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1519 S Park Dr Unit# 2 - Plan
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1519 S Park Dr Unit# 2 - Plan
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Last modified
6/26/2026 5:00:13 AM
Creation date
6/26/2026 5:00:05 AM
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Template:
Plan
Permit Number
101126255
Full Address
1519 S Park Dr Unit# 2
Street Number
1519
Street Direction
S
Street Name
Park
Street Suffix
Dr
Unit Number
2
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Multiple Simple Beam <br />DMAC Engineering, Inc.Lic. # : KW-06010297 <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 <br />File: 1519.ec6 <br />BEAM Size :2x6, Sawn, Defined Brace Spacing, 1st at ft and spaced at 8.0 ft <br />Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending <br />Wood Beam Design : <br />Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16 <br />Douglas Fir-Larch 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 <br />31.210 <br />Eminbend - xx ksi <br />Wood Species :Wood Grade : <br />Fb - Tension <br />psi <br />psi Fv psi <br />Fb - Compr Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />Ebend- xx ksi Density pcf <br />CJ2 <br />Applied Loads <br />Unif Load: D = 0.010, L = 0.010 k/ft, Trib= 1.330 ft <br />Unif Load: L = 0.010 k/ft, 9.0 to 11.0 ft, Trib= 1.330 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.558 : 1 <br />Max Reactions (k)HEWSLrL <br />+D+L+HLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />5.573 inft <br />27.80 psi <br />Fb : Allowable :1,182.92 psi <br />Right Support <br />Fv : Allowable :Span # 1 <br />Load Comb :+D+L+H <br />180.00 psi <br />fb : Actual : <br />Max fv/FvRatio =0.154 : 1 10.560 ft <br />659.67 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.143 in <br />Transient Upward 0.000 in <br />Total Downward 0.275 in <br />Total Upward 0.000 in <br />0.07 0.080.07 0.10 Ratio 925 479Ratio <br />LC: L Only LC: +D+L+H <br />LC:LC: <br />BEAM Size :2x6, Sawn, Defined Brace Spacing, 1st at ft and spaced at 8.0 ft <br />Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending <br />Wood Beam Design : <br />Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16 <br />Douglas Fir-Larch 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 <br />31.210 <br />Eminbend - xx ksi <br />Wood Species :Wood Grade : <br />Fb - Tension <br />psi <br />psi Fv psi <br />Fb - Compr Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />Ebend- xx ksi Density pcf <br />CJ3 <br />Applied Loads <br />Unif Load: D = 0.010, L = 0.020 k/ft, Trib= 1.330 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.428 : 1 <br />Max Reactions (k)HEWSLrL <br />+D+L+HLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />4.000 inft <br />25.73 psi <br />Fb : Allowable :1,182.61 psi <br />Right Support <br />Fv : Allowable : <br />Span # 1 <br />Load Comb :+D+L+H <br />180.00 psi <br />fb : Actual : <br />Max fv/FvRatio =0.143 : 1 0.000 ft <br />506.50 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.074 in <br />Transient Upward 0.000 in <br />Total Downward 0.111 in <br />Total Upward 0.000 in <br />0.05 0.110.05 0.11 Ratio 1296 864Ratio <br />LC: L Only LC: +D+L+H <br />LC:LC:
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