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Specifications (24) STRUCTURAL DESIGN CRITERIA Dead Load: A. Roof 15 psf 5. Floor ...10 psf C. Exterior walls .10 psf D. Interior walls with gypboard each side 5 psf Snow Load: A. Uniformly distributed snow load ..25 psf Floor Live Load: 40 psf Wind Load: A. 3 Second Gust Wind Speed V=100 mph 5. Importance Factor .. 1=1.0 C. Exposure B D. Topographical Factor .Kzt=1.0 E. Wind Directional Factor Kd=0.85 F. Structure classified as enclosed Seismic Load—based on IBC 2009 Simplified base Shear 1617.5 A. Mapped Spectral Acceleration for short periods .....Ss=1.0 5. Mapped Spectral Acceleration for 1 sec. period S1=0.34 C. Ductility Factor R = 6 D. Seismic Design Category D Foundation Soil properties: A. Undisturbed sandy silt per IBC 2009 Table 1804.2Soil Class #5 5. Maximum vertical bearing pressure 1500 psf Concrete: A. 28 days design strength F'c 2500 psi B. Reinforcing bars ASTM A615, Grade 60 C°R I NA HHLot9 fifw M 4 NTcAN, PE. Job No:11008 By:CM U E Date:Feb 11 Sheet: J_t CONSULTING ENGINEER {/ SEISMIC DESIGN BASED ON ASCE-7-05 16175 Simplified analysis procedure for seismic design of buildings 1.2•SDs SEISMIC BASE SHEAR V:= R •W (EQ.12.14-11 with F=12) Ss mapped spectral acceleration for Sb:= 1.00 short periods(Sec.11.4.1) from USGS web site Ss mapped spectral acceleration for := 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa'— 1.1 Based on Soil F„ Site coefficient(Table 11.4-2) F,:= 1.8 Site Class D SMS:= Fa•Ss SMS=1.1 (Eq.11.4-1) SM1 Fv•S1 SM1 = 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS 3'SMS SDS= 0.73 > 0.50g SEISMIC 2 CATEGORY SD1 SM1 SDI=0.41 > 0.20g D per Table 11.6-1 1.2 SDS WOOD SHEAR PANELS R:= 6.5 Table 9.5.2.2 V:_ W R 1.2.0.73 V:= —6.5 •W V:= 0.135•W 12.4 Seismic Load Combinations E:= 1.3•V (Eq.12.4-3 with redundancy factor=1.3 per 12.3.4.2) WSD:= 0.7•E 0.7.1.3.0.135.W 0.123•W WOOD SHEAR PANELS ORCI N A M Y N 'T c N, P E Job HHLNoot:911008 By:CM COt�su TJNG ENGINEERDate:Feb 11 Sheet �'2, SIMPLIFIED WIND AND SEISMIC COMPARISON WIND /i. -4 OI 11 -� 7.4 psf psf Wind ease Shear Length L:= 56-ft Height Ht:— = 26•ft WIND:= L•Ht•(11•psf+ 7.4.psf) SEISMIC WIND=26790.4 lb Fr 3 Wroof F2 -0 — Wfloor Wwall Seismic ease Shear Aroof:= 56•ft•37•ft Aroof =2072ft2 Afloor 56-ft-37-ft �f" —2072ft2 •71oor— Wwalls 4.20•ft•56•ft Wwalls=4480ft2 SEISMIC:= (Aroof•15•psf+ Afloor•15•psf+ Wwalls•10•psf)•0.123 SEISMIC=13156.08 lb WIND GOVERNS DESIGN GSR I N A HHLotFe9 Job Date:No:to 08 By:CM L CONSULTING Et GINEER b 11 Sheet •.„5�.s WIND DESIGN IS BASED ON ASCE 7-05 METHOD 2-ANALYTICAL PROCEDURE (Figure 6-6) VELOCITY PRESSURE qz:= .00256•Kz•Kzt•Kd•V2•I (Eq.6-15) EXPOSURE WIND SPEED(3 second gust) Vas:= 100 mph IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR := 1.0 WIND DIRECTIONAL FACTOR 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15 �'= 0.57 9z�— •00256 Kz'Kzt'Kd'V3s 2 'I qz=12.4(varies/height) 15'-20' Kz:= 0.62 qz:= .00256•Kz•Kzt•Kd•V352•I qz=13.49 20'-25' Kz:= 0.66 qz:= .00256•Kz•Kzt•Kd•V3s2•I qz=14.36 25'-30' Kz:= 0.70 qz:= .00256•Kz'Kzt•Kd'V362.I, qz=15.23 :mm••••..••••mmmmm••m•mmmmmmmmmm ... .______: .+0 HHLot9 M;NIT T c A N, p '",. Job Na 11008 By:CM Date:Feb 11 Sheet t.... ii co�vsu .rIr�GivGirvE WIND DESIGN IS BASED ON ASCE 7-05 METHOD 2-ANALYTICAL PROCEDURE (Fioure 6-6)cont. WIND PRESSURE P:= 9z•G•Cp G:= 0.85 Gust factor C, pressure coefficient AT WALLS 0'-15' WINDWARD P,:= 12.4•p sf•0.85.0.8 Pw=8.43 psf LEEWARD PL:= 12.4.psf.0.85.0.5 PL=5.27 psf 15'-20' WINDWARD PH,:= 13.49•psf.0.85.0.8 Pw=9.17psf LEEWARD PL:= 13.49•psf•0.85.0.5 PL =5.73psf 20'-25' WINDWARD PW:= 14.36.psf.0.85.0.8 PW=9.76psf LEEWARD PL:= 14.36•psf•0.85.0.5 PL=6.1 psf AT ROOF 0'-15' WINDWARD PW:= 12.4•psf•0.85.0.3 Pw=3.16 psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL =6.32 psf 15'-20' WINDWARD P,:= 13.49•psf•0.85.0.3 PW=3.44 psf LEEWARD PL:= 13.49•psf•0.85.0.6 PL.