crane matress design
TRANSCRIPT
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DESIGN OF TEMPORARY BRIDGE.
1
2
2.1
Mton
m
m
m
m
Maximum load to be lifted T
2.2
Wd=self weight of craneWL= hook load
****
R=Operating radius
ed=C.G of crane + boom alone
2.3 Calculation of bearing Pressures
A load lifted in front
T/m2
1.17 2.42
1.17 2.42
1.15 2.48
1.14 2.53
B Load lifted from side
Hence Mattress will be designed for the following load cases
Load case A-Load lifted from front
T/m2
Contact length= m
Load case B-Load lifted from sides
T/m2
Pmin
T/m2
0.00
0.00
0.79
17.790.80 56.91
0.000.77
24.23
0.79
33.99
33.99
31.25
29.44
m
After re-distribution
e of base
m
2.42
1 34.40
Load case m
3
Wtip
Wtip=tipping load taken as WL /o.75
Since the bearing pressures are not given and also the C.g of crane is not known, we back calculate C.g considering that the safe loads
given in load chart are 75% of tipping Loads.
1742.01
T/T
0.00
T
14.05
Pmax
33.99
11.40
PTotal R
1639.39
1742.01
ed
15.20 0.7860
18.73
18.73
T m
4
WL
34.40
34.40
34.40
34.40
T
14.05
Wd
1
2
0.79616.00
9.54 0.7665
0.7961
0.80
m
6.00
T T
12.72
6.00
7.00
8.00
**** tipping may not be criteria for load
specified.
L contact
11.40 7.00
0.80
2 34.40 14.05 6.00
14.05
For erection of EOT and Piling Gantries, it is proposed to use a P&H 335 A-S crane. The temporary bridge will be designed for this crane
and also for a loaded 10 T truck.Design of Crane Mattress
m
Load case Wd WL ed
3.96
0.59
3.79
3.200
4 34.40 9.54 8.00
3 34.40
24.23 17.79
3 34.40 11.40 7.00 52.76
Net M
56.91
WL Radius ed
T T
R due to P R due to M
T.m
Introduction
Data
34.4
Load case Wd
1 34.40
c/c of track in transverse
2 34.40 14.05 6.00 0.80
14.05 6.00
T
Weight of crane
Centre to centre of sprockets
Width of crawlers
Out to out of track in transverse
Calculation of C.G of crane
Radius
T m m
0.77
14.05
17.98
Radius R
21.97 15.6149.95
22.90 16.49
1637.584 34.40 9.54 8.00
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3 Design of Matress for crane
loading on beam
load case a)
This load is increased by impact factor of %
Load per m T/m
Load case b)
This load is increased by impact factor of %
Load per m T/m
3.1 Design of Mattress section
= 90 cm
3.1.1 Design of top plate
Use top plate thickness= 12 mm cm
Max design pressure for plate with impact= T/m2
= Kg/cm2
Max span for plate= cms
Bending Moment in plate= Kg.cm
Sectional Modulus of plate cm3
Stress in plate= Kg/cm2
3.1.2 Design of main SectionMain section consists of 3 ISMB 450 with top plate of 900x12thk
Properties of single ISMB 450
Area= cm Top plate width cms
Ixx= cm4 Top plate thick ness cms
D= cm
tw= cm
No of girders
Spacing between girders cms
Combined properties
A cm2
C.G= cm from top
Ixx cm4
Ztop cm3
Zbott cm3(max momnet on MG will be when side lifting in the middle of span)
Sapn of Main girder= m
Max Bending Moment on Matreess= T.m
Max Shear force= T
Bending stress= Kg/cm2
Maximum shear stress= Kg/cm2
3.1.3 Max reactions on Bracing BR2
Load case a)
T/m
Ra Rb Rc
Ra=Rc= T
Rb= T
Load per cross Bracing= T
Load case b)
12.2 T/m
Rb Rc
3.96
1.2
39.09
30.00
Evaluation of Max load on cross girder
Since the crawlers are 590 wide, we provide a total width of matress as
4576.57
132659.72
The Bracing (BR2) supporting the Crane Mattress is a truss spanning between piles.
0.24
The critical load case is as shown below.
92.20
45
0.94
3
17.21
1628.69
390.89
3.91
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T/bracing
3.1.4 Design of Seating girder over piles.
The seating girder is ISMB 450 with additional web plates on bothe sides
ISMB 450
thk
cm2
cm4
cm
cm
No
cms cm
cm
cm
Combined properties
A= cm2Ixx= cm4
Zxx= cm3
Case a) both spans loaded
Max load= T.m
m
Bending Moment= T.m
Max shear T
Bending stress= Kg/cm2
m
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4.3 Design of secondary beam
Axle load is shared by at least 2 girders
Span(max) m
Bending Moment T.m
Max shear on one pair T.m
( self weight is negligible compared to loads)
Properties
Use 2x ismb 150
Properties of each ISMB 150 Properties of ISMB 2X150 one pair
Zxx cm3 Zxx= cm3
D cms
tw cms
bending stress= Kg/cm2
Shear stress= Kg/cm2
4.4 Design of cross beam
span m
Load T
B.m T.m
B.M due to self weight @ 0.15T/m= T.m
Total B.m= T.m
Shear Max= T
Shear due to self wt= T
Total shear= T
Use ISMB 200
Zxx cm3
Depth of beam cms
tw= cms
Bending stress Kg/cm2
Shear stress= Kg/cm2
4.5 Design of Main girder
Span m
Load 1 T
Load 2= T
dist between loads= m
B.M T.m
B.M due to self wt= T.m
Total B.m= T.m
Max shear= T
Shear due to Self wt= T
Total Shear= T
Max reaction on intermediate support= T
Use ISMB 450 as main girder
Properties
A= cm2D= cm
tw= cm
Ixx cm4
2.30
0.04
2.34
6.12
6.12
8.27
Main girder is designed to carry half of axle load when the tyre is running exactly over main girder.
25.0
0.57
96.9
15
0.48
1045.72
6.23
193.8
1.563
2.391
92.2
1.50
6.12
437.37
0.11
9.56
0.94
6.25
6.12
3.29
3.65
1233.55
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4
Temporary piles and bracings are designed using STAAD Refer Annexure 1
The most critical case is when crane and loaded trucks are operating on the same span.
The General arrangement of piles and bracings is as shown below.
