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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
Metadata
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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 :4x14, 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.1 <br />1,000.0 <br />1,000.0 <br />1,500.0 <br />625.0 <br />1,700.0 <br />620.0 <br />180.0 <br />675.0 <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 />RBM1 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 15.0 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.681 : 1 <br />Max Reactions (k)HEWSLrL <br />+D+Lr+HLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />5.500 inft <br />76.15 psi <br />Fb : Allowable :1,391.73 psi <br />Right Support <br />Fv : Allowable :Span # 1 <br />Load Comb :+D+Lr+H <br />225.00 psi <br />fb : Actual : <br />Max fv/FvRatio =0.338 : 1 0.000 ft <br />948.25 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.086 in <br />Transient Upward 0.000 in <br />Total Downward 0.154 in <br />Total Upward 0.000 in <br />1.29 1.651.29 1.65 Ratio 1532 859Ratio <br />LC: Lr Only LC: +D+Lr+H <br />LC:LC: <br />BEAM Size :4x10, 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.1 <br />1,000.0 <br />1,000.0 <br />1,500.0 <br />625.0 <br />1,700.0 <br />620.0 <br />180.0 <br />675.0 <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 />RBM2 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 15.0 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.685 : 1 <br />Max Reactions (k)HEWSLrL <br />+D+Lr+HLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />4.250 inft <br />85.90 psi <br />Fb : Allowable :1,686.24 psi <br />Right Support <br />Fv : Allowable :Span # 1 <br />Load Comb :+D+Lr+H <br />225.00 psi <br />fb : Actual : <br />Max fv/FvRatio =0.382 : 1 7.735 ft <br />1,155.19 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.090 in <br />Transient Upward 0.000 in <br />Total Downward 0.160 in <br />Total Upward 0.000 in <br />0.99 1.280.99 1.28 Ratio 1129 637Ratio <br />LC: Lr Only LC: +D+Lr+H <br />LC:LC:
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