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General Beam Analysis <br />LIC# : KW-06019350, Build:20.23.05.25 Motive Energy Inc.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:D.1 - 2 supports within spans. PV & SHTG ARE PARALLEL. <br />Project File: Structural Calcs.ec6 <br />Project Title:Samueli Academy-Bldg B <br />Engineer:Elie Sayegh, PE <br />Project ID:1,074,220,072 <br />Project Descr:Building B <br />General Beam Properties <br />Elastic Modulus ksi1.50 <br />1.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =48.01.875 ft <br />1.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =48.01.875 ft <br />1.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =48.01.875 ft <br />1.0Span #4 in^4Area =in^2 Moment of Inertia =Span Length =48.01.875 ft <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Loads on all spans... <br />Uniform Load on ALL spans : D = 0.0040 k/ft, Tributary Width = 8.0 ft <br />Load(s) for Span Number 2 <br />Point Load : D = 0.0590, W = 0.1550 k @ 0.9375 ft, (Panel Claw - Base 1, Left Leg (1/3)) <br />Point Load : D = 0.0590, W = 0.1550 k @ 0.9375 ft, (Panel Claw - Base 1, Left Leg (2/3)) <br />Point Load : D = 0.0590, W = 0.1550 k @ 0.9375 ft, (Panel Claw - Base 1, Left Leg (3/3)) <br />Load(s) for Span Number 4 <br />Point Load : D = 0.0590, W = 0.1550 k @ 0.9375 ft, (Panel Claw - Base 1, Left Leg (1/3)) <br />Point Load : D = 0.0590, W = 0.1550 k @ 0.9375 ft, (Panel Claw - Base 1, Left Leg (2/3)) <br />Point Load : D = 0.0590, W = 0.1550 k @ 0.9375 ft, (Panel Claw - Base 1, Left Leg (3/3)) <br />.DESIGN SUMMARY <br />Maximum Bending = <br />Load Combination +D+0.60W <br />Span # where maximum occurs Span # 4 <br />Location of maximum on span 0.957 ft <br />0.3011 k <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 3 <br />Load Combination +D+0.60W <br />Maximum Shear = <br />1.875 ft <br />0.184 k-ft <br />Maximum Deflection <br />Max Downward Transient Deflection 44.974 in 0 <br />Max Upward Transient Deflection -30.725 in 0 <br />Max Downward Total Deflection 44.924 in 0 <br />Max Upward Total Deflection -29.299 in 0 <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios <br />M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length <br />Overall MAXimum Envelope <br />Dsgn. L = 1.88 ft 1 -0.08 0.08 0.27 <br />Dsgn. L = 1.88 ft 2 0.16 -0.08 0.16 0.27 <br />Dsgn. L = 1.88 ft 3 -0.00 -0.08 0.08 0.30 <br />Dsgn. L = 1.88 ft 4 0.18 -0.08 0.18 0.30 <br />D Only <br />Dsgn. L = 1.88 ft 1 0.00 -0.04 0.04 0.13 <br />Dsgn. L = 1.88 ft 2 0.06 -0.04 0.06 0.13 <br />Dsgn. L = 1.88 ft 3 -0.00 -0.04 0.04 0.14P-17 <br />1901 N Fairview St & Bldg A, B, <br />C, F & 1919 N Fairview St Bldg E <br />4/11/2024