Client AGIP KCO Job No.: JI 176 Page.

: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

DESIGN OF EQUIPMENT PIT

3.88 5.500 X axis

Geometry of Tank 2.750

Short Side of Tank 5.50 m
Long side of Tank 12.13 m
Clear Depth of tank below ground .: 6.420 m 2.320 7.500 m
Hight of tank above ground.: 0.20 m
Thickness of Wall 1.00 m
Thickness of Base Slab 1.00 m
Projection of base slab 0.00 m
Clear Height of pedestal 0.85 m 14.130 m
Length of pedestal 2.32 m
Width of pedestal 0.50 m Y axis Foundation Plan
Dist of cl of pedestal in plan from wall 2.75 m
Left proj'n of pedestal in plan from wall 3.88 m bottom of pit = el 95.0
Spacing of pedestal 5.50 m

Loading Data
For Equipment load refer page 6 0.20
Platform Dead + Live Load 21.00 kN
Surcharged Load 10.00 kN/m2
Height of water table below ground 0.00 m 6.420 Sheet Limitation For full
height of water only
Parameter .:
Unit Weight of Concrete .: 25 kN/m3 1.85
Unit Weight of Soil .: 18 kN/m3
Unit Weight of Water .: 10 kN/m3 Ref. Soil Mech. & F Engg.
Angle of repose 15 o
Elevation V.N.S.Murthy-Eq. 14.22
Kh Seismic coeff. 0.267807 = (1-Kv)tan phi Design Basis
Ko at Rest 1- sin f
= 1 - SIN ( 15x 3.14 / 180)
0.741181
Weight of soil wedge for seismic
We
1
2 [
H H *tan 45o ( 1
2
)]

=0.5 x7.42mx (7.42m) x TAN ( ( 45 - 0.5 x 15 ) x 3.14 / 180 ) ) x 18 kN/mm3
379.9552 kN
Net allowable pressure.: 50 kN/m2 Design Basis
fcu 25 N/mm2
fy 390 N/mm2
gf 1.5
Es 200 kN/mm2 200000000 KN/M2
Ec = 5.5 x (fcu / g f)^ 0.5
= 5.5 x ( 25 / 1.5 )^ 0.5
22.5 kN/mm2
Poisson ratio 0.4
Assumptions in the Design

1 The earth pressure at rest is taken for design considering all the walls are restrained by the perpendicular walls .

2 Safety against sliding is not checked since the active/at rest pressure at one wall is resisted by the passive pressure on the
other end wall .

3 Surcharge load is taken as 10 kN/m2

4 Wind loads is not considered since the structure is below the GL.

5 Since there is no loading on the walls from inside no tensions are developed on the wall

6 Since projection of wall above GL is only 0.2 m , wall is analyzed for height soil loading is taken on the projected portion.

7 Design factor for seismic is considered as 1.2 combined with 1.6 for imposed load cases except earth press for which it shall be 1.2

8 Maximum Water level is at ground level. This spreadsheet is not applicable if water level is above ground level

9 Buoyancy has been checked for upward trust of water equal to water displaced by tank pit against self weight of concrete element only
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

(A) Long Wall Analysis

Length of Tank .: 13.130 m
Height of Tank .: 6.920 m
Mx
a= 6.565 m
6.920 m b= 6.92 m
Rx
a/b 0.948699 (apporx. a/b = 1)

Ry My
13.130 m

+ + +

rc = 10kN/m2 x 0.74 rs = 0.74 x 18kN/m3 x 6.92 m rw = 10kN/m3 x(6.92-0)m x(1-0.741) =0.268 x 379.955kN/m2
rc = 7.41 rs = 92.3215 kN/m2 rw = 17.9102779 kN/m2 re = 101.755 kN/m2
(a) Due to Surcharge (b) Due to Soil Pressure c) Due to water d) Due to Earthquake All Bending / Shear
pressure pressure Coefficients from
"Moments & Reactions
(A-a) Analysis in vertical Direction for Rectang'r Plates
By W. T. Moody
Base Support Bending Moment (-ve) in vertical direction Top edge free
a) Vertical bending coefficient due to surcharge.: Resr 3 edges fixed
amy = 0.243 My.:amy*r*b2 =0.24 x 7.41 kN/m2 x 6.92m ^2 86.247 kNm /m
b) Vertical bending coefficient due to soil .:
amy = 0.0845 My.:amy*r*b2 =0.08 x 92.32 kN/m2 x 6.92m ^2 373.570 kNm /m
c) Vertical bending coefficient due to Water .:
amy = 0.0845 My.:amy*r*b2 =0.08 x 17.91 kN/m2 x 6.92m ^2 72.472 kNm /m
d) Vertical bending coefficient due Seismic
amy = 0.1585 My.:amy*r*b2 =0.16 x 101.75 kN/m2 x 6.92m ^2 772.317 kNm /m

Total UnFactored Moment 86.247 + 373.57 + 72.472 + 772.317

1304.61 kNm /m
Total Factored Moment 86.247 x 1.4 + 373.57 x 1.2 + 72.472 x 1.2 + 772.317 x 1.2
1582.78 kNm /m

Maximum Shear Force at base support IN VERT DIRECT

a) Shear force due to surcharge for vertical direction steel Since wall is cantilever action
aRy = 0.845 Ry.:aRy*r*b =0.85 x 7.41 kN/m2 x 6.92m 43.340 kN / m Shear = 1.0 for udl
b) Shear force due to soil for vertical direction steel & 0.5 for triang load
aRy = 0.4584 Ry.:aRy*r*b =0.46 x 92.32 kN/m2 x 6.92m 292.856 kN / m
c) Shear force due to water for vertical direction steel
aRy = 0.4584 Ry.:aRy*r*b =0.46 x 17.91 kN/m2 x 6.92m 56.814 kN / m
d) Shear force due to Seismic for vertical direction steel
aRy = 0.3866 Ry.:aRy*r*b =0.39 x 101.75 kN/m2 x 6.92m 272.221 kN / m

Total UnFactored Shear 43.34 + 292.856 + 56.814 + 272.221

665.23 kN /m
Total Factored Shear 43.34 x 1.4 + 292.856 x 1.2 + 56.814 x 1.2 + 272.221 x 1.2
806.945 kN /m

Midhight Bending Moment (+ve) in vertical direction

a) Vertical bending coefficient due to surcharge.:
amy = 0.1232 My.:amy*r*b2 =0.12 x 7.41 kN/m2 x 6.92m ^2 43.727 kNm /m
b) Vertical bending coefficient due to soil .:
amy = 0.0444 My.:amy*r*b 2
=0.04 x 92.32 kN/m2 x 6.92m ^2 196.290 kNm / m
c) Vertical bending coefficient due to water .:
amy = 0.0444 My.:amy*r*b 2
=0.04 x 17.91 kN/m2 x 6.92m ^2 38.080 kNm / m
d) Vertical bending coefficient due to Seismic .:
amy = 0.0788 My.:amy*r*b 2
=0.08 x 101.75 kN/m2 x 6.92m ^2 383.966 kNm / m

Total UnFactored Moment 43.727 + 196.29 + 38.08 + 383.966

662.063 kNm /m
Total Factored Moment 43.727 x 1.4 + 196.29 x 1.2+ 38.08 x 1.2 + 383.966 x 1.2
803.22 kNm /m

Mymidspan 803.2205 kNm /m Mymidspan 662.063 kNm /m

Tank Tank
Soil Soil

MySupport 1582.776 kNm /m MySupport 1304.606 kNm /m

Ry 806.9445 kN /m Ry 665.2305 kN /m
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Factored Values UnFactored Values

Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

(A-b) Analysis in Horizontal Direction

Side Support Bending Moment (-ve) in horizontal direction

a) Horizontal bending Coefficient due to surcharge
amx = 0.2613 Mx.:amx*r*b2 =0.26 x 7.41 kN/m2 x 6.92m ^2 92.742 kNm /m
b) Horizontal bending Coefficient due to soil
amx = 0.0644 Mx.:amx*r*b2 =0.06 x 92.32 kN/m2 x 6.92m ^2 284.709 kNm / m
c) Horizontal bending Coefficient due to water
amx = 0.0644 Mx.:amx*r*b2 =0.06 x 17.91 kN/m2 x 6.92m ^2 55.233 kNm / m
d) Horizontal bending Coefficient due to Seismic
amx = 0.1969 Mx.:amx*r*b2 =0.2 x 101.75 kN/m2 x 6.92m ^2 959.427 kNm / m

Total UnFactored Moment 92.742 + 284.709 + 55.233 + 959.427

1392.11 kNm /m
Total Factored Moment 92.742 x 1.4 + 284.709 x 1.2 + 55.233 x 1.2 + 959.427 x 1.2
1689.08 kNm /m

maximum Horizontal Shear Force at sides

a) Shear force due to surcharge for horizontal direction steel
aRx = 1.2115 Rx.:aRx*r*b =1.21 x 7.41 kN/m2 x 6.92m 62.137 kN / m
b) Shear force due to soil for horizontal direction steel
aRx = 0.1985 Rx.:aRx*r*b =0.2 x 92.32 kN/m2 x 6.92m 126.815 kN / m
c) Shear force due to water for horizontal direction steel
aRx = 0.1985 Rx.:aRx*r*b =0.2 x 17.91 kN/m2 x 6.92m 24.602 kN / m
d) Shear force due to Seismic for horizontal direction steel
aRx = 1.013 Rx.:aRx*r*b =1.01 x 101.75 kN/m2 x 6.92m 713.296 kN / m

Total UnFactored Shear 62.137 + 126.815 + 24.602 + 713.296

926.85 kNm /m
Total Factored Shear 62.137 x 1.4 + 126.815 x 1.2 + 24.602 x 1.2 + 713.296 x 1.2
1124.65 kNm /m

Midspan Bending Moment (+ve) in horizontal direction

Horizontal bending Coefficient due to surcharge
amx = 0.1008 Mx.:amx*r*b2 =0.1 x 7.41 kN/m2 x 6.92m ^2 35.776 kNm /m
Horizontal bending Coefficient due to soil
amx = 0.0276 Mx.:amx*r*b 2
=0.0276 x 92.32 kN/m2 x 6.92m ^2 122.018 kNm / m
Horizontal bending Coefficient due to water
amx = 0.0276 Mx.:amx*r*b 2
=0.0276 x 17.91 kN/m2 x 6.92m ^2 23.671 kNm / m
Horizontal bending Coefficient due to Seismic
amx = 0.0732 Mx.:amx*r*b 2
=0.0732 x 101.75 kN/m2 x 6.92m ^2 356.679 kNm / m

Total UnFactored Moment 35.776 + 122.018 + 23.671 + 356.679

538.145 kNm /m
Total Factored Moment 35.776 x 1.4 + 122.018 x 1.2 + 23.671 x 1.2 + 356.679 x 1.2
652.929 kNm /m

Inside Tank Inside Tank

MxSupport Rx: MxSupport Rx:
1689.082 1124.648 1392.111 926.850
kNm / m kN / m kNm / m kN / m
Mxmidspan Mxmidspan
652.929 kNm / m 538.145 kNm / m
Factored Values UnFactored Values
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

(B) Short Wall Analysis

Length of Tank .: 6.500 m

Mx Height of Tank .: 6.920 m

6.920 m a= 3.250 m
Rx b= 6.920 m

a/b 0.47 (apporx. a/b = 0.5)

Ry My
6.500 m

+ + +

rc = 10kN/m2 x 0.74 rs = 0.74 x 18kN/m3 x 6.92 m rw = 10kN/m3 x(6.92-0)m x(1-0.741) =0.268 x 379.955kN/m2
rc = 7.412 rs = 92.321 kN/m2 rw = 17.910 kN/m2 re = 101.755 kN/m2
(a) Due to Surcharge (b) Due to Soil Pressure c) Due to water d) Due to Earthquake
pressure pressure All Bending / Shear
Coefficients from
(B-a) Analysis in vertical Direction "Moments & Reactions
for Rectang'r Plates
Base Support Bending Moment (-ve) in vertical direction By W. T. Moody
a) Vertical bending coefficient due to surcharge.: Top edge free
amy = 0.0534 My.:amy*r*b2 =0.05 x 7.41 kN/m2 x 6.92m ^2 18.953 kNm /m Resr 3 edges fixed
b) Vertical bending coefficient due to soil .:
amy = 0.0325 My.:amy*r*b2 =0.03 x 92.32 kN/m2 x 6.92m ^2 143.681 kNm /m
c) Vertical bending coefficient due to Water .:
amy = 0.0325 My.:amy*r*b2 =0.03 x 17.91 kN/m2 x 6.92m ^2 27.874 kNm /m
d) Vertical bending coefficient due Seismic
amy = 0.0209 My.:amy*r*b2 =0.02 x 101.75 kN/m2 x 6.92m ^2 101.839 kNm /m

Total UnFactored Moment 18.953 + 143.681 + 27.874 + 101.839

292.346 kNm /m
Total Factored Moment 18.953 x 1.4 + 143.681 x 1.2 + 27.874 x 1.2 + 101.839 x 1.2
354.606 kNm /m

Maximum Vertical Shear Force at base support

a) Shear force due to surcharge for vertical direction steel
aRy = 0.4572 Ry.:aRy*r*b =0.46 x 7.41 kN/m2 x 6.92m 23.450 kN / m
b) Shear force due to soil for vertical direction steel
aRy = 0.3236 Ry.:aRy*r*b =0.32 x 92.32 kN/m2 x 6.92m 206.737 kN / m
c) Shear force due to water for vertical direction steel
aRy = 0.3236 Ry.:aRy*r*b =0.32 x 17.91 kN/m2 x 6.92m 40.107 kN / m
d) Shear force due to Seismic for vertical direction steel
aRy = 0.1336 Ry.:aRy*r*b =0.13 x 101.75 kN/m2 x 6.92m 94.073 kN / m

Total UnFactored Shear 23.45 + 206.737 + 40.107 + 94.073

364.366 kNm /m
Total Factored Shear 23.45 x 1.4 + 206.737 x 1.2 + 40.107 x 1.2 + 94.073 x 1.2
441.930 kNm /m

Midhight Bending Moment (+ve) in vertical direction

a) Vertical bending coefficient due to surcharge.:
amy = 0.0134 My.:amy*r*b2 =0.01 x 7.41 kN/m2 x 6.92m ^2 4.756 kNm /m
b) Vertical bending coefficient due to soil .:
amy = 0.0087 My.:amy*r*b2 =0.01 x 92.32 kN/m2 x 6.92m ^2 38.462 kNm / m
c) Vertical bending coefficient due to water .:
amy = 0.0087 My.:amy*r*b 2
=0.01 x 17.91 kN/m2 x 6.92m ^2 7.462 kNm / m
d) Vertical bending coefficient due to Seismic .: .
amy = 0.0047 My.:amy*r*b 2
=0 x 101.75 kN/m2 x 6.92m ^2 22.902 kNm / m

Total UnFactored Moment 4.756 + 38.462 + 7.462 + 22.902

73.581 kNm /m
Total Factored Moment 4.756 x 1.4 + 38.462 x 1.2 + 7.462 x 1.2 + 22.902 x 1.2
89.2488 kNm /m

Mymidspan 89.249 kNm /m Mymidspan 73.581 kNm /m

Tank Tank
Soil Soil

MySupport 354.606 kNm /m MySupport 292.346 kNm /m

Ry 441.930 kN /m Ry 364.366 kN /m
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Factored Values UnFactored Values

Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

(B-b) Analysis in Horizontal Direction

Side Support Bending Moment (-ve) in horizontal direction

a) Horizontal bending Coefficient due to surcharge
amx = 0.0852 Mx.:amx*r*b2 =0.09 x 7.41 kN/m2 x 6.92m ^2 30.240 kNm /m
b) Horizontal bending Coefficient due to soil
amx = 0.0151 Mx.:amx*r*b2 =0.02 x 92.32 kN/m2 x 6.92m ^2 66.756 kNm / m
c) Horizontal bending Coefficient due to water
amx = 0.0151 Mx.:amx*r*b2 =0.02 x 17.91 kN/m2 x 6.92m ^2 12.951 kNm / m
d) Horizontal bending Coefficient due to Seismic
amx = 0.0701 Mx.:amx*r*b2 =0.07 x 101.75 kN/m2 x 6.92m ^2 341.574 kNm / m

Total UnFactored Moment 30.24 + 66.756 + 12.951 + 341.574

451.52 kN /m
Total Factored Moment 30.24 x 1.4 + 66.756 x 1.6 + 12.951 x 1.6 + 341.574 x 1.2
547.872 kN /m

maximum Horizontal Shear Force at sides

a) Shear force due to surcharge for horizontal direction steel
aRx = 0.5101 Rx.:aRx*r*b =0.51 x 7.41 kN/m2 x 6.92m 26.163 kN / m
b) Shear force due to soil for horizontal direction s .
aRx = 0.0326 Rx.:aRx*r*b =0.03 x 92.32 kN/m2 x 6.92m 20.827 kN / m
c) Shear force due to water for horizontal direction steel
aRx = 0.0326 Rx.:aRx*r*b =0.03 x 17.91 kN/m2 x 6.92m 4.040 kN / m
d) Shear force due to Seismic for horizontal direction steel
aRx = 0.4775 Rx.:aRx*r*b =0.48 x 101.75 kN/m2 x 6.92m 336.228 kN / m