=6.88 psf 20'-25' WINDWARD PW:= 14.36.psf.0.85.0.3 PW=3.66 psf LEEWARD P 14.36.psf•0.85.0.6 PL=7.32 psf 25-30' WINDWARD P,v:= 15.23.psf•0.85.0.3 PW=3.88 psf LEEWARD PL:= 15.23•psf•0.85.0.6 PL=7.77 P sf CtoR I N A HHLot9 menti"° MYNTEAN PE Job No:11008 By:CM CONSULTING ENGINEER Date:Feb 11 Sheet ' WIND DESIGN IS BASED ON ASCE 7-05 METHOD 2-ANALYTICAL PROCEDURE (Figure 6-6)cont. 8.88 7.77 Assume 0p—o.3 psf psf .114•10: A := 35 iiiiii4 ill ' cp=-o.6 9f 9.17 Pa6.1 10ft Pa Mean Roof Height 19+ 26 =22.5 2 Loads at Roof roof-max Windward 3.88•psf•7•ft=27.16plf Leeward 7.77•psf•7•ft=54.39plf Wall loads at upper level at main level Windward 8.43psf•4.5•ft=37.94plf 8.43•psf•9.5.ft=80.08plf Leeward 5.73•psf•4.5•ft=25.79plf 5.73•psf•9.5•ft=54.44plf ': • Ona 4 • • 4: • c40,14krkid\ s `I op _....... _— _ Or)i . ars 11 a I l `( I; ,1 2L 12Iq4 ----- Act 111111/ �ew_ro z lig No g 01!1 nrnumi `- raz- " # N . e2b6g QaZZ -131,51.1-mi.un <1 IA Li BE -i, 040 6, 9 2L c ^--7 -- i . , 1 (_____„. wnwro y li tan 147TC ° ,---¢ _-_3 .lea_ give U L• qs,g 'G).. - t li NM dlr. me \ SMOG.111Mal VII letla a) l - J 1 f°W.g ' (c);.? 111% . 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BON•B-b bbQ IlrI 'r 1‘ ).4, 1 �0.COR I N A HHLot9 M' NTcAN PE Job Na 11008 By:CM + —1 CONSULTING ENGINEER Date:Feb 11 Sheet ll/ SHEAR WALL DESIGN PdI Pdl Wdl 4, 1 - p P:= wind � 14jrea3 � V:= seismic 1R=Hol down Force Based on 2009 IBC Basic Load Combinations 1605.3.1 0.6D+ W (Equation 16-14) 0.6•D+ 0.7•E (Equation 16-15) Overturning Moment: Mot:= P•h (L2 Resisting Moment: Mr:= 0.6•(Wdl + Wwall) 2 + 0.6•Pdi•L MotMrHoldown Force R L „' R [ HH Lot ,FC I , Job No:110 08 By:CM CONSULTING ENGINEER Date:Feb 11 Sheet LtO Right Elevation Exterior Walls Second Level Wind Force P:= 2692.1b P=269216 Length of wall L:= 9•ft+4•ft+ 5•ft+ 18•ft L=36ft Shear v:= — v=74.78pIf L V_! 4 Overturning Mot:= P 9 ft 36 Mot=2692Ib•ft Moment Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•9•ft)•(42 2 ) + 0.6.600•Ib•4•ft Moment Mr=21601b•ft Mot—Mr Holdown =1331b Force 4-ft Main Level Wind Force P:= 5171-lb P=517116 Length of wall L 6•ft+ 10•ft+ 5•ft+ 12•ft L=33ft L Shear v:= v=156.7plf Overturning Mo 5 t:= P 10 ft — Mot=7834.851b•ft Moment 33 (5•ft)2 Resisting Mr:= 0.6 (15•psf•4•ft+ 10•psf•19.ft)• 2 + 0.6.800•lb•5•ft Moment Mr=4275lb•ft Mot— Mr Holdown =711.97 lb 5-ft Force CaR I N A HH Lot 9 MYNTC, AN P,E, Job No:11008 By:CM Date:Feb 11 Sheet 1.3'A\ CONSULTING ENGINEER Left Elevation Exterior Wails Second Level Wind Force P:= 2692•Ib P=2692lb Length of wall L:= 36•ft+ 18.ft L=54ft Shear v:= L v=49.85 plf 18 Overturning Mot:= P•9•ft•54 Mot=8076lb•ft Moment (t8ft.)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10-psf•9•ft)• 2 + 0.6.600.lb•18.ft Moment Mr=21060lb•ft Mot — Mr Holdown =—721.33 lb Force 18•ft Main Level Wind Force P:= 5171.lb P=5171lb Length of wall L:= 10•ft+ 5.ft+ 22•ft L=37ft Shear v:= L v=139.76pIf (r`/ 5 Overturning Mot:= P•10•ft•37 Mot=6987.84lb•ft Moment (5•ft)2 Resisting Mr:= 0.6•(15•psf4.ft+ 10•psf•19•ft)• 2 + 0.6.800•Ib•5•ft Moment Mr=42751b•ft Mot— Mr Holdown =542.57 lb 5.ft Force ;QR I NA HHLot9 M YN TVA N. PE. Job No:11008 By:CM CONSULTING ENGINEER Date:July 2010 Sheet 1/1/ Front Elevation Exterior Walls Second Level Wind Force P:= 3572-lb P=3572Ib Length of wall L:= 5•ft•2 L=10ft P Shear v:= L v=357.2pIf 0 5 Overturning Mot:= P.9.ft.— Mot=16074lb-ft Moment 10 (5•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•9•ft)• 2 + 0.6.600•Ib•5•ft Moment Mr=2925 lb•f t Mot- Mr Holdown =2629.8 lb Force 5-ft ` DAPA Main Level Wind Force P:= 5046•lb P=50461b Length of wall L:= 3•ft•2+4•ft L=10ft 3.3.5=10.5 P Shear Wind v:= — v=504.6 plf L (le, 3 Overturning Mot:= P-10-ft-- Mot=15138lb•ft 10 Moment (3.ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•19•ft)• 2 + 0.6.800•Ib•3•ft Moment Mr=2115Ib•ft Mot - Mr Holdown =43411b Force 3-ft C°R I NA MYNT AN, PE HHLot9 47 Job No:11008 By:CM CONSULTING ENGINEER Date:Feb 11 Sheet /11/7, Interior wall at garage Main Level Wind Force P:= 3618•Ib P=36181b Length of wall L:= 15-ft L=15ft Shear v:= L v=241.2plf�(/)) Overturning Mot:= P•10•ft Mot=36180Ib•ft Moment Resisting Mr:= 0.6•(1O•psf•11•ft+10•psf•10•ft)•(15-ft 152)2 + 0.6.800•Ib•15•ft Moment Mot— Mr Mr=213751 b•f t Holdown =987 lb Force 15•ft • COR N A HH Lot 9 MUNTgAN PE, Job No:11008 By:CM CONSULTING ENGINEER Date:Feb 11 Sheet Rear Elevation Exterior Walls Second Level Wind Force P:= 3998-lb P=3998 lb Length of wall L:= 3•ft+5.5•ft•2+ 3•ft L=17ft Shear v:= — v=235.18plf 3 Overturning Mot:= P•9•ft•17 Mot=6349.76lb•ft Moment (3•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•9•ft)• 2 + 0.6.600•Ib•3•ft Moment Mr=14041b•ft Mot— Mr Holdown =1648.591b 3-ft (VtACtibPbForrce Main Level Wind Force P:= 6142-lb P=61421b Length of wall L:= 3•ft+ 11•ft L=14ft Shear v:= L v=438.71pIf Q 3 Overturning Mot:= P•10•ft14 Mot=13161.43Ib•ft Moment (3•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•8•ft+10•psf•19•ft)• 2 + 0.6.600•Ib•3•ft Moment Mot— Mr Mr=1890lb-ft Holdown =3757.14 lb Force 3-ft ZZ5 Ll'5 r ...._......- adolg ZI'S LI' I • /} i ' Y spHli :: li VMS E �O O �pOa a 9+�0/47 z N. 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A! ! ...Nil i i_i_LH; pi � _______,____--rsviq L ,a01ZW. i I E .p1 LW ..... :1Yi,,4 ,.,. is 1 - 1:14410j/ i ?°/ I /4 54401 114z A- fl Z4 HH Lot 9 C O R NA Job of 11008 By:CM like ! ► N Date:Feb 11 Sheet -" 1 CONSULTING ENGINEER PIP C) 1111111111111 6t/tPflq-C/.., 1 21)10 111C, 0t====lleiort, V) ?4.10130 ,0401) IV f1 ® ("3 414 &tNi 1(661.- - i. l2, itL1z 0 roof, 2.Dori..., L0 ' v/ r4111 lAv-DrL. frJ1'6N/ 1/1171.., tt 1,)(111/t,Idebt, 0 (1) 111111111111111111111 64/' 1/-6-4.- 61h$' (2.,11-/ Ncirlitfrot CoR I N A HHLot9 ;, M U N T VA , PE Job No:11008 By:CM :, Date:Feb 11 Sheet F-4,1CONSULTING ENGINEER® _i ' ✓- i irf119Prigi. y 10 1011 bt, t&o a), F_____T___t'. /A.6,40.4(4_ 17 / 1`26°'��� Co 'MI Lt. 'I A.-:.111) 1 , - ' ci 1----Fi- g• ci- ri vt1 i 0 i.s.:6 ..ti 1 610 Itn(161, X14° 2, 1''1 ® L'it)4 1 61C I. t Iirt" /rte---� 3 paf Project: Corina Muntean Location: 1 Multi-Loaded Multi-Span Beam StruCaic Version 8.0.101.0 2/24/2011 5:37:55 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM 5.125 IN x 12.0 IN x 9.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:51.7% Controlling Factor:Shear liEFLECTIONS Center Live Load 0.06 IN U1846 Dead Load 0.03 in Total Load 0.09 IN U1161 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 TR1 REACTIONS A Live Load 1778 Ib 4622 Ib Dead Load 1092 lb 2554 lb Total Load 2870 lb 7176 lb Bearing Length 0.86 in 2.15 in BEAM DATA Center UNIFORM LOADS Center Span Length 9 ft Uniform Live Load 0 plf Unbraced Length-Top 0 ft Uniform Dead Load 0 plf Unbraced Length-Bottom 9 ft Beam Self Weight 13 plf Live Load Duration Factor 1.00 Total Uniform Load 13 plf Camber Adj.Factor 1 Camber Required 0.03 POINT LOADS-CENTER SPAN Notch Depth 0.00 Load Number One MATERIAL PROPERTIES Live Load 4000 lb Dead Load 2086 lb 24F-V4-Visually Graded Western Species Location 8 ft Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: TRAPEZOIDAL LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Left Live Load 300 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 180 plf Cd=1.00 Right Live Load 300 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 180 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Start 0 ft .Comp.-L to Grain: Fc- L= 650 psi Fc--I-'= 650 psi Load End 8 ft Load Length 8 ft Controlling Moment: 8345 ft-lb 5.85 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -7163 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 41.73 in3 123 in3 Area(Shear): 40.55 in2 61.5 in2 Moment of Inertia(deflection): 152.54 in4 738 in4 Moment: 8345 ft-lb 24600 ft-lb Shear: -7163 lb 10865 lb NOTES page'V Project: . Location:2 Corina Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 2/24/2011 5:39:07 PM [2009 International Building Code(2005 NDS)] of (2.)1.5INx11.25INx12.OFT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:95.8% 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 0.07 IN L/2198 Dead Load 0.04 in Total Load 0.10 IN L/1382 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 480 lb 480 lb Dead Load 283 lb 283 lb Total Load 763 lb 763 lb Bearing Length 0.41 in 0.41 in TR1 BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft IIMINEME Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 850 psi Total Uniform Load 7 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 180 psi Fv'= 180 psi TRAPEZOIDAL LOADS-CENTER SPAN • Cd=1.00 Load Number ne Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Live Load 80 plf Min.Mod.of Elasticity: Emin= 580 ksi E_min'= 580 ksi Left Dead Load 40 plf pomp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Right Live Load 80 plf Right Dead Load 40 plf Controlling Moment: 2289 ft-lb Load Start 0 ft 6.0 Ft from left support of span 2(Center Span) Load End 12 ft Created by combining all dead loads and live loads on span(s)2 Load Length 12 ft Controlling Shear: -656 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 32.32 in3 63.28 in3 Area(Shear): 5.47 in2 33.75 in2 Moment of Inertia(deflection): 61.79 in4 355.96 in4 Moment: 2289 ft-lb 4482 ft-lb Shear: -656 lb 4050 lb NOTES Project: page` '� Location:3 Corina Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 2/24/2011 5:41:18 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM 5.125 IN x 18.0 IN x 22.0 FT 241-V4-Visually Graded Western Species-Dry Use Section Adequate By:17.8% Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.62 IN L/424 i Dead Load 0.22 in Total Load 0.84 IN U314 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B TRt Live Load 8545 lb 5255 lb Dead Load 3892 lb 1687 lb Total Load 12437 lb 6942 lb IIIMMIIIII Bearing Length 3.73 in 2.08 in BEAM DATA Center Span Length 22 ft UNIFORM LOADS Center Unbraced Length-Top 0 ft Uniform Live Load 0 plf Unbraced Length-Bottom 22 ft Uniform Dead Load 0 plf Live Load Duration Factor 1.00 Beam Self Weight 20 plf Camber Adj.Factor 1 Total Uniform Load 20 plf Camber Required 0.22 POINT LOADS-CENTER SPAN Notch Depth 0.00 Load Number One MATERIAL PROPERTIES Live Load 5000 Ib 24F-V4-Visually Graded Western Species Dead Load 2939 lb Base Values Adjusted Location 2 ft Bending Stress: Fb= 2400 psi Controlled by: TRAPEZOIDAL LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2294 psi Load Number One Cd=1.00 Cv=-0.96 Left Live Load 440 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 110 plf Cd=1.00 Right Live Load 440 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Right Dead Load 110 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Start 2 ft Lomp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load End 22 ft Load Length 20 ft Controlling Moment: 42268 ft-lb 9.9 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 12411 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 221.11 in3 276.75 in3 Area(Shear): 70.25 in2 92.25 in2 Moment of Inertia(deflection): 2114.92 in4 2490.75 in4 Moment: 42268 ft-lb 52904 ft-lb Shear: 12411 lb 16298 lb NOTES Project. page'b Ldcation:4 Corina Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 2/24/2011 5:42:33 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM o 5.125 IN x 13.5 IN x 16.0 FT 241-V4-Visually Graded Western Species-Dry Use Section Adequate By: 109.2% Controlling Factor:Moment DEFLECTIONS Center Live Load 0.16 IN U1232 Dead Load 0.21 in Total Load 0.36 IN U530 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A_ Live Load 1600 Ib 1600 Ib " Dead Load 2120 Ib 2120 Ib Total Load 3720 Ib 3720 Ib Bearing Length 1.12 in 1.12 in BEAM DATA Center UNIFORM LOADS Center Span Length 16 ft Uniform Live Load 200 plf Unbraced Length-Top 0 ft Uniform Dead Load 250 plf Unbraced Length-Bottom 16 ft Beam Self Weight 15 plf Live Load Duration Factor 1.00 Total Uniform Load 465 plf Camber Adj.Factor 1 Camber Required 0.21 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4-Visually Graded Westem Species Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi ` Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi omp. to Grain: Fc--1-= 650 psi Fc--L'= 650 psi Controlling Moment: 14880 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3199 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 74.4 in3 155.67 in3 Area(Shear): 18.11 in2 69.19 in2 Moment of Inertia(deflection): 476.08 in4 1050.79 in4 Moment: 14880 ft-lb 31134 ft-lb Shear: -3199 lb 12223 lb NOTES page Project: Location:7 Corina Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 2/24/2011 5:43:58 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM 5.125 IN x 10.5 IN x 15.