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Specifications (17) M STPD/S'=U a� J. . ALAN DES I G N ASSOCIATES, I N C . OPTION PLAN 22109 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 a page ProLocatject:22109COL FOUR D CONST PatrickBurkeDrawingsJ.Burke, Inc. / @GARAGE SU ,..--57.,,,,,, PPORTING L4&L5 r Column 0 UK F C 7040 S.E. 118Th DR of [2015 International Building Code(2012 NDS)] •°c°`��` 'f' PORTLAND,OR 97266 5.25 IN x 5.25 IN x 8 FT StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM 1.8E Parallam Column-iLevel Trus Joist Section Adequate By:29.1% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 24883 lb Dead Load: Vert-DL-Rxn= 10184 lb Total Load: Vert-TL-Rxn= 35067 lb COLUMN DATA B Total Column Length: 8 ft Unbraced Length(X-Axis)Lx: 8 ft Unbraced Length(Y-Axis)Ly: 8 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 (`� COLUMN PROPERTIES 1.8E Parallam Column-iLevel Trus Joist Base Values Adiusted Compressive Stress: Fc= 2500 psi Fc'= 1794 psi ; ,- , Cd=1.00 Cp=0.72 Bending Stress(X-X Axis): Fbx= 2400 psi Fbx'= 2631 psi are Cd=1.00 CF=1.10 1 Bending Stress(Y-Y Axis): Fby=2400 psi Fby'= 2631 psi Cd=1.00 CF=1.10 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Column Section(X-X Axis): dx= 5.25 in Column Section(Y-Y Axis): dy= 5.25 in 3i Area: A= 27.56 in2 ao Section Modulus(X-X Axis): Sx= 24.12 in3 Section Modulus(Y-Y Axis): Sy= 24.12 in3 Slenderness Ratio: Lex/dx= 18.29 Ley/dy= 18.29 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Live Load: PL= 24883 lb Actual Compressive Stress: Fc= 1272 psi Dead Load: PD= 10115 lb Allowable Compressive Stress: Fc'= 1794 psi Column Self Weight: CSW= 69 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Load: PT= 35067 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 2631 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 2631 psi Combined Stress Factor: CSF= 0.71 NOTES ojt:22109 IF D T �7 page Bu.LocaPrection: F1-FTG @LOWER L °t> BurkePatrick DrawingsJ.Brke, Inc. EVEL Footing 13 U R It C 7040 S.E. 118TH DR [2015 International Building Code(2012 NDS)] eta irufit of a %PORTLAND,OR 97266 Footing Size:5.5 FT x 5.5 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(8)min. StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 5.5 ft Length: L= 5.5 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 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1315 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 29.46 sf Area Provided: A= 30.25 sf 5.5 in: Baseplate Bearing: Bearing Required: Bear= 58658 lb Allowable Bearing: Bear-A= 83566 lb Beam Shear Calculations(One Way Shear): 12 in Beam Shear: Vu1 = 21997 lb i - - - - ___ _ _ _ 3 in Allowable Beam Shear: Vc1 = 40838 lb Punching Shear Calculations(Two Way Shear): 5.5 ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 56112 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 27343 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 12424 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 39767 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 58658 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 2924 lb Factored Moment: Mu= 483925 in-lb Nominal Moment Strength: Mn= 670963 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.67 in Steel Required Based on Moment: As(1)= 1.12 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.43 in2 Controlling Reinforcing Steel: As-reqd= 1.43 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(8)Min. Reinforcement Area Provided: As= 1.57 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 30 in NOTES page PL.or 22F120-9FD T Location:t: TG FOUR @LOWERCONSt47:::, °°= BurkePatrick DrawingsJ.Burke, Inc. LEVEL Footing b U K IS C 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)) °aauimi°t%PORTLAND,OR 97266 Footing Size:3.67 FT x 3.67 FT x 12.00 IN Reinforcement:#4 Bars©9.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.67 ft Length: L= 3.67 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 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1213 psf s.5 in } Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 12.1 sf — Area Provided: A= 13.47 sf Baseplate Bearing: Bearing Required: Bear= 24219 lb 12 in Allowable Bearing: Bear-A= 83566 lb n, ,, Beam Shear Calculations(One Way Shear): •3.n Beam Shear: Vu1 = 7573 lb Allowable Beam Shear: Vc1 = 27250 lb 3.67 ft — Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 21858 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 11534 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 4804 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 16338 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 24219 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1302 lb Factored Moment: Mu= 133327 in-lb Nominal Moment Strength: Mn= 420480 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.63 in Steel Required Based on Moment: As(1)= 0.30 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.95 in2 Controlling Reinforcing Steel: As-reqd= 0.95 in2 Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 19.02 in NOTES Project:22109 FOUR D CONST page Patrick J. Burke al ion:F3-FTG @ LOWER LEVEL 1 4 Burke Drawings, Inc. Footing 6 U K It C 7040 S.E. 118TH DR [2015 International Building Code(2012 NDS)] MAIM or %PORTLAND,OR 97266 Footing Size:3.33 FT x 3.33 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.33 ft Length: L= 3.33 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 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1166 psf x--5.5 in H Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I i Required Footing Area: Areq= 9.58 sf Area Provided: A= 11.09 sf Baseplate Bearing: Bearing Required: Bear= 19443 lb 12 in l Allowable Bearing: Bear-A= 83566 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 5707 lb