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Specifications i 2s--- st‘ /2 ;''' _ . • ,4. r4. ALAN . 116A.111,,D : -7, ':''':• ' 1 figinp DESIGN ASSOCIATES, INC . • . , , , , . . • ,. 2, 215'.kt.,i',o._ iV• ,sANDF o!'4 , R- D .--'r:STRUCTURAL ,. , . ., .. ,..... ::- • ' , 11, -! , - •..;, ' ,':' 'tt.: • ^•$ "-. • _1' A,,-;.., i•.,,' • , .., GRAVITY LOADS DESIGNED TO AF&PA NDS-05 . . .. FLOOR. - 40# LIVE, 10# DEADc ROOF., .... - 25* SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) 'CEILING. — 20,# LIVE, 10# DEAD DECKS — E0# LIVE, 10# DEAD EXITS/STAIRS — 100# TOTAL LOAD y .:t,.. ..v BEAm • .. CALCULATIONS ), ALAN MASCORD DESIGN ASSOCIATES,INC. 1305 N.W. 18TH AVE. PORTLAND,OR. 97209 page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:FT1 -UNDER KITCHEN COLUMN �• Alan Mascord Design / Footing 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] _ .e :_Portland,OR 97209 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 9.0.1.0 8/15/2014 9:29:57 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Ajlowable 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: Steel Column Width: m= 6 in Column Depth: n= 6 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in FOOTING CALCULATIONS in--I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1192 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.07 sf 12 in Area Provided: A= 8.01 sf Baseplate Bearing: p n n 0 9 Bearing Required: Bear= 13638 lb T Allowable Bearing: Bear-A= 99450 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 2301 lb 183 ft Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 57 in Live Load: PL= 5453 lb Punching Shear: Vu2= 11236 lb Dead Load: PD= 4094 lb Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Total Load: PT= 9547 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Ultimate Factored Load: Pu= 13638 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb Controlling Allowable Punching Shear: vc2= 70538 lb Bending Calculations: Factored Moment: Mu= 39242 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)= 0.13 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= 10.98 in Note:Plain concrete adequate for bending, therefore adequate development length not required. Project:22157AA-SANDFORD(COMP) page Holly / Location:FT2-INSIDE GARAGE WALL � Alan Mascord Design Footing MIN 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)) —41e e .._Portland,OR 97209 Footing Size:3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(5)min. StruCalc Version 9.0.1.0 8/15/2014 9:29:58 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 ft Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 6 in Column Depth: n= 6 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in FOOTING CALCULATIONS 1-6 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1172 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.82 sf Area Provided: A= 9.00 sf t21° Baseplate Bearing: p 9 Bearing Required: Bear= 15099 lb T Allowable Bearing: Bear-A= 99450 lb sin Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 2831 lb 3 f TI Allowable Beam Shear: Vc1 = 22275 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING ° Critical Perimeter: Bo= 57 in Live Load: PL= 6094 lb Punching Shear: Vu2= 12733 lb Dead Load: PD= 4457 lb Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Total Load: PT= 10551 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Ultimate Factored Load: Pu= 15099 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Weight to resist uplift w/1.5 F.S.: U.R.= 870 lb Controlling Allowable Punching Shear: vc2= 70538 lb Bending Calculations: Factored Moment: Mu= 47184 in-lb Nominal Moment Strength: Mn= 282369 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 in Steel Required Based on Moment: As(1)= 0.16 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.86 in2 Controlling Reinforcing Steel: As-reqd= 0.86 in2 Selected Reinforcement: #4's @ 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= 12 in Note:Plain concrete adequate for bending, therefore adequate development length not required. • page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:FT3-MID GARAGE 11[11Holly Mascord Design Footing 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] .0, :-Portland,OR 97209 Footing Size:3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C.EPN/(6)min. StruCalc Version 9.0.1.0 8/15/2014 9:29:59 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= 3.5 ft Length: L= 3.5 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 6 in Column Depth: n= 6 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in FOOTING CALCULATIONS I-6 in----� Bearing Calculations: Ultimate Bearing Pressure: Qu= 1250 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 11.34 sf Area Provided: A= 12.25 sf 12 in Baseplate Bearing: Bearing Required: Bear= 21843 lb Allowable Bearing: Bear-A= 99450 lb sin Be?um Shear Calculations(One Way Shear): Beam Shear: Vu1 = 5071 lb 3.5 ft Allowable Beam Shear: Vc1 = 25988 lb Putiching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 57 in Live Load: PL= 8680 lb Punching Shear: Vu2= 19328 lb Dead Load: PD= 6629 lb Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Total Load: PT= 15309 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Ultimate Factored Load: Pu= 21843 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Weight to resist uplift w/1.5 F.S.: U.R.= 1184 lb Controlling Allowable Punching Shear: vc2= 70538 lb Bending Calculations: Factored Moment: Mu= 84251 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)= 0.29 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= 15 in Note:Plain concrete adequate for bending, therefore adequate development length not required. page Project:22157AA-SANDFORD(COMP) 1111 Holly Linendoll / Location:FT4-UNDER STAIRS Alan Mascord Design Footing 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] _ eiZ..-Portland,OR 97209 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 9.0.1.0 8/15/2014 9:30:00 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: Steel Column Width: m= 6 in Column Depth: n= 6 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in 1-6 in-I FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1152 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.83 sf 12 in Area Provided: A= 8.01 sf Baseplate Bearing: fj Bearing Required: Bear= 13152 lb 331 Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 2219 lb 2.83 ft Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 57 in Live Load: PL= 5210 lb Punching Shear: Vu2= 10836 lb Dead Load: PD= 4013 lb Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Total Load: PT= 9223 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Ultimate Factored Load: Pu= 13152 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb Controlling Allowable Punching Shear: vc2= 70538 lb Bending Calculations: Factored Moment: Mu= 37844 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)= 0.13 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= 10.98 in Note:Plain concrete adequate for bending, therefore adequate development length not required. • Project:22157AA-SANDFORD(COMP) II. page Holly Linendoll Location:M1 -FRONT PORCH GABLE BEAM Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] Portland,OR 97209 5.5INx9.5lNx10.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:31 AM Stiction Adequate By:52.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN U1973 Dead Load 0.05 in Total Load 0.11 IN U1070 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 432 lb 432 lb Dead Load 386 lb 386 lb Total Load 817 lb 817 lb Bearing Length 0.24 in 0.24 in SEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft lc)n Unbraced Length-Bottom 10 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 Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Live Load 863 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 658 lb Comp. L to Grain: Fc- L= 625 psi Fc--L'= 625 psi Location 5 ft Controlling Moment: 3944 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: -809 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 54.09 in3 82.73 in3 Area(Shear): 7.14 in2 52.25 in2 Moment of Inertia(deflection): 88.15 in4 392.96 in4 Moment: 3944 ft-lb 6032 ft-lb Shear: -809 lb 5922 lb • page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:M2-FLUSH JOISTS SUPP.BR 4 DORMER 1111Holly Mascord Design / Multi-Loaded Multi-Span Beam 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] _ e _Portland,OR 97209 (2) 1.5 INx9.5INx7.