DESIGN OF COMBINED FOOTING MKD-TR-9 ( UB 457X191X82)

FOOTING MARKED = 4-pole trestle BEARING CAPACITY = 18.00 T/Sqm

LOAD CASE NO = 5 ALLOWABLE BEARING CAPACITY :
LOADING FACTOR = 1.50 COLUMN MKD ( C1 ) : 154 COMB - 1 DEAD + 0.8 SEIS
VERTICAL LOAD (FORCE - Y) :
MOMENT IN "X" DIRECTION (MOM-X) :
FOUNDATION PROPERTY : MOMENT IN "Z" DIRECTION (MOM-Z) :
FOOTING LENGTH = 5000 MM COLUMN WIDTH =
FOOTING WIDTH = 3000 MM COLUMN DEPTH =
CLEAR COVER = 50 MM
GRADE OF CONCRETE = 25 MPa COLUMN MKD ( C2 ) : 154 COMB - 1 DEAD + 0.8 SEIS
GRADE OF STEEL = 500 MPa VERTICAL LOAD (FORCE - Y) :
MOMENT IN "X" DIRECTION (MOM-X) :
FOUNDATION SLAB THICKNESS = 500 MM MOMENT IN "Z" DIRECTION (MOM-Z) :
WIDTH OF FOUNDATION BEAM = 900 MM COLUMN WIDTH =
DEPTH OF FOUNDATION BEAM = 900 MM COLUMN DEPTH =
COLUMN MKD ( C3 ) : 154 COMB - 1 DEAD + 0.8 SEISMICOLUMN MKD ( C4 ) : 154 COMB - 1 DEAD + 0.8 SEIS
VERTICAL LOAD (FORCE - Y) : 24.34 KN VERTICAL LOAD (FORCE - Y) :
MOMENT IN "X" DIRECTION (MOM-X) : 1.69 KN-M MOMENT IN "X" DIRECTION (MOM-X) :
MOMENT IN "Z" DIRECTION (MOM-Z) : 14.22 KN-M MOMENT IN "Z" DIRECTION (MOM-Z) :
COLUMN WIDTH = 800 MM COLUMN WIDTH =
COLUMN DEPTH = 650 MM COLUMN DEPTH =
C/C DIST. OF COLUMN IN X-DIRECTION = 1500 MM
C/C DIST. OF COLUMN IN Z-DIRECTION = 3090 MM
Size of Footing is O.K.
3000 MM

750 MM 628 MM 872 MM 750 MM

Mx X
0.92 T/Sqm 1.05 T/Sqm
Mz
955 MM

C3 C4
Z
2446 MM

3090 MM
644 MM

C1 C2
955 MM
 1.81 T/Sqm 1.95 T/Sqm
1500 MM

C.G. DISTANCE FROM COLUMN C1 & C2 ( 129.26 + 79.82 ) X 3090.00

=
( 129.26 + 79.82 + 24.34
= 2446.00 MM SAY 2446 MM

C.G. DISTANCE FROM COLUMN C2 & C4 ( 79.82 + 30.70 ) X 1500.00

=
( 129.26 + 79.82 + 24.34
627.68 MM SAY 628 MM
=

COLUMN MKD ( C1 ) :
VERTICAL LOAD (ADDING 5% FOR WEIGHT OF 129.26 X 1.05
FOUNDATION) = = 9.05 T
10 X 1.50
MOMENT (Mx) = 0.79 T-M
MOMENT (Mz) = 0.86 T-M

COLUMN MKD ( C2 ) :
VERTICAL LOAD (ADDING 5% FOR WEIGHT OF 79.82 X 1.05
FOUNDATION) = = 5.59 T
10 X 1.50
MOMENT (Mx) = 0.71 T-M
MOMENT (Mz) = -0.62 T-M

COLUMN MKD ( C3 ) :
VERTICAL LOAD (ADDING 5% FOR WEIGHT OF 24.34 X 1.05
FOUNDATION) = = 1.70 T
10 X 1.50
MOMENT (Mx) = 0.11 T-M
MOMENT (Mz) = 0.95 T-M