Top bracing level= 5.5 MRL
Bottom bracing level= 2.8 MRL
spacing of piles= 6.25 m
Base on above reactions at points 1,2,3,4,5 &6 are
self weight of mattress-road way= T
Self weight of Mattress-crane= T
Load case 1 extreme left
due to dl of mattress
Due to loaded truck ecc-left
Horizontal loads
(20% for loaded truck & 15 % for crane)
Load case 2 extreme rightdue to dl of mattress
Due to load ecc right
Horizontal loads
(20% for loaded truck & 15 % for crane)
Design Of Members
4.1 Bracings BR1 & BR5
Section used 2xismc 125 box
Properties of ind. Ismc 125 Combined prop
A= cm2 A= cm2
D cm Ixx= cm4
Bf cm Iyy cm4
tw cm rmin= cmCyy cm Zxx= cm3
Ixx cm4 Zyy= cm3
Iyy cm4 l= m
122.0788677
6 38
32.4
4.948851469133.248
832.8
793.51264
1.94
416.4
59 9
16.2
12.5
6.5
0.5
Design of piles and bracings br2 & br3
0.8750.875
1
0.875
2 3
4.5
2.2
0.000 1.378 1.378 0.499 5.303
0.875
4
2.25
6
2.2
We consider the following two load cases
a) all loads positioned in such a way as to create max reactions on central pile.
b) all loads positioned in such a way to create max reaction on outer pile
Further, to be on conservative side we assume that only 6 piles are active in the sharing of loads.
Evaluation of Max reaction due to road way
Loads towards central pile
3.5
40.6
For simplicity we assume that one tyre is on inner most main girder( no 4)and the other is on main girder no 2
simultaneously, we consider 20% of reaction on tyre as braking load.
8.27 0 40.65936167 3.8
5
0 8.27 0 8.27 3.826
0.875 2.25
0
5.303395 0.4
0.875 0.875 0.875
1.3781.378
Load positions
Loads towards outer pile
For simplicity we assume that one tyre is on outer most main girder( no 1)and the other is on main girder no 3simultaneously, we consider 20% of reaction on tyre as braking load.
8.27
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Max axial load= T
sac = Kg/cm2
Slenderness r l
sac =
Elastic critical stress in compr fcc = p2*E= Kg/cm2
l2
fy = N/mm2 n = 1.4sac permissible= kg/cm2
4.2 Bracings BR2
4.2.1 top chord
Section used 2xismc 250 b/b
Properties of ind. Ismc 250 Combined prop
A= cm2 A= cm2
D cm Ixx= cm4
Bf cm Iyy cm4
tw cm rmin= cm
Cyy cm Zxx= cm3
Ixx cm4 Zyy= cm3
Iyy cm4 l= m
rx cm l/rmin=
spacing cm
Max axial load= T
sac = Kg/cm2
Slenderness r l
sac =
Elastic critical stress in compr fcc = p2*E= Kg/cm2
l2
fy = N/mm2 n = 1.4
sac permissible= kg/cm2
Max Mz= T.m
scbx= Kg/cm2
Max My= T.m
scby= Kg/cm2
Combined stress interaction ratio=
4.2.2 Bottom chord
Section used 2xismc 250 b/b
Properties of ind. Ismc 250 Combined prop
A= cm2 A= cm2D cm Ixx= cm4
Bf cm Iyy cm4
tw cm rmin= cm
Cyy cm Zxx= cm3
Ixx cm4 Zyy= cm3
Iyy cm4 l= m
rx cm l/rmin=
spacing cm
Max axial load= T
sac = Kg/cm2
Slenderness r l
sac =
Elastic critical stress in compr fcc = p2
*E= Kg/cm2l2
fy = N/mm2 n = 1.42500
31.46703349
0.6 * fcc * fy
[fccn
+ fyn
]1/n
19935.1
15
21.014
271.498708
219.1 3.125
9.93 31.46703349
2.3 610.688
3816.8 983.962
8 7871.696
0.71 9.931028295
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4.2.2 Diagonals
Section used 2xismc 200 b/b
Properties of ind. Ismc 200 Combined prop
A= cm2 A= cm2
D cm Ixx= cm4Bf cm Iyy cm4
tw cm rmin= cm
Cyy cm Zxx= cm3
Ixx cm4 Zyy= cm3
Iyy cm4 l= m
rx cm l/rmin=
spacing cm
Max axial load= T
sac = Kg/cm2
Slenderness r l
sac =
Elastic critical stress in compr fcc = p2
*E= Kg/cm2l2
fy = N/mm2 n = 1.4
sac permissible= kg/cm2
Max Mz= T.m
scbx= Kg/cm2
Max My= T.m
scby= Kg/cm2
Combined stress interaction ratio=
Angle of diag member with horizontal= 40.83 deg
Vertical comp of force= 21.29 T
Shear stress in bottom chord= 599.7 Kg/cm2
cms
weld length availble
bewteen bottom chord and doubler= cms
Between doubler and liner 140 cms
4.3 Bracings BR3
4.3.1 top chord
Section used 2xismc 250 b/b
Properties of ind. Ismc 250 Combined prop
A= cm2 A= cm2
D cm Ixx= cm4
Bf cm Iyy cm4
tw cm rmin= cm
Cyy cm Zxx= cm3
Ixx cm4 Zyy= cm3
Iyy cm4 l= m
rx cm l/rmin=
spacing cm
Max axial load= T
sac = Kg/cm2
3.446
44 52196382
9.93 31.46703349
15
3816.8 983.962
219.1 3.125
0.71 9.931028295
2.3 610.688
25 7633.6
8 7871.696
O.K
82
38.7 77.4
