Design(With Cb+Fp)

Depth of Top slab (d) = Width of Top Slab (b) = d/b = (1+d/b)/1.7 = Eq. Moment due to torsion =

Top slab

0.55 m 1m 0.55 0.91 Mx*0.912

(Hogging Moment)

(upper reinforcement) = = = = = = =

Depth of the section scbc

sst

Mz Mx Maximum Moment m

7.998

=

mscbc / (mscbc+ss) =

j

=

1 - (k / 3)

=

Q

=

0.5 x scbc x j x k

=

Depth of Top slab (d) = Width of Top Slab (b) = d/b = (1+d/b)/1.7 = Eq. Moment due to torsion =

Top slab

N/mm2 N/mm2 t-m t-m t-m/m kN-m/m

=

k

Effective depth of the section d Required Ast Provide f16 @ 300 c/c Ast provided % of Ast

0.55 11.67 240 5.09 0.00 5.09 49.88

As = M/sst*j*d +

f20

0.280 0.9067 1.481 N/mm^2 = =

0.500m 2 4.58 cm /m

=

2 17.17 cm /m 0.34

@ 300 c/c p=

0.55 m 1m 0.55 0.91 Mx*0.912

(Sagging Moment)

(bottom reinforcement)

So O.K.

Depth of the section scbc

= = = = = = =

sst

Mz Mx Maximum Moment m

N/mm2 N/mm2 t-m t-m t-m/m kN-m/m

=

7.998

k

=

mscbc / (mscbc+ss) =

j

=

1 - (k / 3)

=

Q

=

0.5 x scbc x j x k

=

Effective depth of the section d Required Ast Provide f16 @ 150 c/c Ast provided % of Ast

0.55 11.67 240 14.80 0.00 14.80 145.04

As = M/sst*j*d +

f0

0.280 0.9067 1.481 N/mm^2 = =

0.502m 2 13.28 cm /m

=

2 13.40 cm /m 0.27

@ 300 c/c p=

So O.K.

DISTRIBUTION REINFORCEMENT:(Hogging Moment) Effective depth of the section d Required Ast

(upper reinforcement) = =

As = 0.06%of b.d

0.485m 2 2.91 cm /m

Provide f10

@ 200 c/c

+

f0

@ 150 c/c

Ast provided % of Ast

= p=

Depth of Top slab (d) = Width of Top Slab (b) = d/b = (1+d/b)/1.7 = Eq. Moment due to torsion =

So O.K.

0.55 m 1m 0.55 0.91 Mx*0.912

(Sagging Moment) Effective depth of the section d Min Required Ast

2 3.93 cm /m 0.08

(bottom reinforcement) = =

As = 0.12%of b.d

0.488m 2 5.86 cm /m

Provide f12 Ast provided % of Ast

@ 175 c/c

+

f0

@ 150 c/c = p=

2 6.46 cm /m 0.13

So O.K.

Bottom Slab

(Hogging Moment)

Depth of bottom slab (d) = Width of bottom Slab (b) = d/b = (1+d/b)/1.7 = Eq. Moment due to torsion =

(upper reinforcement)

0.65 m 1m 0.65 0.97 Mx*0.971

Depth of the section scbc

= = = = = = =

sst

Mz Mx Maximum Moment m

0.65 11.67 240 16.60 0.00 16.60 162.69

N/mm2 N/mm2 t-m t-m t-m/m kN-m/m

=

7.998

k

=

mscbc / (mscbc+ss) =

j

=

1 - (k / 3)

=

Q

=

0.5 x scbc x j x k

=

Effective depth of the section d Required Ast Provide f16 @ 125 c/c Ast provided % of Ast

Bottom Slab

As = M/sst*j*d +

f0

0.9067 1.481 N/mm^2 = =

0.559m 2 13.37 cm /m

=

2 16.08 cm /m 0.29

@ 300 c/c p=

(Saging Moment)

Depth of Top slab (d) = Width of Top Slab (b) =

0.65 m 1m

d/b (1+d/b)/1.7

0.65 0.97

= =

0.280

(bottom reinforcement)

So O.K.

