Influence Lines

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INFLUENCE LINES IN CONTINUOUS BEAMS

Number of Spans ( <=10 ):

4

No. of Sections in Span (<=30):

20

Span No.
Span
Length:
Stiffness
EI
0
0

Analysis Options
Internal Forces

Section Location
Span No.
Dist. from beginning of span

Support Reactions

1

2

3

1.2

1.2

1.2

1000
1.2
0

1000
2.4
0

1000
3.6
0

1
0.6

Continuous Beam Influence Lines
0.3
0.25
0.2
0.15
0.1
0.05
0
-0.05

0

0.5

1

1.5

2

-0.1

X-Global
0
0.06
0.12
0.18
0.24
0.3
0.36
0.42
0.48
0.54
0.6
0.60001
0.66
0.72
0.78
0.84
0.9
0.96

2.5

3

3.5

4
1

RESULTS
X-Local

Span
1

0
0.06
0.12
0.18
0.24
0.3
0.36
0.42
0.48
0.54
0.6
0.60001
0.66
0.72
0.78
0.84
0.9
0.96

Moment
0
0.02198
0.04409
0.06644
0.08914
0.11233
0.13613
0.16064
0.186
0.21232
0.23973
0.23973
0.20835
0.17829
0.14967
0.12263
0.09727
0.07371

Shear
0
-0.06335938
-0.12651786
-0.18927455
-0.25142857
-0.31277902
-0.373125
-0.43226563
-0.49
-0.54612723
-0.60044643
0.39954468
0.3472433
0.29714286
0.24945313
0.204375
0.16210938
0.12285714

Moment
Maximum Value: 0.2397
Deflect.
Minimum Value: -0.0473
0
Positive Area: 0.1415
3.9392E-06 Negative Area: -0.0385
7.7921E-06
Total Area:
0.103
1.1472E-05
1.4894E-05
1.797E-05
2.0615E-05
2.2741E-05
2.4264E-05
2.5096E-05
2.5152E-05
2.5152E-05
2.438E-05
2.2875E-05
2.0767E-05
1.8185E-05
1.5258E-05
1.2117E-05

1.02
1.08
1.14
1.2
1.2
1.26
1.32
1.38
1.44
1.5
1.56
1.62
1.68
1.74
1.8
1.86
1.92
1.98
2.04
2.1
2.16
2.22
2.28
2.34
2.4
2.4
2.46
2.52
2.58
2.64
2.7
2.76
2.82
2.88
2.94
3
3.06
3.12
3.18
3.24
3.3
3.36
3.42
3.48
3.54
3.6
3.6
3.66
3.72
3.78
3.84
3.9

2

3

4

1.02
1.08
1.14
1.2
0
0.06
0.12
0.18
0.24
0.3
0.36
0.42
0.48
0.54
0.6
0.66
0.72
0.78
0.84
0.9
0.96
1.02
1.08
1.14
1.2
0
0.06
0.12
0.18
0.24
0.3
0.36
0.42
0.48
0.54
0.6
0.66
0.72
0.78
0.84
0.9
0.96
1.02
1.08
1.14
1.2
0
0.06
0.12
0.18
0.24
0.3

0.05209
0.03252
0.01511
-8.8E-17
0
-0.01275
-0.02324
-0.03162
-0.03806
-0.04269
-0.04568
-0.04717
-0.04731
-0.04627
-0.0442
-0.04124
-0.03754
-0.03327
-0.02858
-0.0236
-0.01851
-0.01346
-0.00858
-0.00405
0
0
0.00344
0.00627
0.00854
0.01029
0.01155
0.01238
0.0128
0.01286
0.0126
0.01205
0.01127
0.01029
0.00914
0.00787
0.00653
0.00514
0.00376
0.00241
0.00115
0
0
-0.00099
-0.00183
-0.00253
-0.00309
-0.00352

0.0868192
0.05419643
0.02518973
-1.4671E-16
0
-0.02124777
-0.03873214
-0.05270759
-0.06342857
-0.07114955
-0.076125
-0.07860938
-0.07885714
-0.07712277
-0.07366071
-0.06872545
-0.06257143
-0.05545313
-0.047625
-0.03934152
-0.03085714
-0.02242634
-0.01430357
-0.0067433
0
0
0.00572545
0.01044643
0.01422991
0.01714286
0.01925223
0.020625
0.02132813
0.02142857
0.0209933
0.02008929
0.01878348
0.01714286
0.01523438
0.013125
0.0108817
0.00857143
0.00626116
0.00401786
0.00190848
0
0
-0.00165402
-0.00305357
-0.00421205
-0.00514286
-0.00585938