Since this member is connected to the bottom chord, the bottom member has to be checkd for shear also
The diagonal member will be fully welded to bottom member and the bottom chord will be welded to doubler plate
Weld length required between bottom chord and doubler plate and between double plate and liner is 50.68643266
0
0
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scbx= Kg/cm2
Max My= T.m
scby= Kg/cm2
Combined stress interaction ratio=
4.3.2 Bottom chord
Section used 2xismc 250 b/b
Properties of ind. Ismc 250 Combined prop
A= cm2 A= cm2
D cm Ixx= cm4
Bf cm Iyy cm4
tw cm rmin= cm
Cyy cm Zxx= cm3
Ixx cm4 Zyy= cm3
Iyy cm4 l= m
rx cm l/rmin=
spacing cm
Max axial load= T
sac = Kg/cm2
Slenderness r l
sac =
Elastic critical stress in compr fcc = p2*E= Kg/cm2
l2
fy = N/mm2 n = 1.4
sac permissible= kg/cm2
Max Mz= T.m
scbx= Kg/cm2
Max My= T.m
scby= Kg/cm2
Combined stress interaction ratio=
4.3.3 Diagonals
Section used 2xismc 150 b/b
Properties of ind. Ismc 150 Combined prop
A= cm2 A= cm2
D cm Ixx= cm4
Bf cm Iyy cm4
tw cm rmin= cm
Cyy cm Zxx= cm3
Ixx cm4 Zyy= cm3
Iyy cm4 l= m
rx cm l/rmin=
spacing cm
Max axial load= T
sac = Kg/cm2
Slenderness r l
sac =
Elastic critical stress in compr fcc = p2*E= Kg/cm2
l
2
fy = N/mm2 n = 1.4
sac permissible= kg/cm2
[fccn
+ fyn
]1/n
7537.79
2500
1306.520
13.669
327.0095694
51.17324578
0.6 * fcc * fy
6.11 51.17324578
15
779.4 553.839616
102.3 3.125
0.54 6.106706643
2.22 207.84
41.8
15 1558.8
7.5 4153.79712
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Angle of diag member with horizontal= 40.83 deg
Vertical comp of force= 8.936 T
Shear stress in bottom chord= 251.7 Kg/cm2
cms
weld length availblebewteen bottom chord and doubler= cms
Between doubler and liner cms
4.4 Design of Temp Piles
Section used
O.D cm
I.D cms
A= cm2
Ixx= cm4
Zxx= cm3
rmin= cm
lendth of pile= m
Slenderness r lsac =
Elastic critical stress in compr fcc = p2*E= Kg/cm2
l2
fy = N/mm2 n = 1.4
sac permissible= kg/cm2
Max axial load on Pile= T
sac actual= Kg/cm2
Max Moment on Pile= T.m
scb= Kg/cm2
Combined stress interaction ratio=
O.K
O.K
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Beam L/C Section
Force
Mton
Shear-Y
Mton
Shear-Z
Mton
Torsion
kNm
Moment-Y
kNm
1 9 1 0 -24.156 0 0 0
1 4 1 0 -7.619 0 0 0
1 2 1 0 -4.941 0 0 01 7 1 0 -11.637 0 0 0
1 6 1 0 -10.298 0 0 0
1 5 1 0 -8.959 0 0 0
1 1 1 0 -3.601 0 0 0
1 5 0 0 18.944 0 0 0
1 8 1 0 -15.305 0 0 0
1 4 0 0 20.283 0 0 0
1 3 1 0 -6.28 0 0 0
1 8 0 0 33.007 0 0 0
1 1 0 0 24.301 0 0 0
1 6 0 0 17.605 0 0 0
1 2 0 0 22.962 0 0 0
1 7 0 0 16.265 0 0 0
1 9 0 0 24.156 0 0 0
1 3 0 0 21.623 0 0 0
1 1 0.917 0 -3.601 0 0 0
1 2 0.917 0 -4.941 0 0 0
1 3 0.917 0 -6.28 0 0 0
1 1 0.833 0 -3.601 0 0 0
1 4 0.917 0 -7.619 0 0 0
1 5 0.917 0 -8.959 0 0 01 2 0.833 0 -4.941 0 0 0
1 6 0.917 0 -10.298 0 0 0
1 1 0.75 0 -3.601 0 0 0
1 7 0.917 0 -11.637 0 0 0
1 3 0.833 0 -6.28 0 0 0
1 1 0.667 0 -3.601 0 0 0
1 2 0.75 0 -4.941 0 0 0
1 4 0.833 0 -7.619 0 0 0
1 8 0.917 0 -15.305 0 0 0
1 7 0.083 0 16.265 0 0 0
1 6 0.083 0 17.605 0 0 0
1 5 0.833 0 -8.959 0 0 0
1 1 0.583 0 -3.601 0 0 0
1 1 0.083 0 13.502 0 0 0
1 3 0.75 0 -6.28 0 0 0
1 5 0.083 0 18.944 0 0 0
1 2 0.667 0 -4.941 0 0 0
1 4 0.083 0 20.283 0 0 0
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1 6 0.833 0 -10.298 0 0 0
1 1 0.5 0 -3.601 0 0 0
1 3 0.083 0 21.623 0 0 0
1 2 0.083 0 18.063 0 0 0
1 4 0.75 0 -7.619 0 0 0
1 7 0.833 0 -11.637 0 0 0
1 9 0.917 0 -24.156 0 0 01 9 0.083 0 24.156 0 0 0
1 2 0.583 0 -4.941 0 0 0
1 3 0.667 0 -6.28 0 0 0
1 1 0.417 0 -3.601 0 0 0
1 5 0.75 0 -8.959 0 0 0
1 1 0.167 0 5.125 0 0 0
1 1 0.333 0 -2.377 0 0 0
1 2 0.5 0 -4.941 0 0 0
1 8 0.083 0 26.653 0 0 0
1 1 0.25 0 -0.83 0 0 0
1 4 0.667 0 -7.619 0 0 0
1 8 0.833 0 -15.305 0 0 0
1 6 0.75 0 -10.298 0 0 0
1 3 0.583 0 -6.28 0 0 0
1 7 0.167 0 16.265 0 0 0
1 2 0.417 0 -4.546 0 0 0
1 7 0.75 0 -11.637 0 0 0
1 2 0.167 0 8.233 0 0 0
1 6 0.167 0 17.605 0 0 0
1 5 0.667 0 -8.959 0 0 0
1 3 0.5 0 -6.28 0 0 01 5 0.167 0 18.944 0 0 0
1 4 0.583 0 -7.619 0 0 0
1 2 0.333 0 -2.466 0 0 0
1 3 0.167 0 12.213 0 0 0
1 2 0.25 0 2.035 0 0 0
1 4 0.167 0 17.065 0 0 0
