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Structural Calculations for: ,,,,,,,4,*- -4,41. /I A.,.:4°',..;7:1'N' it Project No: �� x'1:4-P7-,444-3k:° OCT1. 201 '''': i: 1-/0 0 g/-1/ 5s--7), liECF Issue Date: n : ,1m,t'A Design Criteria � 'i :291v,: kjRBU oof LoadsWallLoads � 1 � t , Wood or Asphalt Shingles ,« , psf Exterior ;tir 1 ply A.S. felt A - psf Siding a 5P,c1Ce- 0-Otyyge_e_ 2x framing &'/"plywood sheathin -Y • sf .rPt:, 9 psf 1 ply A.S.ASFelt :• psf Misc.&/or Snow load > 30 PSF ,..: f.1 psf '/" plywood sheathing , `$" psf Total Dead Loads 10.00 psf 2x6 framing psf Total Live/Snow Loads 25.00 psf %" GWB Total Roof Loads • p :5,".00 psf Miscellaneous • psf Floor Loads Total Ext.Wall Loads 10.00 psf 1/" underlayment , psf'/," plywood sheathing :. psf Interior 2x Framing , psf 1A" GWB - lloz, !° psf Miscellaneous p 2x4 framing9, psf Total Dead Loads 20.00 psf 1A" GWB psf Total Live Loads _ sf p psf Miscellaneous P Total Floor Loads 60.00 psf Total Int.Wall Loads 5.00 psf Elevated Concrete Floor DL= ' ,,"J psf Floor diaphragms: (glued) 3/4"T&G CDX(APA 42/20)plywd or apprvd equal w 10d ringshank nails at 6,6,12 UNO Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX(APA 24/0) plywood or approved equal w/8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate/wall intersection. Fasten within a 5'-0"wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class: Seismic Use Group : Basic Wind Speed/3 sec.Gust vasa ,, ,, Wind Exposure Factor: °' k.1f Site Elevation assumed: to. D r r Ground Snow Load PSF: p, 241 k1 Miscellaneous: Soil Bearing: 1500 psf assumedr.k . iii Add.Snow Ld.=((EIev-3Eo)8/212>+zs)PSFfae Concrete foundations: 3000-psi mix $ a"$ Concrete Flatwork: 2000-psi mix Beams and stringers: DF/L#1 or better Repetitive Joists: DFIL#2 or better 14 V Columns: DF/L#2 or better, Studs: Stud Grade. OF 0 Sills Plates© FDN.: P.T. Hem Fir#2B or better Steel: Reinforcement bar-Grade 40 UNO Structural components-ASTM A36 , ""� c chifcturlpl Inn ilk IC V 3 83,25 Bahr Ferry Rse$ wets 207 Lake Oswego°'g.-,S701,5IN t a73 3k3 SW F..-'s3.6i(z'b- �a +4 . qi 'C JLt t a H tC ''NVF 4 r ii rt,£ t 'NL `, £7i,.(tar,viNr ,RU, us. kk kaaC 4 il k3 'RE... it 'hi _'Sr ,DIET Pf rE, ,,.:‘,L--,:if,o t f-. ,,±..."-',13N 'F f lV4£ OE,CPVU THE IC1/41T 0 k .:7c.T.tic'N k (i T 4 < 1 _ WI t1/4K: r)=Ps,TILt 1 ?#^ 'IE. tg ; [ ;) x I)1;, NO RA AJ" n sR',P CP Fi,A;.WE P ,4.1/4T''1 R P_rIOP �-> NCIGUi,7 OR I9„CREPd£d,_. V ,k,1/4, f1/4)19,,, ,...iu9n ak,, FF1k,.W 10£:,:k�.,.J 1t`Y,<,,5 t^1r F.+?c;,ar�.t 'LA Project: 10092.15-Virtue Galinat Residence-Vertical Calcs Location:R1 Rafter `1 0 forchitecturt/punning 11G. sae Roof Rafter es [2015 International Building Code(2012 NDS)] """ or 1.5 IN x 5.5 IN x 11.59 FT(8.9+2.7)@24O.C. #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 16.2% Controlling Factor: Moment DEFLECTIONS Center Right Live Load 0.31 IN L/416 0.13 IN 2L/592 9/29/2016 3:28:26 PM Dead Load 0.18 in 0.00 in Total Load 0.48 IN L/266 0.01 IN 2L/7594 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 112 plf 223 lb Upper Dead Load @ A 73 plf 146 lb Upper Total Load @ A 185 plf 369 lb Lower Live Load©B 188 plf 376 lb Lower Dead Load @ B 136 plf 271 lb Lower Total Load @ B 324 plf 647 lb RAFTER SUPPORT DATA 5.92 n -V-267 n A B Bearing Length 0.39 in 0.69 in RAFTER DATA Interior Eave RAFTER LOADING Span Length 8.92 ft 2.67 ft Uniform Roof Loading Rafter Pnch 8 :.6 Roof Live Load: LL= 25 psf Roof sheathing applied to top of joists-top of rafters fullybraced. Roof Dead Load: DL= 15 psf Roof Duration Factor 1.15 Slope Adjusted Spans And Loads Peak Notch Depth 0.00 Interior Span: L-adj= 10.72 ft BaseaNotch Depth 0.00 Eave Span: L-Eave-adj= 3.21 ft Rafter Live Load: wL-adj= 35 plf MATERIAL PROPERTIES Eave Live Load: wL-Eave-adj= 35 plf #2-Douglas-Fir-Larch(North) Rafter Dead Load: wD-adj= 25 plf Rafter Total Load. wT-adj= 60 plf Base Values Adjusted Bending Stress: Fb= 850 psi Fb'= 1461 psi Eave Total Load: wT-Eave-adj= 60 plf Cd=1.15 CF=1.30 Cr=1.15 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc--I-= 625 psi Fc-1'= 625 psi Controlling Moment: 793 ft-lb 4.285 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -322 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, 3 Comparisons with required sections: Req'd Provided Section Modulus: 6.51 in3 7.56 in3 Area(Shear): 2.34 in2 8.25 in2 Moment of Inertia(deflection): 14.09 in4 20.8 in4 Moment: 793 ft-lb 921 ft-lb Shear: -322 lb 1139 lb NOTES Project: 10092.15-Virtue Galinat Residence-Vertical Calcs ` �architccturc/planning 11G. rafle Location:CJ1 Ceiling at additionFloor Joist IIII [2015 International Building Code(2012 NDS)] 1.5 IN x 7.25 IN x 10.917 FT @ 16 0.C. #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 115.