The URL can be used to link to this page

Specifications (27) 0A5T20t7- 6021 \ g612_,S . Nwtv3 AL AN r 5 y DESIGN ASSOCIATES, I N C . ECE1',.' OPTION PLA,N JUN 6 2017 CITY OF TIGAD BUILDING DIVISION 22151AD FOR: 'LE GILLIAN (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 page Project:22151AD TF CILLIAN 3 Patrick Burke � Location:M1 -FRONT GAR. FLUSH BM „x Alan Mascord Design Multi-Loaded Multi Span Beam rE. 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] = o k. ..Portland,OR 97210 5.5INx11.5INx11.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:40 PM Section Adequate By: 31.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1949 Dead Load 0.08 in Total Load 0.15 IN L/898 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 635*lb 1113 lb Dead Load 903 lb 1260 lb Total Load 1538 lb 2373 lb Bearing Length 0.45 in 0.69 in �`" '�^ , 'TR2�� t, ` �� s I ga r ,x. :i TR1' ` M. 1 Tse : '* r`x 'TTS 3c. : BEAM DATA Center ��g ,°.'- Span Length 11 ft r Unbraced Length-Top 0 ft A 11 ft B Unbraced Length-Bottom 11 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 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd-1.00 Live Load 656 Ib Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 437 Ib Comp.-I-to Grain: Fc-1= 625 psi Fc--i'= 625 psi Location 6.5 ft Controlling Moment: 6749 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 6.49 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 50 plf 176 plf Controlling Shear: -2032 lb Left Dead Load 114 plf 198 plf At a distance d from right support of span 2(Center Span) Right Live Load 50 plf 176 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 114 plf 198 plf Load Start 0.5 ft 6.5 ft Comparisons with required sections: Req'd Provided Load End 6.5 ft 11 ft Section Modulus: 92.55 in3 121.23 in3 Load Length 6 ft 4.5 ft Area (Shear): 17.93 in2 63.25 in2 Moment of Inertia(deflection): 186.21 in4 697.07 in4 Moment: 6749 ft-lb 8840 ft-lb Shear: -2032 lb 7168 lb NOTES Project:22151AD TF GILLIAN page '4 a kr 0 Patrick Burke k Location:M2-18/0 GAR DR HDR :: Alan Mascord Design ��, Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ____140.„:-.0,1,,, ... Portland, OR 97210 5.125 INx15.0INx18.0FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By: 23.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.40 IN L/539 Dead Load 0.30 in Total Load 0.71 IN L/306 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B 2 Live Load 3698 lb 3698 lb 1 p Dead Load 2979 lb 2979 lb 1 Total Load 6677 lb 6677 lb TRV, ' ATRda �� t ',€; 1 � fl� ,� �,.�� der�� ' :_Z Bearing Length 2.00 in 2.00 in _ k. M iffk I;4.. '.... a. .z.:. te` 4 d'wr s.. . .4.+ "#cir :ateflS i3i-".- BEAM DATA Center , . `dYa',"A.ECAF...hkw MP.' e:RPoK^PoYPYs'.: ;7s5GF:M. r.'N�""+rF✓.:6 ':n'i91^%E.?'N,.u.:",F"G.P'� aFY T..53is1:Yei%R`s kL.......R@*v. s. ....'.S.fl�2F96Sik.°.i Span Length 18 ft Unbraced Length-Top 0 ft A 1s ft �B. Unbraced Length-Bottom 18 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.3 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 17 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Two Fb_cmpr= 1850 psi Fb'= 2383 psi Live Load 635 lb 635 lb Cd=1.00 Cv=0.99 Dead Load 903 lb 903 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3 ft 15 ft Gd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc--I-= 650 psi Fc--1-'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Four Controlling Moment: 30970 ft-lb Left Live Load 189 plf 240 plf 189 plf 176 plf 9.0 Ft from left support of span 2(Center Span) Left Dead Load 126 plf 140 plf 126 plf 118 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 189 plf 240 plf 189 plf 176 plf Controlling Shear: -6319 lb Right Dead Load 126 plf 140 plf 126 plf 118 plf At a distance d from right support of span 2(Center Span) Load Start 0 ft 3 ft 15 ft 3 ft Created by combining all dead loads and live loads on span(s)2 Load End 3 ft 15 ft 18 ft 15 ft Load Length 3ft 12 ft 3ft 12 ft Comparisons with required sections: Reg'd Provided Section Modulus: 155.92 in3 192.19 in3 Area(Shear): 35.77 in2 76.88 in2 Moment of Inertia(deflection): 1130.22 in4 1441.41 in4 Moment: 30970 ft-lb 38173 ft-lb Shear: -6319 lb 13581 lb NOTES Project:22151AD TF CILLIAN page ' , Patrick Burke / , Location: M3-MAIN GARAGE BM f Alan Mascord Design ., Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ 4( ,,met'l._Portland,OR 97210 6.75 IN x 21.0 IN x 24.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By: 3.4% Controlling Factor: Moment DEFLECTIONS Center - LOADING DIAGRAM Live Load 0.64 IN L/449 Dead Load 0.37 in Total Load 1.01 IN L/285 1 3 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 8798 lb 9535 lb .; ti `k Dead Load 5112 lb 5967 lb 'a r TR4 :y Total Load 13910 Ib 15502 Ib i �� Air IN Bearing Length 3.17 in 3.53 in � `� T`R�ra� �- '"•" ,a. _,: �`$ ` . PAW,,,. �.��'_ co BEAM DATA Center Span Length 24 ft Unbraced Length-Top 0 ft A 24 ft B Unbraced Length-Bottom 24 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.37 Uniform Live Load 220 plf Notch Depth 0.00 Uniform Dead Load 55 plf MATERIAL PROPERTIES Beam Self Weight 31 plf 24F-V4-Visually Graded Western Species Total Uniform Load 306 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'= 2178 psi Live Load 1113 lb 2852 lb 2743 lb 1113 lb Cd=1.00 Cv=0.91 Dead Load 1260 lb 1901 lb 1829 lb 1260 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft 6 ft 18 ft 18 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---I-= 650 psi Fc-L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Four Controlling Moment: 87075 ft-lb Left Live Load 108 plf 240 plf 108 plf 176 plf 12.48 Ft from left support of span 2(Center Span) Left Dead Load 72 plf 60 plf 72 plf 198 pif