1 6 0.667 0 -10.298 0 0 0
1 3 0.417 0 -5.217 0 0 0
1 5 0.583 0 -8.959 0 0 0
1 4 0.5 0 -7.579 0 0 0
1 8 0.75 0 -15.305 0 0 0
1 7 0.667 0 -12.684 0 0 0
1 3 0.25 0 4.272 0 0 0
1 3 0.333 0 -1.684 0 0 0
1 9 0.167 0 24.156 0 0 0
1 9 0.833 0 -24.156 0 0 0
1 7 0.25 0 16.265 0 0 0
1 6 0.583 0 -10.515 0 0 0
1 4 0.25 0 7.38 0 0 0
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1 4 0.417 0 -5.015 0 0 0
1 6 0.25 0 16.163 0 0 0
1 8 0.167 0 20.298 0 0 0
1 5 0.5 0 -7.959 0 0 0
1 5 0.25 0 11.36 0 0 0
1 4 0.333 0 -0.029 0 0 0
1 7 0.583 0 -10.604 0 0 01 5 0.417 0 -3.941 0 0 0
1 6 0.5 0 -7.467 0 0 0
1 5 0.333 0 2.498 0 0 0
1 8 0.667 0 -15.305 0 0 0
1 7 0.333 0 10.168 0 0 0
1 6 0.333 0 5.897 0 0 0
1 6 0.417 0 -1.996 0 0 0
1 7 0.5 0 -6.102 0 0 0
1 7 0.417 0 0.822 0 0 0
1 8 0.25 0 13.944 0 0 0
1 9 0.25 0 19.063 0 0 0
1 9 0.75 0 -19.062 0 0 0
1 8 0.583 0 -11.472 0 0 0
1 8 0.333 0 7.59 0 0 0
1 8 0.5 0 -5.118 0 0 0
1 8 0.417 0 1.236 0 0 0
1 9 0.667 0 -12.708 0 0 0
1 9 0.333 0 12.708 0 0 0
1 9 0.417 0 6.354 0 0 0
1 9 0.583 0 -6.354 0 0 0
1 9 0.5 0 0 0 0 0
Max shear 24.156 Max Moment
33.007
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Moment-Z
kNm
0
0
00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
-18.394
-25.234
-32.076
-36.788
-38.916
-45.757-50.469
-52.598
-55.182
-59.439
-64.151
-73.576
-75.704
-77.833
-78.173
-83.077
-89.918
-91.514
-91.97
-95.644
-96.227
-96.759
-100.939
-103.6
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-105.196
-110.365
-110.441
-111.931
-116.749
-118.877
-123.38-123.38
-126.174
-128.303
-128.759
-137.272
-143.105
-146.444
-151.409
-152.359
-155.548
-155.666
-156.347
-157.794
-160.378
-166.155
-176.595
-178.316
-178.677
-179.836
-183.029
-192.454-193.518
-194.582
-197.775
-200.138
-202.819
-204.966
-210.392
-223.395
-228.786
-233.378
-234.521
-237.506
-240.362
-243.747
-246.76
-246.76
-249.232
-262.589
-265.64
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-266.694
-269.313
-272.263
-272.647
-276.13
-281.836
-294.165-303.971
-307.752
-309.519
-312.694
-323.582
-324.276
-332.702
-336.172
-350.365
-359.713
-359.713
-359.713
-384.963
-414.707
-427.333
-437.247
-440.849
-440.849
-489.532
-489.532
-505.759
505.759
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Results of moments in Temp piles
Beam L/C Node
Axial
Force
Mton
Shear-Y
Mton
Shear-Z
Mton
Torsion
MTon-m
Moment-Y
MTon-m
15 5 23 -41.82 -1.90 -0.01 0.00 -0.18
16 5 23 40.22 -12.89 -0.07 0.00 0.18
15 3 23 -40.10 -1.90 -0.01 0.00 -0.2616 3 23 39.26 -12.89 -0.10 0.00 0.26
15 4 23 -27.74 -1.77 0.18 0.00 3.26
16 4 23 7.82 -12.02 1.21 0.00 -3.26
15 2 23 -26.02 -1.77 0.17 0.00 3.18
16 2 23 6.85 -12.02 1.18 0.00 -3.18
9 2 14 -28.17 -1.56 -0.08 0.00 -1.42
10 2 14 -1.42 -10.55 -0.53 0.00 1.42
9 4 14 -30.51 -1.56 -0.08 0.00 -1.43
10 4 14 -0.29 -10.55 -0.53 0.00 1.43
9 3 14 -17.03 -1.48 -0.03 0.00 -0.56
10 3 14 2.94 -10.01 -0.21 0.00 0.569 5 14 -19.37 -1.48 -0.03 0.00 -0.56
10 5 14 4.07 -10.01 -0.21 0.00 0.56
17 5 26 -7.78 -1.35 -0.38 0.00 -6.94
18 5 26 4.70 -9.16 -2.57 0.00 6.94
17 3 26 -6.30 -1.35 -0.38 0.00 -7.02
18 3 26 3.90 -9.15 -2.60 0.00 7.02
3 4 5 -11.89 -1.29 -0.15 0.00 -2.73
4 4 5 4.09 -8.77 -1.01 0.00 2.73
3 2 5 -10.22 -1.29 -0.15 0.00 -2.66
4 2 5 3.13 -8.77 -0.98 0.00 2.66
17 4 26 -6.93 -1.02 -0.16 0.00 -2.96
18 4 26 3.71 -6.92 -1.10 0.00 2.96
17 2 26 -5.45 -1.02 -0.17 0.00 -3.03
18 2 26 2.91 -6.91 -1.12 0.00 3.03
4 5 5 0.07 -6.62 -0.70 0.00 1.90
3 5 5 -7.74 -0.98 -0.10 0.00 -1.90
4 3 5 -0.89 -6.62 -0.67 0.00 1.82
3 3 5 -6.06 -0.98 -0.10 0.00 -1.82
13 3 20 3.29 -0.92 0.43 0.00 7.91
14 3 20 -2.49 -6.24 2.93 0.00 -7.91
13 5 20 1.81 -0.92 0.44 0.00 7.97
14 5 20 -1.61 -6.23 2.95 0.00 -7.97
11 4 17 -7.68 -0.91 -0.17 0.00 -3.1512 4 17 3.39 -6.13 -1.17 0.00 3.15
11 2 17 -5.64 -0.90 -0.17 0.00 -3.15
12 2 17 2.51 -6.12 -1.17 0.00 3.15
11 5 17 -7.77 -0.87 -0.40 0.00 -7.27
12 5 17 3.30 -5.89 -2.69 0.00 7.27
11 3 17 -5.73 -0.87 -0.40 0.00 -7.26
12 3 17 2.42 -5.88 -2.69 0.00 7.26
6 4 8 2.83 -4.85 -1.14 0.00 3.07
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5 4 8 -6.66 -0.72 -0.17 0.00 -3.07
6 2 8 2.03 -4.84 -1.11 0.00 2.99
