Project SEWAGE TREATMENT FACILITIES

Rev Date
Client STEEL AUTHORITY OF INDIA

Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK 0 4.12.12

Description Results
Remarks

S.No Descripition of work Page No

1 DESIGN OF SLUDGE DRIYING BED -TANK-1 1

2 DESIGN OF SLUDGE DRIYING BED -TANK-2 8

3 DESIGN OF DIGESTOR TANK 14

Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK
1.0 DESIGN OF SLUDGE DRIYING BED
Design parametere :
It is a rectangular tank of size
TANK-1 4.00 m x 4.00 m x 4.85 m

Finsihed Ground Level ( FGL ) : - 78.00 m Lvl

Top level of Tank wall : - 97.85 m Lvl

Top of Base Slab : - 93.00 m Lvl

Size of theTank : 4.00 m x 4.00 m

Height of the tank : 4.85 m

Unit weight of concrete 25.00 KN /m3

Unit weight of water 9.81 KN /m3

Free board of Water tank 0.30 m

- 97.85 m Lvl

.
0.30 m

4.85 m 4.85 m

4.55 m

- 93.00
0.30 m

4.00

The thickness of Base raft has to be provided

Materials Concrete M 25

1
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK
Steel Fe 415

GL - IL = 4.55

Total Thickness Of Base Slab = 0.300

Unit weight Reinforced Concrete = 25.0

Upward pressure

Upward pressure (4.54999999999999+0.3)

4.25 x 9.81 41.69

2
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK
Downward pressure

Weight of Slab (0.3*25) = 0.30 x 25.00 7.5

Total Downward Pressure 7.5

Net upward pressure on slab 41.69 - 7.50 = 49.19

[ Downward presure - Upward pressure] (Acting Upwards)

Note : The base slab is designed for the net pressure acting upwards

DESIGN OF BASE SLAB

Net upward pressure on slab = 49.19 kN/m2

Here the aspect ratio Ly/Lx is less than 2 and hence the slab is designed as a two way slab.

Four Edges Discontinuous:

Basic dimensions of slab = Lx Ly

1.00 m 2.00 m
Basic Ly/Lx ratio = 2.0 >=2
Hence designed as two way slab
Clear cover to reinforcement d' = 25
Provided overall depth D = 230
Effective depth d = 269
Diameter of bar f = 12

Grade of Concrete fck = 25

Grade of Steel fy = 415

Load calculation :
Total upward pressure on slab = 49.19

Moment and Area of Steel calculations:

Span Moment Mu
Coefficient kN.m

3
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK
shorter ax neg 0.000 0.00
ax pos 0.056 2.75
longer ay neg 0.000 0.00
ay pos 0.056 2.75

Depth required at base Moment Consideration

d = 2.75 x 106 44.5 mm

1000 x 1.39 =

Hence provide 300 mm @ bottom

4
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK
Effectiv depth = 300 -25-12/2 = 269 mm

Moment and Area of Steel calculations:

MH = 2.75 kN-m

Ast = 2.75 x 106

150x0.9x269
Ast = 70.19 mm2

For 300 mm the req. percentage is 0.254 %

Provide Minimum area of steel
Min Ast = 0.254 1000 x (1/2) x 269
100
Ast = 380.4 mm2

Ast reqd Min Ast Dia of bar Spacing Ast pro

On each
mm² Face mm mm mm²
70.19 380 10 200 392.70
392.70
Hence provide 10 mm dia at 200 mm spacing
Design Of Wall
Soil Data :
Safe Bearing Capacity as per Soil = 100.00
Report

Assume Thickness of Wall @ Top : = 0.250

Assume Thickness of Wall @ Bottom : = 0.250

Size of Tank = 4.10

MOMENT COEFFICIENT FOR VERTICAL REINFORCEMENT

CASE 1 :
Base is Fixed & Top free

Max Vertical Moment @ base on water face :

Mvi = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967
= 26.05 kN-m k =0.0282

5
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK

Max Vertical Moment @ 4.85 m from top on water face :

Mvi = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967
= 3.83 kN-m k =0.0041

Max Vertical Moment @ base away from water face :

Mvo = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967
= 6.03 kN-m k =0.0065

6
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK

Max Vertical Moment @ 4.85 m from top away from water face :

Mvo = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967
= 1.28 kN-m k =0.0014

From the Above Two Cases

Max Vertical Moment @ base on water face : 26.05

Max Vertical Moment @ 4.85 m from top on water face : 3.83

Max Vertical Moment @ base away from water face : 6.03

Max Vertical Moment @ 4.85 m from top away from water f 1.28

Depth required at base Moment Consideration

d = 26.05 x 106 = 136.72 mm

1000x 1.39

Hence provide 240 mm @ bottom

Depth required at Top Moment Consideration

d = 3.83 x 106 = 52.42 mm

1000 x 1.39

Hence provide 240 mm @ top

Provide thickness @ botttom as 240 mm

Provide thickness @ top as 240 mm
Effec. Depth =240 - 40 - 5 209 mm @ bottom
Effec. Depth =240 -40 - 5 209 mm @ Top

VERTICAL REINFORCEMENT ON WATER FACE @ BASE

Moment and Area of Steel calculations:

Mvi = 26.05 kN-m

7
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK

Ast = 26.05 x 106

150x0.9x 209

Ast = 952.9 mm2

By Interpolation from IS 3370 Page 13

0.30% for 100 mm
0.20% for 450 mm

For 240 mm the req. percentage is 0.260 %

Provide Minimum area of steel
Min Ast = 0.260 1000 x (1/2) x 240
100

8
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK

Ast = 312.00 mm2

Ast reqd Min Ast Dia of bar Spacing Ast pro
mm² mm² mm mm mm²
953 312 16 200 1005.31
1005.31
Provide 16 mm dia at 200 mm spacing

