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15 of 20 <br /> Corner Condition - 3' Max Cantilever <br /> Concrete Beam <br /> Lic.#:KW-06011993 Licensee:L120 Engineering and Design,KW-06011993 <br /> Description : Cantilever Concrete Beam -Uniform Load(2 story) <br /> CODE REFERENCES <br /> Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 <br /> Load Combination Set : ASCE 7-10 <br /> Material Properties <br /> f'c1/2 2.50 ksi cb Phi Values Flexure : 0.90 - . <br /> r= c 7.50 = 375.0 psi Shear : 0.750 <br /> W Density = 145.0 pcf P 1 = 0.850 <br /> LtWt Facto = 1.0 � <br /> Elastic Moduli 3,122.0 ksi Fy-Stirrups 40.0 ksi <br /> fy-Main Reba 40.0 ksi E Stirrups 29,000.0 ksi <br /> E- Main Reba= 29,000.0 ksi Stirrup Bar Size# 3 <br /> • <br /> Number of Resisting Legs Per Stirrup= 2 <br /> • <br /> D 1.1 L 0.8 S 0.6 <br /> 3'-0" .I- 6-6" <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 /> 2-#4 at 3.0 in from Bottom,from 0.0 to 8.0 ft in this span 1-#4 at 11.0 in from Bottom,from 0.0 to 8.0 ft in this spi <br /> 1-#4 at 3.0 in from Top, from 0.0 to 8.0 ft in this span <br /> Span#2 Reinforcing.... <br /> 2-#4 at 3.0 in from Bottom,from 0.0 to 8.0 ft in this span 1-#4 at 11.0 in from Bottom,from 0.0 to 8.0 ft in this sp <br /> 1-#4 at 3.0 in from Top, from 0.0 to 8.0 ft in this span <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= 1.10, L=0.80, S=0.60 k/ft, Tributary Width= 1.0 ft, (Loading from above-2 story Uniform-Load) <br /> Load for Span Number 2 <br /> Uniform Load : D= 1.10, L=0.80, S=0.60 k/ft, Tributary Width= 1.0 ft, (Loading from above-2 story Uniform-Load) <br /> DESIGN SUMMARY Desi•n OK <br /> Maximum Bending Stress Ratio = 0.638 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360. <br /> Mu :Applied -14.355 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360. <br /> Mn*Phi:Allowable 22.494 k-ft Max Downward Total Deflection 0.000 in Ratio= 999>=24i <br /> Max Upward Total Deflection 0.000 in Ratio= 999>=241 <br /> Location of maximum on span 0.000 ft <br /> Span#where maximum occurs Span#2 <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 2-#4 @ d=23",1-#4 @ d=15",1-#4 @ d=3", 36.05 22.49 14,134.40 1,722.71 969.93 <br /> Section 2 2-#4 @ d=23",1-#4 @ d=15",1-#4 @ d=3", 36.05 22.49 14,134.40 1,722.71 969.93 <br />