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:32 AM Section Adequate By:67.8% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2996 Dead Load 0.03 in Total Load 0.06 IN U1473 Live Load Deflection Criteria:U480 Total Load Deflection Criteria: U360 REACTIONS A Live Load 623 lb 623 lb Dead Load 645 lb 645 lb Total Load 1268 lb 1268 lb Bearing Length 0.68 in 0.68 in BEAM DATA Center Span Length 7 ft Unbraced Length-Top 0 ft �e B Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 178 plf #2-Douglas-Fir-Larch Uniform Dead Load 178 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 362 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 • Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc- = 625 psi Fc--L'= 625 psi Controlling Moment: 2218 ft-lb 3.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -989 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 26.89 in3 45.13 in3 Area(Shear): 8.24 in2 28.5 in2 Moment of Inertia(deflection): 52.4 in4 214.34 in4 Moment: 2218 ft-lb 3723 ft-lb Shear: -989 lb 3420 lb 1 Project:22157AA-SANDFORD(COMP) page Holly Linendoll Location:M3-SUPP BR 4 DORMER Alan Mascord Design Floor Joist EN 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] _Portland,OR 97209 1.5 IN x 9.25 IN x 7.0 FT @ 16 O.C. f #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:32 AM Section Adequate By:308.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5706 Dead Load 0.00 in Total Load 0.02 IN U4337 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 272 lb 201 lb Dead Load 105 lb 56 lb Total Load 377 lb 257 lb 1 Bearing Length 0.40 in 0.27 in pEAM DATA Center J. Span Length 7 ft Unbraced Length-Top O ft i n B Unbraced Length-Bottom 0 ft Floor sheathing applied to top of joists-top of joists fully braced. Sheathing/sheetrock applied to bottom of joists-bottom of joists fully braced. JOIST LOADING Floor Duration Factor 1.00 Uniform Floor Loading Center MATERIAL PROPERTIES Live Load LL= 40 psf #2-Douglas-Fir-Larch Dead Load DL= 10 psf Base Values Adjusted Total Load TL= 50 psf Bending Stress: Fb= 900 psi Fb'= 1139 psi TL Adj.For Joist Spacing wT= 66.7 plf Cd=1.00 CF=1.10 Cr-1.15 Wall Loading Shear Stress: Fv= 180 psi Fv'= 180 psi Wall One Cd=1.00 Live Load(1 to Joists): L1 = 75 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load(1 to Joists):D1 = 51 plf Comp.to Grain: Fc- = 625 psi Fc--- = 625 psi Load Location X1 = 1 ft Controlling Moment: 497 ft-lb 3.15 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 326 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 5.23 in3 21.39 in3 Area(Shear): 2.72 in2 13.88 in2 Moment of Inertia(deflection): 12.13 in4 144.23 in4 Moment: 497 ft-lb 2029 ft-lb Shear: 326 lb 1665 lb Decking Information Plywood Thickness: T= 3/4 in Plywood Is Glued: Moment of Inertia Calculations For Glued Floor: Joist Area: A-joist= 13.88 IN2 Plywood Area: A-ply= 2.08 IN2 Section Centroid: C= 5 IN ABOVE BASE Moment of Inertia(deflection): I-comb= 144 IN4 page Project:22157AA-SANDFORD(COMP) 111111 Holly Linendoll Location:M4-EAVE BEAM AT FRONT PORCH Alan Mascord Design linMulti-Loaded Multi-Span Beam t 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] _ 9 .._Portland,OR 97209 7.5 INx13.5INx11.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:33 AM Section Adequate By:61.9% Controlling Factor:Moment PEFLECTIONS Center WADING DIAGRAM - Live Load 0.08 IN U1790 Dead Load 0.05 in Total Load 0.12 IN L/1114 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 i REACTIONS A B 2 Live Load 2502 lb 2293 lb Dead Load 1642 lb 1464 lb ., . .. _ 4 Total Load 4144 lb 3757 lb TM TR2 TR3 Bearing Length 0.88 in 0.80 in w REAM DATA Center Span Length 11.5 ft Unbraced Length-Top 0 ft rilli Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 50 plf #2-Douglas-Fir-Larch Uniform Dead Load 34 plf Base Values Adjusted Beam Self Weight 22 plf Bending Stress: Fb= 875 psi Fb'= 864 psi Total Uniform Load 106 plf Cd=1.00 CF=0.99 Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-CENTER SPAN Load Number One Two Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 623 lb 623 lb lb Comp.-L to Grain: Fc-1= 625 psi Fc-1ft ft'= 625 psi Dead Load 645 649 Location 1 ft 9 Controlling Moment: 10129 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 6.09 Ft from left support of span 2(Center Span) Load Number One I Q Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 228 plf 272 plf 228 plf Controlling Shear: 3557 lb Left Dead Load 95 plf 105 plf 95 plf J At a distance d from left support of span 2(Center Span) Right Live Load 228 plf 272 plf 228 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 95 plf 105 plf 95 plf Load Start Oft 1 ft 9 ft Comparisons with required sections: Req'd Provided Load End 1 ft 9 ft 11.5 ft Section Modulus: 140.74 in3 227.81 in3 Load Length 1 ft 8 ft 2.5 ft Area(Shear): 31.39 in2 101.25 in2 Moment of Inertia(deflection): 331.29 in4 1537.73 in4 Moment: 10129 ft-lb 16395 ft-lb Shear: 3557 lb 11475 lb J 11® page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:M5-DINING ROOM WINDOW HEADER Alan Mascord Design Multi-Loaded Multi-Span Beam 11 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] Portland,OR 97209 5.5 INx9.25INx7.5FT — � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:34 AM Section Adequate By:8.4% Controlling Factor:Moment PEFLECTIONS Center J-OADING DIAGRAM rive Load 0.08 IN U1190 Dead Load 0.02 in Total Load 0.10 IN L/927 Live Load Deflection Criteria: U480 Total Load Deflection Criteria:U360 REACTIONS A Live Load 1879 lb 1879 lb Dead Load 533 lb 533 lb Total Load 2411 lb 2411 lb Bearing Length 0.70 in 0.70 in BEAM DATA Center . , F., Span Length 7.5 ft :._. . .z .. , �,_.� Unbraced Length-Top 0 ft 7.5 ft B Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 I UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 501 plf #2-Douglas-Fir-Larch Uniform Dead Load 131 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 643 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-1= 625 psi Fc-1'= 625 psi • Controlling Moment: 4521 ft-lb 3.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1929 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 72.34 in3 78.43 in3 Area(Shear): 17.02 in2 50.88 in2 Moment of Inertia(deflection): 146.3 in4 362.75 in4 Moment: 4521 ft-lb 4902 ft-lb Shear: -1929 lb 5766 lb page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:M6-FRONT DOOR HEADER �® Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] __441:44050,14,,e....Portland,OR 97209 3.5INx9.25lNx5.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:35 AM Section Adequate By:29.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN 02552 Dead Load 0.02 in Total Load 0.05 IN L/1466 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1017 lb 1017 lb Dead Load 747 lb 747 lb Total Load 1764 lb 1764 lbJ. Bearing Length 0.81 in 0.81 in SEAM DATA Center . Span Length 5.5 ft Unbraced Length-Top 0 ft 5.5 ft B Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 213 plf #2-Douglas-Fir-Larch Uniform Dead Load 145 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 365 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 863 lb Comp.-1-to Grain: Fc- = 625 psi Fc--- = 625 psi Dead Load 658 lb Location 2.75 ft • Controlling Moment: 3472 ft-lb 2.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1483 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 38.57 in3 49.91 in3 Area(Shear): 12.36 in2 32.38 in2 Moment of Inertia(deflection): 37.78 in4 230.84 in4 Moment: 3472 ft-lb 4492 ft-lb Shear: 1483 lb 3885 lb page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:M7-BEAM BETWEEN FOYER&OFFICE/POWDER �� Alan Mascord Design Multi-Loaded Multi-Span Beam 11 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] Portland,OR 97209 3.5 IN x 9.25 IN x 4.0 FT — � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:36 AM Section Adequate By:483.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN L/7995 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 450 lb 450 lb Dead Load 320 lb 320 lb Total Load 770 lb 770 lb Bearing Length 0.35 in 0.35 in REAM DATA Center k ,� .,.- Span Length 4 ft Unbraced Length-Top 0 ft an Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 225 plf #2-Douglas-Fir-Larch Uniform Dead Load 153 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 385 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 Comp.