Created by combining all dead loads and live loads on span(s)2 Right Live Load 108 plf 240 plf 108 plf 176 plf Controlling Shear: -14058 lb Right Dead Load 72 plf 60 plf 72 plf 198 plf At a distance d from right support of span 2(Center Span) Load Start 0 ft 6 ft 18 ft 18 ft Created by combining all dead loads and live loads on span(s)2 Load End 6 ft 18 ft 24 ft 24 ft Load Length 6ft 12 ft 6ft 6 ft Comparisons with required sections: Req'd Provided Section Modulus: 479.65 in3 496.13 in3 Area (Shear): 79.57 in2 141.75 in2 Moment of Inertia(deflection): 4388.31 in4 5209.31 in4 Moment: 87075 ft-lb 90065 ft-lb Shear: -14058 lb 25043 lb NOTES p Project:22151AD TF CILLIAN ,s.,,page 1: Patrick Burke Location:M4-BM 0/GUEST/HALL Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] J._ -i,iw :,_Portland. OR 97210 5.125INx10.5INx21.OFT(11 + 10) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By: 23.9% Controlling Factor: Moment DEFLECTIONS Left Center LOADING DIAGRAM Live Load 0.12 IN L/1130 0.10 IN L/1251 Dead Load 0.05 in 0.03 in Total Load 0.17 IN L/792 0.13 IN L/922 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B C 1 Live Load 2136 lb 6535 lb 1634 lb Dead Load 1327 lb 4498 lb 870 lb J Total Load 3463 lb 11033 lb 2504 lb ,re` c TRY i k'„ i TRt .4 Bearing Length 1.04 in 3.31 in 0.75 in " .F5A w BEAM DATA Left Center '" Span Length 11 ft 10 ft Unbraced Length-Top 0 ft 0 ft A- lift —t— 10 ft Unbraced Length-Bottom 11 ft 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center MATERIAL PROPERTIES Uniform Live Load 277 plf 200 plf 24F-V4-Visually Graded Western Species Uniform Dead Load 265 plf 130 plf Base Values Adiusted Beam Self Weight 12 plf 12 plf Bending Stress: Fb= 2400 psi Controlled by: Total Uniform Load 554 plf 342 plf Fb_cmpr= 1850 psi Fb_cmpr= 1833 psi POINT LOADS-CENTER SPAN Cd=1.00 CI=0.00 Load Number One Shear Stress: Fv= 265 psi Fv'= 265 psi Live Load 1216 lb Cd=1.00 Dead Load 810 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 5 ft Comp.1 to Grain: Fc--L= 650 psi Fc--L'= 650 psi TRAPEZOIDAL LOADS-LEFT SPAN Controlling Moment: -11610 ft-lb Load Number One Two Over right support of span 1 (Left Span) Left Live Load 160 pif 200 plf Created by combining all dead loads and live loads on span(s) 1,2 Left Dead Load 40 plf 50 plf Controlling Shear: 4972 lb Right Live Load 160 plf 200 plf At a distance d from left support of span 2(Center Span) Right Dead Load 40 plf 50 plf Created by combining all dead loads and live loads on span(s) 1,2 Load Start 0 ft 5 ft Load End 5 ft 11 ft Comparisons with required sections: Req'd Provided Load Length 5 ft 6 ft Section Modulus: 76.02 in3 94.17 in3 CENTER SPAN Area(Shear): 28.14 in2 53.81 in2 Load Number One Moment of Inertia(deflection): 157.57 in4 494.4 in4 Left Live Load 277 plf Moment: -11610 ft-lb 14383 ft-lb Left Dead Load 185 plf Shear: 4972 lb 9507 lb Right Live Load 277 plf NOTES Right Dead Load 185 plf Load Start 0 ft Load End 5 ft Load Length 5 ft page Project:22151AD TF GILLIAN I-t 3'3'41:4 1 Patrick Burke Location: M5-NOOK/GUES HALL OPN'G HDR Alan Mascord DesiFA-P 74Pgn Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ___r >,f � _Portland, OR 97210 5.5 IN x 11.5 IN x 4.0 FT j � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By:6.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/3558 Dead Load 0.01 in Total Load 0.02 IN L/2205 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 2349 lb 4267 lb Dead Load 1374 lb 2628 lb a, Total Load 3723 lb 6895 lb T,rrrwalp , ", RR1 - Bearing Length 1.08 in 2.01 in w BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft A aft B Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0,00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 220 plf #2-Douglas-Fir-Larch Uniform Dead Load 55 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 289 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One * Two Three Cd=1.00 Live Load 2136 lb 2410 lb 749 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1327 lb 1607 lb 499 lb Comp.-L to Grain: Fc-1= 625 psi Fc--i-'= 625 psi Location 2.5 ft 2.5 ft 3.5 ft Controlling Moment: 8343 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 2.48 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: -5724 lb Left Live Load 441 plf At a distance d from right support of span 2(Center Span) Left Dead Load 294 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 441 plf Right Dead Load 294 plf Comparisons with required sections: Req'd Provided Load Start 2.5 ft Section Modulus: 114.42 in3 121.23 in3 Load End 3.5 ft Area (Shear): 50.51 in2 63.25 in2 Load Length 1 ft Moment of Inertia(deflection): 75.87 in4 697.07 in4 Moment: 8343 ft-lb 8840 ft-lb Shear: -5724 lb 7168 lb NOTES Project:22151AD TF GILLIAN z page Patrick Burke Location: M6-KIT./GREAT RM BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ ' . ' L- Portland, OR 97210 5.125INx15.0INx18.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By: 17.7% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.51 IN L/424 Dead Load 0.14 in Total Load 0.65 IN L/331 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5040 lb 5040 lb Dead Load 1410 lb 1410 lb Total Load 6450 lb 6450 lb Bearing Length 1.94 in 1.94 in BEAM DATA Center Span Length 18 ft Unbraced Length-Top 0 ft A 18 ft B Unbraced Length-Bottom 18 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.14 Uniform Live Load 560 plf Notch Depth 0.00 Uniform Dead Load 140 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 717 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2383 psi Cd=1.00 Cv=0.99 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. to Grain: Fc---= 650 psi Fc--t-'= 650 psi Controlling Moment: 29025 ft-lb 9.