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.11 IN U1172 9/29/2016 3:28:27 PM Dead Load 0.06 in Total Load 0.17 IN L/781 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria L/360 REACTIONS A B Live Load 146 lb 146 lb Dead Load 73 lb 73 lb Total Load 219 lb 219 lb Bearing Length 0.23 in 0.23 in SUPPORT LOADS A B Live Load 110 plf 110 plf Dead Load 55 plf 55 plf Total Load 164 plf 164 plf 10.817ft MATERIAL PROPERTIES #2-Douglas-Fir-Larch(North) JOIST DATA Center Base Values Adiusted Span Length 10.92 ft Bending Stress: Fb= 850 psi Fb'= 1173Ps�i Unbraced Length-Top 0 ft Cd=1.00 CF=1.20 Cr-1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 Cd=9.00 psi Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1-to Grain: Fc--1-= 625 psi Fc--L'= 625 psi JOIST LOADING Uniform Floor Loading Center Controlling Moment: 596 ft-lb Live Load LL= 20 psf 5.46 Ft from left support of span 2(Center Span) Dead Load DL= 10 psf Created by combining all dead loads and live loads on span(s)2 Total Load TL= 30 psf Controlling Shear: -197 lb TL Adj,For Joist Spacing wT= 40 plf 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: Re0'd Provided Section Modulus: 6.1 in3 13.14 in3 Area(Shear): 1.64 in2 10.88 in2 Moment of Inertia(deflection): 21.95 in4 47.63 in4 Moment: 596 ft-lb 1284 ft-lb Shear: -197 lb 1305 lb NOTES Project: 10092.15-Virtue Galinat Residence-Vertical Calcs age IC�� Norchitecture/plonning lic. Location:JST1 at porch / Floor Joist [2015 International Building Code(2012 NDS)] or 1.5 IN x 7.25 IN x 9.0 FT Pressure Treated @ 16 O.C. #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:38.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.11 IN U993 9/29/2016 3:28:31 PM Dead Load 0.04 in Total Load 0.15 IN L/722 Live Load Deflection Criteria:0480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 240 lb 240 lb Dead Load 90 lb 90 lb Total Load 330 lb 330 lb Bearing Length 0.35 in 0.35 in SUPPORT LOADS A B Live Load 180 plf 180 plf Dead Load 68 plf 68 plf —aft Total Load 248 plf 248 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch(North) JOIST DATA Center Base Values Adjusted Span Length 9 ft Bending Stress: Fb= 850 psi Fb'= 938 psi Unbraced Length-Top 0 ft Cd=9.00 CF=1.20 Cr-1.15 Ci=0.80 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 144 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=9.00 Ci=O.80 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi Ci=0.95 JOIST LOADING Comp.1-to Grain: Fc-O-= 625 psi Fc- = 625 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 742 ft-lb Dead Load DL= 15 psf 4.5 Ft from left support of span 2(Center Span) Total Load IL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj.For Joist Spacing wT= 73.3 plf Controlling Shear: -290 lb At a distanced from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 9.49 in3 13.14 in3 Area(Shear): 3.03 in2 10.88 in2 Moment of Inertia(deflection): 23.74 in4 47.63 in4 Moment: 742 ft-lb 1028 ft-lb Shear: -290 lb 1044 lb NOTES • Project: 1009215-Virtue Galinat Residence-Vertical Calcs e architecture/planning k. Location:JST2-Joists at new addition Floor Joist N [2015 International Building Code(2012 NDS)] °f 1.51N x 7.25 IN x 11.2 FT 16 0.C. #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 9.6% Controlling Factor:Deflection DEFLECTIONS Center 9/29/2016 3:28:30 PM Live Load 0.25 IN U543 Dead Load 0.09 in Total Load 0.34 IN L/395 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 299 lb 299 lb Dead Load 112 lb 112 lb Total Load 411 lb 411 lb Bearing Length 0.44 in 0.44 in SUPPORT LOADS A B Live Load 224 plf 224 plf Dead Load 84 plf 84 plf 11.2ft Total Load 308 plf 308 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch(North) JOIST DATA Center Base Values Adjusted Span Length 11.2 ft Bending Stress: Fb= 850 psi Fb'= 1173 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.20 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=9.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. to Grain: Fc- = 625 psi Fc- '= 625 psi JOIST LOADING Uniform Floor Loading Center Controlling Moment: 1150 ft-lb Live Load LL= 40 psf 5.6 Ft from left support of span 2(Center Span) Dead Load DL= 15 psf Created by combining all dead loads and live loads on span(s)2 Total Load TL= 55 psf Controlling Shear: 370 lb TL Adj.For Joist Spacing wT= 73.3 plf 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: 11.76 in3 13.14 in3 Area(Shear): 3.08 in2 10.88 in2 Moment of Inertia(deflection): 43.46 in4 47.63 in4 Moment: 1150 ft-lb 1284 ft-lb Shear: 370 lb 1305 lb NOTES Project: 10092.15-Virtue Galinat Residence-Vertical Calcs gage IC N(KChitCCturC/plOnning IIG. Location:B1 Living Room �' f Multi-Loaded Multi-Span Beam if / [2015 International Building Code(2012 NDS)] a 5.5 INx18.0INx14.17FT 16F-E2-E-Rated Western Species-Dry Use Section Adequate By: 10.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.21 IN U810 9/29/2016 3:28:29 PM Dead Load 0.12 in Total Load 0.33 IN L/521 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L1240 REACTIONS A g Live Load 5933 lb 5058 lb Dead Load 3446 lb 3063 lb Total Load 9379 lb 8121 lb Bearing Length 4.55 in 3.94 in TR3 BEAM DATA Center dimilii Span Length 14.17 ft — --. Unbraced Length-Top 0 ft Unbraced Length-Bottom 14.17 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.12 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 21 plf 16F-E2-E-Rated Western Species Total Uniform Load 21 plf Base Values Adjusted Bending Stress: Fb= 1600 psi Controlled by: POINT LOADS-CENTER SPAN Fb cmpr= 1050 psi Fb'= 1587 psi Load Number One Cd=1.00 Cv=0.99 Live Load 2610 lb Shear Stress: Fv= 215 psi Fv'= 215 psi Dead Load 712 lb Cd=1.00 Location 5.75 ft Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.