-L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 770 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 C&ntrolling Shear: 477 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd provided Section Modulus: 8.56 in3 49.91 in3 Area(Shear): 3.98 in2 32.38 in2 Moment of Inertia(deflection): 6.93 in4 230.84 in4 Moment: 770 ft-lb 4492 ft-lb Shear: 477 lb 3885 lb Project:22157AA-SANDFORD(COMP) page En Holly Location:M8-BEAM OVER 1/2 WALL BETWEEN FOYER/DINING Alan Mascord Design Multi-Loaded Multi-Span Beam 1111 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] � 7ry>w� Portland,OR 97209 3.5 IN x 9.25 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:37 AM Section Adequate By: 19.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2118 Dead Load 0.03 in Total Load 0.06 IN L/1260 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:U360 REACTIONS A Live Load 611 lb 1159 lb Dead Load 388 lb 792 lb Total Load 999 lb 1951 lb Bearing Length 0.46 in 0.89 in SEAM DATA Cen r Span Length 6.5 ft 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 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 13 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 73 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Load Number One Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1425 lb lComp.-I-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Dead Load 1050 Location 4.5 ft ft Controlling Moment: 3745 ft-lb 4.49 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1899 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 41.62 in3 49.91 in3 Area(Shear): 15.82 in2 32.38 in2 Moment of Inertia(deflection): 65.96 in4 230.84 in4 Moment: 3745 ft-lb 4492 ft-lb Shear: -1899 lb 3885 lb page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:M9-BEAM BETWEEN FOYER/GREAT ROOM �� Alan Mascord Design Multi-Loaded Multi-Span Beam ® 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] _ .9 ._Portland,OR 97209 3.5 INx9.25INx7.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:38 AM Section Adequate By: 100.9% Controlling Factor:Moment REELECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2697 Dead Load 0.02 in Total Load 0.05 IN U1574 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 746 lb 746 lb Dead Load 532 lb 532 lb Total Load 1278 lb 1278 lb Bearing Length 0.58 in 0.58 in BEAM DATA Center Span Length 7 ft 4 - Unbraced Length-Top 0 ft B Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 213 plf #2-Douglas-Fir-Larch Uniform Dead Load 145 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 365 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 Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 2236 ft-lb 3.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -996 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reg'd Provided Section Modulus: 24.84 in3 49.91 in3 Area(Shear): 8.3 in2 32.38 in2 Moment of Inertia(deflection): 52.81 in4 230.84 in4 Moment: 2236 ft-lb 4492 ft-lb Shear: -996 lb 3885 lb Project:22157AA-SANDFORD(COMP) page Holly / Location:M10-BEAM BETWEEN DINING/GREAT ROOM � Alan Mascord Design Multi-Loaded Multi Span Beam 11111 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] ___,,14 ,Portland,OR 97209 5.125 IN x 9.01N x 9.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:39 AM Section Adequate By:31.1% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/753 Dead Load 0.09 in Total Load 0.24 IN L/472 Live Load Deflection Criteria:11480 Total Load Deflection Criteria: 11360 REACTIONS A Live Load 2199 lb 2199 lb Dead Load 1311 lb 1311 lb Total Load 3510 lb 3510 lb Bearing Length 1.05 in 1.05 in REAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft 9.5 ft Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.09 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 463 plf Uniform Dead Load 266 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 739 plf Base Values Adjusted 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 Comp.J to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 8337 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: 3019 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 41.68 in3 69.19 in3 Area(Shear): 17.09 in2 46.13 in2 Moment of Inertia(deflection): 237.56 in4 311.34 in4 Moment: 8337 ft-lb 13838 ft-lb Shear: 3019 lb 8149 lb page Project:22157AA-SANDFORD(COMP) 1111111 Holly Linendoll Location:M11 -BEAM OVER GREAT ROOM BUILT INS Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] , Portland,OR 97209 5.5 IN x 11.5 IN x 9.0 FT 1�I6.1 #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:40 AM Section Adequate By:23.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN 111605 Dead Load 0.05 in Total Load 0.12 IN 11937 Live Load Deflection Criteria:0360 Total Load Deflection Criteria:11240 REACTIONS A Live Load 1859 lb 1859 lb Dead Load 1326 lb 1326 lb Total Load 3185 lb 3185 lb Bearing Length 0.93 in 0.93 in REAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft sa B Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 413 plf #2-Douglas-Fir-Larch Uniform Dead Load 281 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 708 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.-I-to Grain: Fc-1= 625 psi Fc--- = 625 psi Controlling Moment: 7166 ft-lb 4.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2548 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read provided Section Modulus: 98.27 in3 121.23 in3 Area(Shear): 22.48 in2 63.25 in2 Moment of Inertia(deflection): 178.56 in4 697.07 in4 Moment: 7166 ft-lb 8840 ft-lb Shear: 2548 lb 7168 lb page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:M12-BEAM OVER GREAT ROOM FIRE PLACE ® Alan Mascord Design / Multi Loaded Multi-Span Beam Bill 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] Portland,OR 97209 3.5INx9.51Nx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:41 AM S Section Adequate By:50.2% Controlling Factor:Moment DEFLECTIONS center LOADING DIAGRAM Live Load 0.03 IN L/2392 Dead Load 0.02 in Total Load 0.05 IN U1409 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1239 lb 1239 lb Dead Load 865 lb 865 lb Total Load 2104 lb 2104 lb Bearing Length 0.96 in 0.96 in J3EAM DATA Center Span Length 6 ft �_� � „_,ao,..• r�, .. br a A�...M,�,:mu, -.� _= Unbraced Length-Top 0 ft 6ft B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 413 plf #2-Douglas-Fir-Larch Uniform Dead Load 281 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 701 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 Comp.-t-to Grain: Fc-L= 625 psi Fc--- = 625 psi Controlling Moment: 3155 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1557 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 35.06 in3 52.65 in3 Area(Shear): 12.97 int 33.25 in2 Moment of Inertia(deflection): 42.59 in4 250.07 in4 Moment: 3155 ft-lb 4738 ft-lb Shear: -1557 lb 3990 lb page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:M13-BEAM OVER GREAT ROOM MEDIA 1111111Holly Mascord Design Multi-Loaded Multi-Span Beam 11.111 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] Portland,OR 97209 3.5 IN x 9.5 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:42 AM Section Adequate By:45.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1751 Dead Load 0.04 in Total Load 0.09 IN L/1024 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 952 lb 952 lb Dead Load 677 lb 677 lb Total Load 1629 lb 1629 lb Bearing Length 0.74 in 0.74 in REAM DATA Center �,, ,�ti.K-- , ,r Span Length 8 ft . Unbraced Length-Top 0 ft 8ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center ]VI4TERIAL PROPERTIES Uniform Live Load 238 plf #2-Douglas-Fir-Larch Uniform Dead Load 162 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 407 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 Comp. L to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 3258 ft-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 Controlling Shear: -1336 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd provided Section Modulus: 36.2 in3 52.65 in3 Area(Shear): 11.13 in2 33.25 in2 Moment of Inertia(deflection): 58.63 in4 250.07 in4 Moment: 3258 ft-lb 4738 ft-lb Shear: -1336 lb 3990 lb Project:22157AA-SANDFORD(COMP) page 1111 Holly / Location:M14-FLUSH BEAM OVER KITCHEN ISLAND Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] _ e ..