VERTICAL REINFORCEMENT ON WATER FACE @ 4.85 m FROM TOP

Moment and Area of Steel calculations:
Mvi = 3.83 kN-m

Ast = 3.83 x 106

150x1.4x 209

Ast required = 87.64 mm2

By Interpolation from IS 3370 Page 13

0.30% for 100 mm
0.20% for 450 mm
For 240 mm the req. percentage is 0.260 %
Provide Minimum area of steel
Min Ast = 0.260x 1000 x (1/2) x 240
100
Ast = 312.00 mm2
Ast reqd Min Ast Dia of bar Spacing Ast pro
mm² mm² mm mm mm²
87.64 312.00 16 200 1005.31

Hence provide 16 mm dia at 200 mm spacing

VERTICAL REINFORCEMENT AWAY FROM WATER FACE @ BASE

Moment and Area of Steel calculations:
Mvo = 6.03 kN-m

Ast = 6.03 x 106

190x1x 209 mm
Ast = 155.36 mm2

Ast reqd MIN Dia of bar Spacing Ast pro

mm² Ast mm mm mm²
155.36 312.00 12 200 565.49

9
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK

Hence provide 12 mm dia at 200 mm spacing

VERTICAL REINFORCEMENT AWAY FROM WATER FACE @ 4.85 m
Moment and Area of Steel calculations:
Mvo = 1.28 kN-m
Ast = 1.28 x 106
190x1x 209 mm
Ast = 32.89 mm2

Ast reqd MIN Dia of bar Spacing Ast pro

mm² Ast mm mm mm²
32.89 312.00 12 200 565.49

Hence provide 12 mm dia at 200 mm spacing

10
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK

MOMENT COEFFICIENT FOR HORIZONTAL REINFORCEMENT

x5 x2 x1 x3, x4
CASE 1 :
Base is Fixed & Top free

Max Horizontal Moment @ base on water face :

MHI = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967
= 4.37 kN-m k =0.0039

Max Horizontal Moment @ 4.85 m from top on water face :

MHI = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967
= 13.49 kN-m k =0.0121

Max Horizontal Moment @ base away from water face :

MHO = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967
= 2.40 kN-m k =0.0021

Max Horizontal Moment @ 4.85 m from top away from water face :

MHO = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967
= 8.42 kN-m k =0.0075

From the Above Two Cases

Max Horizontal Moment : at base 4.37

Max Horizontal Moment : at top 13.49

Depth required at Top from Horizontal Moment Consideration

d = 6.744 x 106 = 69.56 mm
1000 x 1.39

Hence provide 240 mm @ top

Provide thickness @ top as 240 mm

11
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK
Effec. Depth =240 - 50 - 5 209 mm @ Top

HORIZONTAL REINFORCEMENT @ BASE

Moment and Area of Steel calculations:

MH = 4.37 kN-m

Ast = 4.37 x 106

150x1.4x 209

Ast = 100.07 mm2

Ast on
Eachface = 50.04 mm2

12
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK

Ast reqd MIN Dia of bar Spacing Ast pro

mm² Ast mm mm mm²
50.04 312.00 12 200 565.49
565.49
Hence provide 12 mm dia at 200 mm spacing

HORIZONTAL REINFORCEMENT @ Top

Moment and Area of Steel calculations:

MH = 13.49 kN-m

Ast = 13.49 x 106

150x1.4x 209 mm

Ast = 308.66 mm2

Ast on
Eachface = 154.33 mm2

Ast reqd MIN Dia of bar Spacing Ast pro

mm² Ast mm mm mm²
154.33 312.00 12 200 565.49

565.49
Hence provide 12 mm dia at 200 mm spacing

CHECK FOR UPLIFT:

Downward load:
Wall allround = 16.960 X 0.24 X 4.85 X 25 =
Base slab = 4.480 X 4.480 X 0.30 X 25 =
Total Downward load =

Upward Pressure:
Total area x ht x unit wt. of water

4.480 X 4.480 X 4.850 X 9.81 =

Uplift = Total Downward load

Total Upward load

13
Project SEWAGE TREATMENT FACILITIES
Client STEEL AUTHORITY OF INDIA
Subject ANALYSIS AND DESIGN OF SLUDGE DRIYING BED & DIGESTOR TANK
Uplift = 0.67 %
>1.20% UNSAFE

14
 Rev Date

ESTOR TANK 0 4.12.12

15
 Rev Date

ESTOR TANK 0 4.12.12

kN/m2 .

kN/m2

16
 Rev Date

ESTOR TANK 0 4.12.12

kN/m2

kN/m2

kN/m2
cting Upwards)

d as a two way slab.