Total UnFactored Shear 26.163 + 20.827 + 4.04 + 336.228

387.258 kNm /m
Total Factored Shear 26.163 x 1.4 + 20.827 x 1.2 + 4.04 x 1.2 + 336.228 x 1.2
469.942 kNm /m

Midspan Bending Moment (+ve) in horizontal direction

Horizontal bending Coefficient due to surcharge
amx = 0.0432 Mx.:amx*r*b2 =0.04 x 7.41 kN/m2 x 6.92m ^2 15.333 kNm /m
Horizontal bending Coefficient due to soil
amx = 0.097 Mx.:amx*r*b 2
=0.097 x 92.32 kN/m2 x 6.92m ^2 428.832 kNm / m
Horizontal bending Coefficient due to water
amx = 0.0097 Mx.:amx*r*b 2
=0.0097 x 17.91 kN/m2 x 6.92m ^2 8.319 kNm / m
Horizontal bending Coefficient due to Seismic
amx = 0.0335 Mx.:amx*r*b 2
=0.0335 x 101.75 kN/m2 x 6.92m ^2 163.234 kNm / m

Total UnFactored Moment 15.333 + 428.832 + 8.319 + 163.234

615.718 kNm /m
Total Factored Moment 15.333 x 1.4 + 428.832 x 1.2 + 8.319 x 1.2 + 163.234 x 1.2
741.928 kNm /m

Inside Tank Inside Tank

MxSupport Rx: MxSupport Rx:
547.872 469.942 451.520 387.258
kNm / m kN / m kNm / m kN / m

Mxmidspan 741.928 kNm / m Mxmidspan 615.718 kNm / m

Factored Values UnFactored Values
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

(C) Bearing Pressure Check

1.85

Base Slab Base Slab

3.25 3.25
0.50 4.38 5.5 3.25 0.50 0.50 0.50
2.09 2.32
Longitudinal Section through Pit Transverse Section through Pit

Explanation of Forces of various element on base Slab

Empty / Oper / Empty / Oper /
Add. Platf. Surch. Water Seismic Empty
Self Wt. Soil Wt. Seismic Wt.X Oper Wt Test Wt. Seis-X Seis-X Seis-Y Seis-Y Remark
Wt. Wt. Wt. Wt.Y Wt.
Wt. Wt Wt. Wt
1 2 3 4 5 6 7 8 9 10 11 12 13 14
V1 kN 1075.750 10 Short
My1 kNm/m -143.681 -18.953 -27.874 -101.839 wall near
Hx1 kN /m 206.737 23.450 40.107 94.073 axis
V2 kN 1075.750 10 Short
My2 kNm/m 143.681 18.953 27.874 101.839 wall far
Hx2 kN/m -206.737 -23.450 -40.107 -94.073 axis
V3 kN 2173.015 10 Long
Mx3 kNm/m 373.570 86.247 72.472 772.317 wall near
Hy3 kN/m 292.856 43.340 56.814 272.221 axis
V4 kN 2173.015 10 Long
Mx4 kNm/m -373.570 -86.247 -72.472 -772.317 wall far
Hy4 kN/m -292.856 -43.340 -56.814 -272.221 axis
V5 kN 24.650 170 656 678.5 26 98.5 13 49.25
M5x kNm 0 0 0 25 96
Fixed
M5y kNm 0 0 0 50 192 Saddle
H5x kN 0 0 0 0 0 0 0
H5y kN 0 0 0 0 0 0 0
V6 kN 24.650 170 656 678.5 0 0 13 43.25
M6x kNm 0 0 0 25 96
kNm Sliding
M6y 0 0 0 0 0
Saddle
H6x kN 0 0 0 0 0 0 0
H6y kN 0 0 0 0 0 0 0
V7 kN 0.000 Soil on V1
V8 kN 0.000 Soil on V2
V9 kN 0.000 Soil on V3
V10 kN 0.000 Soil on V4
V11 kN 2649.375 Base Slab
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Combination used for Bearing Pressure Check

(A) Equipment Operating without Seismic condition

A1 Self + Add Self + Soil Wt.+ x + x + Eq Oper.

A2 Self + Add Self + Soil Wt.+ Surchg + x + Eq Oper.
A3 Self + Add Self + Soil Wt.+ + Water Wt + Eq Oper.
A4 Self + Add Self + Soil Wt.+ Surchg + Water Wt. + Eq Oper.

(B) Equipment Operating with Seismic condition

B1 Self + Add Self + Soil Wt.+ x + Eq Oper.Seis X +Soil Seis. X

B2 Self + Add Self + Soil Wt.+ x + Eq Oper.Seis Y +Soil Seis. Y
B3 Self + Add Self + Soil Wt.+ Surchg + Eq Oper.Seis X + Soil Seis. X
B4 Self + Add Self + Soil Wt.+ Surchg + Eq Oper.Seis Y +Soil Seis. Y
B5 Self + Add Self + Soil Wt.+ + Water Wt + Eq Oper.Seis X + Soil Seis. X
B6 Self + Add Self + Soil Wt.+ + Water Wt + Eq Oper.Seis Y +Soil Seis. Y
B7 Self + Add Self + Soil Wt.+ Surchg + Water Wt. + Eq Oper.Seis X + Soil Seis. X
B8 Self + Add Self + Soil Wt.+ Surchg + Water Wt. + Eq Oper.Seis Y +Soil Seis. Y

(C) Equipment Empty without Seismic condition

C1 Self + Add Self + Soil Wt.+ x + x + Eq Empty

C2 Self + Add Self + Soil Wt.+ Surchg + x + Eq Empty.
C3 Self + Add Self + Soil Wt.+ x + Water Wt. + Eq Empty
C4 Self + Add Self + Soil Wt.+ Surchg + Water Wt. + Eq Empty

(D) Equipment Empty with Seismic condition

D1 Self + Add Self + Soil Wt.+ x + x + Eq Empty Seis X +Soil Seis.X

D2 Self + Add Self + Soil Wt.+ x + x + Eq Empty Seis Y +Soil Seis.Y
D3 Self + Add Self + Soil Wt.+ Surchg + x + Eq Empty Seis X +Soil Seis Y
D4 Self + Add Self + Soil Wt.+ Surchg + x + Eq Empty Seis Y +Soil Seis Y
D5 Self + Add Self + Soil Wt.+ x + Water Wt. + Eq Empty.Seis X +Soil Seis. X
D6 Self + Add Self + Soil Wt.+ x + Water Wt. + Eq Empty.Seis X +Soil Seis. X
D7 Self + Add Self + Soil Wt.+ Surchg + Water Wt. + Eq Empty.Seis X +Soil Seis. X
D8 Self + Add Self + Soil Wt.+ Surchg + Water Wt. + Eq Empty.Seis Y +Soil Seis. Y

Tabular statement for Bearing Pressure Check

Empty / Oper / Empty / Oper /
Add. Platf. Surch. Water Empty Sum of
Self Wt. Soil Wt. Seis. Soil X Seis. Soil Y Oper Wt Test Wt. Seis-X Seis-X Seis-Y Seis-Y
Wt. Wt. Wt. Wt. Forces
Wt. Wt Wt. Wt
A1 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 0.00 1312.00 0.00 0.00 0.00 0.00 0.00 10548.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 0.00 4920.00 0.00 0.00 0.00 0.00 0.00 39555.77
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 0.00 -10010.56 0.00 0.00 0.00 0.00 0.00 -75292.20
A2 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 0.00 1312.00 0.00 0.00 0.00 0.00 0.00 10548.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 0.00 4920.00 0.00 0.00 0.00 0.00 0.00 39555.77
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 0.00 -10010.56 0.00 0.00 0.00 0.00 0.00 -75292.20
A3 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 0.00 1312.00 0.00 0.00 0.00 0.00 0.00 10548.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 0.00 4920.00 0.00 0.00 0.00 0.00 0.00 39555.77
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 0.00 -10010.56 0.00 0.00 0.00 0.00 0.00 -75292.20
A4 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 0.00 1312.00 0.00 0.00 0.00 0.00 0.00 10548.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 0.00 4920.00 0.00 0.00 0.00 0.00 0.00 39555.77
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 0.00 -10010.56 0.00 0.00 0.00 0.00 0.00 -75292.20
B1 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 0.00 1312.00 0.00 0.00 98.50 0.00 0.00 10646.71
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 0.00 4920.00 0.00 0.00 369.38 0.00 0.00 39925.14
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 0.00 -10010.56 0.00 0.00 -288.68 0.00 0.00 -75580.88
B2 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 0.00 1312.00 0.00 0.00 0.00 0.00 92.50 10640.71
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 0.00 4920.00 0.00 0.00 0.00 0.00 538.88 40094.64
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 0.00 -10010.56 0.00 0.00 0.00 0.00 -689.28 -75981.48
B3 1.00 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 0.00 1312.00 0.00 0.00 98.50 0.00 0.00 10646.71
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 0.00 4920.00 0.00 0.00 369.38 0.00 0.00 39925.14
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 0.00 -10010.56 0.00 0.00 -288.68 0.00 0.00 -75580.88
B4 1.00 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 0.00 1312.00 0.00 0.00 0.00 0.00 92.50 10640.71
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 0.00 4920.00 0.00 0.00 0.00 0.00 538.88 40094.64
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 0.00 -10010.56 0.00 0.00 0.00 0.00 -689.28 -75981.48
B5 1.00 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 0.00 1312.00 0.00 0.00 98.50 0.00 0.00 10646.71
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 0.00 4920.00 0.00 0.00 369.38 0.00 0.00 39925.14
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 0.00 -10010.56 0.00 0.00 -288.68 0.00 0.00 -75580.88
B6 1.00 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 0.00 1312.00 0.00 0.00 0.00 0.00 92.50 10640.71
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 0.00 4920.00 0.00 0.00 0.00 0.00 538.88 40094.64
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 0.00 -10010.56 0.00 0.00 0.00 0.00 -689.28 -75981.48
B7 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 0.00 1312.00 0.00 0.00 98.50 0.00 0.00 10646.71
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 0.00 4920.00 0.00 0.00 369.38 0.00 0.00 39925.14
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 0.00 -10010.56 0.00 0.00 -288.68 0.00 0.00 -75580.88
B8 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 0.00 1312.00 0.00 0.00 0.00 0.00 92.50 10640.71
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 0.00 4920.00 0.00 0.00 0.00 0.00 538.88 40094.64
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 0.00 -10010.56 0.00 0.00 0.00 0.00 -689.28 -75981.48
C1 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 340.00 0.00 0.00 0.00 0.00 0.00 0.00 9576.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 1275.00 0.00 0.00 0.00 0.00 0.00 0.00 35910.77
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 -2594.20 0.00 0.00 0.00 0.00 0.00 0.00 -67875.84
C2 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 340.00 0.00 0.00 0.00 0.00 0.00 0.00 9576.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 1275.00 0.00 0.00 0.00 0.00 0.00 0.00 35910.77
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 -2594.20 0.00 0.00 0.00 0.00 0.00 0.00 -67875.84
C3 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 340.00 0.00 0.00 0.00 0.00 0.00 0.00 9576.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 1275.00 0.00 0.00 0.00 0.00 0.00 0.00 35910.77
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 -2594.20 0.00 0.00 0.00 0.00 0.00 0.00 -67875.84
C4 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 340.00 0.00 0.00 0.00 0.00 0.00 0.00 9576.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 1275.00 0.00 0.00 0.00 0.00 0.00 0.00 35910.77
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 -2594.20 0.00 0.00 0.00 0.00 0.00 0.00 -67875.84
D1 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 340.00 0.00 0.00 26.00 0.00 0.00 0.00 9602.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 1275.00 0.00 0.00 97.50 0.00 0.00 0.00 36008.27
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 -2594.20 0.00 0.00 -76.88 0.00 0.00 0.00 -67952.72
D2 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 340.00 0.00 0.00 0.00 0.00 26.00 0.00 9602.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 1275.00 0.00 0.00 0.00 0.00 147.50 0.00 36058.27
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 -2594.20 0.00 0.00 0.00 0.00 -198.38 0.00 -68074.22
D3 1.00 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 340.00 0.00 0.00 26.00 0.00 0.00 0.00 9602.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 1275.00 0.00 0.00 97.50 0.00 0.00 0.00 36008.27
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 -2594.20 0.00 0.00 -76.88 0.00 0.00 0.00 -67952.72
D4 1.00 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 340.00 0.00 0.00 0.00 0.00 26.00 0.00 9602.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 1275.00 0.00 0.00 0.00 0.00 147.50 0.00 36058.27
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 -2594.20 0.00 0.00 0.00 0.00 -198.38 0.00 -68074.22
D5 1.00 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 340.00 0.00 0.00 26.00 0.00 0.00 0.00 9602.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 1275.00 0.00 0.00 97.50 0.00 0.00 0.00 36008.27
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 -2594.20 0.00 0.00 -76.88 0.00 0.00 0.00 -67952.72
D6 1.00 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 340.00 0.00 0.00 0.00 0.00 26.00 0.00 9602.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 1275.00 0.00 0.00 0.00 0.00 147.50 0.00 36058.27
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 -2594.20 0.00 0.00 0.00 0.00 -198.38 0.00 -68074.22
D7 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 340.00 0.00 0.00 26.00 0.00 0.00 0.00 9602.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 1275.00 0.00 0.00 97.50 0.00 0.00 0.00 36008.27
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 -2594.20 0.00 0.00 -76.88 0.00 0.00 0.00 -67952.72
D8 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
V kN 9196.21 40.00 0.00 0.00 0.00 0.00 0.00 340.00 0.00 0.00 0.00 0.00 26.00 0.00 9602.21
Mx kNm 34485.77 150.00 0.00 0.00 0.00 0.00 0.00 1275.00 0.00 0.00 0.00 0.00 147.50 0.00 36058.27
My kNm -64999.04 -282.60 0.00 0.00 0.00 0.00 0.00 -2594.20 0.00 0.00 0.00 0.00 -198.38 0.00 -68074.22
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Final Bearing Pressure Calculation

V Mx My ex ey Mx My Pa ex' ey' K
Loa
d Effective
Bearing
Co Stress Gross
Total Total moment From X
Total Vertical From y Effective moment @ y V / base raft From y axis increased pressure
mbi load at centre
Moment @ Moment @ y From X axis
axis
@ x axis
axis through Cg of raft area
axis
through Cg factor = K . Pa
nati x axis axis through through Cg
based on
Cg of raft
on ex' & ey'

A1 10548.21 39555.77 -75292.20 3.750 7.138 0.00 -769.13 99.53 0.00 0.01 1.10 109.49
A2 10548.21 39555.77 -75292.20 3.750 7.138 0.00 -769.13 99.53 0.00 0.01 1.10 109.49
A3 10548.21 39555.77 -75292.20 3.750 7.138 0.00 -769.13 99.53 0.00 0.01 1.10 109.49
A4 10548.21 39555.77 -75292.20 3.750 7.138 0.00 -769.13 99.53 0.00 0.01 1.10 109.49
B1 10646.71 39925.14 -75580.88 3.750 7.099 0.00 -361.91 100.46 0.00 0.00 1.05 105.49
B2 10640.71 40094.64 -75981.48 3.768 7.141 -713.74 -804.90 100.41 0.00 0.01 1.10 110.45
B3 10646.71 39925.14 -75580.88 3.750 7.099 0.00 -361.91 100.46 0.00 0.00 1.05 105.49
B4 10640.71 40094.64 -75981.48 3.768 7.141 0.00 -804.90 100.41 0.00 0.01 1.10 110.45
B5 10646.71 39925.14 -75580.88 3.750 7.099 0.00 -361.91 100.46 0.00 0.00 1.05 105.49
B6 10640.71 40094.64 -75981.48 3.768 7.141 -713.74 -804.90 100.41 0.00 0.01 1.10 110.45
B7 10646.71 39925.14 -75580.88 3.750 7.099 0.00 -361.91 100.46 0.00 0.00 1.05 105.49
B8 10640.71 40094.64 -75981.48 3.768 7.141 0.00 -804.90 100.41 0.00 0.01 1.10 110.45
C1 9576.21 35910.77 -67875.84 3.750 7.088 0.00 -219.95 90.36 0.00 0.00 1.05 94.88
C2 9576.21 35910.77 -67875.84 3.750 7.088 0.00 -219.95 90.36 0.00 0.00 1.05 94.88
C3 9576.21 35910.77 -67875.84 3.750 7.088 0.00 -219.95 90.36 0.00 0.00 1.05 94.88
C4 9576.21 35910.77 -67875.84 3.750 7.088 0.00 -219.95 90.36 0.00 0.00 1.05 94.88
D1 9602.21 36008.27 -67952.72 3.750 7.077 0.00 -113.14 90.61 0.00 0.00 1.05 95.14
D2 9602.21 36058.27 -68074.22 3.755 7.089 -207.90 -234.64 90.61 0.00 0.00 1.05 95.14
D3 9602.21 36008.27 -67952.72 3.750 7.077 0.00 -113.14 90.61 0.00 0.00 1.05 95.14
D4 9602.21 36058.27 -68074.22 3.755 7.089 0.00 -234.64 90.61 0.00 0.00 1.05 95.14
D5 9602.21 36008.27 -67952.72 3.750 7.077 0.00 -113.14 90.61 0.00 0.00 1.05 95.14
D6 9602.21 36058.27 -68074.22 3.755 7.089 -208.78 -234.64 90.61 0.00 0.00 1.05 95.14
D7 9602.21 36008.27 -67952.72 3.750 7.077 0.00 -113.14 90.61 0.00 0.00 1.05 95.14
D8 9602.21 36058.27 -68074.22 3.755 7.089 0.00 -234.64 90.61 0.00 0.00 1.05 95.14
Maximum Pressure in all case 110.45 kN/m2
Max pressure in non-Seismic case 109.49 kN/m2
Max pressure in Seismic case 110.45 kN/m2