Eq. Moment due to torsion =

Mx*0.971

Depth of the section scbc

= = = = = = =

sst

Mz Mx Maximum Moment m

N/mm2 N/mm2 t-m t-m t-m/m kN-m/m

=

7.998

k

=

mscbc / (mscbc+ss) =

j

=

1 - (k / 3)

=

Q

=

0.5 x scbc x j x k

=

Effective depth of the section d Required Ast Provide f16 @ 300 c/c Ast provided % of Ast

0.65 11.67 240 8.02 0.00 8.02 78.61

As = M/sst*j*d +

f20

0.280 0.9067 1.481 N/mm^2 = =

0.600m 2 6.02 cm /m

=

17.17 cm /m 0.26

@ 300 c/c 2

p=

So O.K.

DISTRIBUTION REINFORCEMENT:Depth ofbottom slab (d) = Width of bottom Slab (b) =

0.65 m 1m

(upper reinforcement) Effective depth of the section d Required Ast

As = 0.06%of b.d

= =

0.546m 2 3.28 cm /m

=

2 3.93 cm /m 0.07

Provide f10 @ 200 c/c Ast provided at top % of Ast

+

f0

@ 150 c/c p=

So O.K.

(bottom reinforcement) Depth of Top slab (d) = Width of Top Slab (b) = d/b = (1+d/b)/1.7 = Eq. Moment due to torsion = Required Ast

0.65 m 1m 0.65 0.97 Mx*0.971 As =0.06%of b.d

2

=

3.17 cm /m

=

2 3.93 cm /m 0.07

Provide f10 Ast provided % of Ast

@ 200 c/c

+

f0

@ 150 c/c p=

So O.K.

Wall

TOP

(outer reinforcement)

Depth (d) = Width (b) = d/b = (1+d/b)/1.7 = Eq. Moment due to torsion =

0.35 m 1m 0.35 0.79 Mx*0.794

Depth of the section scbc

= = = = = = =

sst

Mz Mx Maximum Moment m

7.998

=

mscbc / (mscbc+ss) =

j

=

1 - (k / 3)

=

Q

=

0.5 x scbc x j x k

=

As = M/sst*j*d +

f20

d/b = (1+d/b)/1.7 = Eq. Moment due to torsion =

0.280 0.9067 1.481 N/mm^2 = =

0.302m 2 12.87 cm /m

=

2 17.17 cm /m 0.57

@ 300 c/c p=

BOTTOM Depth of Top slab (d) = Width of Top Slab (b) =

N/mm2 N/mm2 t-m t-m t-m/m kN-m/m

=

k

Effective depth of the section d Required Ast Provide f16 @ 300 c/c Ast provided at top % of Ast

0.35 11.67 240 8.63 0.00 8.63 84.58

(outer reinforcement) 0.35 m 1m

0.35 0.79 Mx*0.794

So O.K.

Depth of the section scbc

= = = = = = =

sst

Mz Mx Maximum Moment m

N/mm2 N/mm2 t-m t-m t-m/m kN-m/m

=

7.998

k

=

mscbc / (mscbc+ss) =

j

=

1 - (k / 3)

=

Q

=

0.5 x scbc x j x k

=

Effective depth of the section d Required Ast Provide f16 @ 300 c/c Ast provided at top % of Ast

0.35 11.67 240 11.15 0.00 11.15 109.27

As = M/sst*j*d +

f20

0.280 0.9067 1.481 N/mm^2 = =

0.300m 2 16.74 cm /m

=

2 17.17 cm /m 0.57

@ 300 c/c p=

So O.K.