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5676 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: 146.13 in3 192.19 in3 Area(Shear): 32.13 in2 76.88 in2 Moment of Inertia(deflection): 1224.53 in4 1441.41 in4 Moment: 29025 ft-lb 38173 ft-lb Shear: 5676 lb 13581 lb NOTES Project:22151AD TF CILLIAN •oa page Patrick Burke Location:M7-GREAT RM PATIO DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.5 INx11.5INx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By:25.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3095 Dead Load 0.02 in Total Load 0.04 IN L/1723 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1443 lb 1443 lb Dead Load 1242 lb 1242 lb Total Load 2685 lb 2685 lb Bearing Length 0.78 in 0.78 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft -A 6 ft —B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 77 plf #2-Douglas-Fir-Larch Uniform Dead Load 130 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 221 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One * Cd=1.00 Live Load 2423 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1621 lb Comp. L to Grain: Fc- = 625 psi Fc- L'= 625 psi Location 3 ft Controlling Moment: 7059 ft Ib *Load obtained from Load Tracker. See Summary Report for details. 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: -2485 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: 96.81 in3 121.23 in3 Area(Shear): 21.93 in2 63.25 in2 Moment of Inertia(deflection): 97.12 in4 697.07 in4 Moment: 7059 ft-lb 8840 ft-lb Shear: -2485 lb 7168 lb NOTES page Project:22151AD TF GILLIAN i Patrick Burke Location:M8-REAR DECK BM 4,4 Alan Mascord Design Multi-Loaded Multi-Span Beam kin 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] __. .i, Portland, OR 97210 5.5 INx11.5INx16.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By:42.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/1065 Dead Load 0.15 in Total Load 0.33 IN L/592 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 833 lb 833 lb Dead Load 666 lb 666 lb Total Load 1499 lb 1499 lb Bearing Length 0.44 in 0.44 in w' BEAM DATA Center a.c�9b§ .ac-r=Yanv YS s� f"rs.SAr.:�.:.,z� 7pu/L,r„�4 *a+ns:e»rv=s.-�5*zY}Z P�%.Yrs.,,r»r.^frs<-ea.-' aN:S^:8fr.`-�Cd��.:r.:bprlkkR.Y.f.`-n;•Sr: Span Length 16.5 ft Unbraced Length-Top O ft A 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 101 plf #2-Douglas-Fir-Larch Uniform Dead Load 67 plf Base Values Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 182 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi F= 1300 ksi Comp.-i-to Grain: Fc-1 = 625 psi Fc--L'= 625 psi Controlling Moment: 6184 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: -1349 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: 84.81 in3 121.23 in3 Area(Shear): 11.9 in2 63.25 in2 Moment of Inertia(deflection): 282.51 in4 697.07 in4 Moment: 6184 ft-lb 8840 ft-lb Shear: -1349 lb 7168 lb NOTES Project:22151AD TF CILLIAN �,� page �.� 4 Patrick Burke Location: M9-GREAT RM/STAIR LAM JSTS Alan Mascord Design Multi-Loaded Multi-Span Beam Pi 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] . r _ Portland, OR 97210 (2) 1.5 IN x 11.25 IN x 16.5 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By: 81.8% 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 0-16 IN L/1273 Dead Load 0.06 in Total Load 0.22 IN L/917 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 389 lb 411 lb Dead Load 158 lb 163 lb Total Load 547 lb 574 lb Bearing Length 0.29 in 0.31 in BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft —16.5 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf Cd=1.00 CF=9.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 140 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 35 lb Comp.1 to Grain: Fc- -= 625 psi Fc-s-'= 625 psi Location 9.5 ft Controlling Moment: 2611 ft-lb 9.4 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -526 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: Redid Provided Section Modulus: 34.81 in3 63.28 in3 Area (Shear): 4.39 in2 33.75 in2 Moment of Inertia(deflection): 100.68 in4 355.96 in4 Moment: 2611 ft-lb 4746 ft-lb Shear: -526 lb 4050 lb NOTES ,Project:22151AD TF CILLIAN page Patrick Burke Location: M10-BM @ CLOSET/STAIR HALL -.k . Alan Mascord Design Multi Loaded Multi Span Beam y ; ` ; 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] jr : Portland.OR 97210 3.5 IN x 9.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:40 PM Section Adequate By: 58.9% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5706 Dead Load 0.00 in Total Load 0.01 IN L/3678 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 552 lb 2421 lb 2 Dead Load 282 lb 1527 lb Total Load 834 lb 3948 lb .- Bearing Length 0.38 in 1.80 in BEAM DATA Center - Span Length 4 ft Unbraced Length-Top 0 ft A 4 ft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 57 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Live Load 320 lb 2492 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 80 lb 1661 lb Comp.1 to Grain: Fc- t = 625 psi Fc---'= 625 psi Location 2 ft 3.5 ft Controlling Moment: 1962 ft-lb 3.48 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2445 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: 21.8 in3 49.91 in3 Area (Shear): 20.38 in2 32.38 in2 Moment of Inertia(deflection): 15.06 in4 230.84 in4 Moment: 1962 ft-lb 4492 ft-lb Shear: -2445 lb 3885 lb NOTES Project:22151AD TF GILLIAN page Patrick Burke Location:M11 -FOYER/LIVING OPN'G HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NOS)] r .�.� Portland, OR 97210 3.5 IN x 3.5 IN x 4.0 FT - +r #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:40 PM Section Adequate By: 37.