i 3 in Allowable Beam Shear: Vc1 = 24725 lb Punching Shear Calculations(Two Way Shear): 3.33 n Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 17141 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 9814 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3117 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 12931 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 19443 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1072 lb Factored Moment: Mu= 97117 in-lb Nominal Moment Strength: Mn= 418778 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.69 in Steel Required Based on Moment: As(1)= 0.22 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.86 in2 Controlling Reinforcing Steel: As-reqd= 0.86 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16.98 in NOTES page Project:22109 FOUR D CONSTPatrick J.Burke Location: F4-FTG @ REAR CRAWLSPACE Burke Drawings, Inc. Footing B U f It C 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)] °Ra�:a"0 %PORTLAND,OR 97266 Footing Size:2.83 FT x 2.83 FT x 12.00 IN StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM Reinforcement:#4 Bars @ 9.00 IN.O.C. ENV 1(4)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.83 ft Length: L= 2.83 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 1 --5.5 in—H Bearing Calculations: Ultimate Bearing Pressure: Qu= 1163 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf 1 Required Footing Area: Areq= 6.9 sf Area Provided: A= 8.01 sf I Baseplate Bearing: 12 in Bearing Required: Bear= 13445 lb i Bear-A= 83566 lb Allowable Bearing: '.) ° n Beam Shear Calculations(One Way Shear): 1 3T in Beam Shear: Vu1 = 3456 lb 1 Allowable Beam Shear: Vc1 = 21013 lb ___ 2.53 ft— -- — -- Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 11241 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 5679 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3632 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 9311 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 13445 lb Bending Calculations: Weight to resist uplift w!1.5 F.S.: U.R. = 774 lb Factored Moment: Mu= 57073 in-lb Nominal Moment Strength: Mn= 335884 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.65 in Steel Required Based on Moment: As(1)= 0.13 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.73 in2 Controlling Reinforcing Steel: As-reqd= 0.73 in2 Selected Reinforcement: #4's @ 9.0 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= 13.98 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES ,Project:22109 FOUR D CONST page Patrick J.Burke / Location: H1-HIP OVER GREAT RM ��. � Burkke Drawings, Inc. // Multi-Loaded Multi-Span Beam 6 U f\It C 7040 S.E. 118TH DR [2015 International Building Code(2012 NDS)] bk:4111,11G °f (3) 1.75 IN x 11.875 IN x 22.5 FT (Actual 23.9 FT) %PORTLAND,OR 97266 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM Section Adequate By: 17.8% Controlling Factor:Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.77 IN L/370 Dead Load 0.58 in Total Load 1.35 IN U212 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1202 lb 2465 lb Dead Load 985 lb 1772 lb Total Load 2187 lb 4237 lb Bearing Length 0.56 in 1.08 in TRS BEAM DATA Center TR1 Span Length 22.5 ft .. a Unbraced Length-Top 0 ft Unbraced Length-Bottom 22.5 ft Beam End Elevation Difference 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 1.9E Microllam-iLevel Trus Joist Beam Self Weight 19 plf Base Values Adiusted Total Uniform Load 19 plf Bending Stress: Fb= 2600 psi Fb'= 2604 psi Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two Three Cd=1.00 Left Live Load 0 plf 0 plf 125 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 0 plf 0 plf 70 plf Comp.-I-to Grain: Fc- = 750 psi Fc--1-'= 750 psi Right Live Load 141 plf 71 plf 169 plf Right Dead Load 85 plf 42 plf 99 plf Controlling Moment: 18913 ft-lb Load Start Oft Oft 11 ft 13.05 Ft from left support of span 2(Center Span) Load End 22.5 ft 11 ft 22.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 22.5 ft 11 ft 11.5 ft Controlling Shear: -3992 lb 22.613 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: Read Provided Section Modulus: 87.17 in3 123.39 in3 Area(Shear): 21.01 in2 62.34 in2 Moment of Inertia(deflection): 622.17 in4 732.62 in4 Moment: 18913 ft-lb 26772 ft-lb Shear: -3992 lb 11845 lb NOTES page Project:22109 FOUR D CONST J.Burke Location: H2-HIP 0/ENTRY Burke Drawings, Inc. HipNalley Beam b U K IXC 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)] man,,c e,P 0 RT LA N D,OR 97266 1.75 IN x 11.875 IN x 12.7 FT (Actual 13.5 FT) 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM Section Adequate By:247.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN U1429 Dead Load 0.09 in Total Load 0.20 IN L/795 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 674 lb 337 lb Dead Load 523 lb 283 lb Total Load 1197 lb 620 lb Bearing Length 0.91 in 0.47 in TRI BEAM DATA M Span Length 12.7 ft Unbraced Length-Top 0 ft 12.7 ft B Unbraced Length-Bottom 0 ft Roof Pitch Side One: 6:12 Roof Pitch Side Two: 6:12 HIPNALLEY LOADING Roof Duration Factor 1.15 Roof Live Load: LL= 25 psf Beam End Elevation Difference 4.5 ft Roof Dead Load: DL= 15 psf MATERIAL PROPERTIES Side 1 Rafter Length: RL1 = 9 ft 1.9E Microllam-iLevel Trus Joist Tributary Width based on half span of rafters. Base Values Adiusted Side 2 Rafter Length: RL2= 9 ft Bending Stress: Fb= 2600 psi Fb'= 2994 psi Tributary Width based on half span of rafters. Cd=1.15 CF=1.00 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Shear Stress: Fv= 285 psi Fv'= 328 psi Adjusted Beam Length: Ladj= 13.47 ft Cd=1.15 Beam Self Weight: BSW= 6 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Comp.