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Specifications (30) v\ASJ2.011 - 0o 7 fAtz-n PHHOS 6vJ slOtic\- Ave— /1„ „kJ. Stt rII`` ALAN Ril gigsCI:T'- 017 FANIV1P 81440r &Ault! DESIGN ASSOCIATES, I N C . OPTION PLAN 22151AC FOR: FOUR D CONSTRUCTION (TRUSS ROOF DESIGN) GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 60# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St. Suite#100 PORTLAND,OR. 97210 a Project:22151AC FOUR D CONST. page t �� rf� Patrick Burke Location:J1 -FLR JSTS 0/GAR-PDWR RM SIDE Alan Mascord Design Floor Joist � ` 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] -Yr ,& ..Portland,OR 97210 1.5 INx11.25INx10.0FT @16.0.C. - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM Section Adequate By: 120.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/2194 Dead Load 0.02 in Total Load 0.08 IN L/1508 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 459 lb 301 lb Dead Load 285 lb 105 lb Total Load 744 lb 406 lb 1 Bearing Length 0.79 in 0.43 in SUPPORT LOADS A B f+-vsav Y'.'Moot Avt.,...kseexva..f, •.Y .9A'i+'a2...r..2Rib.orsm%!&'wr,riy r,,P,•,; 2unrs,:Y . ,,,....v.",,A.i Live Load 344 plf 226 plf Dead Load 214 plf 79 plf A 10 ft B Total Load 558 plf 305 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 10 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=9.00 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 Comp.1 to Grain: Fc- L= 625 psi Fc-1-'= 625 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 1236 ft-lb Dead3.9 Ft from left support of span 2(Center Span) Total Load DL= 10 psf 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: 685 lb Wall Loading At a distance d from left support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2 Live Load (1-to Joists): L1 = 170 plf Dead Load(1 to Joists):D1 = 193 plf Comparisons with required sections: Req'd Provided Load Location X1 = 1.5 ft Section Modulus: 14.33 in3 31.64 in3 Area(Shear): 5.71 in2 16.88 in2 Moment of Inertia(deflection): 42.48 in4 177.98 in4 Moment: 1236 ft-lb 2729 ft-lb Shear: 685 lb 2025 lb NOTES Project:22151AC FOUR D CONST. ? z° page � ' Patrick Burke Location:M1 -REAR PATIO ROOF BM Alan Mascord Design Multi Loaded Multi Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] --� f ' �- Portland,OR 97210 5.5 INx11.5INx16.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM Section Adequate By:23.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/937 Dead Load 0.16 in Total Load 0.36 IN L/528 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1008 lb 1008 lb Dead Load 782 lb 782 lb Total Load 1790 lb 1790 lb Bearing Length 0.52 in 0.52 in - w BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A 16 ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 84 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 224 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- t-= 625 psi Fc- = 625 psi Controlling Moment: 7159 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: 1611 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: Reo'd Provided Section Modulus: 98.18 in3 121.23 in3 Area(Shear): 14.21 in2 63.25 in2 Moment of Inertia(deflection): 317.14 in4 697.07 in4 Moment: 7159 ft-lb 8840 ft-lb Shear: 1611 lb 7168 lb NOTES page Project:22151AC FOUR D CONST. Patrick Burke Location: M2-SHOP BM ; Alan Mascord Design Multi-Loaded Multi-Span Beam o.- m.' 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] � � Portland,OR 97210 5.5INx11.5INx9.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM Section Adequate By:42.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1381 Dead Load 0.02 in Total Load 0.10 IN L/1080 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A_ B_ Live Load 2160 lb 2160 lb Dead Load 602 lb 602 lb Total Load 2762 lb 2762 lb Bearing Length 0.80 in 0.80 in BEAM DATA Center - Span Length 9 ft Unbraced Length-Top 0 ft A 9ft —B Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 480 plf #2-Douglas-Fir-Larch Uniform Dead Load 120 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 614 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-- = 625 psi Fc- = 625 psi Controlling Moment: 6214 ft-lb 4.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads an span(s)2 Controlling Shear: 2209 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: 85.22 in3 121.23 in3 Area(Shear): 19.49 in2 63.25 in2 Moment of Inertia(deflection): 181.66 in4 697.07 in4 Moment: 6214 ft-lb 8840 ft-lb Shear: 2209 lb 7168 lb NOTES Project:22151AC FOUR D CONST. page Patrick Burke Location: M3-GAR FLUSH BM BY KIT 4 rr Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland.OR 97210 5.125 IN x 9.0 IN x 10.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By: 3.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/581 Dead Load 0.14 in Total Load 0.34 IN L/351 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2379 lb 1373 lb Dead Load 1553 lb 882 lb Total Load 3932 lb 2255 lb Bearing Length 1.18 in 0.68 in - - w .• BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A 10 ft B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.14 Notch Depth 0.00 Uniform Live Load 40 plf Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 60 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 2623 lb 729 lb Cd=1.00 Dead Load 1749 lb 486 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.5 ft 3.