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Specifications (15) 6 µi' E.,h! 1/,,,, r-4-15: ALAN x DESIGN A S S O C I A TES, I N C . OPTION PLAN 2230CE FOR WINDWOOD HOMES (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 Project:2230CE WINDWOOD HOMES Patrick J.Burke Location:FT1 -EXTERIOR SIDE GARAGE FTG LBurke Drawings, Inc. Footing D U K It C 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] aa '. %PORTLAND,OR 97266 Footing Size: 3.83 FT x 3.83 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(6)min. StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fe= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.83 ft Length: L= 3.83 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 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1317 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I-5.5 in—I Required Footing Area: Areq= 14.32 sf T 1 Area Provided: A= 14.67 sf . Baseplate Bearing: Bearing Required: Bear= 27830 lb 12 in'i Allowable Bearing: Bear-A= 83566 lb Beam Shear Calculations(One Way Shear): ----- .- o n _ Beam Shear: Vu1 = 8919 lb 3 in Allowable Beam Shear: Vc1 = 28438 lb 3.83 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 25339 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 11596 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 7730 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 19326 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 27830 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1418 lb Factored Moment: Mu= 159881 in-lb Nominal Moment Strength: Mn= 339496 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.48 in Steel Required Based on Moment: As(1)= 0.55 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.10 in2 Controlling Reinforcing Steel: As-reqd= 1.10 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 19.98 in NOTES Project:2230CE WINDWOOD HOMES . ""'"1 page Patrick Burke Location:FT2-GAR FTG AT FOYER WALL � �tfz;P Burke Drawings, Inc. Footing t U g If C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] •VAWIDairt PORTLAND,OR 97266 Footing Size:3.023 FT x 3.023 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.02 ft Length: L= 3.02 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: 5.5 in Ultimate Bearing Pressure: Qu= 1349 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 9.13 sf Area Provided: A= 9.14 sf . Baseplate Bearing: Bearing Required: Bear= 17758 lb a2'" i Allowable Bearing: Bear-A= 83566 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 4841 lb ; j 3 in Allowable Beam Shear: Vc1 = 22446 lb Punching Shear Calculations(Two Way Shear): 3.023 ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 15207 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 7400 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 4932 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 12332 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 17758 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 883 lb Factored Moment: Mu= 80525 in-lb Nominal Moment Strength: Mn= 282438 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 in Steel Required Based on Moment: As(1)= 0.27 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.87 in2 Controlling Reinforcing Steel: As-reqd= 0.87 in2 Selected Reinforcement: #4's @ 7.0 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= 15.14 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:2230CE WINDWOOD HOMES s----1• page 0 Patrick J.Burke Location: FT3-CONC.FTG BELOW DEN/FOYER tai Burke Drawings, Inc. Footing b U K I<C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] ,orcai°us'Oi%PORTLAND,OR 97266 Footing Size:4.0 FT x 4.0 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W 1(6)min. StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 4 ft Length: L= 4 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= 1254 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf H5.5 in—1 Required Footing Area: Areq= 14.87 sf 1 1 Area Provided: A= 16.00 sf Baseplate Bearing: Bearing Required: Bear= 28898 lb I Allowable Bearing: Bear-A= 83566 lb 12 in Beam Shear Calculations(One Way Shear): i _ '- ------_-- Beam Shear: Vu1 = 9482 lb 13 in Allowable Beam Shear: Vc1 = 29700 lb Punching Shear Calculations(Two Way Shear): aft — Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 26527 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 12041 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 8027 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 20068 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 28898 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1547 lb Factored Moment: Mu= 173388 in-lb Nominal Moment Strength: Mn= 339930 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.59 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 1.15 in2 Controlling Reinforcing Steel: As-reqd= 1.15 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 21 in NOTES Project:2230CE WINDWOOD HOMES page Patrick J.Burke Location:FT4-CONC FTG AT DINING/LAUNDRY RM Burke Drawings, Inc. Footing B U f'It C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] •gzsi"Cf PORTLAND,OR 97266 Footing Size:3.34 FT x 3.34 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C.E/W/(5)min. StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.34 ft Length: L= 3.34 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= 1323 psf I-5.5 in Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 10.93 sf Area Provided: A= 11.16 sf Baseplate Bearing: Bearing Required: Bear= 21249 lb 12 in Allowable Bearing: Bear-A= 83566 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 6251 lb 3 in Allowable Beam Shear: Vc1 = 24800 lb 3.34 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 18748 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 8854 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 5902 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 14756 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 21249 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1078 lb Factored Moment: Mu= 106457 in-lb Nominal Moment Strength: Mn= 283292 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.36 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.96 in2 Controlling Reinforcing Steel: As-reqd= 0.96 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= 17.04 in NOTES page Project:2230CE WINDWOOD HOMES Patrick J. Burke Location: FT5-GREAT RM/DINING CONC.FTG ri>_z, Burke Drawings, Inc. Footing D U K I(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] t'"1111"i11C