-1-to Grain: Fc--I-= 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 2953 ft-lb Left Live Load 159.1 plf 6.35 ft from left support Left Dead Load 106.7 plf Created by combining all dead and live loads. Right Live Load 0 plf Controlling Shear: 1128 lb Right Dead Load 0 plf At support. Load Start 0 ft Created by combining all dead and live loads. Load End 12.7 ft Load Length 12.7 ft Comparisons with required sections: Read Provided Section Modulus: 11.83 in3 41.13 in3 Area(Shear): 5.16 in2 20.78 in2 Moment of Inertia(deflection): 55.3 in4 244.21 in4 Moment: 2953 ft-lb 10263 ft-lb Shear: 1128 lb 4541 lb NOTES , Project:22109 FOUR D CONST page Location: L1-TYP CANT MAIN FLR DECK JSTS Patrick J. Burks, Inc. Drawings Floor Joist 6 U R It C 7040 S.E. 118TH DR [2015 International Building Code(2012 NDS)] atauim�;. : of 1.5 IN x 7.25 IN x 6.5 FT Pressure Treated(2+4.5)@ 16 O.C. • aPORTLAND,OR 97266 #2-Douglas-Fir-Larch-Wet Use StruCaic Version 9.0.2.5 12/23/2015 11:53:13 AM Section Adequate By:463.8% Controlling Factor:Shear DEFLECTIONS Left Center LOADING DIAGRAM Live Load 0.01 IN 2L/4242 0.01 IN L/7152 Dead Load 0.00 in 0.00 in Total Load 0.01 IN 2L/4190 0.01 IN L/6320 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 250 lb 120 lb Dead Load 63 lb 24 lb Total Load 313 lb 144 lb Uplift(1.5 F.S) 0 lb -8 lb Bearing Length 0.50 in 0.23 in SUPPORT LOADS A B t � Live Load 188 plf 90 plf I 2 ft 4.5 ft Dead Load 47 plf 18 plf Total Load 235 plf 108 plf MATERIAL PROPERTIES JOIST DATA Left Center #2-Douglas-Fir-Larch Span Length 2 ft 4.5 ft Base Values Adjusted Unbraced Length-Top 0 ft 0 ft Bending Stress: Fb= 900 psi Fb'= 994 psi Unbraced Length-Bottom 0 ft 0 ft Cd=1.00 CF=1.20 Cr-1.15 Ci=0.80 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Fv= 180 psi Fv'= 140 psi Floor Duration Factor 1.00 Cd=1.00 Cm=0.97 Ci=0.80 JOIST LOADING Modulus of Elasticity: E= 1600 ksi E'= 1368 ksi Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 496 ksi Uniform Floor Loading Left Center Cm=0.90 Ci=0.95 Live Load LL= 40 psf 40 psf Comp. L to Grain: Fc--i-= 625 psi Fc--i'= 419 psi Dead Load DL= 10 psf 10 psf Cm=0.67 Total Load TL= 50 psf 50 psf TL Adj.For Joist Spacing wT= 66.7 plf 66.7 plf Controlling Moment: 156 ft-lb 2.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 180 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Req'd Provided Section Modulus: 1.88 in3 13.14 in3 Area(Shear): 1.93 in2 10.88 in2 Moment of Inertia(deflection): 5.39 in4 47.63 in4 Moment: 156 ft-lb 1088 ft-lb Shear: 180 lb 1013 lb NOTES page Project:22109 FOUR D CONST . Patrick J.Burke Location:L10-BM OVER FRONT 1/2 GAR BTWN GAR BAYS hri, Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U R lS Z 7040 S.E. 118TH DR or [2015 International Building Code(2012 NDS)] 'C4 )`r` PORTLAND,OR 97266 5.125 IN x 10.5 IN x 15.0 FT StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:89.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN U875 Dead Load 0.17 in Total Load 0.38 IN L/473 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: LI240 1 REACTIONS A B Live Load 741 lb 2460 lb Dead Load 541 lb 2309 lb rai Total Load 1282 lb 4769 lb Bearing Length 0.38 in 1.43 in w BEAM DATA Center _-- .._.. .__.d_ "..': a , Span Length 15 ft 15 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.17 Uniform Live Load 53 plf Notch Depth 0.00 Uniform Dead Load 13 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 78 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1719 lb Cd=1.00 Dead Load 1792 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 12.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Comp.-I-to Grain: Fc--1-= 650 psi Fc--L'= 650 psi Left Live Load 275 plf Left Dead Load 275 plf Controlling Moment: 9945 ft-lb Right Live Load 275 plf 12.45 Ft from left support of span 2(Center Span) Right Dead Load 275 plf Created by combining all dead loads and live loads on span(s)2 Load Start 12.5 ft Controlling Shear: -4769 lb Load End 15 ft At right support of span 2(Center Span) Load Length 2.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 49.72 in3 94.17 in3 Area(Shear): 26.99 in2 53.81 in2 Moment of Inertia(deflection): 250.91 in4 494.4 in4 Moment: 9945 ft-lb 18834 ft-lb Shear: -4769 lb 9507 lb NOTES Project:22109 FOUR D CONST page Patrick J.Burke / Location:L2-TYP JSTS OVER FRONT GAR �:.�., Burke Drawings, Inc. Floor Joist 6 U ftIr C 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)] .°cA'�"5.ffl PORTLAND,OR 97266 (2) 1.51N x 11.25 IN x 15.5 FT @16 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM Section Adequate By:29.1% Controlling Factor:Moment CAUTIONS *Properly connect sheathing to double joists/rafters or fully laminate to transfer diaphragm forces. DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN L/820 Dead Load 0.07 in Total Load 0.30 IN 0627 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 585 lb 775 lb Dead Load 168 lb 239 lb Total Load 753 lb 1014 lb Bearing Length 0.40 in 0.54 in ) SUPPORT LOADS A B Live Load 439 plf 581 plf Dead Load 126 plf 179 plf _ 15.5 ft B Total Load 565 plf 761 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adiusted Span Length 15.5 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr=1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 4227 ft-lb Dead Load DL= 10 psf 10.39 Ft from left support of span 2(Center Span) Total Load TL= 50 psf Created by combining all dead loads and live loads on span(s)2 TL Adj.For Joist Spacing wT= 66.7 plf Controlling Shear: -1013 lb Wall Loading 16.0 Ft from left support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2 Live Load(1 to Joists): L1 = 400 plf Dead Load(1 to Joists)D1 = 150 plf Comparisons with required sections: Read, Provided Load Location X1 = 10.5 ft Section Modulus: 49.01 in3 63.28 in3 Area(Shear): 8.45 in2 33.75 in2 Moment of Inertia(deflection): 208.27 in4 355.96 in4 Moment: 4227 ft-lb 5458 ft-lb Shear: -1013 lb 4050 lb NOTES page Project:22109 FOUR D CONST Patrick J. Burke Location:L3-BMS OVER FRONT 1/2 GARAGE ' ' Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 6 U K K 7040 S.E. 118Th DR of [2015 International Building Code(2012 NDS)] bRaI"i°` PORTLAND,OR 97266 5.5 IN x 11.25 IN x 15.