two way
d as two way slab
mm
mm
mm
mm

N/mm²
N/mm²

kN/m²

17
 Rev Date

ESTOR TANK 0 4.12.12

SAFE

18
 Rev Date

ESTOR TANK 0 4.12.12

Min. Reinforcement
100 450 300 mm
0.325 0.2 0.254

AS PER IS 1370 PART I

for 100 mm - 0.3 %
for 450 mm - 0.2 %

SAFE

KN / m2

x4m b= 4.10 m
a= 4.85 m

b/a = 0.8

K - BY INTERPOLATION
0.75 1 0.845
0.024 0.035 0.0282
Y=0 , X/a=1

19
 Rev Date

ESTOR TANK 0 4.12.12

K - BY INTERPOLATION
0.75 1 0.845
0.003 0.006 0.0041
Y=b/2 , X/a=1/2

K - BY INTERPOLATION
0.75 1 0.845
0.005 0.009 0.0065
Y=0 , X/a=1/2

20
 Rev Date

ESTOR TANK 0 4.12.12

K - BY INTERPOLATION
0.75 1 0.845
0.001 0.002 0.00138
Y=0 , X/a=1/4

kN-m

kN-m

kN-m

kN-m

SAFE

SAFE

21
 Rev Date

ESTOR TANK 0 4.12.12

Min. Reinforcement
100 450 240 mm
0.3 0.2 0.260

AS PER IS 1370 PART IV

for 100 mm - 0.3 %
for 450 mm - 0.2 %

22
 Rev Date

ESTOR TANK 0 4.12.12

SAFE

Min. Reinforcement
100 450 240 mm
0.3 0.2 0.260

AS PER IS 1370 PART IV

for 100 mm - 0.3 %
for 450 mm - 0.2 %

SAFE

SAFE

23
 Rev Date

ESTOR TANK 0 4.12.12

FROM TOP

SAFE

24
 Rev Date

ESTOR TANK 0 4.12.12

K - BY INTERPOLATION
0.75 1 0.845
0.002 0.007 0.0039
Y=b/2 , X/a=0

K - BY INTERPOLATION
0.75 1 0.845
0.009 0.017 0.0121
Y=b/2 , X/a=1/2

K - BY INTERPOLATION
0.75 1 0.845
0.001 0.004 0.0021
Y=0 , X/a=0

K - BY INTERPOLATION
0.75 1 0.845
0.006 0.01 0.0075
Y=0 , X/a=1/2

kN-m
kN-m

SAFE

25
 Rev Date

ESTOR TANK 0 4.12.12

26
 Rev Date

ESTOR TANK 0 4.12.12

SAFE

SAFE

493.54 kN
150.53 kN
644.06 kN

954.92 kN

27
 Rev Date

ESTOR TANK 0 4.12.12

28
Project SEWAGE TREATMENT FACILITIES

Client STEEL AUTHORITY OF INDIA

SLUDGE DRIYING BED
Subject

1.1 DESIGN OF SLUDGE DRIYING BED

Design parametere :

It is a rectangular tank of size

TANK-2 2.605 m x 2.00 m x 1.30 m

Finsihed Ground Level ( FGL ) : - 0.50 m Lvl

Top level of Tank wall : - 0.50 m Lvl

Top of Base Slab : - 1.80 m Lvl

Size of theTank : 2.605 m x 2.00 m

Height of the tank : 1.30 m

Unit weight of concrete 25.00 KN /m3

Unit weight of water 9.81 KN /m3

Free board of Water tank 0.15 m

- 0.50 m Lvl

.
0.15 m

1.30 m 1.30 m

1.15 m

- 1.80
0.23 m

2.61

The thickness of Base raft has to be provided

Materials Concrete M 25
Steel Fe 415

GL - IL = 1.15 m

Total Thickness Of Base Slab = 0.230 m

Unit weight Reinforced Concrete = 25.0 kN/m2

Upward pressure

8
Project SEWAGE TREATMENT FACILITIES

Client STEEL AUTHORITY OF INDIA

SLUDGE DRIYING BED
Subject

Upward pressure (1.15+0.23) 0.92 x 9.81 9.03 kN/m2

Downward pressure

Weight of Slab (0.23*25) = 0.23 x 25.00 5.75 kN/m2

Total Downward Pressure 5.75 kN/m2

9
Project SEWAGE TREATMENT FACILITIES

Client STEEL AUTHORITY OF INDIA

SLUDGE DRIYING BED
Subject

Net upward pressure on slab 9.03 - 5.75 = 14.78 kN/m2

[ Downward presure - Upward pressure] (Acting Upwards)

Note : The base slab is designed for the net pressure acting upwards

DESIGN OF BASE SLAB

Net upward pressure on slab = 14.78 kN/m2
Here the aspect ratio Ly/Lx is less than 2 and hence the slab is designed as a two way slab.

Four Edges Discontinuous:

Basic dimensions of slab = Lx Ly

2.00 m 2.605 m
Basic Ly/Lx ratio = 1.3 < 2 two way
Hence designed as two way slab
Clear cover to reinforcement d' = 25 mm
Provided overall depth D = 230 mm
Effective depth d = 200 mm
Diameter of bar f = 10 mm

Grade of Concrete fck = 25 N/mm²

Grade of Steel fy = 415 N/mm²

Load calculation :
Total upward pressure on slab = 14.78 kN/m²

Moment and Area of Steel calculations:

Span Moment Mu
Coefficient kN.m
shorter ax neg 0.000 0.00
ax pos 0.079 4.67
longer ay neg 0.000 0.00
ay pos 0.056 3.31

Depth required at base Moment Consideration

d = 4.67 x 106 57.9 mm

1000 x 1.39 =

Hence provide 230 mm @ bottom SAFE

Effectiv depth = 230 -25-10/2 = 200 mm

Moment and Area of Steel calculations:

MH = 4.67 kN-m
Min. Reinforcement

10
Project SEWAGE TREATMENT FACILITIES

Client STEEL AUTHORITY OF INDIA

SLUDGE DRIYING BED
Subject
Ast = 4.67 x 106 100
150x0.9x200 0.325
Ast = 155.17 mm2

For 230 mm the req. percentage is 0.279 % AS PER IS 1370 PAR

Provide Minimum area of steel for 100 mm - 0.3 %
Min Ast = 0.279 x 1000 x (1/2) x 200 for 450 mm - 0.2 %
100
Ast = 320.4 mm2