PORTLAND,OR 97266 Footing Size: 3.167 FT x 3.167 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.17 ft Length: L= 3.17 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= 1323 psf H-5.5'n— Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 9.83 sf 1 Area Provided: A= 10.03 sf Baseplate Bearing: Bearing Required: Bear= 19103 lb 12 in' Allowable Bearing: Bear-A= 83566 lb 0 ; Beam Shear Calculations(One Way Shear): � T Beam Shear: Vu1 = 5405 lb a'n Allowable Beam Shear: Vc1 = 23515 lb Punching Shear Calculations(Two Way Shear): 3.167 ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 16603 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 7960 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 5306 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 13266 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 19103 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 970 lb Factored Moment: Mu= 90750 in-lb Nominal Moment Strength: Mn= 282847 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.31 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.91 in2 Controlling Reinforcing Steel: As-reqd= 0.91 in2 Selected Reinforcement: #4's @ 7.0 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 in NOTES Project:2230CE WINDWOOD HOMES page t:Q. Burke PatrickDrawingrawnges, Inc. Location:FT6-REAR GREAT RM FTG/DINING SIDE Footing DT./K It C 7040 S.E. 118TH DR [2012 International Building Code(2012 NDS)] GKb`lf°°' '`4hPORTLAND,OR 97266 of Footing Size:2.68 FT x 2.68 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.68 ft Length: L= 2.68 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 F-5.5in— Bearing Calculations: Ultimate Bearing Pressure: Qu= 1349 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.18 sf Area Provided: A= 7.18 sf Baseplate Bearing: 12 in Bearing Required: Bear= 13956 lb Allowable Bearing: Bear-A= 83566 lb ' - Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 3398 lb 3 in Allowable Beam Shear: Vc1 = 19899 lb , Punching Shear Calculations(Two Way Shear): 2.68 n Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 11405 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 5815 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3877 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 9692 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 13956 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 694 lb Factored Moment: Mu= 56105 in-lb Nominal Moment Strength: Mn= 226653 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.19 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 in. o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.08 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES page Project:2230CE WINDWOOD HOMES ,. Patrick J.Burke Location: FT7-REAR GREAT RM/FIREPLACE SIDE ,"" Burke Drawings, Inc. Footing B U K IS 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] manit%PORTLAND,OR 97266 Footing Size:2.68 FT x 2.68 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.68 ft Length: L= 2.68 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 Bearing Calculations: I 1 Ultimate Bearing Pressure: Qu= 1302 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.93 sf Area Provided: A= 7.18 sf Baseplate Bearing: 12 in Bearing Required: Bear= 13468 lb > Allowable Bearing: Bear-A= 83566 lb P ° Beam Shear Calculations(One Way Shear): 1 3 in Beam Shear: Vu1 = 3279 lb _ ` _L Allowable Beam Shear: Vc1 = 19899 lb _ 2.68 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 11006 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 5612 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3741 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 9353 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 13468 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 694 lb Factored Moment: Mu= 54143 in-lb Nominal Moment Strength: Mn= 226653 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.18 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.08 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:2230CE WINDWOOD HOMES page Location: FJ1 -2X DIMENSIONAL FLR JSTS BELOW MSIR"ROLL-IN"SH Patrick J.Burke Floor Joist t "'T:� Burke Drawings, Inc. / [2012 International Building Code(2012 NDS)] LDUK! J7o4o5E. 118TH DRDRtW4sI7PORTLAND,OR 97266 of 1.5 INx7.25INx6.OFT(4+2)@ 16 O.C. #2-Douglas-Fir-Larch-Dry Use Section Adequate By:84.7% StruCalc Version 9.0.2.5 3/17/2016 11:01:29 AM Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.01 IN 116668 0.03 IN 2L/1762 Dead Load -0.01 in 0.03 in Total Load -0.01 IN L/3258 0.06 IN 21/806 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:1/360 REACTIONS A B Live Load 107 lb 392 lb Dead Load -57 lb 350 lb Total Load 50 lb 742 lb Uplift(1.5 F.S) -134 lb 0 lb 1 Bearing Length 0.05 in 0.79 in ) SUPPORT LOADS A B . Live Load 80 plf 294 plf : "" , . tea ?., Dead Load -43 plf 263 plf 4 2 ft Total Load 38 plf 557 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Right Base Values Adjusted Span Length 4 ft 2 ft Bending Stress: Fb= 900 psi Fb'= 1174 psi Unbraced Length-Top 0 ft 0 ft Cd=1.00 C/=0.95 CF=1.20 Cr=1.15 Unbraced Length-Bottom 0 ft 0 ft Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Uniform Floor Loading Center Right Live Load LL= 40 psf 40 psf Controlling Moment: -696 ft-lb Dead Load DL= 15 psf 15 psf Over right support of span 2(Center Span) Total Load TL= 55 psf 55 psf Created by combining all dead loads and live loads on span(s)3 TL Adj. For Joist Spacing wT= 73.3 plf 73.3 plf Controlling Shear: 421 lb Wall Loading At left support of span 3(Right 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 76 plf Comparisons with required sections: Rea'd Provided Load Location to Joists)X1 = 0 1 = 0 ft t 132 plf t Section Modulus: X 2 ft 7.12 in3 13.14 in3 Area(Shear): ____ 3.51 in2 10.88 in2 Moment of Inertia(deflection): 21.29 in4 47.63 in4 Moment: -696 ft-lb 1285 ft-lb Shear: 421 lb 1305 lb NOTES page Project:2230CE WINDWOOD HOMES Patrick J.Burke tion:J1 -FLR JSTS 0/FRONT GAR :<J> :' Burke Drawings,Inc. LocaB U K It 7040 S.E. 118TH DR or [201 Internationalst tbcAt� 31n�*PORTLAND,OR 97266 [2012 Building Code(2012 NDS)] TJI 110/11.875-iLevel Trus Joist x 11.0 FT @ 16 O.C. StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM Section Adequate By:39.0% Controlling Factor: End Reaction DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1493 Dead Load 0.03 in Total Load 0.12 IN L/1093 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 306 lb 395 lb Dead Load 93 lb 