-Portland,OR 97209 5.125 IN x 12.0IN x 12.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:43 AM Section Adequate By:7.5% Controlling Factor:Deflection PEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN U703 Dead Load 0.17 in Total Load 0.39 IN L/387 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 3225 lb 3225 lb Dead Load 2633 lb 2633 lb Total Load 5858 lb 5858 lb Bearing Length 1.76 in 1.76 in REAM DATA Center Span Length 12.5 ft . . ,�, M=�.�,. _ �_�.„�,.,v.__ • ,. nY..� a... Unbraced Length-Top 0 ft 12.5 ft B Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.17 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 516 plf Uniform Dead Load 408 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 937 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2400 psi Cd_=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc- = 650 psi Fc--- = 650 psi Controlling Moment: 18307 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4921 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 91.54 in3 123 in3 Area(Shear): 27.85 in2 61.5 in2 Moment of Inertia(deflection): 686.41 in4 738 in4 Moment: 18307 ft-lb 24600 ft-lb Shear: -4921 lb 10865 lb page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:M15-BEAM BETWEEN NOOK/GREAT ROOM 11111Holly Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] _l,{ e ._Portland,OR 97209 3.5 IN x 9.25 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:43 AM Suction Adequate By:22.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN U1348 Dead Load 0.05 in Total Load 0.13 IN L/788 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1012 lb 1012 lb Dead Load 718 lb 718 lb Total Load 1730 lb 1730 lb Bearing Length 0.79 in 0.79 in BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft e.sn Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 238 plf #2-Douglas-Fir-Larch Uniform Dead Load 162 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 407 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 Comp. to Grain: Fc-- = 625 psi Fc--- = 625 psi Controlling Moment: 3676 ft-lb 4.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1418 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 40.84 in3 49.91 in3 Area(Shear): 11.82 in2 32.38 in2 Moment of Inertia(deflection): 70.29 in4 230.84 in4 Moment: 3676 ft-lb 4492 ft-lb Shear: -1418 lb 3885 lb Project:22157AA-SANDFORD(COMP) page IIIII Holly Location:M16-GREAT ROOM PATIO DOOR HEADER Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] / Portland,OR 97209 3.51N x 11.5 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:44 AM Section Adequate By: 17.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2936 Dead Load 0.02 in Total Load 0.05 IN L/1639 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1015 lb 1015 lb Dead Load 807 lb 807 lb Total Load 1821 lb 1821 lb Bearing Length 0.83 in 0.83 in BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft 6.5 ft B Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 50 plf #2-Douglas-Fir-Larch Uniform Dead Load 34 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 93 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1704 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1336 lb Comp.-L to Grain: Fc--1-= 625 psi Fc--- = 625 psi Location 3.25 ft Controlling Moment: 5430 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: 1737 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 65.81 in3 77.15 in3 Area(Shear): 14.47 in2 40.25 in2 Moment of Inertia(deflection): 64.95 in4 443.59 in4 Moment: 5430 ft-lb 6365 ft-lb Shear: 1737 lb 4830 lb page Project:22157AA-SANDFORD(COMP) i® Holly Linendoll Location:M17-REAR PORCH EAVE BEAM Alan Mascord Design Multi-Loaded Multi-Span Beam 1111111305 NW 18th Ave of [2012 International Building Code(2012 NDS)] Portland,OR 97209 5.5INx11.5INx16.0FT � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:45 AM Section Adequate By:0.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/756 Dead Load 0.19 in Total Load 0.45 IN U428 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1248 lb 1248 lb Dead Load 958 lb 958 lb Total Load 2206 lb 2206 lb Bearing Length 0.64 in 0.64 in J3EAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft 1sft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 156 plf #2-Douglas-Fir-Larch Uniform Dead Load 106 plf Base Values Atjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 276 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.-1-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 8823 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: -1985 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 121 in3 121.23 in3 Area(Shear): 17.52 in2 63.25 in2 Moment of Inertia(deflection): 390.85 in4 697.07 in4 Moment: 8823 ft-lb 8840 ft-lb Shear: -1985 lb 7168 lb • Page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:M18-REAR PORCH GABLE BEAM 11111Holly Mascord Design / Multi-Loaded Multi-Span Beam 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] Portland,OR 97209 7.51N x 13.5IN x 17.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:46 AM Section Adequate By: 19.6% °" Controlling Factor:Moment PEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/1353 Dead Load 0.14 in Total Load 0.29 IN L/704 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 852 lb 852 lb Dead Load 855 lb 855 lb Total Load 1707 lb 1707 lb Bearing Length 0.36 in 0.36 in { BEAM DATACenter j Span Length 17 ft Unbraced Length-Top 0 ft 417 ft Unbraced Length-Bottom 17 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 ease Values Adjusted Beam Self Weight 22 plf Bending Stress: Fb= 875 psi Fb'= 864 psi Total Uniform Load 22 plf Cd=1.00 CF=0.99 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 1704 lb Comp. L to Grain: Fc- L= 625 psi Fc--L'= 625 psi Dead Load 1336 lb Location 8.5 ft Controlling Moment: 13713 ft-lb 8.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1684 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Ree'd Provided Section Modulus: 190.54 in3 227.81 in3 Area(Shear): 14.86 in2 101.25 in2 Moment of Inertia(deflection): 523.86 in4 1537.73 in4 Moment: 13713 ft-lb 16395 ft-lb Shear: -1684 lb 11475 lb • page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:M19-NOOK WINDOW HEADER Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] Portland,OR 97209 3.5 IN x 9.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:47 AM Section Adequate By:73.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/2047 Dead Load 0.03 in Total Load 0.08 IN L/1191 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 752 lb 752 lb Dead Load 540 lb 540 lb Total Load 1292 lb 1292 lb Bearing Length 0.59 in 0.59 in PEAM DATA Center Span Length 8 ft , — 13 , Unbraced Length-Top O ft a n B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 188 plf #2-Douglas-Fir-Larch Uniform Dead Load 128 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 323 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 Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 2584 ft-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 Cintrolling Shear: 1059 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 28.71 in3 49.91 in3 Area(Shear): 8.83 in2 32.38 in2 Moment of Inertia(deflection): 46.51 in4 230.84 in4 Moment: 2584 ft-lb 4492 ft-lb Shear: 1059 lb 3885 lb page 1 Project:22157AA-SANDFORD(COMP) Ell Holly Linendoll Location:M20-BEAM BETWEEN KITCHEN/GREAT ROOM Alan Mascord Design Multi Loaded Multi-Span Beam 111111 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] ___,../ mal:_Portland,OR 97209 5.125 IN x 15.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:48 AM Section Adequate By:2.5% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM _ Live Load 0.30 IN L/642 Dead Load 0.22 in Total Load 0.52 IN U369 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 i REACTIONS A B Live Load 3201 lb 4441 lb j Dead Load 2266 lb 3376 lb _ Total Load 5467 lb 7817 lb : •TRI .