--to Grain: Fc--L= 375 psi Fc--I-'= 375 psi Load Number One Two Three Left Live Load 112 plf 146 plf 400 plf Controlling Moment: 35549 ft-lb Left Dead Load 73 plf 73 plf 285 plf 5.81 Ft from left support of span 2(Center Span) Right Live Load 112 plf 146 plf 400 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 73 plf 73 plf 285 plf Controlling Shear: 7805 lb Load Start O ft O ft O ft Ata distanced from left support of span 2(Center Span) Load End 5.75 ft 14.17 ft 14.17 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.75 ft 14.17 ft 14.17 ft Comparisons with required sections: Read Provided Section Modulus: 268.83 in3 297 in3 Area(Shear): 54.46 in2 99 in2 Moment of Inertia(deflection): 1232.22 in4 2673 in4 Moment: 35549 ft-lb 39274 ft-lb Shear: 7805 lb 14190 lb NOTES Project: 10092.15-Virtue Galinat Residence-Vertical Calcs age architccturc/planning Uc Location:B2-Beam at FP / Multi-SpanRoof Beam // [2015 International Building Code(2012 NDS)] of (2)1.5 IN x 5.5 IN x 6.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 540.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.00 IN Ulnfinity 9/29/2016 3:28:31 PM Dead Load 0.02 in Total Load 0.02 IN L/3778 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 0 lb 0 lb Dead Load 131 lb 131 lb Total Load 131 lb 131 lb Bearing Length 0.07 in 0.07 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft s tt Unbraced Length-Bottom 6 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING Center Roof Live Load RLL= 25 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf #2-Douglas-Fir-Larch(North) Roof Tributary Width Side One TW1 = 0 ft Base Values Adiusted Roof Tributary Width Side Two TW2= 0 ft Bending Stress: Fb= 850 psi Fb'= 994 psi Wall Load WALL= 40 plf Cd=0.90 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 162 psi BEAM LOADING Center Cd=0.90 Total Live Load 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Total Dead Load(Adjusted for Roof Pitch) 40 plf Comp. I-to Grain: Fc-1= 625 psi Fc--L'= 625 psi Beam Self Weight 4 plf Total Load 44 plf Controlling Moment: 196 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: -112 lb At a distance d from right support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Req'd Provided Section Modulus: 2.36 in3 15.13 in3 Area(Shear): 1.04 in2 16.5 in2 Moment of Inertia(deflection): 1.98 in4 41.59 in4 Moment: 196 ft-lb 1253 ft-lb Shear: -112 lb 1782 lb NOTES r Project: 10092.15-Virtue Galinat Residence-Vertical Caics aQe Location:B3-Header at new slider 1 O architecture/planning Ifc. Combination Roof And Floor Beam �� 1\,{!:,-,-,:,,, [2015 International Building Code(2012 NDS)] ar (2)1.5 IN x 7.25 IN x 6.5 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:55.3% Controlling Factor: Moment 9/29/2016 3:28:29 PM 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/1652 Dead Load 0.04 in Total Load 0.08 IN U946 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 583 lb 583 lb Dead Load 435 lb 435 lb Total Load 1018 lb 1018 lb Bearing Length 0.54 in 0.54 in BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft esn Roof Pitch 8 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING MATERIAL PROPERTIE4 Side 1 Side 2 Roof Live Load RLL= 25 psf 25 psf #2-Douglas-Fir-Larch(North) Roof Dead Load RDL= 15 psf 15 psf Base Values Adiusted Roof Tributary Width RTW= 4.5 ft 2.7 ft Bending Stress: Fb= 850 psi Fb'= 1173 psi Cd=1.15 CF=1.20 FLOOR LOADING Shear Stress: Fv= 180 psi Fv'= 207 psi Side 1 Side 2 Cd=1.45 Floor Live Load FLL= 40 psf 40 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 15 psf 15 psf Comp.-I-to Grain: Fc---= 625 psi Fc-l'= 625 psi Floor Tributary Width FTW= 0 ft 0 ft Controlling Moment: 1654 ft-lb Wall Load WALL= 0 plf 3.25 ft from left support Created by combining all dead and live loads. BEAM LOADING Controlling Shear: -834 lb Roof Uniform Live Load: wL-roof= 179 plf At a distance d from support. Roof Uniform Dead Load: wD-roof= 129 plf Created by combining all dead and live loads. Floor Uniform Live Load: wL-floor= 0 plf Floor Uniform Dead Load: wD-floor= 0 plf Comparisons with required sections: Req'd Provided Beam Self Weight: BSW= 5 plf Combined Uniform Live Load: wL= 179 plf Section Modulus: 16.92 in3 26.28 in3 Combined Uniform Dead Load: wD= 134 plf Area(Shear): 6.05 in2 21.75 in2 Moment of Inertia(deflection): 24.18 in4 95.27 in4 Combined Uniform Total Load: wT= 313 plf Controlling Total Design Load: wT-cont= 313 plf Moment: 1654 ft-Ib 2569 ft-lb Shear: -834 lb 3002 lb NOTES Project: 10092.15-Virtue Galinat Residence-Vertical Calcs rage Location:B4 Porch roof �orchitccturc/ploneing Ilc Multi-Span Roof Beam II [2015 International Building Code(2012 NDS)] sem, or 5.5 INx11.25INx12.0FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 68.