MIDDLE

(Inner reinforcement)

Depth of Top slab (d) = Width of Top Slab (b) =

0.35 m 1m

d/b = (1+d/b)/1.7 = Eq. Moment due to torsion =

0.35 0.79 Mx*0.794

Depth of the section scbc

= = = = = = =

sst

Mz Mx Maximum Moment m

0.35 11.67 240 3.00 0.00 3.00 29.41

N/mm2 N/mm2 t-m t-m t-m/m kN-m/m

=

7.998

k

=

mscbc / (mscbc+ss) =

j

=

1 - (k / 3)

=

Q

=

0.5 x scbc x j x k

=

Effective depth of the section d Required Ast Provide f10 @ 300 c/c Ast provided at top % of Ast

As = M/sst*j*d +

0.9067 1.481 N/mm^2 = =

0.305m 2 4.43 cm /m

=

2 5.24 cm /m 0.17

@ 300 c/c p=

DISTRIBUTION REINFORCEMENT:Effective depth of the section d Min Required Ast

f10

0.280

(On the both of the faces) = =

As = 0.25%of b.d

0.399m 2 9.98 cm /m

Provide f10

@ 150 c/c

+

f0

@ 150 c/c

(on both of the faces)

So O.K.

. % of Ast

2

= p=

10.47 cm /m 0.26

So O.K.

SHEAR FORCE CHECK Depth of Top slab (d) = Width of Top Slab (b) = Effective depth of the section d = 1.6/b = Eq. Shear Force due to torsion =

0.550 m 1m 0.500 m 1.60 Mx*1.600

Top slab

Depth of the section Fy Mx Maximum Shear Force

tv r%

tc

= = = = =

0.550 12.00 0.00 12.00 117.60

(N/mm2)

=

0.2352

(100Ast/bd)

=

0.343

=

0.2599

= = = = =

0.650 13.70 0.00 13.70 137.00

(N/mm )

=

0.2283

(100Ast/bd)

=

0.286

=

0.2416

2

(N/mm )

Depth of Bottom slab (d) = Width of Bottom Slab (b) = Effective depth of the section d = 1.6/b = Eq. Shear Force due to torsion =

Bottom slab

Depth of the section Fy Mx Maximum Shear Force

tv r%

tc

2

2

(N/mm )

t t t/m kN/m

So O.K.

0.650 m 1m 0.600 m 1.60 Mx*1.600

t t t/m kN/m

So O.K.

