Design(With Cb+Fp)

7/29/2019 Design(With Cb+Fp)

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Depth of Top slab (d) = 0.55 m

Width of Top Slab (b) = 1 m

d/b = 0.55

(1+d/b)/1.7 = 0.91

Eq. Moment due to torsion = Mx*0.912

Top slab (Hogging Moment) (upper reinforcement)Depth of the section = 0.55scbc = 11.67 N/mm2

sst = 240 N/mm2Mz = 5.09 t-m

Mx = 0.00 t-m

Maximum Moment = 5.09 t-m/m

= 49.88 kN-m/m

m = 7.998

k = mscbc / (mscbc+ss) = 0.280

j = 1 - (k / 3) = 0.9067

Q = 0.5 x scbc x j x k = 1.481 N/mm^2

Effective depth of the section d = 0.500m

Required Ast As = M/sst*j*d = 4.58 cm2/m

Provide

f16 @ 300 c/c + f20 @ 300 c/c

Ast provided = 17.17 cm2/m So O.K.

% of Ast p = 0.34



d/b = 0.55

(1+d/b)/1.7 = 0.91


Top slab (Sagging Moment) (bottom reinforcement)


2/36

Depth of the section = 0.55

scbc = 11.67 N/mm2

sst = 240 N/mm2Mz = 14.80 t-m

Mx = 0.00 t-m


= 145.04 kN-m/m

m = 7.998


j = 1 - (k / 3) = 0.9067

Q = 0.5 x scbc x j x k = 1.481 N/mm^2



Provide

f16 @ 150 c/c + f0 @ 300 c/c


% of Ast p = 0.27


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DISTRIBUTION REINFORCEMENT:-

(Hogging Moment) (upper reinforcement)


Required Ast As = 0.06%of b.d = 2.91 cm2/m

Provide

f10 @ 200 c/c + f0 @ 150 c/c

Ast provided = 3.93 cm2

/m So O.K.% of Ast p = 0.08



d/b = 0.55

(1+d/b)/1.7 = 0.91


(Sagging Moment) (bottom reinforcement)


Min Required Ast As = 0.12%of b.d = 5.86 cm2/m

Provide

f12 @ 175 c/c + f0 @ 150 c/c


% of Ast p = 0.13


4/36

Bottom Slab (Hogging Moment) (upper reinforcement)

Depth of bottom slab (d) = 0.65 m

Width of bottom Slab (b) = 1 m

d/b = 0.65

(1+d/b)/1.7 = 0.97



scbc = 11.67 N/mm2

sst = 240 N/mm2Mz = 16.60 t-m

Mx = 0.00 t-m


= 162.69 kN-m/m

m = 7.998


j = 1 - (k / 3) = 0.9067

Q = 0.5 x scbc x j x k = 1.481 N/mm^2



Provide

f16 @ 125 c/c + f0 @ 300 c/c


% of Ast p = 0.29

Bottom Slab (Saging Moment) (bottom reinforcement)



d/b = 0.65

(1+d/b)/1.7 = 0.97


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scbc = 11.67 N/mm2

sst = 240 N/mm2Mz = 8.02 t-m

Mx = 0.00 t-m


= 78.61 kN-m/mm = 7.998


j = 1 - (k / 3) = 0.9067

Q = 0.5 x scbc x j x k = 1.481 N/mm^2



Provide

f16 @ 300 c/c + f20 @ 300 c/c


% of Ast p = 0.26


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DISTRIBUTION REINFORCEMENT:-

Depth ofbottom slab (d) = 0.65 m

Width of bottom Slab (b) = 1 m

(upper reinforcement)

Effective depth of the section d = 0.546mRequired Ast As = 0.06%of b.d = 3.28 cm

2/m

Provide

f10 @ 200 c/c + f0 @ 150 c/c

Ast provided at top = 3.93 cm2/m So O.K.