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:39.5% Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.36 IN U502 Dead Load 0.10 in Total Load 0.46 IN L/389 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B " Live Load 2100 Ib 2100 Ib Dead Load 612 Ib 612 Ib Total Load 2712 Ib 2712 Ib Bearing Length 0.81 in 0.81 in SEAM DATA Center UNIFORM LOADS Center Span Length 15 ft Uniform Live Load 280 plf Unbraced Length-Top 0 ft Uniform Dead Load 70 plf Unbraced Length-Bottom 15 ft Beam Self Weight 12 plf Live Load Duration Factor 1.00 Total Uniform Load 362 plf Camber Adj.Factor 1 Camber Required 0.1 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2400 psi Cd_=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp. L to Grain: Fc- L= 650 psi Fc--L'= 650 psi Controlling Moment: 10172 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2441 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 50.86 in3 94.17 in3 Area(Shear): 13.82 in2 53.81 in2 Moment of Inertia(deflection): 354.32 in4 494.4 in4 Moment: 10172 ft-lb 18834 ft-lb Shear: -2441 lb 9507 lb NOTES pag Project: 1� Location:8 Gonna Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 2/24/2011 5:45:34 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM 3.5 IN x 9.25 IN x 6.0 FT #2.-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 164.2% Controlling Factor:Moment ' `EFLECTIONS Center Live Load 0.02 IN L/4561 Dead Load 0.01 in Total Load 0.03 IN U2556 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 600 lb 600 lb .J. �. Dead Load 471 lb 471 lb Eft Total Load 1071 lb 1071 lb Bearing Length 0.49 in 0.49 in BEAM DATA Center UNIFORM LOADS Center Span Length 6 ft Uniform Live Load 200 plf Unbraced Length-Top 0 ft Uniform Dead Load 150 plf Unbraced Length-Bottom 6 ft Beam Self Weight 7 plf Live Load Duration Factor 1.00 Total Uniform Load 357 plf Notch Depth 0.00 MATERIAL PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adjusted Bending Stress: Fb= 850 psi Fb'= 1020 psi Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi 'Comp.1 to Grain: Fc- = 625 psi Fc--I-'= 625 psi Controlling Moment: 1606 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: 814 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: 18.89 in3 49.91 in3 Area(Shear): 6.78 in2 32.38 int Moment of Inertia(deflection): 21.68 in4 230.84 in4 Moment: 1606 ft-lb 4242 ft-lb Shear: 814 lb 3885 lb NOTES i\ Project: pag Location:9 Corina Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 2/24/2011 5:47:13 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM G 7.0 IN x 14.0 IN x 17.0 FT 2.0E Parallam-iLevel Trus Joist Section Adequate By:50.9% Controlling Factor:Deflection -iEFLECTIONS Center Live Load 0.38 IN U543 Dead Load 0.11 in Total Load 0.49 IN 0418 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 5440 Ib 5440 lb Dead Load 1620 lb 1620 lb Total Load 7060 lb 7060 lb Bearing Length 1.34 in 1.34 in BEAM DATA Center UNIFORM LOADS Center Span Length 17 ft Uniform Live Load 640 plf Unbraced Length-Top 0 ft Uniform Dead Load 160 plf Unbraced Length-Bottom 17 ft Beam Self Weight 31 plf Live Load Duration Factor 1.00 Total Uniform Load 831 plf Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Parallam-iLevel Trus Joist Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=1.00 CF=0.98 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-l-toGrain: Fc--L= 750 psi Fc--L'= 750 psi Controlling Moment: 30006 ft-lb 8.5 Ft from left support of span 2(Center Span) . Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6213 lb At a distanced from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd provided Section Modulus: 126.31 in3 228.67 in3 Area(Shear): 32.14 in2 98 in2 Moment of Inertia(deflection): 1061.04 in4 1600.67 in4 Moment: 30006 ft-lb 54323 ft-lb Shear: 6213 lb 18947 lb NOTES ' Z Project: /�,, r Corina Muntean Pa Location:9 ��V! Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 2/24/2011 8:11:03 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM • 6.75 IN x 13.5 IN x 17.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 17.4% Controlling Factor:Deflection —dEFLECTIONS Center Live Load 0.48 IN L/423 Dead Load 0.14 in Total Load 0.62 IN U330 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B w Live Load 5440 lb 5440 lb Dead Load 1528 lb 1528 lb Total Load 6968 lb 6968 lb Bearing Length 1.59 in 1.59 in BEAM DATA Center UNIFORMIOADS Center Span Length 17 ft Uniform Live Load 640 plf Unbraced Length-Top 0 ft Uniform Dead Load 160 plf Unbraced Length-Bottom 17 ft Beam Self Weight 20 plf Live Load Duration Factor 1.00 Total Uniform Load 820 plf Camber Adj.Factor 1.5 Camber Required 0.2 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2357 psi Cd=1.00 Cv=0.98 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi -Comp. to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 29614 ft-lb 8.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6132 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: 150.79 in3 205.03 in3 Area(Shear): 34.71 in2 91.13 in2 Moment of Inertia(deflection): 1178.93 in4 1383.96 in4 Moment: 29614 ft-lb 40267 ft-lb Shear: 6132 lb 16099 lb NOTES PagProject: Location: 10 Corina Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 2/24/2011 5:48:23 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:43.5% Controlling Factor:Moment IEFLECTIONS Center Live Load 0.04 IN 111754 Dead Load 0.01 in Total Load 0.05 IN U1389 Live Load Deflection Criteria:11360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1560 Ib 1560 Ib Dead Load 411 lb 411 lb Total Load 1971 lb 1971 lb Bearing Length 0.90 in 0.90 in REAM DATA enter UNIFORM LOADS Center Span Length 6 ft Uniform Live Load 520 plf Unbraced Length-Top 0 ft Uniform Dead Load 130 plf Unbraced Length-Bottom 6 ft Beam Self Weight 7 plf Live Load Duration Factor 1.00 Total Uniform Load 657 plf Notch Depth 0.00 MATERIAL PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adjusted Bending Stress: Fb= 850 psi Fb'= 1020 psi Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi 'Comp.--to Grain: Fc- L= 625 psi Fc- = 625 psi Controlling Moment: 2956 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: 1498 lb At a distanced from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 34.78 in3 49.91 in3 Area(Shear): 12.48 in2 32.38 in2 Moment of Inertia(deflection): 47.38 in4 230.84 in4 Moment: 2956 ft-lb 4242 ft-lb Shear: 1498 lb 3885 lb NOTES II / Project: pa '1tr Location: 1T Corina Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 2/24/2011 5:49:52 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM or 5.125 IN x 9.0 IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:42.1% Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/2965 Dead Load 0.01 in Total Load 0.02 IN U1810 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3500 Ib 3500 lb Dead Load 2240 lb 2240 lb Total Load 5740 lb 5740 lb Bearing Length 1.72 in 1.72 in BEAM DATA Center UNIFORM LOADS Center Span Length 3 ft Uniform Live Load 0 plf Unbraced Length-Top 0 ft Unbraced Length-Bottom 3 ft Uniform Dead Load 0 plf Live Load Duration Factor 1.00 Beam Self Weight 10 plf Camber Adj.Factor 1 Total Uniform Load 10 plf Camber Required 0.01 POINT LOADS-CENTER SPAN Notch Depth 0.00 Load Number Qm MATERIAL PROPERTIES Live Load 7000 lb 24F-V4-Visually Graded Western Species Dead Load 4451 lb Base Values Adjusted Location 1.5 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.