259 lb Total Load 399 lb 654 lb Bearing Length 1.75 in 1.75 in TR1 Web Stiffeners No No SUPPORT LOADS A B ��n_ Live Load 230 plf 296 plf l4 Dead Load 70 plf 194 plf Total Load 299 plf 491 plf JOIST DATA Center I-JOIST PROPERTIES Span Length 11 ft TJI 110/11.875-iLevel Trus Joist Length-Top 0 ft Base Values AdjuUnbraced g p Moment Cap: Mcap= 3160 ft-lb Mcap'= 3160 ft-lb Unbraced Length-Bottom 0 ft Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1560 lb Vcap'= 1560 lb Floor Duration Factor 1.00 Cd= 1.00 JOIST LOADING End Reaction: Rcap= 910 lb Rcap'= 910 lb Uniform Floor Loading Center Cd= 1.00 Live Load LL= 0 psf w/web stiffeners: RcapWS= 0 lb RcapWS'= 0 lb Dead Load DL= 0 psf Cd= 1.00 Total Load TL= 0 psf Interior Reaction: IRcap= 1935 lb IRcap'= 1935 lb TL Adj.For Joist Spacing wT= 0 plf Cd= 1.00 Wall Loading w/web stiffeners: IRcapWS= 2295 lb IRcapWS'= 2295 lb Wall One Cd= 1.00 Live Load(-I-to Joists): L1 = 126 plf E.I.: El= 267 Ib-in2 El'= 267 Ib-in2 Dead Load(-1-to Joists): D1 = 164 plf Load Location X1 = 10 ft Controlling Moment1193 ft-lb Partially Distributed Loading 5.94 Ft from left support of span 3(Right Span) Live Load LL= 40 psf Created by combining all dead and live loads. Dead Load DL= 10 psf Controlling Shear: -655 lb Load Start A= 0 ft 10.0 Ft from left support of span 2(Center Span) Load End B= 10 ft Created by combining all dead and live loads. Load Length C= 10 ft Comparisons with required sections: Read Provided E I: 88 in2-lb E6 267 in2-lb xE6 Moment: 1193 ft-lb 3160 ft-lb Shear: -655 lb 1560 lb NOTES Project:2230CE WINDWOOD HOMES page Location:J2-FLR JSTS 0/KITCHEN Patrick J.Burke Floor Joist ..' ""' Burke Drawings, Inc. 6 U R rI C 7040 S.E. 118TH DR [2012 International Building Code(2012 NDS)] Vail* OR 97266 or TJI 360 111.875-iLevel Trus Joist x 21.0 FT @ 12 O.C. Section Adequate By: 14.8% StruCalc Version 9.0.2.5 Controlling Factor:Deflection 3/16/2016 9:05:50 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.46 IN U551 Dead Load 0.11 in Total Load 0.57 IN U441 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 420 lb 420 lb Dead Load 105 lb 105 lb Total Load 525 lb 525 lb Bearing Length 1.75 in 1.75 in Web Stiffeners No No SUPPORT LOADS A B Live Load 420 plf 420 plf _ Dead Load 105 plf 105 plf 2I ft Total Load 525 plf 525 plf I-JOIST PROPERTIES JOIST DATA TJI 360/11.875-iLevel Trus Joist Center Span Length 21 ft Base Values Adiusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 6180 ft-lb Mcap'= 6180 ft-lb Unbraced Length-Bottom 0 ft Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1705 lb Vcap'= 1705 lb Floor Duration Factor 1.00 Cd= 1.00 End Reaction: Rcap= 1080 lb Rcap'= 1080 lb JOIST LOADING Cd= 1.00 Uniform Floor Loading Center w/web stiffeners: RcapWS= 0 lb RcapWS'= 0 lb Live Load LL= 40 psf Cd= 1.00 Dead Load DL= 10 psf Interior Reaction: IRcap= 2460 lb IRcap'= 2460 lb Total Load TL= 50 psf Cd= 1.00 TL Adj. For Joist Spacing wT= 50 plf w/web stiffeners: IRcapWS= 2815 lb IRcapWS'= 2815 lb Cd= 1.00 E.I.: El= 419 lb-in2 El'= 419 lb-in2 Controlling Momen12756 ft-lb 10.5 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: 525 lb At left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Read Provided E.l.. 365 in2-lb E6 419 in2-lb xE6 Moment: 2756 ft-lb 6180 ft-lb Shear: 525 lb 1705 lb NOTES ProLocation:ject:2230CE WINDWOODGREAT HOMESRM Patrick J.Burke ..° Burke Drawings, Inc. page J3-FLR JSTS O/ Floor Joist B U K It 7040 S.E. 118TH DR of PORTLAND,OR 97266 '% [2012 International Building Code(2012 NDS)] °'« TJI 110/11.875-iLevel Trus Joist x 19.0 FT @ 12 O.C. StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM Section Adequate By:0.7% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.47 IN 0483 Dead Load 0.12 in Total Load 0.59 IN 0387 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 380 lb 380 lb Dead Load 95 lb 95 lb Total Load 475 lb 475 lb Bearing Length 1.75 in 1.75 in Web Stiffeners No No SUPPORT LOADS A B_ Live Load 380 plf 380 plf Dead Load 95 plf 95 plf Total Load 475 plf 475 plf I-JOIST PROPERTIES JOIST DATA Center TJI 110/11.875-iLevel Trus Joist Span Length 19 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 3160 ft-lb Mcap'= 3160 ft-lb Unbraced Length-Bottom 0 ft Cd=1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1560 lb Vcap'= 1560 lb Floor Duration Factor 1.00 Cd=1.00 JOIST LOADING End Reaction: Rcap= 910 lb Rcap'= 910 lb Uniform Floor Loading Center Cd= 1.00 Live Load LL= 40 psf wl web stiffeners: RcapWS= 0 lb RcapWS'= 0 lb Dead Load DL= 10 psf Cd= 1.00 Total Load TL= 50 psf Interior Reaction: (Rcap= 1935 lb IRcap'= 1935 lb TL Adj.For Joist Spacing wT= 50 plf Cd= 1.00 w/web stiffeners: (RcapWS= 2295 lb (RcapWS'= 2295 lb Cd= 1.00 E.I.: El= 267 lb-in2 El'= 267 lb-int Controlling Moment2256 ft-lb 9.5 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: -475 lb At right support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Read Provided E I : 265 in2-lb E6 267 in2-lb xE6 Moment: 2256 ft-lb 3160 ft-lb Shear: -475 lb 1560 lb NOTES ,Project:2230CE WINDWOOD HOMES page Location:M1 -GAR FLUSH BM SUPPORTING BONUS WIN.HDR ,„ Patrick J.Burke Multi-Loaded Multi-Span Beam'' " Burke Drawings, Inc. / BUIfC 7040 S.E.118TH DR [2012 International Building Code(2012 NDS)1 DRAM t%PORTLAND,OR 97266 or 1.75 IN x 11.875 IN x 11.0 FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 Section Adequate By:230.7% 3/16/2016 9:05:50 PM Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U2929 Dead Load 0.02 in Total Load 0.07 IN U1936 Live Load Deflection Criteria:0360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 274 lb 740 lb Dead Load 128 lb 454 lb Total Load 402 lb 1194 lb 1 Bearing Length 0.31 in 0.91 in SEAM DATA Center TR1 Span Length 11 ft �"�..' ..,„...,F ..,„,.,.. ' :✓c' .d: ..ma>.'.ay.. .-. 4z.rg+3Y mob,.®.......,® Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 ft 11ft Live Load Duration Factor 1.00 B Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center 1.9E Microllam-iLevel Trus Joist Uniform Live Load 0 plf Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 2600 psi Fb'= 2604 psi Total Uniform Load 6 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 285 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Live Load 614 Ib Comp. L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Dead Load 410 Ib Location 10 ft Controlling Moment: 1427 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 7.15 Ft from left support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2 Left Live Load 40 plf Controlling Shear: -1194 lb Left Dead Load 10 plf At right support of span 2(Center Span) Right Live Load 40 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 10 plf Load Start 0 ft Comparisons with required sections: Rep'd Provided Load End 10 ft Section Modulus: 6.58 in3 41.13 in3 Load Length 10 ft Area(Shear): 6.28 in2 20.78 in2 Moment of Inertia(deflection): 30.28 in4 244.21 in4 Moment: 1427 ft-lb 8924 ft-lb Shear: -1194 lb 3948 lb NOTES Project:221\43.100CE WINDWOOD HOMES 'Patrick J.Burke Location: -GREAT RM WINDOW HDRttl .i Burke Drawings, Inc. pagef U f I(C 7040 S.E. 118TH DR o Multi-Loaded Multi-Span Beam a��u;��.