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HomeMy WebLinkAbout1014 Fairview Ave # 5 - 2025 -DAVID LI & ASSOCIATES Consulting Engineers 1305 San Gabriel Blvd. Suite 101 Rosemead, California 91770 (626) 288-1216 Job# -----~- Date -------Design ------Sheet STRUCTURAL CALCULATIONS 1014 Fairview Ave, Arcadia, CA 91007 6/10/25 1 of 4 Job # 25246 LOADING CRITERIA ROOF DL= 4.0 PSF ROOFING 1.5 PSF SHEATHING 3.0 PSF ROOF JOIST 3.0 PSF CEILING 1.5 PSF INSULATION+MISC _____________________ 14.O PSF FOR JOIST ROOF LL=20 PSF FLOOR DL= 3.5 PSF PLYWOOD 3.5 PSF FLOOR JOIST 3.0 PSF CEILING 4.0 PSF MISC. _____________________ 14.O PSF FOR JOIST FLOOR LL=40 PSF WIND LOAD=110 MPH SEISMIC ZONE=D CODE=2022 C.B.C 6/10/25 2 of 4 Job # 25246 Wood Beam LIC# : KW-06018029, Build:20.25.06.05 DAVID LI & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:RBM1 W=14+20 Project File: 1FLR-14.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 6x10 Span = 17.0 ft 1 2 D(0.084) Lr(0.12) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0140, Lr = 0.020 ksf, Tributary Width = 6.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.633: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 8.500ft 45.42 psi= = 1,687.50psi 6x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 212.50 psi== Section used for this span 6x10 Maximum Shear Stress Ratio 0.214 : 1 0.000 ft= = 1,068.96psi Maximum Deflection 565<360 332Ratio =0 <180 Max Downward Transient Deflection 0.361 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.613 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 17.0 ft 1 0.362 0.122 0.90 1.000 1.001.00 1.00 3.03 440.2 1,215.0 0.65 153.01.00 18.71.00 1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.0 ft 1 0.633 0.214 1.25 1.000 1.001.00 1.00 7.37 1,069.0 1,687.5 1.58 212.51.00 45.41.00 1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.0 ft 1 0.540 0.182 1.25 1.000 1.001.00 1.00 6.29 911.8 1,687.5 1.35 212.51.00 38.71.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.0 ft 1 0.122 0.041 1.60 1.000 1.001.00 1.00 1.82 264.1 2,160.0 0.39 272.01.00 11.21.00 . 6/10/25 3 of 4 Job # 25246 Wood Beam LIC# : KW-06018029, Build:20.25.06.05 DAVID LI & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:RBM1 W=14+20 Project File: 1FLR-14.ec6 Project Title:Engineer:Project ID:Project Descr: LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+Lr1 0.6133 8.562 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.2525 8.562 0.0000 0.000in ftinft +D+Lr 1 0.6133 8.562 0.0000 0.000in ftinft +D+0.750Lr 1 0.5231 8.562 0.0000 0.000in ftinft+0.60D 1 0.1515 8.562 0.0000 0.000in ftinft Lr Only 1 0.3608 8.562 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.734 1.734 Max Upward from Load Combinations 1.734 1.734 Max Upward from Load Cases 1.020 1.020 D Only 0.714 0.714 +D+Lr 1.734 1.734 +D+0.750Lr 1.479 1.479 +0.60D 0.428 0.428 Lr Only 1.020 1.020 6/10/25 4 of 4 Job # 25246