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1324 Dead Load 0.05 in Total Load 0.08 IN L/570 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 252 lb 252 lb Dead Load 333 lb 333 lb Total Load 585 lb 585 lb Bearing Length 0.27 in 0.27 in ° BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft A 4 ft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 164 plf Base Values Adjusted Beam Self Weight 3 plf Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 293 plf Cd=9.00 CF=9.50 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--L'= 625 psi Controlling Moment: 585 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: 503 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: 5.2 in3 7.15 in3 Area(Shear): 4.19 in2 12.25 in2 Moment of Inertia(deflection): 5.27 in4 12.51 in4 Moment: 585 ft-lb 804 ft-lb Shear: 503 lb 1470 lb NOTES Project:22151AD TF CILLIANp page iftS l Patrick Burke Location: M12-FOYER/ENTRY HDR Alan Mascord Design Multi-Loaded Multi-Span Beam �,�%� 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] 'f ' L Portland, OR 97210 3.5INx5.5INx6.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:40 PM Section Adequate By: 51.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1898 Dead Load 0.06 in Total Load 0.09 IN L/760 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 303 lb 303 lb Dead Load 454 lb 454 lb Total Load 757 lb 757 lb Bearing Length 0.35 in 0.35 in - w., BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 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 101 plf #2-Douglas-Fir-Larch Uniform Dead Load 147 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 252 plf Cd=1.00 CF=9.30 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--1-'= 625 psi Controlling Moment: 1135 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: 651 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: 11.64 in3 17.65 in3 Area (Shear): 5.42 in2 19.25 in2 Moment of Inertia(deflection): 15.32 in4 48.53 in4 Moment: 1135 ft-lb 1720 ft-lb Shear: 651 lb 2310 lb NOTES Project:22151AD TF CILLIAN i° page ,, Patrick Burke Location_ M13-FRONT ENTRY SIDE BM @ ROOF ,,, Alan Mascord Design Multi-Loaded Multi-San Beam t" 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ .' ?r y.. 1r :._ Portland, OR 97210 3.5 IN x 7.25 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:40 PM Section Adequate By: 8.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/888 Dead Load 0.08 in Total Load 0.20 IN L/523 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 615 lb 641 lb Dead Load 435 lb 451 lb g Total Load 1050 lb 1092 lb Bearing Length 0.48 in 0.50 in Y Tis ,}� x� T BEAM DATA Center "', k � , . 1:+4. .,,1 i , a 03 r �., . Span Length 8.5 ft Unbraced Length-Top 0 ft A 8.5 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 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 pif 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=9.00 Live Load 413 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 275 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 3 ft Controlling Moment: 2766 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.4 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 50 plf 126 plf Controlling Shear: 997 lb Left Dead Load 34 plf 84 plf At a distance d from left support of span 2(Center Span) Right Live Load 50 plf 126 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 34 plf 84 plf Load Start Oft 3 ft Comparisons with required sections: Req'd Provided Load End 3 ft 8.5 ft Section Modulus: 28.37 in3 30.66 in3 Load Length 3 ft 5.5 ft Area(Shear): 8.3 in2 25.38 in2 Moment of Inertia(deflection): 51.02 in4 111.15 in4 Moment: 2766 ft-lb 2989 ft-lb Shear: 997 lb 3045 lb NOTES , Project:22151AD TF CILLIAN page i ,. Patrick Burke Location: M14-DINING/FOYER DR HDR Alan Mascord Design r, Multi-Loaded Multi-Span Beam i 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ Portland, OR 97210 3.5 IN x 9.25 IN x 5.0 FT bra< '4°l #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By:48.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2860 Dead Load 0.01 in Total Load 0.03 IN L/1724 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 1182 lb 1202 lb Dead Load 778 lb 791 lb ,-. Total Load 1960 Ib 1993 Ib I� :/-4"4-:?r� �;Fi2�f t ,,„;:v`'7,4,0C4(' Bearing Length 0.90 in 0.91 in `W: AZ` w BEAM DATA Center Span Length 5 ft Unbraced Length-Top O ft A 5 ft B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 220 plf #2-Douglas-Fir-Larch Uniform Dead Load 55 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 282 plf Cd=7.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 656 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 437 lb Comp.1 to Grain: Fc -I-= 625 psi Fc--L'= 625 psi Location 2 ft Controlling Moment: 3028 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.0 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 50 plf 176 plf Controlling Shear: 1625 lb Left Dead Load 114 plf 198 plf At a distance d from left support of span 2(Center Span) Right Live Load 50 plf 176 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 114 plf 198 plf Load Start 0 ft 2 ft Comparisons with required sections: Req'd Provided Load End 2 ft 5 ft Section Modulus: 33.64 in3 49.91 in3 Load Length 2 ft 3 ft Area(Shear): 13.54 in2 32.38 in2 Moment of Inertia(deflection): 32.14 in4 230.84 in4 Moment: 3028 ft-lb 4492 ft-lb Shear: 1625 lb 3885 lb NOTES Project:22151AD TF GILLIAN page ' Patrick Burke Location: U1 -ATTIC BM BTWN BR 2/BR 3-REC RM DORMERS Alan Mascord Design Multi-Loaded Multi-Span Beam t 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] : Portland, OR 97210 3.5 INx9.25INx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By:47.