Depth check for bending Top slab HOGGING

deff

=

183.53

OK

SAGGING

deff

=

312.94

OK

HOGGING

deff

=

331.44

OK

SAGGING

deff

=

230.38

OK

TOP

deff

=

238.98

OK

BOTTOM

deff

=

271.63

OK

Bottom slab

Support wall

STAAD SPACE START JOB INFORMATION ENGINEER DATE 18-May-11 END JOB INFORMATION INPUT WIDTH 79 UNIT METER MTON JOINT COORDINATES 1 0 0 0; 2 6.5 0 0; 3 0 3.525 0; 4 0 0.325 0; 5 0 0.775 0; 6 0 1.7625 0; 7 0 2.75 0; 8 0 3.2 0; 9 0.3 0 0; 10 0.8 0 0; 11 2.025 0 0; 12 3.25 0 0; 13 4.475 0 0; 14 5.7 0 0; 15 6.2 0 0; 16 6.5 3.525 0; 17 6.5 0.325 0; 18 6.5 0.775 0; 19 6.5 1.7625 0; 20 6.5 2.75 0; 21 6.5 3.2 0; 22 0.3 3.525 0; 23 0.75 3.525 0; 24 3.25 3.525 0; 25 5.75 3.525 0; 26 6.2 3.525 0; MEMBER INCIDENCES 1 1 9; 3 1 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 3; 9 9 10; 10 10 11; 11 11 12; 12 12 13; 13 13 14; 14 14 15; 15 15 2; 16 2 17; 17 17 18; 18 18 19; 19 19 20; 20 20 21; 21 21 16; 22 3 22; 23 22 23; 24 23 24; 25 24 25; 26 25 26; 27 26 16; START GROUP DEFINITION MEMBER _TOP_SLAB 23 TO 26 _SIDE_WALL 4 TO 7 17 TO 20 _BOTTOM_SLAB 9 TO 14 END GROUP DEFINITION DEFINE MATERIAL START ISOTROPIC CONCRETE E 2.21467e+006 POISSON 0.17 DENSITY 2.40262 ALPHA 1e-005 DAMP 0.05 END DEFINE MATERIAL CONSTANTS MATERIAL CONCRETE ALL MEMBER PROPERTY AMERICAN 1 9 TO 15 PRIS YD 0.65 ZD 1 MEMBER PROPERTY AMERICAN 22 TO 27 PRIS YD 0.55 ZD 1 3 TO 8 16 TO 21 PRIS YD 0.35 ZD 1 SUPPORTS 1 2 9 15 FIXED BUT FX FZ MX MY MZ KFY 1200 11 TO 13 FIXED BUT FX FZ MX MY MZ KFY 3660 10 FIXED BUT MX MY MZ KFX 2580 KFY 2580 KFZ 2580 14 FIXED BUT FX FZ MX MY MZ KFY 2580 LOAD 1 LOADTYPE None TITLE DL SELFWEIGHT Y -1 LIST 1 3 TO 27 LOAD 2 LOADTYPE None TITLE SIDL MEMBER LOAD 22 TO 27 UNI GY -0.2 LOAD 3 LOADTYPE None TITLE ACTIVE EARTH PRESSURE MEMBER LOAD 3 TO 8 UNI GX 0.6026 16 TO 21 UNI GX -0.6025 3 TRAP GX 1.908 1.745 4 TRAP GX 1.745 1.519 5 TRAP GX 1.519 1.011 6 TRAP GX 1.011 0.502 7 TRAP GX 0.502 0.276 8 TRAP GX 0.276 0.126 16 TRAP GX -1.908 -1.745 17 TRAP GX -1.745 -1.519 18 TRAP GX -1.519 -1.011 19 TRAP GX -1.011 -0.502 20 TRAP GX -0.502 -0.276 21 TRAP GX -0.276 -0.126 LOAD 4 LOADTYPE None TITLE EARTH PRESSURE AT REST MEMBER LOAD 16 TO 21 UNI GX -1.2 3 TO 8 UNI GX 1.2