�u�c%PORTLAND,OR 97266 [2012 International Building Code(2012 NDS)] • 5.125 IN x 10.5 IN x 12.67 FT StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:44.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN U543 Dead Load 0.14 in Total Load 0.42 IN L/359 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2724 lb 2724 lb Dead Load 1398 lb 1398 lb TR1 Total Load 4122 lb 4122 lb Bearing Length 1.24 in 1.24 in BEAM DATA Center a_. r. m ..w, ,s Span Length 12.67 ft 12.67 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.67 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.14 Uniform Live Load 380 plf Notch Depth 0.00 Uniform Dead Load 95 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 487 plf Base Values Adiusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 50 plf Cd=1.00 Left Dead Load 114 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 50 plf Cd=1.00 Right Dead Load 114 plf Modulus of Elasticity: E 1800 ksi E= 1800 ksi 1Load Start 0 ft Comp.-l-to Grain: Fc = 650 psi Fc-1-'= 650 psi Load End 12.67 ft Load Length 12.67 ft Controlling Moment: 13056 ft-lb 6.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4122 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: 65.28 in3 94.17 in3 Area(Shear): 23.33 in2 53.81 in2 Moment of Inertia(deflection): 330.79 in4 494.4 in4 Moment: 13056 ft-lb 18834 ft-lb Shear 4122 lb 9507 lb NOTES Project:2230CE WINDWOOD HOMES 11""--7 page Location:M11 -REAR PORCH BM �'M Patrick J.Burke Multi-Loaded Multi-Span Beam ' Burke Drawings, Inc. [2012 International Building Code(2012 NDS)] 6_U IctU 7040 S.E. 118TH DR � ra5. �. or 5.5 IN x 11.5 IN x 19.0 FT iosPORTLAND,OR 97266 #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:7.8% 3/16/2016 9:05:50 PM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN U698 Dead Load 0.26 in Total Load 0.59 IN U388 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria:0240 REACTIONS A B Live Load 960 lb 960 lb Dead Load 767 lb 767 lb Total Load 1727 lb 1727 lb Bearing Length 0.50 in 0.50 in BEAM DATA Center Span Length 19 ft — Unbraced Length-Top 0 ft Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 101 plf #2-Douglas-Fir-Larch Uniform Dead Load 67 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 182 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.L-to Grain: Fc- L= 625 psi Fc-1-'= 625 psi Controlling Moment: 8200 ft-lb 9.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1726 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: 112.45 in3 121.23 in3 Area(Shear): 15.23 in2 63.25 in2 Moment of Inertia(deflection): 431.36 in4 697.07 in4 Moment: 8200 ft-lb 8840 ft-lb Shear: 1726 lb 7168 lb NOTES age Project:2230CE WINDWOOD HOMES Patrick J.Burke Location:M12-GREAT RM/STAIR BM Burke Drawings, Inc. D LA V 7040 S.E. 118TH DR I of Multi-Loaded International Multi-SpBuilanding BeamCode (2012 NDS)] bm1111( PORTLAND,OR 97266 5.125 IN x 12.0 IN x 14.5 FT StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 15.9% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.42 IN 0417 Dead Load 0.11 in Total Load 0.53 IN L/328 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4288 lb 3502 lb Dead Load 1169 lb 972 lb TR1 Total Load 5457 lb 4474 lb Bearing Length 1.64 in 1.34 in W BEAM DATA Center _ Span Length 14.5 ft 14.5 ft B Unbraced Length-Top 0 ft • Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.11 Uniform Live Load 380 plf Notch Depth 0.00 Uniform Dead Load 95 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 488 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 240 plf Cd=1.00 Left Dead Load 60 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 240 plf Cd=1.00 Right Dead Load 60 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft Comp.-1-to Grain: Fc--L= 650 psi Fc-1'= 650 psi Load End 9.5 ft Load Length 9.5 ft Controlling Moment: 18885 ft-lb 6.96 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5457 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: 94.43 in3 123 in3 Area(Shear): 30.89 in2 61.5 in2 Moment of Inertia(deflection): 636.69 in4 738 in4 Moment: 18885 ft-lb 24600 ft-lb Shear 5457 lb 10865 lb NOTES Project:2230CE WINDWOOD HOMES page Location:M13-HDR @POWDER SHOWER Patrick J.Burke / Multi-Loaded Multi-Span Beamr Burke Drawings, Inc. [2012 International Building Code(2012 NDS)] It 7040 S.E. 118TH DR 3.5 IN x 5.5 IN x 5.0 FT `3`r aPORTLAND,OR 97266 or #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 Section Adequate By: 110.8% 3/16/2016 9:05:50 PM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN 01655 Dead Load 0.01 in Total Load 0.05 IN U1302 Live Load Deflection Criteria:0360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 400 lb 600 lb Dead Load 110 lb 160 lb Total Load 510 lb 760 lb Bearing Length 0.23 in 0.35 in rR1 BEAM DATA Center w Span Length 5 ft Unbraced Length-Top 0 ft Iiiiiiiiill Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 120 plf Uniform Dead Load 30 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 154 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Live Load 160 plf Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Left Dead Load 40 plf Right Live Load 160 plf Controlling Moment: 816 ft-lb Right Dead Load 40 plf 2.85 Ft from left support of span 2(Center Span) Load Start 2.