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Specifications page Project:22141A FOUR D CONST 2 Patrick J. Burke Location:FT1-FOOTING BTWN FRONT GARAGE BAYS �� Alan Mascord Design Associates, Inc. Footing 11,111 2187 NW Reed St.Suite 100 i of [2009 International Building Code(2012 NDS)] _4144,4,1,06...Portland,OR 97210 Footing Size:3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(6)min. StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM 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= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft 1 8 in Depth: Depth= 12 in I Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood 12 in Column Width: m= 6 in Column Depth: n= 8 in P n c, n 3in FOOTING CALCULATIONS _ 3.5 ft i Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 psf I---s in -- Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 11.9 sf — Area Provided: A= 12.25 sf Baseplate Bearing: 1 Bearing Required: Bear= 23332 lb 12 in Allowable Bearing: Bear-A= 132600 lbT Beam Shear Calculations(One Way Shear): 3 i Beam Shear: Vu1 = 7083 lb Allowable Beam Shear: Vc1 = 25988 lb 3.5 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 61 in Punching Shear: Vu2= 20269 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 94359 lb Live Load: PL= 10123 lb Allowable Punching Shear(ACI 11-36): vc2-b= 139838 lb Dead Load: PD= 5946 lb Allowable Punching Shear(ACI 11-37): vc2-c= 75488 lb Total Load: PT= 16069 lb Controlling Allowable Punching Shear: vc2= 75488 lb Ultimate Factored Load: Pu= 23332 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1184 lb Factored Moment: Mu= 122493 in-lb Nominal Moment Strength: Mn= 338532 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 in Steel Required Based on Moment: As(1)= 0.42 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.01 in2 Controlling Reinforcing Steel: As-reqd= 1.01 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= 18 in NOTES Project:22141A FOUR D CONST 2 RE page Location:FT2-FOOTING AT REAR GARAGE AlaPatrick J. Burke Footing II� 2187 MascordWDesign St.Sitesociates,Inc. / [2009 International Building Code(2012 NDS)] NW Reed St.Suite 100 or Footing Size:2.83 FT x 2.83 FT x 12.00 IN -' iry {:-Portland,OR 97210 Reinforcement:#4 Bars©6.00 IN.O.C. E/W/(5)min. Section Footing Design Adequate StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM 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= 2.83 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= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: I— s in Ultimate Bearing Pressure: Qu= 1267 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.52 sf Area Provided: A= 8.01 sf Baseplate Bearing: Bearing Required: Bear= 14739 lb 12 in' Allowable Bearing: Bear-A= 99450 lb p n c a Beam Shear Calculations(One Way Shear): 9 I T Beam Shear: Vu1 = 3789 lb 3 in Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): 2.83 n _, Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 12144 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 6395 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3756 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 10151 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 14739 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 774 lb Factored Moment: Mu= 62568 in-lb Nominal Moment Strength: Mn= 281825 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.54 in Steel Required Based on Moment: As(1)= 0.21 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 6.0 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= 13.98 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES a page Project:22141A FOUR D CONST 2 E. Patrick J.Burke of Location:FT3-FOOTING AT SIDE GARAGE BY FOYER �■ Alan Mascord Design Associates, Inc. 2187 NW Reed St.Suite 100 Footing [2009 International Building Code(2012 NDS)] ...-41402191,„4,..Portland,OR 97210 Footing Size:3.67 FT x 3.67 FT x 12.00 IN Reinforcement:#4 Bars©7.00 IN.O.C.E/W 1(6)min. StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequacy N/A ICALCULATIONS WERE HALTED DUE TO *Footing Design Inadequate 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= 3.67 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= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1573 psfH--s i� j Effective Allowable Soil Bearing Pressure: Qe= 1350 psf i Required Footing Area: Areq= 15.69 sf Area Provided: A= 13.47 sf I , Baseplate Bearing: 1 Bearing Required: Bear= 30499 lb 12111 Allowable Bearing: Bear-A= 99450 lb , n Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 9536 lb Allowable Beam Shear: Vc1 = 27250 lb 3.67 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 27306 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 12708 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 8472 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 21180 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 30499 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1302 lb Factored Moment: Mu= 167898 in-lb Nominal Moment Strength: Mn= 339050 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.50 in Steel Required Based on Moment: As(1)= 0.57 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 1.06 in2 Controlling Reinforcing Steel: As-reqd= 1.06 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= 19.02 in NOTES Project:22141A FOUR D CONST 2 111111page Location:FT4-CONC. FTG AT GREAT RM/GUEST BDRM WALL Patrick J.Burke Alan Mascord Design Associates,Inc. Footing 111111 / 2187 NW Reed St.Suite 100 or [2009 International Building Code(2012 NDS)] Portland,OR 97210 Footing Size:2.83 FT x 2.83 FT x 12.00 IN - � ' Reinforcement:#4 Bars @ 6.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 8/9/2016 9:38:48 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= 40000 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= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: 1- _a in____ Ultimate Bearing Pressure: Qu= 1338 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.94 sf Area Provided: A= 8.01 sf Baseplate Bearing: Bearing Required: Bear= 15432 lb 12.n Allowable Bearing: Bear-A= 99450 lb p n Beam Shear Calculations(One Way Shear): i T Beam Shear: Vul = 3967 lb 1 3 in Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): 2.83n - -- - Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 12715 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb PL= 6430 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lbTotal Load: PT = 4287 lb Controlling Allowable Punching Shear: vc2= 70538 lbLoad: P = 10717lb Ultimate Factored Load: Puu= 15432 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb Factored Moment: Mu= 65511 in-lb Nominal Moment Strength: Mn= 281825 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.54 in Steel Required Based on Moment: As(1)= 0.22 in2 Min.Code Req'd Reiff.Shrink./Temp.(ACI-10.5.4):As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 6.0 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= 13.98 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES page Project:22141A FOUR D CONST 2 EN Patrick J.Burke of Location:FT5-CONC.FTG AT DEN/DINING WALL 1111112187 Mascord Design Associates, Inc. Footing 2187 NW Reed St.Suite 100 [2009 International Building Code(2012 NDS)] 14-1ss^a Portland,OR 97210 Footing Size:2.667 FT x 2.667 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.2.5 8/9/2016 9:38:48 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= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.67 ft Length: L= 2.67 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS I sin Bearing Calculations: 1 Ultimate Bearing Pressure: Qu= 1301 psf ; Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.86 sf Area Provided: A= 7.11 sf Baseplate Bearing: 12 in Bearing Required: Bear= 13327 lb Allowable Bearing: ;a Bear-A= 99450 lb i T Beam Shear Calculations(One Way Shear): % ' '3 in Beam Shear: Vu1 = 3228 lb — Allowable Beam Shear: Vc1 = 19802 lb 2.667 ft j Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 10685 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5553 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3702 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 9255 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 13327 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 688 lb Factored Moment: Mu= 53315 in-lb Nominal Moment Strength: Mn= 226621 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 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:22141A FOUR D CONST 2 s® page Location:Ml-WORST CASE FLR JSTS OVER GREAT RM. Patrick J.Burke Floor Joist Rs Alan 2187 MascordNWReed DesignSt. Associates, Inc. [2009 International Building Code(2012 NDS)] Suite 100 of (2) 1.5 IN x 11.25 IN x 19.5 FT @ 16 O.C. ..