5 2 8 -5.22 -0.71 -0.16 0.00 -2.99
13 2 20 4.43 -0.69 0.19 0.00 3.51
14 2 20 -3.04 -4.65 1.30 0.00 -3.51
13 4 20 2.95 -0.69 0.20 0.00 3.56
14 4 20 -2.16 -4.64 1.32 0.00 -3.56
7 3 11 4.93 -0.65 0.45 0.00 8.198 3 11 -2.53 -4.41 3.03 0.00 -8.19
7 5 11 2.90 -0.65 0.45 0.00 8.19
8 5 11 -1.48 -4.40 3.03 0.00 -8.19
2 2 2 -2.32 -3.83 1.17 0.00 -3.16
1 2 2 5.15 -0.57 0.17 0.00 3.16
2 4 2 -1.43 -3.82 1.15 0.00 -3.10
1 4 2 3.71 -0.56 0.17 0.00 3.10
7 2 11 4.54 -0.55 0.19 0.00 3.41
8 2 11 -2.71 -3.71 1.26 0.00 -3.41
7 4 11 2.51 -0.55 0.19 0.00 3.40
8 4 11 -1.66 -3.70 1.26 0.00 -3.406 5 8 2.23 -3.46 -2.58 0.00 6.97
5 5 8 -6.33 -0.51 -0.38 0.00 -6.97
6 3 8 1.43 -3.45 -2.55 0.00 6.90
5 3 8 -4.90 -0.51 -0.38 0.00 -6.90
2 3 2 -1.84 -2.75 2.86 0.00 -7.72
1 3 2 5.29 -0.41 0.42 0.00 7.72
2 5 2 -0.95 -2.74 2.84 0.00 -7.66
1 5 2 3.85 -0.41 0.42 0.00 7.66
8 1 11 1.05 0.01 0.00 0.00 0.00
7 1 11 -2.02 0.00 0.00 0.00 0.00
12 1 17 0.88 -0.01 0.00 0.00 0.00
11 1 17 -2.04 0.00 0.00 0.00 0.00
5 1 8 -1.43 0.00 0.00 0.00 -0.07
6 1 8 0.80 -0.01 -0.03 0.00 0.07
13 1 20 -1.49 0.00 0.00 0.00 0.06
14 1 20 0.89 0.01 0.02 0.00 -0.06
17 1 26 -1.48 0.00 0.00 0.00 0.08
18 1 26 0.80 -0.01 0.03 0.00 -0.08
1 1 2 -1.44 0.00 0.00 0.00 -0.06
2 1 2 0.89 0.01 -0.02 0.00 0.06
10 1 14 1.12 0.00 0.00 0.00 0.00
9 1 14 -2.35 0.00 0.00 0.00 0.00
4 1 5 0.96 0.00 -0.03 0.00 0.083 1 5 -1.67 0.00 0.00 0.00 -0.08
16 1 23 0.96 0.00 0.03 0.00 -0.08
15 1 23 -1.72 0.00 0.00 0.00 0.08
2 4 3 2.06 3.82 -1.15 0.00 0.00
2 2 3 2.32 3.83 -1.17 0.00 0.00
8 4 12 2.30 3.70 -1.26 0.00 0.00
8 2 12 2.71 3.71 -1.26 0.00 0.00
10 2 15 1.42 10.55 0.53 0.00 0.00
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10 4 15 0.93 10.55 0.53 0.00 0.00
10 3 15 -2.94 10.01 0.21 0.00 0.00
10 5 15 -3.43 10.01 0.21 0.00 0.00
14 3 21 2.49 6.24 -2.93 0.00 0.00
14 5 21 2.24 6.23 -2.95 0.00 0.00
2 5 3 1.59 2.74 -2.84 0.00 0.00
2 3 3 1.84 2.75 -2.86 0.00 0.00
6 3 9 -1.43 3.45 2.55 0.00 0.006 5 9 -1.60 3.46 2.58 0.00 0.00
16 4 24 -7.18 12.02 -1.21 0.00 0.00
16 2 24 -6.85 12.02 -1.18 0.00 0.00
12 3 18 -2.42 5.88 2.69 0.00 0.00
12 5 18 -2.67 5.89 2.69 0.00 0.00
18 4 27 -3.08 6.92 1.10 0.00 0.00
18 2 27 -2.91 6.91 1.12 0.00 0.00
14 2 21 3.04 4.65 -1.30 0.00 0.00
14 4 21 2.79 4.64 -1.32 0.00 0.00
12 4 18 -2.76 6.13 1.17 0.00 0.00
12 2 18 -2.51 6.12 1.17 0.00 0.004 5 6 0.56 6.62 0.70 0.00 0.00
4 3 6 0.89 6.62 0.67 0.00 0.00
4 4 6 -3.46 8.77 1.01 0.00 0.00
4 2 6 -3.13 8.77 0.98 0.00 0.00
8 3 12 2.53 4.41 -3.03 0.00 0.00
8 5 12 2.11 4.40 -3.03 0.00 0.00
6 2 9 -2.03 4.84 1.11 0.00 0.00
6 4 9 -2.19 4.85 1.14 0.00 0.00
16 5 24 -39.59 12.89 0.07 0.00 0.00
16 3 24 -39.26 12.89 0.10 0.00 0.00
18 3 27 -3.90 9.15 2.60 0.00 0.00
18 5 27 -4.06 9.16 2.57 0.00 0.00
12 1 18 -0.24 0.01 0.00 0.00 0.00
8 1 12 -0.42 -0.01 0.00 0.00 0.00
6 1 9 -0.17 0.01 0.03 0.00 0.00
18 1 27 -0.17 0.01 -0.03 0.00 0.00
14 1 21 -0.25 -0.01 -0.02 0.00 0.00
2 1 3 -0.25 -0.01 0.02 0.00 0.00
16 1 24 -0.33 0.00 -0.03 0.00 0.00
4 1 6 -0.33 0.00 0.03 0.00 0.00
10 1 15 -0.49 0.00 0.00 0.00 0.00
15 5 22 46.11 1.90 0.01 0.00 0.00
15 3 22 40.10 1.90 0.01 0.00 0.007 3 10 -4.93 0.65 -0.45 0.00 0.00
7 5 10 1.39 0.65 -0.45 0.00 0.00
5 4 7 10.95 0.72 0.17 0.00 0.00
5 2 7 5.22 0.71 0.16 0.00 0.00
11 5 16 12.07 0.87 0.40 0.00 0.00
11 3 16 5.73 0.87 0.40 0.00 0.00
5 3 7 4.90 0.51 0.38 0.00 0.00
5 5 7 10.63 0.51 0.38 0.00 0.00
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15 2 22 26.02 1.77 -0.17 0.00 0.00
15 4 22 32.04 1.77 -0.18 0.00 0.00
9 5 13 23.67 1.48 0.03 0.00 0.00
9 3 13 17.03 1.48 0.03 0.00 0.00
3 5 4 12.03 0.98 0.10 0.00 0.00
7 4 10 1.78 0.55 -0.19 0.00 0.00
3 3 4 6.06 0.98 0.10 0.00 0.00
7 2 10 -4.54 0.55 -0.19 0.00 0.009 2 13 28.17 1.56 0.08 0.00 0.00
9 4 13 34.81 1.56 0.08 0.00 0.00
13 3 19 -3.29 0.92 -0.43 0.00 0.00
13 5 19 2.49 0.92 -0.44 0.00 0.00
17 3 25 6.30 1.35 0.38 0.00 0.00
17 5 25 12.07 1.35 0.38 0.00 0.00
13 4 19 1.35 0.69 -0.20 0.00 0.00
13 2 19 -4.43 0.69 -0.19 0.00 0.00
11 2 16 5.64 0.90 0.17 0.00 0.00
11 4 16 11.97 0.91 0.17 0.00 0.00
1 3 1 -5.29 0.41 -0.42 0.00 0.001 5 1 0.44 0.41 -0.42 0.00 0.00
1 4 1 0.59 0.56 -0.17 0.00 0.00
