(r1) Design Document No - 4-726-25!33!108 e.s.p. Control Room.xls
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Transcript of (r1) Design Document No - 4-726-25!33!108 e.s.p. Control Room.xls
NTPC DOCUMENT NO - 9396-001-PVC-740
BHEL DOCUMENT NO - 4-726-25-33-108
BARAUNI THERMAL POWER STATION - R&M 2x110MW (BIHAR)
Bharat Heavy Electricals Limited
BHOPAL
Scope of this Design Document Covers Design of CABLE TRENCH for Unit No -7 For Barauni
Revision
R1Revised as per revise E.S.P. cable trench layout
drawing
Scope of this Design Document Covers Design of CABLE TRENCH for Unit No -7 For Barauni
Thermal Power Station Bihar - (R&M)
CONSULTANT STEAG ENERGY SERVICES (INDIA) PVT. LTD.
DESCRIPTION
OWNER BIHAR STATE ELECTRICITY BOARD
OWNER CONSULTANT NTPC LIMITED
CLIENT BHARAT HEAVY ELECTRICALS LIMITED, BHOPAL
Design of Compressor Foundations and Strengthening Beams for Unit No -6 7For Barauni Thermal Power Station Bihar
1.0.1 Units of Measurement
S.no.
1
S.no.
1
2
3
4
3.0 Loads
Reinforced Concrete 25 kn/m^3
Soil 16 kn/m^3
Geo-technical Investigation Report of M/S Ground Geotechnics Pvt Ltd Submitted by Bhel Bhopal.
3.0.1 Dead Load
Dead load includes the weight of all structural components and other permanently applied external loads. Self-wt. of materials is
calculated on the basis of unit weights given below.
IS : 456 -2000 Plain and Reinforced concret code of practice
SP : 16 - 1980 Design aids for reinforced concrete to IS: 456-1978
IS :800 -1984 Code of Practice for General construction in steel
2.0.2 Codes, Standards and References
Reference Document No Document description
Input Drawing no Input Drawing name
BHEL input drawing no - A3 -726 - 19 - 33 -142 Control room layout for E.S.P.
1.0 INTRODUCTION
Scope of this Design Document Covers Design of E.S.P. CONTROL ROOM Cable trench foundation & structure
Units of measurement used in design shall be of SI or Metric system.
2.0 REFERENCE DRAWING & DOCUMENT
For the arrangement and design of cable trench foundation, following standards and documents have been refered : -
2.0.1 Reference Drawing
Page 1
Soil 16 kn/m^3
The steel reinforcement shall be deformed high yield strength bars of Fy = 415 N/mm2 conforming to IS: 1786
4.0.2 Concrete
Grade M 25 (having concrete cube compressive strength at 28 days of 30 N/mm2) conforming to IS: 456).
4.0 Material
4.0.1 Reinforcement
Page 1
M 25
Fe 415
25 kn/m^3
25 kn/m^2
18 kn/m^3
9.81 kn/m^3
8.19 kn/m^3
0.5
20 kn/m^2
1.5 m
2 m
0.3 m
1.575 m
(a)
1 m
1.5
DESIGN OF CABLE TRENCH R.C.C. WALL
DESIGN DATA
Grade of concrete =
Grade of reinforcement steel =
Unit weight of concrete =
Allowable compressive strength of concrete =
For earth pressure
Clear height of cable trench (h) =
Clear width of cable trench =
Thickness of base slab =
Height of wall from top of bottom slab =
Bending moment Calculation
Case -1 ANALYSIS AND DESIGN OF TRENCH WALL FOR SATURATED CONDITION
Dry density of soil =
Density of water =
Submerged density of soil =
Coefficient of earth pressure at rest Ko =
Surcharge on back fill conisdered Fs =
Detail of cable trench
1
Pe = 10.125 kn
0.5 m
0.3 13.50 kn/m^2
13.50 kn/m^2
10.13 kn
5.06 kn-m
(b)
1.5 m
Ps = 15 kn
0.3 m Ko x Fs = 10 kn/m^2
Ko x γsub soil x h =
Earth Pressure at Rest = (Ko x γsub soil x h) =
Lateral force due to eart pressure ( 0.5 x h x Ko x γsub soil x h) =
Bending moment at base due to earth pressure Mep = Pe x 0.50 =
For surcharge
0.75 m
0.75 m
1
10 kn/m^2