COLUMN MKD ( C4 ) :
VERTICAL LOAD (ADDING 5% FOR WEIGHT OF 30.70 X 1.05
FOUNDATION) = = 2.15 T
10 X 1.50
MOMENT (Mx) = -0.02 T-M
MOMENT (Mz) = -0.69 T-M

ADDITIONAL LOAD FOR GATE :

= 3.00 T
VERTICAL LOAD (SELF WEIGHT OF COLUMN
AND GATE)
MOMENT ON X DIRECTION (Mx) = 4.00 T-M

TOTAL AXIAL LOAD : 21.49 T TOTAL Mx : 5.59 T-M TOTAL Mz : 0.50 T-M
UPWARD PRESSURE INTENSITY =
21.49 + 5.59 X 6 + 0.50 X
5.00 X 3.00 - 3.00 X 5.00 2 - 5.00 X
= 1.43 + 0.45 + 0.07
- -

MAXIMUM PRESSURE = 1.95 T/Sqm & 1.81 T/Sqm

MINIMUM PRESSURE = 0.92 T/Sqm & 1.05 T/Sqm

DESIGN OF FOUNDATION SLAB :

UPWARD PRESSURE ON SLAB AT THE EDGE OF "X" DIRECTION

AVARAGE MAXIMUM PRESSURE = 1.88 T/Sqm
AVARAGE MINIMUM PRESSURE = 0.99 T/Sqm

C3 3090 MM
C1
& &
C4 C2
C.G. OF FOOTING

61 MM

500 MM
1849MM

955 MM 2446 MM 644 MM 955 MM

5000 MM

F2 F1

0.99 T/M 1.16 T/M 1.43 T/M 1.71 T/M 1.79 T/M 1.88 T/M
1.55 T/M

2
B.M.(MAX) AT CANTILEVER FACE = 1.79 X 0.505 ( 1.88 - 1.79 ) X
+
2 3
= 0.24 T-M

2
B.M.(MAX) AT CENTRE = ( 1.16 + 1.71 ) X ( 3.090 - 0.90 )
2 X 8
 = 0.86 T-M

To calculate the Bending Moment in the slab consider maximum pressure as U.D.L. and this will give the slightly
conservative value of maximum moment for slab.

DIA OF REINFORCEMENT USED = 12 MM TOR

12
EFFECTIVE DEPTH OF SLAB = 500 - 50 + = 444 MM
2

REINFORCEMENT AT MID SPAN :

0.5 X fck 4.60 X MU

Ast = 1 - 1 - XbXd
fy fck X b X d2

0.5 X 25 4.60 X 0.86 X 1.50 X 1.0E+07

Ast = 1 - 1- X 1000 X 444
500 25 X 1000 X 444 X 444

Ast = 66.94 Sq.mm

SPACING = 12 MM TOR @ 1690 MM C/C PROVIDED SPACING = 200 MM

PROVIDED = 12 MM TOR @ 200 MM C/C Ast = 565 Sq.mm & Pt = 0.127 %

REINFORCEMENT AT SUPPORT :

DIA OF REINFORCEMENT USED = 12 MM TOR

0.5 X 25 4.60 X 0.24 X 1.50 X 1.0E+07

Ast = 1 - 1- X 1000 X 444
500 25 X 1000 X 444 X 444

Ast = 18.34 Sq.mm

SPACING = 12 MM TOR @ 6167 MM C/C PROVIDED SPACING = 200 MM

PROVIDED = 12 MM TOR @ 200 MM C/C Ast = 565 Sq.mm & Pt = 0.127 %

CHECK FOR BENDING SHEAR AT CANTILEVER FACE :

DIST BETWEEN BEAM FACE & TOE OF FOOTING = ( 955 - 900 /2 ) = 505 MM

DIST. OF CRITICAL SECTION FROM EDGE OF FOOTING (FACE AT "Bx") :

505 - 444 = 61 MM
SO SHEAR FORCE AT CRITICAL SECTION (PER METER WIDTH) = 1.88 X 0.061 =

Vu = 0.11 X 1.50 X 10 = 1.72 KN

DEPTH AT CRITICAL SECTION = 444 MM

SHEAR STRESS AT CRITICAL SECTION :

1.72 X 1000
Tv = = 0.004 MPa
444 X 1000

0.80 X 25
BETA = = 22.791
6.89 X 0.127

0.85 X 0.80 X 25 X ( 1+ 5 X 22.791 -1)

Tc = = 0.270 MPa
6 X 22.791

HENCE O.K.

