2333 SEAWAY BLVD 2025-02-03 - Laserfiche WebLink

General Beam Analysis Project F1e:ENERCALC_2o LIC#:KW-06015335,Build:20.24.04.09 D.S.ENGINEERING PC (c)ENERCALC INC 1983-2023 DESCRIPTION: Latreal Load to (E) Curb General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 30.80 ft Area= 10.0 in12 Moment of Inertia = 100.0 inA4 Span#2 Span Length = 2.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 ............................................................................................................................................................................................................................................................................................................................................................................................................................................................................... . W(0.024)E(0.024) c o o a W(0.1535)E(0.145) W(0.1281)E(0.095) o 0 0 WM I535 E 0.145) Span=30.80 ft Span=2.50 ft i i.............................................................................................................................................._................................_............................................................................................................................................................................... i Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : W=0.1281, E=0.0950 k/ft, Extent=0.0- >22.30 ft, Tributary Width= 1.0 ft Uniform Load : W=0.1535, E=0.1450 k/ft, Extent=22.30- >3300.8-0 ft, Tributary Width= 1.0 ft Uniform Load : W=0.0240, E=0.0240 k/ft, Tributary Width=1.0��Q'v x� Load for Span Number 2 Uniform Load : W=0.1535, E=0.1450 k/ft, Tributary Width= 1.0 ft DESIGN SUMMARY .......................................................................................................................................................................................................................................................................................................................................................................................................................................... Maximum Bending= 10.953 k-ft Maximum Shear= 1.550 k Load Combination +0.60W Load Combination E Only*0.70 Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 15.400 ft Location of maximum on span 30.800 ft Maximum Deflection Max Downward Transient Deflection 1.089 in 339 Max Upward Transient Deflection -0.278 in 214 Max Downward Total Deflection 0.653 in 565 Max Upward Total Deflection -0.167 in 358 ..............................................................................................................................................................................................................................................................-........................................................................................................................................................................................ ........................................................................................................... Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L= 30.80 ft 1 10.95 -0.32 10.95 1.55 Dsgn.L= 2.50 ft 2 -0.32 0.32 0.25 Dsgn. L= 30.80 ft 1 -0.00 Dsgn. L= 2.50 ft 2 -0.00 +0.60W Dsgn.L= 30.80 ft 1 10.95 -0.29 10.95 1.53 Dsgn.L= 2.50 ft 2 -0.29 0.29 0.23 E Only*0.70 Dsgn.L= 30.80 ft 1 10.36 -0.32 10.36 1.55 Dsgn. L= 2.50 ft 2 -0.32 0.32 0.25 +0.450W Dsgn.L= 30.80 ft 1 8.21 -0.22 8.21 1.14 Dsgn.L= 2.50 ft 2 -0.22 0.22 0.17 E Only*0.5250 Dsgn.L= 30.80 ft 1 7.77 -0.24 7.77 1.16 Dsgn. L= 2.50 ft 2 -0.24 0.24 0.19 LT