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp..-1-.to Grain: Fc--1-= 650 psi Fc- = 650 psi Controlling Moment: 13393 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: 3890 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: 66.96 in3 69.19 in3 Area (Shear): 22.02 in2 46.13 in2 Moment of Inertia(deflection): 212.84 in4 311.34 in4 Moment: 13393 ft-lb 13838 ft-lb Shear: 3890 lb 8149 lb NOTES page Project:22151AC FOUR D CONST. Patrick Burke / . Location:M4-FLUSH BM O/GAR FRONT 2ND BAY k �' Alan Mascord Design f ti Multi-Loaded Multi-Span Beam 11,.E 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _Y4 .i, _..•Portland, OR 97210 (2) 1.51Nx11.251Nx10.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By:0.0% 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 0.08 IN L/1572 Dead Load 0.07 in Total Load 0.15 IN L/806 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 864 lb 825 lb Dead Load 896 Ib 701 Ib Total Load 1760 lb 1526 Ib Bearing Length 0.94 in 0.81 in a : �. riz ' w BEAM DATA Center 15NCPlA!4.�Pffi1WW6'INYt'r.:n�•+-Yei3enYbls ..:d .+Nka�'w�.�.'u�:.:�X'4X'M' :fiE'�..?€.�'.: =�l.P '�d,:Wtf rx �9��4�L�.L•18bYGFIHWNr Span Length 10 ft Unbraced Length-Top 0 ft A - — — —10 ft — — Unbraced Length-Bottom 10 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 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 498 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 332 lb Comp.-L to Grain: Fc--1-= 625 psi Fc-1'= 625 psi Location 7 ft Controlling Moment: 4744 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 5.4 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 113 plf Controlling Shear: -1475 lb Left Dead Load 156 plf At a distance d from right support of span 2(Center Span) Right Live Load 113 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 156 plf Load Start 0 ft Comparisons with required sections: Req'd Provided Load End 7 ft Section Modulus: 63.25 in3 63.28 in3 Load Length 7 ft Area(Shear): 12.29 in2 33.75 in2 Moment of Inertia(deflection): 105.98 in4 355.96 in4 Moment: 4744 ft-lb 4746 ft-lb Shear: -1475 lb 4050 lb NOTES page Project:22151AC FOUR D CONST. a Patrick Burke Location:M5-FLUSH BM 0/FRONT 1ST GAR BAY Alan Mascord Design Multi-Loaded Multi-Span Beam Or, 1,44 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] — a ine ._ Portland, OR 97210 (2) 1.5INx11.25INx10.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By: 75.5% 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 0.05 IN L/2630 Dead Load 0.03 in Total Load 0.07 IN L/1619 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1190 lb 360 lb Dead Load 858 lb 202 lb j, Total Load 2048 lb 562 lb rR1 41 Bearing Length 1.09 in 0.30 in BEAM DATA Center • Span Length 10 ft Unbraced Length-Top 0 ft A 10 ft B Unbraced Length-Bottom 10 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=9.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=9.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 980 Ib Comp.-1-to Grain: Fc-1 = 625 psi Fc-1'= 625 psi Dead Load 5 t Location 1 1.5 ft Controlling Moment: 2705 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 113 plf Controlling Shear: 1754 lb Left Dead Load 156 plf At a distance d from left support of span 2(Center Span) Right Live Load 113 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 156 plf Load Start 0 ft Comparisons with required sections: Req'd Provided Load End 1.5 ft Section Modulus: 36.06 in3 63.28 in3 Load Length 1.5 ft Area(Shear): 14.62 in2 33.75 in2 Moment of Inertia (deflection): 52.77 in4 355.96 in4 Moment: 2705 ft-lb 4746 ft-lb Shear: 1754 lb 4050 lb NOTES Project:22151AC FOUR D CONST. page �` �� Patrick Burke / , Location:M6-FLUSH BM @ FRONT GAR BY PWDR RM �' Alan Mascord Design tir.Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ -' d }!'a....Portland, OR 97210 (2) 1.5 INx 11.25INx 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By: 61.3% 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 0.05 IN L/2460 Dead Load 0.03 in Total Load 0.08 IN L/1512 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 1285 lb 377 lb Dead Load 922 lb 213 lb fxszir044 Total Load 2207 lb 590 lb TRS Bearing Length 1.18 in 0.31 in . . w BEAM DATA Center Span Length 10 ft 10 Unbraced Length-Top 0 ft A 10 ft- _�-B Unbraced Length-Bottom 10 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 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1092 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 728 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 1.5 ft Controlling Moment: 2943 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 113 plf Controlling Shear: 1913 lb Left Dead Load 156 plf At a distance d from left support of span 2(Center Span) Right Live Load 113 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 156 plf Load Start 0 ft Comparisons with required sections: Req'd Provided Load End 1.5 ft Section Modulus: 39.24 in3 63.28 in3 Load Length 1.5 ft Area(Shear): 15.94 in2 33.75 in2 Moment of Inertia(deflection): 56.52 in4 355.96 in4 Moment: 2943 ft-lb 4746 ft-lb Shear: 1913 lb 4050 lb NOTES Project:22151AC FOUR D CONST. J—.4' page ' ;��1 Patrick Burke Location: M7-16/0 GAR DR HDR �� Alan Mascord Design Multi Loaded Multi Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ___4(40,,,-.1911..,_Portland,OR 97210 5.125 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By: 16.0% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN L/491 Dead Load 0.30 in Total Load 0.69 IN L/278 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 2 Live Load 2806 lb 3274 lb Dead Load 2227 lb 2384 lb u F ,�4�� Total Load 5033 lb 5658 lb W, 2 >� 0"r' " BearingLength 1.51 in 1.70 in 1r� '��e T.RI�t��s�a�tx i � er¢, . a•'z'� �TR3�""��t'�` ��., `,°��t�s-� x} f? BEAM DATA Center -.