CHECK FOR BENDING SHEAR AT SPAN :

900
SHEAR AT "d" FROM FACE OF FOOTING = 955 + + 444 =
2

1.879 + 1.549
SO SHEAR FORCE AT "d" SECTION (PER METER WIDTH) = X
2
= 3.17 T
Vu = 3.17 X 1.50 X 10 = 47.54 KN

DEPTH AT CRITICAL SECTION = 444 MM

SHEAR STRESS AT CRITICAL SECTION :

47.54 X 1000
Tv = = 0.107 MPa
444 X 1000

0.80 X 25
BETA = = 22.791
6.89 X 0.127

0.85 X 0.80 X 25 X ( 1+ 5 X 22.791 -1)

Tc = = 0.270 MPa
6 X 22.791

HENCE O.K.
 1500 MM
C2 C1
C.G. OF FOOTING

900 MM
750 MM 872 MM 628 MM 750 MM

3000 MM

F2 F1

3.41 T/M 3.50 T/M 3.66 T/M 3.75 T/M

UPWARD PRESSURE ON SLAB AT THE EDGE OF "Z" DIRECTION

AVARAGE MAXIMUM PRESSURE = 1.50 T/Sqm
AVARAGE MINIMUM PRESSURE = 1.37 T/Sqm

MAXIMUM PRESSURE ON BEAM = 1.50 X 2.500 = 3.75 T/Sqm

MINIMUM PRESSURE ON BEAM = 1.37 X 2.500 = 3.41 T/Sqm

0.750
Pressure at F2 = 3.41 + 3.75 - 3.41 = 3.50 T/Sqm
3.000

( 0.750 + 1.500 )
Pressure at F1 = 3.41 + 3.75 - 3.41 =
3.000

DESIGN OF FOUNDATION BEAM :

RESULTANT OF NET UPWARD PRESSURE FROM FOUNDATION :

( 3.75 + 3.41 ) X 3.000
=
2
LOCATION OF C.G. OF UPWARD PRESSURE FROM LEFT EDGE OF FOUNDATION :

3.00 X 3.41 X 3.00

10.74 X X = +
2
 1 2
X ( 3.75 - 3.41 ) X 3.00 X X 3.00
2 3

X = 1.523 M
1523

773

3.41 T/M 3.75 T/M

R2 R1
750 MM 1500 MM 750 MM

10.74 X 0.77
R1 = = 5.54 T
1.5
R2 = 10.74 - 5.54 = 5.21 T

SHEAR AT LEFT SIDE OF LEFT COLUMN (F22) :

( 3.41 + 3.50 ) X 0.750
=
2
SHEAR AT RIGHT SIDE OF RIGHT COLUMN (F11) :
( 3.75 + 3.66 ) X 0.750
=

SHEAR AT RIGHT SIDE OF LEFT COLUMN (R2 - F22) :

5.205 - 2.592 = 2.613 T
SHEAR AT LEFT SIDE OF RIGHT COLUMN (R1 - F11) :
5.539 - 2.780 = 2.759 T

2.759 T
2.592 T

2.780 T
2.613 T

1488 MM

3.748 - 3.415
PRESSURE AT A DISTANCE "D" = 3.415 + D
 PRESSURE AT A DISTANCE "D" = 3.415 + D
3.000
= 3.415 + 0.111D

S.F. = 0 AT A DISTANCE "D" FROM LEFT :