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM Section Adequate By:21.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN U806 Dead Load 0.08 in Total Load 0.31 IN L/594 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 775 lb 1175 lb Dead Load 307 lb 419 lb Total Load 1082 lb 1594 lb Bearing Length 0.31 in 0.46 in w BEAM DATA Center —' — Span Length 15.5 ft Unbraced Length-Top 0 ft 15.5 ft Unbraced Length-Bottom 15.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 13 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 79 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 1128 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 316 lb Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Location 10.5 ft Comp. L to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 6947 ft-lb 10.39 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1594 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: 95.27 in3 116.02 in3 Area(Shear): 14.06 in2 61.88 in2 Moment of Inertia(deflection): 291.38 in4 652.59 in4 Moment: 6947 ft-lb 8459 ft-lb Shear: -1594 lb 7013 lb NOTES ,Project:22109 FOUR D CONST page J. Location:L4-BM ACROSS GARAGE(TO OUTSIDE) Bure , C Burke Drr awwingings, Inc. Multi-Loaded Multi-Span Beam B U R C(C 7040 S.E. 118TH DR [2015 International Building Code(2012 NDS)j °�sioa}`r PORTLAND,OR 97266 or 5.125 IN x 18.0 IN x 14.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM Section Adequate By:24.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN U630 Dead Load 0.08 in Total Load 0.35 IN 0481 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 9814 lb 9404 lb Dead Load 3117 lb 2910 lb 2 Total Load 12931 lb 12314 lb Bearing Length 3.88 in 3.70 in TR1 BEAM DATA Center TR2 TR3 Span Length 14 ft Unbraced Length-Top 0 ftA tan B Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.08 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 20 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Cd=1.00 Live Load 2495 lb 3179 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 775 lb 1022 lb Cd=1.00 Location 5.5 ft 11 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min. Mod.of Elasticity: E_min= 930 ksi E min'= 930 ksi Load Number One Two Three Comp.1 to Grain: Fc- = 650 psi Fc- = 650 psi Left Live Load 1331 plf 640 plf 901 plf Left Dead Load 417 plf 160 plf 259 plf Controlling Moment: 44361 ft-lb Right Live Load 1331 plf 640 plf 901 plf 5.6 Ft from left support of span 2(Center Span) Right Dead Load 417 plf 160 plf 259 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 5.5 ft 11 ft Controlling Shear: 12931 lb Load End 5.5 ft 11 ft 14 ft At left support of span 2(Center Span) Load Length 5.5 ft 5.5 ft 3 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 221.8 in3 276.75 in3 Area(Shear): 73.19 in2 92.25 in2 Moment of Inertia(deflection): 1423.32 in4 2490.75 in4 Moment: 44361 ft-lb 55350 ft-lb Shear: 12931 lb 16298 lb NOTES page Proj22109 CONST Burke Inc. Location:ect: L5-BMFOUR ACROSSD GARAGE(TO INSIDE) « BurkePatrick DraJ. wing Multi-Loaded Multi-Span Beam B U J N 7040 S.E. 118TH DR of bRia'i.nc [2015 International Building Code(2012 NDS)] •PORTLAND,OR 97266 5.125 IN x 15.0 IN x 16.0 FT StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:46.7% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN U528 Dead Load 0.10 in Total Load 0.46 IN U414 Live Load Deflection Criteria:0360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 5120 lb 5120 lb Dead Load 1413 lb 1413 lb Total Load 6533 lb 6533 lb Bearing Length 1.96 in 1.96 in w BEAM DATA Center -49Z- Span ._Span Length 16 ft �s n Unbraced Length-Top 0 ft • B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.1 Uniform Live Load 640 plf Notch Depth 0.00 Uniform Dead Load 160 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 817 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp. L to Grain: Fc- L= 650 psi Fc- l'= 650 psi Controlling Moment: 26133 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -6533 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: Req'd Provided Section Modulus: 130.67 in3 192.19 in3 Area(Shear): 36.98 in2 76.88 in2 Moment of Inertia(deflection): 982.88 in4 1441.41 in4 Moment: 26133 ft-lb 38438 ft-lb Shear: -6533 lb 13581 lb NOTES ,Project:22109 FOUR D CONST page Patrickkr winBurgs / Location: L6-9'GAR DR HDR(TO OUTSIDE) Multi-Loaded Multi-Span Beam r l\ Burke Drawings, Inc. B U i(I(C 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)] VR'in: ''S%PORTLAND,OR 97266 5.5 IN x 11.5 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM Section Adequate By:9.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN U1109 Dead Load 0.03 in Total Load 0.13 IN U839 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2688 lb 2997 lb1 Dead Load 860 lb 984 lb 2 Total Load 3548 lb 3981 lb i Bearing Length 1.03 in 1.16 in TRI TR2 TR3 BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft A s rc Unbraced Length-Bottom 9 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 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 775 lb 775 lb Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Dead Load 307 lb 307 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 3.33 ft 8.33 ft TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 8086 ft-lb Load Number One Two Three 3.69 Ft from left support of span 2(Center Span) Left Live Load 519 plf 400 plf 519 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 146 plf 100 plf 146 plf