£meg '_ , a4r—p�` ,t. , 0 -. ..0 4 4r,, •.n;+;.t xarrc�:a..Jrr�a'tas-.arzn.;.. �. ,,.;._,,. ,-:�:r aarzsaavFa;v,.t ��: ra.mmsm�:t¢ -- .,,..;;s .:s+sva.^�s>.:�ze�s-,�a.:�,szf Span Length 16 ft • Unbraced Length-Top 0 ft A- 16 ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.3 UNIFORM LOADS Center Uniform Live Load 0 Of Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 13 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 864 lb 1190 lb Cd=1.QO Dead Load 896 lb 858 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.5 ft 12.5 ft Cd=1.0O *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1-to Grain: Fc-1-= 650 psi Fc-1-'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Four Controlling Moment: 18890 ft-lb Left Live Load 176 plf 90 plf 200 plf 170 plf 8.32 Ft from left support of span 2(Center Span) Left Dead Load 118 plf 60 plf 130 plf 113 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 176 plf 90 plf 200 plf 170 plf Controlling Shear: -5056 lb Right Dead Load 118 plf 60 plf 130 plf 113 plf At a distance d from right support of span 2(Center Span) Load Start 0 ft 0 ft 3.5 ft 12.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 3.5 ft 3.5 ft 16 ft 16 ft Load Length 3.5 ft 3.5 ft 12.5 ft 3.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 94.45 in3 123 in3 Area(Shear): 28.62 in2 61.5 in2 Moment of Inertia(deflection): 636.25 in4 738 in4 Moment: 18890 ft-lb 24600 ft-lb Shear: -5056 lb 10865 lb NOTES Project:22151AC FOUR D CONST. page Patrick Burke Location: M8-MAIN GARAGE BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 16.5 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By:6.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.52 IN L/434 Dead Load 0.22 in Total Load 0.75 IN L/306 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 5223 lb 6698 lb 3 Dead Load 2085 lb 2927 lb Total Load 7308 lb 9625 lb Bearing Length 2.19 in 2.89 in BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft A 19 ft Unbraced Length-Bottom 19 ft Live Load Duration Factor 0.90 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.22 Notch Depth 0.00 Uniform Live Load 420 plf Uniform Dead Load 105 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 543 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two * Three * Four Fb_cmpr= 1850 psi Fb'= 2113 psi Live Load 825 lb 360 lb 2379 lb 377 lb Cd=0.90 Cv=0.98 Dead Load 701 lb 202 lb 1553 lb 213 lb Shear Stress: Fv= 265 psi Fv'= 239 psi Location 5 ft 14 ft 15 ft 17.5 ft Cd=0.90 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-1-to Grain: Fc--L= 650 psi Fc--- = 650 psi Controlling Moment: 38399 ft-lb 10.64 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -8902 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: 218.04 in3 232.55 in3 Area (Shear): 55.99 in2 84.56 in2 Moment of Inertia(deflection): 1590.17 in4 1918.51 in4 Moment: 38399 ft-lb 40954 ft-lb Shear: -8902 lb 13445 lb NOTES BEAM ANALYSIS v1 .5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: STOCK PLAN Project : 22151AC- DOUBLE LETTER OPTION Location: M9- BM B/W GRT RM AND DINING Date: 04-18-2006 .. '..:.:•.':.....°' : Calculation By: C.R.W. Comment : USE 6 X 12 DF#2 MIN BEAM AND LOAD DIAGRAM 11111111111111111111.1111111.111• • Rl R2 Reaction R1 = 2, 862 . 7 lbs. Reaction R2 = 3, 058 . 3 lbs . Total load = 5, 921 . 0 lbs . Dimensions: Clear span = 9 . 0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 9 lbs/If (= 81 lbs. total) . Uniform loads : U2 = 688 . 0 lbs/lf at 4 . 0 feet to 9 . 0 feet . U1 = 600 . 0 lbs/lf at 0 . 0 feet to 4 . 0 feet . Deflection limit (live load plus dead load) : 1/360 . ...........snob........-......................s.......-----------.....-.................... .....R...a..a.s---. BEAM TYPE WOOD: DFL-SINGL 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 3, 058 . 3 FV 85 . 0 Area (Sq. In. ) 54 55 Moment (ft-lbs) 6,705 . 1 FB 875 . 0 Sect .Modulus 92 92* Deflection (in) 0 . 30 E 1 . 30E6 Mom. Inertia 249 461 ..f9 Actual Maximum Deflection = 0 . 16 inches . Maximum Deflection occurs at 4 . 5 feet . Maximum Moment occurs at 4 . 5 feet . MINIMUM BEAM SIZE (W x H) : 5 . 500" by 10. 016" MINIMUM BEAM AREA (Sq. in. ) : 55 . 09 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS Project:22151AC FOUR D CONST. page Patrick Burke koiiLocation:M10-KITCHEN/GREAT RM BM 0/ISLAND -` de i.z Alan Mascord Design , Multi-Loaded Multi-Span Beam .7 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] 14=4ri,°'kL.Portland,OR 97210 5.125INx9.0INx11.OFT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM Section Adequate By:9.