INFLUENCE LINES IN CONTINUOUS BEAMS

Span No. 1 2 3 4

Number of Spans ( <=10 ): 4 1.2 1.2 1.2 1.2

No. of Sections in Span (<=30): 201000 1000 1000 10000 1.2 2.4 3.6 4.80 0 0 0 0

Section LocationSpan No. 1

Dist. from beginning of span 0.6

1

Moment ShearRESULTS Maximum Value: 0.23973 0.3995

X-Global Span X-Local Moment Shear Deflect. Minimum Value: -0.0473 -0.60040 1 0 0 0 0 Positive Area: 0.14152 0.121

0.06 0.06 0.021984 -0.063359 3.939E-06 Negative Area: -0.0385 -0.24920.12 0.12 0.044089 -0.126518 7.792E-06 Total Area: 0.10305 -0.12830.18 0.18 0.066435 -0.189275 1.147E-050.24 0.24 0.089143 -0.251429 1.489E-05

0.3 0.3 0.112333 -0.312779 1.797E-050.36 0.36 0.136125 -0.373125 2.061E-050.42 0.42 0.160641 -0.432266 2.274E-050.48 0.48 0.186 -0.49 2.426E-050.54 0.54 0.212324 -0.546127 2.51E-05

0.6 0.6 0.239732 -0.600446 2.515E-050.60001 0.60001 0.239727 0.399545 2.515E-05

0.66 0.66 0.208346 0.347243 2.438E-050.72 0.72 0.178286 0.297143 2.288E-050.78 0.78 0.149672 0.249453 2.077E-050.84 0.84 0.122625 0.204375 1.818E-05

0.9 0.9 0.097266 0.162109 1.526E-05

Span Length:

StiffnessEI

0 0.5 1 1.5 2 2.5 3 3.5 4 4.50

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1Continuous Beam Influence Lines

Internal Forces

Support Reactions

Analysis Options

0.96 0.96 0.073714 0.122857 1.212E-051.02 1.02 0.052092 0.086819 8.89E-061.08 1.08 0.032518 0.054196 5.709E-061.14 1.14 0.015114 0.02519 2.702E-06

1.2 1.2 -8.8E-17 -1.47E-16 -2.23E-201.2 2 0 0 0 0

1.26 0.06 -0.01275 -0.021248 -2.29E-061.32 0.12 -0.02324 -0.038732 -4.18E-061.38 0.18 -0.03162 -0.052708 -5.69E-061.44 0.24 -0.03806 -0.063429 -6.85E-06

1.5 0.3 -0.04269 -0.07115 -7.68E-061.56 0.36 -0.04568 -0.076125 -8.22E-061.62 0.42 -0.04717 -0.078609 -8.49E-061.68 0.48 -0.04731 -0.078857 -8.52E-061.74 0.54 -0.04627 -0.077123 -8.33E-06

1.8 0.6 -0.0442 -0.073661 -8E-061.86 0.66 -0.04124 -0.068725 -7.42E-061.92 0.72 -0.03754 -0.062571 -6.76E-061.98 0.78 -0.03327 -0.055453 -6E-062.04 0.84 -0.02857 -0.047625 -5.14E-06

2.1 0.9 -0.0236 -0.039342 -4.25E-062.16 0.96 -0.01851 -0.030857 -3.33E-062.22 1.02 -0.01346 -0.022426 -2.42E-062.28 1.08 -0.00858 -0.014304 -1.54E-062.34 1.14 -0.00405 -0.006743 -7.28E-07

2.4 1.2 0 0 02.4 3 0 0 0 0

2.46 0.06 0.003435 0.005725 6.183E-072.52 0.12 0.006268 0.010446 1.128E-062.58 0.18 0.008538 0.01423 1.537E-062.64 0.24 0.010286 0.017143 1.851E-06

2.7 0.3 0.011551 0.019252 2.079E-062.76 0.36 0.012375 0.020625 2.227E-062.82 0.42 0.012797 0.021328 2.303E-062.88 0.48 0.012857 0.021429 2.314E-062.94 0.54 0.012596 0.020993 2.267E-06

3 0.6 0.012054 0.020089 2.17E-063.06 0.66 0.01127 0.018783 2.029E-063.12 0.72 0.010286 0.017143 1.851E-063.18 0.78 0.009141 0.015234 1.645E-063.24 0.84 0.007875 0.013125 1.417E-06