Gross Allowable bearing pressure without increase factor.:

=50 kN/m2+ ( 6.42 m+ 1 m) x 18 kN/m3 183.56 kN/m2
Maximum Gross pressure .: 110.45 kN/m2 Safe
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

(D) Analysis of Base Slab for various critical conditions

Case A1 Assuming there is no equipment mounted on pedestal or its empty weight is negligible but transferring platform weight
through wall with full height water thus created critical upward bending for base slab and wall are loaded with soil and
water Also checked above condition without water Since side wall moments reduces the sagging moment in base slab

Weight of Wall = 2 x (5.5 + 1 + 12.13 + 1) x (6.42 + 0.2 ) x 1 x 25 kN/m3 = 6497.53 kN

Platform load .: = 40.00 kN
Total Vertical Load = 6537.53 kN

Plan Area of footing = ( 5.5 + 2 x (1+ 0 )) x ( 12.13 + 2 x (1+ 0 )) 105.975 m2

Upward Bearing Pressure due to tank .: =6537.53 / 105.975 61.68936 kN/m2

Full height water upward pressure ( 6.42m + 1 ) x 10kN/m3 74.2 kN/m2
135.8894 kN/m2

1304.605876178 kNm/m

Short Side
Base Slab 6.50 m 342.47 kNm/m

Long Side
Tank

13.13 m
Soil

37.25 kNm/m 292.346 kNm/m

ly/ lx = 13.13 m / 6.5 m = 2.02

Analysis in short Direction

Support Bending Moment (-ve) along short direction

Long wall base moment for (soil + water + surcharge +Seismic)
373.57 + 72.472 + 86.247 +772.317 kNm/m
1304.606 kNm/m

Midspan Bending Moment (+ve) along short direction

midspan bending coefficient due to upward soil+water pressure.:
asx= 0.11792 Refer BS8110-1-3.5.3.3

Ms.:asx *r *lx2

=0.118 x 135.89 kN/m2 x 6.5m ^2

677.004 kNm /m

Minimum Support moment in long wall due to soil and water alone
=373.57 + 72.472 kN/m2
446.042 kNm /m

Net midspan bending Moment .:

677.004 - 0.75 x 446.042 ( Only 75% is considered to give critical effect)
342.4725 kNm /m

midspan bending coefficient due to upward soil pressure only .:

asx= 0.11792 Refer BS8110-1-3.5.3.3

Ms.:asx *r *lx 2
=0.118 x 61.69 kN/m2 x 6.5m ^2
307.3378 kNm /m

Minimum Support moment in long wall due to soil only

373.5698 kNm /m

Net midspan bending Moment .:

307.338 - 0.75 x 373.57 ( Only 75% is considered to give critical effect)
27.16049 kNm /m

Critical Midspan Moment in short direction =MAX ( 342.473 , 27.16 )

342.47 kNm /m
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Analysis in long Direction

Support Bending Moment (-ve) along long direction

Short wall base moment for (soil + water + surcharge +Seismic)
143.681 + 27.874 + 18.953 +101.839 kNm/m
292.3463 kNm/m

Midspan Bending Moment (+ve) along long direction

midspan bending coefficient due to upward soil+water pressure.:
asy= 0.0289 Refer BS8110-1-3.5.3.3

Ms.:asy *r *lx2

=0.029 x 135.89 kN/m2 x 6.5m ^2

165.9161 kNm /m

Minimum Support moment in short wall due to soil and water alone
=143.681 + 27.874 kN/m2
171.5546 kN/m2

Net midspan bending Moment .:

165.916 - 0.75 x 171.555 ( Only 75% is considered to give critical effect)
37.25013 kNm

Ok

midspan bending coefficient due to upward soil pressure only .:

asy= 0.0289 Refer BS8110-1-3.5.3.3

Ms.:asy *r *lx2

=0.029 x 61.69 kN/m2 x 6.5m ^2

75.32052 kNm /m

Minimum Support moment in short wall due to soil and water alone
143.6807 kN/m2

Net midspan bending Moment .:

75.321 - 0.75 x 143.681 ( Only 75% is considered to give critical effect)
-32.44 kNm

Negative Sigh indicates effective Sagging will not occure

Critical Midspan Moment in long direction =MAX (37.25 , -32.44 )

37.25 kNm

Case B a Seismic Operating Case with Soil,water,Surcharge pressure (not to be considered simultaneously)

Va
Ma
0.5 4.13

Pa

Va : Weight of wall in running meter = ( 6.42 + 0.2 ) x 1 x 25kN/m3 165.5 kN/m

Ma .: Moment caused by Soil weight, =143.68 + 27.87 + 101.84 292.346 kNm / m
surcharge,water,Seismic
Pa.: Max Upward Soil Pressure = Gross pressure - unit wt of base slab + full upward water pressure
= 110.448 - 1 mx 25 kN/m3 + ( 6.42 m +1m - 0 m ) x 10 kN/m3
159.648 kN/m2
Vas : Weight of soil above projection = 0 m x 6.42 mx 18 kN/m3 0 kN/m

Bm at Section .:
=159.648 kN/m2 x ( 4.13 m +0.5 m) ^2 / 2 + 292.346 kNm - 165.5 kN x 4.13 m -0 kN/mx ( 0.5 x 0 m+ 0.5 x 1m +4.13 m )
1320 kNm /m
Shear at Section .: =159.648 kN/m2 x (4.13+0.5) m - 165.5 kNn - 0 kN 573.672 kN/m
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 21/07/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Case B b Operating Case with Soil,water with I/3 m of height of tank or height of ground water table whichever is minimum
Also side wall moment (due to soil alone) causes diminishing effect on sagging moment between the pedestal is
is not considered

4.88 5.5 Pedestal

Pb

Pb.: Max upward Pressure = Gross Pressure - wt of base slab + min ( 1/3 rd water ht, water level)
= 110.448kN/m2 - 1 mx 25kN/m3+ min( ( 6.42 + 1 ) / 3 , (6.42 + 1 - 0 )) m x 10kN/m2
110.182 kN/m2

Mb at Midspan .: 110.182 kN/m2x5.5 m^ 2 / 8 - 0.80 x110.182 kN/m2 x 4.88 m^ 2 / 2 80% cantilever is

-632.94 kNm considered

Negative bending Moment Indicates that sagging will not occure unless equipment is not there
Consider Case A as critical
( Please note that in case of unlikely scenario of shallow wall height in above case negative moment under pedestal would govern)

Case C Seismic Operating Case with Soil, water, Surcharge pressure on long wall

Vc
Mc
0.5 2.09 Pedestal

Pc

Vc : Weight of wall in running meter = ( 6.42 + 0.2 ) x 1 x 25kN/m3 165.5 kN/m

Mc .: Moment caused by Soil weight, = 373.57 + 86.25 + 72.47 + 772.32 1304.61 kNm / m
surcharge,water,Seismic
Pc.: Max Soil Pressure = Gross pressure - unit wt of base slab + full upward water pressure
= 110.448 - 1 mx 25 kN/m3 + ( 6.42 m +1m - 0 m ) x 10 kN/m3
159.648 kN/m2
Vcs : Weight of soil above projection = 0 m x 6.42 mx 18 kN/m3 0 kN/m

Bm at Section .:
=159.648 kN/m2 x ( 2.09 m +0.5 m) ^2 / 2 + 1304.606 kNm - 165.5 kN x 2.09 m - 0 kN/mx ( 0.5 x 0 m+ 0.5 x 1m +2.09 m )
1494.18 kNm /m
Shear at Section .: =159.648 kN/m2 x (2.09+0.5) m - 165.5 kN - 0 kN 247.99 kN/m

(E) Check for buoyancy

Upward Trust of water due to buoyancy

= ( 5.5 + 2 x 1 ) x ( 12.13 + 2 x 1 ) x 7.42 m x 10 kN/m2 = 7863.35 kN

Total downward weight

Neglecting platform as critical
Base Slab Weight = ( 5.5 + 1 x 2 +2 x 0) x ( 12.13 + 1 x 2 + 2 x 0 ) x 1 x 25 = 2649.38 kN
Weight of Wall = 2 x ( 5.5 + 1 + 12.13 + 1 ) x (6.42 + 0.2 ) x1 x 25 = 6497.53 kN
Weight of pedestal 2 x ( 2.32 x 0.5 x 0.85 ) x 25 = 49.3 kN
Additional Soil around Base slab projection = 0 kN
Total Vertical Load = 9196.21 kN

Factor Of Safety against Buoyancy .: 9196.21 kN / 7863.35 1.1695 < 1.2 Unsafe
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

DESIGN OF LONG WALL - BS (Cracked)

Design Basis
Design Parameter
f'c 25 N/mm 2

fs 390 N/mm2 0.2 mm for severe or very

Permisible crack width 0.3 mm severe explosure
Ec ( For cracked ) = 5.5 x (fcu / g f)^ 0.5 0.1 mm criticla asthetic
= 5.5 x ( 25 / 1.5 )^ 0.5 appearance
22.45366 kN/mm2 BS8007-1987, 2.2.3.3 a
m , Modular ratio 200 / 22.45
8.907235
Summary of Forces on long wall

No. Location Factored Values UnFactored Values

a) Vertical bending moment at base 1582.776 kNm / m 1304.606 kNm / m
b) Vertical bending moment at midhight 803.220 kNm / m 662.063 kNm / m
c) Shear Force at base 806.945 kN / m 665.230 kN / m
d) Horizontal bending moment at support 1689.082 kNm / m 1392.111 kNm / m
e) Horizontal bending moment at midspan 652.929 kNm / m 538.145 kNm / m
f) Shear Force at sides 1124.648 kN / m 926.850 kN / m
g) Axial compression due to short wall horizontal shear 469.942 kN / m kN / m

Considered the overall thickness of wall is 1000 mm

Clear Cover 50 mm

Bar Dia Assume 32 mm

Effective depth d = 1000mm -50mm -32mm = 934 mm Calculated at 2nd layer

a ) Designing for Vertical bending moment at base 1582.776 kN m Factored Moment

1304.606 kN m UnFactored Moment
Considering axial compression of wall due to self weight and platform weight is < 0.1 Fcu bd and hence designing
Vertical element as slab not as a wall
Also neglecting reduction in tension steel due to effect of compressive load mentioned above

K = Md / Fcu b d 2 BS8110-Part 1 1997

= 1582.776 x 10^6 / ( 25 x 1000 x 934^ 2 ) 3.4.4.4
0.0725748 N/mm2 < 0.156 N/mm 2
Singly reinforced beam

z = min [( 0.5 + ( 0.25 - k / 0.9 )^ 0.5, 0.95 ] x d

851.37401 mm

x = ( d - z ) / 0.45
= ( 934 - 851.37 ) / 0.45
183.6133 mm

As = Md / ( 0.87 fy z )
1582.78 x 10^6 / ( 0.87 x 390 x 851.37 )
5479.1768 mm2
Reference S.S. Ray
Recommended Spacing of Reinforcement in tension 100 As
Clear Spac
/bd(%)
% of Steel = ( 5479.18 x 100 ) / ( 1000 x 934) 1 or Over 160
0.58664 0.75 210
Minimum Spacing recommended 125 mm ( refer table right side) 0.5 320
0.3 530
< 0.3 min (3d,750)
Minimum reinforcement Suspended Slab or Wall to distribute early thermal cracking Refer BS 8007 - 1987
(a) Overall depth of slab/ wall < 500 ,ast= 0.00175bD for grade 460 or 0.0032bD for grade 250 on each face Appendix A Table A.1 & Fig A.1
(b) Overall depth of slab/ wall > 500 ,ast= 0.0035b(250mm) for grade 460 or 0.0064b(250mm) for grade 250 on each face

Min Steel required 0.3500 % on each face

0.35 x 1000 mmx 250 mm / 100 = 875 mm2

Provide max vertical steel area =MAX ( 5479 , 875 ) = 5479 mm2

Required 32 mm @ 147 c/c

Provide 32 mm @ 100 c/c = 8042 mm2 Ok

Corresponding r =( 3.14 x 32^ 2 / 4 x1000 /100 ) / ( 1000 x 934 ) = 0.008610789

Client AGIP KCO Job No.: JI 176 Page.: of : D
e
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
s
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date : i
g
n
Assessment of crack in Flexure
c
Neutral axis calculation base on percentage of tensile steel provided r
a
x = [((mp)2 +2 mp)0.5 -mp ] d ( Neglecting effect of compression steel if any) c
((( 8.91 x 0.0086 ) ^ 2 + 2 x 8.91 x 0.0086 ) ^ 0.5 - 8.91x 0.0086 ) x 934 mm k
301.12138 mm
w
z= d- x /3 i
P
=934mm - 301.12mm / 3 ld
t
a
833.62621 mm
ih
n
fs = Service Stress in tensile steel
M/ As z (b
m
a
=1304.606 kN m x 10^6 / ( 8042.48 mm2 x 833.63 mm ) rm
194.58893 N/mm2 )
s
###
es= Strain at tensile steel level ###
=194.589 N/mm2 / 200000 N/mm2
0.00097 -

e1= Strain in extreme concrete end ( at location h from comp side)

es * (h-x) / (d-x)
=0.00097 x ( ( 1000 mm - 301.12 mm) / ( 934 mm- 301.12 mm) )
0.0010744 -

e2= Strain correction due to stiffening effect

b ( h - x )2 / 3 Es As ( d - x )
= ( ( 1000 mm x ( 1000 mm - 301.12 mm) ^ 2 / ( 3 x 200000 kN/mm2 x 8042.48 mm2 x ( 934 mm - 301.12 mm) ) ) )
0.0001599 -

em= Average strain in flexure

e1-e2
=0.00107 - 0.00016
0.00091 - < 0.00156 - Safe-strain is less than 0.8 fy /Es

Cmin= 50mm +32mm + 0.5 x32mm

98.000 mm

acr= ( ( 98 mm) ^ 2 + ( 0.5 x 100 mm) ^ 2 ) ^ 0.5

110.01818 mm

Wcr= Final crack width

3 acr em / [ 1+ (2 (acr -Cmin) / (h - x ))]
= ( 3 x 110.018 mmx 0.0002 / ( ( 1 + ( 2 x ( 110.018 mm - 98 mm) / ( 1000 mm - 301.121 mm )))))
0.2917909 mm < 0.3 mm Safe - Actual crack width < Permisible crack width
Provide min % steel on inside face of wall - ### mm2/mt ie .12 dia at 100c/c
b ) Designing for Vertical bending moment at midheight (Not Exposed to Water) 803.220 kN m Factored Moment
662.063 kN m UnFactored Moment
Considering axial compression of wall due to self weight and platform weight is < 0.1 Fcu bd and hence designing
Vertical element as slab not as a wall
Also neglecting reduction in tension steel due to effect of compressive load mentioned above

K = Md / Fcu b d 2 BS8110-Part 1 1997

= 803.22 x 10^6 / ( 25 x 1000 x 934^ 2 ) 3.4.4.4
0.0368299 N/mm2 < 0.156 N/mm2 Singly reinforced beam

z = min [( 0.5 + ( 0.25 - k / 0.9 )^ 0.5, 0.95 ] x d

887.3 mm

x = ( d - z ) / 0.45
= ( 934 - 887.3 ) / 0.45
103.77778 mm

As = Md / ( 0.87 fy z ) Reference S.S. Ray

803.22 x 10^6 / ( 0.87 x 390 x 887.3 ) 100 As

Clear Spac
2667.9669 mm2 /bd(%)
1 or Over 160
Recommended Spacing of Reinforcement in tension 0.75 210
0.5 320
% of Steel = ( 2667.97 x 100 ) / ( 1000 x 934) 0.3 530
0.28565 < 0.3 min (3d,750)
Minimum Spacing recommended 160 mm ( refer table right side)

Minimum reinforcement Suspended Slab or Wall to distribute early thermal cracking Refer BS 8007 - 1987
(a) Overall depth of slab/ wall < 500 ,ast= 0.00175bD for grade 460 or 0.0032bD for grade 250 on each face Appendix A Table A.1 & Fig A.1
(b) Overall depth of slab/ wall > 500 ,ast= 0.0035b(250mm) for grade 460 or 0.0064b(250mm) for grade 250 on each face

Min Steel required 0.3500 % on each face

0.35 x 1000 mmx 250 mm / 100 = 875 mm2

Provide max vertical steel area =MAX ( 2668 , 875 ) = 2668 mm2

Required 32 mm @ 301 c/c

Provide 32 mm @ 200 c/c = 4021 mm2 Ok

Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Corresponding r =( 3.14 x 32^ 2 / 4 x1000 /200 ) / ( 1000 x 934 ) = 0.004305395

Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Assessment of crack in Flexure