15 kn
11.25 kn-m
(c )
3.96 Kn-m
3.96 Kn-m
3.97 Kn-m
11.88 Kn-m
28.20
28.20 kn-m (unfactored bending moment)
110.72 mm
165.72 mm
142 mm
0.2 %
284 sqmm
28.195 kn-m (unfactored bending moment)
2.10
0.653
927.26 sqmm
Check for minimum steel requirement
Calculate Area of Steel (Main Steel near soil face)
Pt Required for Ku 2.097 =
Area of steel required =
Minimum pt =
Ast = (0.2 x 1000 x 105)/100 =
Bending moment at bottom of wall =
Ku = (1.5 x B.M)/(b x d2) =
Wall shall be design per m width
Bending moment at bottom of wall =
Teff = SQRT( 1.5 X B.M.X)/(0.138 x Fck x b) =
Total thickness = (110.72 + 50 + 5) =
Provided thickness of wall 200 mm is more then the reqiuired
Provided effective thickness of wall = (200-50-8) =
Bending moment due to cable tray-1 = ((3.5 x 0.820) + (3.5 x 0.310)) =
Bending moment due to cable tray-2 = ((3.5 x 0.820) + (3.5 x 0.310)) =
Bending moment due to cable tray-3 = ((3.5 x 0.820) + (3.5 x 0.310)) =
Total Bending Moment due to cable tray & cable dead load (Mc) =
Check for thickness of wall
Total bending moment at bottom of wall = (Me+Ms+Mc) = (5.86+11.25+11.88) =
Earth Pressure due to surcharge (Ko x Fs) =
Lateral force due to surcharge ( hxKoxFs ) =
Bending moment at base due to surcharge Ms = Ps x 0.75 =
Bending moment due to cable tray load
2
927.26 sqmm
0.2 %
284 sqmm
(a)
1.5 m
Pe = 4.6069 kn
6.14 kn/m^2
6.14 kn/m^2
4.607 kn
2.30 kn-m
Earth Pressure at Rest
Earth Pressure at Rest (Ko x γsub soil x h) =
Bending moment at base due to earth pressure Mep = Pe x 0.50 =
Lateral force due to eart pressure ( 0.5 x h x Ko x γsub soil x h) =
PROVIDED REINF. STEEL AT 10T @ 170 MM C/C (Provided Ast = 462 > 310.0 sqmm )
Case -2 ANALYSIS AND DESIGN OF TRENCH WALL FOR SUBMERGE CONDITION
For earth pressure
1.0 m
0.50 m
0.3 m Ko x γsub soil x h =
Area of steel required =
PROVIDED REINF. STEEL AT 16T @ 170 + 10t @ 170 Upto height 0.8m from top of base
slab MM C/C (Provided Ast =1644 >927.26sqmm )
Distribution steel on wall face away from soil
Minimum pt =
Ast = (0.2 x 1000 x 105)/100 =
2
(b)
0.75 m
1.5 mPs = 15 kn
0.75
Ko x Fs = 10 kn/m^2Surcharge
10 kn/m^2
15 kn
11.25 kn-m
(C)
1 m
Lateral force due to surcharge ( hxKoxFs ) =
Bending moment at base due to surcharge Ms = Ps x 0.75 =
For water pressure
For surcharge
0.3 m
Earth Pressure due to surcharge (Ko x Fs) =
3
1 m
1.5 m
Pw = 11.036 kn
0.5 m
h x γw0.3 m
14.72 kn/m^2
11.04 kn
5.79 kn-m
(c )
3.96 Kn-m
3.96 Kn-m
3.96 Kn-m
11.87 Kn-m
31.212
31.21 kn-m (unfactored bending moment)
116.49 mm
174.49 mm
142 mm
Provided thickness of wall 200 mm is more then the reqiuired
Provided effective thickness of wall = (200-50-8) =
Check for thickness of wall
Total bending moment at bottom of wall=(Mep+Msp+Msw+Mc)= (2.30+11.25+ 5.79+11.87) =
Wall shall be design per m width
Bending moment at bottom of wall =
Teff = SQRT( 1.5 X B.M.X)/(0.138 x Fck x b) =
Total thickness = (116.49 + 50 + 8) =
Bending moment at base due to water pressure Mw = Pw x 0.50 =
Bending moment due to cable tray load
Bending moment due to cable tray-1 = ((3.5 x 0.820) + (3.5 x 0.310)) =
Bending moment due to cable tray-2 = ((3.5 x 0.820) + (3.5 x 0.310)) =
Bending moment due to cable tray-1 = ((3.5 x 0.820) + (3.5 x 0.310)) =
Total Bending Moment due to cable tray & cable dead load (Mc) =
Water pressure
Water Pressure (h x γw) =
Lateral force due to water ( 0.5 x Ko x γw x h) =
3
Minimum pt = 0.20 %
Ast = (0.2 x 1000 x 105)/100 =284.00 sqmm