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.10 IN L/1462 9/2912016 3:28:28 PM Dead Load 0.08 in Total Load 0.18 IN U815 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1075 lb 1075 lb Dead Load 854 lb 854 lb Total Load 1929 lb 1929 lb Bearing Length 0.56 in 0.56 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft 121t Unbraced Length-Bottom 12 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING Center MATERIAL PROPERTIES Roof Live Load RLL= 25 psf #2-Douglas-Fir-Larch(North) Roof Dead Load RDL= 15 psf Roof Tributary Width Side One TW1 = 4.5 ft Base Values Adjusted Roof Tributary Width Side Two TW2= 2.7 ft Bending Stress: Fb= 875 psi Fb'= 1006 psi Wall Load WALL= 0 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 196 psi BEAM LOADING Center Cd=1.15 Total Live Load 179 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Total Dead Load(Adjusted for Roof Pitch) 129 plf Comp.-I-to Grain: Fc- L= 625 psi Fc--I-'= 625 psi Beam Self Weight 13 plf Total Load 322 plf Controlling Moment: 5787 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1659 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: 69.02 in3 116.02 in3 Area(Shear): 12.73 in2 61.88 in2 Moment of Inertia(deflection): 144.22 in4 652.59 in4 Moment: 5787 ft-lb 9728 ft-lb Shear: 1659 lb 8064 lb NOTES 6 x12 DF#1 wrapped with lx Cedar Finish Project: 10092.15-Virtue Galinat Residence-Vertical CalcsageLocation:B5 Front Cantilevered Porch Beam IIL0 t�rchii'ecturetplonning Ilc.' 11\`1 F'y Multi-Span Roof Beam q " [2015 International Building Code(2012 NDS)] �r 5.5 IN x 12.0IN x 20.67 FT(11.9+8.8) 24F-V8-Visually Graded Western Species-Dry Use Section Adequate By:37.9% Controlling Factor: Deflection DEFLECTIONS Center Right Live Load -0.06 IN 02218 0.43 IN 21/492 9/29/2016 3:28:36 PM Dead Load -0.06 in 0.42 in Total Load -0.13 IN U1137 0.85 IN 21/248 Live Load Deflection Criteria:0240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 0 lb 1157 lb Dead Load -414 lb 1326 lb Total Load -414 lb 2483 lb Uplift(1.5 F.S) -903 lb 0 lb Bearing Length 0.00 in 0.69 in BEAM DATA Center Right Span Length 11.92 ft 8.75 ft 11.92 ft8.75 n Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 11.92 ft 8.75 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 ROOF LOADING Center Right Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 psf Roof Dead Load MATERIAL PROPERTIES = 15 psf 15 psf TW1 Roof Tributary Width Side One TW1 = 0 ft 0 ft 24F-V8-Visually Graded Western Species Roof Tributary Width Side Two TW2= 0 ft 0 ft Base Values Adiusted Wall Load WALL= 0 plf 0 plf Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 2400 psi Fb cmpr'= 2714 psi POINT LOADS-One SPAN Cd=1,15 Cl=0.98 Cv=0.99 Load Number One Shear Stress: Fv= 265 psi Fv'= 305 psi Live Load 667 lb Cd=1.95 Dead Load 617 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 8.75 ft Comp.--to Grain: Fc--L= 650 psi Fc--L'= 650 psi BEAM LOADING Center Right Total Live Load 0 plf 0 plf Controlling Moment -11783 ft-lb Total Dead Load(Adjusted for Roof Pitch) 0 plf 0 plf 11.92 Ft from left support of span 2(Center Span) Beam Self Weight 14If 14 plf 14 plf 14 p Created by combining all dead loads and live loads on span(s)2,3 Total Load p plf Controlling Shear: 1395 lb At a distanced from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2, 3 Comparisons with required sections: Read Provided Section Modulus: 52.1 in3 132 in3 Area(Shear): 6.87 in2 66 in2 Moment of Inertia(deflection): 574.36 in4 792 in4 Moment: -11783 ft-lb 29851 ft-lb Shear: 1395 lb 13409 lb NOTES Project: 10092.15-Virtue Galinat Residence-Vertical Calcs rofarchitecturc/pCanflingklfc. Location:B6-Porch Floor BeamUniform)yLoaded Floor Beam [2015 International Building Code(2012 NDS)] (2)1.5 INx9.25INx9.0FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:29.9% Controlling Factor: Moment 9/29/2016 3:28:29 PM 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 U1287 Dead Load 0.03 in Total Load 0.12 IN L/914 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 810 lb 810 lb Dead Load 330 lb 330 lb Total Load 1140 lb 1140 lb Bearing Length 0.61 in 0.61 in BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft s n Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch(North) Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 850 psi Fb'= 935 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.10 Floor Tributary Width FTW= 4.5 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-I-to Grain: Fc- = 625 psi Fc- '= 625 psi BEAM LOADING Beam Total Live Load: wL= 180 plf Controlling Moment: 2566 ft-lb Beam Total Dead Load: wD= 68 plf 4.5 ft from left support Beam Self Weight: BSW= 6 plf Created by combining all dead and live loads. Total Maximum Load: wT= 253 plf Controlling Shear: 958 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 32.93 in3 42.78 in3 Area(Shear): 7.98 in2 27.75 in2 Moment of Inertia(deflection): 55.35 in4 197.86 in4 Moment: 2566 ft-lb 3333 ft-lb Shear: 958 lb 3330 lb NOTES • Project: 10092.15-Virtue Galinat Residence-Vertical Calcs B Location:B7-Cross beam at porch joists l 'Ot ChItCGtuCC/pCartrting Cic. Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] o� (2)1.5 IN x 7.25 IN x 8.5 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 3.8% Controlling Factor: Moment CAUTIONS 9/29/2016 3:28:30 PM *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/779 Dead Load 0.05 in Total Load 0.18 IN L/555 Live Load Deflection Criteria:1/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 723 lb 723 lb Dead Load 291 lb 291 lb Total Load 1014 lb 1014 lb Bearing Length 0.54 in 0.54 in REAM DATA Center Span Length 8.5 ft ' ' — ' 4— Unbraced Length-Top 0 ft4: ' ' Floor Duration Factor 1.00 85ft Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch(North) Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 850 psi Fb'= 1020 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.20 Floor Tributary Width FTW= 4.3 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Comp.-I-to Grain: Fc---= 625 psi Fc--L'= 625 psi BEAM LOADING Beam Total Live Load: wL= 170 plf Controlling Moment: 2153 ft-lb Beam Total Dead Load: wD= 64 plf 4.25 ft from left support Beam Self Weight: BSW= 5 plf Created by combining all dead and live loads. Total Maximum Load: wT= 238 plf Controlling Shear: 871 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 25.33 in3 26.28 in3 Area(Shear): 7.26 in2 21.75 in2 Moment of Inertia(deflection): 44.04 in4 95.27 in4 Moment: 2153 ft-lb 2234 ft-lb Shear: 871 lb 2610 lb NOTES Project: 10092.15-Virtue Galinat Residence-Vertical Calcs pass 1`O` architecture/planning liC. Location:B8-Corner beam at porch joists 1(`�� Uniformly Loaded Floor Beam fl [2015 International Building Code(2012 NDS)] or (2)1.5 INx11.25INx12.0FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 3.4% Controlling Factor: Moment 9/29/2016 3:28:34 PM CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members PEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/1034 Dead Load 0.06 in Total Load 0.20 IN L/730 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1020 lb 1020 lb Dead Load 426 lb 426 lb Total Load 1446 lb 1446 lb Bearing Length 0.77 in 0.77 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft 12« Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch(North) Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 850 psi Fb'= 850 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 4.3 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1-= 625 psi Fc---'= 625 psi BEAM LOADING Beam Total Live Load: wL= 170 plf Controlling Moment: 4337 ft-lb Beam Total Dead Load: wD= 64 plf 6.0 ft from left support Beam Self Weight: BSW= 7 plf Created by combining all dead and live loads. Total Maximum Load: wT= 241 plf Controlling Shear: -1243 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 61.22 in3 63.28 in3 Area(Shear): 10.36 in2 33.75 in2 Moment of Inertia(deflection): 123.91 in4 355.96 in4 Moment: 4337 ft-lb 4482 ft-lb Shear: -1243 lb 4050 lb NOTES Project: 10092.15-Virtue Galinat Residence-Vertical Calcs V �e 1 h�erchitecturctpConfling Ifs. Location:HB1 Hip at addition !t HipNalley Beam U [2015 International Building Code(2012 NDS)j 3.5 IN x 9.25 IN x 16.4 FT (Actual 18.1 FT) #2-Douglas-Fir-Larch(North)-Wet Use Section Inadequate By:27.5° Controlling Factor: Moment/Depth Required 10.45 In. DEFLECTIONS Center Live Load -0.02 IN L/9430 9/29/2016 3:28:31 PM Dead Load -0.01 in Total Load -0.03 IN L/6827 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B C Live Load 1677 lb 3658 lb -868 lb Dead Load 687 lb 1166 lb -392 lb Total Load 2364 lb 4824 lb -1260 lb Uplift(1.5 F.S) 0 lb 0 lb -1260 lb Bearing Length 1.61 in 3.29 in 0.00 in - BEAM DATA - ,, , . , i Left Span: 12.7 ft 16.4 ft Unbraced Span-Top of Beam: 0 ft Unbraced Span-Bottom of Beam: 4.1 ft Center Span: 3.7 ft Unbraced Span-Top of Beam: 0 ft HIPNALLEY LOADING Unbraced Span-Bottom of Beam: 4.1 ft Roof Live Load: LL= 25 psf Roof Pitch Side One: 8 :12 Roof Dead Load: DL= 15 psf Roof Pitch Side Two: 8 :12 Side 1 Rafter Length: RLI= 11.6 ft Distance to Support from Upper End: 12.7 ft Tributary Width based on half span of rafters. Side 2 Rafter Length: RL2= 11.6 ft Roof Duration Factor 1.15 Beam End Elevation Difference 7.7 ft Tributary Width based on half span of rafters. MATERIAL PROPERTIES SLOPE/PITCH ADJUSTED LENGTHS AND LOADS #2-Douglas-Fir-Larch(North) Adjusted Beam Length: Ladj= 32.09 ft Base Values Adjusted Beam Self Weight: BSW= 7 plf Bending Stress: Fb= 850 psi Fb'= 1163 psi TRAPEZOIDAL LOADS-LEFT SPAN Cd=1.15 C/=0.99 CF=1.20 Load Number One Shear Stress: Fv= 180 psi Fv'= 201 psi Left Live Load 204.7 plf Cd=1.f5 Cm=0.97 Left Dead Load 147.6 plf Modulus of Elasticity: E= 1600 ksi E'= 1440 ksi Right Live Load 46.8 plf Cm=0.90 Right Dead Load 33.8 pif Comp.