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2263 Dead Load 0.02 in Total Load 0.05 IN L/1343 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1209 lb 1209 lb Dead Load 828 lb 828 lb Total Load 2037 lb 2037 lb Bearing Length 0.93 in 0.93 in , BEAM DATA Center :tiz...,o,.grsxrcww%;'^: +,'::*xtiniAas:-ta zsnwrea ..:musxvrF sRraroy"':_.;unrwe:E?Is"as:nwei _..^arrua, ., r•,nmr + 1 Span Length 6 ft Unbraced Length-Top 0 ft A 6 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 403 plf #2-Douglas-Fir-Larch Uniform Dead Load 269 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 679 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: 3056 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: -1548 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: 33.95 in3 49.91 in3 Area(Shear): 12.9 in2 32.38 in2 Moment of Inertia(deflection): 41.24 in4 230.84 in4 Moment: 3056 ft-lb 4492 ft-lb Shear: -1548 lb 3885 lb NOTES , Project:22151AD TF CILLIAN _ page tWI Patrick Burke Location: U2-BM 0/FOYER Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] ____.1..(.401.7i,}44(1... Portland, OR 97210 3.5 INx5.5INx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By:49.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1270 Dead Load 0.04 in Total Load 0.10 IN L/748 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 453 lb 453 lb Dead Load 316 lb 316 lb Total Load 769 lb 769 lb Bearing Length 0.35 in 0.35 in BEAM DATA Center 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 151 plf #2-Douglas-Fir-Larch Uniform Dead Load 101 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 256 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--1 = 625 psi Fc- = 625 psi Controlling Moment: 1153 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: 661 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: 11.82 in3 17.65 in3 Area(Shear): 5.51 in2 19.25 in2 Moment of Inertia(deflection): 15.56 in4 48.53 in4 Moment: 1153 ft-lb 1720 ft-lb Shear: 661 lb 2310 lb NOTES Project:22151AD TF CILLIAN page Patrick Burke Location:U3-MSTR WINDOW HDR-4 PT BRG _ Alan Mascord Design Multi-Loaded Multi-Span Beam f 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ ;- .4. : _ Portland, OR 97210 3.5INx5.5INx9.OFT(3+3+3) - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By: 14.3% Controlling Factor: Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load -0.01 IN L/6006 0.01 IN L/3001 0.01 IN L/2669 Dead Load 0.00 in 0.01 in 0.01 in Total Load -0.01 IN L/4279 0.02 IN L/2118 0.02 IN L/1852 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B C D 1 Live Load 105 lb 1552 lb 2423 lb 804 lb Dead Load -28 lb 891 lb 1621 lb 457 lb 9 Total Load 77 lb 2443 lb 4044 lb 1261 lb Uplift(1.5 F.S) -183 lb 0 lb 0 lb 0 lb v "� *.,,L,,,,,•„,1,:,,,1 �s for ; TR1 ,� ,TR2 Il. Bearing Length 0.04 in 1.12 in 1.85 in 0.58 in -° , ,, e ry ,+ 1. �. z,T . a, ` , ^s".:a.&�"5�f�'"�..<dW.'A'Yd4¢=�£lOh:1PX1�.r6�`�4':.^8�.1C:?9i FJ.."_-•' -".$��'P.fiJIFT.IF X:'J: .*$�!}^7k?i%C'i�N'N.' '_5:-'�'�9ESi45b"uHS":a,C":lil.'.ti'V.$2n,'�; BEAM DATA Left Center Right Span Length 3 ft 3 ft 3 ft A 3ft ` 3ft 3ft ®- Unbraced Length-Top O ft O ft O ft ID Unbraced Length-Bottom 3 ft 3 ft 3 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Right Notch Depth 0.00 Uniform Live Load 50 plf 0 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 34 plf 0 plf 0 plf #2-Douglas-Fir-Larch Beam Self Weight 4 plf 4 plf 4 plf Base Values Adjusted Total Uniform Load 88 plf 4 plf 4 plf Bending Stress: Fb= 900 psi Fb'= 1167 psi POINT LOADS-CENTER SPAN Cd=1.00 C1=0.00 CF=1.30 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Live Load 1478 lb Cd=1 00 Dead Load 985 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 1 ft Comp.1-to Grain: Fc--I-= 625 psi Fc-1'= 625 psi RIGHT SPAN Controlling Moment: -1428 ft-lb Load aO Over right support of span 2(Center Span) a Lood 883 lbb l Dead Load 589 lb Created by combining all dead loads and live loads on span(s)2, 3 Location 1.5 ft Controlling Shear: 2021 lb At a distance d from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s) 1,2 Load Number One Two Left Live Load 50 plf 365 plf Comparisons with required sections: Req'd Provided Left Dead Load 34 plf 244 plf Section Modulus: 14.69 in3 17.65 in3 Right Live Load 50 plf 365 plf Area(Shear): 16.84 in2 19.25 in2 Right Dead Load 34 plf 244 plf Moment of Inertia(deflection): 6.54 in4 48.53 in4 Load Start 0 ft 1 ft Moment: -1428 ft-lb 1715 ft-lb Load End 1 ft 3 ft Shear: 2021 lb 2310 lb Load Length 1 ft 2 ft NOTES RIGHT SPAN Load Number One Two Left Live Load 365 plf 340 plf Left Dead Load 244 plf 227 plf Right Live Load 365 plf 340 plf Right Dead Load 244 plf 227 pif Load Start Oft 1.5 ft Load End 1.5 ft 3 ft Load Length 1.5 ft 1.5 ft ,Project:22151AD TF CILLIAN x g page Patrick Burke Location:U4-UNFIN. STOR. RM WINDOW HDR ,:-_,p, r Alan Mascord Design Multi-Loaded Multi-Span Beam x 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] _. '°> t_.- Portland,OR 97210 3.5 IN x 9.25 IN x 5.0 FT - #2-Douglas-Fir-Larch-Dry Use StruCaic Version 10.0.0.9 5/17/2017 3:31:41 PM Section Adequate By:46.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3249 Dead Load 0.01 in Total Load 0.03 IN L/1932 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1205 lb 685 lb Dead Load 821 lb 475 lb Total Load 2026 lb 1160 lb Bearing Length 0.93 in 0.53 in 'V4' w� '- s TR7 , . ,. ,BEAM DATA Center � �.asctsaxx:��zuu-ca '�%sc:roc-.2%a _,;,...art: ssr.:.ve*-�3 us:±.rara mzi�x�w.d�.�s^rwa+a^x+a�r,.,,:=�:erta stirs as_.:si.�,r✓,¢*�.� Span Length 5 ft Unbraced Length-Top 0 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 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=7.