„4,1,406,14,,e...,Portland,OR 97210 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:60.0% StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Controlling Factor:Deflection ICAUTIONS *Properly connect sheathing to double joists/rafters or fully laminate to transfer diaphragm forces. I DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN 0768 Dead Load 0.08 in Total Load 0.38 IN U615 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: 0360 REACTIONS A B Live Load 520 lb 520 lb Dead Load 130 lb 130 lb Total Load 650 lb 650 lb Bearing Length 0.35 in 0.35 in SUPPORT LOADS A B Live Load 390 plf 390 plf Dead Load 98 plf 98 plf 19.5 ft Total Load 488 plf 488 plf B MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 19.5 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 Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi JOIST LOADING Comp.-I-to Grain: Fc--L= 625 psi Fc--1-'= 625 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 3169 ft-lb Dead Load DL= 10 psf 9.75 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: 650 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: 36.74 in3 63.28 in3 Area(Shear): 5.42 in2 33.75 in2 Moment of Inertia(deflection): 222.41 in4 355.96 in4 Moment: 3169 ft-lb 5458 ft-lb Shear: 650 lb 4050 lb NOTES page Project:22141A FOUR D CONST 2 iii Patrick J.Burke Location:M10 DR HDR AT HALL TO GUEST RM Alan Mascord Design Associates,Inc. 11111Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] .._.,.1 "�'�'�-: � � Portland,OR 97210 5.125 IN x 13.5 IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:24.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1642 lb 6007 lb Dead Load 888 lb 3798 lb Total Load 2530 lb 9805 lb Bearing Length 0.76 in 2.94 in W BEAM DATA Center Span Length 3 ft 3ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 367 plf Notch Depth 0.00 Uniform Dead Load 92 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 474 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 6548 lb Cd=100 Dead Load 4365 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 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-L= 650 psi Fc--I-'= 650 psi Controlling Moment: 4830 ft-lb 2.49 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -9805 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: 24.15 in3 155.67 in3 Area(Shear): 55.5 in2 69.19 in2 Moment of Inertia(deflection): 22.46 in4 1050.79 in4 Moment: 4830 ft-lb 31134 ft-lb Shear: -9805 lb 12223 lb NOTES ,Location:Project:22141AM11- FOURBMOV DER CONST 2 111111page GUEST RM CLOSET/BUILT INS Multi-Loaded Multi-Span Beam AlPatrickan MJ. Burkeascord Design Associates,Inc. / (2009 International Building Code(2012 NDS)] 2187 NW Reed St.Suite 100 of 3.5 IN x 11.25 IN x 10.5 FT _ -�' �) :-Portland,OR 97210 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:26.8% StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN U1844 Dead Load 0.08 in Total Load 0.14 IN U878 Live Load Deflection Criteria: U480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 872 lb 872 lb Dead Load 958 lb 958 lb Total Load 1830 lb 1830 lb Bearing Length 0.84 in 0.84 in TR1 BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft10.5 Unbraced Length-Bottom 10.5 ft A ft Live Load Duration Factor 1.00 Notch Depth Q.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 59 plf Cd=1.00 CF=1.10 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 126 plf Min. Mod.of Elasticity: E min= 580 ksi E_min'= 580 ksi Left Dead Load 164 plf Comp.- to Grain: Fc- = 625 psi Fc-�'= 625 psi Right Live Load 126 plf i Rght Dead Load 164 plf Controlling Moment: 4803 ft-lb Load Start 0 ft 5.25 Ft from left support of span 2(Center Span) Load End 10.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10.5 ft Controlling Shear: 1830 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: 58.22 in3 73.83 in3 Area(Shear): 15.25 in2 39.38 in2 Moment of Inertia(deflection): 170.19 in4 415.28 in4 Moment: 4803 ft-lb 6091 ft-lb Shear: 1830 lb 4725 lb NOTES Page Project:22141A FOUR D CONST 2 ism Patrick J.Burke Location:M12-BM OVER GUEST BDRM Alan Mascord Design Associates, Inc. 111111Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] _J4.1r, "ss .: Portland,OR 97210 7.01N x 11.25 1N x 14.5 FT 8/9/2016 9:38:48 AM 2.0E Parallam-iLevel Trus Joist StruCalc Version 9.0.2.5 Section Adequate By: 1.3% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/409 Dead Load 0.29 in Total Load 0.72 IN L/243 1 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 3 REACTIONS A B j Live Load 6424 lb 4145 lbrrtz Dead Load 4293 lb 2852 lb TR1 Total Load 10717 lb 6997 lb Bearing Length 2.04 in 1.33 in W BEAM DATA Center Span Length 14.5 ft Unbraced Length-Top 0 ft A 14.5 ft Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 220 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 55 plf Base Values Adk steel Beam Self Weight 25 plf Bending Stress: Fb= 2900 psi Fb'= 2921 psi Total Uniform Load 300 plf Cd=1.00 CF=1.01 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Two Three Cd=1.00 Live Load 1022 lb 1098 lb 1417 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 681 lb 732 lb 945 lb Comp.-L to Grain: Fc---= 750 psi Fc-1'= 750 psi Location 1 ft 1 ft 7 ft Controlling Moment: 32919 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Left LiveLoad139 plf 6.96 Ft from left support of span 2(Center Span) 265 plf 50 Three Created by combining all dead loads and live loads on span(s)2 Left Dead Load 172 plf 265 plf 34 plf plf Controlling Shear: 10717 lb At left support of span 2(Center Span) Right Live Load 139 plf 265 plf 50 plf Created by combining all dead loads and live loads on span(s) Right Dead Load 172 plf 176 plf 34 plf 2 Load Start 1 ft 1 ft 7 ft Provided Load End 14.5 ft 7 ft 14.5 ft Comparisons with required sections: Read Load Length 13.5 ft 6 ft 7.5 ft Section Modulus: 135.24 in3 147.66 in3 Area(Shear): 55.43 in2 78.75 in2 Moment of Inertia(deflection): 820.06 in4 830.57 in4 Moment: 32919 ft-lb 35940 ft-lb Shear: 10717 lb 15225 lb NOTES Project:22141A FOUR D CONST 2 ■E page Location:M13-BM AT HALL TO GUEST Patrick J. Burke Multi-Loaded Multi-Span Beam N. Al2187 an MascordNWReed DesignSt. Associates, Inc. [2009 International Building Code(2012 NDS)j Suite 100 of 5.125 IN x 9.0 IN x 3.5 FT ',gr9kw{:•Portland,OR 97210 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:51.4% StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/3489 Dead Load 0.01 in Total Load 0.02 IN 01903 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1828 lb 2939 lb Dead Load 1512 lb 2444 lb Total Load 3340 lb 5383 lb Bearing Length 1.00 in 1.62 in BEAM DATA Center Span Length 3.5 ft Unbraced Length-Top 0 ft �,,� ... -H......w. . ,. .,.._.....,. Unbraced Length-Bottom 3.5 ft A 3.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.01 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 40 plf MATERIAL PROPERTIES Uniform Dead Load 10 plf 24F-V4-Visually Graded Western Species Beam Self Weight 10 plf Total Uniform Load 60 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 4627 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 3886 lb Cd=1.00 Location 2.17 ft 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- L= 650 psi Fc--- = 650 psi Controlling Moment: 7106 ft-lb 2.17 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5383 lb 4.0 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: 35.53 in3 69.19 in3 Area(Shear): 30.47 in2 46.13 in2 Moment of Inertia(deflection): 39.26 in4 311.34 in4 Moment: 7106 ft-lb 13838 ft-lb Shear: -5383 lb 8149 lb NOTES page Project:22141A FOUR D CONST 2 is Patrick J.Burke / �um Alan Mascord Design Associates,Inc. Location:M14-ANGLED BM.BTWN FOYER/NOOK 2187 St.Suite 100 or • Multi-Loaded Multi-Span Beam 2187 NW ReedOR 97210 [2009 International Building Code(2012 NDS)] _. a9 (2)1.5 IN x 11.25 IN x 7.5 FT 8/9/20169:38:48AM #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:846.6% Controlling Factor:Moment I I "AUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN UMAX Dead Load 0.00 in Total Load 0.01 IN UMAX Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 125 lb 250 lb Dead Load 59 lb 90 lb Total Load 184 lb 340 lb Bearing Length 0.10 in 0.18 in Tat BEAM DATA Cente �.._ m . ...,. ..,m. M ..,-.., Span Length 7.5 ft 7.