-i-to Grain: Fc--1-= 625 psi Fc--I-'= 419 psi Load Start 0 ft Cm=0.67 Load End 12.65 ft Load Length 12.65 ft Controlling Moment: -6170 ft-lb CENTER SPAN 1.875 ft from left support Load Number One Created by combining all dead and live loads. Left Live Load 46.8 plf Controlling Shear: -2327 lb Left Dead Load 33.8 plf At a distance d from support. Right Live Load 0 plf Created by combining all dead and live loads. Right Dead Load 0 plf Load Start 0 ft Comparisons with required sections: Req'd Provided Load End 3.75 ft Section Modulus: 63.65 in3 49.91 in3 Load Length 3.75 ft Area(Shear): 17.39 in2 32.38 in2 Moment of Inertia(deflection): 116.86 in4 230.84 in4 Moment: -6170 ft-lb 4838 ft-lb Shear: -2327 lb 4334 lb NOTES • • Project: 10092.15-Virtue Galinat Residence-Vertical Calcs StruCalc 9.0 ase Location. P1-Porch PostC ^ architecture/planning lic Column fq z.z`6ccnes Farr,;a;etl a.,,fts:37 [2015 International Building Code(2012 NDS)) s s, o f 5.5 IN x 5.5 IN x 8.0 FT I#S2ec-tiDoonuLlaesq-uFairt-eLarch(North)-Dry Use By:53.3% StruCalc Version 9.0.2.5 9/29/2016 3:53:26 PM VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 4485 lb Dead Load: Vert-DL-Rxn= 2466 lb Total Load: Vert-TL-Rxn= 6951 lb COLUMN DATA Total Column Length: 8 ft B Unbraced Length(X-Axis)Lx: 8 ft Unbraced Length(Y-Axis)Ly 8 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 492 psi Cd=1.00 Cp=0.88 Ci=0.80 Bending Stress(X-X Axis): Fbx= 725 psi Fbx'= 580 psi Cd=1.00 CF=1.00 Ci=0.80 I Bending Stress(Y-Y Axis): Fby= 725 psi Fby'= 580 psi a rt Cd=1.00 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi Column Section(X-X Axis): dx= 5.5 in /.. '! Column Section(Y-Y Axis): dy= 5.5 in A= 30.25 int SectiAreaon Modulus X s): = Section Modulus(Y(X--Y AxiAxis): Sy Sx= 27.7327.73 in3in3 Slenderness Ratio: Lex/dx= 17.45 Ley/dy= 17.45 Column Calculations(Controlling Case Only): A Controlling Load Case:Axial Total Load Only(L+D) Actual Compressive Stress: Fc= 230 psi AXIAL LOADING Allowable Compressive Stress: Fc'= 492 psi Live Load PL= 4485 lb EccentricityMoment(X-X Axis): Dead Load: PD= 2415 lb ) Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Column Self Weight: CSW= 51 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Total Load: PT= 6951 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'= 580 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 580 psi Combined Stress Factor: CSF= 0.47 NOTES Worst Case Project: 10092.15-Virtue Galinat Residence-Vertical Calcs ase larchitecturt/planning Nc. Location:P3-Post at Living room beam '\,t1 E w: / Column SI [2015 International Building Code(2012 NDS)] or (3)1.5 IN x 5.5 IN x 9.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 10.3% 9/29/2016 3:28:32 PM CAIN LaminatioUTOS ns to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS )OADING DIAGRAM Live Load: Vert-LL-Rxn= 5933 lb Dead Load: Vert-DL-Rxn= 3493 lb Total Load: Vert-TL-Rxn= 9426 lb COLUMN DATA 40 Total Column Length: 9 ft B Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) i Base Values Adiusted Compressive Stress: Fc= 1400 psi Fc'= 424 psi Cd=1.00 Cf=1.f 0 Cp=0.28 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1271 psi Cd=1.00 CF=1.30 Cr=1.15 y n Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1271 psi Cd=1.00 CF=1.30 Cr=1.15 Modulus of Elasticity E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 4.5 in i Area: A= 24.75 in2 Section Modulus(X-X Axis): Sx= 2269 in3 Section Modulus(Y-Y Axis): Sy= 6.19 in3 Slenderness Ratio: Lex/dx= 19.64 — Ley/dy= 24 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 381 psi Live Load: PL= 5933 lb Allowable Compressive Stress: Fc'= 424 psi Dead Load: PD= 3446 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 47 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 9426 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'= 1271 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1271 psi Combined Stress Factor: CSF= 0.9 NOTES • Project: 10092.15-Virtue Galinat Residence-Vertical Calcs Pa9e IC architecturc/planning lfc. Location:P4-Header Post Column I. of [2015 International Building Code(2012 NDS)] (2)1.5 IN x 5.5 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:40.9% 9/29/2016 3:28:33 PM CAUTIONS *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1334 lb Dead Load: Vert-DL-Rxn= 1194 lb Total Load: Vert-TL-Rxn= 2528 lb COLUMN DATA Total Column Length: 8 ft B Unbraced Length(X-Axis)Lx: 8 ft _ Unbraced Length(Y-Axis)Ly: 8 ft Column End Condtion-K(e): 1 ' I Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) !- Base Values Adjusted Compressive Stress: Fc= 1400 psi Fc'= 259 psi Cd=1.00 Cf=1.10Cp=0.17 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1105 psi Cd=1.00 CF=1.30 art Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1105 psi Cd=1.00 CF=130 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi i I Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 3 in Area: A= 16.5 in2 `( Section Modulus(X-X Axis): Sx= 15.13 in3 j { Section Modulus(Y-Y Axis): Sy= 4.13 in3 Slenderness Ratio: Lex/dx= 17.45 — L Ley/dy= 32 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 153 psi Live Load: PL= 1334 lb Allowable Compressive Stress: Fc'= 259 psi Dead Load: PD= 1166 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 28 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 2528 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'= 1105 