3 TRAP GX 3.8 3.475 4 TRAP GX 3.475 3.025 5 TRAP GX 3.025 2.013 6 TRAP GX 2.013 1 7 TRAP GX 1 0.55 8 TRAP GX 0.55 0.25 16 TRAP GX -3.8 -3.475 17 TRAP GX -3.475 -3.025 18 TRAP GX -3.025 -2.013 19 TRAP GX -2.013 -1 20 TRAP GX -1 -0.55 21 TRAP GX -0.55 -0.25 LOAD 5 LOADTYPE None TITLE TEMP RISE TEMPERATURE LOAD 22 TO 27 STRAIN 0.0004095 LOAD 6 LOADTYPE None TITLE TEMP FALL TEMPERATURE LOAD 22 TO 27 STRAIN -0.0006095 LOAD 7 LOADTYPE None TITLE TEMP RISE (GRAD.) TEMPERATURE LOAD 22 TO 27 TEMP 0 14.184 LOAD 8 LOADTYPE None TITLE TEMP FALL (GRAD.) TEMPERATURE LOAD 22 TO 27 TEMP 0 -2.004 LOAD 9 LOADTYPE None TITLE 70 R MID MEMBER LOAD 24 25 UNI GY -1.89 23 UNI GY -1.89 0.109 26 UNI GY -1.89 0 0.341 LOAD 10 LOADTYPE None TITLE 70 R CORNER MEMBER LOAD 24 UNI GY -2.113 0.374 25 TO 27 UNI GY -2.113 LOAD 11 LOADTYPE None TITLE 40 T BOGGIE MID MEMBER LOAD 24 UNI GY -2.63 1.2025 25 UNI GY -2.63 0 1.2975 LOAD 12 LOADTYPE None TITLE 40 T BOGGIE CORNER MEMBER LOAD 25 UNI GY -8.17 1.211 26 27 UNI GY -8.17 LOAD COMB 13 DL+SIDL+AEP+70R MID 1 1.0 2 1.0 3 1.0 9 1.0 LOAD COMB 14 DL+SIDL+AEP+70R CORNER 1 1.0 2 1.0 3 1.0 10 1.0 LOAD COMB 15 DL+SIDL+AEP 1 1.0 2 1.0 3 1.0 LOAD COMB 16 DL+SIDL+EPR 1 1.0 2 1.0 4 1.0 LOAD COMB 17 DL+SIDL+AEP+40 T BOGGIE MID 1 1.0 2 1.0 3 1.0 11 1.0 LOAD COMB 18 DL+SIDL+AEP+40 T BOGGIE CORNER 1 1.0 2 1.0 3 1.0 12 1.0 LOAD COMB 19 DL+SIDL+AEP+TR+TR(GRAD)+70 R MID 1 0.87 2 0.87 3 0.87 5 0.87 7 0.87 9 0.87 LOAD COMB 20 DL+SIDL+AEP+TR+TR(GRAD)+70 R CORNER 1 0.87 2 0.87 3 0.87 5 0.87 7 0.87 10 0.87 LOAD COMB 21 DL+SIDL+AEP+TR+TR(GRAD)+40 T BOGGIE MID 1 0.87 2 0.87 3 0.87 5 0.87 7 0.87 11 0.87 LOAD COMB 22 DL+SIDL+AEP+TR+TR(GRAD)+40 T BOGGIE CORNER 1 0.87 2 0.87 3 0.87 5 0.87 7 0.87 12 0.87 LOAD COMB 23 DL+SIDL+AEP+TF+TF(GRAD)+70 R MID 1 0.87 2 0.87 3 0.87 6 0.87 8 0.87 9 0.87 LOAD COMB 24 DL+SIDL+AEP+TF+TF(GRAD)+70 R CORNER 1 0.87 2 0.87 3 0.87 6 0.87 8 0.87 10 0.87 LOAD COMB 25 DL+SIDL+AEP+TF+TF(GRAD)+40 T BOGGIE MID 1 0.87 2 0.87 3 0.87 6 0.87 8 0.87 11 0.87

LOAD COMB 26 DL+SIDL+AEP+TF+TF(GRAD)+40 T BOGGIE CORNER 1 0.87 2 0.87 3 0.87 6 0.87 8 0.87 12 0.87 PERFORM ANALYSIS FINISH 1 0.87 2 0.87 3 0.87 6 0.87 8 0.87 10 0.87 LOAD COMB 25 DL+SIDL+AEP+TF+TF(GRAD)+40 T BOGGIE MID 1 0.87 2 0.87 3 0.87 6 0.87 8 0.87 11 0.87 LOAD COMB 26 DL+SIDL+AEP+TF+TF(GRAD)+40 T BOGGIE CORNER 1 0.87 2 0.87 3 0.87 6 0.87 8 0.87 12 0.87 PERFORM ANALYSIS FINISH

CALCULATION OF BASE PRESSURE DEAD LOAD Top slab

=

9.24 t/m

Bottom slab

=

10.92 t/m

Side wall

=

7.06 t/m

Haunches (4 nos.)

=

0.11 t/m

Soil load due to proj. in the bottom slab =

0 t/m

Projection in top slab

=

0.65 t/m

Total Weight

=

27.97 t/m

Equivalent upward base pressure

=

4.00 t/m^2

=

0.2 t/m^2

SUPERIMPOSED DEAD LOAD Equivalent upward base pressure

DEAD LOAD DUE TO WT. OF CONC. INSIDE THE BOX Load due to soil load on bottom slab

=

0.00 t/m

Equivalent upward base pressure

=

0.00 t/m^2

LIVE LOAD (per metre width) Maximum upward base pressure due to LL on top slab Maximum upward base pressure due to LL on bottom slab