11
Project SEWAGE TREATMENT FACILITIES

Client STEEL AUTHORITY OF INDIA

SLUDGE DRIYING BED
Subject
Ast reqd Min Ast Dia of bar Spacing Ast pro
On each
mm² Face mm mm mm²
155.17 320 10 200 392.70
392.70 SAFE
Hence provide 10 mm dia at 200 mm spacing
Design Of Wall
Soil Data :
Safe Bearing Capacity as per Soil = 200 KN / m2
Report

Assume Thickness of Wall @ Top : = 0.150 m

Assume Thickness of Wall @ Bottom : = 0.150 m

Size of Tank = 2.61 x 2.00 m

MOMENT COEFFICIENT FOR VERTICAL REINFORCEMENT

CASE 1 :
Base is Fixed & Top free K - BY INTERPOLATIO
2
Max Vertical Moment @ base on water face : 0.086
Y=0 , X/a=1
Mvi = K x 9.81 x H3 K value from Table 3
IS-3370 Part IV 1967
= 1.86 kN-m k =0.0862

Max Vertical Moment @ 1.30 m from top on water face : K - BY INTERPOLATIO

2
Mvi = K x 9.81 x H3 K value from Table 3 0.100
IS-3370 Part IV 1967 Y=b/2 , X/a=1/2
= 1.48 kN-m k =0.0993

Max Vertical Moment @ base away from water face : K - BY INTERPOLATIO

2
Mvo = K x 9.81 x H3 K value from Table 3 0.015
IS-3370 Part IV 1967 Y=0 , X/a=1/2
= 0.22 kN-m k =0.0150

Max Vertical Moment @ 1.30 m from top away from water face : K - BY INTERPOLATIO
2
Mvo = K x 9.81 x H3 K value from Table 3 0.013
IS-3370 Part IV 1967 Y=0 , X/a=1/4
= 0.19 kN-m k =0.0130

From the Above Two Cases

Max Vertical Moment @ base on water face : 1.86 kN-m

Max Vertical Moment @ 1.30 m from top on water face : 1.48 kN-m

Max Vertical Moment @ base away from water face : 0.22 kN-m

12
Project SEWAGE TREATMENT FACILITIES

Client STEEL AUTHORITY OF INDIA

SLUDGE DRIYING BED
Subject

Max Vertical Moment @ 1.30 m from top away from water face : 0.19 kN-m

Depth required at base Moment Consideration

d = 1.86 x 106 = 36.50 mm
1000x 1.39

Hence provide 150 mm @ bottom SAFE

13
Project SEWAGE TREATMENT FACILITIES

Client STEEL AUTHORITY OF INDIA

SLUDGE DRIYING BED
Subject

Depth required at Top Moment Consideration

d = 1.48 x 106 = 32.60 mm

1000 x 1.39
Hence provide 150 mm @ top SAFE

Provide thickness @ botttom as 150 mm

Provide thickness @ top as 150 mm
Effec. Depth =150 - 40 - 5 120 mm @ bottom
Effec. Depth =150 -40 - 5 120 mm @ Top

VERTICAL REINFORCEMENT ON WATER FACE @ BASE

Moment and Area of Steel calculations:

Mvi = 1.86 kN-m

Ast = 1.86 x 106

150x0.9x 120

Ast = 118.3 mm2 Min. Reinforcement

100
By Interpolation from IS 3370 Page 13 0.3
0.30% for 100 mm
0.20% for 450 mm

For 150 mm the req. percentage is 0.286 % AS PER IS 1370 PART IV

Provide Minimum area of steel for 100 mm - 0.3 %
Min Ast = 0.286 x 1000 x (1/2) x 150 for 450 mm - 0.2 %
100

Ast = 428.6 mm2

Ast reqd Min Ast Dia of bar Spacing Ast pro
mm² mm² mm mm mm²
118 429 10 150 523.60
523.60 SAFE
H Provide 10 mm dia at 150 mm spacing

VERTICAL REINFORCEMENT ON WATER FACE @ 1.30 m FROM TOP

Moment and Area of Steel calculations:
Mvi = 1.48 kN-m
Ast = 1.48 x 106
150x1.4x 120

Ast required = 59.06 mm2 Min. Reinforcement

100
By Interpolation from IS 3370 Page 13 0.3
0.30% for 100 mm
0.20% for 450 mm
For 150 mm the req. percentage is 0.286 % AS PER IS 1370 PART IV
Provide Minimum area of steel for 100 mm - 0.3 %
Min Ast = 0.286 x 1000 x (1/2) x 150 for 450 mm - 0.2 %
100

14
Project SEWAGE TREATMENT FACILITIES

Client STEEL AUTHORITY OF INDIA

SLUDGE DRIYING BED
Subject
Ast = 214 mm2
Ast reqd Min Ast Dia of bar Spacing Ast pro
mm² mm² mm mm mm²
59.06 214.29 10 150 523.60 SAFE

Hence provide 10 mm dia at 150 mm spacing

VERTICAL REINFORCEMENT AWAY FROM WATER FACE @ BASE

Moment and Area of Steel calculations:
Mvo = 0.22 kN-m

15
Project SEWAGE TREATMENT FACILITIES

Client STEEL AUTHORITY OF INDIA

SLUDGE DRIYING BED
Subject

Ast = 0.22 x 106

190x1x 120 mm
Ast = 10.02 mm2

Ast reqd MIN Dia of bar Spacing Ast pro

mm² Ast mm mm mm²
10.02 428.57 10 150 523.60 SAFE

Hence provide 10 mm dia at 150 mm spacing

VERTICAL REINFORCEMENT AWAY FROM WATER FACE @ 1.30 m FROM TOP
Moment and Area of Steel calculations:
Mvo = 0.19 kN-m
Ast = 0.19 x 106
190x1x 120 mm
Ast = 8.70 mm2

