Laserfiche WebLink
Beam on Elastic Foundation <br />LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:Grade Beam - B (EW) <br />Project File: 23-0221-00 - Revised ADU.ec6 <br />Project Title:Illumination Foundation <br />Engineer: <br />Project ID:23-0221-00 <br />Project Descr: <br />CODE REFERENCES <br />Calculations per ACI 318-19, IBC 2021 <br />Load Combinations Used : ASCE 7-16 <br />Material Properties <br />3.0 <br />7.50 <br />145.0 <br />Elastic Modulus 3,122.0 ksi <br />Soil Subgrade Modulus =115.740 psi / (inch deflection) <br />11.0Lt Wt FactorO = <br />=60.0 <br />29,000.0 <br />40.0 <br />29,000.0 <br />3 <br />Beam is supported on an elastic foundation, <br />2 <br />=0.90 <br />0.750 <br />f'c ksi <br />fy - Main Rebar ksi <br />Density <br />1/2 <br />= <br />fr = f'c *410.792 <br />pcf <br />E - Main Rebar ksi <br />psi <br />= <br />Fy - Stirrups ksi <br />== <br />= <br />E - Stirrups ksi <br />E 0.850 <br />== <br />= <br />Shear : <br />Stirrup Bar Size # <br />Number of Resisting Legs Per Stirrup <br />Phi Values Flexure : <br />\ <br /># <br />I <br />Load Combination :ASCE 7-16 <br />.Cross Section & Reinforcing Details <br />Rectangular Section, Width = 24.0 in, Height = 24.0 in <br />Span #1 Reinforcing.... <br />3-#4 at 3.0 in from Bottom, from 0.0 to 11.50 ft in this span 3-#4 at 3.0 in from Top, from 0.0 to 11.50 ft in this span <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self weight calculated and added to loads <br />Load for Span Number 1 <br />Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 1.333 ft, (Gravity (Floor)) <br />Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 2.0 ft, (Gravity (Roof)) <br />Moment : W = 11.250 k-ft, Location = 8.250 ft from left end of this span, (Gravity (Roof)) <br />.Design OK <br />OK <br />: 1 <br />atksf ft <br />ksf <br />ft <br />k-ft <br />k-ft <br />in <br />in <br />in <br />in <br />DESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.143 <br />Load Combination +1.20D+L+W <br />Span # where maximum occurs Span # 1 <br />Maximum Soil Pressure =0.557 11.50 LdComb: W Only <br />Allowable Soil Pressure =1.50 <br />Location of maximum on span 8.118 <br />Mn * Phi : Allowable 61.624 <br />Typical SectionSection used for this span <br />Mu : Applied -8.818 <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.000 <br />Max Upward L+Lr+S Deflection 0.000 <br />Max Downward Total Deflection 0.033 <br />Max Upward Total Deflection 0.003 <br />.Shear Stirrup Requirements <br />Entire Beam Span Length : Ties Not Req'd, Stirrups are not required. <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Bending Stress Results ( k-ft )Location (ft)Load Combination <br />Mu : Max Stress RatioSegment Length Phi*Mnxin Span <br />MAXimum Bending Envelope <br />Span # 1 1 8.253 2.26 61.62 0.04 <br />+1.40D <br />3.2.5 <br />Floor joists @ 16"OC <br />Roof joists @ 12"OC