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730 S Ross St #2 - Plan
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730 S Ross St #2 - Plan
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Last modified
7/31/2025 3:04:26 PM
Creation date
6/6/2025 7:22:24 AM
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Plan
Permit Number
101118662
101120266
Full Address
730 S Ross St Unit# 2
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Wood Beam <br />MYB Engineers, Inc.Lic. # : KW-06012698 <br />DESCRIPTION:Rafter with Overhang <br />MYB Engineers, Inc. <br />2062 Business Center Drive <br />Suite 140 <br />Irvine, CA 92612 <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 <br />File: Quick calc for renzo.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Printed: 18 APR 2024, 2:30PM <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir - Larch <br />No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 31.210 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :ASCE 7-16 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loads <br />Load for Span Number 1 <br />Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft <br />Load for Span Number 2 <br />Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.363: 1 <br />Load Combination +D+Lr+H, LL Comb Run (LL) <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.000 ft <br />34.59 psi= <br />= <br />1,462.50 psi <br />2-2x6Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr+H, LL Comb Run (LL) <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 2-2x6 <br />Maximum Shear Stress Ratio 0.154 : 1 <br />7.553 ft= <br />= <br />530.47 psi <br />Maximum Deflection <br />1082 >=360 <br />608 <br />Ratio =1826 >=180 <br />Max Downward Transient Deflection 0.122 in 788Ratio =>=360 <br />Max Upward Transient Deflection -0.089 in Ratio = <br />Max Downward Total Deflection 0.158 in Ratio =>=180 <br />Max Upward Total Deflection -0.053 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i C LCCCCF/V mr td <br />Shear ValuesMax Stress Ratios <br />M CV fbM fvF'b V F'vSegment Length <br />+D+H 0.00 0.00 0.000.00 <br />1.00Length = 8.0 ft 1 0.263 0.111 0.90 1.300 1.00 1.00 1.00 0.35 276.58 1053.00 0.20 162.001.00 18.04 <br />1.00Length = 4.0 ft 2 0.263 0.111 0.90 1.300 1.00 1.00 1.00 0.35 276.58 1053.00 0.15 162.001.00 18.04 <br />1.00+D+L+H, LL Comb Run (*L)1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 8.0 ft 1 0.236 0.100 1.00 1.300 1.00 1.00 1.00 0.35 276.58 1170.00 0.20 180.001.00 18.04 <br />1.00Length = 4.0 ft 2 0.236 0.100 1.00 1.300 1.00 1.00 1.00 0.35 276.58 1170.00 0.15 180.001.00 18.04 <br />1.00+D+L+H, LL Comb Run (L*)1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 8.0 ft 1 0.236 0.100 1.00 1.300 1.00 1.00 1.00 0.35 276.58 1170.00 0.20 180.001.00 18.04 <br />1.00Length = 4.0 ft 2 0.236 0.100 1.00 1.300 1.00 1.00 1.00 0.35 276.58 1170.00 0.15 180.001.00 18.04 <br />1.00+D+L+H, LL Comb Run (LL)1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />RENZO J NAKATA <br />ARCHITECTS <br />730 S Ross St #2 - <br />1011186625/28/2024
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