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.34 IN L/394 Dead Load 0.11 in Total Load 0.44 IN L/299 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3625 lb 2961 lb 2 Dead Load 1337 lb 883 lb 1:1 1 Total Load 4962 lb 3844 lb Bearing Length 1.49 in 1.15 in BEAM DATA Center ii.... .. ,.,.. .;� .,..,. ,-.: .M1,, :,.d ;I Span Length 11 ft Unbraced Length-Top 0 ft A v 11 ft —�B- Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.11 Notch Depth 0.00 Uniform Live Load 500 plf Uniform Dead Load 125 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 635 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 394 lb 692 lb Cd=1.00 Dead Load 262 lb 473 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5 ft 0.5 ft Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc- = 650 psi Fc--1-'= 650 psi Controlling Moment: 11629 ft-lb 5.06 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3425 lb 1 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: 58.14 in3 69.19 in3 Area(Shear): 19.38 in2 46.13 in2 Moment of Inertia(deflection): 284.61 in4 311.34 in4 Moment: 11629 ft-lb 13838 ft-lb Shear: -3425 lb 8149 lb NOTES BEAM ANA L Y S I S v1 .5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc . (503) 225-9161 Portland, OR Client : STOCK PLAN Project : 22151AC- DOUBLE LETTER OPTION Location: M11- BM B/W FRONT HALL AND KITCHEN - Date: 04-18-2006 .� .�... •:.....•,�. ..,., � �i i iiii.i i i..i.. Calculation By: C.R.W. Comment : MIN 4 X 6 OK USE 6 X 12 DF#2 TO MATCH BEAM AND LOAD DIAGRAM A A R1 R2 Reaction Ri = 598 . 5 lbs . Reaction R2 = 598 . 5 lbs . Total load = 1, 197 . 0 lbs. Dimensions : Clear span = 3 . 5 feet, no overhang. No point loads. No triangular loads . Uniform beam weight= 4 lbs/lf (= 14 lbs . total) . Uniform loads : Ui = 338 . 0 lbs/if at 0 . 0 feet to 3 . 5 feet . Deflection limit (live load plus dead load) : 1/360 . BEAM TYPE WOOD: DFL-SINGL 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 598 . 5 FV 95 . 0 Area (Sq. In. ) 9 11 Moment (ft-lbs) 513 . 0 FB 990 . 0 Sect .Modulus 6 6* Deflection (in) 0 . 12 E 1 . 60E6 Mom. Inertia 6 10 Actual Maximum Deflection = 0 . 07 -inches . Maximum Deflection occurs at 1 . 5 feet . Maximum Moment occurs at 1. 5 feet. MINIMUM BEAM SIZE (W x H) : 3 . 500" by 3 .265" MINIMUM BEAM AREA (Sq. In. ) : 11. 43 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS Project:22151AC FOUR D CONST. page Patrick Burke Location: M12-LAM JSTS 0/KITCHEN ISLAND Alan Mascord Design Multi-Loaded Multi-Span Beam a �� 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ___41. , .wif:,._Portland, OR 97210 (2) 1.5 IN x 11.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM Section Adequate By: 12.9% 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 0.05 IN L/2121 Dead Load 0.03 in Total Load 0.08 IN L/1232 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 i REACTIONS A B Live Load 1222 lb 692 lb Dead Load 925 lb 473 lb 4 Total Load 2147 Ib 1165 Ib 1F. :yp ` » Bearing Length 1.15 in 0.62 in 1 BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft Au 8 ft B Unbraced Length-Bottom 8 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=9.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 534 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 356 lb Comp.- to Grain: Fc-- = 625 psi Fc--1-'= 625 psi Location 4 ft Controlling Moment: 4204 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.92 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 265 plf Controlling Shear: 1665 lb Left Dead Load 226 plf At a distance d from left support of span 2(Center Span) Right Live Load 265 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 226 plf Load Start 0 ft Comparisons with required sections: Req'd Provided Load End 4 ft Section Modulus: 56.06 in3 63.28 in3 Load Length 4 ft Area(Shear): 13.87 in2 33.75 in2 Moment of Inertia(deflection): 69.37 in4 355.96 in4 Moment: 4204 ft-lb 4746 ft-lb Shear: 1665 lb 4050 lb NOTES • Project:22151AC FOUR D CONST. a page Patrick Burke Location: M13-DEN DR HDR E Alan Mascord Design Multi-Loaded Multi-Span Beam p4t 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] - .} _ Portland,OR 97210 3.5 IN x 5.5 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM Section Adequate By: 31.0% Controlling Factor: Moment DEFLECTIONS Center - LOADING DIAGRAM Live Load 0.04 IN L/1640 Dead Load 0.04 in Total Load 0.08 IN L/789 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 505 lb 505 lb Dead Load 545 lb 545 lb Total Load 1050 lb 1050 lb Bearing Length 0.48 in 0.48 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top O ft A 5 ft B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 202 plf #2-Douglas-Fir-Larch Uniform Dead Load 214 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 420 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. to Grain: Fc---L= 625 psi Fc- = 625 psi Controlling Moment: 1313 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -861 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: 13.47 in3 17.65 in3 Area(Shear): 7.18 in2 19.25 in2 Moment of Inertia(deflection): 14.77 in4 48.53 in4 Moment: 1313 ft-lb 1720 ft-lb Shear: -861 lb 2310 lb NOTES Project:22151AC FOUR D CONST. aA t page Patrick Burke Location: M14-ENTRY SIDE BM �or,to" Alan Mascord Design Multi-Loaded Multi-Span Beam '`' 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] = � Portland,OR 97210 3.5 INx3.5INx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM Section Adequate By:4.