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.5 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 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 7 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 0 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Dead Load 0 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 100 plf Comp.-L to Grain: Fc--1-= 625 psi Fc-1'= 625 psi Right Dead Load 25 plf Load Start 0 ft Controlling Moment: 501 ft-lb Load End 7.5 ft 4.28 Ft from left support of span 2(Center Span) Load Length 7.5 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -340 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 Comparisons with required sections: Req'd Provided Section Modulus: 6.69 in3 63.28 in3 Area(Shear): 2.83 in2 33.75 in2 Moment of Inertia(deflection): 5018.91 in4 ft-lb 3 5.96 4796 in4 ft-lb Moment: Shear: -340 lb 4050 lb NOTES Project:22141A FOUR D CONST 2 1111page Location:M15-BM O/STAIR/FOYER/NOOK HALL Patrick J. Burke Multi-Loaded Multi-Span Beam Alan Mascord Design Associates, Inc. [2009 International Building Code(2012 NDS)] , 2187 NW Reed St.Suite 100 or 3.125 IN x 9.0 IN x 11.0 FT _ /li� ir}p :-Portland,OR 97210 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 19.8% StruC8lc Version 9.0.2.5 8/9/2016 9:38:48 AM Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.31 IN U431 Dead Load 0.08 in Total Load 0.39 IN U340 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1750 lb 1697 lb Dead Load 471 lb 458 lb Total Load 2221 lb 2155 lb 'I Bearing Length 1.09 in 1.06 in BEAM DATA Center Span Length 11 ft ,,... ..-- Via..-... ,�..a®....�.,�..,.�>....�.. ...-P_ Unbraced Length-Top 0 ft 11ft Unbraced Length-Bottom 11 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 300 plf Uniform Dead Load 75 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 381 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_1.00cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd= Live Load 147 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 37 lb Cd=1.00 Location 3.5 ft 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---= 650 psi Fc-1'= 650 psi Controlling Moment: 6090 ft-lb 5.39 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2221 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: 30.45 in3 42.19 in3 Area(Shear): 12.57 in2 28.13 in2 Moment of Inertia(deflection): 158.52 in4 189.84 in4 Moment: 6090 ft-lb 8438 ft-lb Shear: 2221 lb 4969 lb NOTES page Project:22141A FOUR D CONST 2 in Patrick J.Burke Location:M15-MULT JSTS OVER STAIRSAlan Mascord Design Associates, Inc. 111111Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] 1,,,f iej,Z,_Portland,OR 97210 (2)1.51Nx11.25INx3.67FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:441.9% Controlling Factor:Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 587 lb 587 lb Dead Load 160 lb 160 lb Total Load 747 lb 747 lb Bearing Length 0.40 in 0.40 in BEAM DATA Center Span Length 3.67 ft 3.67 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 320 plf #2-Douglas-Fir-Larch Uniform Dead Load 80 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 407 plf Cd=1.00 CF=1.00 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.-t-to Grain: Fc- = 625 psi Fc--l-'= 625 psi Controlling Moment: 686 ft-lb 1.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 747 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Red Provided Section Modulus: 9.14 in3 63.28 in3 Area(Shear): 6.23 in2 33.75 in2 Moment of Inertia(deflection): 6.67 in4 355.96 in4 Moment: 686 ft-lb 4746 ft-lb Shear: 747 lb 4050 lb NOTES Project:22141A FOUR D CONST 2 EN page Location:M16-6/0 PATIO DR HDR AT NOOK Patrick J.Burke Multi-Loaded Multi-Span Beam 111111Alan Mascord Design Associates, Inc. [2009 International Building Code(2012 NDS)] 2187 NW Reed St.Suite 100 or 5.5 IN x 11.5 IN x 6.0 FT ,. ;yl ,.-Portland,OR 97210 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:29.7% StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2319 Dead Load 0.02 in Total Load 0.05 IN U1475 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 2796 lb 2637 lb Dead Load 1600 lb 1507 lb Total Load 4396 lb 4144 lb TR2 Bearing Length 1.28 in 1.21 in rR1 BEAM DATA Center w Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 132 plf Uniform Dead Load 158 plf Base Values Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 304 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 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 696 lb Min. Mod.of Elasticity: E_min= 470 ksi E min'= 470 ksi Dead Load 409 lb Comp.-L to Grain: Fc--L= 625 psi Fc--L'= 625 psi Location 4.5 ft TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 6814 ft-lb Load Number One Two 3.12 Ft from left support of span 2(Center Span) Left Live Load 320 plf 450 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 80 plf 264 plf Controlling Shear: 4396 lb Right Live Load 320 plf 450 plf At left support of span 2(Center Span) Right Dead Load 80 plf 264 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 0 ft Load End 6 ft 4.5 ft Comparisons with required sections: Req'd Provided Load Length 6 ft 4.5 ft Section Modulus: 93.45 in3 121.23 in3 Area(Shear): 38.78 in2 63.25 in2 Moment of Inertia(deflection): 170.19 in4 697.07 in4 Moment: 6814 ft-lb 8840 ft-lb Shear: 4396 lb 7168 lb NOTES page Project:22141A FOUR D CONST 2 Ea Patrick J.Burke 111111Alan Mascord Design Associates, Inc. Location:M17 REAR COVERED PORCH BM 2187 NW Reed St.Suite 100 or Multi-Loaded Multi-Span Beam Portland,OR 97210 [2009 International Building Code(2012 NDS)] _1s�i • 5.125 IN x 10.5 IN x 19.0 FT 8/9/2016 9:38:48 AM 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:9.4% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.52 IN Ll435 Dead Load 0.34 in Total Load 0.87 IN U262 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1511 lb 1511 lb Dead Load 994 lb 994 lb Total Load 2505 lb 2505 lb Bearing Length 0.75 in 0.75 in W BEAM DATA Center Span Length 19 ft 19 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Camber Adj.Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 159 plf Notch Depth 0.00 Uniform Dead Load 93 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 264 plf Adjusted Base Values u 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--I'= 650 psi Controlling Moment: 11898 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: -2505 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: 59.49 in3 94.17 in3 Area(Shear): 14.18 in2 53.81 in2 Moment of Inertia(deflection): 452.05 in4 494.4 in4 Moment: 11898 ft-lb 18834 ft-lb Shear: -2505 lb 9507 lb NOTES • sj-.I Ihii 1.1 (.9 L; 1.f Z E W DE NA,I..ROCO PL.'..r TO , AEIEVELED " Z Tc,A,c...,.SLOPE 4%., 3 /.. 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F.... . 3... : . , . . 1 ,i-.....,..E,TRAF , 4 , „.„, ,..„,.., 1 , . . , . 25*SNOW LOAD A . . . 1 ,A...t. ,, ---- • f ' / s`.‘. i L ' 0 ' , , — „,— 1 i;-!.- •!,,,! -, : / ! 1 i , ,(4,,,:,./. , I . 1 • ' : OEM: , ! , 0 - .1 ' 't\ .A.,,--',--- ---- , I •• - ET...1 , ... ..._...... ,.. . , ...„ . , ... i A • <-1\ , 1.......• , 22141A FL.2.---,,r),;-,-,, p: 4,,,N "----''-,-- -a- . i L log5 /,..... „T.,... . ,......„,,__.., (.,,....:, _,., .,...,,,„.„ TYPICAL SHEAR WALL DETAILS �u�� ..-. Bt c sheathing al bWcked \ Nu Cr k Z s' Sheathin ^_ ,.-S-.T_ diaphragms(see BBC schedule) - . \47 e9 r ; z .' _ -. f I _ l^:: �1 lin' : s� Sheathing „.- 2x studs. see schedule w ) ii ' q�� _- 1k Blocking with 8d _ �_ . r r.L --rw s+'Pc __ - MO .1 d-t'- --, # Sheen nailin ._.v,- t �. . } k eyFI a_K_x 7 r - ' Edge mailing -^-.i_ --.. j r_-.., x 8 r t 3 illibil' ti r ' -q ! - '� ' tippet Door edge riling. /`.1 ..Y 1. / x 7. I': { �r marc?;Oeb1v r t'.��, i_ f r _ j `c '{II.-,fir ,. F :� l yy 1 i --._ Shear nidi ng ,,,,. '-r•T: / 2'max ',t� Isl s4 '� I 2 x blocking. -''� •--'1 � .1 „ E 2x each side of : ' '1 // I '� � Edoe nad:ng 1 J sl-1---"fir-----i , �1 ,/ - 1 j4 _j- !