Ast reqd MIN Dia of bar Spacing Ast pro

mm² Ast mm mm mm²
8.70 214.29 10 150 523.60 SAFE

Hence provide 10 mm dia at 150 mm spacing

MOMENT COEFFICIENT FOR HORIZONTAL REINFORCEMENT

x5 x2 x1 x3, x4
CASE 1 :
Base is Fixed & Top free
Max Horizontal Moment @ base on water face : K - BY INTERPOLATIO
2
MHI = K x 9.81 x H3 K value from Table 3 0.06
IS-3370 Part IV 1967 Y=b/2 , X/a=0
= 1.30 kN-m k =0.06011

Max Horizontal Moment @ 1.30 m from top on water face : K - BY INTERPOLATIO

2
MHI = K x 9.81 x H3 K value from Table 3 0.049
IS-3370 Part IV 1967 Y=b/2 , X/a=1/2
= 1.06 kN-m k =0.04903

Max Horizontal Moment @ base away from water face :

K - BY INTERPOLATIO
MHO = K x 9.81 x H3 K value from Table 3 2
IS-3370 Part IV 1967 0.027
= 0.58 kN-m k =0.02700 Y=0 , X/a=0

Max Horizontal Moment @ 1.30 m from top away from water face :
K - BY INTERPOLATIO
MHO = K x 9.81 x H 3
K value from Table 3 2
IS-3370 Part IV 1967 0.016
= 0.34 kN-m k =0.01598 Y=0 , X/a=1/2

From the Above Two Cases

16
Project SEWAGE TREATMENT FACILITIES

Client STEEL AUTHORITY OF INDIA

SLUDGE DRIYING BED
Subject
Max Horizontal Moment : at base 1.30 kN-m
Max Horizontal Moment : at top 1.06 kN-m

Depth required at Top from Horizontal Moment Consideration

d = 0.648 x 106 = 21.56 mm
1000 x 1.39

Hence provide 150 mm @ top SAFE

Provide thickness @ top as 150 mm
Effec. Depth =150 - 50 - 5 120 mm @ Top

17
Project SEWAGE TREATMENT FACILITIES

Client STEEL AUTHORITY OF INDIA

SLUDGE DRIYING BED
Subject

HORIZONTAL REINFORCEMENT @ BASE

Moment and Area of Steel calculations:

MH = 1.30 kN-m

Ast = 1.30 x 106

150x1.4x 120

Ast = 51.63 mm2

Ast on
Eachface = 25.82 mm2

Ast reqd MIN Dia of bar Spacing Ast pro .

mm² Ast mm mm mm²
25.82 428.57 10 175 448.80
448.80 SAFE
Hence provide 10 mm dia at 175 mm spacing

HORIZONTAL REINFORCEMENT @ Top

Moment and Area of Steel calculations:

MH = 1.06 kN-m

Ast = 1.06 x 106

150x1.4x 120 mm
Ast = 42.12 mm2
Ast on
Eachface = 21.06 mm2

Ast reqd MIN Dia of bar Spacing Ast pro

mm² Ast mm mm mm²
21.06 214.29 10 175 448.80

448.80 SAFE
Hence provide 10 mm dia at 175 mm spacing

CHECK FOR UPLIFT:

Downward load:
Wall allround = 9.810 X 0.15 X 1.30 X x 25 = 47.82
Base slab = 2.905 X 2.30 X 0.23 X x 25 = 38.42
Projection 11.610 X 0.15 X 1.30 X x 18 = 40.75
Total Downward load 126.99
Upward Pressure:
Total area x ht x unit wt. of water

2.905 X 2.300 X 1.300 X 9.81 = 85.21

Uplift = Total Downward load

Total Upward load
18
Project SEWAGE TREATMENT FACILITIES

Client STEEL AUTHORITY OF INDIA

SLUDGE DRIYING BED
Subject

Uplift = 1.49 %
>1.20% HENCE SAFE

19
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0 4.12.12

20
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0 4.12.12

21
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0 4.12.12

Min. Reinforcement

22
 Rev Date

0 4.12.12
450 230 mm
0.2 0.279

AS PER IS 1370 PAR

for 100 mm - 0.3 %
for 450 mm - 0.2 %

23
 Rev Date

0 4.12.12

b= 2.61 m
a= 1.30 m

b/a = 2.004

K - BY INTERPOLATION
2.5 2.004
0.108 0.0862
Y=0 , X/a=1

K - BY INTERPOLATION
2.5 2.004
0.011 0.0993
Y=b/2 , X/a=1/2

K - BY INTERPOLATION
2.5 2.004
0.011 0.0150
Y=0 , X/a=1/2

K - BY INTERPOLATION
2.5 2.004
0.012 0.01299
Y=0 , X/a=1/4

24
Rev Date

0 4.12.12

25
 Rev Date

0 4.12.12

Min. Reinforcement
450 150 mm
0.2 0.286

S PER IS 1370 PART IV

for 100 mm - 0.3 %
for 450 mm - 0.2 %

Min. Reinforcement
450 150 mm
0.2 0.286

AS PER IS 1370 PART IV

for 100 mm - 0.3 %
for 450 mm - 0.2 %

26
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27
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FROM TOP

K - BY INTERPOLATION
2.5 2.004
0.074 0.0601
Y=b/2 , X/a=0

K - BY INTERPOLATION
2.5 2.004
0.053 0.0490
Y=b/2 , X/a=1/2

K - BY INTERPOLATION
2.5 2.004
0.027 0.0270
Y=0 , X/a=0

K - BY INTERPOLATION
2.5 2.004
0.014 0.0160
Y=0 , X/a=1/2

28
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29
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kN
kN
kN

kN

30
Rev Date

0 4.12.12

31
PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM

Description :

It is a rectangular tank of size

6.00 m x 2.00 m x 4.30 m

Note : It is designed as a water retaining Structure for cracked condition .