1 2 1 -5.15 0.57 -0.17 0.00 0.00
17 2 25 5.45 1.02 0.17 0.00 0.00
17 4 25 11.23 1.02 0.16 0.00 0.00
3 2 4 10.22 1.29 0.15 0.00 0.00
3 1 4 5.97 0.00 0.00 0.00 0.00
3 4 4 16.19 1.29 0.15 0.00 0.00
7 1 10 6.32 0.00 0.00 0.00 0.00
1 1 1 5.74 0.00 0.00 0.00 0.00
15 1 22 6.02 0.00 0.00 0.00 0.00
5 1 7 5.73 0.00 0.00 0.00 0.00
11 1 16 6.33 0.00 0.00 0.00 0.00
13 1 19 5.78 0.00 0.00 0.00 0.00
9 1 13 6.64 0.00 0.00 0.00 0.00
17 1 25 5.77 0.00 0.00 0.00 0.00
46.111 12.888 3.034 0 8.192
41.82 12.89 3.03 0.00 8.19
Deisgn forces/moments 46.111 12.888 3.034 0 8.192
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Moment-Z
MTon-m
34.80
-34.80
34.80-34.80
32.45
-32.45
32.45
-32.45
28.49
-28.49
28.49
-28.49
27.02
-27.0227.02
-27.02
24.74
-24.74
24.71
-24.71
23.67
-23.67
23.67
-23.67
18.67
-18.67
18.65
-18.65
-17.88
17.88
-17.88
17.88
16.85
-16.85
16.82
-16.82
16.56-16.56
16.53
-16.53
15.90
-15.90
15.87
-15.87
-13.08
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13.08
-13.06
13.06
12.56
-12.56
12.53
-12.53
11.90-11.90
11.87
-11.87
-10.34
10.34
-10.32
10.32
10.02
-10.02
9.99
-9.99-9.34
9.34
-9.32
9.32
-7.43
7.43
-7.41
7.41
0.03
-0.03
-0.03
0.03
0.02
-0.02
-0.02
0.02
0.02
-0.02
-0.02
0.02
0.00
0.00
0.000.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
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0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.000.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.000.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.000.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
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0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.000.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.000.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
34.797
34.80
34.797
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Forces and moments in top members of bracings BR3
Beam L/C Section
Axial
Force
Mton
Shear-Y
Mton
Shear-Z
Mton
Torsion
MTon-m
Moment-Y
MTon-m36 4 0 -0.808 3.703 0.77 0 0
0.083 -0.808 3.687 0.77 0 0.201
0.167 -0.808 3.671 0.77 0 0.401
0.25 -0.808 3.656 0.77 0 0.602
0.333 -0.808 3.64 0.77 0 0.802
0.417 -0.808 3.624 0.77 0 1.003
0.5 -0.808 3.608 0.77 0 1.203
0.583 -0.808 -5.553 -0.608 0 1.097
0.667 -0.808 -5.568 -0.608 0 0.938
0.75 -0.808 -5.584 -0.608 0 0.78
0.833 -0.808 -5.6 -0.608 0 0.622
0.917 -0.808 -5.616 -0.608 0 0.463
1 -0.808 -5.631 -0.608 0 0.305
5 0 -0.501 -0.467 0.096 0 0
0.083 -0.501 -0.483 0.096 0 0.025
0.167 -0.501 -0.499 0.096 0 0.05
0.25 -0.501 -0.514 0.096 0 0.075
0.333 -0.501 -0.53 0.096 0 0.1
0.417 -0.501 -0.546 0.096 0 0.125
0.5 -0.501 -0.562 0.096 0 0.15
0.583 -0.501 -0.577 0.096 0 0.1750.667 -0.501 -0.593 0.096 0 0.201
0.75 -0.501 -0.609 0.096 0 0.226
0.833 -0.501 -0.625 0.096 0 0.251
0.917 -0.501 -0.641 0.096 0 0.276
1 -0.501 -9.801 -1.282 0 0.163
37 4 0 -3.235 9.801 1.236 0 0.305
0.083 -3.235 0.641 -0.142 0 0.406
0.167 -3.235 0.625 -0.142 0 0.369
0.25 -3.235 0.609 -0.142 0 0.332
0.333 -3.235 0.593 -0.142 0 0.295
0.417 -3.235 0.578 -0.142 0 0.258
0.5 -3.235 0.562 -0.142 0 0.221
0.583 -3.235 0.546 -0.142 0 0.184
0.667 -3.235 0.53 -0.142 0 0.148
0.75 -3.235 0.514 -0.142 0 0.111
0.833 -3.235 0.499 -0.142 0 0.074
0.917 -3.235 0.483 -0.142 0 0.037
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1 -3.235 0.467 -0.142 0 0
5 0 -3.446 5.631 0.653 0 0.163
0.083 -3.446 5.616 0.653 0 0.333
0.167 -3.446 5.6 0.653 0 0.503
0.25 -3.446 5.584 0.653 0 0.673
0.333 -3.446 5.568 0.653 0 0.8440.417 -3.446 5.552 0.653 0 1.014
0.5 -3.446 -3.608 -0.725 0 1.132
0.583 -3.446 -3.624 -0.725 0 0.944
0.667 -3.446 -3.64 -0.725 0 0.755
0.75 -3.446 -3.656 -0.725 0 0.566
0.833 -3.446 -3.671 -0.725 0 0.377
0.917 -3.446 -3.687 -0.725 0 0.189
1 -3.446 -3.703 -0.725 0 0
0.501 9.801 1.236 0 1.203
3.446 9.801 1.282 0 0
Design forces/moments 3.446 9.801 1.282 0 1.203
Forces in Bottom memebrs of bracings BR3
Beam L/C Section
Axial
Force
Mton
Shear-Y
Mton
Shear-Z
Mton
Torsion
MTon-m
Moment-Y
MTon-m
40 4 0 -7.044 0.189 0 0 0
0.083 -7.044 0.158 0 0 0
0.167 -7.044 0.126 0 0 0
0.25 -7.044 0.095 0 0 0