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 5 ft Controlling Shear: -760 lb Load Length 2.5 ft 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: 8.37 in3 17.65 in3 Area(Shear): 6.34 in2 19.25 in2 Moment of Inertia(deflection): 10.56 in4 48.53 in4 Moment: 816 ft-lb 1720 ft-lb Shear: -760 lb 2310 lb NOTES page Projec22WIWD MS W atrk J.Burke Location:t: M1430CE-FOYERND /HALL FLUSH HOEBM _ Burke Drawings, I . B U K It C 7040 icSE. 118TH ncDR of Multi-Loaded Multi-Span BeaOOm �PORTLANDP ,OR 97266 [2012 International Building Code(2012 NDS)] 1.75 IN x 11.875 IN x 6.5 FT StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM 1.9E Microllam-iLevel Trus Joist Section Adequate By:296.4% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3755 Dead Load 0.01 in Total Load 0.03 IN U2940 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 780 lb 780 lb Dead Load 216 lb 216 lb Total Load 996 lb 996 lb Bearing Length 0.76 in 0.76 in BEAM DATA Center ._ .: .1' Span Length 6.5 ft _ B Unbraced Length-Top 0 ft 6.5 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 240 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 60 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 2600 psi Fb'= 2604 psi Total Uniform Load 306 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Comp.-I-to Grain: Fc---= 750 psi Fc--1-'= 750 psi Controlling Moment: 1619 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 996 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: 7.46 in3 41.13 in3 Area(Shear): 5.24 in2 20.78 in2 Moment of Inertia(deflection): 23.41 in4 244.21 in4 Moment: 1619 ft-lb 8924 ft-lb Shear: 996 lb 3948 lb NOTES Project:2230CE WINDWOOD HOMES page Location:M15-DEN FLUSH BM ,, �, Patrick J.Burke Multi-Loaded Multi-Span Beam '` :' Burke Drawings, Inc. [2012 International Building Code(2012 NDS)] 6 �IcC 7040 S.E. 118TH DR or 5.125 IN x 15.0 IN x 15.5 FT ,PORTLAND,OR 97266 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 Section Adequate By: 16.3% 3/16/2016 9:05:50 PM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/697 Dead Load 0.23 in Total Load 0.49 IN U376 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5020 lb 2255 lb Dead Load 4106 lb 2279 lb Total Load 9126 lb 4534 lb Bearing Length 2.74 in 1.36 in TR2 BEAM DATA Center Span Length 15.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 15.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.23 UNIFORM LOADS Center Uniform Live Load 0 plf Notch Depth 0.00 MATERIAL PROPERTIES Uniform Dead Load 0 plf 24F-V4-Visually Graded Western Species Beam Self Weight 17 plf Total Uniform Load 17 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 2611 lb 640 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1741 lb 472 lb Cd=1.00 Location 5.5 ft 10 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc- = 650 psi Fc—12= 650 psi Load Number One Two Three Left Live Load 139 plf 479 plf 0 plf Controlling Moment: 33054 ft-lb Left Dead Load 172 plf 319 plf 80pIf 5.58 Ft from left support of span 2(Center Span) Right Live Load 139 plf 479 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 172 plf 319 plf 80 lf Controlling Shear: 9127 lb Load Startp At left support of span 2(Center Span) 0 ft 0 oad End 10 ft 5.5 ft 15.5 ft 105 ft Created by combining all dead loads and live loads on span(s)2 Load Length ft 9 10ft 5.5ft 5.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 165.27 in3 192.19 in3 Area(Shear): 51.66 in2 76.88 in2 Moment of Inertia(deflection): 919.72 in4 1441.41 in4 Moment: 33054 ft-lb 38438 ft-lb Shear: 9127 lb 13581 lb NOTES page Project:2230CE WINDWOOD HOMES Patrick J.Burke Burke Drawings, Inc. Location:M16-DEN/FOYER DR HDR ��K�f 7040 118TH DR °f Multi-Loaded Multi-Span Beam �D DU X7040 S.E.S E. OR 97266 [2012 International Building Code(2012 NDS)] 5.5 IN x 5.5 IN x 5.0 FT StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 160.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN 05566 Dead Load 0.02 in Total Load 0.03 IN 01990 Live Load Deflection Criteria:0360 Total Load Deflection Criteria: 0240 REACTIONS A B Live Load 190 lb 190 lb Dead Load 341 lb 341 lb Total Load 531 lb 531 lb Bearing Length 0.15 in 0.15 in BEAM DATA Center Span Length 5 ft e n 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 76 plf #2-Douglas-Fir-Larch Uniform Dead Load 130 plf Base Values Adjusted Beam Self Weight 7 pif Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 213 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp. to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 664 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: -531 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: Rea'd Provided Section Modulus: 10.63 in3 27.73 in3 Area(Shear): 4.69 in2 30.25 in2 Moment of Inertia(deflection): 9.2 in4 76.26 in4 Moment: 664 ft-lb 1733 ft-lb Shear: -531 lb 3428 lb NOTES , Project:2230CE WINDWOOD HOMES page Location:M17-FOYER FLUSH BM Patrick J.Burke Multi-Loaded Multi-Span Beam "' :' Burke Drawings, Inc. [2012 International Building Code(2012 NDS)1 DUKI7040 S.E. 118TH DR PORTLAND,OR 97266 or gamin( 3.5 IN x 5.5 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM Section Adequate By: 10.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN 01197 Dead Load 0.09 in Total Load 0.15 IN U513 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 410 lb 410 lb Dead Load 547 lb 547 lb Total Load 957 lb 957 lb Bearing Length 0.44 in 0.44 in BEAM DATA Center Span Length 6.5 ft -.a Unbraced Length-Top 0 ft A 6.5 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 164 plf Base Values Adiusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 294 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc--L= 625 psi Fc--L'= 625 psi Controlling Moment: 1554 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 956 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: 15.93 in3 17.65 in3 Area(Shear): 7.97 in2 19.25 in2 Moment of Inertia(deflection): 22.72 in4 48.53 in4 Moment: 1554 ft-lb 1720 ft-lb Shear: 956 lb 2310 lb NOTES page Project:2230CE WINDWOOD HOMESPatrick J.Burke ' "°' Burke Drawings,Inc. Location:M18-FRONT DEN WINDOW HDR Multi-Loaded Multi-Span Beam D U K t« 7040 S.E. 118TH DR of 12012 International Building Code(2012 NDS)] DA0,1°7i11t%PORTLAND,OR 97266 5.5 IN x 9.5 IN x 9.5 FT StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:20.