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/489 Dead Load 0.10 in Total Load 0.25 IN L/290 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 303 lb 303 lb Dead Load 209 lb 209 lb Total Load 512 lb 512 lb Bearing Length 0.23 in 0.23 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft A 6 rt B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 101 plf #2-Douglas-Fir-Larch Uniform Dead Load 67 plf Base Values Adjusted Beam Self Weight 3 plf Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 171 plf Cd=1.00 CF=1.50 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: 768 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: 471 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: 6.83 in3 7.15 in3 Area(Shear): 3.93 in2 12.25 in2 Moment of Inertia(deflection): 10.37 in4 12.51 in4 Moment: 768 ft-lb 804 ft-lb Shear: 471 lb 1470 lb NOTES Project:22151AC FOUR D CONST. �s x;{ page Patrick Burke Location:M15-LAM JSTS O/STAIR RAILING Alan Mascord Design Multi-Loaded Multi-San Beam Multi-Span rt 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ____414,41.-01,0(1.,. Portland,OR 97210 (2) 1.5 INx11.25INx11.0FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM Section Adequate By: 184.0% 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 0.04 IN L/3064 Dead Load 0.02 in Total Load 0.06 IN L/2272 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 329 lb 351 lb Dead Load 123 lb 128 lb Total Load 452 lb 479 lb Bearing Length 0.24 in 0.26 in b. g BEAM DATA Center Span Length 11 ft A Unbraced Length-Top 0 ft 11 ft -- Unbraced Length-Bottom 11 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=7.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 240 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 60 lb Comp.-L to Grain: Fc---= 625 psi Fc = 625 psi Location 6 ft Controlling Moment: 1671 ft-lb 5.94 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -428 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: 22.28 in3 63.28 in3 Area(Shear): 3.57 in2 33.75 in2 Moment of Inertia(deflection): 41.83 in4 355.96 in4 Moment: 1671 ft-lb 4746 ft-lb Shear: -428 lb 4050 lb NOTES Project:22151AC FOUR D CONST. page ir , Patrick Burke / . Location: M16-GREAT RM REAR WINDOW HDR BY F.P. Alan Mascord Design Multi Loaded Multi Span Beam Yr 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _,. : ,i,x :.. Portland, OR 97210 3.5 IN x 7.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM Section Adequate By: 38.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/3815 Dead Load 0.01 in Total Load 0.02 IN L/2170 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 1502 lb 802 lb ; Dead Load 1129 lb 662 lb Total Load 2631 lb 1464 Ib mix.. � _, Bearing Length 1.20 in 0.67 in w BEAM DATA Center .M1fw?D'rJ�G�i'.3'.'ta'a"bf4'.hW."i.C'FAa%'�:'i�5..fiG`�6' :'A:Y ':S,c8MM3+:*d+,.kr�fieffra.,tMv'heS;whs?;%��.Y3.wawtzfhfT:Tt^",`rR56%&A' .r+� -,�fx..:Y.{F€P�-'�,',rt't,•:,WCswl Span Length 3 ft Unbraced Length-Top 0 ft A 3 ft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 101 plf #2-Douglas-Fir-Larch Uniform Dead Load 67 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 174 plf Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1446 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 964 lb Comp.L to Grain: Fc-- = 625 psi Fc-L'= 625 psi Location 1 ft Controlling Moment: 2154 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.02 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 403 plf 76 plf Controlling Shear: 2076 lb Left Dead Load 349 plf 130 plf At a distance d from left support of span 2(Center Span) Right Live Load 403 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 349 plf 130 plf Load Start 0 ft 1 ft Comparisons with required sections: Req'd Provided Load End 1 ft 3 ft Section Modulus: 22.09 in3 30.66 in3 Load Length 1 ft 2 ft Area(Shear): 17.3 in2 25.38 in2 Moment of Inertia(deflection): 12.29 in4 111,15 in4 Moment: 2154 ft-lb 2989 ft-lb Shear: 2076 lb 3045 lb NOTES Project:22151AC FOUR D CONST. page 7,7 ` Patrick Burke Location:R1 -LAM RFTRS @ BR#3Alan Mascord Design Multi-Loaded Multi-Span Beam :PA 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __4(404,141!l.,_ Portland, OR 97210 (2) 1.5INx9.25INx7.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By: 143.1% 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 0.02 IN L/3542 Dead Load 0.02 in Total Load 0.04 IN L/2077 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 487 lb 487 lb Dead Load 343 lb 343 lb Total Load 830 lb 830 lb Bearing Length 0.44 in 0.44 in . W-. BEAM DATA Center Span Length 7 ft Unbraced Length-Top O ft A 7 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 139 plf #2-Douglas-Fir-Larch Uniform Dead Load 92 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 237 plf Cd=1.00 CF=/JO 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--1-'= 625 psi Controlling Moment: 1452 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: 647 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: 17.6 in3 42.78 in3 Area(Shear): 5.39 in2 27.75 in2 Moment of Inertia(deflection): 22.86 in4 197.86 in4 Moment: 1452 ft-lb 3529 ft-lb Shear: 647 lb 3330 lb NOTES Project:22151AC FOUR D CONST. 074, Itoiii page Patrick Burke Location: U1 -BD#3 CLG BM - Alan Mascord Design her Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ i= ,1,r :.._ Portland,OR 97210 6.75 IN x 10.5 IN x 15.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By: 11.7% Controlling Factor: Deflection DEFLECTIONS Center - LOADING DIAGRAM Live Load 0.39 IN L/456 Dead Load 0.28 in Total Load 0.67 IN L/268 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2653 lb 2557 lb Dead Load 1879 lb 1815 lb Total Load 4532 lb 4372 lb Bearing Length 1.03 in 1.00 in 4. 