# [ Webbuss ...., y r breakh } /' Sheathd wall _. _ / {Root SCHEDULE i III, r 4 Web hocking *>t. J'r s g ._._..._ y Clip)Ill I SEIEG''+:.SG'C F .,d- '"r- I! l l -i ---_ _.. ,. J .. TCS us.r..eE_C ,c b 3,.:AL, -f I 2'mile �_ Gevkng�dsts or tease - _ Sloshed daphrag s only a -- Shear nails s' I”' r` ;44;1 I / c-:u i .. s*I�sov a.,=s '''S-' ''''''''EC'Ox I ; - f_.„4/ , ' Lover floor etlge na,Yng.-_.. s Req nadag I Cap spachg Ea s;.ts"c t x .-. - .-1. Bohom chord... .. ! � 1 s i o --- c+e a•6c . r �.r.I } r � _ Lown Dilor stagg¢r¢d Sad C�8' 38'o.c. , 'L' ... sc.:c_..wG r .-..,... :.-_.. Etlge lading _ ..,._ 9e `_' 8d C a-... 18'o c... I X_ ed trading I F G � .. _ 2xsuds I y . .-, Edge Watling . : �•-` j 6.4E-A1,C..E �(, I, Sheathing.see .,F.F 5G EGJ r 7 x 5x.10 cu_, Sheathing.- A^ 1C; 1 -. _ t _ schedule.__,.- - .L 2xstuds - (, i € INN Rafter/Truss at eaves: lilt .. SECT. C C _._ i Scale.t•._T 0' .. { {A178d each she .._._ E ( Beveled bloating at Mace,.,_ V _ Interior____ al. parallel to trusses Floor joists parallel q ---. Scale r.t'g• perpendicular._....__. ., Ntilia ._.-. --.__-__-- L30 chps at docking, ,. ' Scare.:3'a'4 1'0" - ---- Boundary riding Dino lookouts or `� _..... _ mm� ___ .._...._,,,. _.. .._, Scale 7 .t,� ---- N ! I docking adjacent to trace - x Interior shearwall to trusses lee scl edu¢ __.. ----_ _.. 8d commons t30"o.c. ..._. ,-. ,, . Sheath INTERIOR ROOF DETAILS 1 2x studs Baking with shear a -- _. .:�ti i., into top chord. .. .._-._ f Floor sheathing - - y __._-.-. -_,.. __..... .. -__ ,. _......... _.. __.__ _.._. --_-_ _-..__.__._ _..... Fbor gists. _. ._. t d �.'' _ n # { /,, _. v.7 Shear natbn - r t 1t: �',. _ 18d(g7 8"o.c - 7 nr 2x docking with shear nailing -.._. Floor sheat g Upper Soon edge nailing ' Edge Wittig. - rR /% /f%a5..' 2 x 4 hat stiffener' --_- + 1 4 into top plate.See schedule. - Nailing to match shear wan a �I S / 1 2 x a angled loam- t r.; / „ edge naifng requirement. x _ r;�f-.._ Sheathing to match Y � -Nailing to match shoal road - ' wall hotels --. / ,B— ti J y' ed nailing requirement , - - Shear nailing.s¢¢ 2'max ��-, s r ng I t schedule. P " Y ` iSheath, 1,1 A /� 'Stiffener me be omitted I Floorsheath,ng. f 20 docking. lineal.. -� t Mace rs less than B. �! f / I 1 i :_m s. _. -:..-. pry z'max ; k SECT A A 17�� t ..... . schedule) {see Scale.1 1.7.=1,0. i !1�1 r ! b Lower tour edge nadmg_ / Y 1 - r A I. 'l .v Lyy-� y. r'" y l/a --_.._ 2 ge natlar�staggered -_ 'l Edge Wooing. s> i s i ,, Sheathing .. • : 1 _ ; rt r / - 1 - Boundary nailing into blocking,._ with shear et to . „ �, s Sheathing - , it Connect at to 9 ock+ng i 3 2x blocking , f Edge railing. Sheathing.see x s ods -... h 1' L30 cFp `�� r or A0 i sti schedul¢.- _ ._. Edge Nailing ..Structural sheathing. ---� GBC ckp + t Top chord t y Shear Wading see I-i, 1 _._. .._ II ! schedule - 1 II —2 x studs g r a angled braces d8'as k r � ' Ii : r y��__5' 1 ,..b -2 x studs. II I i SUUdtural Sheathing i• Floor joists perpendicular _:_ -4` Scale-1'=1'0' ' I. .'* ! 2 x a angled brace t - . .... ! s ray l 8d hocking to trace _.-. ' Gable trussa. SECT e'e C� Parallel to joists wolismow Perpendicular to joists Walllebry _ _. EXTERIOR UPPER ' __ a I t•2'_t Slate t _l'0' Scale -1 0' FLOOR DETAILS EXTERIOR ROOF DETAILS N INTERIOR UPPER FLOOR DETAILS 2x sluda. _.- 17 2x studs _. .�..�. .. s .,. r • Sheathing see ,,1 j' Mado's waschedule r 0. 4 Sheathing see -Mudsill with anchor v O schedule - yd Srotcoa 7 schedule y bolts.see schedule+. e "' 44S ¢ 2x studs ---. J c .. Sole plate with shear -, Decking. 5uE .,.N r. • !~,f.- SoM plate mth shear '� • -..Decking ! _ >c • le Edgenailing_.. .. ... f_..t u ..ncr .r i« t;c090 e B+y a Mudsdt see schedule ~ Edge Wading Y-. -I b Wolin see schedule J ,x 5E=::..E /- lm ee schedule - r sched 4 s- / ..uJ - _ - 1. 9E!hC,u_1„_E requirements h _ :. ._ a/r�./. - .. J cri E .L..NG -f,,..._:les sc Er,.::.e Edge Waling. .- ....._. ' 251`SNOW LOAD Floor m mutlsiH shear nailing see schedule. ! *--, ! I II - s�_ 1:1IIIA r o, ._ yE l - Csp' n _ , C' 1 • CIO - Interior post and beam Standard A.B. Detail Garage slab Post and beam Girders flush wthmodsll 22141A- Scale /'c 1'0' _ Scale 1.50=1'0' Scale.7 =1'0°._.._ _.. ._.... Scale 1'..1 0 ..-.. .__ INTERIOR FOUNDATION DETAILS EXTERIOR FOUNDATION DETAILSa 1 h .._, : Project:22141A FOUR D CONST 2 En page Patrick J. Burke Location:M18-WINDOW HDR AT KITCHEN Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 [2009 International Building Code(2012 NDS)] Portland,OR 97210 or 3.5 IN x 9.25 IN x 4.0 FT —' 391. "' #2-Douglas-Fir-Larch-Dry Use Section Adequate By:208.2% StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7816 Dead Load 0.00 in Total Load 0.01 IN L15285 Live Load Deflection Criteria:0360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 714 lb 823 lb Dead Load 305 lb 437 lb Total Load 1019 lb 1260 lb Bearing Length 0.47 in 0.58 in BEAM DATA Center TR1 TR2 Span Length 4 ft m Unbraced Length-Top 0 ft A Oft B 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 Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 7 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 92 Ib Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Dead Load 54 lb Comp. L to Grain: Fc- L= 625 psi Fc--L'= 625 psi Location 2.25 ft TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 1194 ft-lb Load Number One Two 2.24 Ft from left support of span 2(Center Span) Left Live Load 317 plf 417 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 109 plf 237 plf Controlling Shear: -1261 lb Right Live Load 319 plf 417 plf At right support of span 2(Center Span) Right Dead Load 109 plf 237 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 2.25 ft Load End 2.25 ft 4 ft Comparisons with required sections: Read Provided Load Length 2.25 ft 1.75 ft Section Modulus: 13.26 in3 49.91 in3 Area(Shear): 10.51 in2 32.38 in2 Moment of Inertia(deflection): 10.63 in4 230.84 in4 Moment: 1194 ft-lb 4492 ft-lb Shear: -1261 lb 3885 lb NOTES page Project:22141A FOUR D CONST 2 EN Patrick J.Burke Location:M19-BM BTWN GREAT RM/NOOK Alan Mascord Design Associates,Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)) ____41.04.00,10,6...Portland,OR 97210 5.125 IN x 10.5 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By: 19.8% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN L/697 Dead Load 0.20 in Total Load 0.53 IN L/431 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1455 lb 623 lb Dead Load 923 lb 368 lb Total Load 2378 lb 991 lb Bearing Length 0.71 in 0.30 in BEAM DATA Center Span Length 19 ft is ft Unbraced Length-Top 0 ft A B Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.2 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 62 plf Base ValuesAdA gusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1318 lb Cd=1.00 Dead Load 879 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc- t-= 650 psi Fc-1'= 650 psi Controlling Moment: 7941 ft-lb 3.61 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2378 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: 39.71 in3 94.17 in3 Area(Shear): 13.46 in2 53.81 in2 Moment of Inertia(deflection): 412.74 in4 494.4 in4 Moment: 7941 ft-lb 18834 ft-lb Shear: 2378 lb 9507 lb NOTES Project:22141A FOUR D CONST 2 Es page Location:FloorJoist �M2-FLR JSTS OVER MID FRONT GARAGE Patrick J. Burke / ■ Alan 2187 MascordNWReed Design Associates, Inc. [2009 International Building Code(2012 NDS)] St.Suite 100 or 1.5 IN x 11.25 IN x 10.5 FT @ 16 O.C. f' i'�rk :.Portland, OR 97210 #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 122.4% StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN U2217 Dead Load 0.03 in Total Load 0.09 IN U1444 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 359 lb 293 lb Dead Load 262 lb 131 lb Total Load 621 lb 424 lb Bearing Length 0.66 in 0.45 in SUPPORT LOADS A B Live Load 269 plf 220 plf Dead Load 197 plf 98 plf A 10.5 ft Total Load 466 plf 318 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Base Values Adiusted Center Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced gLength-Top 10.50 ftft 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 Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi JOIST LOADING Comp.l to Grain: Fc-1= 625 psi Fc- = 625 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 1227 ft-lb Dead Load DL= 15 psf 4.72 Ft from left support of span 2(Center Span) Total Load TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 73.3 plf Controlling Shear: 620 lb Wall Loading At left support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2 Live Load(-L to Joists): L1 = 69 plf Dead Load(1 to Joists)D1 = 137 plf Comparisons with required sections: Req'd Provided Load Location X1 = 1.5 ft Section Modulus: 14.23 in3 31.64 in3 Area(Shear): 5.17 in2 16.88 in2 Moment of Inertia(deflection): 44.36 in4 177.98 in4 Moment: 1227 ft-lb 2729 ft-lb Shear: 620 lb 2025 lb NOTES page Project:22141A FOUR D CONST 2 111111 Patrick J.Burke IIIIII 2187 Reed Location:M20 Alan Mascord Design Associates,Inc. BM BTWN DINING/PANTRY St.Suite 100 or Multi-Loaded Multi-Span Beam 21 7 NW ReOR d 97210 [2009 International Building Code(2012 NDS)] ......4,440‘0106... 