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Project Title: �- <br /> Engineer: <br /> Project Deser: <br /> _..._...............-...... -....... <br /> Wood Beam Project Fite: 10033,ec6 <br /> LACU ItW-06014006.IhJM:70.2.4.6.02 SiiiFelural r)esiOFi Jkssm,ates M-901CA1.6 INC,100-2673 <br /> DESCRIPTION: floor joist with point load <br /> CODE REFERENCES <br /> Calculations per NOS 2018, IBC 2021,ASCE 7-16 <br /> Load Combination Set : ASCE 7-16 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 1350 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 1350 psi Ebend-xx 1600ksi <br /> Fc-till 925 psi Erninbend-xx 580ksi <br /> Wood Species Douglas Fir-Larch Fc-Perp 625 psi <br /> Wood Grade No.1 Fv 170 psi <br /> Ft 675psi Density 31,21pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> use?_._..._..........-._...�._.................. <br /> I <br /> 3x14 <br /> 1 2 <br /> Span=10.0 tt <br /> i .. .. ......_.:. <br /> Applied Loads Service loads entered.load Factors will be applied for calculations. <br /> ................ _......._._..._ __._.._..._-................._........_.__..._......._._....._.._.....__._....._....._.......__..__.._._......._........_...........-............_..._.__._.. ._._..__._..._...__.._....__..--- <br /> Beam self weight NOT internally calculated and added <br /> Uniform Load: D=0.0140, L=0.0660, Tributary Width= 1.0 it <br /> Point Load : D=0.960 k @ 2.0 ft <br /> DESIGN SUMMARY <br /> IMaximum Bending Stress Ratio - 0.2961 Maximum Shear Stress Ratio <br /> Section used for this span 3x14 Section used for this span 3x14 , <br /> s <br /> fb:Actual - 359.32psi fv;Actual 48.92 psi <br /> F'b = 1,215.00psi F'v - 170.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 2.591 ft Location of maximum on span - 0.000 ft <br /> Span#where maximum occurs - Span#1 Span#where maximum occurs = Span#1 <br /> I Maximum Deflection <br /> Max Downward Transient Deflection 0.019 in Ratio= 0>=360 Span: 1 :L Only <br /> 1 Max Upward Transient Deflection ()in Ratio= 6229<360 Na <br /> Max Downward Total Deflection 0,049 in Ratio= 2443>=240 Span: 1 :+D+L <br /> Max Upward Total Deflection 0 in Ratio= 0<240 nfa <br /> j Maximum Forces & Stresses for Load Combinations <br /> toad Combination_.._.... 5tiess R�Tos._..._._............._......_.-...___............_......... ...._....._..._.................... <br /> __...----MomenNaliies .-.---_�S ear aTues- <br /> _._._. .. ....-._. C . C .. _._ .. ---F'b V iv F'v <br /> f Segment Length„ Span#.-......M......._...._..V.... CD_...._CM ._. Ct...CLx. ._..CF.. -Cfu.._... !.........-....C.. <br /> D Only 0.0 0.00 0.0 0:0 <br /> Length=10.0 ft 1 0.247 0.243 0.90 1.00 1.00 1,00 0.900 1.00 1.00 1.00 1.65 270.2 1,093.5 0.82 37.3 1510 <br /> +D+L 1.00 1.00 1.00 0.900 1.00 1.00 1.00 0,0 0.00 0-0 0:0 <br /> I Length= 10.0 ft 1 0.296 0.288 1.00 1.00 1.00 1.00 0.900 1.00 1.00 1.00 2.19 359.3 1,215.0 1-08 48.9 170.0 <br /> I +D+0.750L 1.00 1.00 1.00 0.900 1,00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=10.0 ft 1 0.221 0.217 1.25 1.00 1.00 1.00 0.900 1.00 1.00 1.00 2.04 335.3 1,518.8 1.02 46.0 212.5 <br /> +0.60D 1.00 1.00 1.00 0.900 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> I Length= 10.0 ft 1 0.083 0.082 1.60 1.00 1.00 1.00 0,900 1.00 1.00 1.00 0.99 162.1 1,944.0 Q49 22A 272.0 <br /> t <br /> F <br /> F <br /> k <br /> t <br />¢[l <br /> F <br />