 0.07 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 7 plf MATERIAL PROPERTIES Total Uniform Load 7 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 238 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 74 lb Cd=1.00 Location 4.66 ft , Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 390 plf 146.4 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 97.5 plf 36.6 plf - Comp. L to Grain: Fc-1-= 650 psi Fc--L`= 650 psi Right Live Load 390 plf 146.4 plf Right Dead Load 97.5 plf 36.6 plf Controlling Moment: 8640 ft-lb Load Start O ft O ft 4.72 Ft from left support of span 2(Center Span) Load End 10.5 ft 4.66 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10.5 ft 4.66 ft Controlling Shear. 2865 lb At a distanced 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 aoy_kjegl Section Modulus: 43.2 in3 57.42 in3 Area(Shear): 16.21 in2 32.81 in2 Moment of Inertia(deflection): 210.87 in4 301.46 in4 Moment: 8640 ft-lb 11484 ft-lb Shear: 2865 lb 5797 lb NOTES AUTHORIZED Copy,-iF A au A�r..3.0,t- HOME DESIGN i:. t Hh'4;,,,r,41,IDry -. page Project:2371 • •• •• •• • • • • •• Adam. • • • • • • • • • • • • !Location: (T) BEAM AT BASEMENT FOUNDATION ,, ' w ; Massif:4;or�e De•iyn ;.• Uniformly Loaded Floor Beam 4 ..�;; °j 500 1'N:0,ST,$TE Z0a; ••• ..' of iit 09 International Residential Code(2005 NDS)] r Gresham, OR 97030 INx9.5INx10.83FT -Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.111.0••• • • a/26/21012 12:OSi:66 PIA• ction Adequate By:4.3% LOADING DIAGRAM . . ••• • •• :