% of Ast p = 0.07

(bottom reinforcement)



d/b = 0.65

(1+d/b)/1.7 = 0.97


Required Ast As =0.06%of b.d = 3.17 cm2/m

Provide

f10 @ 200 c/c + f0 @ 150 c/c


% of Ast p = 0.07


7/36

Wall TOP (outer reinforcement)

Depth (d) = 0.35 m

Width (b) = 1 m

d/b = 0.35

(1+d/b)/1.7 = 0.79


Depth of the section = 0.35scbc = 11.67 N/mm2ss = 240 N/mm2

Mz = 8.63 t-m

Mx = 0.00 t-m


= 84.58 kN-m/m

m = 7.998


j = 1 - (k / 3) = 0.9067

Q = 0.5 x scbc x j x k = 1.481 N/mm^2



Provide

f16 @ 300 c/c + f20 @ 300 c/c


% of Ast p = 0.57

BOTTOM (outer reinforcement)



d/b = 0.35

(1+d/b)/1.7 = 0.79



8/36


scbc = 11.67 N/mm2

sst = 240 N/mm2Mz = 11.15 t-m

Mx = 0.00 t-m


= 109.27 kN-m/m

m = 7.998


j = 1 - (k / 3) = 0.9067

Q = 0.5 x scbc x j x k = 1.481 N/mm^2



Provide

f16 @ 300 c/c + f20 @ 300 c/c


% of Ast p = 0.57


9/36

MIDDLE (Inner reinforcement)



d/b = 0.35

(1+d/b)/1.7 = 0.79


Depth of the section = 0.35scbc = 11.67 N/mm2

sst = 240 N/mm2Mz = 3.00 t-m

Mx = 0.00 t-m


= 29.41 kN-m/m

m = 7.998


j = 1 - (k / 3) = 0.9067

Q = 0.5 x scbc x j x k = 1.481 N/mm^2



Provide

f10 @ 300 c/c + f10 @ 300 c/c


% of Ast p = 0.17

DISTRIBUTION REINFORCEMENT:- (On the both of the faces)


Min Required Ast As = 0.25%of b.d = 9.98 cm2/m

Provide

f10 @ 150 c/c + f0 @ 150 c/c (on both of the faces)


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. = 10.47 cm2/m So O.K.

% of Ast p = 0.26


11/36

SHEAR FORCE CHECK



Effective depth of the section d = 0.500 m

1.6/b = 1.60

Eq. Shear Force due to torsion = Mx*1.600

Top slabDepth of the section = 0.550

Fy = 12.00 t

Mx = 0.00 t

Maximum Shear Force = 12.00 t/m

= 117.60 kN/m

tv (N/mm2) = 0.2352r % (100Ast/bd) = 0.343tc (N/mm2) = 0.2599 So O.K.

Depth of Bottom slab (d) = 0.650 m

Width of Bottom Slab (b) = 1 m

Effective depth of the section d = 0.600 m1.6/b = 1.60

Eq. Shear Force due to torsion = Mx*1.600

Bottom slabDepth of the section = 0.650

Fy = 13.70 t

Mx = 0.00 t

Maximum Shear Force = 13.70 t/m

= 137.00 kN/m

tv (N/mm2) = 0.2283r % (100Ast/bd) = 0.286tc (N/mm2) = 0.2416 So O.K.


12/36

Depth check for bending

Top slab

HOGGING deff = 183.53 OK

SAGGING deff = 312.94 OK

Bottom slab

HOGGING deff = 331.44 OK

SAGGING deff = 230.38 OK

Support wall

TOP deff = 238.98 OK

BOTTOM deff = 271.63 OK


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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 STARTISOTROPIC 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 1.0116 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


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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 -3.02518 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 LOAD22 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 MID1 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


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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 CORNER1 0.87 2 0.87 3 0.87 6 0.87 8 0.87 12 0.87

PERFORM ANALYSIS

FINISH


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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

SUPERIMPOSED DEAD LOAD


DEAD LOAD DUE TO WT. OF CONC. INSIDE THE BOX

Load due to soil load on bottom slab = 0.00 t/m


LIVE LOAD (per metre width)

Maximum upward base pressure due to LL on top slab = 1.86 t/m^2

Maximum upward base pressure due to LL on bottom slab = 0.0 t/m^2

Allowable pressure 10.0 t/m^2

Total base pressur e = 6.06 t/m ^ 2 OK


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Check for uplift Y4 7 m 1

depth(bottom slab)= 0.65 m

width = 7 m load

length = 17 m

projection = 0 m

Ht of side wall= 4.2 m

C.B. = 0.5 m

Footpath = 0 m

Clearence = 1.2 m m X

load = 40.0 t 17

ex = 5.84 m

ey = 2.89 m

Ixx = 2865.92 m4

Iyy = 485.92 m4

Due to LL, Pressure @ 3 2

1 = 1.86 t/m2 0.65 m

2 = 0.48 t/m2

3 = -1.19 t/m2

4 = 0.20 t/m2

BOTTOM SLAB

Minimum pressure due to DL+SIDL+LL

= 3.01 t/m2 Hence OK

ex

ey


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Top slabBeam Node Env Fx Mton Fy Mton Fz Mton Mx MTon- My MTon- Mz MTon- Mz MTon-