3.415 + 3.415 + 0.111D

X D = 5.205
2
3.415D + 0.056D
2
= 5.205

2
- 3.415 + 3.415 + 4 X 0.056 X 5.205
SO D = = 1.488 M
2 X 0.056

PRESSURE AT S.F.= 0 IS = 3.415 + 0.111 X 1.488 = 3.58 T/Sqm

MOMENT AT SPAN WHERE S.F. = 0 (MX) :

3.415 X 1.488 2 3.580 X 1.488 2

+ 5.205 X ( 1.488 - 0.750 )
3 6
= 0.000 T-M

MOMENT AT THE CENTRE OF LEFT COLUMN (M22) :

-1 2
= X 0.750 2 X 3.41 + 3.50 = -0.968 T-M
6

MOMENT AT THE CENTRE OF RIGHT COLUMN (M11) :

-1 2
= X 0.750 2 X 3.75 + 3.66 = -1.046 T-M
6

M22 M11
MX

DESIGN FOR SPAN MOMENT :

DIA OF REINFORCEMENT USED = 20 MM TOR

 20
EFFECTIVE DEPTH OF BEAM = 900 - 50 + = 840 MM
2

0.5 X 25 4.60 X 0.00 X 1.50 X 1.0E+07

Ast = 1 - 1- X 900
500 25 X 900 X 840 2

Ast = 0.01 Sq.mm

NO. OF BAR REQUIRED = 1 NOS PROVIDED NOS. OF BAR = 6 NOS

PROVIDED 6 NOS 20 MM TOR BAR REVISED Pt = 0.249 %

DESIGN FOR SUPPORT MOMENT :

MAX. SUPPORT MOMENT = 1.046 T-M

DIA OF REINFORCEMENT USED = 20 MM TOR

20
EFFECTIVE DEPTH OF SLAB = 900 - 50 + = 840 MM
2

0.5 X 25 4.60 X 1.05 X 1.50 X 1.0E+07

Ast = 1 - 1- X 900
500 25 X 900 X 840 2

Ast = 43.02 Sq.mm

NO. OF BAR REQUIRED = 1 NOS PROVIDED NOS. OF BAR = 6 NOS

PROVIDED 6 NOS 20 MM TOR BAR REVISED Pt = 0.249 %

CHECK AGAINST ONE WAY SHEAR :

MAX. SHEAR FORCE = 2.780 T

Vu = 2.78 X 1.50 X 10 = 41.70 KN

41.70 X 1000
Tv = = 0.046 MPa
900 X 840
 0.80 X 25
BETA = = 11.642
6.89 X 0.249

0.85 X 0.80 X 25 X ( 1+ 5 X 11.642 -1)

Tc = = 0.364 MPa
6 X 11.642

Tc, max = 3.100 MPa Tc,max =3.1 Mpa, So, Section is adequate

SHEAR CAPACITY OF THE SECTION (Tc XBXd) 0.364 X 900 X 840

=
= 275.431 KN
1000

SHEAR TO BE CARRIED BY STIRRUPS (Vus = Vs - TcXBXd)

41.698 - 275.431 = -233.733 KN

PROVIDED 2 LEGGED 8 MM DIA STIRRUPS

0.87 X fy X d X As 0.87 X 500 X 840 X 50.27 X 2

SPACING = =
VUS -233.733 X 1000
-= 157 MM

Provide 8mm tor 2 legged vertical stirrups at 150 mm C/C spacing

457X191X82)

8.00 T/Sqm
54 COMB - 1 DEAD + 0.8 SEISMIC-H (4)
129.26 KN
11.84 KN-M
12.91 KN-M
800 MM
650 MM

54 COMB - 1 DEAD + 0.8 SEISMIC-H (4)

79.82 KN
10.60 KN-M
-9.29 KN-M
800 MM
650 MM
54 COMB - 1 DEAD + 0.8 SEISMIC-H (4)
30.70 KN
-0.34 KN-M
-10.34 KN-M
800 MM
650 MM

Size of Footing is O.K.

