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ro Fit EN <br /> � .'� <br /> _. <br /> ". E � Atq <br /> h _ <br /> LIC#:KW-06015335,BuiId:20.23.04.05 <br /> D.S.ENGINEERING PC (c)ENERCALC INC 1983-2023 <br /> DESCRIPTION: existing 2" deck+2.5"conc. topping <br /> General Beam Properties <br /> Elastic Modulus 29,000.0 ksi <br /> Span#1 Span Length = 10.0 ft Area= 5.0 inA2 Moment of Inertia = 2.0 inA4 <br /> Span#2 Span Length = 10.0 ft Area= 5.0 inA2 Moment of Inertia = 2.0 in 4 <br /> . ...._............................._..............................................._.............................._..... <br /> ...................._.....__......_...._.........._._...__.._........................_....__......_................_......._..................._..............................._..............................__._..........__._................_C7tf1.5) D(0.1)W(O 09)E(O.07) <br /> I <br /> D 0.06 Lr(O.02)S(0.025) D(0.06)Lr(O.02)S(0.025 ------------------ <br /> r <br /> MIN <br /> ' <br /> Span=10.0 ft <br /> Span=10.0 ft <br /> ...... ........_._ .._ .......... _ __........... <br /> ........... <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Load for Span Number 1 <br /> Uniform Load : D=0.060, Lr=0.020, S=0.0250 k/ft, Tributary Width= 1.0 ft <br /> Load for Span Number 2 <br /> Uniform Load : D=0.060, Lr=0.020, S=0.0250 k/ft, Tributary Width = 1.0 ft <br /> Point Load : D=0.10, W=0.090, E <br /> Point Load : D=0.10 @ 0.0 ft / `ta�J LT I, <br /> DESIGN SUMMARY I.� j -// ._ 3. �SC� L' �� ..... <br /> ....... <br /> Maximum Bending = 1.156 k-ft Maximum ear= 0.6056 k <br /> Load Combination +D+S+H Load Combination +D+S+H <br /> Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 <br /> Location of maximum on span 10.000 ft Location of maximum on span 10.000 ft <br /> Maximum Deflection r..Z <br /> Max Downward Transient Deflection 0.041 in 2931 <br /> Max Upward Transient Deflection -0.016 in 7360 <br /> Max Downward Total Deflection 0 178 in 675 ( ^ i <br /> Max Upward Total Deflection -0 003 in 38682 <br /> ....... ... ... ... .............. ........ ......... <br /> Maximum Forces& Stresses for Load Combinations p11� <br /> Load Combination Max Stress Ratios Summary of Moment Values (k-ft) ` r a/alues <br /> Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/O ega <br /> Overall MAXimum Envelope <br /> Dsgn.L= 10.00 ft 1 0.56 -1.16 1.16 0.61 <br /> Dsgn. L= 10.00 ft 2 0.70 -1.16 1.16 0.61 <br /> +D+H <br /> Dsgn. L= 10.00 ft 1 0.39 -0.84 0.84 0.45 <br /> Dsgn. L= 10.00 ft 2 0.52 -0.84 0.84 0.45 <br /> +D+L+H <br /> Dsgn. L= 10.00 ft 1 0.39 -0.84 0.84 0.45 <br /> Dsgn.L= 10.00 ft 2 0.52 -0.84 0.84 0.45 <br /> +D+Lr+H <br /> Dsgn.L= 10.00 ft 1 0.53 -1.09 1.09 0.57 <br /> Dsgn. L= 10.00 ft 2 0.66 -1.09 1.09 0.57 <br /> +D+S+H <br /> Dsgn. L= 10.00 ft 1 0.56 -1.16 1.16 0.61 <br /> Dsgn.L= 10.00 ft 2 0.70 -1.16 1.16 0.61 <br /> +D+0.750Lr+0.750L+H <br /> Dsgn. L= 10.00 ft 1 0.49 -1.03 1.03 0.54 <br /> Dsgn.L= 10.00 ft 2 0.63 -1.03 1.03 0.54 <br /> +D+0.750L+0.750S+H <br /> Dsgn. L= 10.00 ft 1 0.52 -1.08 1.08 0.57 <br /> Dsgn. L= 10.00 ft 2 0.65 -1.08 1.08 0.57 <br />