3.51N x 9.251N x 3.O FT 8/9/2016 9:38:48 AM #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:38.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4597 Dead Load 0.00 in Total Load 0.01 IN L/3016 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 .1 Live Load 1683 lb 1923 lb Dead Load 833 lb 893 lb TR1 Total Load 2516 lb 2816 lb Bearing Length 1.15 in 1.29 in w BEAM DATA Center Span Length 3 ft Unbraced Length-Top 0 ft aft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0,00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #2-Douglas-Fir-Larch Uniform Dead Load 100 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 507 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Live Load 1298 lb 628 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 866 lb 418 lb Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 1.5 ft 1.5 ft Comp.J to Grain: Fc 1 = 625 psi Fc l'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 3203 ft-lb Left Live Load 320 plf 1.5 Ft from left support of span 2(Center Span) Left Dead Load 80 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 320 plf Controlling Shear: -2816 lb Right Dead Load 80 plfart 1.5 ft Load S a At right support of span 2(Center Span) RRoad St Created by combining all dead loads and live loads on span(s)2nd 3 ft Comparisons with required sections: Rea'd Provided Load Length 1.5 ft Section Modulus: 35.59 in3 49.91 in3 Area(Shear): 23.46 in2 32.38 in2 Moment of Inertia(deflection): 18.37 in4 230.84 in4 Moment: 3203 ft-lb 4492 ft-lb Shear: -2816 lb 3885 lb NOTES ,Project:22141A FOUR D CONST 2 ■R page Location:M21-BM OVER KITCHEN CABINETS Patrick J. Burke Multi-Loaded Multi-Span Beam 11111 A Alan2MWcord Reed DSsign1Associates, Inc. r [2009 International Building Code(2012 NDS)] .Suite 100 or 5.125 IN x 12.0 IN x 15.0 FT _ ' '„.Portland,OR 97210 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:47.5% StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN 01099 Dead Load 0.18 in Total Load 0.34 IN 0531 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1433 lb 1433 lb Dead Load 1532 lb 1532 lb Total Load 2965 lb 2965 lb Bearing Length 0.89 in 0.89 in rR1 BEAM DATA Center Span Length 15 ft m;_ Unbraced Length-Top 0 ft 15 ft Unbraced Length-Bottom 15 ft • B Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.18 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 40 plf Uniform Dead Load 90 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 143 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Left Live Load 151 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 101 plf Cd=1.00 Right Live Load 151 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 101 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Start 0 ft Comp.-I-to Grain: Fc---= 650 psi Fc--t-'= 650 psi Load End 15 ft Load Length 15 ft Controlling Moment: 11119 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2965 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: 55.59 in3 123 in3 Area(Shear): 16.78 in2 61.5 in2 Moment of Inertia(deflection): 500.26 in4 738 in4 Moment: 11119 ft-lb 24600 ft-lb Shear: -2965 lb 10865 lb NOTES page Project:22141A FOUR D CONST 2 Es Patrick J.Burke Location:M22-MULT JSTS OVER BUTLER'S PANTRY Alan Mascord Design Associates, Inc. 11111Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] __4' 1,kW.-• Portland,OR 97210 (2)1.5 IN x 11.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:263.1% Controlling Factor:Moment I ICAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN UMAX Dead Load 0.01 in Total Load 0.01 IN 05810 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 515 lb 515 lb Dead Load 531 lb 531 lb TR1 Total Load 1046 lb 1046 lb Bearing Length 0.56 in 0.56 in w BEAM DATA Center Span Length 5 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 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 166 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Dead Load 195 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 166 plf Comp.-I-to Grain: Fc--L= 625 psi Fc—12= 625 psi Right Dead Load 195 plf Load Start 0 ft Controlling Moment: 1307 ft-lb Load End 5 ft 2.5 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: 1046 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: 17.43 in3 63.28 in3 Area(Shear): 8.71 in2 33.75 in2 Moment of Inertia(deflection): 14.7 in4 355.96 in4 Moment: 1307 ft-lb 4746 ft-lb Shear: 1046 lb 4050 lb NOTES Project:22141A FOUR D CONST 2 Ili page Location:M23-BM OVER DINING Patrick J. Burke Multi-Loaded Multi-Span Beam 11111Alan Mascord Design Associates, Inc. [2009 International Building Code(2012 NDS)] 2187 NW Reed St.Suite 100 5.5 IN x 9.5 IN x 11.0 FT Portland,OR 97210 °f #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 1.4% StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.13 IN 01029 LOADING DIAGRAM Dead Load 0.13 in Total Load 0.25 IN U521 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1095 lb 1095 lb Dead Load 1069 lb 1069 lb Total Load 2164 lb 2164 lb Bearing Length 0.63 in 0.63 in TR1 BEAM DATA Center - W Span Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 ft A li ft Live Load Duration Factor 1.00 B Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 40 plf Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875si p Total Uniform Load 61 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 p Load Number One Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Live Load 159 plf Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Left Dead Load 173 plf Comp.-I-to Grain: Fc--L= 625 psi Fc-1'= 625 psi Right Live Load 159 plf i Rght Dead Load 173 plf Controlling Moment: 5949 ft-lb Load Start 0 ft 5.5 Ft from left support of span 2(Center Span) Load End 11 ft Created by combining all dead loads and live loads on span(s)2 Load Length 11 ft Controlling Shear: 2163 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: 81.59 in3 82.73 in3 Area(Shear): 19.09 in2 52.25 in2 Moment of Inertia(deflection): 181.19 in4 392.96 in4 Moment: 5949 ft-lb 6032 ft-lb Shear: 2163 lb 5922 lb NOTES page Project:22141A FOUR D CONST 2 Ma Patrick J.Burke 11 111 Mascord Design Associates, Inc. Location:M24-FOYER/DEN CLG BM 2187 NW Reed St.Suite 100 or Multi-Loaded Multi-Span Beam Portland,OR 97210 [2009 International Building Code(2012 NDS)] ", 3.5 IN x 5.5 IN x 4.5 FT 8/9/2016 9:38:48 AM #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:29.4% Controlling Factor:Moment DEFLECTIONS Center )_OADING DIAGRAM Live Load 0.03 IN L/1715 Dead Load 0.03 in Total Load 0.06 IN L/865 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 596 lb 596 lb Dead Load 585 lb 585 lb Total Load 1181 lb 1181 lb Bearing Length 0.54 in 0.54 in w BEAM DATA Center Span Length 4.5 ft 4.5 B Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 265 plf MATERIAL PROPERTIES Uniform Dead Load 256 plf #2 Douglas-Fir-Larch Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 525 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.-I-to Grain: Fc--L= 625 psi Fc—12= 625 psi Controlling Moment: 1329 ft-lb 2.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1182 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: 13.63 in3 17.65 in3 Area(Shear): 9.85 in2 19.25 in2 Moment of Inertia(deflection): 20.19 in4 48.53 in4 Moment: 1329 ft-lb 1720 ft-lb Shear: 1182 lb 2310 lb NOTES • Project:22141A FOUR D CONST 2 Ell page Location:M25-BM OVER FRONT PORCH Patrick J.Burke Multi-Loaded Multi-Span Beam Alan 2187 MascordNWReed DesignSt. Associates, Inc. [2009 International Building Code(2012 NDS)] Suite 100 of 3.5 IN x 9.25 IN x 6.5 FT �} ,..Portland,OR 97210 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:340.7% StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6238 Dead Load 0.01 in Total Load 0.02 IN L/3717 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: 0240 REACTIONS A B Live Load 374 lb 374 lb Dead Load 254 lb 254 lb Total Load 628 lb 628 lb Bearing Length 0.29 in 0.29 in BEAM DATA Center Span Length 6.5 ft ®.