Controlling Shear: -3982 lb Right Live Load 519 plf 400 plf 519 plf At right support of span 2(Center Span) Right Dead Load 146 plf 100 plf 146 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 3.5 ft 8 ft Load End 3.5ft 8ft 9ft Comparisons with required sections: Reo'd Provided Load Length 3.5 ft 4.5 ft 1 ft Section Modulus: 110.89 in3 121.23 in3 Area(Shear): 35.13 in2 63.25 in2 Moment of Inertia(deflection): 226.34 in4 697.07 in4 Moment: 8086 ft-lb 8840 ft-lb Shear: -3982 lb 7168 lb NOTES gro Project:22109 FOUR D CONST _' page Patrick J.Burke, Inc. / Location:L7-BM ACROSS FRONT OF GAR DR(TO OUTSIDE) tr=rT Burke Drawings Multi-Loaded Multi-Span Beam D U R Ij C 7040 S.E. 118TH DR or [2015 International Building Code(2012 NDS)] ,MAIM• 'PORTLAND,OR 97266 5.125 IN x 10.5 IN x 11.0 FT StruCalc Version 9.0.2.5 12/23/2015 11:53:13 AM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:48.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/731 Dead Load 0.13 in Total Load 0.31 IN L1425 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2684 lb 2684 lb Dead Load 1934 lb 1934 lb Total Load 4618 lb 4618 lb Bearing Length 1.39 in 1.39 in BEAM DATA Center Span Length 11 ft 11 n Unbraced Length-Top 0 ft B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.13 Uniform Live Load 488 plf Notch Depth 0.00 Uniform Dead Load 340 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 840 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2400 psi Cd_=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp. to Grain: Fc- L= 650 psi Fc--L'= 650 psi Controlling Moment: 12700 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4618 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: 63.5 in3 94.17 in3 Area(Shear): 26.14 in2 53.81 in2 Moment of Inertia(deflection): 279.35 in4 494.4 in4 Moment: 12700 ft-lb 18834 ft-lb Shear: 4618 lb 9507 lb NOTES ,Project:22109 FOUR D CONST page Patrick J.Burke ��'K� / Location: L8-9'GAR DR HDR(TO INSIDE) TBurke Drawings, Inc. Multi-Loaded Multi-Span Beam B U R t(C 7040 S.E. 118TH DR [2015 International Building Code(2012 NDS)] ortcur�,.1^t °r 5.5 IN x 11.5 IN x 9.0 FT a ,PORTLAND,OR 97266 #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By:28.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN U1617 Dead Load 0.04 in Total Load 0.11 IN U973 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1845 lb 1845 lb Dead Load 1223 lb 1223 lb Total Load 3068 lb 3068 lb Bearing Length 0.89 in 0.89 in BEAM DATA Center Span Length 9 ft Unbraced Length-Top O ft A a n B Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 410 plf #2-Douglas-Fir-Larch Uniform Dead Load 258 plf Base Values Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 682 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 Min. Mod.of Elasticity: E min= 470 ksi E min'= 470 ksi Comp.1 to Grain: Fc- t = 625 psi Fc---'= 625 psi Controlling Moment: 6902 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: -3068 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: Reo'd Provided Section Modulus: 94.66 in3 121.23 in3 Area(Shear): 27.07 in2 63.25 in2 Moment of Inertia(deflection): 172 in4 697.07 in4 Moment: 6902 ft-lb 8840 ft-lb Shear: -3068 lb 7168 lb NOTES Project:22109 FOUR D CONST page ak, Patrick J. Burke / Location:L9-MAIN FLR DECK BM T1 Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U R I( 7040 S.E. 118TH DR or [2015 International Building Code(2012 NDS)] •�Ra ltrn .PORTLAND,OR 97266 5.125 IN x 10.5 IN x 16.0 FT Pressure Treated 24F-V4-Visually Graded Western Species-Wet Use StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By:35.5% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN L/488 Dead Load 0.12 in Total Load 0.52 IN L/372 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1504 lb 1504 lb Dead Load 469 lb 469 lb Total Load 1973 lb 1973 lb Bearing Length 1.12 in 1.12 in w BEAM DATA Center Span Length 16 ft Unbraced Length-Top O ft A 16 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 188 plf Notch Depth 0.00 Uniform Dead Load 47 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 247 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 1536 psi Cm=0.80 Ci=0.80 Shear Stress: Fv= 265 psi Fv'= 186 psi Cd=1.00 Cm=0.88 Ci=0.80 Modulus of Elasticity: E= 1800 ksi E'= 1424 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 736 ksi Cm=0.83 Ci=0.95 Comp. to Grain: Fc-1= 650 psi Fc- = 345 psi Cm=0.53 Controlling Moment: 7893 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1973 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: Req'd Provided Section Modulus: 61.67 in3 94.17 in3 Area(Shear): 15.96 in2 53.81 in2 Moment of Inertia(deflection): 364.85 in4 494.4 in4 Moment: 7893 ft-lb 12054 ft-lb Shear: -1973 lb 6655 lb NOTES Project:22109 FOUR D CONST page Patrick Burke / Location:M1-TYP CANT FLR JSTS OVER NOOK AREA . Burke Drawings, Inc. Floor Joist D U K 1 C 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)] MAMA I,PORTLAND,OR 97266 1.5 IN x 11.25 IN x 18.5 FT(16.5+2)@ 16 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By: 10.1% Controlling Factor:Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.31 IN U634 -0.12 IN 2U396 Dead Load 0.05 in -0.01 in Total Load 0.37 IN U542 -0.13 IN 2L/360 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 440 lb 553 lb Dead Load 95 lb 258 lb Total Load 535 lb 811 lb 1 Bearing Length 0.57 in 0.87 in SUPPORT LOADS A B Live Load 330 plf 415 plf Dead Load 71 plf 194 plf 16.5 ft 2 ft-1 Total Load 401 plf 608 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Right Base Values Adiusted Span Length 16.5 ft 2 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft 0 ft Cd=1.00 CF=1.00 Cr=1.15 Unbraced Length-Bottom 0 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Uniform Floor Loading Center Right Live