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=7.00 Live Load 1160 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 773 lb Comp.1 to Grain: Fc--1-= 625 psi Fc-1-'= 625 psi Location 2 ft Controlling Moment: 3071 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.0 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 290 plf 50 plf Controlling Shear: 1658 lb Left Dead Load 193 plf 34 plf At a distance d from left support of span 2(Center Span) Right Live Load 290 plf 50 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 193 plf 34 plf Load Start Oft 2ft Comparisons with required sections: Req'd Provided Load End 2 ft 5 ft Section Modulus: 34.13 in3 49.91 in3 Load Length 2 ft 3 ft Area(Shear): 13.82 in2 32.38 in2 Moment of Inertia(deflection): 28.67 in4 230.84 in4 Moment: 3071 ft-lb 4492 ft-lb Shear: 1658 lb 3885 lb NOTES Project:22151AD TF GILLIAN q •- page Patrick Burke Location: Fl -REAR DECK BM Alan Mascord Design Multi-Loaded Multi-Span Beam Mt E 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] _�-r : Portland. OR 97210 3.5INx9.25INx8.5FT #2-Douglas-Fir-Larch-Wet Use StruCalc Version 10.0.0.9 5/17/2017 3:31:40 PM Section Adequate By:26.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/883 Dead Load 0.02 in Total Load 0.14 IN L/737 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1390 lb 1390 lb Dead Load 276 lb 276 lb Total Load 1666 lb 1666 lb Bearing Length 1.14 in 1.14 in BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft A-. 8.5 ft BB— Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 327 plf #2-Douglas-Fir-Larch Uniform Dead Load 58 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 392 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 175 psi Cd=1.00 Cm=0.97 Modulus of Elasticity: E= 1600 ksi E'= 1440 ksi Cm=0.90 Comp.-L to Grain: Fc-1= 625 psi Fc--L'= 419 psi Cm=0.67 Controlling Moment: 3540 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: -1366 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: 39.34 in3 49.91 in3 Area(Shear): 11.74 in2 32.38 in2 Moment of Inertia(deflection): 94.12 in4 230.84 in4 Moment: 3540 ft-lb 4492 ft-lb Shear: -1366 lb 3768 lb NOTES Project:22151AD TF GILLIAN page Patrick Burke Location:F18R-TYP ISOLATED BR'G PAD(ROUND) Alan Mascord Design Footing 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] –w;. a ,„ :._ Portland,OR 97210 Footing Size: 1.5 FT Round Diameter X 8.00 IN Deep - Section Footing Design Adequate StruCalc Version 10.0.0.9 5/17/2017 3:31:40 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 Diameter: Dia. = 1.5 ft Effective Depth to Top Layer of Steel: d= 6 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS —3.5in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1400 psf — – Effective Allowable Soil Bearing Pressure:Qe= 1400 psf Required Footing Area: Areq= 1.77 sf Area Provided: A= 1.77 sf Baseplate Bearing: Bearing Required: Bear= 3464 lb 8 in • Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): ! i T Beam Shear: Vul = 429 lb ' Allowable Beam Shear: Vc1 = 3509 lb I 3 in Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 38 in Punching Shear: Vu2= 2235 lb 1.5 ft Controlling Allowable Punching Shear: vc2= 16678 lb Bending Calculations: FOOTING LOADING Factored Moment: Mu= 6906 in-lb Live Load: PL= 0 lb Nominal Moment Strength: Mn= 13160 in-lb Dead Load: PD= 2474 lb NOTES Total Load: PT= 2474 lb Ultimate Factored Load: Pu= 3464 lb Weight to resist uplift w/1.5 F.S.: U.R. = 114 lb Project:22151AD TF CILLIAN page Patrick Burke Location: F2-REAR DECK BM @ NOOK SIDE Alan Mascord Design Multi Loaded Multi-Span Beam `": 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] r r : Portland,OR 97210 3.5 IN x 9.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Wet Use StruCalc Version 10.0.0.9 5/17/2017 3:31:40 PM Section Adequate By:26.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1552 Dead Load 0.04 in Total Load 0.10 IN L/935 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 709 lb 604 lb Dead Load 443 lb 359 lb Total Load 1152 lb 963 lb Bearing Length 0.79 in 0.66 in BEAM DATA Center " n Span Length 8 ft Unbraced Length-Top 0 ft A aft B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 60 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 77 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 175 psi Load Number One Cd=1.00 Cm=0.97 Live Load 833 lb Modulus of Elasticity: E= 1600 ksi E'= 1440 ksi Dead Load 666 lb Cm=0.90 Location 3.5 ft Comp.1 to Grain: Fc 1= 625 psi Fc-1-'= 419 psi *Load obtained from Load Tracker. See Summary Report for details. Cm=0.67 Controlling Moment: 3545 ft-lb 3.52 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1096 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: 39.39 in3 49.91 in3 Area(Shear): 9.41 in2 32.38 in2 Moment of Inertia(deflection): 59.27 in4 230.84 in4 Moment: 3545 ft-lb 4492 ft-lb Shear: 1096 lb 3768 lb NOTES .Project:22151AD TF GILLIAN page 'Z Patrick Burke Location:F20-TYP ISOLATED BR'G PAD y"` Wf. gn Footing , 2187 NW Reed St7 Alan Mascord 'Ste 100 of/ [2015 International Building Code(2015 NDS)] J, ' ,, :__ 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 5/17/2017 3:31:40 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES ' LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fie= 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 f-3.5 in Column Depth: n= 3.5 in , _ i FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1375 psf Effective Allowable Soil Bearing Pressure:Qe= 1375 psf Required Footing Area: Areq= 2.78 sf i Area Provided: A= 2.78 sf 10 in Baseplate Bearing: Bearing Required: Bear= 5347 lb i i — Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): , 3 in Beam Shear: Vu1 = 535 lb i I Allowable Beam Shear: Vc1 = 5867 lb Punching Shear Calculations(Two Way Shear): '1 .6867 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 page Project:22151AD TF GILLIAN 'fPatrick Burke Location:F24.