� ,-........n Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft A 6.5 ft Live Load Duration Factor 1.00 B Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 115 plf Uniform Dead Load 71 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 193 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.-L to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 1019 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: 627 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: 11.33 in3 49.91 in3 Area(Shear): 5.23 in2 32.38 in2 Moment of Inertia(deflection): 14.91 in4 230.84 in4 Moment: 1019 ft-lb 4492 ft-lb Shear: 627 lb 3885 lb NOTES page Project:22141A FOUR D CONST 2 imi Patrick J.Burke 11.112187 NW Reed St.Suite 100 Location:M26-WINDOW HDR AT GUEST BATH or • Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam Portland,OR 97210 [2009 International Building Code(2012 NDS)] __,4.1.44,40,a.... 3.51Nx3.51Nx4.0FT 8/9120169:38:48AM #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:29.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN 01191 Dead Load 0.05 in Total Load 0.09 IN L/537 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS p+ B Live Load 280 lb 280 lb Dead Load 341 lb 341 lb TRS Total Load 621 lb 621 lb Bearing Length 0.28 in 0.28 in w - . BEAM DATA Center Span Length 4 fta ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adlusted Beam Self Weight 3 plf Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 53 plf Cd=1.00 CF=1.50 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 100 plf i k '= 1600s Modulus of Elasticity: E= 1600 ksi ELeft Dead Load 158 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 100 plf Comp.l to Grain: Fc--I-= 625 psi Fc--I-'= 625 psi Right Dead Load 158 plf Load Start 0 ft Controlling Moment: 621 ft-lb Load End 4 ft 2.0 Ft from left support of span 2(Center Span) Load Length 4 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 621 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: 5.52 in3 7.15 in3 Area(Shear): 5.18 in2 12.25 in2 Moment of Inertia(deflection): 5.59 in4 12.51 in4 Moment: 621 ft-lb 804 ft-lb Shear: 621 lb 1470 lb NOTES ojct: 2 11111pag (4 PT BRG) e Location:PreM2722141A-REARFOUR GREATDCONST RM WIN. HDR Patrick J.Burke rim Multi-Loaded Multi-Span Beam ■ Alan 187 MascordNWReed Design1. Associates, Inc. [2009 International Building Code(2012 NDS)] f 2Suite 100 or 5.5 IN x 9.5 IN x 9.0 FT(3+3+3) Y.'{ijr, yy�y} .._ Portland,OR 97210 #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 18.3% StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Controlling Factor:Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN UMAX 0.00 IN UMAX 0.00 IN UMAX Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.00 IN L/9007 0.00 IN UMAX 0.00 IN U7834 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B C D Live Load 1508 lb 3362 lb 3226 lb 3174 lb Dead Load 666 lb 1663 lb 1552 lb 1831 lb Total Load 2174 lb 5025 lb 4778 lb 5005 lb TR1 rR3 j Bearing Length 0.63 in 1.46 in 1.39 in 1.46 in BEAM DATA Left Center Right TR1 TR2 W W Span Length 3 ft 3 ft 3 ft Unbraced Length-Top O ft O ft O ft A 3ft 3ft 3ft Unbraced Length-Bottom 3 ft 3 ft 3 ft - D Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Left Center Right Uniform Live Load 0 plf 380 plf 380 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf 95 plf 95 plf Base Values Adjusted Beam Self Weight 11 plf 11 plf 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf 486 plf 486 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-LEFT SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 793 Ib Comp.--to Grain: Fc--L= 625 psi Fc-1-'= 625 psi Dead Load 198 lb Location 1 ft Controlling Moment: 2388 ft-lb CENTER SPAN 2.49 Ft from left support of span 3(Right Span) Load Number One Created by combining all dead loads and live loads on span(s)3 Live Load 524 lb Controlling Shear: -5005 lb Dead Load 349 lb At right support of span 3(Right Span) Location 2.5 ft Created by combining all dead loads and live loads on span(s) 1,3 RIGHT SPAN Load Number One Comparisons with required sections: Req'd Provided Live Load 3322 lb Section Modulus: 32.75 in3 82.73 in3 Dead Load 2215 lb Area(Shear): 44.16 in2 52.25 in2 Location 2.5 ft Moment of Inertia(deflection): 13.97 in4 392.96 in4 TRAPEZOIDAL LOADS-LEFT SPAN Moment: 2388 ft-lb 6032 ft-lb Load Number One Two Three Shear: -5005 lb 5922 lb Left Live Load 300 plf 380 plf 428 plf NOTES Left Dead Load 75 plf 95 plf 366 plf Right Live Load 300 plf 380 plf 428 plf Right Dead Load 75 plf 95 plf 366 plf Load Start Oft 1 ft Oft Load End 1 ft 3ft 3tt Load Length 1 ft 2 ft 3 ft CENTER SPAN Load Number One Left Live Load 428 plf Left Dead Load 366 plf Right Live Load 428 plf Right Dead Load 366 plf Load Start 0 ft Load End 2.5 ft Load Length 2.5 ft page Project:22141A FOUR D CONST 2 ER Patrick J.Burke IBM Location:M28 Alan Mascord Design Associates,Inc. FLUSH BM DINING/DEN 0/FOYER 2187 NW Reed St.Suite 100 or Multi-Loaded Multi-Span Beam Portland,OR 97210 [2009 International Building Code(2012 NDS)] { '+r 5.125 IN x 10.5 IN x 11.0 FT 819/20169:38:49AM 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 Section Adequate By: 16.4% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/700 Dead Load 0.13 in Total Load 0.32 IN U419 Live Load Deflection Criteria:L1480 Total Load Deflection Criteria:L1360 REACTIONS A B Live Load 3334 lb 1637 lb Dead Load 2289 lb 1032 lb Total Load 5623 lb 2669 lb rRs Bearing Length 1.69 in 0.80 in BEAM DATA Center Span Length 11 ft li ft B Unbraced Length-Top 0 ft 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 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1183 Ib 709 lb Cd-1.00 Dead Load 789 lb 472 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4.5 ft 4.5 ft Cd=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Two Three Comp.1-to Grain: Fc-1-= 650 psi Fc-1-'= 650 psi Load Number One Left Live Load 200 plf 80 plf 422 plf Controlling Moment: 14968 ft-lb Left Dead Load 55 plf 20 plf 361 plf 4.51 Ft from left support of span 2(Center Span) Right Live Load 200 plf 80 plf 422 plf Right Dead Load 55 plf 20 plf 361 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 2.5 ft 0 ft Load End 11 Controlling Shear: 5624 lb 2.5 ft ft 4.5 ft At left support of span 2(Center Span) Load Lengthnd2.5 ft ft 4.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 74.84 in3 94.17 in3 Area(Shear): 31.83 in2 53.81 in2 Moment of Inertia(deflection): 424.87 in4 494.4 in4 Moment: 14968 ft-lb 18834 ft-lb Shear: 5624 lb 9507 lb NOTES Project:22141A FOUR D CONST 2 I® page Location:M29-KIT./BUTLER'S PANTRY HDR Patrick J.Burke / Multi-Loaded Multi-Span Beam Alan Mascord Design Associates, Inc. [2009 International Building Code(2012 NDS)] 2187 NW Reed St.Suite 100 of 3.5 IN x 5.5 IN x 3.0 FT rj' ) :"Portland,OR 97210 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:60.7% StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U2865 Dead Load 0.01 in Total Load 0.02 IN 01888 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 464 lb 764 lb Dead Load 253 lb 328 lb Total Load 717 lb 1092 lb Bearing Length 0.33 in 0.50 in BEAM DATA Center rRf Span Length 3 ft Unbraced Length-Top 0 ft A3 ft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0,00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 4 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 628 lb Comp. L to Grain: Fc- L= 625 psi Fc- '= 625 psi Dead Load 418 lb Location 1.5 ft Controlling Moment: 1070 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.5 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 400 plf Controlling Shear: -1092 lb Left Dead Load 100 plf At right support of span 2(Center Span) Right Live Load 400 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 100 plf Load Start 1.5 ft Comparisons with required sections: Reo'd Provided Load End 3 ft Section Modulus: 10.98 in3 17.65 in3 Load Length 1.5 ft Area(Shear): 9.1 in2 19.25 in2 Moment of Inertia(deflection): 9.25 in4 48.53 in4 Moment: 1070 ft-lb 1720 ft-lb Shear: -1092 lb 2310 lb NOTES page Project:22141A FOUR D CONST 2 am Patrick J.Burke Location:M3-FLR JSTS OVER FRONT GARAGE Alan Mascord Design Associates,Inc. ��Floor Joist 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] _4(40,,,,,,z...Portland,OR 97210 1.5 IN x 11.25 IN x 10.5 FT ©16 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By:69.