Load LL= 40 psf 40 psf Controlling Moment: 2150 ft-lb Dead Load DL= 10 psf 10 psf 8.09 Ft from left support of span 2(Center Span) Total Load TL= 50 psf 50 psf Created by combining all dead loads and live loads on span(s)2 TL Adj.For Joist Spacing wT= 66.7 plf 66.7 plf Controlling Shear: -571 lb Wall Loading 16.0 Ft from left support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2,3 Live Load(1 to Joists): L1 = 0 plf 0 plf Dead Load(1 to Joists)D1 = 0 plf 80 plf Comparisons with required sections: Req'd Provided Load Location X1 = 0 ft 2 ft Section Modulus: 24.93 in3 31.64 in3 Area(Shear): 4.76 in2 16.88 in2 Moment of Inertia(deflection): 161.71 in4 177.98 in4 Moment: 2150 ft-lb 2729 ft-lb Shear: -571 lb 2025 lb NOTES page Project:22109 FOUR D CONST J.Burke Location:M2-BM ACROSS NOOK AREA t�;;& Burke Drawings,Inc. Multi-Loaded Multi-Span Beam B U B C 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)] "111" PORTLA ND OR 97266 5.125 IN x 10.5 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By:26.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN 11607 Dead Load 0.12 in Total Load 0.32 IN U379 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 5278 lb 2876 lb Dead Load 3343 lb 1603 lb Total Load 8621 lb 4479 lb Bearing Length 2.59 in 1.34 in w BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft loft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 415 plf Notch Depth 0.00 Uniform Dead Load 193 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 620 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2760 psi Live Load 4004 lb Cd=115 Dead Load 2899 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 2 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp. L to Grain: Fc-1= 650 psi Fc- L'= 650 psi Controlling Moment: 16187 ft-lb 2.8 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 8621 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: Rea'd Provided Section Modulus: 70.38 in3 94.17 in3 Area(Shear): 42.43 in2 53.81 in2 Moment of Inertia(deflection): 313.22 in4 494.4 in4 Moment: 16187 ft-lb 21660 ft-lb Shear: 8621 lb 10933 lb NOTES , Project:22109 FOUR D CONST page Patrick J.Burke Location:M3-BM BTWN GREAT RM&KIT/NOOK t .., Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 131.11M 7040 S.E. 118TH DR [2015 International Building Code(2012 NDS)] VAM) of PORTLAND,OR 97266 5.125 IN x 12.0 IN x 15.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By:60.2% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.32 IN U577 Dead Load 0.08 in Total Load 0.41 IN 0458 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2558 lb 2558 lb Dead Load 661 lb 661 lb Total Load 3219 lb 3219 lb Bearing Length 0.97 in 0.97 in ]SEAM DATA Center Span Length 15.5 ft ..v .' M . Unbraced Length-Top 0 ft A 15.5 ft B Unbraced Length-Bottom 15.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.08 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 330 plf Uniform Dead Load 72 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 415 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 12473 ft-lb 7.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3219 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: 62.36 in3 123 in3 Area(Shear): 18.22 in2 61.5 in2 Moment of Inertia(deflection): 460.76 in4 738 in4 Moment: 12473 ft-lb 24600 ft-lb Shear: -3219 lb 10865 lb NOTES page Project:22109 FOUR D CONSTPatrick J.Burke Location:M4-BM BTWN GREAT RM&FOYERS . Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 0 U K IU 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)] bK41111" ' PORTLAND,OR 97266 5.5 IN x 9.5 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By:211.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5868 Dead Load 0.01 in Total Load 0.02 IN L/3520 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 903 lb 955 lb Dead Load 602 lb 637 lb Total Load 1505 lb 1592 lb TR1 Bearing Length 0.44 in 0.46 in BEAM DATA Center x..v.. �... _, Span Length 5 ft s ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0,00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 90 plf #2-Douglas-Fir-Larch Uniform Dead Load 45 plf Base Values Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 146 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Left Live Load 250 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 170 plf Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Right Live Load 313 plf Comp. L to Grain: Fc---= 625 psi Fc- L'= 625 psi Right Dead Load 213 plf Load Start 0 ft Controlling Moment: 1936 ft-lb Load End 5 ft 2.55 Ft from left support of span 2(Center Span) Load Length 5 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1592 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: 26.55 in3 82.73 in3 Area(Shear): 14.05 in2 52.25 in2 Moment of Inertia(deflection): 26.79 in4 392.96 in4 Moment: 1936 ft-lb 6032 ft-lb Shear: -1592 lb 5922 lb NOTES page Project:22109 FOUR D CONST Patrick J.Burke / Location:M5-BM BTWTVN DINING&HALL TO DEN � Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 6 U I C(C 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)] MAIM r{ PORTLAND,OR 97266 3.5 IN x 11.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By: 142.