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1246 Dead Load 0.06 in Total Load 0.16 IN U729 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B i Live Load 1052 lb 1063 lb Dead Load 755 lb 761 lb Total Load 1807 lb 1824 lb I Bearing Length 0.53 in 0.53 in TR1 BEAM DATA Center . Span Length 9.5 ft 9.5 ft Unbraced Length-Top 0 ft A Unbraced Length-Bottom 9.5 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 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 659 Ib Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 439 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 6.5 ft Controlling Moment: 5004 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 5.51 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 189 plf 76 plf Controlling Shear: -1824 lb Left Dead Load 126 plf 50 plf 10.0 Ft from left support of span 2(Center Span) Right Live Load 189 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 126 plf 50 plf Load Start Oft 6.5 ft Comparisons with required sections: ReadLoad End 6.5 ft 9.5 ft Provided Load Length 6.5 ft 3 ft Section Modulus: 68.63 in3 82.73 in3 9 Area(Shear): 16.09 in2 52.25 in2 Moment of Inertia(deflection): 129.45 in4 392.96 in4 Moment: 5004 ft-lb 6032 ft-lb Shear: -1824 lb 5922 lb NOTES Project:2230CE WINDWOOD HOMES page Location:M2-FRONT GARAGE BM-2ND BAY } Patrick J.Burke DR Multi-Loaded Multi-Span Beam 1�' Burke Drawings, Inc. / [2012 International Building Code(2012 NDS)] 6 n POR7040 S.E.D 118TH 72 7.0 IN x 11.875 IN x 11.O FT °'�°� } { PORTLAND,OR 97266 or 2.0E Parallam-iLevel Trus Joist StruCalc Version 9.0.2.5 Section Adequate By:5.9°I° 3/16/2016 9:05:50 PM Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN U1593 Dead Load 0.08 in Total Load 0.16 IN L/833 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1411 lb 8622 lb s 1 Dead Load 1486 lb 6555 lb Total Load 2897 lb 15177 lb 2 Bearing Length 0.55 in 2.89 in TR2 BEAM DATA Center Span Length 11 ft _. Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 ft A 11 ft ., Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center 2.0E Parallam-iLevel Trus Joist Uniform Live Load 0 plf Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 26 plf Bending Stress: Fb= 2900 psi Fb'= 2903 psi Total Uniform Load 26 plf Cd=1.00 CF=1.00 Shear Stress: Re= 290 psi Fv'= 290 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Two Three Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Live Load 372 lb 1110 lb 6414 lb Comp.- to Grain: Fc-1-= 750 psi Fc--L'= 750 psi Dead Load 248 lb 740 lb 4276 lb Location 6 ft 7.5 ft 10.5 ft Controlling Moment: 15520 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 7.48 Ft from left support of span 2(Center Span) Load Number One Two Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 77 plf 265 plf 88 plf Controlling Shear: -15177 lb Left Dead Load 130 plf 256 plf 59 plf At right support of span 2(Center Span) Right Live Load 77 plf 265 plf 88 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 130 plf 256 plf 59 lf Load Start 1 ft p Comparisons with required sections: Reo'd Provided Load End 7.5 ft 6 ft 11ft 11 ft 11 ft Section Modulus: 64.15 in3 164.52 in3 Load Length 10 ft 3.5 ft Area(Shear): 78.5 in2 83.13 in2 5 ft Moment of Inertia(deflection): 281.39 in4 976.83 in4 Moment: 15520 ft-lb 39805 ft-lb Shear: -15177 lb 16071 lb NOTES • Project:2230CE WINDWOOD HOMES page Patrick J.Burke Location:M3-FRONT ENTRY PORCH BMS :.►tb' Burke Drawings, Inc. IIUM 7040 S.E. 118TH DR of Multi-Loaded Multi Span Beam �R°" .,I PORTLAND,OR 97266 [2012 International Building Code(2012 NDS)] • 5.5 IN x 5.5 IN x 4.0 FT StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:28.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN U2424 Dead Load 0.01 in Total Load 0.03 IN L/1440 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B i Live Load 420 lb 672 lb t Dead Load 291 lb 460 lb Total Load 711 lb 1132 lb Bearing Length 0.21 in 0.33 in TR2 BEAM DATA Center _... _ .... _r Span Length 4 ft Unbraced Length-Top 0 ft A an Unbraced Length-Bottom 4 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 7 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 7 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 635 ib Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 423 lb Comp.-I-to Grain: Fc--I-= 625 psi Fc--L'= 625 psi Location 2.5 ft Controlling Moment: 1352 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN Number One Two Left Live 2.48 Ft from left support of span 2(Center Span) Load77176 Of Created by combining all dead loads and live loads on span(s)2 Left Lived LoadO pe Load 50 Of 176 plf Controlling Shear: -1132 lb6 plf At right support of span 2(Center Span) Right Dead Load 50 plf Right Live Load 77 plf 11776 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 2.5 ft 2.5 ft 4 ft Comparisons with required sections: ReadLoad End Provided Load Length 2.5 ft 1.54 ft Section Modulus: 21.63 in3 27.73 in3 Area(Shear): 9.99 in2 30.25 in2 Moment of Inertia(deflection): 12.71 in4 76.26 in4 Moment: 1352 ft-lb 1733 ft-lb Shear: -1132 lb 3428 lb NOTES .11lllllll Project:2230CE WINDWOOD HOMES Location:M4-18/0 GAR.DR HDR ., Patrick J.Burke Page Multi-Loaded Multi-Span Beam Ill°R-; Burke Drawings, Inc. / [2012 International Building Code(2012 NDS)] i IAC PORTLAND,7040 S.E. OR 97266DR or 5.125 IN x 15.01N x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:23.6% StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.39 IN U560 LOADING DIAGRAM Dead Load 0.29 in Total Load 0.68 IN 0318 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3609 lb 3930 lb Dead Load 2944 lb 2816 lb Total Load 6553 lb 6746 lb r I 2 3 Bearing Length 1.97 in 2.03 in r BEAM DATA Center rRz Span Length 18 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 18 ft A 18 ft Live Load Duration Factor 1.00B Camber Adj.Factor 1 Camber Required 0.29 UNIFORM LOADS Center Uniform Live Load 0 plf Notch Depth 0.00 MATERIAL PROPERTIES Uniform Dead Load 0 plf 24F-V4-Visually Graded Western Species Beam Self Weight 17 plf Total Uniform Load 17 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2383 psi Load Number One Two Three Cd=1.00 Cv=0.99 Live Load 1411 lb 740 lb 740 lb Shear Stress: Fv= 265 psi Fv'= 265psi Dead Load 1486 lb 454 lb 454 lb Cd=1.00 Location Oft 7.5 ft 17.5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc--L= 650 psi Fc-1= 650 psi Load Number One Two Controlling Moment: 30894 ft-lb Left Live Load 126 plf 296 plf 7.56 Ft from left support of span 2(Center Span) Right Liveade 126 Load 84 plf 296 plf 96 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 195 plf Controlling Shear: -6746 lb Load Start At right support of span 2(Center Span) Load End 4 ft 8 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 14 ft 14 ft Comparisons with required sections: Req'd Provided Section Modulus: 155.54 in3 192.19 in3 Area(Shear): 38.19 in2 76.88 in2 Moment of Inertia(deflection): 1089.15 in4 1441.41 in4 Moment: 30894 ft-lb 38173 ft-lb Shear: -6746 lb 13581 lb NOTES page Project:2230CE WINDWOOD HOMES Patrick J.Burke t�� ,! Burke Drawings,Inc. Location:M5-MAIN GARAGE BM B U K Ct� 7040 S.E. 118TH DR or Multi-Loaded Multi-Span Beam [2012 International Building Code(2012 NDS)] 05‘141N":111PORTLAND, T 97266 6.75 IN x 25.5 IN x 23.0 FT StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 10.