3.3 0.9 0.006529 0.010882 1.175E-063.36 0.96 0.005143 0.008571 9.257E-073.42 1.02 0.003757 0.006261 6.762E-073.48 1.08 0.002411 0.004018 4.339E-073.54 1.14 0.001145 0.001908 2.061E-07

3.6 1.2 0 0 03.6 4 0 0 0 0

3.66 0.06 -0.00099 -0.001654 -1.79E-073.72 0.12 -0.00183 -0.003054 -3.3E-07

3.78 0.18 -0.00253 -0.004212 -4.55E-073.84 0.24 -0.00309 -0.005143 -5.55E-07

3.9 0.3 -0.00352 -0.005859 -6.33E-073.96 0.36 -0.00383 -0.006375 -6.89E-074.02 0.42 -0.00402 -0.006703 -7.24E-074.08 0.48 -0.00411 -0.006857 -7.41E-074.14 0.54 -0.00411 -0.00685 -7.4E-07

4.2 0.6 -0.00402 -0.006696 -7.23E-074.26 0.66 -0.00385 -0.006408 -6.92E-074.32 0.72 -0.0036 -0.006 -6.48E-074.38 0.78 -0.00329 -0.005484 -5.92E-074.44 0.84 -0.00292 -0.004875 -5.26E-07

4.5 0.9 -0.00251 -0.004185 -4.52E-074.56 0.96 -0.00206 -0.003429 -3.7E-074.62 1.02 -0.00157 -0.002618 -2.83E-074.68 1.08 -0.00106 -0.001768 -1.91E-074.74 1.14 -0.00053 -0.000891 -9.62E-08

4.8 1.2 0 0 0

4.8 4.8 4.8 4.8 4.8 4.80 0 0 0 0 0

Deflect.3E-05

-9E-062E-05

-7E-061E-05

0 0.5 1 1.5 2 2.5 3 3.5 4 4.50

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1Continuous Beam Influence Lines

Bending Moment Analysis OptionShear Force

DeflectionsReactions

1 2 31 0.0008 0.0002 02 0.0002 0.0008 0.00023 0 0.0002 0.0008

Point load in span 4 Moment in simple beam under Point load:Distance from the beginning of span: 1.2 Msimple= 0

-X(L-X)/(6LEI): 0

0 0 01 2 3 4 5 6 7 8 9

0 0 0 #N/A #N/A #N/A #N/A #N/A0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 00 0 0 0 1 0 0 0 00 0 0 0 1 0 0 0 0

Section in span 1Distance from the beginning of span: 0.6

Mp 1 2 30 0 0 0

M = 0

Vp 1 2 30 0 0 0

V = 0

Simple span moments in statically determined structure1 2 3 40 0 0 0

R =

Defined Ranges

Stiffness Matrix [d]

Load Vector [Dp]

[Dp]

D_IL =OFFSET(X_Global,,5)deltaP =OFFSET(p1x10,0,0,1,Nspans-1)

DiagramLink =Input!$I$13EI =Input!$G$5:$P$5

InfluenceLine =CHOOSE(DiagramLink,M_IL,V_IL,D_IL)L =Input!$G$4:$P$4

LoadSpan =Solver!$E$17LoadX =Solver!$E$18

M_IL =OFFSET(X_Global,,3)m10x10 =Solver!$B$6:$J$14

matrix =OFFSET(m10x10,0,0,Nspans-1,Nspans-1)Moment =Solver!$B$30Msimple =Solver!$H$18

Msup =Solver!$B$22:$J$22Nsections =Input!$D$5

Nspans =Input!$D$4p1x10 =Solver!$B$21:$J$21

SectionSpan =Solver!$E$24SectionX =Solver!$E$25

Shear =Solver!$B$35V_IL =OFFSET(X_Global,,4)

X =Solver!$E$18X_Global =OFFSET(X_Global_Big,,,COUNT(X_Global_Big))

X_Global_Big =Input!$A$18:$A$848XGLOBAL =Input!$A$18:$A$61XLoc1 =Input!$C$17

1 Piers1

23456789

1011

Moment in simple beam under Point load:

10 11 Piers#N/A Msup

0 0 Msup/Li-10 0 Msup/Li0 0 Reaction Msup/L0 0 Reaction in statically determined structure0 0 Reaction Total