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN U3729 Dead Load 0.01 in Total Load 0.02 IN U2938 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: 0240 REACTIONS A B Live Load 1320 lb 1320 lb Dead Load 356 lb 356 lb Total Load 1676 lb 1676 lb Bearing Length 0.77 in 0.77 in BEAM DATA Center W Span Length 6 ft - Unbraced Length-Top O ft A 6 ft B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 440 plf #2-Douglas-Fir-Larch Uniform Dead Load 110 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 559 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 Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc- I = 625 psi Fc- L'= 625 psi Controlling Moment: 2513 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1676 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: Read Provided Section Modulus: 30.47 in3 73.83 in3 Area(Shear): 13.96 in2 39.38 in2 Moment of Inertia(deflection): 40.09 in4 415.28 in4 Moment: 2513 ft-lb 6091 ft-lb Shear: 1676 lb 4725 lb NOTES page Project:22109 FOUR D CONST Patrick J.Burke ,,,gun Location:M6-HDR OVER DBL DRS TO DENr'tR ! Burke Drawings, Inc. Multi-Loaded Multi-Span Beam b U fr I<C 7040 S.E. 118TH DR or [2015 International Building Code(2012 NDS)] °k'l6`'''0PORTLAND,OR 97266 3.5 IN x 9.25 IN x 5.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By: 126.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN U2888 Dead Load 0.01 in Total Load 0.03 IN L/2255 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1128 lb 1128 lb Dead Load 316 lb 316 lb Total Load 1444 lb 1444 lb Bearing Length 0.66 in 0.66 in w BEAM DATA Center — Span Length 5.5 ft 1110— 5.5 ft Unbraced Length-Top 0 ft B Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 410 plf #2-Douglas-Fir-Larch Uniform Dead Load 108 plf Base Values Adiusted, Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 525 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-I-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1985 ft-lb 2.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1444 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: Read Provided Section Modulus: 22.06 in3 49.91 in3 Area(Shear): 12.03 in2 32.38 in2 Moment of Inertia(deflection): 28.77 in4 230.84 in4 Moment: 1985 ft-lb 4492 ft-lb Shear: 1444 lb 3885 lb NOTES Project:22109 FOUR D CONST rmo7 page 41,wllt�•-k Patrick Burke / Location:M7-BM OVER BLT-INS/F.P.@ GREAT RM IBurke Drawings, Inc. Multi-Loaded Multi-Span Beam B U K I(C 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)] •°{� niS11%pORTLAND,OR 97266 5.125 IN x 10.5 IN x 12.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By:71.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN U884 Dead Load 0.18 in Total Load 0.35 IN U433 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1719 lb 1719 lb Dead Load 1792 lb 1792 lb Total Load 3511 lb 3511 lb Bearing Length 1.05 in 1.05 in BEAM DATA Center Span Length 12.5 ft Unbraced Length-Top 0 ft 12.5 ft NB Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 275 plf Notch Depth 0.00 Uniform Dead Load 275 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 562 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: Emin= 930 ksi E_min'= 930 ksi Comp.-I-to Grain: Fc- t = 650 psi Fc--L'= 650 psi Controlling Moment: 10970 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3510 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: 54.85 in3 94.17 in3 Area(Shear): 19.87 in2 53.81 in2 Moment of Inertia(deflection): 274.21 in4 494.4 in4 Moment: 10970 ft-lb 18834 ft-lb Shear: 3510 lb 9507 lb NOTES page Project:22109 FOUR D CONST , Patrick J.Burke Location:U1-BM ACROSS BR 3&UPPER BA(3 PT BRG) ;. .':_`: Burke Drawings, Inc. Multi-Loaded Multi-Span Beam b U K It C 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)] A°'10')1`%PORTLAND,OR 97266 5.5 IN x 11.5 IN x 18.0 FT(5.5+ 12.5) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By: 16.2% Controlling Factor:Moment DEFLECTIONS Left Center LOADING DIAGRAM Live Load -0.02 IN 03842 0.13 IN U1155 Dead Load -0.01 in 0.09 in Total Load -0.03 IN L/2538 0.22 IN U685 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: L/240 REACTIONS A B C 1 Live Load 698 lb 4004 lb 1700 lb Dead Load -98 lb 2899 lb 1209 lb Total Load 600 lb 6903 lb 2909 lb Uplift(1.5 F.S) -942 lb 0 lb 0 lb Bearing Length 0.17 in 2.01 in 0.85 in W TR2 BEAM DATA Left Center 4_ Span Length 5.5 ft 12.5 ft 5.5 ft 12.5 ft C Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 5.5 ft 12.5 ft Live Load Duration Factor 1.15 UNIFORM LOADS Left Center Notch Depth 0.00 Uniform Live Load 275 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 187 plf 0 plf #2-Douglas-Fir-Larch Beam Self Weight 14 plf 14 plf Base Values Adjusted Total Uniform Load 476 plf 14 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi POINT LOADS-CENTER SPAN Cd=1.15 CF=1.00 Load Number One Shear Stress: Fv= 170 psi Fv'= 196 psi Live Load 1063 lb Cd=1.15 Dead Load 723 Ib Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 9 ft Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.I-to Grain: Fc--I-= 625 psi Fc-12= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 8751 ft-lb Left Live Load 275 plf 138 plf 8.5 Ft from left support of span 2(Center Span) Left Dead Load 187 plf 94 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 275 plf 138 plf Controlling Shear: 4043 lb Right Dead Load 187 plf 94 plf At left support of span 2(Center Span) Load Start 0 ft 9 ft Created by combining all dead loads and live loads on span(s)1,2 Load End 9 ft 12.5 ft Load Length 9 ft 3.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 104.36 in3 121.23 in3 Area(Shear): 31.02 in2 63.25 in2 Moment of Inertia(deflection): 244.18 in4 697.07 in4 Moment: 8751 ft-lb 10166 ft-lb Shear: 4043 lb 8244 lb NOTES Project:22109 FOUR D CONST page Patrick J. Burke / Location: U2-HDR OVERWDW @ MSTR BA @ SPA tft�:,� Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U fi R C 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)] ,b�6111' PORTLAND,OR 97266 3.5 IN x 5.5 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By:29.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U1250 Dead Load 0.03 in Total Load 0.08 IN U781 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 663 lb 663 lb Dead Load 398 lb 398 lb Total Load 1061 lb 1061 lb Bearing Length 0.48 in 0.48 in w BEAM DATA Center Span Length 5 ft Unbraced Length-Top O ft A 5 ft B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 265 plf #2-Douglas-Fir-Larch Uniform Dead Load 155 plf Base Values Adiusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 424 plf Cd=9.