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN L/735 Dead Load 0.22 in Total Load 0.60 IN U462 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 2 REACTIONS A B Live Load 11751 lb 8222 lb Dead Load 7575 lb 4111 lb TR2 Total Load 19326 lb 12333 lb TRS Bearing Length 4.40 in 2.81 in W BEAM DATA Center ,..,7 . __,• _,. :"-Y''.--,F.,. .. _,., Span Length 23 ft 23 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 23 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.22 Uniform Live Load 240 plf Notch Depth 0.00 Uniform Dead Load 60 plf MATERIAL PROPERTIES Beam Self Weight 37 plf 24F-V4-Visually Graded Western Species Total Uniform Load 337 plf Base Values Adjusted, POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2146 psi Live Load 1849 lb 8622 lb Cd=1.00 Cv=0.89 Dead Load 1233 lb 6555 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft 7 ft Cd=1.00 CENTER SPAN AL LOADS- TRAPEZOIDAL Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TToad EZOIDNumbeOnTwo Comp. to Grain: Fc-1= 650 psi Fc- L'= 650 psi Left Live Load 77 plf 220 plf 118629 ft-lb Left Dead Load 130 plf 55 plf Controlling Moment: Right Live Load 77 plf 220 plf 7.13 Ft from left support of span 2(Center Span) ight Dead Load 130 plf 55 plf Created by combining all dead loads and live loads on span(s)2 Road Start 0 ft 7 ft Controlling Shear: 19325 lb LLoad End 6 ft 27 ft At left support of span 2(Center Span) Load Lengthnd6 ft 23 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 663.45 in3 731.53 in3 Area(Shear): 109.39 in2 172.13 in2 Moment of Inertia(deflection): 4842.2 in4 9327.02 in4 Moment: 118629 ft-lb 130802 ft-lb Shear: 19325 lb 30409 lb NOTES lllllllIl Project:2230CE WINDWOOD HOMES Location:M6-GAR BM-REAR Patrick J.Burke page Multi-Loaded Multi-Span Beam :11k4.„' Burke Drawings, Inc. / [2012 International Building Code(2012 NDS)] MACIU�� POR S.E. 118TH DR 5.5 IN x 11.5 IN x 10.0 FT PORTLAND,OR 97266 of #2-Douglas-Fir-Larch-Dry Use Section Adequate By:20.1% StruCalc Version 9.0.2.5 3/16J2016 9:05:50 PM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.11 IN U1051 LOADING DIAGRAM Dead Load 0.03 in Total Load 0.15 IN U821 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2300 lb 2300 lb Dead Load 644 lb 644 lb Total Load 2944 lb 2944 lb Bearing Length 0.86 in 0.86 in BEAM DATA Center w Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft A ion Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 460 plf Uniform Dead Load 115 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875si p Total Uniform Load 589 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170si Cd=1.00 p Modulus of Elasticity: E= 1300 ksi E'= Comp.1-to Grain: 1= 1300 ksi Fc- 625 psi Fc--L'= 625 psi Controlling Moment: 7359 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2944 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: 100.92 in3 121.23 in3 Area(Shear): 25.97 in2 63.25 in2 Moment of Inertia(deflection): 238.81 in4 697.07 in4 Moment: 7359 ft-lb 8840 ft-lb Shear: -2944 lb 7168 lb NOTES page Project:2230CE HOMES Burke ,_ BurkePatrick DraJ. wings,Inc. Location:M7-LAUNDRYWINDWOOD RM WINDOW HDR118TH DR f Multi-Loaded Multi-Span Beam LU7040 S E. 11 T 97266 [2012 International Building Code(2012 NDS)] iat� 3.5 IN x 7.25 IN x 4.0 FT StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:29.0% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN U2120 Dead Load 0.01 in Total Load 0.04 IN 01279 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1398 lb 1398 lb Dead Load 919 lb 919 lb TRS Total Load 2317 lb 2317 lb Bearing Length 1.06 in 1.06 in w BEAM DATA Centerm_ . Span Length O ft a n B Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0,00 Uniform Live Load 220 plf MATERIAL PROPERTIES Uniform Dead Load 55 plf #2 Douglas-Fir-Larch Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 281 plf Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 479 plf 1600 ksi E'= 1600 ksi Left Dead Load 399 plf Modulus of ElaE Fc--I-'= 625 psi Comp.1 to ticity:Grain: Fc-1= 625 psi Right Live Load 479 plf Right Dead Load 399 plf Controlling Moment: 2317 ft-lb Load Start 0 ft 2.0 Ft from left support of span 2(Center Span) Load End 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft Controlling Shear: 2317 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: Reg'd Provided Section Modulus: 23.76 in3 30.66 in3 Area(Shear): 19.31 in2 25.38 in2 Moment of Inertia(deflection): 20.85 in4 111.15 in4 Moment: 2317 ft-lb 2989 ft-lb Shear: 2317 lb 3045 lb NOTES Project:2230CE WINDWOOD HOMES Location:M8-DINING FLUSH BM .:, Patrick J.Burke page Multi-Loaded Multi-Span Beam 0 UU IC I w C 7040 S.E. 118TH DR Burke Drawings, Inc. / [2012 International Building Code(2012 NDS)] gkJ 5.25 IN x 11.875 IN x 16.0 FT PORTLAND,OR 97266 of 2.0E Parallam-iLevel Trus Joist Section Adequate By:6.0% StruCalc Version 9.0.2.5 3/16/2016 9:05:50 PM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.50 IN 1J382 LOADING DIAGRAM Dead Load 0.15 in Total Load 0.65 IN U296 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4000 lb 4000 lb Dead Load 1156 lb 1156 lb Total Load 5156 lb 5156 lb Bearing Length 1.31 in 1.31 in BEAM DATA Center w Span Length 16 ft ..,....•...,. ,,: -.,...,..-..�, -.. 5$' kms.., Y Unbraced Length-Top 0 ft - •-• -• •-- .. Unbraced Length-Bottom 16 ft A 16 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center 2.0E Parallam-iLevel Trus Joist Uniform Live Load 500 plf Uniform Dead Load 125 plf Base Values Adjusted Beam Self Weight 19 plf Bending Stress: Fb= 2900 psi Fb'= 2903si p Total Uniform Load 644 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290si Cd=1.00 p Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-I-to Grain: Fc--L= 750 psi Fc--12= 750 psi Controlling Moment: 20623 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: 5156 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: 85.24 in3 123.39 in3 Area(Shear): 26.67 in2 62.34 in2 Moment of Inertia(deflection): 691.09 in4 732.62 in4 Moment: 20623 ft-lb 29854 ft-lb Shear: 5156 lb 12053 lb NOTES page Project:2230CE WINDWOOD HOMES Patrick J.Burke . . Burke Drawings,Inc. Location:M9-DfNING WINDOW HDR DU�IS� 7040 S.E. 118TH DR °f Multi-Loaded Multi-Span Beam 6 I"apORTLA9 [2012 International Building Code(2012 NDS)] 266 5.5 IN x 9.5 IN x 9.5 FT StruCalc Version 9.0 2.5 3/16/2016 9:05:51 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:8.