-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] rjr ,, 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 5/17/2017 3:31:40 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 . I Beam Shear Calculations(One Way Shear): 1 3 in Beam Shear: Vu1 = 630 lb Allowable Beam Shear: Vc1 = 8800 lb 2 ft Punching Shear Calculations(Two Way Shear): 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 Project:22151AD TF CILLIAN �,, page Patrick Burke Location: F28-TYP ISOLATED BR'G PAD 'x Alan Mascord Design Footing 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] r � : Portland.OR 97210 Footing Size:2.333 FT x 2.333 FT x 14.00 IN -- Section Footing Design Adequate StruCalc Version 10.0.0.9 5/17/2017 3:31:40 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 I-3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS T 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): ! 3 in Beam Shear: Vu1 = 720 lb I 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 page Project:22151AD TF CILLIAN ..` Patrick Burke `r Fri. Location: F3-REAR DECK BM BY FIREPLACE et. Alan Mascord Design Multi-Loaded Multi-Span Beam .,at 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] r „ ' Portland, OR 97210 3.125 IN x 9.0 IN x 11.0 FT 24F-V4-Visually Graded Western Species-Wet Use StruCalc Version 10.0.0.9 5/17/2017 3:31:40 PM Section Adequate By:30.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/634 Dead Load 0.13 in Total Load 0.34 IN L/391 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 709 lb 784 lb Dead Load 391 lb 452 lb Total Load 1100 lb 1236 lb Bearing Length 1.02 in 1.15 in BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft A 11 ft B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 60 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 76 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 1920 psi Live Load 833 lb Cm=0.80 Dead Load 666 lb Shear Stress: Fv= 265 psi Fv'= 232 psi Location 6 ft Cd=1.00 Cm=0.88 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1499 ksi Cm=Q.83 Comp.1 to Grain: Fc- = 650 psi Fc--- = 345 psi Cm=O.53 Controlling Moment: 5191 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: -1186 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: 32.44 in3 42.19 in3 Area(Shear): 7.67 in2 28.13 in2 Moment of Inertia(deflection): 116.5 in4 189.84 in4 Moment: 5191 ft-lb 6750 ft-lb Shear: -1186 lb 4348 lb NOTES . Project:22151AD TF CILLIAN page i J Patrick Burke Location:F36-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _A-14.01,.-0,141,:i... Portland,OR 97210 Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 5.90 IN.O.C. E/W/(6)min. StruCalc Version 10.0.0.9 5/17/2017 3:31:40 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 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 Column Width: m= 3.5 in ' — n — — -T- Column Depth: n= 3.5 in 3 in FOOTING CALCULATIONS , —3 ft Bearing Calculations: I-3.5 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 12Iin Allowable Bearing: Bear-A= 33841 lb __-____0_�_._ ,.______—_ Beam Shear Calculations(One Way Shear): 1I 3 in Beam Shear: Vu1 = 4607 lb 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 Project:22151AD TF CILLIAN page � Patrick Burke Location: F42-TYP ISOLATED BR'G PAD y,,. Alan Mascord Design Footing 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _F;_ ± kr ._Portland,OR 97210 Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C- EAN/(6)min. StruCalc Version 10.0.0.9 5/17/2017 3:31:40 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 Width: W= 3.5 ft Length: L= 3.5 ft 3.5in{ Depth: Depth= 12 in I I Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE 1 Column Type: Wood Column Width: m= 3.5 in 12 in Column Depth: n= 3.5 in --. .-____o __--------._____r9 FOOTING CALCULATIONS I ! 3 in Bearing Calculations: 3'5 Ultimate Bearing Pressure: Qu= 1350 psf 3.5 in Effective Allowable Soil Bearing Pressure: . Qe= 1350 psf Required Footing Area: Areq= 12.25 sf i - �__---- Area Provided: A= 12.25 sf Baseplate Bearing: 1 Bearing Required: Bear= 23152 lb 12'in l Allowable Bearing: Bear-A= 33841 lb Beam Shear Calculations(One Way Shear): r 1 Beam Shear: Vu1 = 7028 lb 13 in Allowable Beam Shear: Vc1 = 25988 lb _ _, 3.5 ft --— Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 21340 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= 16537 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 16537 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 23152 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 1184 lb Factored Moment: Mu= 121547 in-lb Nominal Moment Strength: Mn= 499409 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.79 in Steel Required Based on Moment: As(1)= 0.28 in2 Min. Code Req'd Reinf. Flex. Members(ACI-10.5.1): As(2)= 1.16 in2 Controlling Reinforcing Steel: As-reqd= 1.16 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in NOTES page . Project:22151AD TF CILLIAN Patrick Burke Location:F48-TYP ISOLATED BR'G PAD A. Alan Mascord Design Footing £, _ 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ' : Portland, OR 97210 Footing Size:4.0 FT x 4.0 FT x 12.00 IN Reinforcement:#4 Bars @ 6.00 IN.O.C. E/W/(7)min. StruCalc Version 10.0.0.9 5/17/2017 3:31:40 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 Width: W= 4 ft Length: L= 4 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf }-5.5 in Required Footing Area: Areq= 16 sf Area Provided: A= 16.00 sf Baseplate Bearing: Bearing Required: Bear= 30240 lb Allowable Bearing: Bear-A= 83566 lb 12 