RFT for the pedestal

5000 MM

PROVIDED NOS. OF BAR = 0.15%bd/100

780

DIA OF REINFORCEMENT USED =

7 NOS
+ 30.70 )

+ 30.70 )
6
3.00 22

2
0.505
this will give the slightly

X 1000 X 444

X 1000 X 444
0.11 T

1849.00MM

1.849
 3.66 T/Sqm

10.744 T
2.592 T

2.780 T
.58 T/Sqm

0.96820567708
1.046 T-M
X 840

RFT for the Raft Beam

PROVIDED NOS. OF BAR = 0.2%bd/100

1620

6 NOS

X 840
 1
Joint No Load Case FX FY FZ MX MY MZ

154 COMB 154

- COMB - -3.797 129.256 4.968 11.836 1.702 12.911

Horizontal Vertical Horizontal Moment

Node L/C Fx kN Fy kN Fz kN Mx kN-m My kN-m Mz kN-m
41 138 COMB -3.16 153.425 0.632 1.644 0.116 10.587
139 COMB -0.696 104.607 -2.118 -8.145 0.046 2.291
140 COMB -0.756 116.797 5.528 12.055 0.073 2.483
141 COMB - -2.62 139.973 -1.651 -5.912 0.094 8.777
142 COMB - -2.668 149.725 4.466 10.248 0.116 8.931
143 COMB -3.412 99.272 0.928 1.496 0.147 11.304
144 COMB 1.863 122.238 0.612 0.874 -0.029 -6.22
145 COMB 3.003 87.629 -4.477 -12.13 -1.996 -10.418
146 COMB -4.552 133.881 6.018 14.499 2.113 15.503
147 COMB - -4.793 135.705 0.786 1.801 0.175 15.987
148 COMB - -0.573 154.077 0.533 1.303 0.034 1.969
149 COMB - 0.339 126.39 -3.538 -9.1 -1.539 -1.39
150 COMB - -5.705 163.392 4.858 12.204 1.748 19.346
151 COMB - -2.885 101.569 0.897 1.434 0.129 9.552
152 COMB - 1.335 119.941 0.644 0.936 -0.012 -4.467
153 COMB - 2.247 92.254 -3.428 -9.467 -1.585 -7.826
154 COMB - -3.797 129.256 4.968 11.836 1.702 12.911
42 138 COMB -2.707 128.292 0.339 1.057 0.116 9.067
139 COMB -0.528 103.683 -5.129 -10.914 0.045 1.715
140 COMB -0.465 91.502 2.517 9.286 0.072 1.514
141 COMB - -2.261 126.993 -3.609 -7.859 0.093 7.564
142 COMB - -2.211 117.248 2.508 8.301 0.115 7.403
143 COMB -2.847 88.613 -0.295 0.205 0.147 9.383
144 COMB 1.757 106.678 -0.449 -0.295 -0.029 -5.844
145 COMB -4.577 119.926 -5.603 -13.347 -1.995 15.588
146 COMB 3.487 75.364 4.859 13.258 2.114 -12.049
12 MM TOR 147 COMB - -4.116 114.936 0.258 1.036 0.175 13.699
148 COMB - -0.433 129.388 0.135 0.636 0.035 1.517
149 COMB - -5.5 139.987 -3.989 -9.805 -1.539 18.663
150 COMB - 0.95 104.338 4.381 11.478 1.748 -3.447
 151 COMB - -2.386 90.419 -0.31 0.155 0.129 7.861
152 COMB - 1.297 104.871 -0.434 -0.245 -0.011 -4.321
153 COMB - -3.77 115.47 -4.557 -10.686 -1.584 12.825
154 COMB - 2.68 79.82 3.813 10.597 1.703 -9.285
43 138 COMB -3.724 13.951 1.027 0.793 0.114 11.713
139 COMB -0.929 19.985 -1.98 -8.809 0.049 2.677
140 COMB -0.936 31.704 5.986 12.18 0.056 2.705
141 COMB - -3.163 11.657 -1.407 -6.966 0.098 9.893
142 COMB - -3.169 21.032 4.966 9.825 0.104 9.916
143 COMB -4.053 32.808 1.05 0.869 0.166 12.922
144 COMB 2.188 18.832 1.098 0.974 -0.057 -7.527
145 COMB 3.436 27.667 0.639 -0.033 -2.194 -11.7
146 COMB -5.3 23.973 1.508 1.876 2.302 17.095
147 COMB - -5.663 21.915 1.017 0.777 0.191 18.089
148 COMB - -0.669 10.735 1.055 0.861 0.013 1.731
149 COMB - 0.328 17.803 0.689 0.055 -1.697 -1.608
150 COMB - -6.66 14.847 1.384 1.582 1.901 21.428
151 COMB - -3.429 31.411 1.054 0.88 0.143 10.877
152 COMB - 1.564 20.23 1.093 0.964 -0.035 -5.482
153 COMB - 2.562 27.298 0.726 0.158 -1.744 -8.82
154 COMB - -4.427 24.343 1.421 1.685 1.853 14.216
44 138 COMB -3.207 21.008 -1.168 -1.22 0.114 10.152
139 COMB -0.688 35.781 -6.039 -12.357 0.052 1.964
140 COMB -0.677 24.053 1.927 8.631 0.059 1.925
141 COMB - -2.706 27.495 -5.089 -10.202 0.1 8.521
142 COMB - -2.698 18.113 1.283 6.588 0.106 8.491
143 COMB -3.368 34.973 -1.155 -1.155 0.165 10.712
144 COMB 2.003 24.816 -1.1 -1.044 -0.057 -6.809
145 COMB -5.334 28.883 -1.561 -2.053 -2.194 17.316
146 COMB 3.969 30.906 -0.694 -0.146 2.302 -13.413
147 COMB - -4.85 26.848 -1.182 -1.241 0.191 15.52
148 COMB - -0.553 18.723 -1.138 -1.151 0.013 1.503
149 COMB - -6.423 21.976 -1.507 -1.959 -1.697 20.803
150 COMB - 1.02 23.595 -0.813 -0.433 1.9 -3.78
151 COMB - -2.831 33.957 -1.149 -1.144 0.143 8.96
152 COMB - 1.466 25.831 -1.106 -1.055 -0.035 -5.057
153 COMB - -4.404 29.085 -1.474 -1.862 -1.745 14.243
154 COMB - 3.039 30.704 -0.781 -0.337 1.853 -10.34
 Size of Footing is O.K.foundtn PROVIDED 12 200 0 565.4867 & Pt
HENCE O.K. foundtn PROVIDED 12 200 0 565.4867 & Pt
HENCE O.K. beam PROVIDED 6 20 0 REVISED 0
beam PROVIDED 6 20 0 REVISED 0