The structure is shoud checked for Uplift

Finsihed Ground Level ( FGL ) : - 100.70 m Lvl

Top level of Tank wall : - 104.10 m Lvl

Top of Base Slab : - 99.80 m Lvl

Size of theTank : 6.00 m x 2.00 m

Height of the tank : 4.30 m

Unit weight of concrete 25.00 KN /m3

Unit weight of water 9.81 KN /m3

Free board of Water tank 0.30 m

+ 104.10 m Lvl

.
0.30 m
4.30 m 4.30 m

4.00 m

+ 99.80
0.30 m

6.00 ALL DIMENSION AND LEVELS ARE IN

The thickness of Base raft has to be provided

PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM
Materials Concrete M 25
Steel Fe 415

GL - IL = 4.00

Total Thickness Of Base Slab = 0.30

Unit weight Reinforced Concrete = 25.0

Upward pressure

Upward pressure (4+0.3) = 4.00 x 9.81 39.24

PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM
Downward pressure

Weight of Slab (0.3*25) = 0.30 x 25.00 7.5

Total Downward Pressure 7.5

Net upward pressure on slab = 39.24 - 7.50 = 46.74

[ Downward presure - Upward pressure] (Acting Upwards)

Note : The base slab is designed for the net pressure acting upwards

DESIGN OF BASE SLAB

Net upward pressure on slab = 46.74 kN/m2

Here the aspect ratio Ly/Lx is less than 2 and hence the slab is designed as a one way slab.

Four Edges Discontinuous:

Basic dimensions of slab = Lx Ly

2.00 m 6.00 m
Basic Ly/Lx ratio = 3.000 >=2
Hence designed as two way slab
Clear cover to reinforcement d' = 25
Provided overall depth D = 350
Effective depth d = 270
Diameter of bar f = 10

Grade of Concrete fck = 25

Grade of Steel fy = 415

Load calculation :

Total upward pressure on slab = 46.74

Moment and Area of Steel calculations:

Span Moment Mu
Coefficient kN.m
PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM
shorter ax neg 0.000 0.00
ax pos 0.125 23.37
longer ay neg 0.000 0.00
ay pos 0.125 23.37

Depth required at base Moment Consideration

d = 23.37 x 106 = 129.5 mm

1000 x 1.39

Hence provide 300 mm @ bottom

PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM
Effectiv depth = 300 -25-10/2 = 270 mm

Moment and Area of Steel calculations:

MH = 23.37 kN-m

Ast = 23.37 x 106

150x0.9x270
Ast = 595.47 mm2

For 300 mm the req. percentage is 0.254 %

Provide Minimum area of steel for 100 mm - 0.3 %
Min Ast = 0.254 1000 x (1/2) x 270
100

Ast = 380.4 mm2

Ast reqd Min Ast Dia of bar Spacing Ast pro

On each
mm² Face mm mm mm²
595.47 380 12 150 753.98
753.98
Hence provide 12 mm dia at 150 mm spacing

Design Of Wall

Soil Data :
Safe Bearing Capacity as per Soil = 150.00
Report

Assume Thickness of Wall @ Top : = 0.250

Assume Thickness of Wall @ Bottom : = 0.250

Size of Tank = 6.00

MOMENT COEFFICIENT FOR VERTICAL REINFORCEMENT

CASE 1 :
Base is Fixed & Top free

Max Vertical Moment @ base on water face :

Y=0 , X/a=1
PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM
Mvi = K x 9.81 x H3 K value from Table 3
IS-3370 Part IV 1967
= 34.25 kN-m k =0.0546

Max Vertical Moment @ 4.30 m from top on water face :

Mvi = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967 Y=b/2 , X/a=1/2
= 4.76 kN-m k =0.0076

Max Vertical Moment @ base away from water face :

Mvo = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967 Y=0 , X/a=1/2
= 9.52 kN-m k =0.0152
PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM

Max Vertical Moment @ 4.30 m from top away from water face :

Mvo = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967 Y=0 , X/a=1/4
= 4.23 kN-m k =0.0067

From the Above Two Cases

Max Vertical Moment @ base on water face : 34.25

Max Vertical Moment @ 4.30 m from top on water face : 4.76

Max Vertical Moment @ base away from water face : 9.52

Max Vertical Moment @ 4.30 m from top away from water f 4.23

Depth required at base Moment Consideration

d = 34.25 x 106 = 156.8 mm

1000x 1.39

Hence provide 250 mm @ bottom

Depth required at Top Moment Consideration

d = 4.76 x 106 = 58.44 mm

1000 x 1.39

Hence provide 250 mm @ top

Provide thickness @ botttom as 250 mm

Provide thickness @ top as 250 mm

Effec. Depth =250 - 40 - 5 220 mm @ bottom

Effec. Depth =250 -40 - 5 220 mm @ Top

VERTICAL REINFORCEMENT ON WATER FACE @ BASE

Moment and Area of Steel calculations:

PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM
Mvi = 34.25 kN-m

Ast = 34.25 x 106

150x0.9x 220

Ast = 1130.16 mm2

By Interpolation from IS 3370 Page 13

0.30% for 100 mm
0.20% for 450 mm

For 250 mm the req. percentage is 0.257 %

Provide Minimum area of steel
Min Ast = 0.257 1000 x (1/2) x 250
100
PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM

Ast = 321.43 mm2

Ast reqd Min Ast Dia of bar Spacing Ast pro
mm² mm² mm mm mm²
1130.16 321.43 12 100 1130.97
1130.97
Provide 12 mm dia at 100 mm spacing

VERTICAL REINFORCEMENT on WATER FACE@ 4.30 m FROM TOP

Moment and Area of Steel calculations:
Mvi = 4.76 kN-m

Ast = 4.76 x 106

150x1.4x 220

Ast required = 103.48 mm2

By Interpolation from IS 3370 Page 13

0.30% for 100 mm
0.20% for 450 mm
For 250 mm the req. percentage is 0.257 %
Provide Minimum area of steel
Min Ast = 0.257x 1000 x (1/2) x 250
100
Ast = 321.43 mm2

Ast reqd Min Ast Dia of bar Spacing Ast pro

mm² mm² mm mm mm²
103.48 321.43 12 200 565.49

Hence provide 12 mm dia at 200 mm spacing

VERTICAL REINFORCEMENT AWAY FROM WATER FACE @ BASE

Moment and Area of Steel calculations:
Mvo = 9.52 kN-m

Ast = 9.52 x 106

190x1x 220 mm
Ast = 233.00 mm2

Ast reqd MIN Dia of bar Spacing Ast pro

mm² Ast mm mm mm²
233.00 321.43 12 200 565.49
PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM

Hence provide 12 mm dia at 200 mm spacing

VERTICAL REINFORCEMENT AWAY FROM WATER FACE @ 4.30 m

Moment and Area of Steel calculations:
Mvo = 4.23 kN-m

Ast = 4.23 x 106

190x1x 220 mm
Ast = 103.63 mm2

Ast reqd MIN Dia of bar Spacing Ast pro

mm² Ast mm mm mm²
103.63 321.43 12 200 565.49

Hence provide 12 mm dia at 200 mm spacing

PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM

x5 x2 x1 x3, x4
MOMENT COEFFICIENT FOR HORIZONTAL REINFORCEMENT

CASE 1 :
Base is Fixed & Top free

Max Horizontal Moment @ base on water face :

MHI = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967 Y=b/2 , X/a=0
= 27.61 kN-m k =0.03540

Max Horizontal Moment @ 4.30 m from top on water face :

MHI = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967 Y=b/2 , X/a=1/2
= 29.49 kN-m k =0.03781

Max Horizontal Moment @ base away from water face :

MHO = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967
= 14.42 kN-m k =0.01849 Y=0 , X/a=0

Max Horizontal Moment @ 4.30 m from top away from water face :

MHO = K x 9.81 x H3 K value from Table 3

IS-3370 Part IV 1967
= 12.15 kN-m k =0.01558 Y=0 , X/a=1/2

From the Above Two Cases

Max Horizontal Moment : at base 27.61

Max Horizontal Moment : at top 29.49

Depth required at Top from Horizontal Moment Consideration

d = 14.747 x 106 = 102.86 mm

1000 x 1.39

Hence provide 250 mm @ top

PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM
Provide thickness @ top as 250 mm

Effec. Depth =250 - 50 - 5 220 mm @ Top

HORIZONTAL REINFORCEMENT @ BASE

Moment and Area of Steel calculations:

MH = 27.61 kN-m

Ast = 27.61 x 106

150x1.4x 220

Ast = 600.20 mm2

Ast on
Eachface = 300.10 mm2
PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM

Ast reqd MIN Dia of bar Spacing Ast pro

mm² Ast mm mm mm²
300.10 321.43 10 175 448.80
448.80
Hence provide 10 mm dia at 175 mm spacing

HORIZONTAL REINFORCEMENT @ Top

Moment and Area of Steel calculations:

MH = 29.49 kN-m

Ast = 29.49 x 106

150x1.4x 220 mm

Ast = 641.21 mm2

Ast on
Eachface = 320.60 mm2

Ast reqd MIN Dia of bar Spacing Ast pro

mm² Ast mm mm mm²
320.60 321.43 10 175 448.80
0 1 0.00
448.80
Hence provide 10 mm dia at 175 mm spacing

Check Uplift Calculation : x5 x2 x1 x3, x2

x5 x4 x1 x3, x4

Down Ward Weight of tank :

Self wt. of tank wall

((6.00 +0.25)+(2+.25))x2 =17 m x4.30m x 0.25x25 kn/m3 = 456.88

Self wt. of tank base slab

6.50 x 6.50 x 0.3 = 316.88

Self wt. of soil allround

(6.0 x 2+0.50 0.3) x 0.9 x0.30 x18 kn/m3 = 42.76
816.51

Weiht of water :
6.50 x 6.50 x 1.1 x 9.81 kn/cu.m) = 455.920
PROJECT SEWAGE TREATMENT PLAT EQUIPMENT FOUNDATION OF TANK 4,5,6 & 14
CLINT BHEL TRICHY , THRUMAYAM
816.51
Uplift =
455.920

= 1.79

Hence Safe
ANK 4,5,6 & 14

DIMENSION AND LEVELS ARE IN M

ANK 4,5,6 & 14

kN/m2 .

kN/m2
ANK 4,5,6 & 14

kN/m2

kN/m2

kN/m2
ting Upwards)

as a one way slab.