in Beam Shear Calculations(One Way Shear): — — Beam Shear: Vu1 = 9923 lb 1 3 in Allowable Beam Shear: Vol = 29700 lb —4 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 27759 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 21600 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 21600 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 30240 lb Bending Calculations: Weight to resist uplift wI 1.5 F.S.: U.R. = 1547 lb Factored Moment: Mu= 181440 in-lb Nominal Moment Strength: Mn= 582033 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.81 in Steel Required Based on Moment: As(1)= 0.41 in2 Min. Code Req'd Reinf. Flex. Members(ACI-10.5.1):As(2)= 1.32 in2 Controlling Reinforcing Steel: As-reqd= 1.32 in2 Selected Reinforcement: #4's @ 6.0 in. o.c.e/w(7)Min. Reinforcement Area Provided: As= 1.37 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 21 in NOTES Project:22151AD TF CILLIAN page VI Patrick Burke Location:FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design Column �. 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _Yr, t ;va_._Portland, OR 97210 3.5 IN x 3.5IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:40 PM Section Adequate By: 0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 14550 lb e. Total Load: Vert-TL-Rxn= 14550 lb COLUMN DATA v"r" Total Column Length: 4 ft B Unbraced Length(X-Axis)Lx: 4 ft Unbraced Length(Y-Axis)Ly: 4 ft `'' ` i ,� Column End Condition-K(e): 1 i° Axial Load Duration Factor 1.00 Ig `' , COLUMN PROPERTIES �Y #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 1188 psi ,•.4�` Cd=O.90 Cf=9.15 Cp=0.85 r", ,, Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1215 psi 1 4 Cd=O.90 CF=9.50 4 ft pq,, ,t; Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1215 psi j r' ;; Cd=O.90 CF=1.50 ! '° Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi .f Column Section(X-X Axis): dx= 3.5 in `: ti:_t; Column Section(Y-Y Axis): dy= 3.5 in i '; Area: A= 12.25 in2 ' ' ' Section Modulus(X-X Axis): Sx= 7.15 in3 l =; Section Modulus(Y-Y Axis): Sy= 7.15 in3 t;'< Slenderness Ratio: Lex/dx= 13.71 - . Ley/dy= 13.71 A A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 1188 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 1188 psi Dead Load: PD= 14539 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 11 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 14550 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1215 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1215 psi Combined Stress Factor: CSF= 1 NOTES page Project:22151AD TF CILLIAN , Patrick Burke Location: FC2-TYP MAX BR'G FTG COLUMN @ F42 �' ow. Alan Mascord Design �ti `• Column 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] a . ea ._ Portland,OR 97210 5.5 IN x 5.5 IN x 4.0 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 5/17/2017 3:31:40 PM Section Adequate By:0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 18547 lb Total Load: Vert-TL-Rxn= 18547 lb 1 COLUMN DATA ''" Total Column Length: 4 ft B Unbraced Length(X-Axis) Lx: 4 ft • Unbraced Length(Y-Axis)Ly: 4 ft V Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1 'f. '` #2-Douglas-Fir-Larch 1 M- Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 613 psi Cd=0.90 Cp=0.97 trS- Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 675 psi "_. Cd=Q.90 CF=1.00 Oft �z Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 675 psi :yryxP Cd=Q.90 CF=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi e 1 Column Section (X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 Section Modulus(Y-Y Axis): Sy= 27.73 in3 j ' F,a Slenderness Ratio: Lex/dx= 8.73 ! . Ley/dy= 8.73 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 613 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 613 psi Dead Load: PD= 18521 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 26 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 18547 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 675 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 675 psi Combined Stress Factor: CSF= 1 NOTES • Project:22151AD TF CILLIAN page Patrick Burke Location: FC3-TYP MAX BR'G FTG COLUMN @ F48 Alan Mascord Design Column 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] —...4.1.:,..i4.4,14,,,}41(.,_Portland,OR 97210 3.5INx3.5INx4FT - 1.8E Parallam Column-iLevel Trus Joist StruCalc Version 10.0.0.9 5/17/2017 3:31:40 PM Section Adequate By: 0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 24968 lb Total Load: Vert-TL-Rxn= 24968 lb COLUMN DATA Nr9 Total Column Length: 4 ft B Unbraced Length(X-Axis) Lx: 4 ft 7 Unbraced Length(Y-Axis)Ly: 4 ft .' Column End Condition-K(e): 1 j ,r , Axial Load Duration Factor 1.00 , COLUMN PROPERTIES q'^ 1.8E Parallam Column-iLevel Trus Joist R> Base Values Adjusted '{"`�'i Compressive Stress: Fc= 2500 psi Fc'= 2038 psi I `- Cd=0.90 Cp=0.91 ` Bending Stress(X-X Axis): Fbx= 2400 psi Fbx'= 2477 psi Cd=O.90 CF=1.15 4 ft Bending Stress(Y-Y Axis): Fby= 2400 psi Fby'= 2477 psi i -` Cd=O.90 CF=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi t "; u Column Section (X-X Axis): dx= 3.5 in Column Section (Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 °'. Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 , Slenderness Ratio: Lex/dx= 13.71 -. Ley/dy= 13.71 A A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 2038 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 2038 psi Dead Load: PD= 24953 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 15 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 24968 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 2477 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 2477 psi Combined Stress Factor: CSF= 1 NOTES