4. ' ,, z�,Tt z BEAM DATA Center " R ` s �� `� * ,,d' vrr.+aa..x.o.a -,,,,-.A.,s4,141..5rs...,,. r+r.00,,qw.....n:zwe..s...az<,,...',.,...,V T',15,j1MrSrW,._t .se.:;..,.,,+K,,A.' { Span Length 15 ft Unbraced Length-Top 0 ft A 15 ft —B Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.28 Notch Depth 0.00 Uniform Live Load 0 plf 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 Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 498 lb 1115 Ib Cd=1.00 Dead Load 332 lb 744 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft 6 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 Left Live Load 202 plf 265 plf Controlling Moment: 20868 ft-lb Left Dead Load 134 plf 176 plf 6.0 Ft from left support of span 2(Center Span) Right Live Load 202 plf 265 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 134 plf 176 plf Controlling Shear: 4269 lb Load Start 0 ft 6 ft At a distance d from left support of span 2(Center Span) Load End 6 ft 15 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft 9 ft Comparisons with required sections: Req'd Provided Section Modulus: 104.34 in3 124.03 in3 Area(Shear): 24.16 in2 70.88 in2 Moment of Inertia(deflection): 583.21 in4 651.16 in4 Moment: 20868 ft-lb 24806 ft-lb Shear: 4269 lb 12521 lb NOTES page Project:22151AC FOUR D CONST. 4�� ;k Patrick Burke Location:U2-BD#2 DOOR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ to ':.. Portland,OR 97210 3.5 INx5.5INx2.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By: 16.6% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/3340 Dead Load 0.01 in Total Load 0.02 IN L/1998 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 1 REACTIONS A B Live Load 726 lb 1306 lb t E ° ingth ad La489 Ib 876 Ib F 0.56 in 1.00 in ` L. `h �' w. BEAM DATA Center Sp3Y ' Y."J'�P"..vt�.."`S,Xm'&tTCL'if'k�'".4�R`Y.RL�ta`o�3')9.A.st aRA'vY:F'..^.'9,AV'�"H�.ybSAPYIW.Yf1.WC3'i5 Y„W.f%,--�.• ffi&N�?f.`.ab.�ifG^k,l,,,%k,fNr•�'.'.::0'^�:.a}'*,.N ..zaufi.' Span Length 2.5 ft Unbraced Length-Top 0 ft A— 2.5 ft Unbraced Length-Bottom 2.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 265 plf #2-Douglas-Fir-Larch Uniform Dead Load 176 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 445 plf Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd-1.00 Live Load 1068 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 712 lb Comp. L to Grain: Fc--I--= 625 psi Fc--1-'= 625 psi Location 2 ft Controlling Moment: 1058 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.75 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 151 plf Controlling Shear: -1982 lb Left Dead Load 101 plf At a distance d from right support of span 2(Center Span) Right Live Load 151 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 101 plf Load Start 0 ft Comparisons with required sections: Redid Provided Load End 2 ft Section Modulus: 10.86 in3 17.65 in3 Load Length 2 ft Area(Shear): 16.51 in2 19.25 in2 Moment of Inertia(deflection): 5.83 in4 48.53 in4 Moment: 1058 ft-lb 1720 ft-lb Shear: -1982 lb 2310 lb NOTES page Project:22151AC FOUR D CONST. Patrick Burke Location: U3-FLUSH BM @ HALL I BR#2 fy Alan Mascord Design Multi-Loaded Multi-Span Beam as2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NOS)] Portland,OR 97210 3.5 IN x 5.5 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By: 93.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2442 Dead Load 0.01 in Total Load 0.03 IN L/1454 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 530 lb 530 lb Dead Load 360 lb 360 lb Total Load 890 lb 890 lb Bearing Length 0.41 in 0.41 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft A Oft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 265 plf #2-Douglas-Fir-Larch Uniform Dead Load 176 plf Base Values Adiusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 445 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.L to Grain: Fc--L= 625 psi Fc--1-'= 625 psi Controlling Moment: 890 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: 694 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: 9.13 in3 17.65 in3 Area(Shear): 5.79 in2 19.25 in2 Moment of Inertia(deflection): 8.01 in4 48.53 in4 Moment: 890 ft-lb 1720 ft-lb Shear: 694 lb 2310 lb NOTES page Project:22151AC FOUR D CONST. 4 40•,,,, 4,:: Patrick Burke Location: U4 BR#4 WIN. HDR 4 Alan Mascord Design Multi-Loaded Multi-Span Beam ef.,:r, 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ___f „ :.-Portland.OR 97210 3.5INx9.25INx6.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By: 31.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2399 Dead Load 0.02 in Total Load 0.05 IN L/1426 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 666 lb 1314 lb Dead Load 461 lb 895 lb Total Load 1127 lb 2209 lb Bearing Length 0.52 in 1.01 in [� ,� � ,di >b x BEAM DATA Center Fg 5 _.,..•� - •:-Rwm. ..�.7 '-k� 1:.;F,� rhe _, '6-=tMk �+'VikYa':1i3PW.Libw:, ,Ys�'At.X9XM�odtWYYf�`!'ti'b�'Es.'°b`T'"s: .A.�fb,Y.3` �61:f6:Ybm1n9553-=�ID3:..�'4}kF%..95�ei.•%n� Span Length 6 ft Unbraced Length-Top O ft A s ft B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 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 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=9.00 Live Load 1092 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 728 lb Comp.