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1105 psi Combined Stress Factor: CSF= 0.59 NOTES • Project: 10092.15-Virtue Galinat Residence-Vertical Calcs page [( ,f {r�thiICv LtiiRCla[{a haxl tl Location:Fl-Footing at porch post Lom Footing $445. .., , waG [2015 International Building Code(2012 NDS)] Of Footing Size:2.5 FT x 2.5 FT x 12.00 IN Section Footing Design Adequate 9/29/2016 3:28:35 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 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= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS in j Bearing Calculations: Ultimate Bearing Pressure: Qu= 829 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 3.84 sf Area Provided: A= 6.25 sf Baseplate Bearing: 12 in Bearing Required: Bear= 7476 lb Allowable Bearing: Bear-A= 70709 lb Beam Shear Calculations(One Way Shear): T Beam Shear: Vul = 1246 lb 1 sin Allowable Beam Shear: Vc1= 11000 lb Punching Shear Calculations(Two Way Shear): l 2.61t Critical Perimeter: Bo= 62 in Punching Shear. Vu2= 5480 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 45353 lb Live Load: PL= 3141 lb Bending Calculations: Dead Load: PD= 2042 lb Factored Moment: Mu= 28035 in-lb Total Load: PT= 5183 lb Nominal Moment Strength: Mn= 68750 in-lb Ultimate Factored Load: Pu= 7476 lb NOTES Weight to resist uplift w/1.5 F.S.: U.R.= 604 lb Project: 10092.15-Virtue Galinat Residence-Vertical Calcs pays altt...ctu.Fny /pEanni 3 Location:F2 Footing at B of Cantilevered porch beam re.00imax:la Footing 44" ° V say �,x,n. t ,; [2015 International Building Code(2012 NDS)J or Footing Size:3.25 FT x 3.25 FT x 12.00 IN Reinforcement:#4 Bars @ 4.06 IN.O.C.E/W/(9)min. Section Footing Design Adequate FOOTING PROPERTIES r nanwn rnar.RaM Allowable Soil Bearing Pressure: Qs= 1500 psf 9/29/2016 3:28:37 PM Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.25 ft Length: L= 3.25 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= 653 psf i-6.5 in—{ Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I I Required Footing Area: Areq= 5.11 sf Area Provided: A= 10.56 sf Baseplate Bearing: Bearing Required: Bear= 10074 lb 12 in Allowable Bearing: Bear-A= 83566 lb Beam Shear Calculations(One Way Shear): ° ° ; _ Beam Shear: Vu1 = 2906 lb yin Allowable Beam Shear: Vc1 = 24131 lb 1 Punching Shear Calculations(Two Way Shear): sasrt Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 8822 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 4485 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 2415 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 6900 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 10074 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1021 lb Factored Moment: Mu= 49111 in-lb Nominal Moment Strength: Mn= 497874 I LOAD CALCULATOR Reinforcement Calculations: Tributary Width Dea��od Live Load Concrete Compressive Blockpppth: 69 ft2 a= DL 851 ds Roof: LL= 25 psf Steel Required Based on Monn t: 0 ft2 As(1)= DL a 17 Second Floor: LL= 0 psf rrz Min. Code Req'd Rein!. Flex. 14fernbers jrAAT-10.5.1): As(2)= DL 1.6,12S'First Floor: LL= 40 psf Controlling Reinforcing Steel: As-reqd= 1.61 in2 Selected Reinforcement: #4's @ 4.1 in.o.c.e/w(9)Min. Reinforcement Area Provided: As= 1.77 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16.5 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project: 10092.15-Virtue Galinat Residence-Vertical Calcs _ Pa9a �Ix Gi, .r=rclplonnt tib„ Location:F3-Footing at A from cantilevered porch beam -� � r x te 9 Footing #N< [2015 International Building Code(2012 NDS)] aFooting Size:2.5 FT x 2.5 FT x 12.00 IN Section Footing Design Adequate 9/29/2016 3:28:38 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 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= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS -- 14 in—I Bearing Calculations: Ultimate Bearing Pressure: Qu= 417 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 1.93 sf Area Provided: A= 6.25 sf Baseplate Bearing: 12 in Bearing Required: Bear= 3860 lb Allowable Bearing: Bear-A= 37400 lb Beam Shear Calculations(One Way Shear): -r Beam Shear: Vu1 = 643 lb sin Allowable Beam Shear: Vc1 = 11000 lb L Punching Shear Calculations(Two Way Shear): 2.6 ft— Critical Perimeter: Bo= 56 in Punching Shear. Vu2= 3019 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 40964 lb Live Load: PL= 1835 lb Bending Calculations: Dead Load: PD= 770 lb Factored Moment: Mu= 14475 in-lb Total Load: PT= 2605 lb Nominal Moment Strength: Mn= 68750 in-lb Ultimate Factored Load: Pu= 3860 lb NOTES Weight to resist uplift w/1.5 F.S.: U.R.