0.333 -7.044 0.063 0 0 0
0.417 -7.044 0.032 0 0 0
0.5 -7.044 0 0 0 0
0.583 -7.044 -0.032 0 0 0
0.667 -7.044 -0.063 0 0 0
0.75 -7.044 -0.095 0 0 0
0.833 -7.044 -0.126 0 0 0
0.917 -7.044 -0.158 0 0 0
1 -7.044 -0.189 0 0 05 0 -7.108 0.189 0 0 0
0.083 -7.108 0.158 0 0 0
0.167 -7.108 0.126 0 0 0
0.25 -7.108 0.095 0 0 0
0.333 -7.108 0.063 0 0 0
0.417 -7.108 0.032 0 0 0
0.5 -7.108 0 0 0 0
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0.583 -7.108 -0.032 0 0 0
0.667 -7.108 -0.063 0 0 0
0.75 -7.108 -0.095 0 0 0
0.833 -7.108 -0.126 0 0 0
0.917 -7.108 -0.158 0 0 0
1 -7.108 -0.189 0 0 0
7.044 0.189 0 0 0
7.108 0.189 0 0 0
Design Forces & Moments 7.108 0.189 0 0 0
Forces in diag memebrs of BR3
Beam L/C Node
Axial
Force
Mton
Shear-Y
Mton
Shear-Z
Mton
Torsion
MTon-m
Moment-Y
MTon-m
38 4 5 10.888 0.051 0 0 029 -10.799 0.051 0 0 0
5 5 10.503 0.051 0 0 0
29 -10.414 0.051 0 0 0
39 4 29 13.196 0.051 0 0 0
14 -13.284 0.051 0 0 0
5 29 13.581 0.051 0 0 0
14 -13.669 0.051 0 0 0
13.581 0.051 0 0 0
13.669 0.051 0 0 0
Design Forces and moments 13.669 0.051 0 0 0
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Forces and moments in top members of bracings BR2
Moment-Z
MTon-m Beam L/C Section
Axial
Force
Mton
Shear-Y
Mton
Shear-Z
Mton
Torsion
MTon-m0 51 4 0 -3.502 0.398 0.322 0
-0.962 0.083 -3.502 0.382 0.322 0
-1.92 0.167 -3.502 0.367 0.322 0
-2.874 0.25 -3.502 0.351 0.322 0
-3.824 0.333 -3.502 0.335 0.322 0
-4.77 0.417 -3.502 0.319 0.322 0
-5.712 0.5 -3.502 0.303 0.322 0
-4.611 0.583 -3.502 0.288 0.322 0
-3.163 0.667 -3.502 0.272 0.322 0
-1.711 0.75 -3.502 0.256 0.322 0
-0.254 0.833 -3.502 0.24 0.322 0
1.206 0.917 -3.502 0.225 0.322 0
2.67 1 -3.502 0.209 0.322 0
0 5 0 -3.072 0.119 0.218 0
0.124 0.083 -3.072 0.103 0.218 0
0.251 0.167 -3.072 0.087 0.218 0
0.383 0.25 -3.072 0.072 0.218 0
0.519 0.333 -3.072 0.056 0.218 0
0.659 0.417 -3.072 0.04 0.218 0
0.804 0.5 -3.072 0.024 0.218 0
0.952 0.583 -3.072 0.008 0.218 01.104 0.667 -3.072 -0.007 0.218 0
1.261 0.75 -3.072 -0.023 0.218 0
1.422 0.833 -3.072 -0.039 0.218 0
1.586 0.917 -3.072 -0.055 0.218 0
2.67 1 -3.072 -0.07 0.218 0
2.67 53 4 0 -1.244 -0.209 -0.322 0
1.587 0.083 -1.244 -0.225 -0.322 0
1.422 0.167 -1.244 -0.24 -0.322 0
1.261 0.25 -1.244 -0.256 -0.322 0
1.105 0.333 -1.244 -0.272 -0.322 0
0.952 0.417 -1.244 -0.288 -0.322 0
0.804 0.5 -1.244 -0.303 -0.322 0
0.66 0.583 -1.244 -0.319 -0.322 0
0.519 0.667 -1.244 -0.335 -0.322 0
0.383 0.75 -1.244 -0.351 -0.322 0
0.252 0.833 -1.244 -0.367 -0.322 0
0.124 0.917 -1.244 -0.382 -0.322 0
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0 1 -1.244 -0.398 -0.322 0
2.67 5 0 -0.308 0.07 -0.218 0
1.206 0.083 -0.308 0.055 -0.218 0
-0.255 0.167 -0.308 0.039 -0.218 0
-1.711 0.25 -0.308 0.023 -0.218 0
-3.163 0.333 -0.308 0.007 -0.218 0-4.611 0.417 -0.308 -0.008 -0.218 0
-5.712 0.5 -0.308 -0.024 -0.218 0
-4.77 0.583 -0.308 -0.04 -0.218 0
-3.824 0.667 -0.308 -0.056 -0.218 0
-2.875 0.75 -0.308 -0.072 -0.218 0
-1.92 0.833 -0.308 -0.087 -0.218 0
-0.962 0.917 -0.308 -0.103 -0.218 0
0 1 -0.308 -0.119 -0.218 0
2.67 0.308 0.398 0.322 0
5.712 3.502 0.398 0.322 0
5.712 Design Forces & moments 3.502 0.398 0.322 0
Forces and moments in bottom members of BR2
Moment-Z
MTon-m Beam L/C Section
Axial
Force
Mton
Shear-Y
Mton
Shear-Z
Mton
Torsion
MTon-m
0 52 4 0 -21.014 0.189 0 0
-0.09 0.083 -21.014 0.158 0 0
-0.164 0.167 -21.014 0.126 0 0
-0.222 0.25 -21.014 0.095 0 0
-0.263 0.333 -21.014 0.063 0 0
-0.288 0.417 -21.014 0.032 0 0
-0.296 0.5 -21.014 0 0 0
-0.288 0.583 -21.014 -0.032 0 0
-0.263 0.667 -21.014 -0.063 0 0
-0.222 0.75 -21.014 -0.095 0 0
-0.164 0.833 -21.014 -0.126 0 0
-0.09 0.917 -21.014 -0.158 0 0
0 1 -21.014 -0.189 0 00 5 0 -3.034 0.189 0 0
-0.09 0.083 -3.034 0.158 0 0
-0.164 0.167 -3.034 0.126 0 0
-0.222 0.25 -3.034 0.095 0 0
-0.263 0.333 -3.034 0.063 0 0
-0.288 0.417 -3.034 0.032 0 0
-0.296 0.5 -3.034 0 0 0
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-0.288 0.583 -3.034 -0.032 0 0
-0.263 0.667 -3.034 -0.063 0 0
-0.222 0.75 -3.034 -0.095 0 0
-0.164 0.833 -3.034 -0.126 0 0
-0.09 0.917 -3.034 -0.158 0 0
0 1 -3.034 -0.189 0 0