Neutral axis calculation base on percentage of tensile steel provided

x = [((mp)2 +2 mp)0.5 -mp ] d ( Neglecting effect of compression steel if any)
((( 8.91 x 0.0043 ) ^ 2 + 2 x 8.91 x 0.0043 ) ^ 0.5 - 8.91x 0.0043 ) x 934 mm
225.3163 mm

z= d- x /3
=934mm - 225.32mm / 3
858.89457 mm

fs = Service Stress in tensile steel

M/ As z
=662.063 kN m x 10^6 / ( 4021.24 mm2 x 858.89 mm )
191.68996 N/mm2
###
es= Strain at tensile steel level ###
=191.69 N/mm2 / 200000 N/mm2
0.00096 -

e1= Strain in extreme concrete end ( at location h from comp side)

es * (h-x) / (d-x)
=0.00096 x ( ( 1000 mm - 225.32 mm) / ( 934 mm- 225.32 mm) )
0.0010477 -

e2= Strain correction due to stiffening effect

b ( h - x )2 / 3 Es As ( d - x )
= ( ( 1000 mm x ( 1000 mm - 225.32 mm) ^ 2 / ( 3 x 200000 kN/mm2 x 4021.24 mm2 x ( 934 mm - 225.32 mm) ) ) )
0.000351 -

em= Average strain in flexure

e1-e2
=0.00105 - 0.00035
0.00070 - < 0.00156 - Safe-strain is less than 0.8 fy /Es

Cmin= 50mm +32mm + 0.5 x32mm

98.000 mm

acr= ( ( 98 mm) ^ 2 + ( 0.5 x 200 mm) ^ 2 ) ^ 0.5

140.01428 mm

Wcr= Final crack width

3 acr em / [ 1+ (2 (acr -Cmin) / (h - x ))]
= ( 3 x 140.014 mmx 0.0004 / ( ( 1 + ( 2 x ( 140.014 mm - 98 mm) / ( 1000 mm - 225.316 mm )))))
0.2640181 mm < 0.3 mm Safe - Actual crack width < Permisible crack width

c ) Designing for Vertical wall for horizontal base shear 806.945 kN Factored Shear
665.230 kN UnFactored Shear
Percentage of tensile steel provided 0.8610789 %

vc= 0.79 [ (min (pt , 3 )) 0.333 x (max (400/d) , 1 )0.25 x (min( 40 ,fcu)/25) 0.333 ] / ym
=0.79 x MIN ( 0.861 , 3 ) ^ (1/3) x MAX ( 400 / 934 ) ^ 0.25 x ( MIN (40, 25 ) / 25 ) ^(1/3) /1.25
0.6012633 N/mm2
Since Vc < 0.8*SqrtFcu & 5N/mm2, enhanced shear = =(2*deff*Vc)/((TAN30*3.14/180)*deff) =' 2.0841 N/mm2
vc x b x d
2.08 x 1000 x 934
Vc= 1946563.16219 N
1946.5632 kN > 806.945 kN Safe

d ) Designing for Horizontal bending moment at side support 1689.082 kN m Factored Moment
1392.111 kN m UnFactored Moment
Considering axial compression of wall due to self weight and platform weight is < 0.1 Fcu bd and hence designing
Vertical element as slab not as a wall
Also neglecting reduction in tension steel due to effect of compressive load mentioned above

K = Md / Fcu b d 2 BS8110-Part 1 1997

= 1689.082 x 10^6 / ( 25 x 1000 x 934^ 2 ) 3.4.4.4
0.0774492 N/mm2 < 0.156 N/mm2
Singly reinforced beam

z = min [( 0.5 + ( 0.25 - k / 0.9 )^ 0.5, 0.95 ] x d

845.17812 mm

x = ( d - z ) / 0.45
= ( 934 - 845.18 ) / 0.45
197.38196 mm

As = Md / ( 0.87 fy z )
1689.08 x 10^6 / ( 0.87 x 390 x 845.18 )
5890.0453 mm2
Reference S.S. Ray
Recommended Spacing of Reinforcement in tension 100 As
Clear Spac
/bd(%)
% of Steel = ( 5890.05 x 100 ) / ( 1000 x 934) 1 or Over 160
0.63063 0.75 210
Minimum Spacing recommended 160 mm ( refer table right side) 0.5 320
0.3 530
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

< 0.3 min (3d,750)

Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Minimum reinforcement Suspended Slab or Wall to distribute early thermal cracking Refer BS 8007 - 1987
(a) Overall depth of slab/ wall < 500 ,ast= 0.00175bD for grade 460 or 0.0032bD for grade 250 on each face Appendix A Table A.1 & Fig A.1
(b) Overall depth of slab/ wall > 500 ,ast= 0.0035b(250mm) for grade 460 or 0.0064b(250mm) for grade 250 on each face

Min Steel required 0.3500 % on each face

0.35 x 1000 mmx 1000 mm / 100 = 875 mm2

Provide max vertical steel area =MAX ( 5890 , 875 ) = 5890 mm2

Required 32 mm @ 137 c/c

Provide 32 mm @ 100 c/c = 8042 mm2 Ok

Corresponding r =( 3.14 x 32^ 2 / 4 x1000 /100 ) / ( 1000 x 934 ) = 0.008610789

Assessment of crack in Flexure

Neutral axis calculation base on percentage of tensile steel provided

x = [((mp)2 +2 mp)0.5 -mp ] d ( Neglecting effect of compression steel if any)
((( 8.91 x 0.0086 ) ^ 2 + 2 x 8.91 x 0.0086 ) ^ 0.5 - 8.91x 0.0086 ) x 934 mm
301.12138 mm

z= d- x /3
=934mm - 301.12mm / 3
833.62621 mm

fs = Service Stress in tensile steel

M/ As z
=1392.111 kN m x 10^6 / ( 8042.48 mm2 x 833.63 mm )
207.64084 N/mm2
###
es= Strain at tensile steel level ###
=207.641 N/mm2 / 200000 N/mm2
0.00104 -

e1= Strain in extreme concrete end ( at location h from comp side)

es * (h-x) / (d-x)
=0.00104 x ( ( 1000 mm - 301.12 mm) / ( 934 mm- 301.12 mm) )
0.0011465 -

e2= Strain correction due to stiffening effect

b ( h - x )2 / 3 Es As ( d - x )
= ( ( 1000 mm x ( 1000 mm - 301.12 mm) ^ 2 / ( 3 x 200000 kN/mm2 x 8042.48 mm2 x ( 934 mm - 301.12 mm) ) ) )
0.0001599 -

em= Average strain in flexure

e1-e2

=0.00115 - 0.00016
0.00099 - < 0.00156 - Safe-strain is less than 0.8 fy /Es

Cmin= 50mm +32mm + 0.5 x32mm

98.000 mm

acr= ( ( 98 mm) ^ 2 + ( 0.5 x 100 mm) ^ 2 ) ^ 0.5

110.01818 mm

Wcr= Final crack width

3 acr em / [ 1+ (2 (acr -Cmin) / (h - x ))]
= ( 3 x 110.018 mmx 0.0002 / ( ( 1 + ( 2 x ( 110.018 mm - 98 mm) / ( 1000 mm - 301.121 mm )))))
0.315 mm > 0.3 mm UnSafe - Actual crack width > Permisible crack width

e ) Designing for Horizontal bending moment at midspan 652.929 kN m Factored Moment

538.145 kN m UnFactored Moment
Considering axial compression of wall due to self weight and platform weight is < 0.1 Fcu bd and hence designing
Vertical element as slab not as a wall
Also neglecting reduction in tension steel due to effect of compressive load mentioned above

K = Md / Fcu b d 2 BS8110-Part 1 1997

= 652.929 x 10^6 / ( 25 x 1000 x 934^ 2 ) 3.4.4.4
0.0299387 N/mm2 < 0.156 N/mm2 Singly reinforced beam

z = min [( 0.5 + ( 0.25 - k / 0.9 )^ 0.5, 0.95 ] x d

887.3 mm

x = ( d - z ) / 0.45
= ( 934 - 887.3 ) / 0.45
103.77778 mm

As = Md / ( 0.87 fy z )
652.93 x 10^6 / ( 0.87 x 390 x 887.3 )
2168.7609 mm2
Reference S.S. Ray
Recommended Spacing of Reinforcement in tension 100 As
Clear Spac
/bd(%)
% of Steel = ( 2168.76 x 100 ) / ( 1000 x 934) 1 or Over 160
0.2322 0.75 210
Minimum Spacing recommended 160 mm ( refer table right side) 0.5 320
0.3 530
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

< 0.3 min (3d,750)

Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Minimum reinforcement Suspended Slab or Wall to distribute early thermal cracking Refer BS 8007 - 1987
(a) Overall depth of slab/ wall < 500 ,ast= 0.00175bD for grade 460 or 0.0032bD for grade 250 on each face Appendix A Table A.1 & Fig A.1
(b) Overall depth of slab/ wall > 500 ,ast= 0.0035b(250mm) for grade 460 or 0.0064b(250mm) for grade 250 on each face

Min Steel required 0.3500 % on each face

0.35 x 1000 mmx 250 mm / 100 = 875 mm2

Provide max vertical steel area =MAX ( 2169 , 875 ) = 2169 mm2

Required 20 mm @ 145 c/c

Provide 20 mm @ 200 c/c = 1571 mm2 Not Ok

Corresponding r =( 3.14 x 20^ 2 / 4 x1000 /200 ) / ( 1000 x 934 ) = 0.001681795

Assessment of crack in Flexure

Neutral axis calculation base on percentage of tensile steel provided

x = [((mp)2 +2 mp)0.5 -mp ] d ( Neglecting effect of compression steel if any)
((( 8.91 x 0.0017 ) ^ 2 + 2 x 8.91 x 0.0017 ) ^ 0.5 - 8.91x 0.0017 ) x 934 mm
148.27929 mm

z= d- x /3
=934mm - 148.28mm / 3
884.57357 mm

fs = Service Stress in tensile steel

M/ As z
=538.145 kN m x 10^6 / ( 1570.8 mm2 x 884.57 mm )
387.29808 N/mm2
###
es= Strain at tensile steel level ###
=387.298 N/mm2 / 200000 N/mm2
0.00194 -

e1= Strain in extreme concrete end ( at location h from comp side)

es * (h-x) / (d-x)
=0.00194 x ( ( 1000 mm - 148.28 mm) / ( 934 mm- 148.28 mm) )
0.0020992 -

e2= Strain correction due to stiffening effect

b ( h - x )2 / 3 Es As ( d - x )
= ( ( 1000 mm x ( 1000 mm - 148.28 mm) ^ 2 / ( 3 x 200000 kN/mm2 x 1570.8 mm2 x ( 934 mm - 148.28 mm) ) ) )
0.0009796 -

em= Average strain in flexure

e1-e2
=0.0021 - 0.00098
0.00112 - < 0.00156 - Safe - Actual crack width < Permisible crack width

Cmin= 50mm +20mm + 0.5 x20mm

80.000 mm

acr= ( ( 80 mm) ^ 2 + ( 0.5 x 200 mm) ^ 2 ) ^ 0.5

128.06248 mm

Wcr= Final crack width

3 acr em / [ 1+ (2 (acr -Cmin) / (h - x ))]
= ( 3 x 128.062 mmx 0.001 / ( ( 1 + ( 2 x ( 128.062 mm - 80 mm) / ( 1000 mm - 148.279 mm )))))
0.3864937 mm > 0.3 mm UnSafe - Actual crack width > Permisible crack width

f) Designing wall for horizontal base shear 43.357 kN Factored Shear

29.288 kN UnFactored Shear
Percentage of tensile steel provided 0.8610789 %

vc= 0.79 [ (min (pt , 3 )) 0.333 x (max (400/d) , 1 )0.25 x (min( 40 ,fcu)/25) 0.333 ] / ym
=0.79 x MIN ( 0.861 , 3 ) ^ (1/3) x MAX ( 400 / 934 ) ^ 0.25 x ( MIN (40, 25 ) / 25 ) ^(1/3) /1.25
0.4863994 N/mm2
Vc= vc x b x d
0.486 x 1000 x 934
454297.019142 N
454.29702 kN > 43.357 kN Safe
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

DESIGN OF SHORT WALL - BS (Cracked)

Design Basis
Design Parameter
f'c 25 N/mm 2

fs 390 N/mm2 0.2 mm for severe or very

Permisible crack width 0.3 mm severe explosure
Ec ( For Uncracked ) =0.5 x 5.5 x (fcu / g f)^ 0.5 0.1 mm criticla asthetic
= 0.5 x 5.5 x ( 25 / 1.5 )^ 0.5 appearance
11.2268279878 kN/mm2 BS8007-1987, 2.2.3.3 a
m , Modular ratio 200 / 11.23
17.814470857
Summary of Forces on short wall

No. Location Factored Values UnFactored Values

a) Vertical bending moment at base support 355 kNm / m 292.346 kNm / m
b) Vertical bending moment at midhight 89.249 kNm / m 73.581 kNm / m
c) Shear Force at base 441.930 kN / m 364.366 kN / m
d) Horizontal bending moment at support 547.872 kNm / m 451.520 kNm / m
e) Horizontal bending moment at midspan 741.928 kNm / m 615.718 kNm / m
f) Shear Force at sides 469.942 kN / m 387.258 kN / m
g) Axial compression due to long wall horizontal shear 1124.648 kN / m kN / m

Considered the overall thickness of wall is 1000 mm

Clear Cover 60 mm
0
Bar Dia Assume 16 mm

Effective depth d = 1000mm -60mm - 0.5 x16mm = 932 mm Calculated at 2nd layer

a ) Designing for Vertical bending moment at base 354.606 kN m Factored Moment

292.346 kN m UnFactored Moment
Considering axial compression of wall due to self weight and platform weight is < 0.1 Fcu bd and hence designing
Vertical element as slab not as a wall
Also neglecting reduction in tension steel due to effect of compressive load mentioned above

K = Md / Fcu b d 2 BS8110-Part 1 1997

= 354.606 x 10^6 / ( 25 x 1000 x 932^ 2 ) 3.4.4.4
0.01633 N/mm2 < 0.156 N/mm2 Singly reinforced beam

z = min [( 0.5 + ( 0.25 - k / 0.9 )^ 0.5, 0.95 ] x d

885.4 mm

x = ( d - z ) / 0.45
= ( 932 - 885.4 ) / 0.45
103.556 mm

As = Md / ( 0.87 fy z )
354.61 x 10^6 / ( 0.87 x 390 x 885.4 )
1180.38 mm2
Reference S.S. Ray
Recommended Spacing of Reinforcement in tension 100 As
Clear Spac
/bd(%)
% of Steel = ( 1180.38 x 100 ) / ( 1000 x 932) 1 or Over 160
0.12665 0.75 210
Minimum Spacing recommended 160 mm ( refer table right side) 0.5 320
0.3 530
< 0.3 min (3d,750)
Minimum reinforcement Suspended Slab or Wall to distribute early thermal cracking Refer BS 8007 - 1987
(a) Overall depth of slab/ wall < 500 ,ast= 0.00175bD for grade 460 or 0.0032bD for grade 250 on each face Appendix A Table A.1 & Fig A.1
(b) Overall depth of slab/ wall > 500 ,ast= 0.0035b(250mm) for grade 460 or 0.0064b(250mm) for grade 250 on each face

Min Steel required 0.3500 % on each face

= 910 mm2
0
Provide max vertical steel area =MAX ( 1180 , 910 ) = 1180 mm2

Required 16 mm @ 170.33622 c/c

Provide 16 mm @ 125 c/c = 1608 mm2 Ok

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /125 ) / ( 1000 x 932 ) = 0.0017259

Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Assessment of crack in Flexure

Neutral axis calculation base on percentage of tensile steel provided

x = [((mp)2 +2 mp)0.5 -mp ] d ( Neglecting effect of compression steel if any)
((( 17.81 x 0.0017 ) ^ 2 + 2 x 17.81 x 0.0017 ) ^ 0.5 - 17.81x 0.0017 ) x 932 mm
204.225428846 mm

z= d- x /3
=932mm - 204.23mm / 3
863.924857051 mm

fs = Service Stress in tensile steel

M/ As z
=292.346 kN m x 10^6 / ( 1608.5 mm2 x 863.92 mm )
210.378682468 N/mm2

es= Strain at tensile steel level

=210.379 N/mm2 / 200000 N/mm2
0.00105 -

e1= Strain in extreme concrete end ( at location h from comp side)

es * (h-x) / (d-x)
=0.00105 x ( ( 1000 mm - 204.23 mm) / ( 932 mm- 204.23 mm) )
0.0011501776 -

e2= Strain correction due to stiffening effect

b ( h - x )2 / 3 Es As ( d - x )
= ( ( 1000 mm x ( 1000 mm - 204.23 mm) ^ 2 / ( 3 x 200000 kN/mm2 x 1608.5 mm2 x ( 932 mm - 204.23 mm) ) ) )
0.0009015964 -

em= Average strain in flexure

e1-e2
=0.00115 - 0.0009
0.00025 - < 0.00156 - Safe-strain is less than 0.8 fy /Es

Cmin= 60mm +16mm + 0.5 x16mm

84.000 mm

acr= ( ( 84 mm) ^ 2 + ( 0.5 x 125 mm) ^ 2 ) ^ 0.5

104.700764085 mm

Wcr= Final crack width

3 acr em / [ 1+ (2 (acr -Cmin) / (h - x ))]
= ( 3 x 104.701 mmx 0.0009 / ( ( 1 + ( 2 x ( 104.701 mm - 84 mm) / ( 1000 mm - 204.225 mm )))))
0.0742185945 mm < 0.3 mm Safe - Actual crack width < Permisible crack width

b ) Designing for Vertical bending moment at midheight 89.249 kN m Factored Moment