• Bearing Length 1.64 in 2.35 in w ' REAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ftillili Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.22 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 238 plf Uniform Dead Load 162 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 417 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: ' POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Live Looadd One Number Cd=1.00 3225 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 2633 lb Cd=1.00 Location 11.5 ft - Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc--I-= 650 psi Fc-1'= 650 psi Load Number One Left Live Load 53 plf Controlling Moment: 30963 ft-lb Left Dead Load 13 plf - 11.36 Ft from left support of span 2(Center Span) Right Live Load 53 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 13 plf Controlling Shear: -7350 lb Load Start 0 ft At a distance d from right support of span 2(Center Span) Load End 11.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 11.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 154.81 in3 192.19 in3 Area(Shear): 41.6 in2 76.88 in2 Moment of Inertia(deflection): 1406.19 in4 1441.41 in4 Moment: 30963 ft-lb 38438 ft-lb Shear: -7350 lb 13581 lb page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:M21 -MUD ROOM POCKET DOOR HEADER 111111Holly Mascord Design Multi-Loaded Multi-Span Beam Mill 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] Portland,OR 97209 3.5 INx9.25INx5.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:49 AM Section Adequate By:32.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2134 Dead Load 0.02 in Total Load 0.05 IN L/1317 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 1526 lb 1526 lb Dead Load 946 lb 946 lb Total Load 2472 lb 2472 lb Bearing Length 1.13 in 1.13 in J3EAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft 5.5 ft B Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 555 plf #2-Douglas-Fir-Larch Uniform Dead Load 337 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 899 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 Comp.-L to Grain: Fc-1= 625 psi Fc--i-'= 625 psi Controlling Moment: 3399 ft-lb 2.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1780 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 37.77 in3 49.91 in3 Area(Shear): 14.83 in2 32.38 in2 Moment of Inertia(deflection): 63.09 in4 230.84 in4 Moment: 3399 ft-lb 4492 ft-lb Shear: -1780 lb 3885 lb r Project:22157AA-SANDFORD(COMP) page Es Holly Location:M22-FLUSH BEAM OVER BR 2 Alan Mascord Design Multi-Loaded Multi-Span Beam RII 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] o. :_Portland,OR 97209 5.125 IN x 10.51N x 14.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:50 AM Section Adequate By:27.9% Y Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN U972 Dead Load 0.19 in Total Load 0.36 IN U461 Live Load Deflection Criteria:0480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 1246 lb 1246 lb Dead Load 1384 lb 1384 lb Total Load 2630 lb 2630 lb Bearing Length 0.79 in 0.79 in SEAM DATA Center Span Length 14 ft Unbraced Length-Top 0 ft 14 rt Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.19 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 178 plf Uniform Dead Load 186 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 376 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2400 psi Cd—=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 _ Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc--I-= 650 psi Fc-1'= 650 psi Controlling Moment: 9204 ft-lb 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2314 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 46.02 in3 94.17 in3 Area(Shear): 13.1 in2 53.81 in2 Moment of Inertia(deflection): 386.5 in4 494.4 in4 Moment: 9204 ft-lb 18834 ft-lb Shear: 2314 lb 9507 lb • page Project:22157AA-SANDFORD(COMP) Holly Linendoll Location:M23-BR 2 CLOSET DOOR HEADER 111111Holly Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] Portland,OR 97209 3.5 IN x 9.25 IN x 3.0 FT � � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:51 AM Section Adequate By:100.1% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/8317 Dead Load 0.00 in Total Load 0.01 IN L/4617 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 1040 lb 1871 lb Dead Load 747 lb 1669 lb Total Load 1787 lb 3540 lb Bearing Length 0.82 in 1.62 in BEAM DATA Cen er Span Length 3 ft Unbraced Length-Top 0 ft a n Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 555 plf #2-Douglas-Fir-Larch Uniform Dead Load 337 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 899 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 Live Load 1246 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1384 lb Comp. L to Grain: Fc- = 625 psi Fc-1'= 625 psi Location 2.5 ft Controlling Moment: 1776 ft-lb 1.98 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1942 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 19.73 in3 49.91 in3 Area(Shear): 16.18 in2 32.38 in2 Moment of Inertia(deflection): 18 in4 230.84 in4 Moment: 1776 ft-lb 4492 ft-lb Shear: -1942 lb 3885 lb Project:22157AA-SANDFORD(COMP) page IIIIII Holly Location:M24-FLUSH JOISTS OVER REAR OF SINGLE GARAGE BAY Alan Mascord Design Multi-Loaded Multi-Span Beam IIII 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] 1 ._Portland,OR 97209 (2)1.5 IN x 9.25 IN x 5.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:52 AM Section Adequate By: 152.3% ` Controlling Factor:Moment CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5702 Dead Load 0.01 in Total Load 0.02 IN L/2743 Live Load Deflection Criteria:0480 Total Load Deflection Criteria:[/360 REACTIONS E a Live Load 490 lb 490 lb Dead Load 528 lb 528 lb Total Load 1018 lb 1018 lb Bearing Length 0.54 in 0.54 in BEAM DATA Center Span Length 5.5 ft a ��,.., a... �7n .7 �. - .� . <_.... , : _� ,... .2. Unbraced Length-Top 0 ft 5.5 ft Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 178 plf #2-Douglas-Fir-Larch Uniform Dead Load 186 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 370 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1399 ft-lb . 2.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 733 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 16.96 in3 42.78 in3 Area(Shear): 6.11 in2 27.75 in2 Moment of Inertia(deflection): 25.97 in4 197.86 in4 Moment: 1399 ft-lb 3529 ft-lb Shear: 733 lb 3330 lb Project:22157AA-SANDFORD(COMP) page Holly Linendoll Location:M25-BEAM OVER REAR OF SINGLE GARAGE BAY E. Alan Mascord Design Multi-Loaded Multi-Span Beam 1111 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] ff Portland,OR 97209 5.125 IN x 10.5 IN x 10.5 FT �!��vr �t 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:53 AM Section Adequate By:42.7% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Clive Load 0.13 IN L/939 Dead Load 0.11 in Total Load 0.25 IN L/514 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 1 REACTIONS A B 2 Live Load 3376 lb 1935 lb 1 1 3 Dead Load 2591 lb 1615 lb Total Load 5967 lb 3550 lb . TR1 TR2 Bearing Length 1.79 in 1.07 in TR4 w REAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft 10.5 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.11 Uniform Live Load 25 plf Notch Depth 0.00 Uniform Dead Load 17 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 54 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1000 lb 1063 lb 490 lb Cd=1.00 Dead Load 680 lb 723 lb 528 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.5 ft 2.5 ft 7.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-1-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three Four Left Live Load 538 plf 313 plf 125 plf 250 plf Controlling Moment: 10570 ft-lb Left Dead Load 403 plf 250 plf 122 plf 170 plf 3.78 Ft from left support of span 2(Center Span) Right Live Load 538 plf 313 plf 125 plf 250 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 403 plf 250 plf 122 plf 170 plf Controlling Shear: 5131 lb Load Start 0 ft 1.5 ft 2.5 ft 7.5 ft At a distance d from left support of span 2(Center Span) Load End 1.5 ft 2.5 ft 7.5 ft 10.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1.5 ft 1 ft 5 ft 3 ft Comparisons with required sections: Read Provided Section Modulus: 52.85 in3 94.17 in3 Area(Shear): 29.04 in2 53.81 in2 Moment of Inertia(deflection): 346.42 in4 494.4 in4 Moment: 10570 ft-lb 18834 ft-lb Shear: 5131 lb 9507 lb Project:22157AA-SANDFORD(COMP) page 1111 Holly Linendoll / Location:M26 BEAM BETWEEN GARAGE BAYS Alan Mascord Design Multi-Loaded Multi-Span Beam 1111 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] ___464015,4,,C.._Portland,OR 97209 5.125 IN x 12.0 INx9.