= =

0.0 t/m^2

Allowable pressure

Total base pressure

1.86 t/m^2

10.0 t/m^2 =

6.06

t/m^2

OK

Check for uplift

Y 4

0.65 7 17 0 4.2 0.5 0

Clearence =

m m m m m m m

7m

load

ey ex

1.2 m

load ex ey

= = =

Ixx Iyy

= =

2865.92 m4 485.92 m4

Due to LL, Pressure @ 1= 2= 3= 4=

1.86 0.48 -1.19 0.20

40.0 t 5.84 m 2.89 m

3

0.65 m

BOTTOM SLAB

3.01 t/m2

X

2

t/m2 t/m2 t/m2 t/m2

Minimum pressure due to DL+SIDL+LL =

1

17 m

depth(bottom slab)= width = length = projection = Ht of side wall= C.B. = Footpath =

Hence OK

Top slab Beam

Node 23

Env 22 +ve -ve

23

23 +ve -ve

24

23 +ve -ve

24

24 +ve -ve

25

24 +ve -ve

25

25 +ve -ve

26

25 +ve -ve

26

26 +ve -ve

Fx Mton Fy Mton Fz Mton Mx MTon-mMy MTon-mMz MTon-mMz MTon-m 4.166 9.503 0 0 0 5.5 16 DL+SIDL+EPR 13 DL+SIDL+AEP+70R - MID 14 DL+SIDL+AEP+70R CORNER 0 0 0 0 0 0 4.166 8.228 0 0 0 2.42 16 DL+SIDL+EPR 13 DL+SIDL+AEP+70R - MID 18 DL+SIDL+AEP+40 T BOGGIE C 0 0 0 0 0 -1.33 19 DL+SIDL+AEP+TR+TR(GRAD)+ 4.166 8.228 0 0 0 2.42 16 DL+SIDL+EPR 13 DL+SIDL+AEP+70R - MID 18 DL+SIDL+AEP+40 T BOGGIE C 0 0 0 0 0 -1.33 19 DL+SIDL+AEP+TR+TR(GRAD)+ 4.166 2.583 0 0 0 0 16 DL+SIDL+EPR 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 0 0 0 0 0 -10.65 17 DL+SIDL+AEP+40 T- BOGGIE MID 20 DL+SIDL+AEP+TR+TR(GRAD)+ 4.166 2.583 0 0 0 0 16 DL+SIDL+EPR 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 0 0 0 0 0 -10.65 17 DL+SIDL+AEP+40 T- BOGGIE MID 20 DL+SIDL+AEP+TR+TR(GRAD)+ 4.166 0 0 0 0 1.74 16 DL+SIDL+EPR 17 DL+SIDL+AEP+40 T BOGGIE M 0 -12.999 0 0 0 -4.71 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 22 DL+SIDL+AEP+TR+TR(GRAD)+ 4.166 0 0 0 0 1.74 16 DL+SIDL+EPR 17 DL+SIDL+AEP+40 T BOGGIE M 0 -12.999 0 0 0 -4.71 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 22 DL+SIDL+AEP+TR+TR(GRAD)+ 4.166 0 0 0 0 5.29 16 DL+SIDL+EPR 14 DL+SIDL+AEP+70R CORNER 0 -17.846 0 0 0 0 18 DL+SIDL+AEP+40 T- BOGGIE CORNER -

Bottom slab Beam

Node 1

Env 1 +ve -ve

1

45 +ve -ve

13

13 +ve -ve

Fx Mton Fy Mton Fz Mton Mx MTon-mMy MTon-mMz MTon-m 30.175 0 0 0 0 0 16 DL+SIDL+EPR 0 -16.351 0 0 0 -27.52 13 DL+SIDL+AEP+70R - MID 16 DL+SIDL+EPR 30.175 0 0 0 0 0 16 DL+SIDL+EPR 0 -16.651 0 0 0 -24.29 13 DL+SIDL+AEP+70R - MID 16 DL+SIDL+EPR 30.175 4.479 0 0 0 9.38 16 DL+SIDL+EPR 16 DL+SIDL+EPR 18 DL+SIDL+AEP+40 T BOGGIE C 0 0 0 0 0 -4.07 16 DL+SIDL+EPR