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1326 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1060 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: Read Provided Section Modulus: 13.6 in3 17.65 in3 Area(Shear): 8.84 in2 19.25 in2 Moment of Inertia(deflection): 14.91 in4 48.53 in4 Moment: 1326 ft-lb 1720 ft-lb Shear: 1060 lb 2310 lb NOTES page Project:22109 FOUR D CONST Tom;. Patrick J. Burke / Location: U3-BM ACROSS LOFT AREA OVER GREAT RM BELOW Burke Drawings, Inc. Multi Loaded Multi Span Beam B U K It C 7040 S.E. 118TH DR of [2015 International Building Code(2012 NDS)] "I'm"' PORTLAND,OR 97266 5.125 IN x 12.0 IN x 15.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By:58.0% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN L/640 Dead Load 0.20 in Total Load 0.49 IN L/379 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2349 lb 2227 lb Dead Load 1592 lb 1570 lb Total Load 3941 lb 3797 lb Bearing Length 1.18 in 1.14 in TR1 TR2 BEAM DATA Center Span Length 15.5 ft _ r. �a �� �,3ffro- Unbraced Length-Top 0 ft 15.5 ft Unbraced Length-Bottom 15.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.2 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 13 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 Left Live Load 308 plf 275 plf Cd;/.00 Left Dead Load 193 plf 187 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 308 plf 275 plf Cd=1.00 Right Dead Load 193 plf 187 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 9.5 ft Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load End 9.5 ft 15.5 ft Comp. I to Grain: Fc- L= 650 psi Fc- L'= 650 psi Load Length 9.5 ft 6 ft Controlling Moment: 15096 ft-lb 7.59 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3941 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: 75.48 in3 123 in3 Area(Shear): 22.31 in2 61.5 in2 Moment of Inertia(deflection): 466.97 in4 738 in4 Moment: 15096 ft-lb 24600 ft-lb Shear: 3941 lb 10865 lb NOTES Project:22109 FOUR D CONST Ltf J Patrick J. Location:U4-HDR OVER WDWS @ FRONT GREAT RM I>i>{z.;:. Burke Drawi i Multi-Loaded Multi-Span Beam B U R B C 7040 S.E. 118, [2015 International Building Code(2012 NDS)j A u,i°".1m PORTLAND,OR 3.5 IN x 11.25 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 14 AM Section Adequate By:44.9% 012312015 11:531 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1965 Dead Load 0.04 in Total Load 0.09 IN U1184 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1239 lb 899 lb Dead Load 812 lb 612 lb Total Load 2051 lb 1511 lb Bearing Length 0.94 in 0.69 in TR1 BEAM DATA Center Span Length 9 ft Unbraced Length-Top O ft A g e B Unbraced Length-Bottom 9 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 Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 plf Cd=1.00 CF=1.10 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Left Live Load 225 plf 95 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Dead Load 153 plf 48 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 113 plf 95 plf Comp.1 to Grain: Fc-1= 625 psi Fc- -'= 625 psi Right Dead Load 77 plf 48 plf Load Start Oft O ft Controlling Moment: 4203 ft-lb Load End 9 ft 6.5 ft 4.23 Ft from left support of span 2(Center Span) Load Length 9 ft 6.5 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2051 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: Read Provided Section Modulus: 50.94 in3 73.83 in3 Area(Shear): 17.09 in2 39.38 in2 Moment of Inertia(deflection): 84.16 in4 415.28 in4 Moment: 4203 ft-lb 6091 ft-lb Shear: 2051 lb 4725 lb NOTES page OUR D Patrick J.Burke . Project:22109 F CONST Location:WORST r44 � Burke Drawings, Inc. of Column CASE STUDS @ GREAT RA/ QU R E 7040 S.E. 118TH DR 2015 International Building 120. PORTLAND,OR 97266 1.5 IN x 5.5 IN x 16.0 FTLarch-Dry Us0. NDS #2-Douglas-Fir- 12 O.C. StruCalc Version 9.0.2.5 12/23/2015 11:53:14 AM Section Adequate By:20.4% e 12EF TTIONS Deflection _`" LOADING DIAGRAM — e to la •rads only, Defl= 0.89 IN=U217 Live Load p jfiteria: U180 eflecti 71CAL R S Live Load: Vert-LL-Rxn= 333 lb Dead Loar+ Vert-DL-Rxn= 220 lb B Total Lo Vert-TL-Rxn= 553 lb OO TA R ACTION T Reaction at Top of Column: TL-Rxn-Top= 160 lb 'otal Reaction at Bottom of Column: TL-Rxn-Bottom= 160 lb COLUMN DATA Total Column Length: 16 ft Unbraced Length(X-Axis)Lx: 16 ft Unbraced Length(Y-Axis)Ly: 0 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 16 ft ; W Lateral Load Duration Factor(Wind/Seismic) 1.33 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 374 psi Cd=1.33 Cf=1.10 Cp=0.19 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1790 psi Cd=1.33 CF=1.30 Cr-1.15 C1=1.00 '" Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1790 psi Cd=1.33 CF=1.30 Cr-1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi A Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Axis): AXIAL LOADING Column Section (X-X ) dx= 5.5 in Live Load: PL= 333 plf Column Section(Y-Y Axis): dy= 1.5 in Dead Load: PD= 191 plf Area: A= 8.25 in2 Column Self Weight: CSW= 29 plf Section Modulus(X-X Axis): Sx= 7.56 in3 Total Load: PT= 553 plf Section Modulus(Y-Y Axis): Sy= 2.06 in3 Slenderness Ratio: Lex/dx= 34.91 LATERAL LOADING (Dy Face) Ley/dy= 0 Uniform Lateral Load: wL-Lat= 20 psf Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 27 psi Allowable Compressive Stress: Fc'= 374 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 640 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 1016 psi Allowable Bending Stress(X-X Axis): Fbx'= 1790 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1790 psi Combined Stress Factor: CSF= 0.61 NOTES