73.581 kN m UnFactored Moment
Considering axial compression of wall due to self weight and platform weight is < 0.1 Fcu bd and hence designing
Vertical element as slab not as a wall
Also neglecting reduction in tension steel due to effect of compressive load mentioned above

K = Md / Fcu b d 2 BS8110-Part 1 1997

= 89.249 x 10^6 / ( 25 x 1000 x 932^ 2 ) 3.4.4.4
0.00411 N/mm2 < 0.156 N/mm2 Singly reinforced beam

z = min [( 0.5 + ( 0.25 - k / 0.9 )^ 0.5, 0.95 ] x d

885.4 mm

x = ( d - z ) / 0.45
= ( 932 - 885.4 ) / 0.45
103.556 mm

As = Md / ( 0.87 fy z ) Reference S.S. Ray

89.25 x 10^6 / ( 0.87 x 390 x 885.4 ) 100 As
Clear Spac
297.084 mm2 /bd(%)
1 or Over 160
Recommended Spacing of Reinforcement in tension 0.75 210
0.5 320
% of Steel = ( 297.08 x 100 ) / ( 1000 x 932) 0.3 530
0.03188 < 0.3 min (3d,750)
Minimum Spacing recommended 160 mm ( refer table right side)
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Minimum reinforcement Suspended Slab or Wall to distribute early thermal cracking Refer BS 8007 - 1987
(a) Overall depth of slab/ wall < 500 ,ast= 0.00175bD for grade 460 or 0.0032bD for grade 250 on each face Appendix A Table A.1 & Fig A.1
(b) Overall depth of slab/ wall > 500 ,ast= 0.0035b(250mm) for grade 460 or 0.0064b(250mm) for grade 250 on each face

Min Steel required 0.3500 % on each face

0.35 x 1000 mmx 250 mm / 100 = 875 mm2

Provide max vertical steel area =MAX ( 297 , 875 ) = 875 mm2

Required 16 mm @ 229.78506 c/c

Provide 16 mm @ 125 c/c = 1608 mm2 Ok

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /125 ) / ( 1000 x 932 ) = 0.0017259

Assessment of crack in Flexure

Neutral axis calculation base on percentage of tensile steel provided

x = [((mp)2 +2 mp)0.5 -mp ] d ( Neglecting effect of compression steel if any)
((( 17.81 x 0.0017 ) ^ 2 + 2 x 17.81 x 0.0017 ) ^ 0.5 - 17.81x 0.0017 ) x 932 mm
204.225428846 mm

z= d- x /3
=932mm - 204.23mm / 3
863.924857051 mm

fs = Service Stress in tensile steel

M/ As z
=73.581 kN m x 10^6 / ( 1608.5 mm2 x 863.92 mm )
52.9507354941 N/mm2

es= Strain at tensile steel level

=52.951 N/mm2 / 200000 N/mm2
0.00026 -

e1= Strain in extreme concrete end ( at location h from comp side)

es * (h-x) / (d-x)
=0.00026 x ( ( 1000 mm - 204.23 mm) / ( 932 mm- 204.23 mm) )
0.0002894911 -

e2= Strain correction due to stiffening effect

b ( h - x )2 / 3 Es As ( d - x )
= ( ( 1000 mm x ( 1000 mm - 204.23 mm) ^ 2 / ( 3 x 200000 kN/mm2 x 1608.5 mm2 x ( 932 mm - 204.23 mm) ) ) )
0.0009015964 -

em= Average strain in flexure

e1-e2
=0.00029 - 0.0009
0.00061 - < 0.00156 - Safe-strain is less than 0.8 fy /Es

Cmin= 60mm +16mm + 0.5 x16mm

84.000 mm

acr= ( ( 84 mm) ^ 2 + ( 0.5 x 125 mm) ^ 2 ) ^ 0.5

104.700764085 mm

Wcr= Final crack width

3 acr em / [ 1+ (2 (acr -Cmin) / (h - x ))]
= ( 3 x 104.701 mmx 0.0009 / ( ( 1 + ( 2 x ( 104.701 mm - 84 mm) / ( 1000 mm - 204.225 mm )))))
0.1827555083 mm < 0.3 mm Safe - Actual crack width < Permisible crack width

c ) Designing for Vertical wall for horizontal base shear 441.930 kN Factored Shear
364.366 kN UnFactored Shear
Percentage of tensile steel provided 0.1725853 %

vc= 0.79 [ (min (pt , 3 )) 0.333 x (max (400/d) , 1 )0.25 x (min( 40 ,fcu)/25) 0.333 ] / ym
=0.79 x MIN ( 0.173 , 3 ) ^ (1/3) x MAX ( 400 / 932 ) ^ 0.25 x ( MIN (40, 25 ) / 25 ) ^(1/3) /1.25
0.2848039916 N/mm2
Vc= vc x b x d
0.285 x 1000 x 932
265437.3201977 N
265.437320198 kN < 441.930 kN Unsafe
Since Vc < 0.8*SqrtFcu & 5N/mm2, enhanced shear = =(2*Q34*E223)/((TAN30*31.4/180)*Q34) =' 0.9872 N/mm2
Vc= vc x b x d
Vc= 0.99 x 1000 x 932
920065.78 N
920.065775166 kN > 441.930 kN Safe
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

d ) Designing for Horizontal bending moment at side support 547.872 kN m Factored Moment
451.520 kN m UnFactored Moment
Considering axial compression of wall due to self weight and platform weight is < 0.1 Fcu bd and hence designing
Vertical element as slab not as a wall
Also neglecting reduction in tension steel due to effect of compressive load mentioned above

K = Md / Fcu b d 2 BS8110-Part 1 1997

= 547.872 x 10^6 / ( 25 x 1000 x 932^ 2 ) 3.4.4.4
0.02523 N/mm2 < 0.156 N/mm2 Singly reinforced beam

z = min [( 0.5 + ( 0.25 - k / 0.9 )^ 0.5, 0.95 ] x d

885.4 mm

x = ( d - z ) / 0.45
= ( 932 - 885.4 ) / 0.45
103.556 mm

As = Md / ( 0.87 fy z )
547.87 x 10^6 / ( 0.87 x 390 x 885.4 )
1823.71 mm2
Reference S.S. Ray
Recommended Spacing of Reinforcement in tension 100 As
Clear Spac
/bd(%)
% of Steel = ( 1823.71 x 100 ) / ( 1000 x 932) 1 or Over 160
0.19568 0.75 210
Minimum Spacing recommended 160 mm ( refer table right side) 0.5 320
0.3 530
< 0.3 min (3d,750)
Minimum reinforcement Suspended Slab or Wall to distribute early thermal cracking Refer BS 8007 - 1987
(a) Overall depth of slab/ wall < 500 ,ast= 0.00175bD for grade 460 or 0.0032bD for grade 250 on each face Appendix A Table A.1 & Fig A.1
(b) Overall depth of slab/ wall > 500 ,ast= 0.0035b(250mm) for grade 460 or 0.0064b(250mm) for grade 250 on each face

Min Steel required 0.1750 % on each face

0.175 x 1000 mmx 1000 mm / 100 = 1750 mm2

Provide max vertical steel area =MAX ( 1824 , 1750 ) = 1824 mm2

Required 16 mm @ 110.24883 c/c

Provide 16 mm @ 125 c/c = 1608 mm2 Not Ok

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /125 ) / ( 1000 x 932 ) = 0.0017259

Assessment of crack in Flexure

Neutral axis calculation base on percentage of tensile steel provided

x = [((mp)2 +2 mp)0.5 -mp ] d ( Neglecting effect of compression steel if any)
((( 17.81 x 0.0017 ) ^ 2 + 2 x 17.81 x 0.0017 ) ^ 0.5 - 17.81x 0.0017 ) x 932 mm
204.225428846 mm

z= d- x /3
=932mm - 204.23mm / 3
863.924857051 mm

fs = Service Stress in tensile steel

M/ As z
=451.52 kN m x 10^6 / ( 1608.5 mm2 x 863.92 mm )
324.923708973 N/mm2

es= Strain at tensile steel level

=324.924 N/mm2 / 200000 N/mm2
0.00162 -

e1= Strain in extreme concrete end ( at location h from comp side)

es * (h-x) / (d-x)
=0.00162 x ( ( 1000 mm - 204.23 mm) / ( 932 mm- 204.23 mm) )
0.0017764156 -

e2= Strain correction due to stiffening effect

b ( h - x )2 / 3 Es As ( d - x )
= ( ( 1000 mm x ( 1000 mm - 204.23 mm) ^ 2 / ( 3 x 200000 kN/mm2 x 1608.5 mm2 x ( 932 mm - 204.23 mm) ) ) )
0.0009015964 -

em= Average strain in flexure

e1-e2
=0.00178 - 0.0009
0.00087 - < 0.00156 - Safe-strain is less than 0.8 fy /Es

Cmin= 60mm +16mm + 0.5 x16mm

84.000 mm

acr= ( ( 84 mm) ^ 2 + ( 0.5 x 125 mm) ^ 2 ) ^ 0.5

104.700764085 mm

Wcr= Final crack width

3 acr em / [ 1+ (2 (acr -Cmin) / (h - x ))]
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

= ( 3 x 104.701 mmx 0.0009 / ( ( 1 + ( 2 x ( 104.701 mm - 84 mm) / ( 1000 mm - 204.225 mm )))))

0.2611936899 mm < 0.3 mm Safe - Actual crack width < Permisible crack width
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

e ) Designing for Horizontal bending moment at midspan 741.928 kN m Factored Moment

615.718 kN m UnFactored Moment
Considering axial compression of wall due to self weight and platform weight is < 0.1 Fcu bd and hence designing
Vertical element as slab not as a wall
Also neglecting reduction in tension steel due to effect of compressive load mentioned above

K = Md / Fcu b d 2 BS8110-Part 1 1997

= 741.928 x 10^6 / ( 25 x 1000 x 932^ 2 ) 3.4.4.4
0.03417 N/mm2 < 0.156 N/mm2 Singly reinforced beam

z = min [( 0.5 + ( 0.25 - k / 0.9 )^ 0.5, 0.95 ] x d

885.4 mm

x = ( d - z ) / 0.45
= ( 932 - 885.4 ) / 0.45
103.556 mm

As = Md / ( 0.87 fy z )
741.93 x 10^6 / ( 0.87 x 390 x 885.4 )
2469.67 mm2
Reference S.S. Ray
Recommended Spacing of Reinforcement in tension 100 As
Clear Spac
/bd(%)
% of Steel = ( 2469.67 x 100 ) / ( 1000 x 932) 1 or Over 160
0.26499 0.75 210
Minimum Spacing recommended 160 mm ( refer table right side) 0.5 320
0.3 530
< 0.3 min (3d,750)
Minimum reinforcement Suspended Slab or Wall to distribute early thermal cracking Refer BS 8007 - 1987
(a) Overall depth of slab/ wall < 500 ,ast= 0.00175bD for grade 460 or 0.0032bD for grade 250 on each face Appendix A Table A.1 & Fig A.1
(b) Overall depth of slab/ wall > 500 ,ast= 0.0035b(250mm) for grade 460 or 0.0064b(250mm) for grade 250 on each face

Min Steel required 0.3500 % on each face

0.35 x 1000 mmx 1000 mm / 100 = 875 mm2

Provide max vertical steel area =MAX ( 2470 , 875 ) = 2470 mm2

Required 16 mm @ 81.41257 c/c

Provide 16 mm @ 100 c/c = 2011 mm2 Not Ok

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /100 ) / ( 1000 x 932 ) = 0.0021573

Assessment of crack in Flexure

Neutral axis calculation base on percentage of tensile steel provided

x = [((mp)2 +2 mp)0.5 -mp ] d ( Neglecting effect of compression steel if any)
((( 17.81 x 0.0022 ) ^ 2 + 2 x 17.81 x 0.0022 ) ^ 0.5 - 17.81x 0.0022 ) x 932 mm
225.041826783 mm

z= d- x /3
=932mm - 225.04mm / 3
856.986057739 mm

fs = Service Stress in tensile steel

M/ As z
=615.718 kN m x 10^6 / ( 2010.62 mm2 x 856.99 mm )
357.337137286 N/mm2

es= Strain at tensile steel level

=357.337 N/mm2 / 200000 N/mm2
0.00179 -

e1= Strain in extreme concrete end ( at location h from comp side)

es * (h-x) / (d-x)
=0.00179 x ( ( 1000 mm - 225.04 mm) / ( 932 mm- 225.04 mm) )
0.0019585412 -

e2= Strain correction due to stiffening effect

b ( h - x )2 / 3 Es As ( d - x )
= ( ( 1000 mm x ( 1000 mm - 225.04 mm) ^ 2 / ( 3 x 200000 kN/mm2 x 2010.62 mm2 x ( 932 mm - 225.04 mm) ) ) )
0.0007041768 -
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

em= Average strain in flexure

e1-e2
=0.00196 - 0.0007
0.00125 - < 0.00156 - Safe-strain is less than 0.8 fy /Es
neg value of em indicates that no crack is formed.
Cmin= 60mm +16mm + 0.5 x16mm
84.000 mm

acr= ( ( 84 mm) ^ 2 + ( 0.5 x 100 mm) ^ 2 ) ^ 0.5

97.7547952788 mm

Wcr= Final crack width

3 acr em / [ 1+ (2 (acr -Cmin) / (h - x ))]
= ( 3 x 97.755 mmx 0.0007 / ( ( 1 + ( 2 x ( 97.755 mm - 84 mm) / ( 1000 mm - 225.042 mm )))))
0.3552496825 mm > 0.3 mm UnSafe - Actual crack width > Permisible crack width

f) Designing wall for horizontal base shear 469.942 kN Factored Shear

387.258 kN UnFactored Shear
Percentage of tensile steel provided 0.1725853 %

vc= 0.79 [ (min (pt , 3 )) 0.333 x (max (400/d) , 1 )0.25 x (min( 40 ,fcu)/25) 0.333 ] / ym
=0.79 x MIN ( 0.173 , 3 ) ^ (1/3) x MAX ( 400 / 932 ) ^ 0.25 x ( MIN (40, 25 ) / 25 ) ^(1/3) /1.25
0.2848039916 N/mm2
Vc= vc x b x d
0.285 x 1000 x 932
265437.3201977 N
265.437320198 kN < 469.942 kN Unsafe

Since Vc < 0.8*SqrtFcu & 5N/mm2, enhanced shear = =(2*deff*Vc)/((TAN30*3.14/180)*deff) =' 0.9872 N/mm2
Vc= vc x b x d
Vc= 0.99 x 1000 x 932
920065.78 N
920.065775166 kN > 469.942 kN Safe
Client AGIP Job No.: JI176 Page.: of :
Project KASHAGAN Prep. By.: ABA Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: Date :

DESIGN OF BASE SLAB - BS (Cracked)

Design Basis
Design Parameter
f'c 25 N/mm 2

fs 390 N/mm2 0.2 mm for severe or very

Permisible crack width 0.3 mm severe explosure
Ec ( For cracked ) = 5.5 x (fcu / g f)^ 0.5 0.1 mm criticla asthetic
= 5.5 x ( 25 / 1.5 )^ 0.5 appearance
22.45366 kN/mm2 BS8007-1987, 2.2.3.3 a
m , Modular ratio 200 / 22.45
8.907235
Summary of Forces on base slab

No. Location Factored Values UnFactored Values

a) Support moment in short span direction Case A 1957 kNm / m 1304.606 kNm / m
b) Support moment in short span direction Case C 2241 kNm / m 1494.180 kNm / m
c) Shear Force for short span direction Case C 372 kN / m 247.990 kN / m
d) Midspan moment in short span direction Case A1 514 kNm / m 342.473 kNm / m
e) Support moment in long span direction Case A 439 kN / m 292.346 kN / m
f) Support moment in long span direction Case B a 1980 kNm / m 1320.015 kNm / m
g) Shear Force for long span direction Case B a 861 kN / m 573.672 kN / m
h) Midspan moment in long span direction Case A 56 kNm / m 37.250 kNm / m

Considered the overall thickness of base slab is 1000 mm

Clear Cover 50 mm

Bar Dia Assume 32 mm

Effective depth d = 1000mm -50mm - 0.5 x32mm = 934 mm Calculated at 1st layer

a ) Designing for bottom reinforcement in short span direction 2241.270 kN m Factored Moment
1494.180 kN m UnFactored Moment
Considering axial compression of wall due to self weight and platform weight is < 0.1 Fcu bd and hence designing
Vertical element as slab not as a wall
Also neglecting reduction in tension steel due to effect of compressive load mentioned above