0 3.034 0.189 0 0
0.296 21.014 0.189 0 0
0.296 Design Forces 21.014 0.189 0 0
Forces in diag memebrs of BR2
Moment-Z
MTon-m Beam L/C Node
Axial
Force
Mton
Shear-Y
Mton
Shear-Z
Mton
Torsion
MTon-m
0 54 4 14 32.562 0.069 0 00 32 -32.443 0.069 0 0
0 5 14 8.617 0.069 0 0
0 32 -8.498 0.069 0 0
0 55 4 32 29.542 0.069 0 0
0 23 -29.661 0.069 0 0
0 5 32 3.85 0.069 0 0
0 23 -3.969 0.069 0 0
0 32.562 0.069 0 0
0 32.443 0.069 0 0
0 Design Forces & Moments 32.562 0.069 0 0
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Moment-Y
MTon-m
Moment-Z
MTon-m0 0
0.084 -0.102
0.168 -0.199
0.252 -0.293
0.335 -0.382
0.419 -0.467
0.503 -0.548
0.587 -0.625
0.671 -0.698
0.755 -0.767
0.838 -0.831
0.922 -0.892
1.006 -0.948
0 0
0.057 -0.029
0.114 -0.054
0.17 -0.074
0.227 -0.091
0.284 -0.103
0.341 -0.112
0.397 -0.1160.454 -0.116
0.511 -0.112
0.568 -0.104
0.624 -0.092
0.681 -0.076
1.006 -0.948
0.922 -0.892
0.838 -0.831
0.754 -0.767
0.671 -0.698
0.587 -0.625
0.503 -0.548
0.419 -0.467
0.335 -0.382
0.251 -0.293
0.168 -0.199
0.084 -0.102
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0 0
0.681 -0.076
0.624 -0.092
0.568 -0.104
0.511 -0.112
0.454 -0.1160.397 -0.116
0.341 -0.112
0.284 -0.103
0.227 -0.091
0.17 -0.074
0.114 -0.054
0.057 -0.029
0 0
1.006 0
0 0.948
1.006 0.948
Moment-Y
MTon-m
Moment-Z
MTon-m
0 0
0 -0.09
0 -0.164
0 -0.222
0 -0.263
0 -0.288
0 -0.296
0 -0.288
0 -0.263
0 -0.222
0 -0.164
0 -0.09
0 00 0
0 -0.09
0 -0.164
0 -0.222
0 -0.263
0 -0.288
0 -0.296
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0 -0.288
0 -0.263
0 -0.222
0 -0.164
0 -0.09
0 0
0 0
0 0.296
0 0.296
Moment-Y
MTon-m
Moment-Z
MTon-m
0 00 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
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Forces in BR1 and BR5
Beam L/C Node
Axial
Force
Mton
Shear-Y
Mton
Shear-Z
Mton
Torsion
MTon-m
Moment-Y
MTon-m
19 4 21 7.628 0.079 0 0 023 -7.697 0.079 0 0 0
5 21 6.239 0.079 0 0 0
23 -6.307 0.079 0 0 0
20 4 20 -5.768 0.079 0 0 0
24 5.836 0.079 0 0 0
5 20 -7.754 0.079 0 0 0
24 7.822 0.079 0 0 0
21 4 24 8.611 0.079 0 0 0
26 -8.68 0.079 0 0 0
5 24 11.418 0.079 0 0 0
26 -11.487 0.079 0 0 0
22 4 23 -7.326 0.079 0 0 0
27 7.394 0.079 0 0 0
5 23 -9.803 0.079 0 0 0
27 9.872 0.079 0 0 0
23 4 12 6.801 0.079 0 0 0
14 -6.87 0.079 0 0 0
5 12 6.336 0.079 0 0 0
14 -6.405 0.079 0 0 0
24 4 11 -4.589 0.079 0 0 0
15 4.658 0.079 0 0 05 11 -5.46 0.079 0 0 0
15 5.529 0.079 0 0 0
25 4 15 7.633 0.079 0 0 0
17 -7.701 0.079 0 0 0
5 15 7.326 0.079 0 0 0
17 -7.394 0.079 0 0 0
26 4 14 -6.322 0.079 0 0 0
18 6.39 0.079 0 0 0
5 14 -6.104 0.079 0 0 0
18 6.172 0.079 0 0 0
27 4 3 5.8 0.079 0 0 0
5 -5.868 0.079 0 0 0
5 3 4.606 0.079 0 0 0
5 -4.674 0.079 0 0 0
28 4 2 -4.742 0.079 0 0 0
6 4.81 0.079 0 0 0
5 2 -3.395 0.079 0 0 0
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6 3.463 0.079 0 0 0
29 4 6 6.022 0.079 0 0 0
8 -6.09 0.079 0 0 0
5 6 4.291 0.079 0 0 0
8 -4.36 0.079 0 0 0
30 4 5 -5.091 0.079 0 0 09 5.16 0.079 0 0 0
5 5 -3.602 0.079 0 0 0
9 3.67 0.079 0 0 0
61 4 3 -1.716 0.089 0 0 0
29 1.716 0.089 0 0 0
5 3 -1.695 0.089 0 0 0
29 1.695 0.089 0 0 0
62 4 29 -0.345 0.089 0 0 0
12 0.345 0.089 0 0 0
5 29 -0.468 0.089 0 0 0
12 0.468 0.089 0 0 0
63 4 6 -0.454 0.089 0 0 0
30 0.454 0.089 0 0 0
5 6 -0.449 0.089 0 0 0
30 0.449 0.089 0 0 0
64 4 30 0.142 0.089 0 0 0
15 -0.142 0.089 0 0 0
5 30 0.176 0.089 0 0 0
15 -0.176 0.089 0 0 0
65 4 12 -2.535 0.089 0 0 0
32 2.535 0.089 0 0 05 12 -1.156 0.089 0 0 0
32 1.156 0.089 0 0 0
66 4 32 -2.675 0.089 0 0 0
21 2.675 0.089 0 0 0
5 32 0.527 0.089 0 0 0
21 -0.527 0.089 0 0 0
67 4 15 -0.44 0.089 0 0 0
33 0.44 0.089 0 0 0
5 15 -1.128 0.089 0 0 0
33 1.128 0.089 0 0 0
68 4 33 0.084 0.089 0 0 0
24 -0.084 0.089 0 0 0
5 33 0.835 0.089 0 0 0
24 -0.835 0.089 0 0 0
11.418
11.487
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Design Forces 11.487
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Moment-Z
MTon-m
00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
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0
0
0
0
0
00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
00
0
0
0
0
0
0
0
0
0
0
0
0
0