One Way
as two way slab
mm
mm
mm
mm

N/mm²
N/mm²

kN/m²
ANK 4,5,6 & 14

SAFE
ANK 4,5,6 & 14

Min. Reinforcement
100 450 300 mm
0.325 0.2 0.25357

AS PER IS 1370 PART IV

for 100 mm - 0.3 %
for 450 mm - 0.2 %

SAFE

KN / m2 (Assume )

x 2.00 m b= 6.00 m
a= 4.30 m

b/a = 1.4

K - BY INTERPOLATION
1.5 1.25 1.395
0.06 0.047 0.0546
Y=0 , X/a=1
ANK 4,5,6 & 14

K - BY INTERPOLATION
1.5 1.25 1.395
0.008 0.007 0.00758
Y=b/2 , X/a=1/2

K - BY INTERPOLATION
1.5 1.25 1.395
0.016 0.014 0.01516
Y=0 , X/a=1/2
ANK 4,5,6 & 14

K - BY INTERPOLATION
1.5 1.25 1.395
0.008 0.005 0.00674
Y=0 , X/a=1/4

kN-m

kN-m

kN-m

kN-m

SAFE

SAFE
ANK 4,5,6 & 14

Min. Reinforcement
100 450 250 mm
0.3 0.2 0.257

AS PER IS 1370 PART IV

for 100 mm - 0.3 %
for 450 mm - 0.2 %
ANK 4,5,6 & 14

SAFE

Min. Reinforcement
100 450 250 mm
0.3 0.2 0.257

AS PER IS 1370 PART IV

for 100 mm - 0.3 %
for 450 mm - 0.2 %

SAFE

SAFE
ANK 4,5,6 & 14

FROM TOP

SAFE
ANK 4,5,6 & 14

K - BY INTERPOLATION
1.5 1.25 1.395
0.04 0.029 0.0354
Y=b/2 , X/a=0

K - BY INTERPOLATION
1.5 1.25 1.395
0.042 0.032 0.0378
Y=b/2 , X/a=1/2

K - BY INTERPOLATION
1.5 1.25 1.395
0.021 0.015 0.0185
Y=0 , X/a=0

K - BY INTERPOLATION
1.5 1.25 1.395
0.016 0.015 0.0156
Y=0 , X/a=1/2

kN-m
kN-m

SAFE
ANK 4,5,6 & 14
ANK 4,5,6 & 14

SAFE

SAFE

x3, x4 w4

KN

KN
ANK 4,5,6 & 14

> 1.20
 Horizontal Vertical Horizontal
Node L/C Fx kN Fy kN Fz kN
1100 1.0 D.L + 0.3 L.L
0.689 9.542 0.284 1 WEIGHT 10.515
2100 1.0 D.L + 0.3 L.L
0.491 9.542 0.847 2 WEIGHT 10.88
3100 1.0 D.L + 0.3 L.L
0.057 29.832 3.926 3 WEIGHT 33.815
4100 1.0 D.L + 0.3 L.L
1.153 38.228 0.362 4 WEIGHT 39.743
5100 1.0 D.L + 0.3 L.L
0.268 29.594 0.134 5 WEIGHT 29.996
6100 1.0 D.L + 0.3 L.L
0.997 58.513 0.151 6 WEIGHT 59.661
7100 1.0 D.L + 0.3 L.L
0.071 29.537 1.034 7 WEIGHT 30.642
8100 1.0 D.L + 0.3 L.L
0.944 58.578 0.244 8 WEIGHT 59.766
9100 1.0 D.L + 0.3 44.552
L.L 158.734 39.571 9 WEIGHT 242.857
10100 1.0 D.L + 0.3 42.979
L.L 164.918 43.808 10 WEIGHT 251.705
13100 1.0 D.L + 0.3 L.L
0.689 9.542 0.291 13 WEIGHT 10.522
14100 1.0 D.L + 0.3 L.L
0.491 9.542 1.156 14 WEIGHT 11.189
15100 1.0 D.L + 0.3 L.L
0.057 29.82 3.934 15 WEIGHT 33.811
16100 1.0 D.L + 0.3 L.L
1.153 46.459 0.226 16 WEIGHT 47.838
17100 1.0 D.L + 0.3 L.L
0.268 29.597 0.152 17 WEIGHT 30.017
18100 1.0 D.L + 0.3 L.L
0.997 58.585 0.047 18 WEIGHT 59.629
19100 1.0 D.L + 0.3 L.L
0.07 29.603 0.486 19 WEIGHT 30.159
20100 1.0 D.L + 0.3 L.L
0.944 58.57 0.218 20 WEIGHT 59.732
21100 1.0 D.L + 0.3 44.539
L.L 158.987 39.007 21 WEIGHT 242.533
22100 1.0 D.L + 0.3 L.L43 164.908 43.84 22 WEIGHT 251.748
25100 1.0 D.L + 0.3 L.L
1.116 37.559 0.82 25 WEIGHT 39.495
26100 1.0 D.L + 0.3 L.L
0.032 37.565 0.172 26 WEIGHT 37.769
27100 1.0 D.L + 0.3 L.L
1.161 30.046 1.275 27 WEIGHT 32.482
29100 1.0 D.L + 0.3 L.L
1.116 37.56 0.842 29 WEIGHT 39.518
30100 1.0 D.L + 0.3 L.L
0.032 37.554 0.083 30 WEIGHT 37.669
31100 1.0 D.L + 0.3 L.L
1.16 38.411 1.319 31 WEIGHT 40.89
649100 1.0 D.L + 0.3 29.809
L.L 123.708 29.623 649 WEIGHT 183.14
650100 1.0 D.L + 0.3 29.544
L.L 123.72 29.679 650 WEIGHT 182.943
651100 1.0 D.L + 0.3 29.813
L.L 123.635 29.604 651 WEIGHT 183.052
652100 1.0 D.L + 0.3 L.L
29.52 123.695 29.683 652 WEIGHT 182.898