-to Grain: Fc-1= 650 psi Fc--- = 650 psi Controlling Moment: 8600 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5733 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 43 in3 69.19 in3 Area(Shear): 32.45 in2 46.13 in2 Moment of Inertia(deflection): 41.29 in4 311.34 in4 Moment: 8600 ft-lb 13838 ft-lb Shear: 5733 lb 8149 lb NOTES • Project: vaa`l ! Location: 12 Corina Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 2/24/2011 5:50:48 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM of 5.125 IN x 9.0 IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:72.9% Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/6034 Dead Load 0.00 in Total Load 0.01 IN U3408 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1333 lb 2667 lb > Dead Load 1035 lb 2055 lb aft Total Load 2368 lb 4722 lb Bearing Length 0.71 in 1.42 in BEAM DATA Center UNIFORM LOADS Center Span Length 3 ft Uniform Live Load 0 plf Unbraced Length-Top 0 ft Uniform Dead Load 0 plf Unbraced Length-Bottom 3 ft Beam Self Weight 10 plf Live Load Duration Factor 1.00 Total Uniform Load 10 plf Camber Adj.Factor 1 Camber Required 0 POINT LOADS-CENTER SPAN Notch Depth 0.00 Load Number One MATERIAL PROPERTIES Live Load 4000 lb 24F-V4-Visually Graded Western Species Dead Load 3060 lb Location 2 ft ease Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi ,Comp.-L to Grain: Fc-1= 650 psi Fc- = 650 psi Controlling Moment: 4670 ft-lb 1.98 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4714 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: 23.35 in3 69.19 in3 Area(Shear): 26.68 in2 46.13 in2 Moment of Inertia(deflection): 21.92 in4 311.34 in4 Moment: 4670 ft-lb 13838 ft-lb Shear: -4714 lb 8149 lb NOTES 111 Project: Location:A Corina Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 3/1/2011 8:53:41 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM 0 5.125 IN x 13.5 IN x 22.0 FT AF-V4-Visually Graded Western Species-Dry Use Section Adequate By:192.4% Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.21 IN U1263 Dead Load 0.17 in Total Load 0.38 IN U702 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:0240 REACTIONS A B Live Load 825 Ib 825 Ib Dead Load 660 lb 660 lb Total Load 1485 lb 1485 lb Bearing Length 0.45 in 0.45 in BEAM DATA Center UNIFORM LOADS Center Span Length 22 ft Uniform Live Load 75 plf Unbraced Length-Top 0 ft Uniform Dead Load 45 plf Unbraced Length-Bottom 22 ft Beam Self Weight 15 plf Live Load Duration Factor 1.00 Total Uniform Load 135 plf Camber Adj.Factor 1.5 Camber Required 0.25 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2361 psi Cd=1.00 Cv=0.98 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.-1-to Grain: Fc--1-= 650 psi Fc-1'= 650 psi Controlling Moment: 8167 ft-lb 11.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1336 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 41.51 in3 155.67 in3 Area(Shear): 7.56 in2 69.19 in2 Moment of Inertia(deflection): 359.31 in4 1050.79 in4 Moment: 8167 ft-lb 30627 ft-lb Shear: 1336 lb 12223 lb NOTES • I11- Project: page Location:B Corina Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 3/1/2011 8:55:36 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM 3.5 IN x 11.25 IN x 13.0 FT(9+4) #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:85.0% Controlling Factor:Moment DEFLECTIONS Center Right Live Load 0.04 IN L/2701 0.08 IN L/600 Dead Load 0.01 in 0.02 in Total Load 0.05 IN L/2213 0.10 IN L/504 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A_ B W Live Load 810 lb 1860 lb Dead Load 358 lb 1131 lb 9ft 4ft Total Load 1168 lb 2991 lb •Bearing Length 0.53 in 1.37 in BEAM DATA Center Right UNIFORM LOADS Center Right Span Length 9 ft 4 ft Uniform Live Load 180 plf 180 plf Unbraced Length-Top 0 ft 0 ft Uniform Dead Load 100 plf 100 plf Unbraced Length-Bottom 9 ft O ft Beam Self Weight 8 plf 8 plf Live Load Duration Factor 1.00 Total Uniform Load 288 plf 288 plf Notch Depth 0.00 MATERIAL PROPERTIES POINT LOADS-RIGHT SPAN #2-Douglas-Fir-Larch(North) Load Number One Base Values Adjusted Live Load 120 lb Bending Stress: Fb= 850 psi Fb'= 919 psi Dead Load 80 lb Location 3.75 ft Cd=1.00 CI=0.98 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi - Comp.-I-to Grain: Fc--I = 625 psi Fc- = 625 psi Controlling Moment: -3057 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)3 Controlling Shear: -1378 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: 39.9 in3 73.83 in3 Area(Shear): 11.48 in2 39.38 in2 Moment of Inertia(deflection): 124.58 in4 415.28 in4 Moment: -3057 ft-lb 5656 ft-lb Shear: -1378 lb 4725 lb NOTES i , F 4 ilith 1.4 riatyll .1Sk.t“PArLD.14 . f_p r-r , 7•-f 4 .;b r•E y A ; • fi ir:1 1 . 