= 604 lb Project: 10092.15-Virtue Galinat Residence-Vertical Caics fI 6.a in I StruCalc 9A pageUiagan 9 Location: F4-Footing at Hip Rafter Post �1"I 0 i.axsC{pskrIt Uc. ( } 1In of X32 axnc Fry PAM Footing [2015 International Building Code(2012 NDS)] Ill ,y, .,,,., s.0.31 9 .4 . Footing Size: 1.5 FT x 1.5 FT x 12.00 IN Section Footing Design Adequate StruCa c Version 9.0.2.5 9/29/2016 3:50:22 PM CAUTIONS *Footing has been designed without reinforcement 12'" FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZk $i" Width: W= 1.5 ft Length: L= 1.5 ft I 1.6 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 10 in I 5.5 in COLUMN AND BASEPLATE SIZE Column Type: Wood I Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1124 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf 12 in Required Footing Area: Areq= 1.87 sf Area Provided: A= 2.25 sf Baseplate Bearing: Bearing Required: Bear= 3567 lb Allowable Bearing: Bear-A= 70709 lb Beam Shear Calculations(One Way Shear): $i" Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1 = 6600 lb _ Punching Shear Calculations(Two Way Shear): I 1.5 It Critical Perimeter: Bo= 62 in Punching Shear. Vu2= 922 lb Controlling Allowable Punching Shear: vc2= 45353 lb FOOTING LOADING Bending Calculations: Live Load: PL= 1334 lb Factored Moment: Mu= 8026 in-lb Dead Load: PD= 1194 lb Nominal Moment Strength: Mn= 41250 in-lb Total Load: PT= 2528 lb NOTES Ultimate Factored Load: Pu= 3567 lb Weight to resist uplift w/1.5 F.S.: U.R.= 218 lb Project: 10092.15-Virtue Galinat Residence-Vertical Calcs Page C (CGtltf C137;MS l6)E31 / Location:F5-Footing at living room beam posts Footing auOr 1,0” o [2015 International Building Code(2012 NDS)] Footing Size:2.75 FT x 2.75 FT x 12.00 IN Section Footing Design Adequate 9/29/2016 3:28:36 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= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.75 ft Length: L= 2.75 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= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS I-4 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1246 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 6.98 sf Area Provided: A= 7.56 sf Baseplate Bearing: 12 in Bearing Required: Bear= 13684 lb Allowable Bearing: Bear-A= 37400 lb Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 2695 lb 1 a in Allowable Beam Shear: Vc1 = 12100 lb Punching Shear Calculations(Two Way Shear): 2.75 ft Critical Perimeter: Bo= 56 in Punching Shear. Vu2= 11221 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 40964 lb Live Load: PL= 5933 lb Bending Calculations: Dead Load: PD= 3493 lb Factored Moment: Mu= 56448 in-lb Total Load: PT= 9426 lb Nominal Moment Strength: Mn= 75625 in-lb Ultimate Factored Load: Pu= 13684 lb NOTES Weight to resist uplift WI 1.5 F.S.: U.R.= 731 lb page Project: 10092.15-Virtue Galinat Residence-Vertical Calcs 12.1"=:,"1,7,,,:".•'02 chitcctsrrt/p(nnning f » Location:F6-Footing at intermediate porch post F " ":""°' / Footing of [2015 International Building Code(2012 NDS)] Footing Size: 1.0 FT x 1.0 FT x 12.00 IN Section Footing Design Adequate 9/29/2016 3:28:34 PM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM 4 in Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi — Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 1 ft Length: L= 1 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= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS 12 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 780 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 0.58 sf Area Provided: A= 1.00 sf Baseplate Bearing: Bearing Required: Bear= 1152 lb Allowable Bearing: Bear-A= 37400 lb i" Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1= 4400 lb Punching Shear Calculations(Two Way Shear): f< Critical Perimeter: Bo= 0 in Punching Shear: Vu2= 0 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 0 lb Live Load: PL= 540 lb Bending Calculations: Dead Load: PD= 240 lb Factored Moment: Mu= 1728 in-lb Total Load: PT= 780 lb Nominal Moment Strength: Mn= 27500 in-lb Ultimate Factored Load: Pu= 1152 lb NOTES Weight to resist uplift w/1.5 F.S.: U.R.= 97 lb page Project: 10092.15-Virtue Galinat Residence-Vertical Calcs arCGtUre/p]onni ]] / 1t4Ea5 @aa.+ts Location:F6-Footing at intermediate porch post-Round 06e 0- Footing IS , axeIt#' .iz „o-,v*r a+ of [2015 International Building Code(2012 NDS)] Footing Size: 1.0 FT Round Diameter X 14.00 IN Deep Section Footing Design Adequate 9/29/2016 3:28:34 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= 40000 psi 4 in Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 1 ft Effective Depth to Top Layer of Steel: d= 12 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 993 psf 14 in Effective Allowable Soil Bearing Pressure:Qe= 1325 psf Required Footing Area: Areq= 0.59 sf Area Provided: A= 0/9 sf Baseplate Bearing: Bearing Required: Bear= 1152 lb Allowable Bearing: Bear-A= 37400 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 0 lb s in Allowable Beam Shear: Vc1 = 4679 lb Punching Shear Calculations(Two Way Shear): 1 Critical Perimeter: Bo= 0 in Punching Shear. Vu2= 0 lb I 1 n Controlling Allowable Punching Shear: vc2= 0 lb Bending Calculations: FOOTING LOADING Factored Moment: Mu= 1531 in-lb Live Load: PL= 540 lb Nominal Moment Strength: Mn= 35095 in-lb Dead Load: PD= 240 lb NOTES Total Load: PT= 780 lb Min.embed 12"to undistrubed soil Ultimate Factored Load: Pu= 1152 lb Weight to resist uplift w/1.5 F.S.: U.R.= 89 lb ' '- `747 .;'. 61:". 1)/0- ice-o*E�_ 1j J t • f _ ~ .. - T �. f • f ! '+m_ �� C ^� L ami t Fa. FP- 4 �. ' 15 +•-•';