K = Md / Fcu b d 2 BS8110-Part 1 1997

= 2241.27 x 10^6 / ( 25 x 1000 x 934^ 2 ) 3.4.4.4
0.10277 N/mm2 < 0.156 N/mm2 Singly reinforced beam

z = min [( 0.5 + ( 0.25 - k / 0.9 )^ 0.5, 0.95 ] x d

811.205 mm

x = ( d - z ) / 0.45
= ( 934 - 811.2 ) / 0.45
272.878 mm

As = Md / ( 0.87 fy z )
2241.27 x 10^6 / ( 0.87 x 390 x 811.2 )
8142.91 mm2
Reference S.S. Ray
Recommended Spacing of Reinforcement in tension 100 As
Clear Spac
/bd(%)
% of Steel = ( 8142.91 x 100 ) / ( 1000 x 934) 1 or Over 160
0.87183 0.75 210
Minimum Spacing recommended 250 mm ( refer table right side) 0.5 320
0.3 530
< 0.3 min (3d,750)
Minimum reinforcement Suspended Slab or Wall to distribute early thermal cracking Refer BS 8007 - 1987
(a) Overall depth of slab/ wall < 500 ,ast= 0.00175bD for grade 460 or 0.0032bD for grade 250 on each face Appendix A Table A.1 & Fig A.1
(b) Overall depth of slab/ wall > 500 ,ast= 0.0035b(250mm) for grade 460 or 0.0064b(250mm) for grade 250 on each face

Min Steel required 0.3500 % on each face

0.35 x 1000 mmx 1000 mm / 100 = 875 mm2

Provide max vertical steel area =MAX ( 8143 , 875 ) = 8143 mm2

Required 32 mm @ 99 c/c

Provide 32 mm @ 100 c/c = 8042 mm2 Not Ok

Corresponding r =( 3.14 x 32^ 2 / 4 x1000 /100 ) / ( 1000 x 934 ) = 0.008611

Client AGIP Job No.: JI176 Page.: of :
Project KASHAGAN Prep. By.: ABA Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: Date :

Assessment of crack in Flexure

Neutral axis calculation base on percentage of tensile steel provided

x = [((mp)2 +2 mp)0.5 -mp ] d ( Neglecting effect of compression steel if any)
((( 8.91 x 0.0086 ) ^ 2 + 2 x 8.91 x 0.0086 ) ^ 0.5 - 8.91x 0.0086 ) x 934 mm
301.121 mm

z= d- x /3
=934mm - 301.12mm / 3
833.626 mm

fs = Service Stress in tensile steel

M/ As z
=1494.18 kN m x 10^6 / ( 8042.48 mm2 x 833.63 mm )
222.865 N/mm2

es= Strain at tensile steel level

=222.865 N/mm2 / 200000 N/mm2
0.00111 -

e1= Strain in extreme concrete end ( at location h from comp side)

es * (h-x) / (d-x)
=0.00111 x ( ( 1000 mm - 301.12 mm) / ( 934 mm- 301.12 mm) )
0.00123 -

e2= Strain correction due to stiffening effect

b ( h - x )2 / 3 Es As ( d - x )
= ( ( 1000 mm x ( 1000 mm - 301.12 mm) ^ 2 / ( 3 x 200000 kN/mm2 x 8042.48 mm2 x ( 934 mm - 301.12 mm) ) ) )
0.00016 -

em= Average strain in flexure

e1-e2
=0.00123 - 0.00016
0.00107 - < 0.00156 - Safe-strain is less than 0.8 fy /Es

Cmin= 50mm +32mm + 0.5 x32mm

98.000 mm

acr= ( ( 98 mm) ^ 2 + ( 0.5 x 100 mm) ^ 2 ) ^ 0.5

110.018 mm

Wcr= Final crack width

3 acr em / [ 1+ (2 (acr -Cmin) / (h - x ))]
= ( 3 x 110.018 mmx 0.0002 / ( ( 1 + ( 2 x ( 110.018 mm - 98 mm) / ( 1000 mm - 301.121 mm )))))
0.3 mm > 0.3 mm UnSafe - Actual crack width > Permisible crack width

b ) Designing for top reinforcement in short span direction 513.709 kN m Factored Moment
342.473 kN m UnFactored Moment
Considering axial compression of wall due to self weight and platform weight is < 0.1 Fcu bd and hence designing
Vertical element as slab not as a wall
Also neglecting reduction in tension steel due to effect of compressive load mentioned above

K = Md / Fcu b d 2 BS8110-Part 1 1997

= 513.709 x 10^6 / ( 25 x 1000 x 934^ 2 ) 3.4.4.4
0.02356 N/mm2 < 0.156 N/mm2 Singly reinforced beam

z = min [( 0.5 + ( 0.25 - k / 0.9 )^ 0.5, 0.95 ] x d

887.3 mm

x = ( d - z ) / 0.45
= ( 934 - 887.3 ) / 0.45
103.778 mm
Reference S.S. Ray
As = Md / ( 0.87 fy z ) 100 As
Clear Spac
513.71 x 10^6 / ( 0.87 x 390 x 887.3 ) /bd(%)
1706.33 mm2 1 or Over 160
0.75 210
Client AGIP Job No.: JI176 Page.: of :
Project KASHAGAN Prep. By.: ABA Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: Date :

Recommended Spacing of Reinforcement in tension 0.5 320

0.3 530
% of Steel = ( 1706.33 x 100 ) / ( 1000 x 934) < 0.3 min (3d,750)
0.18269
Minimum Spacing recommended 530 mm ( refer table right side)

Minimum reinforcement Suspended Slab or Wall to distribute early thermal cracking Refer BS 8007 - 1987
(a) Overall depth of slab/ wall < 500 ,ast= 0.00175bD for grade 460 or 0.0032bD for grade 250 on each face Appendix A Table A.1 & Fig A.1
(b) Overall depth of slab/ wall > 500 ,ast= 0.0035b(250mm) for grade 460 or 0.0064b(250mm) for grade 250 on each face

Min Steel required 0.1750 % on each face

0.175 x 1000 mmx 1000 mm / 100 = 1750 mm2

Provide max vertical steel area =MAX ( 1706 , 1750 ) = 1750 mm2

Required 20 mm @ 180 c/c

Provide 20 mm @ 100 c/c = 3142 mm2 Ok

Corresponding r =( 3.14 x 20^ 2 / 4 x1000 /100 ) / ( 1000 x 934 ) = 0.003364

Assessment of crack in Flexure

Neutral axis calculation base on percentage of tensile steel provided

x = [((mp)2 +2 mp)0.5 -mp ] d ( Neglecting effect of compression steel if any)
((( 8.91 x 0.0034 ) ^ 2 + 2 x 8.91 x 0.0034 ) ^ 0.5 - 8.91x 0.0034 ) x 934 mm
202.354 mm

z= d- x /3
=934mm - 202.35mm / 3
866.549 mm

fs = Service Stress in tensile steel

M/ As z
=342.473 kN m x 10^6 / ( 3141.59 mm2 x 866.55 mm )
125.801 N/mm2

es= Strain at tensile steel level

=125.801 N/mm2 / 200000 N/mm2
0.00063 -

e1= Strain in extreme concrete end ( at location h from comp side)

es * (h-x) / (d-x)
=0.00063 x ( ( 1000 mm - 202.35 mm) / ( 934 mm- 202.35 mm) )
0.00069 -

e2= Strain correction due to stiffening effect

b ( h - x )2 / 3 Es As ( d - x )
= ( ( 1000 mm x ( 1000 mm - 202.35 mm) ^ 2 / ( 3 x 200000 kN/mm2 x 3141.59 mm2 x ( 934 mm - 202.35 mm) ) ) )
0.00046 -

em= Average strain in flexure

e1-e2
=0.00069 - 0.00046
0.00022 - < 0.00156 - Safe-strain is less than 0.8 fy /Es

Cmin= 50mm +20mm + 0.5 x20mm

80.000 mm

acr= ( ( 80 mm) ^ 2 + ( 0.5 x 100 mm) ^ 2 ) ^ 0.5

94.3398 mm

Wcr= Final crack width

3 acr em / [ 1+ (2 (acr -Cmin) / (h - x ))]
= ( 3 x 94.34 mmx 0.0005 / ( ( 1 + ( 2 x ( 94.34 mm - 80 mm) / ( 1000 mm - 202.354 mm )))))
0.06131 mm < 0.3 mm Safe - Actual crack width < Permisible crack width
Client AGIP Job No.: JI176 Page.: of :
Project KASHAGAN Prep. By.: ABA Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: Date :

c ) Designing for Short Span Shear 371.984 kN Factored Shear

247.990 kN UnFactored Shear
Percentage of tensile steel provided 0.86108 %

vc= 0.79 [ (min (pt , 3 )) 0.333 x (max (400/d) , 1 )0.25 x (min( 40 ,fcu)/25) 0.333 ] / ym
=0.79 x MIN ( 0.861 , 3 ) ^ (1/3) x MAX ( 400 / 934 ) ^ 0.25 x ( MIN (40, 25 ) / 25 ) ^(1/3) /1.25
0.4864 N/mm2
Vc= vc x b x d
0.486 x 1000 x 934
454297.019 N
454.297 kN > 371.984 kN Safe

d ) Designing for bottom reinforcement in long span direction 1980.023 kN m Factored Moment
1320.015 kN m UnFactored Moment
Considering axial compression of wall due to self weight and platform weight is < 0.1 Fcu bd and hence designing
Vertical element as slab not as a wall
Also neglecting reduction in tension steel due to effect of compressive load mentioned above

K = Md / Fcu b d 2 BS8110-Part 1 1997

= 1980.023 x 10^6 / ( 25 x 1000 x 934^ 2 ) 3.4.4.4
0.09 N/mm2 < 0.156 N/mm2 Singly reinforced beam

z = min [( 0.5 + ( 0.25 - k / 0.9 )^ 0.5, 0.95 ] x d

828.737 mm

x = ( d - z ) / 0.45
= ( 934 - 828.74 ) / 0.45
233.9 mm

As = Md / ( 0.87 fy z )
1980.02 x 10^6 / ( 0.87 x 390 x 828.74 )
7041.58 mm2
Reference S.S. Ray
Recommended Spacing of Reinforcement in tension 100 As
Clear Spac
/bd(%)
% of Steel = ( 7041.58 x 100 ) / ( 1000 x 934) 1 or Over 160
0.75392 0.75 210
Minimum Spacing recommended 160 mm ( refer table right side) 0.5 320
0.3 530
< 0.3 min (3d,750)
Minimum reinforcement Suspended Slab or Wall to distribute early thermal cracking Refer BS 8007 - 1987
(a) Overall depth of slab/ wall < 500 ,ast= 0.00175bD for grade 460 or 0.0032bD for grade 250 on each face Appendix A Table A.1 & Fig A.1
(b) Overall depth of slab/ wall > 500 ,ast= 0.0035b(250mm) for grade 460 or 0.0064b(250mm) for grade 250 on each face

Min Steel required 0.1750 % on each face

0.175 x 1000 mmx 1000 mm / 100 = 1750 mm2

Provide max vertical steel area =MAX ( 7042 , 1750 ) = 7042 mm2

Required 25 mm @ 70 c/c

Provide 25 mm @ 100 c/c = 4909 mm2 Not Ok

Corresponding r =( 3.14 x 25^ 2 / 4 x1000 /100 ) / ( 1000 x 934 ) = 0.005256

Assessment of crack in Flexure

Neutral axis calculation base on percentage of tensile steel provided

x = [((mp)2 +2 mp)0.5 -mp ] d ( Neglecting effect of compression steel if any)
((( 8.91 x 0.0053 ) ^ 2 + 2 x 8.91 x 0.0053 ) ^ 0.5 - 8.91x 0.0053 ) x 934 mm
245.391 mm

z= d- x /3
=934mm - 245.39mm / 3
852.203 mm

fs = Service Stress in tensile steel

M/ As z
=1320.015 kN m x 10^6 / ( 4908.74 mm2 x 852.2 mm )
252.439 N/mm2 (REDUCED BY 25 % CONSIDEING SESIMIC IS CONSIDERED )

es= Strain at tensile steel level

=252.439 N/mm2 / 200000 N/mm2
0.00126 -

e1= Strain in extreme concrete end ( at location h from comp side)

es * (h-x) / (d-x)
Client AGIP Job No.: JI176 Page.: of :
Project KASHAGAN Prep. By.: ABA Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: Date :

=0.00126 x ( ( 1000 mm - 245.39 mm) / ( 934 mm- 245.39 mm) )

0.00138 -

e2= Strain correction due to stiffening effect

b ( h - x )2 / 3 Es As ( d - x )
= ( ( 1000 mm x ( 1000 mm - 245.39 mm) ^ 2 / ( 3 x 200000 kN/mm2 x 4908.74 mm2 x ( 934 mm - 245.39 mm) ) ) )
0.00028 -

em= Average strain in flexure

e1-e2
=0.00138 - 0.00028
0.00110 - < 0.00156 - Safe-strain is less than 0.8 fy /Es

Cmin= 50mm +25mm + 0.5 x25mm

62.500 mm

acr= ( ( 62.5 mm) ^ 2 + ( 0.5 x 100 mm) ^ 2 ) ^ 0.5

80.0391 mm

Wcr= Final crack width

3 acr em / [ 1+ (2 (acr -Cmin) / (h - x ))]
= ( 3 x 80.039 mmx 0.0003 / ( ( 1 + ( 2 x ( 80.039 mm - 62.5 mm) / ( 1000 mm - 245.391 mm )))))
0.2 mm < 0.3 mm Safe - Actual crack width < Permisible crack width

e ) Designing for top reinforcement in long span direction 55.875 kN m Factored Moment
37.250 kN m UnFactored Moment
Considering axial compression of wall due to self weight and platform weight is < 0.1 Fcu bd and hence designing
Vertical element as slab not as a wall
Also neglecting reduction in tension steel due to effect of compressive load mentioned above

K = Md / Fcu b d 2 BS8110-Part 1 1997

= 55.875 x 10^6 / ( 25 x 1000 x 934^ 2 ) 3.4.4.4
0.00256 N/mm2 < 0.156 N/mm2 Singly reinforced beam

z = min [( 0.5 + ( 0.25 - k / 0.9 )^ 0.5, 0.95 ] x d

887.3 mm

x = ( d - z ) / 0.45
= ( 934 - 887.3 ) / 0.45
103.778 mm

As = Md / ( 0.87 fy z )
55.88 x 10^6 / ( 0.87 x 390 x 887.3 )
185.594 mm2
Reference S.S. Ray
Recommended Spacing of Reinforcement in tension 100 As
Clear Spac
/bd(%)
% of Steel = ( 185.59 x 100 ) / ( 1000 x 934) 1 or Over 160
0.01987 0.75 210
Minimum Spacing recommended 160 mm ( refer table right side) 0.5 320
0.3 530
< 0.3 min (3d,750)
Minimum reinforcement Suspended Slab or Wall to distribute early thermal cracking Refer BS 8007 - 1987
(a) Overall depth of slab/ wall < 500 ,ast= 0.00175bD for grade 460 or 0.0032bD for grade 250 on each face Appendix A Table A.1 & Fig A.1
(b) Overall depth of slab/ wall > 500 ,ast= 0.0035b(250mm) for grade 460 or 0.0064b(250mm) for grade 250 on each face

Min Steel required 0.1750 % on each face

0.175 x 1000 mmx 1000 mm / 100 = 1750 mm2

Provide max vertical steel area =MAX ( 186 , 1750 ) = 1750 mm2

Required 16 mm @ 115 c/c

Provide 16 mm @ 100 c/c = 2011 mm2 Ok

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /100 ) / ( 1000 x 934 ) = 0.002153

Assessment of crack in Flexure

Neutral axis calculation base on percentage of tensile steel provided

x = [((mp)2 +2 mp)0.5 -mp ] d ( Neglecting effect of compression steel if any)
((( 8.91 x 0.0022 ) ^ 2 + 2 x 8.91 x 0.0022 ) ^ 0.5 - 8.91x 0.0022 ) x 934 mm
165.87 mm

z= d- x /3
=934mm - 165.87mm / 3
Client AGIP Job No.: JI176 Page.: of :
Project KASHAGAN Prep. By.: ABA Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: Date :