1 1 . 1 .-4- L_i.J p a'L ..1!'j. ►:efief L_I .• !L_J (// jJ i11-711c iii i,:ciptor ! 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Ir•�i' r.aly .• 4.IP ... 1 1 n'a• x"11 Page Project: Location: i1 Corina Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 3/1/2011 9:16:41 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM o 5.25 IN x 11.875 IN x 12.0 FT 2.0E Parallam-iLevel Trus Joist Section Adequate By:84.4% Controlling Factor:Moment 'DEFLECTIONS Center Live Load 0.16 IN U905 Dead Load 0.13 in Total Load 0.29 IN L/503 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3000 lb 3000 Ib Dead Load 2397 Ib 2397 Ib Total Load 5397 Ib 5397 Ib Bearing Length 1.37 in 1.37 in REAM DATA Center UNIFORM LOADS Center Span Length 12 ft Uniform Live Load 500 plf Unbraced Length-Top 0 ft Uniform Dead Load 380 plf Unbraced Length-Bottom 12 ft Beam Self Weight 19 plf Live Load Duration Factor 1.00 Total Uniform Load 899 plf Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Parallam-iLevel Trus Joist Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2903 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp. L to Grain: Fc--1-= 750 psi Fc--L'= 750 psi Controlling Moment: 16191 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: -4533 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 66.92 in3 123.39 in3 Area(Shear): 23.45 in2 62.34 in2 Moment of Inertia(deflection): 349.66 in4 732.62 in4 Moment: 16191 ft-lb 29854 ft-lb Shear: -4533 lb 12053 lb NOTES • • Project: page Location: 1.2 Corina Muntean Multi-Loaded Multi-Span Beam StruCalc Version 8.0.101.0 3/1/2011 9:20:32 PM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM • 3.5 IN x 9.25 IN x 8.0 FT -Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 106.4% Controlling Factor:Moment —DEFLECTIONS Center Live Load 0.04 IN L/2565 Dead Load 0.03 in Total Load 0.06 IN L/1498 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 TRI REACTIONS A Live Load 600 Ib 600 lb Dead Load 428 lb 428 lb INM=IEME Total Load 1028 lb 1028 lb Bearing Length 0.47 in 0.47 in BEAM DATA Center UNIFORM LOADS Center Span Length 8 ft Uniform Live Load 0 plf Unbraced Length-Top 0 ft Uniform Dead Load 0 plf Unbraced Length-Bottom 8 ft Beam Self Weight 7 plf Live Load Duration Factor 1.00 Total Uniform Load 7 plf Notch Depth 0.00 MATERIAL PROPERTIES TRAPEZOIDAL LOADS-CENTER SPAN Load Number Pim #2-Douglas-Fir-Larch(North) Left Live Load 150 plf Base Values Adjusted Left Dead Load 100 plf Bending Stress: Fb= 850 psi Fb'= 1020 psi Right Live Load 150 plf Cd=1.00 CF=1.20 Right Dead Load 100 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Load Start 0 ft Cd=1.00 Load End 8 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Load Length 8 ft Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi "Comp. L to Grain: Fc- L= 625 psi Fc- = 625 psi Controlling Moment: 2055 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -843 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 24.18 in3 49.91 in3 Area(Shear): 7.02 in2 32.38 in2 Moment of Inertia(deflection): 36.98 in4 230.84 in4 Moment: 2055 ft-lb 4242 ft-lb Shear: -843 lb 3885 lb NOTES C RING JNo9 Job No:11008 By:CM N' lb lb Date:Feb 11 Sheet .Z� CONSULTING ENGINEER psf:= 2 plf= ft I. ft • Foundation Design SOP:= 1500•psf assumed continuous foundation footing 15 inches wide with a 8 inch stem that is 18 inches tall for 18 in tall Allowed Load A:= (18.in+ 8•in + 18.in)•15•in A=4.58ft2 Allowed Load SBP•A=6875Ib jjpIFAEEI 181n PA I 1 I I I I I I I I I I 111El ` Size Area Capacity `18"dia. A:= 3.14 (9 in)2 Pall := 1500•psf•A Pall =2649.37lb 24"dia. A:= 3.14-(12-1n)2 Pall:= 1500•psf•A Pall =4710 lb 24"x24" A:= 24•in•24•1n Pall 1500•psf•A Pall =6000lb 28"x28" A:= 28•in•28•in Pall:= 1500•psf•A Pall =8166.671b 30"x30 A:= 30•in•30•in Pall 1500•psf•A Pall =9375lb 36"x36" A:= 36•in•36•in Pall:= 1500•psf•A Pall =13500 lb 42"x42" A:= 42•in•42•in Pall := 1500•psf•A Pati =18375lb Continuous Footing 12 inch wide Capacity 1500•psf•12•in=1500 plf 15 inch wide Capacity 1500•psf•15•in=1875plf