13

48 +ve -ve

33

45 +ve -ve

33

46 +ve -ve

34

46 +ve -ve

34

47 +ve -ve

35

47 +ve -ve

35

13 +ve -ve

36

48 +ve -ve

36

49 +ve -ve

37

49 +ve -ve

37

50 +ve -ve

38

50 +ve -ve

38

2 +ve -ve

30.175 1.297 0 0 0 16 DL+SIDL+EPR 16 DL+SIDL+EPR 0 -0.589 0 0 0 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 30.175 0 0 0 0 16 DL+SIDL+EPR 0 -13.31 0 0 0 13 DL+SIDL+AEP+70R - MID 30.175 0 0 0 0 16 DL+SIDL+EPR 0 -14.742 0 0 0 13 DL+SIDL+AEP+70R - MID 30.175 0 0 0 0 16 DL+SIDL+EPR 0 -7.885 0 0 0 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 30.175 0 0 0 0 16 DL+SIDL+EPR 0 -12.021 0 0 0 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 30.175 0 0 0 0 16 DL+SIDL+EPR 0 -2.986 0 0 0 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 30.175 0 0 0 0 16 DL+SIDL+EPR 0 -6.167 0 0 0 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 30.175 11.796 0 0 0 16 DL+SIDL+EPR 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 0 0 0 0 0 30.175 7.66 0 0 0 16 DL+SIDL+EPR 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 0 0 0 0 0 30.175 20.425 0 0 0 16 DL+SIDL+EPR 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 0 0 0 0 0 30.175 18.994 0 0 0 16 DL+SIDL+EPR 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 0 0 0 0 0 30.175 24.534 0 0 0 16 DL+SIDL+EPR 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 0 0 0 0 0 30.175 24.233 0 0 0 16 DL+SIDL+EPR 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 0 0 0 0 0 -

8.38 18 DL+SIDL+AEP+40 T BOGGIE C -6.96 16 DL+SIDL+EPR 0 -24.29 16 DL+SIDL+EPR 0 -18.86 16 DL+SIDL+EPR 0 -18.86 16 DL+SIDL+EPR 4.8 18 DL+SIDL+AEP+40 T BOGGIE C -6.96 16 DL+SIDL+EPR 4.8 18 DL+SIDL+AEP+40 T BOGGIE C -6.96 16 DL+SIDL+EPR 9.38 18 DL+SIDL+AEP+40 T BOGGIE C -4.07 16 DL+SIDL+EPR 8.38 18 DL+SIDL+AEP+40 T BOGGIE C -6.96 16 DL+SIDL+EPR 0 -18.86 16 DL+SIDL+EPR 0 -18.86 16 DL+SIDL+EPR 0 -24.29 16 DL+SIDL+EPR 0 -24.29 16 DL+SIDL+EPR 0 -27.52 16 DL+SIDL+EPR