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1958 Dead Load 0.05 in Total Load 0.11 IN U1143 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 364 lb 314 lb Dead Load 275 lb 173 lb Total Load 639 lb 487 lb Bearing Length 0.68 in 0.52 in v SUPPORT LOADS A B ' Live Load 273 plf 236 plf �o.s n g Dead Load 206 plf 130 plf Total Load 479 plf 365 plf MATERIAL PROPERTIES Center #2-Douglas-Fir-Larch JOIST DATA 10.5 Base Values Adfusted Span Length 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 Uniform Floor Loading Center Comp.J-to Grain: Fc--I-= 625 psi Fc--I-'= 625 psi Live Load LL= 40 psf Dead Load DL= 15 psf Controlling Moment: 1613 ft-lb Total Load TL= 55 psf 3.88 Ft from left support of span 2(Center Span) TL Adj.For Joist Spacing wT= 73.3 plf Created by combining all dead loads and live loads on span(s)2 Wall Loading Controlling Shear: 638 lb Wall One At left support of span 2(Center Span) Live Load(-I-to Joists): L1 = 88 plf Created by combining all dead loads and live loads on span(s)2 Dead Load(-I-to Joists)D1 = 178 plf Load Location X1 = 3 ft Comparisons with required sections: Req'd Provided Section Modulus: 18.7 in3 31.64 in3 Area(Shear): 5.32 in2 16.88 in2 Moment of Inertia(deflection): 56.06 in4 177.98 in4 Moment: 1613 ft-lb 2729 ft-lb Shear: 638 lb 2025 lb NOTES ,Project:22141A FOUR D CONST 2 EN Patrick J.Burke page Location:M4-MULT JSTS OVER FRONT GARAGE Multi-Loaded Multi-Span Beam �� Alan Mascord Design Associates, Inc. [2009 International Building Code(2012 NDS)] 2187 NW Reed St.Suite 100 or (2)1.5 IN x 11.25 IN x 10.5 FT _.'y'',�pt'4y :-Portland,OR 97210 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:79.8% StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Controlling Factor:Moment ICAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members I DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U3739 Dead Load 0.06 in Total Load 0.09 IN 01356 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 468 lb 280 lb Dead Load 614 lb 602 lb Total Load 1082 lb 882 lb Bearing Length 0.58 in 0.47 in TRS BEAM DATA Center w Span Length 10.5 ft %,...f,....• ... Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.5 ft 10.5n Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 40 plf Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf Cd=1.DD CF=1.00 Shear Stress: Fv= 180 psi Fv'= 180 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Live Load 219 plf 0 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Left Dead Load 239 plf 90 plf Comp.-I-to Grain: Fc--I-= 625 psi Fc-.I'= 625 psi Right Live Load 219 plf 0 plf Right Dead Load 239 plf 90 plf Controlling Moment: 2640 ft-lb Load Start 1.5 ft 3 ft 4.51 Ft from left support of span 2(Center Span) Load End 3 ft 10.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1.5 ft 7.5 ft Controlling Shear: 1082 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: Reo'd Provided Section Modulus: 35.2 in3 63.28 in3 Area(Shear): 9.01 in2 33.75 in2 Moment of Inertia(deflection): 62.99 in4 355.96 in4 Moment: 2640 ft-lb 4746 ft-lb Shear: 1082 lb 4050 lb NOTES page Project:22141A FOUR D CONST 2 II Patrick J.Burke Alan Mascord Design Associates,Inc. Location:M5 16/0 O.H.GARAGE DR HDR 2187 NW Reed St.Suite 100 or Multi-Loaded Multi-Span Beam Portland,OR 97210 [2009 International Building Code(2012 NDS)] __,440.‘,„1,,Z... 5.125 IN x 13.5 IN x 16.0 FT 8/9/2016 9:38:49 AM 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:50.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/703 Dead Load 0.23 in Total Load 0.51 IN 0379 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2641 lb 2932 lb Dead Load 2182 lb 2576 lb i Total Load 4823 lb 5508 lb TR2 Bearing Length 1.45 in 1.65 in TR1 BEAM DATA Center ' Span Length 16 ft 16 rt g Unbraced Length-Top 0 ft A Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 UNIFORM LOADS Center Camber Required 0.35 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 15 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 468 lb Cd=1.00 Dead Load 614 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 11.75 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Two Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Comp.-L to Grain: Fc-1= 650 psi Fc- L'= 650 psi Left Live Load 313 plf 336 plf Left Dead Load 235 plf 269 plf Controlling Moment: 20662 ft-lb Right Live Load 313 plf 336 plf Dead Load 235 plf 269 plf Load Start 0 ft 8.64 Ft from left support of span 2(Center Span) Right11.75 2ft Load End a Created by combining all dead loads and live loads on span(s)211.75 ft 16 ft Controlling Shear: -5509 lb Load Egth 11.75 ft 4.25 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: Req'd Provided Section Modulus: 103.31 in3 155.67 in3 Area(Shear): 31.18 in2 69.19 in2 Moment of Inertia(deflection): 665.96 in4 1050.79 in4 Moment: 20662 ft-lb 31134 ft-lb Shear: -5509 lb 12223 lb NOTES ,Project:22141A FOUR D CONST 2 noPatrickJ.Burke page Location:M6-9/0 O.H.GARAGE DR HDR Multi-Loaded Multi-Span Beam RimAl2187 an MascordNWReed Design Associates, Inc. [2009 International Building Code(2012 NDS)] __,„„/„.44„.01,,,e,:... St.Suite 100 3.5 IN x 11.25 IN x 9.0 FT Portland,OR 97210 of #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 108.4% StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.03 IN U3156 LOADING DIAGRAM Dead Load 0.03 in Total Load 0.06 IN 01718 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 567 lb 731 lb Dead Load 505 lb 606 lb Total Load 1072 lb 1337 lb Bearing Length 0.49 in 0.61 in BEAM DATA Center TRS TR2 Span Length 9 ftIliiiMinik .. Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 0 plf Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990si p Total Uniform Load 9 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 s. POINT LOADS-CENTER SPAN Cd=1.00 p Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 305 Ib Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Dead Load 179 Ib Comp.-I-to Grain: Fc-1= 625 psi Fc--L'= 625 psi Location 6 ft TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 2922 ft-lb Load Number 5.49 Ft from left support of span 2(Center Span) One Two p ) Left Live Load 100 plf 131 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 88 plf 109 plf Controlling Shear: -1337 lb Right Live Load 100 plf 131 plf At right support of span 2(Center Span) Right Dead Load 88 plf 109 plf Created by combining all dead loads and live loads on span(s)2 Load Start Oft Eft Load End Comparisons with required sections: Req'd Provided Load Length 6 ft 3 ft Section Modulus: 35.42 in3 73.83 in3 3 ft Area(Shear): 11.14 in2 39.38 in2 Moment of Inertia(deflection): 58 in4 415.28 in4 Moment: 2922 ft-lb 6091 ft-lb Shear: -1337 lb 4725 lb NOTES page Project:22141A FOUR D CONST 2 11Alan Mascord Design Associates,Inc. Patrick J.Burke / 111111Location:M7-MAIN BM OVER MID 9/0 GARAGE BAY 2187 NW Reed St.Suite 100 or Multi-Loaded Multi-Span Beam Portland,OR 97210 [2009 International Building Code(2012 NDS)] . ,9 •' 5.125 IN x 15.0 IN x 13.5 FT 8/9/2016 9:38:49 AM 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:32.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/811 Dead Load 0,14 in Total Load 0.34 IN L/481 Live Load Deflection Criteria:0480 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 3571 lb 4604 lb Dead Load 2494 lb 3172 lb Total Load 6065 lb 7776 lb TR2 Bearing Length 1.82 in 2.33 in TR7 BEAM DATA Center r'-?,:',,Tic-77,,,-1? _ ',5_._. 0 17 .-. Span Length 13.5 ft 13.5 ft - Unbraced Length-Top 0 ft Unbraced Length-Bottom 13.