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:56 AM Section Adequate By:41.5% Controlling Factor:Moment DEFLECTIONS Center WADING DIAGRAM Live Load 0.09 IN U1238 Dead Load 0.07 in Total Load 0.15 IN L/702 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:U360 REACTIONS A Live Load 3088 lb 1940 lb `` Dead Load 2462 lb 1445 lb d Total Load 5550 lb 3385 lb Bearing Length 1.67 in 1.02 in REAM DATA Cen er Span Length 9 ft y Unbraced Length-Top 0 ft 9 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.07 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 53 plf Uniform Dead Load 13 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 79 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 4201 lb Cd=1.00 Dead Load 3152 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 TRAPEZOIDAL LOADS-CENTER SPAN Comp. L to Grain: Fc---= 650 psi Fc--L'= 650 psi Load Number One Left Live Load 100 plf Controlling Moment: 17389 ft-lb Left Dead Load 148 plf 3.51 Ft from left support of span 2(Center Span) Right Live Load 100 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 148 plf Controlling Shear: 5226 lb Load Start 0 ft At a distance d from left support of span 2(Center Span) Load End 3.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.5 ft Comparisons with required sections: Read Provided Section Modulus: 86.94 in3 123 in3 Area(Shear): 29.58 in2 61.5 in2 Moment of Inertia(deflection): 378.51 in4 738 in4 Moment: 17389 ft-lb 24600 ft-lb Shear: 5226 lb 10865 lb Project:22157AA-SANDFORD(COMP) 11111page Holly Linendoll Location:M27-MAIN BEAM OVER DOUBLE GARAGE BAY Alan Mascord Design Multi-Loaded Multi-Span Beam ® 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] J19iW:-Portland,OR 97209 5.125 IN x 21.0 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:54 AM Section Adequate By:36.2% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/853 Dead Load 0.20 in Total Load 0.47 IN L/490 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:U360 i REACTIONS A B Live Load 6094 lb 5592 lb Dead Load 4457 lb 4167 lb _ Total Load 10551 lb 9760 lb TRI Bearing Length 3.17 in 2.93 in rR2 TR3 ; w SEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft 111111 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 169 plf Notch Depth 0.00 Uniform Dead Load 195 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 24F-V4-Visually Graded Western Species Total Uniform Load 387 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2292 psi Live Load 1433 lb Cd=1.00 Cv=0.96 Dead Load 1108 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 13.5 ft Cd=1.00 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 ne Two Three Four Left Live Load 468 plf 408 plf 245 plf 205 plf Controlling Moment: 50870 ft-lb Left Dead Load 240 plf 225 plf 72 plf 62 plf 9.69 Ft from left support of span 2(Center Span) Right Live Load 468 plf 408 plf 245 plf 205 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 240 plf 225 plf 72 plf 62 plf Controlling Shear: 8678 lb Load Start 0 ft 8.5 ft 12.5 ft 15 ft At a distanced from left support of span 2(Center Span) Load End 8.5 ft 12.5 ft 15 ft 19 ft Created by combining all dead loads and live loads on span(s)2 Load Length 8.5 ft 4 ft 2.5 ft 4 ft Comparisons with required sections: Rea'd Provided Section Modulus: 266.31 in3 376.69 in3 Area(Shear): 49.12 in2 107.63 in2 Moment of Inertia(deflection): 2905.03 in4 3955.22 in4 Moment: 50870 ft-lb 71954 ft-lb Shear: 8678 lb 19014 lb page Project:22157AA-SANDFORD(COMP) IIIHolly Linendoll Location:M28-16/0 GARAGE DOOR HEADER ® Alan Mascord Design / Multi-Loaded Multi-Span Beam 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] , Portland,OR 97209 5.51Nx11.5INx16.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:54 AM Section Adequate By:85.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN U1435 Dead Load 0.12 in Total Load 0.26 IN L/770 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 619 lb 619 lb Dead Load 534 lb 534 lb Total Load 1153 lb 1153 lb Bearing Length 0.34 in 0.34 in BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft 16.5 ft B Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 75 plf #2-Douglas-Fir-Larch Uniform Dead Load 51 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 140 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.1.to Grain: Fc- L= 625 psi Fc- = 625 psi Controlling Moment: 4755 ft-lb 8.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1037 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 65.21 in3 121.23 in3 Area(Shear): 9.15 in2 63.25 in2 Moment of Inertia(deflection): 217.21 in4 697.07 in4 Moment: 4755 ft-lb 8840 ft-lb Shear: 1037 lb 7168 lb III page Project:22157AA-SANDFORD(COMP) IIIHolly Linendoll Location:M29-8/0 GARAGE DOOR HEADER Alan Mascord Design Multi-Loaded Multi-Span Beam 11111 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)) _Portland,OR 97209 5.5 IN x 11.5 IN x 8.5 FT � � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:55 AM Section Adequate By: 130.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/3804 Dead Load 0.02 in Total Load 0.05 IN 02179 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1357 lb 507 lb I Dead Load 982 lb 403 lb Total Load 2339 lb 910 lb TRI , � Bearing Length 0.68 in 0.26 in �: . ? w REAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 25 plf #2-Douglas-Fir-Larch Uniform Dead Load 17 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 56 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 1063 lb Dead Load 723 lb Comp.--to Grain: Fc-_= 625 psi Fc-_'= 625 psi Location 2 ft Controlling Moment: 3839 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.04 Ft from left support of span 2(Center Span) Load Number One Lq Created by combining all dead loads and live loads on span(s)2 Left Live Load 213 plf 25 plf Cimtrolling Shear: 1952 lb Left Dead Load 145 plf 17 plf At a distanced from left support of span 2(Center Span) Right Live Load 213 plf 25 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 145 plf 17 plf Load Start Oft 2 ft Comparisons with required sections: Req'd Provided Load End 2 ft 8.5 ft Section Modulus: 52.64 in3 121.23 in3 Load Length 2 ft 6.5 ft Area(Shear): 17.22 in2 63.25 in2 Moment of Inertia(deflection): 76.78 in4 697.07 in4 Moment: 3839 ft-lb 8840 ft-lb Shear: 1952 lb 7168 lb Project:22157AA-SANDFORD(COMP) page 111111 Holly Location:U1 -BR 4 CEILING BEAM Alan Mascord Design Multi-Loaded Multi-Span Beam IIIII 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] �iZ.,_Portland,OR 97209 5.125 IN x 9.0 IN x 13.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:30 AM Section Adequate By:41.7% Controlling Factor:Deflection DEFLECTIONS Cen er )LOADING DIAGRAM _ Live Load 0.27 IN U591 Dead Load 0.20 in Total Load 0.48 IN L/340 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 i REACTIONS A B 2 Live Load 1425 lb 1425 lbI. Dead Load 1050 lb 1050 lb Total Load 2475 lb 2475 lb TRS TR2 TR3 Bearing Length 0.74 in 0.74 in _.._. . __ _. . , _ .. w REAMDATA Center -- a_W .-- ,. ,.� .,•.,_ .F...,. . .2..."24,,,,,,,,,,,,,r.,r,,m,,,,,,,,„-,,„ �.,,,w Span Length 13.5 ft Unbraced Length-Top 0 ft 1111/ 11.1 Unbraced Length-Bottom 13.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.2 Uniform Live Load 138 plf Notch Rehquired 0.00 Uniform Dead Load 94 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 242 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load NumberOne Tb Cd—=1.00 Live Looadd250 lb 250 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 182 lb 182 lb Cd=1.00 Location 3 ft 10.5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three Left Live Load 50 plf 25 plf 50 plf Controlling Moment: 7954 ft-lb Left Dead Load 34 plf 17 plf 34 plf 6.75 Ft from left support of span 2(Center Span) Right Live Load 50 plf 25 plf 50 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 34 plf 17 plf 34 plf Controlling Shear: 2255 lb Load Start 0 ft 3 ft 10.5 ft At a distance d from left support of span 2(Center Span) Load End 3 ft 10.5 ft 13.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft 7.5 ft 3 ft Comparisons with required sections: Read Provided Section Modulus: 39.77 in3 69.19 in3 Area(Shear): 12.76 in2 46.13 in2 Moment of Inertia(deflection): 219.79 in4 311.34 in4 Moment: 7954 ft-lb 13838 ft-lb Shear: 2255 lb 8149 lb • • page Project:22157AA-SANDFORD(COMP) IIIIII Holly Linendoll Location:R1 -FRONT PORCH RIDGE Alan Mascord Design Multi-Loaded Multi-Span Beam 11111 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] _Portland,OR 97209 5.5 IN x 9.5IN x 12.5 FT � � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:27 AM Section Adequate By:26.