154 COMB 154

- COMB - 2.68 79.82 3.813 10.597 1.703 -9.285 154 COMB 154
- COMB -

Horizontal Vertical Horizontal Moment

Node L/C Fx kN Fy kN Fz kN Mx kN-m My kN-m Mz kN-m Node L/C
42 138 COMB -2.707 128.292 0.339 1.057 0.116 9.067 43 138 COMB
0 139 COMB -0.528 103.683 -5.129 -10.914 0.045 1.715 0 139 COMB
0 140 COMB -0.465 91.502 2.517 9.286 0.072 1.514 0 140 COMB
0 141 COMB - -2.261 126.993 -3.609 -7.859 0.093 7.564 0 141 COMB -
0 142 COMB - -2.211 117.248 2.508 8.301 0.115 7.403 0 142 COMB -
0 143 COMB -2.847 88.613 -0.295 0.205 0.147 9.383 0 143 COMB
0 144 COMB 1.757 106.678 -0.449 -0.295 -0.029 -5.844 0 144 COMB
0 145 COMB -4.577 119.926 -5.603 -13.347 -1.995 15.588 0 145 COMB
0 146 COMB 3.487 75.364 4.859 13.258 2.114 -12.049 0 146 COMB
0 147 COMB - -4.116 114.936 0.258 1.036 0.175 13.699 0 147 COMB -
0 148 COMB - -0.433 129.388 0.135 0.636 0.035 1.517 0 148 COMB -
0 149 COMB - -5.5 139.987 -3.989 -9.805 -1.539 18.663 0 149 COMB -
0 150 COMB - 0.95 104.338 4.381 11.478 1.748 -3.447 0 150 COMB -
0 151 COMB - -2.386 90.419 -0.31 0.155 0.129 7.861 0 151 COMB -
0 152 COMB - 1.297 104.871 -0.434 -0.245 -0.011 -4.321 0 152 COMB -
0 153 COMB - -3.77 115.47 -4.557 -10.686 -1.584 12.825 0 153 COMB -
0 154 COMB - 2.68 79.82 3.813 10.597 1.703 -9.285 0 154 COMB -
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0.127362 0
0.127362 0
0.249333
0.249333