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.14 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf Beam Self Weight 17 plf MATERIAL PROPERTIES Bea Uniform Load 17 plf 24F-V4-Visually Graded Western Species Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb cmpr= 1850 psi Fb'= 2400 psi Live Load 873 lb 1370 lb Cd=1.00 Dead Load 513 lb 914 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 7.5 ft 7.5 ft Cd=1.00 ksi E'= 1800 ksi 1800 TRAPEZOIDAL LOADS-CENTER SPAN Modulus of Elasticity: E= Load Number One Two Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left LiveNLoad335 plf 570 plf Comp.1 to Grain: Fc 1= 650 psi Fc 650 psi Left Dead Load 228 plf 384 plf Right Live Load 335 plf 570 plf Controlling Moment: 29066 ft-lb Right Dead Load 228 plf 384 plf 7.56 Ft from left support of span 2(Center Span) Road Start 0 ft 7.5 ftndgth Created by combining all dead loads and live loads on span(s)2 Load S a 7.5 ft 13.5 ft Controlling Shear: -7776 lb Load E 7.5 ft ft 14.0 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: 145.33 in3 192.19 in3 Area(Shear): 44.02 in2 76.88 in2 in4 1441.41 in4 Moment of Inertia(deflection): 1078.1629066 ft-lb 38438 ft-lb Shear: Moment: -7776 lb 13581 lb NOTES Project:22141A FOUR D CONST 2 no page Location:M8-MAIN BM OVER Patrick J.Burke Multi-Loaded Multi-Span Beam MID 16/0 GARAGE am A2187 lan MascordNWReed DesignSt.SAitessociates100 , Inc. / [2009 International Building Code(2012 NDS)] uof 5.125 IN x 18.01N x 18.5 FT '' e,rk, :-Portland,OR 97210 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:45.6% StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN L/768 Dead Load 0.13 in Total Load 0.42 IN L/524 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 4443 lb 4614 lb Dead Load 1879 lb 2247 lb Total Load 6322 lb 6861 lb Bearing Length 1.90 in 2.06 in BEAM DATA Center TR1 TR2 Span Length 18.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 18.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.13 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'= 2334 psi Load Number One Cd=1.00 Cv=0.97 Live Load 280 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 602 lb Cd=1.00 Location 13 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 Comp.1 to Grain: Fc- L= 650 psi Fc--L'= 650 psi Left Live Load 470 plf 485 plf Left Dead Load 161 plf 193 plf Controlling Moment: 30698 ft-lb Right Live Load 470 plf 485 plf 9.62 Ft from left support of span 2(Center Span) Right Dead Load 161 plf 193 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 13 ft Controlling Shear: -6862 lb Load End 13 ft 18.5 ft 18.0 Ft from left support of span 2(Center Span) Load Length 13 ft 5.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 157.83 in3 276.75 in3 Area(Shear): 38.84 in2 92.25 in2 Moment of Inertia(deflection): 1710.14 in4 2490.75 in4 Moment: 30698 ft-lb 53829 ft-lb Shear: -6862 lb 16298 lb NOTES page Project:22141A FOUR D CONST 2 IIII Patrick J.Burke Location:M9-MAIN BM BTWN GARAGE BAYS Alan Mascord Design Associates,Inc. �� Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] �, sni.•- Portland,OR 97210 6.75 IN x 22.5 IN x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By: 1.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN U848 Dead Load 0.18 in Total Load 0.44 IN U496 Live Load Deflection Criteria:U480 Total Load Deflection Criteria: L/360 i REACTIONS A B j Live Load 9249 lb 6364 lb Dead Load 6873 lb 4549 lb TR1 Total Load 16122 lb 10913 lb Bearing Length 3.67 in 2.49 in w BEAM DATA Center Span Length 18 ft laic Unbraced Length-Top 0 ft A Unbraced Length-Bottom 18 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 33 plf 24F-V4-Visually Graded Western Species Total Uniform Load 83 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Fbcmpr= 1850 psi Fb'= 2227 psi Live Load 3820 lb 3638 lb 4667 lb Cd—=1.00 Cv=0.93 Dead Load 2546 lb 2425 lb 3110 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 8 ft 8 ft 8 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.J-to Grain: Fc--I-= 650 psi Fc-1-'= 650 psi Left Live Load 346 plf Left Dead Load 321 plf Controlling Moment: 104167 ft-lb Right Live Load 346 plf 7.92 Ft from left support of span 2(Center Span) Right Dead Load 321 plf Created by combining all dead loads and live loads on span(s) Load Start 0 ft 2 8 ft Controlling Shear: 16122 lb Load Length Load End gth 8 ft 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: Reci'd Provided Section Modulus: 561.39 in3 569.53 in3 Area(Shear): 91.26 in2 151.88 in2 Moment of Inertia(deflection): 4648.99 in4 6407.23 in4 Moment: 104167 ft-lb 105677 ft-lb Shear: 16122 lb 26831 lb NOTES Project:22141A FOUR D CONST 2 RE page Patrick J. Burke Location: U1-WINDOW HDR AT BR.2 Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] r�lZ-_Portland,OR 97210 3.5 IN x 11.25 IN x 6.34 FT(3.2+3.2) - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By:20.3% Controlling Factor:Shear DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.00 IN UMAX 0.00 IN UMAX Dead Load 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B C Live Load 450 lb 3300 lb 594 lb Dead Load 255 lb 2237 lb 279 lb ( Total Load 705 lb 5537 lb 873 lb Uplift(1.5 F.S) 0 lb 0 lb -5 lb Bearing Length 0.32 in 2.53 in 0.40 in TR2 BEAM DATA Center Right Span Length 3.17 ft 3.17 ft Unbraced Length-Top 0 ft 0 ft 1111WMIMIlin' Unbraced Length-Bottom 3.17 ft 3.17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Right Uniform Live Load 0 plf 428 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 286 plf #2-Douglas-Fir-Larch Beam Self Weight 9 plf 9 plf Base Values Adjusted Total Uniform Load 9 plf 723 plf Bending Stress: Fb= 900 psi Fb'= 984 psi POINT LOADS-CENTER SPAN Cd=1.00 C1=0.99 CF=1.10 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Live Load 2174 lb Cd=1.00 Dead Load 1449 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 2.5 ft Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: -1470 ft-lb Left Live Load 100 plf 428 plf Over right support of span 2(Center Span) Left Dead Load 68 plf 286 plf Created by combining all dead loads and live loads on span(s)2,3 Right Live Load 100 plf 428 plf Controlling Shear: -3928 lb Right Dead Load 68 plf 286 plf 3.0 Ft from left support of span 2(Center Span) Load Start 0 ft 2.5 ft Created by combining all dead loads and live loads on span(s)2,3 Load End 2.5 ft 3.17 ft Load Length 2.5 ft 0.67 ft Comparisons with required sections: Req'd Provided Section Modulus: 17.92 in3 73.83 in3 Area(Shear): 32.73 in2 39.38 in2 Moment of Inertia(deflection): 6.77 in4 415.28 in4 Moment: -1470 ft-lb 6057 ft-lb Shear: -3928 lb 4725 lb NOTES / page Project:22141A FOUR D CONST 2 mi Patrick J.Burke Location: U2-WINDOW HDR AT MASTER Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 1111111 2187 NW Reed St.Suite 100 or [2009 International Building Code(2012 NDS)] _ ' 9k4e...Portland,OR 97210 3.5 IN x 9.25 IN x 9.67 FT(3.2+3.3+3.2) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By:7.7% Controlling Factor:Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN UMAX 0.00 IN U9490 0.00 IN UMAX Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.01 IN U6154 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B C D 1 Live Load 595 lb 2195 lb 2610 lb 160 lb Dead Load 297 lb 1471 lb 1684 lb -37 lb Total Load 892 lb 3666 lb 4294 lb 123 lb Uplift(1.5 F.S) 0 lb 0 lb 0 lb -269 lb TR1 Bearing Length 0.41 in 1.68 in 1.96 in 0.06 in W !n5 BEAM DATA Left Center Right 17 ft 3.33 ft 3.17 ft Span Length 3.17 ft 3.33 ft 3.17 ft q 3. D Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 3.17 ft 3.33 ft 3.17 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Right Notch Depth 0.00 Uniform Live Load 428 plf 0 plf 100 plf MATERIAL PROPERTIES Uniform Dead Load 286 plf 0 plf 68 plf #2-Douglas-Fir-Larch Beam Self Weight 7 plf 7 plf 7 plf Base Values Adjusted Total Uniform Load 721 plf 7 plf 175 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.20 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Live Load 2179 lb Cd=1.00 Dead Load 1453 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 2.5 ft Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-I-to Grain: Fc-L= 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 1684 ft-lb Left Live Load 428 plf 100 plf 2.5 Ft from left support of span 2(Center Span) Left Dead Load 286 plf 68 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 428 plf 100 plf Controlling Shear: -3608 lb Right Dead Load 286 plf 68 plf 3.0 Ft from left support of span 2(Center Span) Load Start 0 ft 2.5 ft Created by combining all dead loads and live loads on span(s)2,3 Load End 2.5 ft 3.33 ft Load Length 2.5 ft 0.83 ft Comparisons with required sections: Reo'd Provided Section Modulus: 18.71 in3 49.91 in3 Area(Shear): 30.06 in2 32.38 in2 Moment of Inertia(deflection): 9 in4 230.84 in4 Moment: 1684 ft-lb 4492 ft-lb Shear: -3608 lb 3885 lb NOTES