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN U1011 Dead Load 0.11 in Total Load 0.26 IN U573 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 863 lb 863 lb Dead Load 658 lb 658 lb Total Load 1521 lb 1521 lb Bearing Length 0.44 in 0.44 in pEAM DATA Center Span Length 12.5 ft Unbraced Length-Top 0 ft 12.5 ft Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 138 plf #2-Douglas-Fir-Larch Uniform Dead Load 94 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 243 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--I-= 625 psi Fe-1'= 625 psi Controlling Moment: 4752 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1338 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 65.18 in3 82.73 in3 Area(Shear): 11.81 in2 52.25 in2 Moment of Inertia(deflection): 164.48 in4 392.96 in4 Moment: 4752 ft-lb 6032 ft-lb Shear: 1338 lb 5922 lb • Project:22157AA-SANDFORD(COMP) page Holly Linendoll Location:R2-RAFTERS SUPP.BR 4 DORMER Alan Mascord Design Multi-Loaded Multi-Span Beam 111111 1305 NW 18th Ave of (2012 International Building Code(2012 NDS)] _ / e .-Portland,OR 97209 (2)1.5 IN x 9.5 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:28 AM Section Adequate By:761.1% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS @ Live Load 250 lb 250 lb Dead Load 182 lb 182 lb Total Load 432 lb 432 lb Bearing Length 0.23 in 0.23 in BEAM DATA Center k Span Length 4 ft Unbraced Length-Top 0 ft B Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 125 plf #2-Douglas-Fir-Larch Uniform Dead Load 85 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 216 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 432 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -268 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 5.24 in3 45.13 in3 Area(Shear): 2.23 in2 28.5 in2 Moment of Inertia(deflection): 3.89 in4 214.34 in4 Moment: 432 ft-lb 3723 ft-lb Shear: -268 lb 3420 lb page Project:22157AA-SANDFORD(COMP) EN Holly Linendoll Location:R3-REAR PORCH RIDGE Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Ave of [2012 International Building Code(2012 NDS)] __ e, ._Portland,OR 97209 7.5 INx13.5INx16.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 8/15/2014 9:29:29 AM Section Adequate By:34.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Cive Load 0.16 IN L/1222 Dead Load 0.12 in Total Load 0.28 IN L/685 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1704 lb 1704 lb Dead Load 1336 lb 1336 lb Total Load 3040 lb 3040 lb Bearing Length 0.65 in 0.65 in SEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft 16ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 213 plf #2-Douglas-Fir-Larch Uniform Dead Load 145 plf Base Values Adjusted Beam Self Weight 22 plf Bending Stress: Fb= 875 psi Fb'= 864 psi Total Uniform Load 380 plf Cd=1.00 CF=0.99 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--- = 625 psi Controlling Moment: 12158 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: -2614 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 168.94 in3 . 227.81 in3 Area(Shear): 23.07 in2 101.25 in2 Moment of Inertia(deflection): 538.62 in4 1537.73 in4 Moment: 12158 ft-lb 16395 ft-lb Shear: -2614 lb 11475 lb Page 5 DATE: 08/06/14 PROJECT: 22157AA- SANDFORD WIND LOADS LOAD AKEAS'FROM CAD LINE A B C D LOAD mean roof height, h = 25 ft 0 0 least horizontal dimension, b = 53 ft 0— 0 O 0 a=min(0.1 b, 0.4h) >= max(3', 0.04b) O 0 O 0 0.1b = 5.3 ft 0 0 0.4h = 10 ft 0 0 min = 5.3 ft 0 0 00 3' = 3 ft 0 0 0.04b = 2.12 ft 00 max = 3 0 0 0 0 a = 5.3 ft 0 0 2a= 11 ft 0 0 0 0 roof rise, y=111.1.114 0 0 roof run, x = 12 V2 0 arctan(y/x) _ ..• DEG V3 22 31 934 V4 0 A = 21.6 psf V5 0 B = 14.8 psf O 0 C = 17.2 psf O 0 D = 11.8 psf O 0 0 0 0 0 O 0 0 0 0 0 O 0 O 0 O 0 M1 68 62 319 136 9478 O 0 M3 55 101 217 305 10014 M4 40 135 172 237 8617 M5 71 169 156 127 8217 M6 56 829 0 0 0 0 0 0 0 p , 0 0 0 0 0 0 0 0 0 0 0 0 Co a) 0) Co EL • SHEAR WALL SCHEDULE • (1) 2XD.F. studs max. 16' O.C. • HOLDOWN SCHEDULE • • SEISMIC ZONED (2) Anchor bolts to be%"e )-bolts w/min. 7" embedment Into MARK SIMPSON FASTENERS CAPACITY APA RATED PLYWOOD OR ORIENTED STRAND BOARD (1) concrete. Secure with BP %-3 or BPS Ve-3. (g) MODELS (13) (LBS.) NOTES FASTENERS(3),(5),(6),(7) SOLE IB SILL PLATE BPS%"-3 requires an additional std. cut washer. No Connect btm.plate to PANEL ALLOW holdown floor jet/rlm/bm/blkg. N/A MARK NAILING AB NOTES LOAD (3) Intermediate studs nailed O 12"0.C. required 1 w/16d O 4"O.C. THICKNESS TYPE 0 PANEL 16d SIZE SPACING WMIQ J ` EDGES SINKER (2) BEIB (4) Framing O adjoining panels to be 3x nominal or wider, V CMST12 x (7)led common For equivalent options, //�� w/naling staggered. 36" Long nails at each end. 1,500 see(10) �\ �9 0.131 •x2)4• 'Hn (5) 0.131"0 X 2y'p F. RH P-nal may be replaced with CMST12 x (16)16d common \\// or. 6" O.C. 6" O.C. 2X 48" O.C. 1 0.131'0 X 21I"common nal or 0.113'0 X Zl"hot dip ornal)at each end. 3,430 For equivalent options, 1 " F.RH.P-NAIL tumbled galvanized box nail. 48" Long see(11) 0.148"0 X 3' F. RH P-nal maybe replaced with 0.1480 X CMST12 x (22)16d common ) e 7136; ♦ (6) P 60" Long nails at each end. 4.700 For equivalent(12optlona. /(s 3" common nail or 0.128 0 X 3' hat dipor tumbled !!mo�r 0.131 •x21." 4" O.C. 4" O.C. 2X 46" O.C. U) galvanized box nail. 1732" F.RH.P-NAIL 3JU W (7) "F. RH. P-nail"- designates a full round-head power nail. CMST12 x (29)18d common 72" Long nails at each end. 6,210 7,I8 H (8) Minimum 4X6 post O each end. or 0.131 •x 2).• 2" O.C. 3" O.C. 2X 13" O.C. see (4) •,9 O CMST12 x (39)16d common Holdowns occur 0 each end of each shall ll & fasten notat each end. 6.]50 t35z" F.RH.P-NAIL 3X 34" O.C. '4 6 Z (9) to min. double 2X studs. Wall shrg. shall be edge nailed 90" Long to each hoidown stud. 7�6 CMST 14 X 36"L w 8Retrofit with HITS H 8 or 0.131 •x 21.' 2" O.C. 2" O.C. 3X 9" O.C. see (4) gg6 • (10) /O 16d common each end. STHDI4RJ (30)16d sinkers. 3,280 spelling«�ro a walls X40 MST 37 w/(10)16d common or sinker each end. 1%2 F.RH.P-NAIL 22' O.C. MSTC40 w/(14) 16d sinkers each end. Equivalent option 7 CMST 14 X 80"L w/(22)16d common or sinkers each end. HTT5 (26)16d sinker, X080 w b an HDU-5 �( ^ 6 (11) 58 4 /(14)SDS r X V or MST48 w/(16) 18d commons O each end. y4"screws. Imo" 0.131 •x28." 3" O.C. 3" O.C. DBL 2X 20" O.C. see (4) MSTC52 w/(22)16d sinkers each end. -w EA. SIDE F.RH.P-NAIL 3X 20" O.C. " min.(3)2x or 6x. (12)CMST 14 X 72"L w/(29) 16d common or sinkers each end. HDU-8 (20)SDS,:x 2817.870 with studs noted together �6 MST60 w/(23) 16d common each end. screws, SB%x24 w/led sinker•e�0.C. MSTC66 w/(32)16d sinkers each end. (30)sos r�x 2$'screws. 0.131 •x 2)." 2" O.C. 2.5" O.C. 3X 16" O.C. see ,pr1 6x6 oat req'd. 440110,,o, Or 19/32" 1•e A307 threaded rod A.B. p eq F.RH.P-NAIL (4),(8) Lou (13)Use SSTBL In place of SSTB where 3x or dbl. 2X plates HDU-11 w/tri x21S'x�Cplate or BPI 9,5.15 30X30X12 deep min.ftg. EA. SIDE occur. btwn.(2)nuts.Min 10"ftg. req'd.0 ea.anchor bolt. embed. (14)May use an HHD014 In place of HDU-14. (36)SDs 8.'x 2l."screws, 6X8 req'd. a14e o x 3' 2" O.C. 2" O.C. 3X 13" O.C. G 1"0 A307 threaded rod A.B Port eq' see HDU-14 Heavy hex not req d. EA.SIDE F.RH'P HALL RE (4)(8) (15)3X plate required where shown on foundation plan. see(14) e/2rsj nmbeds..+e1oa'BPI ftg. 14,E 36' x12"deep min.ftg. embed. req'd.0 an.anchor bolt u • u • Page 9 J. 4,-0" 8x12 BEAM 4'x4'x1�4'xi' LONG O \• i ANGLE W/ (3) 3� 4' LAG" �� 4 SCREWS 9 EA. LEG. (2) 6'x31/2•x54,"x12" LONG 4$' ANGLES W/ (2) 3/4'4> x 6' LONG LAG SCREWS 9 (2)-V8'6 THRU BOLTS EA. LEG. ATTACHING TO THE COLUMN, AND (2) V%'m THRU BOLTS I ATTACHING TO THE O i (2)-3x 3 KNEE BRACE KNEE BRACE �, I 0 4x6x14' LONG BLOCK W/ (3) 3/4'4, x 9" LONG LAG SCREWS 12x12 COLUMN C., '�\EE 6 ACE DETAIL 3/4' - I -©' / ROWNELL ENGINEERING DRAWN BY— Yr- - CIVIL- STRUCTURAL ENGINEERS DATE— ^/a 10570 SE WASHINGTON ST. STE 212 PH; 15031 254-6292 �" — (� — �� PORTLAND. OR. 97216 FAT. 15031 254.6761 Page 10 Nib 30 lIZAME • 4s ) 1 54# ,�s Z j A 177( ') : SP) 2y3�� R y ' g77(0- = Zq F--- 3 91 11� _ /7Vo) : S$G2 g= _(12 (z2 • 586(2,04 _ . (e_ s z$B ? = ,34Z P - 3�Z�I�i54- j A 144- fs._ (L CEsIG,U 4(4-!! C14 $x(L 641 , (2) 3x $5 SAN°w)Ghio, $xR_ 6e4e4 Zg50 7/ P t_Wri✓ 3 a. 3' 71 7(r 8 &Lets 7,40o ? l.04- (674 (4)(Z400)(3> = I2 )704 M _ ("1(074):-.'; 1 (*K "4> 0 ;l,,.T fk ci-C1/" - 34(1�7,4;, 2/0 1, - rCi ROWELL ENGINEERING & DESIGN By Date Project Sheet of Page 11 (Z) 3< s lAas 4-\/:d1 # (Q fic0 ) _ G0 (3 )(§6 6LE 47 ef-OLTS Tr" � Ii' i *41/4, l-A's(3 ?tact) (4) .7/3 'p &o w( 31'60. S*Il fbilt ' - 54'4=44 514.1*- ( 60- t l ;160- co(r A = (ThC 4 ba(5 _ etc_ Surma 1,4 sir S1044-6,33) I 67 I ! 