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN U1219 Dead Load 0.08 in Total Load 0.17 IN 0674 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 1115 lb 1093 lb t Dead Load 937 lb 877 lb TR3 Total Load 2052 lb 1970 lb TR2 Bearing Length 0.60 in 0.57 in TR1 �u_. ,. -- .pro Center vat _7 . . .. -.,�_. BEAM DATA . _, ... Span Length 9.5 ft ss e Unbraced Length-Top 0 ft A Unbraced Length-Bottom 9.5 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 #2 Douglas-Fir-Larch Base Values Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf Cd=9.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=9.00 Live Load 463 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 308 lb Comp.-I-to Grain: Fc-1 = 625 psi Fc-12= 625 psi Location 5.5 ft TRAPEZOIDAL LOADS-CENTER SPAN Three Controlling Moment: 5552 ft-lb Load Number One Two 5.41 Ft from left support of span 2(Center Span) Left Live Load100 plf 160 Of 101 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 100 plf 120 plf 671 plf Controlling Shear: 2052 lb Right Live Load 100 plf 160 plf 101 plf At left support of span 2(Center Span) Right Dead Load 100 plf 120 plf 67 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 5.5 ft 0 ft Load End 5.5 ft 9.5 ft 5.5 ft Comparisons with required sections: Read Provided 4 ft 5.5 ft Section Modulus: 76.14 in3 82.73 in3 Load Length 5.5 ft Area(Shear): 18.11 in2 52.25 in2 Moment of Inertia(deflection): 139.93 in4 392.96 in4 Moment: 5552 ft-lb 6032 ft-lb Shear: 2052 lb 5922 lb NOTES . Project:2230CE WINDWOOD HOMES Location:U1 -MSTR BDRM REAR WINDOW HDR Patrick J.Burke page Multi-Loaded Multi-Span Beam =°' Burke Drawings, Inc. [2012 International Building Code(2012 NDS)] t � 7040 S.E. 118TH DR 5.125 IN x 12.0 IN x 12.67 FT PORTLAND,OR 97266 of 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:28.6% 3/16/2016 9:05:51 PM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.25 IN 0617 LOADING DIAGRAM Dead Load 0.17 in Total Load 0.42 IN U365 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3293 lb 3091 lb Dead Load 2277 lb 2140 lb Total Load 5570 lb 5231 lb t Bearing Length 1.67 in 1.57 in BEAM DATA Center rR1 Span Length 12.67 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.67 ft A 12.67 ft Live Load Duration Factor 1.00 B Camber Adj. Factor 1.5 Camber Required 0.25 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 24F-V4-Visually Graded Western Species Beam Self Weight 13 plf Total Uniform Load 13 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 Cd=1.00 Live Load 1654 lb Shear Stress: Fv= 265 psi Fv'= 265psi Dead Load 1102 lb Cd=1.00 Location 9.34 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc--►-= 650 psi Fc-J-'= 650 psi Load Number One Two Controlling Moment: 19123 ft-lb Left Live Load 479 plf 77 plf 6.84 Ft from left support of span 2(Center Span) Right t Lae Load ive Load 479 plf 50 plf 9 Created by combining all dead loads and live loads on span(s)2 Right Dead Load 319 pif lf 77 plf Controlling Shear: 5571 lb p 50 plf At left support of span 2(Center Span) Load Load Start 0 ft 967 ft Created by combining all dead loads and live loads on span(s)2 Load Length 9.34 ft 12.67 ft 9.34 ft 3.33 ft Comparisons with required sections: Reo'd Provided Section Modulus: 95.61 in3 123 in3 Area(Shear): 31.53 in2 61.5 in2 Moment of Inertia(deflection): 485.3 in4 738 in4 Moment: 19123 ft-lb 24600 ft-lb Shear: 5571 lb 10865 lb NOTES Project:2230CE WINDWOOD HOMES ' page Patrick J.Burke _: Drawings,Inc. Location:U2-FRONT LIBRARY WINDOW HDR B:tw Burke S.E. in118TH DR °f Multi-Loaded Multi-Span Beam ,�R�i�:%?" �PORTLAND,7040S.E. OR 97266 [2012 International Building Code(2012 NDS)) 3.125 IN x 10.5 IN x 9.5 FT StruCalc Version 9.0.2.5 3/16/2016 9:05:51 PM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:4.8% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.17 IN L/677 Dead Load 0.11 in Total Load 0.28 IN L/403 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 2593 lb 1401 lb Dead Load 1759 lb 962 lb Total Load 4352 lb 2363 lb Bearing Length 2.14 in 1.16 in TR1 _m. BEAM DATA Center Span Length 9.5 ft g.5 ft C Unbraced Length-Top 0 ft A Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 UNIFORM Adj.Factor 1 LOADS Center Camber Required 0.11 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf Beam Self Weight 7 plf MATERIAL PROPERTIES Bea Uniform Load 7 plf 24F V4 Visually Graded Western Species Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1654 lb Cd; Dead Load 1102 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft Cd=1.00 TRAPEZOIDAL LOADS CENTER SPAN E= 1800 ksi E= 1800 ksi Two Modulus of Elasticity: 1= 650 psi Fc-1'= 650 psi Load Number One Comp. to Grain: Fc Left Live Load 479 plf 77 plf Left Dead Load 319 plf 50 plf Controlling Moment: 10954 ft-lb Right ad Load 1plf 77 plf 3.99 Ft from left support of span 2(Center Span) LiveDead Load 479319 plf 50 plf Created by combining all dead loads and live loads on span(s)2 Rightoad Start 0 ft 4 ft Controlling Shear: 4352 lb LLoad ar 4 ft 9.5 ft At left support of span 2(Center Span) Load EndLength 4 ft 5.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 54.77 in3 57.42 in3 Area(Shear): 24.63 in2 32.81 in2 Moment of Inertia(deflection): 179.32 in4 301.46 in4 Moment: 10954 ft-lb 11484 ft-lb Shear: 4352 lb 5797 lb NOTES Project:2230CE WINDWOOD HOMES page Location: U3-FRONT BONUS/BR#4 WINDOW HDR Patrick J.Burke Multi-Loaded Multi-Span Beam Burke Drawings, Inc. / B U K B C 7040 S.E. 118TH DR [2012 International Building Code(2012 NDS)] SR.xao:s r; or PORTLAND,OR 97266 3.5 IN x 7.25 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:23.0% 3/16/2016 9:05:51 PM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/878 Dead Load 0.09 in Total Load 0.22 IN L/513 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 599 lb 599 lb Dead Load 425 lb 425 lb Total Load 1024 lb 1024 lb Bearing Length 0.47 in 0.47 in BEAM DATA Center w Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft ss ft - Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 126 plf Uniform Dead Load 84 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170si p Total Uniform Load 216 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180P si Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.--to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 2431 ft-lb 4.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1024 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: 24.93 in3 30.66 in3 Area(Shear): 8.53 in2 25.38 in2 Moment of Inertia(deflection): 51.96 in4 111.15 in4 Moment: 2431 ft-lb 2989 ft-lb Shear: 1024 lb 3045 lb NOTES