-L to Grain: Fc--I-= 625 psi Fc--1-'= 625 psi Location 4 ft Controlling Moment: 3414 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.96 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 77 plf 290 plf Controlling Shear: -1856 lb Left Dead Load 50 plf 193 plf At a distance d from right support of span 2(Center Span) Right Live Load 77 plf 290 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 50 plf 193 plf Load Start Oft 4 ft Comparisons with required sections: Redid Provided Load End 4 ft 6 ft Section Modulus: 37.93 in3 49.91 in3 Load Length 4 ft 2 ft Area(Shear): 15.47 in2 32.38 in2 Moment of Inertia(deflection): 38.85 in4 230.84 in4 Moment: 3414 ft-lb 4492 ft-lb Shear: -1856 lb 3885 lb NOTES Project:22151AC FOUR D CONST. page £. 7 Patrick Burke Location: U5-REAR MSTR BR WIND HDR F. Alan Mascord Design Multi-Loaded Multi Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ -r 1} .a.',...Portland, OR 97210 3.5 IN x 7.25 IN x 3.0 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By:45.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/3968 Dead Load 0.01 in Total Load 0.02 IN L/2374 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 1442 lb 699 lb Dead Load 968 lb 472 lb Total Load 2410 lb 1171 lb „. Bearing Length 1.10 in 0.54 in �� ;�QTR �� ' '} ? ¢:.R Fs... skit 1 g .',pie'. •A;,,,A,VsNyil BEAM DATA Center Span Length 3 ft Unbraced Length-Top 0 ft A —3 ft —B Unbraced Length-Bottom 3 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 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 plf Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1589 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1059 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 1 ft Controlling Moment: 2059 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 0.99 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 397 plf 77 plf Controlling Shear: 2009 lb Left Dead Load 265 plf 50 plf At a distance d from left support of span 2(Center Span) Right Live Load 397 plf 77 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 265 plf 50 plf Load Start 0 ft 1 ft Comparisons with required sections: Reo'd Provided Load End 1 ft 3 ft Section Modulus: 21.11 in3 30.66 in3 Load Length 1 ft 2 ft Area(Shear): 16.75 in2 25.38 in2 Moment of Inertia(deflection): 11.24 in4 111.15 in4 Moment: 2059 ft-lb 2989 ft-lb Shear: 2009 lb 3045 lb NOTES Project:22151AC FOUR D CONST. page Patrick Burke Location: U6-FLUSH BM @ STAIR HALL , Alan Mascord Design Multi Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ' %' r Portland, OR 97210 3.5 IN x 7.25 IN x 8.0 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/11/2017 2:19:32 PM Section Adequate By: 15.9% Controlling Factor: Moment DEFLECTIONS Center - LOADING DIAGRAM Live Load 0.08 IN L/1139 Dead Load 0.06 in Total Load 0.14 IN L/666 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 604 lb 378 lb Dead Load 430 lb 278 lb Total Load 1034 lb 656 lb t. Bearing Length 0.47 in 0.30 in K< W �4 BEAM DATA Center Span Length 8 ft Unbraced Length-Top O ft A s ft B Unbraced Length-Bottom 8 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 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 plf Cd=9.O0 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 530 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 360 lb Comp.-1-to Grain: Fc--1-= 625 psi Fc- = 625 psi Location 4 ft *Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: 2580 ft-lb 4.0 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Controlling Shear: 925 lb Left Live Load 113 plf At a distance d from left support of span 2(Center Span) Left Dead Load 76 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 113 plf Right Dead Load 76 plf Comparisons with required sections: Reo'd Provided Load Start 0 ft Section Modulus: 26.46 in3 30.66 in3 Load End 4 ft Area(Shear): 7.71 in2 25.38 in2 Load Length 4 ft Moment of Inertia(deflection): 40.06 in4 111.15 in4 Moment: 2580 ft-lb 2989 ft-lb Shear: 925 lb 3045 lb NOTES Project:22151AC FOUR D CONST. page e � ,: Patrick Burke Location: F20-TYP ISOLATED BR'G PADa Alan Mascord Design Footing v �,2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ ,. .:of fir _.._ Portland,OR 97210 Footing Size: 1.667 FT x 1.667 FT x 10.00 IN Section Footing Design Adequate StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES - LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 1.67 ft Length: L= 1.67 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in • COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in i -3.5 in Column Depth: n= 3.5 in I I FOOTING CALCULATIONS T Bearing Calculations: Ultimate Bearing Pressure: Qu= 1375 psf Effective Allowable Soil Bearing Pressure:Qe= 1375 psf I Required Footing Area: Areq = 2.78 sf 1 Area Provided: A= 2.78 sf 10 in Baseplate Bearing: Bearing Required: Bear= 5347 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 535 lbj Allowable Beam Shear: Vc1 = 5867 lb Punching Shear Calculations(Two Way Shear): 1.sss7 ft Critical Perimeter: Bo= 46 in Punching Shear: Vu2= 3579 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 26919 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 3819 lb Factored Moment: Mu= 13367 in-lb Total Load: PT= 3819 lb Nominal Moment Strength: Mn= 29334 in-lb Ultimate