6747 69(is) 30(A4 > zy ot. 4 Stfo►s 1.4 1( 4 = 4 -1.17,1-01, VISofetA) 1 q 5 .3 Yt,' 4ve-Lef I sffel„F- = 01)0,o0 = (253 4 Sows (12033)(4) - (��g > ZA30� RO,WELL ENGINEERING & DESIGN By Date Project Sheet of Page 12 EDGE NAILING (2) 2x OR LARGER EDGE NAILING DEFENDING ON H.D. 1 LARGEST OF THE (2) HD STRAPS e CORNER rill ►,:� 7LARGEST OF THE (2) H.D'S ID CORNER 01�"1V (2) 2X OR LARGER (DEPENDING ON H.D.) A e FOUNDATION I e UPPER FLOOR C01"15 (NF -OL:)OUJN CO NNE QD J 1 SCALE: 3/4' = I'_m' court-� DRAUJING NOT TO SCALE yM 1=W IELL, IERD [IME�QoK1g DRAWN BY- J.Y. CIVIL- STRUCTURAL ENGINEERS DATE - 02 -23- 11 10570 SE wASHINGTON ST STE 212 PH 15031 254-6292 PORTLAND. OR. 97216 FAX: 15031 254-6761 ,1 MIN. I-1/3.5 4O Page 13 SIMPSON "MSTA30" \ -7.01r• EA. SIDE, (4)-TOTAL . . ` . . . / HEADER (CONTINUOUS) • . . 4 ` -•� • - • . . • \ -i:T - CONTINUE HEADER • ' I TO BLDG. CORNER 4 4 0I..' z ` I. I .. NAIL SHEATHING TO I' .'I HEADER W/ 0.148"cP X i- *•1 •• 21/4" F. RH. P-NAILS e ili ' : .. 3"O .C. BOTH WAYS '.I CJI \DOJ 1 j (OR OTHER OPEN'G) W I- I11 15/32" APA-RATED SHTH'G a illJ \ ,FROM SINGLE SHEET, 0 I' ' FASTENED PER SHEAR z SCHEDULE SPECIFICATIONS IY AND NOTES w _ _ •_ - BLOCK ALL PANEL EDGES Ili ••n i PER SHEAR SCHEDULE •�l I I • • SPECIFICATIONS 4 NOTES II I I/ a •I.11 I• • Z H •I•I II•I E ,I•II II,1 SEE SHEAR SCHEDULE AND w II III NOTES FOR HOLDDOWN SPECS N ° .I j1 II.1• / •I E.+. -•'--1-L II II II II 11 II 11 II u u ��� \ AQ S 1 AIR FANI 1 NO SCALE (REDUCES PANEL I--IGT.) NRWSHEARNOFDTN DR4UJFNG NOT TO SCALE - ILCDYY/ELL __ = CE[MDMIEE PHC� = DRAWN BY- J.Y. _ CIVIL- STRUCTURAL ENGINEERS DATE- 02 -23- 11 10570 SE WASHINGTON ST STE 212 PH• 15031 254-6292 PORTLAND, OR. 97216 FAX: 15031 254-6761 DATE: 08/06/14 PROJECT: 22157AA- SANDFORD Page 14 • ver012208 DESCRIPTION: 2009 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE -2009 IBC BY: ---1 - mariggI�Ly:� q�jman. Adjustment Factor for Building Height A = Me'/li>�q:7i i111111=1 Increase 110/B wind loads by MEM _9ail[eZ_L___ mil 1 to obtain 95/B (SDS=2/3 SMS) 0.850 1.2SDS 1.02 _-0 6._ snow load = MU' mean roof height, h =��"" ft • upper: 0• ` { ®g ' V=1.2SDsWDL/R ASD Load Combination = V/1.4 wol ASU DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 ROOF/CEILING - 15 0 0 0 EXT. WALLS 10 0 0 0 0 INT. WALLS 8 0 0 0 0 BRICK 40 0 0 0 0 TOTAL 0 0 0 UPPER FLOOR ROOF/CEILING 15 17T 2655 417 298 FLOOR 10 932 9320 1463 1045 EXT. WALLS 10 8 55 2200 345 247 INT. WALLS 8 8 100 3200 502 359 _ WALLS ABOVE 0 0 0 DECK 10 0" 0 0 BRICK 40 0 0' 0 0 - TOTAL 17375 2727 1948 MAIN FLOOR -I. r • . • • •. a•• • FLOOR 10 0 0 0 EXT. WALLS 10 9 326 14670 2302 1644 INT. WALLS 8 9 200 7200 1130 807 WALLS ABOVE 5400 847 605 DECK 10 0 0 0 BRICK 40 0 0 0 0 TOTAL 95205• 14940 1067f REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-05 12.3.4.1 and 12.3.4.2 Allowable Shear wall Load (plf) Floor to Floor Holdown Floor to Foundation Holdown wind/seis Tag Load Type Tag Load Type 5 260/260 1 1500 CMST12X36•• 6 3280 STHD14RJ A 350/350 2 3430 CMST12X48" 7 5090 HITS 600/600 3 4700 CMST12X60" 8 B870 HDU8 C 896/640 D 980/980 4 6210 CMST12X72' 9 9535 HDU11 5 8350 CMST12X9O" 10 14445 HDU-14 to high E 1280/1280 ? 14446 F 1540/1540 Page 15 DATE: 08/06/14 PROJECT: 22157AA - SANDFORD WALLS LOAD WALL SO, I-I. LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES 0- .0 0.0 0- .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0- .0 0.0 0- .0 0.6 0.0 V2 13:0 13.4 5.6 32.0' 8.0 V3 13.2 13.2 8.0 V4 2.9 2.9 9.0 8.4 5.4 9.6 38.2 8.0 V5 16.8 10.4 27.2 8.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 110.6 M1 11.4 14.0 10.0 35.4 9.0 0.0 M3 17.0 6.1 4.1 17.0 44.2 9.0 M4 2.0 2.0 2.0 4.0 4.0 14.0 9.0 M5 3.3 5.9 4.0 5.2 7.0 25.4 9.0 M6 0.5 0.5 1.0 9.0 0.0 0.0 0.6 0.0 0.0' 0.0 0.0 0.0 0.0' 0.0 120.6 Page 16 DATE: 8/6/14 PROJECT: 22157AA- SANDFORD WIND 110/B 95/B SHEAR AL)J. X= LOAD FROM TOTAL TOTAL WALL 110/B 95/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF Y=CANT. 0 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0.0' 0 0 0 0 0 0.0' 0 0 0 0 0 0.0 0 0- O 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0' 0 0.0 0 0 O 0 0 0.0 0 0 O 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0.0 0 0 O 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0 0.0 0 0 V2 0 0 0 32.0 0 0 V3 934 934 697 13.2 71 53 1/4 0 0 0 38.2 0 0 V5 0 0 0 27.2 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0' 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0' 0.0 0' 0 0 93( M1 9478 9478 7069 35.4 268 200 0 0 0 0 0.0 0 0 ' M3 10014 934 10948 8166 44.2 248 185 M4 8617 8617 6427 14.0 616 459 M5 8217 8217 6128 25.4 323 241 M6 829 829 618 1.0 829 618 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0' 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 . 0' 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0' 0 0 0 0' 0 0 0.0 0 0 934' 38088 Page 17 DATE: 08/06/14 PROJECT: 22157AA - SANDFORD SEISMIC SEIS. TO I AL SUR. % SETS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SETS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR 0 0 0% 0 0' 0 0 1.00' ----.7 0 0 0%- 0 0 0 0 1.00 0 0 0 0% 0 0 0 0' 1.00' 0 ' 0' 0' 0%- 0 0 0 0' 1.00 0 0 0 0% 0 0 0 0 1.00 IS 0 0 0% 0 0 0 0 1.00 0 • 0 0 0% 0 6 0 0 1.00 0 0 0 0% 0 0 0 0 1.00' 0 0 0 0% 0 0 0 0 1.00 0 0 0 0% 0 0 0 0 1.00 0 0 0 0% 0 0 0 0 1.00 0 0 0 0% 0 0 0 0 1.00 0 0 0 0% 0 0 0 0 1.00 0 0 0 0% 0 0 0 0 1.00 0 0 ' 0 0% 0 0 0 0 1.00 0 O '0 0% 0 0 0 0 1.00 0 0% 0 0- 0 1948 0% 0 0 0 0 1.00- 0 V2 X 1948 526 47% 924 0 924 29 1.00 1.00 29 V3 X 1948 583 53% 1024 0 1024 78 1.00 1.00 78 V4 X 1948 651 59%' 1143 0 1143 30 1.00 1.00 30 V5 X 1948 462 42% 811 0 811 30 1.00 1.00 30 0 1948 0% 0 0 0 0 1.00 0 O 1948 0% 0 0 0 0 1.00 0 O 1948 0% 0 0 0 0 1.00 0 0 1948 0% 0 0' 0 0 1.00 0 0 1948 0% 0 0 0' 0 1.00 0 0 1948 0% 0 0 0 0 1.00 0 0 1948 0% 0 0' 0 0 1.00 0 0 1948 0% 0 0 0 0 1.00 0 0 - 1948 0% 0 0 0 0 1.00 0 0 1948 0%' 0' 0 0 0 1.00 0 0 1948 0% 0 0 0 0 1.00 0 200% 0 3902- M1 X 10671 2504- 55% 5900 0 462 6362 180 1.00 1.00 180 O 10671 - 0% 0 0 0 0 1.00 0 M3 X 10671 2024- 45%'' 4769 0' 1486 6255 142 1.00 1.00 142 M4 X 10671 2064 46% 4863 0 1143 6006 429 1.00 1.00 429 M5 ' X 10671 2288 51% 5391 0 811 6202 244 1.00 1.00 244 M6 X 10671 176 4% 415 0 415 415 1.00 1.00 415 O 10671 0% 0 0 0 0 1.00 0 0 10671 ' 06T 0 0 0 0 1.00 0 O 10671 0% 0 0 0 0 1.00 0 O 1067f 0% 0 0 0 0 1.00 0 0 10671- 0% 0 0 0 0 1.00 0 0 10671 ' 0% 0 0 0 0 1.00 0 0 10671 - 0% 0 0 0 0 1.00 0 - 0 10671 0% 0 0 0 0 1.00_ 0 O 10671 0%- 0 0 0 0 1.00 0 0 10671 - 0%a 0 0' 0' 0 1.00 0 200% 3902i 25246 Page 18 • DATE: 08/06/14 PROJECT: 22157AA - SANDFORD WALL SUMMARY " IP farrow 1 - • 1 r • • HEAR WALL min UNIT Panel SEIS DESGN UNIT UPLIFT w/narw w/o HOLDOWN sill NOTES SHR Increase SHR W S SHEAR incr incr plt. • 1 .11 I I I I •- I - 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 ' 0' 0 0 0 OR 0 0 1.00 ' 0 0 0' O ORO 0 0' 1.00 0 0 0 0OR0 0 0 1.00 ' 0 0 0 0 ORO 0 0 1.00 ' 0 0' 0 ' 0 OR 0 0 0 1.00 0 0 0 O OR O 0 0 1.00 ' 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O 0 0 1.00 ' 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O + 0 0 1.00 - 0 0 0 OOR0 V2 0 1.00 29' ' X 29 231 S S 0 OR 0 2x V3 53 1.00 78 X 78 620 S S 0 OR 0 2x V4 0 1.39 42 X 42' 239 S S 0 OR 0 2x V5 0 1.00 30 X 30 239 S S 0 OR 0 2x 0 0 1.00 0 0 0 OORO 0 0' 1.00 0 0 0 0 OR 0 ' 0' 0 1.00 0' 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 ' 0 0 0 OORO 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0' 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 OORO - M1 200 1.00 180 X 200 179/ S S 2 OR 6 2x 0 0 1.00 0 0 0 O OR O M3 ' 185 1.00 142 X ' 185 1663 S S 2 OR 6 2x M4 459 1.75 751 X 751 4132 D B 3 OR 7 (2)2x M5 241 1.36 332 X 332 2198 A S 2 OR 6 2x M6 618 1.00 415 X 618 5564 C C 4 OR 8 3x 0 0 1.00 0 0 0 _ O OR O 0 0 1.00 0- 0 0 O OR 0 0 O 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0' 0 0 ' OORO 0 0 1.00 0' 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0' 0' 0 OR 0 0 0 1.00 0 0 0 0 OR 0