878.71 mm

fs = Service Stress in tensile steel

M/ As z
=37.25 kN m x 10^6 / ( 2010.62 mm2 x 878.71 mm )
21.084 N/mm2

es= Strain at tensile steel level

=21.084 N/mm2 / 200000 N/mm2
0.00011 -

e1= Strain in extreme concrete end ( at location h from comp side)

es * (h-x) / (d-x)
=0.00011 x ( ( 1000 mm - 165.87 mm) / ( 934 mm- 165.87 mm) )
0.00011 -

e2= Strain correction due to stiffening effect

b ( h - x )2 / 3 Es As ( d - x )
= ( ( 1000 mm x ( 1000 mm - 165.87 mm) ^ 2 / ( 3 x 200000 kN/mm2 x 2010.62 mm2 x ( 934 mm - 165.87 mm) ) ) )
0.00075 -

em= Average strain in flexure

e1-e2
=0.00011 - 0.00075
-0.0006 - < 0.00156 - Safe-strain is less than 0.8 fy /Es
if em is -ve it indicates no cracks.
Cmin= 50mm +16mm + 0.5 x16mm
74.000 mm

acr= ( ( 74 mm) ^ 2 + ( 0.5 x 100 mm) ^ 2 ) ^ 0.5

89.3085 mm

Wcr= Final crack width

3 acr em / [ 1+ (2 (acr -Cmin) / (h - x ))]
= ( 3 x 89.308 mmx 0.0008 / ( ( 1 + ( 2 x ( 89.308 mm - 74 mm) / ( 1000 mm - 165.87 mm )))))
-0.1645 mm < 0.3 mm Safe - Actual crack width < Permisible crack width

f) Designing for Long Span Shear 860.509 kN Factored Shear

573.672 kN UnFactored Shear
Percentage of tensile steel provided 0.52556 %

vc= 0.79 [ (min (pt , 3 )) 0.333 x (max (400/d) , 1 )0.25 x (min( 40 ,fcu)/25) 0.333 ] / ym
=0.79 x MIN ( 0.526 , 3 ) ^ (1/3) x MAX ( 400 / 934 ) ^ 0.25 x ( MIN (40, 25 ) / 25 ) ^(1/3) /1.25
0.51002 N/mm2
Since Vc < 0.8*SqrtFcu & 5N/mm2, enhanced shear = 1.768 N/mm2
Vc= vc x b x d
Vc= 1.77 x 1000 x 934
Vc= 1651182.92 N
1651.18 kN > 860.509 kN Safe
Client AGIP Job No.: JI176 Page.: of :
Project KASHAGAN Prep. By.: ABA Date : 27/06/2005
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: Date :
 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.10 0.11
0.00 1 1.00 1.05 1.10 1.15 1.20 1.30 1.40 1.45 1.50 1.55 1.60 1.65
0.01 2 1.05 1.10 1.15 1.23 1.30 1.38 1.45 1.50 1.55 1.60 1.65 1.70
0.02 3 1.10 1.15 1.20 1.30 1.40 1.45 1.50 1.55 1.60 1.65 1.70 1.75
0.03 4 1.15 1.23 1.30 1.38 1.45 1.50 1.55 1.60 1.65 1.70 1.75 1.83
0.04 5 1.20 1.30 1.40 1.45 1.50 1.55 1.60 1.65 1.70 1.75 1.80 1.90
0.05 6 1.30 1.38 1.45 1.50 1.55 1.60 1.65 1.70 1.75 1.83 1.90 1.98
0.06 7 1.40 1.45 1.50 1.55 1.60 1.65 1.70 1.75 1.80 1.90 2.00 2.05
0.07 8 1.45 1.50 1.55 1.60 1.65 1.70 1.75 1.83 1.90 1.98 2.05 2.10
0.08 9 1.50 1.55 1.60 1.65 1.70 1.75 1.80 1.90 2.00 2.05 2.10 2.15
0.09 10 1.55 1.60 1.65 1.70 1.75 1.83 1.90 1.98 2.05 2.10 2.15 2.20
0.10 11 1.60 1.65 1.70 1.75 1.80 1.90 2.00 2.05 2.10 2.15 2.20 2.25
0.11 12 1.65 1.70 1.75 1.83 1.90 1.98 2.05 2.10 2.15 2.20 2.25 2.33
0.12 13 1.70 1.75 1.80 1.90 2.00 2.05 2.10 2.15 2.20 2.25 2.30 2.40
0.13 14 1.75 1.83 1.90 1.98 2.05 2.10 2.15 2.20 2.25 2.33 2.40 2.48
0.14 15 1.80 1.90 2.00 2.05 2.10 2.15 2.20 2.25 2.30 2.40 2.50 2.55
0.15 16 1.90 1.98 2.05 2.10 2.15 2.20 2.25 2.33 2.40 2.48 2.55 2.63
0.16 17 2.00 2.05 2.10 2.15 2.20 2.25 2.30 2.40 2.50 2.55 2.60 2.70
0.17 18 2.05 2.10 2.15 2.20 2.25 2.33 2.40 2.48 2.55 2.63 2.70 2.80
0.18 19 2.10 2.15 2.20 2.25 2.30 2.40 2.50 2.55 2.60 2.70 2.80 2.90
0.19 20 2.15 2.23 2.30 2.35 2.40 2.50 2.60 2.65 2.70 2.80 2.90 3.00
el / lf 0.20 21 2.20 2.30 2.40 2.45 2.50 2.60 2.70 2.75 2.80 2.90 3.00 3.10
0.21 22 2.26 2.37 2.47 2.52 2.57 2.67 2.77 2.82 2.87 2.98 3.08 3.19
0.22 23 2.32 2.43 2.54 2.59 2.64 2.74 2.84 2.89 2.94 3.05 3.16 3.27
0.23 24 2.38 2.50 2.61 2.66 2.71 2.81 2.91 2.96 3.01 3.13 3.24 3.36
0.24 25 2.44 2.56 2.68 2.73 2.78 2.88 2.98 3.03 3.08 3.20 3.32 3.44
0.25 26 2.50 2.63 2.75 2.80 2.85 2.95 3.05 3.10 3.15 3.28 3.40 3.53
0.26 27 2.56 2.69 2.82 2.87 2.92 3.02 3.12 3.17 3.22 3.35 3.48 3.61
0.27 28 2.62 2.76 2.89 2.94 2.99 3.09 3.19 3.24 3.29 3.43 3.56 3.70
0.28 29 2.68 2.82 2.96 3.01 3.06 3.16 3.26 3.31 3.36 3.50 3.64 3.78
0.29 30 2.74 2.89 3.03 3.08 3.13 3.23 3.33 3.38 3.43 3.58 3.72 3.87
0.30 31 3.30 3.40 3.50 3.65 3.80 3.90 4.00 4.10 4.20 4.35 4.50 4.65
0.31 32 3.36 3.46 3.56 3.71 3.86 3.96 4.06 4.16 4.26 4.41 4.56 4.71
0.32 33 3.42 3.52 3.62 3.77 3.92 4.02 4.12 4.22 4.32 4.47 4.62 4.77
0.33 34 3.48 3.58 3.68 3.83 3.98 4.08 4.18 4.28 4.38 4.53 4.68 4.83
0.34 35 3.54 3.64 3.74 3.89 4.04 4.14 4.24 4.34 4.44 4.59 4.74 4.89
0.35 36 3.60 3.70 3.80 3.95 4.10 4.20 4.30 4.40 4.50 4.65 4.80 4.95
0.36 37 3.66 3.76 3.86 4.01 4.16 4.26 4.36 4.46 4.56 4.71 4.86 5.01
0.37 38 3.72 3.82 3.92 4.07 4.22 4.32 4.42 4.52 4.62 4.77 4.92 5.07
0.38 39 3.78 3.88 3.98 4.13 4.28 4.38 4.48 4.58 4.68 4.83 4.98 5.13
0.39 40 3.84 3.94 4.04 4.19 4.34 4.44 4.54 4.64 4.74 4.89 5.04 5.19
0.40 41 6.70 6.90 7.10 7.30 7.50 7.75 8.00 8.25 8.50 8.75 9.00 9.30
 eb / bf
0.12 0.13 0.14 0.15 0.16 0.17 0.18 0.19 0.20 0.21 0.22 0.23 0.24 0.25 0.26
1.70 1.75 1.80 1.90 2.00 2.05 2.10 2.15 2.20 2.31 2.42 2.53 2.64 2.75 2.86
1.75 1.83 1.90 1.98 2.05 2.10 2.15 2.23 2.30 2.41 2.52 2.63 2.74 2.85 2.96
1.80 1.90 2.00 2.05 2.10 2.15 2.20 2.30 2.40 2.51 2.62 2.73 2.84 2.95 3.06
1.90 1.98 2.05 2.10 2.15 2.20 2.25 2.35 2.45 2.57 2.69 2.81 2.93 3.05 3.17
2.00 2.05 2.10 2.15 2.20 2.25 2.30 2.40 2.50 2.63 2.76 2.89 3.02 3.15 3.28
2.05 2.10 2.15 2.20 2.25 2.33 2.40 2.50 2.60 2.73 2.86 2.99 3.12 3.25 3.38
2.10 2.15 2.20 2.25 2.30 2.40 2.50 2.60 2.70 2.83 2.96 3.09 3.22 3.35 3.48
2.15 2.20 2.25 2.33 2.40 2.48 2.55 2.65 2.75 2.89 3.02 3.16 3.29 3.43 3.56
2.20 2.25 2.30 2.40 2.50 2.55 2.60 2.70 2.80 2.94 3.08 3.22 3.36 3.50 3.64
2.25 2.33 2.40 2.48 2.55 2.63 2.70 2.80 2.90 3.05 3.19 3.34 3.48 3.63 3.77
2.30 2.40 2.50 2.55 2.60 2.70 2.80 2.90 3.00 3.15 3.30 3.45 3.60 3.75 3.90
2.40 2.48 2.55 2.63 2.70 2.80 2.90 3.00 3.10 3.26 3.41 3.57 3.72 3.88 4.03
2.50 2.55 2.60 2.70 2.80 2.90 3.00 3.10 3.20 3.36 3.52 3.68 3.84 4.00 4.16
2.55 2.63 2.70 2.80 2.90 3.00 3.10 3.20 3.30 3.47 3.63 3.80 3.96 4.13 4.29
2.60 2.70 2.80 2.90 3.00 3.10 3.20 3.30 3.40 3.57 3.74 3.91 4.08 4.25 4.42
2.70 2.80 2.90 3.00 3.10 3.20 3.30 3.40 3.50 3.68 3.85 4.03 4.20 4.38 4.55
2.80 2.90 3.00 3.10 3.20 3.30 3.40 3.50 3.60 3.78 3.96 4.14 4.32 4.50 4.68
2.90 3.00 3.10 3.20 3.30 3.40 3.50 3.63 3.75 3.94 4.12 4.31 4.49 4.68 4.86
3.00 3.10 3.20 3.30 3.40 3.50 3.60 3.75 3.90 4.09 4.28 4.47 4.66 4.85 5.04
3.10 3.20 3.30 3.40 3.50 3.63 3.75 3.88 4.00 4.20 4.40 4.60 4.80 5.00 5.20
3.20 3.30 3.40 3.50 3.60 3.75 3.90 4.00 4.10 4.31 4.52 4.73 4.94 5.15 5.36
3.29 3.39 3.49 3.60 3.70 3.86 4.01 4.11 4.21 4.43 4.64 4.86 5.07 5.29 5.51
3.38 3.48 3.58 3.69 3.80 3.96 4.12 4.22 4.32 4.54 4.76 4.99 5.21 5.43 5.65
3.47 3.57 3.67 3.79 3.90 4.07 4.23 4.33 4.43 4.66 4.89 5.11 5.34 5.57 5.80
3.56 3.66 3.76 3.88 4.00 4.17 4.34 4.44 4.54 4.77 5.01 5.24 5.48 5.71 5.94
3.65 3.75 3.85 3.98 4.10 4.28 4.45 4.55 4.65 4.89 5.13 5.37 5.61 5.85 6.09
3.74 3.84 3.94 4.07 4.20 4.38 4.56 4.66 4.76 5.01 5.25 5.50 5.74 5.99 6.24
3.83 3.93 4.03 4.17 4.30 4.49 4.67 4.77 4.87 5.12 5.37 5.63 5.88 6.13 6.38
3.92 4.02 4.12 4.26 4.40 4.59 4.78 4.88 4.98 5.24 5.50 5.75 6.01 6.27 6.53
4.01 4.11 4.21 4.36 4.50 4.70 4.89 4.99 5.09 5.35 5.62 5.88 6.15 6.41 6.67
4.80 4.95 5.10 5.25 5.40 5.60 5.80 6.00 6.20 6.52 6.84 7.16 7.48 7.80 8.12
4.86 5.02 5.17 5.32 5.46 5.67 5.87 6.08 6.28 6.60 6.93 7.25 7.58 7.90 8.22
4.92 5.08 5.24 5.38 5.52 5.73 5.94 6.15 6.36 6.69 7.02 7.34 7.67 8.00 8.33
4.98 5.15 5.31 5.45 5.58 5.80 6.01 6.23 6.44 6.77 7.10 7.44 7.77 8.10 8.43
5.04 5.21 5.38 5.51 5.64 5.86 6.08 6.30 6.52 6.86 7.19 7.53 7.86 8.20 8.54
5.10 5.28 5.45 5.58 5.70 5.93 6.15 6.38 6.60 6.94 7.28 7.62 7.96 8.30 8.64
5.16 5.34 5.52 5.64 5.76 5.99 6.22 6.45 6.68 7.02 7.37 7.71 8.06 8.40 8.74
5.22 5.41 5.59 5.71 5.82 6.06 6.29 6.53 6.76 7.11 7.46 7.80 8.15 8.50 8.85
5.28 5.47 5.66 5.77 5.88 6.12 6.36 6.60 6.84 7.19 7.54 7.90 8.25 8.60 8.95
5.34 5.54 5.73 5.84 5.94 6.19 6.43 6.68 6.92 7.28 7.63 7.99 8.34 8.70 9.06
9.60 9.90 10.20 10.55 10.90 11.25 11.60 12.05 12.50 13.13 13.76 14.39 15.02 15.65 16.28
 0.27 0.28 0.29 0.30 0.31 0.32 0.33 0.34 0.35 0.36 0.37 0.38 0.39 0.40
2.97 3.08 3.19 3.30 3.64 3.98 4.32 4.66 5.00 5.34 5.68 6.02 6.36 6.70
3.07 3.18 3.29 3.40 3.75 4.10 4.45 4.80 5.15 5.50 5.85 6.20 6.55 6.90
3.17 3.28 3.39 3.50 3.86 4.22 4.58 4.94 5.30 5.66 6.02 6.38 6.74 7.10
3.29 3.41 3.53 3.65 4.02 4.38 4.75 5.11 5.48 5.84 6.21 6.57 6.94 7.30
3.41 3.54 3.67 3.80 4.17 4.54 4.91 5.28 5.65 6.02 6.39 6.76 7.13 7.50
3.51 3.64 3.77 3.90 4.29 4.67 5.06 5.44 5.83 6.21 6.60 6.98 7.37 7.75
3.61 3.74 3.87 4.00 4.40 4.80 5.20 5.60 6.00 6.40 6.80 7.20 7.60 8.00
3.70 3.83 3.97 4.10 4.52 4.93 5.35 5.76 6.18 6.59 7.01 7.42 7.84 8.25
3.78 3.92 4.06 4.20 4.63 5.06 5.49 5.92 6.35 6.78 7.21 7.64 8.07 8.50
3.92 4.06 4.21 4.35 4.79 5.23 5.67 6.11 6.55 6.99 7.43 7.87 8.31 8.75
4.05 4.20 4.35 4.50 4.95 5.40 5.85 6.30 6.75 7.20 7.65 8.10 8.55 9.00
4.19 4.34 4.50 4.65 5.12 5.58 6.05 6.51 6.98 7.44 7.91 8.37 8.84 9.30
4.32 4.48 4.64 4.80 5.28 5.76 6.24 6.72 7.20 7.68 8.16 8.64 9.12 9.60
4.46 4.62 4.79 4.95 5.45 5.94 6.44 6.93 7.43 7.92 8.42 8.91 9.41 9.90
4.59 4.76 4.93 5.10 5.61 6.12 6.63 7.14 7.65 8.16 8.67 9.18 9.69 10.20
4.73 4.90 5.08 5.25 5.78 6.31 6.84 7.37 7.90 8.43 8.96 9.49 10.02 10.55
4.86 5.04 5.22 5.40 5.95 6.50 7.05 7.60 8.15 8.70 9.25 9.80 10.35 10.90
5.05 5.23 5.42 5.60 6.17 6.73 7.30 7.86 8.43 8.99 9.56 10.12 10.69 11.25
5.23 5.42 5.61 5.80 6.38 6.96 7.54 8.12 8.70 9.28 9.86 10.44 11.02 11.60
5.40 5.60 5.80 6.00 6.61 7.21 7.82 8.42 9.03 9.63 10.24 10.84 11.45 12.05
5.57 5.78 5.99 6.20 6.83 7.46 8.09 8.72 9.35 9.98 10.61 11.24 11.87 12.50
5.72 5.94 6.15 6.37 7.02 7.67 8.31 8.96 9.61 10.26 10.91 11.55 12.20 12.85
5.87 6.10 6.32 6.54 7.21 7.87 8.54 9.20 9.87 10.54 11.20 11.87 12.53 13.20
6.03 6.25 6.48 6.71 7.39 8.08 8.76 9.45 10.13 10.81 11.50 12.18 12.87 13.55
6.18 6.41 6.65 6.88 7.58 8.28 8.99 9.69 10.39 11.09 11.79 12.50 13.20 13.90
6.33 6.57 6.81 7.05 7.77 8.49 9.21 9.93 10.65 11.37 12.09 12.81 13.53 14.25
6.48 6.73 6.97 7.22 7.96 8.70 9.43 10.17 10.91 11.65 12.39 13.12 13.86 14.60
6.63 6.89 7.14 7.39 8.15 8.90 9.66 10.41 11.17 11.93 12.68 13.44 14.19 14.95
6.79 7.04 7.30 7.56 8.33 9.11 9.88 10.66 11.43 12.20 12.98 13.75 14.53 15.30
6.94 7.20 7.47 7.73 8.52 9.31 10.11 10.90 11.69 12.48 13.27 14.07 14.86 15.65
8.44 8.76 9.08 9.40 10.34 11.28 12.22 13.16 14.10 15.04 15.98 16.92 17.86 18.80
8.55 8.87 9.20 9.52 10.47 11.42 12.37 13.32 14.28 15.23 16.18 17.13 18.08 19.03
8.66 8.98 9.31 9.64 10.60 11.56 12.53 13.49 14.45 15.41 16.37 17.34 18.30 19.26
8.76 9.10 9.43 9.76 10.73 11.71 12.68 13.65 14.63 15.60 16.57 17.54 18.52 19.49
8.87 9.21 9.54 9.88 10.86 11.85 12.83 13.82 14.80 15.78 16.77 17.75 18.74 19.72
8.98 9.32 9.66 10.00 11.00 11.99 12.99 13.98 14.98 15.97 16.97 17.96 18.96 19.95
9.09 9.43 9.78 10.12 11.13 12.13 13.14 14.14 15.15 16.16 17.16 18.17 19.17 20.18
9.20 9.54 9.89 10.24 11.26 12.27 13.29 14.31 15.33 16.34 17.36 18.38 19.39 20.41
9.30 9.66 10.01 10.36 11.39 12.42 13.44 14.47 15.50 16.53 17.56 18.58 19.61 20.64
9.41 9.77 10.12 10.48 11.52 12.56 13.60 14.64 15.68 16.71 17.75 18.79 19.83 20.87
16.91 17.54 18.17 18.80 20.67 22.54 24.41 26.28 28.15 30.02 31.89 33.76 35.63 37.50
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date :
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