8.8905E-06
5.7092E-06
2.7025E-06
-2.2268E-20
0
-2.2948E-06
-4.1831E-06
-5.6924E-06
-6.8503E-06
-7.6842E-06
-8.2215E-06
-8.4898E-06
-8.5166E-06
-8.3293E-06
-7.9554E-06
-7.4223E-06
-6.7577E-06
-5.9889E-06
-5.1435E-06
-4.2489E-06
-3.3326E-06
-2.422E-06
-1.5448E-06
-7.2828E-07
0
0
6.1835E-07
1.1282E-06
1.5368E-06
1.8514E-06
2.0792E-06
2.2275E-06
2.3034E-06
2.3143E-06
2.2673E-06
2.1696E-06
2.0286E-06
1.8514E-06
1.6453E-06
1.4175E-06
1.1752E-06
9.2571E-07
6.7621E-07
4.3393E-07
2.0612E-07
0
0
-1.7863E-07
-3.2979E-07
-4.549E-07
-5.5543E-07
-6.3281E-07

3.96
4.02
4.08
4.14
4.2
4.26
4.32
4.38
4.44
4.5
4.56
4.62
4.68
4.74
4.8

0.36
0.42
0.48
0.54
0.6
0.66
0.72
0.78
0.84
0.9
0.96
1.02
1.08
1.14
1.2

-0.00383
-0.00402
-0.00411
-0.00411
-0.00402
-0.00385
-0.0036
-0.00329
-0.00293
-0.00251
-0.00206
-0.00157
-0.00106
-0.00053
0

-0.006375
-0.00670313
-0.00685714
-0.00685045
-0.00669643
-0.00640848
-0.006
-0.00548438
-0.004875
-0.00418527
-0.00342857
-0.0026183
-0.00176786
-0.00089062
0

-6.885E-07
-7.2394E-07
-7.4057E-07
-7.3985E-07
-7.2321E-07
-6.9212E-07
-6.48E-07
-5.9231E-07
-5.265E-07
-4.5201E-07
-3.7029E-07
-2.8278E-07
-1.9093E-07
-9.6187E-08
0

4
1.2
1000
4.8
0

4.8
0

4.5

Shear Deflect.
0.3995 3E-05
-0.6004 -9E-06
0.121 2E-05
-0.2492 -7E-06
-0.1283 1E-05

4.8
0

4.8
0

4.8
0

4.8
0

4.8
0

Stiffness Matrix

Bending Moment
Shear Force
Deflections
Reactions

[d]
1
0.0008
0.0002
0

1
2
3

2
0.0002
0.0008
0.0002

3
0
0.0002
0.0008

Load Vector [Dp]
Point load in span
Distance from the beginning of span:
-X(L-X)/(6LEI):

[Dp]
1
0
0
0
0
0

0
2
0
0
0
0
0
0

0
3
0
0
0
0
0
0

0
4
0
0
0
0
0
0

Section in span
Distance from the beginning of span:
Mp
0

1
0

M=

0

Vp

1
0

0
V=

2
0

3
0

2
0

3
0

0

Simple span moments in statically determined structure
1
2
3
4
0
0
0
0
R=

Defined Ranges
D_IL =OFFSET(X_Global,,5)

4
1.2
0

Moment in simple beam under Point load
Msimple=

5
#N/A

6
#N/A

0
0
0
1
1
1
0.6

7
#N/A

0
0
0
0
0

0
0
0
0
0

deltaP
DiagramLink
EI
InfluenceLine
L
LoadSpan
LoadX
M_IL
m10x10
matrix
Moment
Msimple
Msup
Nsections
Nspans
p1x10
SectionSpan
SectionX
Shear
V_IL
X
X_Global
X_Global_Big
XGLOBAL
XLoc1

=OFFSET(p1x10,0,0,1,Nspans-1)
=Input!$I$13
=Input!$G$5:$P$5
=CHOOSE(DiagramLink,M_IL,V_IL,D_IL)
=Input!$G$4:$P$4
=Solver!$E$17
=Solver!$E$18
=OFFSET(X_Global,,3)
=Solver!$B$6:$J$14
=OFFSET(m10x10,0,0,Nspans-1,Nspans-1)
=Solver!$B$30
=Solver!$H$18
=Solver!$B$22:$J$22
=Input!$D$5
=Input!$D$4
=Solver!$B$21:$J$21
=Solver!$E$24
=Solver!$E$25
=Solver!$B$35
=OFFSET(X_Global,,4)
=Solver!$E$18
=OFFSET(X_Global_Big,,,COUNT(X_Global_Big))
=Input!$A$18:$A$848
=Input!$A$18:$A$61
=Input!$C$17

Analysis Option

1

Piers
1
2
3
4
5
6
7
8
9
10
11

Moment in simple beam under Point load:
0

8
#N/A

9
#N/A

0
0
0
0
0

10

11

0
0
0
0
0

0
0
0
0
0

#N/A
0
0
0
0
0

Piers
Msup
Msup/Li-1
Msup/Li
Reaction Msup/L
Reaction in statically determined structure
Reaction Total

ically determined structure

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