Factored Load: Pu= 5347 lb NOTES Weight to resist uplift w/1.5 F.S.: U.R. = 224 lb Project:22151AC FOUR D CONST. ry, page Patrick Burke Location: F24-TYP ISOLATED BR'G PAD Alan Mascord Design It Footing 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ _ Portland, OR 97210 Footing Size:2.0 FT x 2.0 FT x 12.00 IN - Section Footing Design Adequate StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d = 10 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in H-3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 4 sf Area Provided: A= 4.00 sf 12 in Baseplate Bearing: Bearing Required: Bear= 7560 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 630 lb f Allowable Beam Shear: Vc1 = 8800 lb Punching Shear Calculations(Two Way Shear): 2 ft Critical Perimeter: Bo= 54 in Punching Shear: Vu2= 5168 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 39501 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 5400 lb Factored Moment: Mu= 22680 in-lb Total Load: PT= 5400 lb Nominal Moment Strength: Mn= 55000 in-lb Ultimate Factored Load: Pu= 7560 lb NOTES Weight to resist uplift w/1.5 F.S.: U.R. = 387 lb page Project:22151AC FOUR D CONST. C741 Patrick Burke Location: F28-TYP ISOLATED BR'G PAD Alan Mascord Design tgivo Footing 4 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] i ,,�1 � _ Portland,OR 97210 Footing Size:2.333 FT x 2.333 FT x 14.00 IN a Section Footing Design Adequate StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.33 ft Length: L= 2.33 ft Depth: Depth= 14 in Effective Depth to Top Layer of Steel: d= 12 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in 1-3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1325 psf Effective Allowable Soil Bearing Pressure:Qe= 1325 psf Required Footing Area: Areq= 5.44 sf Area Provided: A= 5.44 sf 14 in Baseplate Bearing: Bearing Required: Bear= 10095 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): j 3 in Beam Shear: Vu1 = 720 lb Allowable Beam Shear: Vc1 = 12318 lb Punching Shear Calculations(Two Way Shear): 2.333 ft Critical Perimeter: Bo= 62 in Punching Shear: Vu2= 7001 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 54424 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 7211 lb Factored Moment: Mu= 35329 in-lb Total Load: PT= 7211 lb Nominal Moment Strength: Mn= 92387 in-lb Ultimate Factored Load: Pu= 10095 lb NOTES Weight to resist uplift w/1.5 F.S.: U.R. = 614 lb Project:22151AC FOUR D CONST. page Patrick Burke Location: F30-TYP ISOLATED BR'G PADAlan Mascord Design Footing 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] r _ Portland. OR 97210 Footing Size:2.5 FT x 2.5 FT x 15.00 IN �� Section Footing Design Adequate StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 15 in Effective Depth to Top Layer of Steel: d= 13 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in 3.5 in FOOTING CALCULATIONS --r- Bearing Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 psf Effective Allowable Soil Bearing Pressure:Qe= 1313 psf Required Footing Area: Areq= 6.25 sf Area Provided: A= 6.25 sf 15 in Baseplate Bearing: Bearing Required: Bear= 11484 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 Beam Shear: Vu1 = 766 lb Allowable Beam Shear: Vc1 = 14300 lb Punching Shear Calculations(Two Way Shear): 2.5 ft Critical Perimeter: Bo= 66 in Punching Shear: Vu2= 8010 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 62763 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 8203 lb Factored Moment: Mu= 43066 in-lb Total Load: PT= 8203 lb Nominal Moment Strength: Mn= 116188 in-lb Ultimate Factored Load: Pu= 11484 lb NOTES Weight to resist uplift w/1.5 F.S.: U.R. = 755 lb Project:22151AC FOUR D CONST. page A Patrick Burke / ., Location: F36-TYP ISOLATED BR'G PAD ' Alan Mascord Design Footingir 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] _ -' i Irv'_...Portland,OR 97210 Footing Size: 3.0 FT x 3.0 FT x 12.00 IN - Reinforcement:#4 Bars @ 5.90 IN.O.C. ENV/(6)min. StruCalc Version 10.0.0.9 4/11/2017 2:19:31 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE H3.5 in Width: W= 3 ft I L Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE 12 in Column Type: Wood I _ _ F ' 0 f Column Width: m= 3.5 in I - r1 r, Column Depth: n = 3.5 in 3 in FOOTING CALCULATIONS 3 ft Bearing Calculations: H3.5 in Ultimate Bearing Pressure: Qu= 1350 psf I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf ' !— Required Footing Area: Areq= 9 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 17010 lb 12 in Allowable Bearing: Bear-A= 33841 lb F' ___o_. __ _ _ Beam Shear Calculations(One Way Shear): i Beam Shear: Vu1 = 4607 lb i 3 in Allowable Beam Shear: Vc1 = 22275 lb 3 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 15198 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 12150 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 12150 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 17010 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 870 lb Factored Moment: Mu= 76545 in-lb Nominal Moment Strength: Mn= 495215 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.92 in Steel Required Based on Moment: As(1)= 0.17 in2 Min. Code Req'd Reinf. Flex. Members(ACI-10.5.1):As(2)= 0.99 in2 Controlling Reinforcing Steel: As-reqd= 0.99 in2 Selected Reinforcement: #4's @ 5.9 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. NOTES