DESIGN OF LONG WALL

Design Basis
Design Parameter 172-2-000-001 Rev-1
f'c 25 N/mm2 Cluase 14.2
fs ### N/mm2 Cluase 13.1.3

Summary of Forces on long wall

Base slab short span moment
a) Vertical bending moment at base 1582.776 kNm / m 0.000 kNm / m ### kNm / m
b) Vertical bending moment at midhight 803.220 kNm / m 803.220 kNm / m
c) Shear Force 806.945 kN / m 806.945 kN / m
d) Horizontal bending moment at support 1689.082 kNm / m ### kNm / m
e) Horizontal bending moment at midspan 652.929 kNm / m 652.929 kNm / m
f) Shear Force #REF! kN / m #REF! kN / m
g) Axial compression due to short wall horizontal shear #REF! kN / m #REF! kN / m

Assuming the overall thickness of wall is ### mm

Clear Cover 60 mm

Bar Dia Assume 16 mm

Effective depth d = 1000mm -60mm -16mm - 0.5 x16mm = ### mm

Refer ACI-318R-02
Load factor for Strength Design = 1.6 Cluase 9.2.1
Strength reduction factor for flexure.: 0.90 Cluase 9.3.2.
Strength reduction factor for shear.: 0.75 Cluase 9.3.2.
Strength reduction factor for tension.: 0.90 Cluase 9.3.2

a ) Designing for Vertical bending moment at base 1582.78 kN m

Factored max Vetical Moment 1.6 x 1582.78 kN m = 2532.45 kN m

Factor Rn 2532.45 x 10^6/ ( 0.9 x 1000 x 916 ^ 2 ) = 3.35357 N/mm2

m = fy / (0.85 x f'c) = 390 / ( 0.85 x25 ) = 18.3529 N/mm2

% Steel r = (1/ m)x(1-(1-(2xmxRn/fy))^0.5)

=(1 / 18.35) x ( 1-(1-(2 x 18.35 x 3.354/ 390))^0.5) = 0.00941

Ast = 0.0094 X 1000 mm X 916 mm = 8621 mm2

Refer ACI-318R-02
Min Steel required 0.15 % Cluase 14.3.2

0.15 x 1000 mmx 1000 mm / 100 = 1500 mm2

Provide max vertical steel area =MAX ( 8621 , 1500 ) = 8621 mm2

Required 16 mm @ 23 c/c

Provide 16 mm @ ### c/c = 1547 mm2 Not Ok

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /130 ) / ( 1000 x 916 ) = 0.00169

b ) Designing for Vertical bending moment at midhight 803.22 kN m

Factored max Vetical Moment 1.6 x 803.22 kN m = 1285.15 kN m

Factor Rn 1285.15 x 10^6/ ( 0.9 x 1000 x 916 ^ 2 ) = 1.70185 N/mm2

m = fy / (0.85 x f'c) = 390 / ( 0.85 x25 ) = 18.3529 N/mm2

% Steel r = (1/ m)x(1-(1-(2xmxRn/fy))^0.5)

=(1 / 18.35) x ( 1-(1-(2 x 18.35 x 1.702/ 390))^0.5) = 0.00455

Ast = 0.0046 X 1000 mm X 916 mm = 4171 mm2

Refer ACI-318R-02
Min Steel required 0.15 % Cluase 14.3.2

0.15 x 1000 mmx 1000 mm / 100 = 1500 mm2

Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date :
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Provide max vertical steel area = 4171 mm2

Required 16 mm @ 48 c/c

Provide 16 mm @ ### c/c = 773 mm2 Not Ok

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /260 ) / ( 1000 x 916 ) = 0.00084

c ) Desining for vertical Shear Force at base of wall 806.945 kN

Shear capacity of plain concrete =2 f (f'c)^0.5 *b*d

=2x 0.75x 39.37 x ( 916/25.4 ) x (25 x 145 psi ) ^ 0.5 /220 = 582.841 kN / m

582.841 < 806.94 Unsafe

d ) Designing for horizontal bending moment at side edge supports 1689.08 kN m

Factored max Horizontal Moment 1.6 x 1689.08 kN m = 2702.53 kN m

Factor Rn 2702.53 x 10^6/ ( 0.9 x 1000 x 916 ^ 2 ) = 3.57879 N/mm2

m = fy / (0.85 x f'c) = 390 / ( 0.85 x25 ) = 18.3529 N/mm2

% Steel r = (1/ m)x(1-(1-(2xmxRn/fy))^0.5)

=(1 / 18.35) x ( 1-(1-(2 x 18.35 x 3.579/ 390))^0.5) = 0.01012

Ast = 0.0101 X 1000 mm X 916 mm = 9266 mm2

Refer ACI-318R-02
Min Steel required 0.20 % Cluase 14.3.3

0.2 x 1000 mmx 1000 mm / 100 = 2000 mm2

Provide max steel area =max of (9266 , 2000) 9266 mm2

Required 16 mm @ 22 c/c

Provide 16 mm @ 115 c/c 1748 mm2 Not Ok

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /115 ) / ( 1000 x 916 ) = 0.00191

e ) Designing for horizontal bending moment at midspan 652.929 kN m

Factored max Horizontal Moment 1.6 x 652.93 kN m = 1044.69 kN m

Factor Rn 1044.69 x 10^6/ (0.9x 1000 x 916 ^ 2 ) = 1.38342 N/mm2

m = fy / (0.85 x f'c) = 390 / ( 0.85 x25 ) = 18.3529 N/mm2

% Steel r = (1/ m)x(1-(1-(2xmxRn/fy))^0.5)

=(1 / 18.35) x ( 1-(1-(2 x 18.35 x 1.383/ 390))^0.5) = 0.00367

Ast = 0.0037 X 1000 mm X 916 mm = 3363 mm2

Refer ACI-318R-02
Min Steel required 0.20 % Cluase 14.3.3

0.2 x 1000 mmx 1000 mm / 100 = 2000 mm2

Provide max steel area =max of (3363 + 2000) 3363 mm2

Required 16 mm @ 60 c/c

Provide 16 mm @ ### c/c 874 mm2 Not Ok

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /230 ) / ( 1000 x 916 ) = 0.00095

f) Designing for Shear Force at side edge of wall #REF! kN

Shear capacity of plain concrete =2 f (f'c)^0.5 *b*d

Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date :
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

=2x 0.75x 39.37 x ( 916/25.4 ) x (25 x 145 psi ) ^ 0.5 /220 = 582.841 kN / m

582.841 ### #REF! #REF!

Client AGIP KCO Job No.: JI 176 Page.:
Project KASHAGAN Prep. By.: SMV Date :
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

DESIGN OF BASE SLAB

Design Basis
Design Parameter 172-2-000-001 Rev-1
f'c 25 N/mm2 Cluase 14.2
fs 390 N/mm2 Cluase 13.1.3
Summary of Forces on Base Slab
Long wall base moment
a) Support moment in short span direction 0.000 kNm / m ### kNm / m ### kNm / m
b) Midspan moment in short span direction 677.004 kNm / m 677.004 kNm / m
c) Shear Force for short span direction #REF! kN / m Short wall base moment #REF! kN / m
d) Support moment in long span direction #REF! kNm / m #REF! kNm / m #REF! kNm / m
e) Midspan moment in long span direction #REF! kNm / m #REF! kNm / m
f) Shear Force for long span direction #REF! kN / m #REF! kN / m
g) Axial Comp. due to long wall in short span direction 806.945 kN / m 806.945 kN / m
h) Axial Comp. due to short wall in long span direction #REF! kN / m #REF! kN / m

Assuming the overall thickness of wall is 300 mm

Clear Cover 60 mm

Bar Dia Assume 16 mm

Effective depth d = 300mm -60mm -16mm - 0.5 x16mm = ### mm

Refer ACI-318R-02
Load factor for Strength Design = 1.6 Cluase 9.2.1
Strength reduction factor for flexure.: 0.90 Cluase 9.3.2.
Strength reduction factor for shear.: 0.75 Cluase 9.3.2.
Strength reduction factor for tension.: 0.90 Cluase 9.3.2

a ) Designing for support moment in short span direction 1582.78 kN m

Factored max Vetical Moment 1.6 x 1582.78 kN m = 2532.45 kN m

Factor Rn 2532.45 x 10^6/ ( 0.9 x 1000 x 216 ^ 2 ) = 60.3102 N/mm2

m = fy / (0.85 x f'c) = 390 / ( 0.85 x25 ) = 18.3529 N/mm2

% Steel r = (1/ m)x(1-(1-(2xmxRn/fy))^0.5)

=(1 / 18.35) x ( 1-(1-(2 x 18.35 x 60.31/ 390))^0.5) = ###

Ast = ### = ### mm2

Refer ACI-318R-02
Min Steel required 0.18 % Cluase 7.12.2.1

0.18 x 1000 mmx 216 mm / 100 = 389 mm2

Provide max steel area ### = ### mm2

Required 16 mm @ ### c/c

Provide 16 mm @ ### c/c = 1547 mm2 ###

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /130 ) / ( 1000 x 216 ) = 0.00716

b ) Designing for midspan moment in short span direction 677 kN m

Factored max Vetical Moment 1.6 x 677 kN m = 1083.21 kN m

Factor Rn 1083.21 x 10^6/ ( 0.9 x 1000 x 216 ^ 2 ) = 25.7965 N/mm2

m = fy / (0.85 x f'c) = 390 / ( 0.85 x25 ) = 18.3529 N/mm2

% Steel r = (1/ m)x(1-(1-(2xmxRn/fy))^0.5)

=(1 / 18.35) x ( 1-(1-(2 x 18.35 x 25.797/ 390))^0.5) = ###

Ast = ### = ### mm2

Refer ACI-318R-02
Min Steel required 0.18 % Cluase 7.12.2.1

0.18 x 1000 mmx 216 mm / 100 = 388.8 mm2

Client AGIP KCO Job No.: JI 176 Page.:
Project KASHAGAN Prep. By.: SMV Date :
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

Provide max steel area ### = ### mm2

Required 16 mm @ ### c/c

Provide 16 mm @ ### c/c = 838 mm2 ###

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /240 ) / ( 1000 x 216 ) = 0.00388

c ) Desining for Shear Force in short span direction #REF! kN

Shear capacity of plain concrete =2 f (f'c)^0.5 *b*d

=2x 0.9x 39.37 x ( 216/25.4 ) x (25 x 145 psi ) ^ 0.5 /220 = 164.926 kN / m

164.9260581 ### #REF! ###

d ) Designing for support moment in long span direction #REF! kN m

Factored max Vetical Moment #REF! = #REF! kN m

Factor Rn ### = #REF! N/mm2

m = fy / (0.85 x f'c) = 390 / ( 0.85 x25 ) = 18.3529 N/mm2

% Steel r = (1/ m)x(1-(1-(2xmxRn/fy))^0.5)

### = #REF!

Ast = ### = #REF! mm2

Refer ACI-318R-02
Min Steel required 0.18 % Cluase 7.12.2.1

0.18 x 1000 mmx 216 mm / 100 = 388.8 mm2

Provide max steel area #REF! #REF! mm2

Required 16 mm @ ### c/c

Provide 16 mm @ ### c/c 773 mm2 ###

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /260 ) / ( 1000 x 216 ) = 0.00358

e ) Designing for midspan moment in long span direction #REF! kN m

Factored max Vetical Moment #REF! = #REF! kN m

Factor Rn ### = #REF! N/mm2

m = fy / (0.85 x f'c) = 390 / ( 0.85 x25 ) = 18.3529 N/mm2

% Steel r = (1/ m)x(1-(1-(2xmxRn/fy))^0.5)

### = #REF!

Ast = ### = #REF! mm2

Refer ACI-318R-02
Min Steel required 0.18 % Cluase 7.12.2.1

0.18 x 1000 mmx 216 mm / 100 = 388.8 mm2

Provide max vertical steel area #REF! #REF! mm2

Required 16 mm @ ### c/c

Provide 16 mm @ ### c/c 773 mm2 ###

Corresponding r =( 3.14 x 16^ 2 / 4 x1000 /260 ) / ( 1000 x 216 ) = 0.00358

f) Desining for Shear Force in short span direction #REF! kN

Shear capacity of plain concrete =2 f (f'c)^0.5 *b*d

Client AGIP KCO Job No.: JI 176 Page.:
Project KASHAGAN Prep. By.: SMV Date :
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

=2x 0.9x 39.37 x ( 216/25.4 ) x (25 x 145 psi ) ^ 0.5 /220 = 164.926 kN / m

164.9260581 ### #REF! ###

g) Check for settlement of base slab:

Settlement = qo *B'(1-MU2)/Es*m*Is*If

110.45
 of :

Design Basis
172-2-000-001 Rev-1
Cluase 14.2
Cluase 13.1.3

Refer ACI-318R-02
Cluase 9.2.1
Cluase 9.3.2.
Cluase 9.3.2.
Cluase 9.3.2

Refer ACI-318R-02
Cluase 7.12.2.1

Refer ACI-318R-02
Cluase 7.12.2.1
 of :

Refer ACI-318R-02
Cluase 7.12.2.1

Refer ACI-318R-02
Cluase 7.12.2.1
Client AGIP KCO Job No.: JI 176 Page.: of :
Project KASHAGAN Prep. By.: SMV Date :
Subject DESIGN OF EQUIPMENT PIT - CLOSED DRAIN DRUM A1-550-VA-153 Ck'd. by.: ABA Date :

DESIGN OF PEDESTAL
Design Basis
Design Parameter 172-2-000-001 Rev-1
f'c 25 N/nm2 Cluase 14.2
fs ### N/mm2 Cluase 13.1.3

Check for Pedestal as Column:l

Height of pedestal above Pit base slab 0.85 m
Least lateral dimension of pdestal 0.50 m
Since height of pdestal is < 3 x least lateral dim , it shall be traeted as pedestal and minimum reinf
of 0.15 % shall be provided

Ast = 0.15 X 2320mm X 500 mm / 100 = 5800 mm2

Required 16 mm - 28.8 bars

Provide 16 mm - 40 bars = 8042 mm2 Ok

Provide Link bars

10 @ 150 mm c/c
172-2-000-001 Rev-1
Tensile Stress referance 350/350R-342
Severe Normal
Bor No Bar Size
Geade 40 Grade 50 Grade 60 Geade 40 Grade 50 Grade 60
3 10 20000 20000 22000 20000 20000 24000
4 12 20000 20000 22000 20000 20000 24000
5 16 20000 20000 22000 20000 20000 24000
6 18 18000 18000 18000 20000 20000 22000
6 20 18000 18000 18000 20000 20000 22000
7 22 18000 18000 18000 20000 20000 22000
8 25 18000 18000 18000 20000 20000 22000
9 28 17000 17000 17000 20000 20000 21000
10 32 17000 17000 17000 20000 20000 21000
11 36 17000 17000 17000 20000 20000 21000
 End Moments Mid Moments Shear
la / lb
-Ca -Cb +Ca +Cb Wa Wb
0.5 0.086 0.006 0.037 0.002 0.940 0.060
0.55 0.084 0.007 0.035 0.003 0.920 0.080
0.6 0.081 0.010 0.034 0.004 0.890 0.110
0.65 0.077 0.014 0.032 0.006 0.850 0.150
0.7 0.074 0.017 0.030 0.007 0.810 0.190
0.75 0.069 0.022 0.028 0.009 0.760 0.240
0.8 0.065 0.027 0.026 0.011 0.710 0.290
0.85 0.060 0.031 0.024 0.012 0.660 0.340
0.9 0.055 0.037 0.022 0.014 0.600 0.400
0.95 0.050 0.041 0.020 0.016 0.550 0.450
1 0.045 0.045 0.018 0.018 0.500 0.500
 Mx
a/b y/b Ra x/a 0 0.2 0.4 0.6 0.8 1
0.125 1 0.0052 0.0024 0.002 -0.0014 -0.0024 -0.0027
0.125 0.8 0.0051 0.0023 0.002 -0.0014 -0.0023 -0.0026
0.125 0.6 0.0052 0.0023 0.002 -0.0014 -0.0023 -0.0027
0.125 0.4 0.0051 0.0023 0.001 -0.0014 -0.0023 -0.0027
0.125 0.2 0.0048 0.0021 0.001 -0.0013 -0.0021 -0.0024
0.125 0 0 0.001 0.0003 0.0005 0.0006 0.0007
0.25 1
0.25 0.8
0.25 0.6
0.25 0.4
0.25 0.2
0.25 0