23 22 +ve 4.166 9.503 0 0 0 5.5

16 DL+SID13 DL+SID- - - 14 DL+SIDL+AEP+70

-ve 0 0 0 0 0 0- - - - - -

23 23 +ve 4.166 8.228 0 0 0 2.42


-ve 0 0 0 0 0 -1.33

- - - - - 19 DL+SIDL+AEP+TR

24 23 +ve 4.166 8.228 0 0 0 2.42


-ve 0 0 0 0 0 -1.33

- - - - - 19 DL+SIDL+AEP+TR

24 24 +ve 4.166 2.583 0 0 0 0

16 DL+SID18 DL+SID- - - -

-ve 0 0 0 0 0 -10.65- 17 DL+SID - - - 20 DL+SIDL+AEP+TR

25 24 +ve 4.166 2.583 0 0 0 0


-ve 0 0 0 0 0 -10.65

- 17 DL+SID - - - 20 DL+SIDL+AEP+TR

25 25 +ve 4.166 0 0 0 0 1.74

16 DL+SID - - - - 17 DL+SIDL+AEP+40

-ve 0 -12.999 0 0 0 -4.71


26 25 +ve 4.166 0 0 0 0 1.74


-ve 0 -12.999 0 0 0 -4.71


26 26 +ve 4.166 0 0 0 0 5.29


-ve 0 -17.846 0 0 0 0

- 18 DL+SID - - - -

Bottom slabBeam Node Env Fx Mton Fy Mton Fz Mton Mx MTon- My MTon- Mz MTon-m

1 1 +ve 30.175 0 0 0 0 0

16 DL+SID - - - - -

-ve 0 -16.351 0 0 0 -27.52- 13 DL+SID - - - 16 DL+SIDL+EPR

1 45 +ve 30.175 0 0 0 0 0

16 DL+SID - - - - -

-ve 0 -16.651 0 0 0 -24.29

- 13 DL+SID - - - 16 DL+SIDL+EPR

13 13 +ve 30.175 4.479 0 0 0 9.38

16 DL+SID 16 DL+SID - - - 18 DL+SIDL+AEP+40

-ve 0 0 0 0 0 -4.07

- - - - - 16 DL+SIDL+EPR


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13 48 +ve 30.175 1.297 0 0 0 8.38