Side wall Beam

Node 41

Env 51 +ve -ve

41

59 +ve -ve

42

52 +ve -ve

42

60 +ve -ve

43

53 +ve -ve

43

55 +ve -ve

44

54 +ve -ve

44

56 +ve -ve

45

55 +ve -ve

45

51 +ve -ve

46

56 +ve -ve

46

52 +ve -ve

49

59 +ve

Fx Mton Fy Mton Fz Mton Mx MTon-mMy MTon-mMz MTon-m 14.914 0 0 0 0 0 13 DL+SIDL+AEP+70R - MID 0 -1.676 0 0 0 -25.66 16 DL+SIDL+EPR 16 DL+SIDL+EPR 10.769 0 0 0 0 6.81 13 DL+SIDL+AEP+70R - MID 14 DL+SIDL+AEP+70R CORNER 0 -15.045 0 0 0 0 16 DL+SIDL+EPR 25.394 1.676 0 0 0 25.66 18 DL+SIDL+AEP+40 16 DL+SIDL+EPR T- BOGGIE CORNER 16 DL+SIDL+EPR 0 0 0 0 0 0 21.25 15.045 0 0 0 0 18 DL+SIDL+AEP+40 16 DL+SIDL+EPR T- BOGGIE CORNER 0 0 0 0 0 -7.92 18 DL+SIDL+AEP+40 T BOGGIE C 19.599 27.769 0 0 0 20.28 13 DL+SIDL+AEP+70R 16 DL+SIDL+EPR - MID 16 DL+SIDL+EPR 0 0 0 0 0 0 19.059 23.595 0 0 0 8.73 13 DL+SIDL+AEP+70R 16 DL+SIDL+EPR - MID 16 DL+SIDL+EPR 0 0 0 0 0 0 30.08 0 0 0 0 0 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 0 -27.769 0 0 0 -20.28 16 DL+SIDL+EPR 16 DL+SIDL+EPR 29.539 0 0 0 0 0 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 0 -23.595 0 0 0 -9.72 16 DL+SIDL+EPR 18 DL+SIDL+AEP+40 T BOGGIE C 19.059 23.595 0 0 0 8.73 13 DL+SIDL+AEP+70R 16 DL+SIDL+EPR - MID 16 DL+SIDL+EPR 0 0 0 0 0 0 14.914 0 0 0 0 0 13 DL+SIDL+AEP+70R - MID 0 -1.676 0 0 0 -25.66 16 DL+SIDL+EPR 16 DL+SIDL+EPR 29.539 0 0 0 0 0 18 DL+SIDL+AEP+40 T- BOGGIE CORNER 0 -23.595 0 0 0 -9.72 16 DL+SIDL+EPR 18 DL+SIDL+AEP+40 T BOGGIE C 25.394 1.676 0 0 0 25.66 18 DL+SIDL+AEP+40 16 DL+SIDL+EPR T- BOGGIE CORNER 16 DL+SIDL+EPR 0 0 0 0 0 0 10.769 0 0 0 0 6.81

-ve 49

57 +ve -ve

50

60 +ve -ve

50

58 +ve -ve

13 DL+SIDL+AEP+70R - MID 0 -15.045 0 0 16 DL+SIDL+EPR 10.229 0 0 0 13 DL+SIDL+AEP+70R - MID 0 -15.911 0 0 16 DL+SIDL+EPR 21.25 15.045 0 0 18 DL+SIDL+AEP+40 16 DL+SIDL+EPR T- BOGGIE CORNER 0 0 0 0 20.709 15.911 0 0 18 DL+SIDL+AEP+40 16 DL+SIDL+EPR T- BOGGIE CORNER 0 0 0 0 -

0 0 0 0 0 0 0 -

14 DL+SIDL+AEP+70R CORNER 0 13.58 16 DL+SIDL+EPR 0 0 -7.92 18 DL+SIDL+AEP+40 T BOGGIE C 0 -13.58 16 DL+SIDL+EPR

Mz MTon-m

DL+AEP+70R CORNER

DL+AEP+40 T BOGGIE CORNER

DL+AEP+TR+TR(GRAD)+70 R MID

DL+AEP+40 T BOGGIE CORNER

DL+AEP+TR+TR(GRAD)+70 R MID

DL+AEP+TR+TR(GRAD)+70 R CORNER

DL+AEP+TR+TR(GRAD)+70 R CORNER

DL+AEP+40 T BOGGIE MID

DL+AEP+TR+TR(GRAD)+40 T BOGGIE CORNER

DL+AEP+40 T BOGGIE MID

DL+AEP+TR+TR(GRAD)+40 T BOGGIE CORNER

DL+AEP+70R CORNER

DL+AEP+40 T BOGGIE CORNER -

18 DL+SIDL+AEP+40 T

DL+AEP+40 T BOGGIE CORNER

DL+AEP+40 T BOGGIE CORNER

DL+AEP+40 T BOGGIE CORNER

DL+AEP+40 T BOGGIE CORNER

DL+AEP+40 T BOGGIE CORNER

20.425

DL+AEP+70R CORNER

DL+AEP+40 T BOGGIE CORNER

DL+AEP+40 T BOGGIE CORNER

DL+AEP+40 T BOGGIE CORNER

DL+AEP+70R CORNER

DL+AEP+40 T BOGGIE CORNER

-

-

-

-