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0 27 of 40 <br /> Case 1. Point Load <br /> 6'-0" o.c. spacing <br /> Concrete Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 <br /> Lic.#:KW-06011993 L120 Engineering and Design <br /> DESCRIPTIO Concrete Ftn w/C6x8.2-6ft Span - Point Load <br /> CODE REFERENCES <br /> Calculations per ACl 318-14, IBC 2015, CBC 2016,ASCE 7-10 <br /> Load Combination Set: IBC 2018 <br /> Material Properties <br /> fc — 2.50 ksi 6 Phi Values Flexure : 0.90 . 6 <br /> fr= fc2 7.50 = 375.0 psi Shear: 0.750 C6x8.2 <br /> lif Density = 145.0 pcf R 1 = 0.850 <br /> A, LtWt Facto = 1.0 An hor @ 12"c.c.5/8"ex4"Titen HD Screw <br /> Elastic Modulus 3,122.0 ksi Fy-Stirrups 36.0 ksi c <br /> 7 <br /> E-Stirrups = 29,000.0 ksi 26" <br /> fy-Main Reba= 3. 0 ksi Stirrup Bar Size# 3 STEEL AREA EQUIV. <br /> max <br /> E-Main Reba= 29 t.0.0 ksi (1)#14=2.25in' 1 <br /> Nu.-.er of Resisting Legs Per Stirrup= 2 C6x8.2=2.39in' <br /> f EQUIV. <br /> C6x8.2=36ksi "---"--- <br /> -"-"-' <br /> • <br /> . 12• - <br /> D(11)L(11)S(3.1) <br /> 6'-0„ <br /> PI E PILE <br /> Cross Section & Reinforcing Details <br /> Inverted Tee Section, Stem Width=8.0 in, Total Height=26.0 in,Top Flange Width= 12.0 in, Flange Thickness=8.0 in <br /> Span#1 Reinforcing.... <br /> 1-#14 at 12.0 in from Bottom,from 0.0 to 6.0 ft in this span <br /> Beam self weight calculated and added to loads <br /> Point Load : D= 11.0, L= 11.0, S=3.10 k @ 3.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.705 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.002 in Ratio= 37159>=36I <br /> Mu:Applied 49.742 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360. <br /> Mn*Phi:Allowable 70.577 k-ft Max Downward Total Deflection 0.004 in Ratio= 17121>=18( <br /> Max Upward Total Deflection 0.000 in Ratio= 0<180. <br /> Location of maximum on span 2.995 ft <br /> Span#where maximum occurs Span# 1 <br /> Cross Section Strength & Inertia Top&Bottom references are for tension side of sect <br /> Phi*Mn (k-ft) Moment of Inertia (in^4) <br /> Cross Section Bar Layout Description Bottom Top I gross Icr-Bottom Icr-Top <br /> Section 1 1-#14 @ d=14", 70.58 0.00 14,134.40 1,905.89 1,523.93 <br /> Vertical Reactions Support notation:Far left is#1 <br /> Load Combination Support 1 Support 2 <br /> Overall MAXimum 11.725 11.725 - — <br /> Overall MINimum 1.550 1.550 <br /> +D+H 6.225 6.225 <br /> +D+L+H 11.725 11.725 <br /> +D+Lr+H 6.225 6.225 <br /> +D+S+H 7.775 7.775 <br /> +D+0.750Lr+0.750L+H 10.350 10.350 <br /> +D+0.750L+0.750S+H 11.513 11.513 <br /> +D+0.60W+H 6.225 6.225 <br />