16 DL+SID 16 DL+SID - - - 18 DL+SIDL+AEP+40

-ve 0 -0.589 0 0 0 -6.96


33 45 +ve 30.175 0 0 0 0 0

16 DL+SID - - - - -

-ve 0 -13.31 0 0 0 -24.29


33 46 +ve 30.175 0 0 0 0 0

16 DL+SID - - - - -

-ve 0 -14.742 0 0 0 -18.86


34 46 +ve 30.175 0 0 0 0 0

16 DL+SID - - - - -

-ve 0 -7.885 0 0 0 -18.86


34 47 +ve 30.175 0 0 0 0 4.8


-ve 0 -12.021 0 0 0 -6.96


35 47 +ve 30.175 0 0 0 0 4.816 DL+SID - - - - 18 DL+SIDL+AEP+40

-ve 0 -2.986 0 0 0 -6.96


35 13 +ve 30.175 0 0 0 0 9.38


-ve 0 -6.167 0 0 0 -4.07


36 48 +ve 30.175 11.796 0 0 0 8.38


-ve 0 0 0 0 0 -6.96

- - - - - 16 DL+SIDL+EPR

36 49 +ve 30.175 7.66 0 0 0 016 DL+SID18 DL+SID- - - -

-ve 0 0 0 0 0 -18.86

- - - - - 16 DL+SIDL+EPR

37 49 +ve 30.175 20.425 0 0 0 0


-ve 0 0 0 0 0 -18.86

- - - - - 16 DL+SIDL+EPR

37 50 +ve 30.175 18.994 0 0 0 0


-ve 0 0 0 0 0 -24.29

- - - - - 16 DL+SIDL+EPR

38 50 +ve 30.175 24.534 0 0 0 0


-ve 0 0 0 0 0 -24.29

- - - - - 16 DL+SIDL+EPR

38 2 +ve 30.175 24.233 0 0 0 0


-ve 0 0 0 0 0 -27.52

- - - - - 16 DL+SIDL+EPR


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Side wall

Beam Node Env Fx Mton Fy Mton Fz Mton Mx MTon- My MTon- Mz MTon-m

41 51 +ve 14.914 0 0 0 0 0

13 DL+SID - - - - -

-ve 0 -1.676 0 0 0 -25.66


41 59 +ve 10.769 0 0 0 0 6.81


-ve 0 -15.045 0 0 0 0

- 16 DL+SID - - - -

42 52 +ve 25.394 1.676 0 0 0 25.66

18 DL+SID 16 DL+SID - - - 16 DL+SIDL+EPR

-ve 0 0 0 0 0 0

- - - - - -

42 60 +ve 21.25 15.045 0 0 0 0

18 DL+SID 16 DL+SID - - - -

-ve 0 0 0 0 0 -7.92- - - - - 18 DL+SIDL+AEP+40

43 53 +ve 19.599 27.769 0 0 0 20.28


-ve 0 0 0 0 0 0

- - - - - -

43 55 +ve 19.059 23.595 0 0 0 8.73


-ve 0 0 0 0 0 0

- - - - - -

44 54 +ve 30.08 0 0 0 0 0

18 DL+SID - - - - -

-ve 0 -27.769 0 0 0 -20.28- 16 DL+SID - - - 16 DL+SIDL+EPR

44 56 +ve 29.539 0 0 0 0 0

18 DL+SID - - - - -

-ve 0 -23.595 0 0 0 -9.72

- 16 DL+SID - - - 18 DL+SIDL+AEP+40

45 55 +ve 19.059 23.595 0 0 0 8.73


-ve 0 0 0 0 0 0

- - - - - -

45 51 +ve 14.914 0 0 0 0 0

13 DL+SID - - - - -

-ve 0 -1.676 0 0 0 -25.66

- 16 DL+SID - - - 16 DL+SIDL+EPR46 56 +ve 29.539 0 0 0 0 0

18 DL+SID - - - - -

-ve 0 -23.595 0 0 0 -9.72

- 16 DL+SID - - - 18 DL+SIDL+AEP+40

46 52 +ve 25.394 1.676 0 0 0 25.66


-ve 0 0 0 0 0 0

- - - - - -

49 59 +ve 10.769 0 0 0 0 6.81


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-ve 0 -15.045 0 0 0 0

- 16 DL+SID - - - -

49 57 +ve 10.229 0 0 0 0 13.58

13 DL+SID - - - - 16 DL+SIDL+EPR

-ve 0 -15.911 0 0 0 0

- 16 DL+SID - - - -

50 60 +ve 21.25 15.045 0 0 0 0

18 DL+SID 16 DL+SID - - - -

-ve 0 0 0 0 0 -7.92

- - - - - 18 DL+SIDL+AEP+40

50 58 +ve 20.709 15.911 0 0 0 0

18 DL+SID 16 DL+SID - - - -

-ve 0 0 0 0 0 -13.58

- - - - - 16 DL+SIDL+EPR


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CORNER

T BOGGIE CORNER

+TR(GRAD)+70 R MID

T BOGGIE CORNER

+TR(GRAD)+70 R MID

+TR(GRAD)+70 R CORNER

+TR(GRAD)+70 R CORNER

T BOGGIE MID

+TR(GRAD)+40 T BOGGIE CORNER

T BOGGIE MID

+TR(GRAD)+40 T BOGGIE CORNER

CORNER

T BOGGIE CORNER

- 18 DL+SID


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T BOGGIE CORNER

20.425

T BOGGIE CORNER

T BOGGIE CORNER

T BOGGIE CORNER

T BOGGIE CORNER


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CORNER

T BOGGIE CORNER

T BOGGIE CORNER

T BOGGIE CORNER


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CORNER

T BOGGIE CORNER


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Design(With Cb+Fp)

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Transcript of Design(With Cb+Fp)