-4.427 24.343 1.421 1.685 1.853 14.216 154 COMB 154

- COMB - 3.039 30.704

Horizontal Vertical Horizontal Moment Horizontal Vertical

Fx kN Fy kN Fz kN Mx kN-m My kN-m Mz kN-m Node L/C Fx kN Fy kN
-3.724 13.951 1.027 0.793 0.114 11.713 44 138 COMB -3.207 21.008
-0.929 19.985 -1.98 -8.809 0.049 2.677 0 139 COMB -0.688 35.781
-0.936 31.704 5.986 12.18 0.056 2.705 0 140 COMB -0.677 24.053
-3.163 11.657 -1.407 -6.966 0.098 9.893 0 141 COMB - -2.706 27.495
-3.169 21.032 4.966 9.825 0.104 9.916 0 142 COMB - -2.698 18.113
-4.053 32.808 1.05 0.869 0.166 12.922 0 143 COMB -3.368 34.973
2.188 18.832 1.098 0.974 -0.057 -7.527 0 144 COMB 2.003 24.816
3.436 27.667 0.639 -0.033 -2.194 -11.7 0 145 COMB -5.334 28.883
-5.3 23.973 1.508 1.876 2.302 17.095 0 146 COMB 3.969 30.906
-5.663 21.915 1.017 0.777 0.191 18.089 0 147 COMB - -4.85 26.848
-0.669 10.735 1.055 0.861 0.013 1.731 0 148 COMB - -0.553 18.723
0.328 17.803 0.689 0.055 -1.697 -1.608 0 149 COMB - -6.423 21.976
-6.66 14.847 1.384 1.582 1.901 21.428 0 150 COMB - 1.02 23.595
-3.429 31.411 1.054 0.88 0.143 10.877 0 151 COMB - -2.831 33.957
1.564 20.23 1.093 0.964 -0.035 -5.482 0 152 COMB - 1.466 25.831
2.562 27.298 0.726 0.158 -1.744 -8.82 0 153 COMB - -4.404 29.085
-4.427 24.343 1.421 1.685 1.853 14.216 0 154 COMB - 3.039 30.704
 -0.781 -0.337 1.853 -10.34

Horizontal Moment
Fz kN Mx kN-m My kN-m Mz kN-m
-1.168 -1.22 0.114 10.152
-6.039 -12.357 0.052 1.964
1.927 8.631 0.059 1.925
-5.089 -10.202 0.1 8.521
1.283 6.588 0.106 8.491
-1.155 -1.155 0.165 10.712
-1.1 -1.044 -0.057 -6.809
-1.561 -2.053 -2.194 17.316
-0.694 -0.146 2.302 -13.413
-1.182 -1.241 0.191 15.52
-1.138 -1.151 0.013 1.503
-1.507 -1.959 -1.697 20.803
-0.813 -0.433 1.9 -3.78
-1.149 -1.144 0.143 8.96
-1.106 -1.055 -0.035 -5.057
-1.474 -1.862 -1.745 14.243
-0.781 -0.337 1.853 -10.34