31.21 kn-m (unfactored bending moment)
2.32
0.743
1055.06 sqmm
Minimum pt = 0.20 %
Ast = (0.2 x 1000 x 105)/100 =284.00 sqmm
82.50 Kn
75.00 Kn
81.00 Kn
70.00 Kn
21.00 Kn
329.50 Kn
29.95 Kn/sqm
Distribution steel on wall face away from soil
(b) For 1700 mm wide cable
Bending moment at bottom of wall =
Ku = (1.5 x B.M)/(b x d2) =
Pt Required for Ku 2.32 =
Area of steel required =
PROVIDED REINF. STEEL AT 16T @ 170 + 10t @ 170 Upto height 0.8m from top of base
slab MM C/C (Provided Ast =1644 > 601.4 sqmm )
Calculate Area of Steel
Check for minimum steel requirement
BEARING PRESSURE CHECK
(a) For 1200 mm wide cable
(i) Self weight of base slab = (25 x 2.2 x 5 x 0.3) =
(ii) Self weight of wall = (25 x 0.2 x 1.5 x 5 x 2) =
(iii) Back fill weight = (18 x 0.3 x1.5 x 5 x 2) =
(iv) cable tray weight = (3.5 x 5 x 4) =
(v) EC Panel load = (7 x 3) =
Total Weight =
Bearing Pressure = (329.50/(2.2 x 5) =
PROVIDED REINF. STEEL AT 10T @ 170 MM C/C (Provided Ast =461.95 sqmm > 310.0 sqmm )
4
101.25 Kn
75.00 Kn
81.00 Kn
105.00 Kn
50.50 Kn
412.75 Kn
30.57 Kn/sqm
112.50 Kn
75.00 Kn
81.00 Kn
105.00 Kn
373.50 Kn
24.90 Kn/sqm
(a) 16.5 KN
(b) 15 KN
(d) 16.2 KN
(e) 6 KN
53.7 KN
39.60 KN
1.36 < 1.2
Cable tray load = ( 2 x 3 ) =
Factor of safety against uplift = (down ward load)/(upward load) =
Uplift Check for 1200 m width cable trench
Weight of base slab = (25 x 2.2 x 0.3 x 1) =
Weight of Trench r.c.c. wall (25x1.50x0.2x1x2) =
Weight of soil back fill = (18x0.3x1.50x1x2) =
Total downward pressure =
Total Upward pressure (10x2.2x1.80x1) =
CHECK FOR UPLIFT
TOTAL UPWARD LOAD / M WIDTH
Total Weight =
Bearing Pressure = (373.50/(3.0 x 5) =
(i) Self weight of base slab = (25 x 3.0x 5 x 0.3) =
(ii) Self weight of wall = (25 x 0.2 x 1.5 x 5 x 2) =
(iii) Back fill weight = (18 x 0.3 x1.5 x 5 x 2) =
(iv) cable tray weight = (3.5 x 5 x 6) =
(b) For 1700 mm wide cable
(i) Self weight of base slab = (25 x 2.7 x 5 x 0.3) =
(ii) Self weight of wall = (25 x 0.2 x 1.5 x 5 x 2) =
(iii) Back fill weight = (18 x 0.3 x1.5 x 5 x 2) =
(iv) cable tray weight = (3.5 x 5 x 6) =
(v) LTMSB Panel load = (50.5 kn as per E.S.P. trench
layout drawing) =
Total Weight =
Bearing Pressure = (412.75/(2.7 x 5) =
(c) For 2000 mm wide cable
4
(a) 20.25 KN
(b) 15 KN
(d) 16.20 KN
(e) 8.00 KN
59.45 KN
48.60 KN
1.22 < 1.2
22.5 KN
15 KN
16.20 KN
12.00 KN
65.70 KN
54.00 KN
1.22 < 1.2
300 mm
50 mm
5 mm
245 mm
Rb Rd
Cable tray load = (2 x 4) =
Weight of Trench r.c.c. wall (25x1.50x0.2x1x2) =
Weight of soil back fill = (18x0.3x1.5x1x2) =
Total downward pressure =
Total Upward pressure (10x3.0x1.80x1) =
Factor of safety against uplift = (down ward load)/(upward load) =
Cable tray Load = (2.0 x 6) =
Total downward pressure =
Total Upward pressure (10x2.7x1.80x1) =
Factor of safety against uplift = (down ward load)/(upward load) =
Weight of base slab = (25 x 3.0 x 0.3 x 1) =
Uplift Check for 2000 m width cable trench
Uplift Check for 1700 m width cable trench
Weight of base slab = (25 x 2.7 x 0.3 x 1) =
Weight of Trench r.c.c. wall (25x1.50x0.2x1x2) =
Weight of soil back fill = (18x0.3x1.50x1x2) =
Overall depth of base slab =
Clear cover =
Dia of bar =
Effective depth of base slab =
Design of base slab
5
B D E
A
C
50 kn/m
0.4 2.2 0.4
150.00 Kn
75 Kn
4 Kn-m
-26.25 Kn-m
At support
4.00 kn-m
0.10
0.08 % < Minimum pt 0.12%
0.12 %
294.00 sqmm
26.25 kn-m
0.66
0.186% < Minimum pt 0.12%
0.186 %
455.7 sqmm
0.19 %
Reinforcement calculation
Bending moment at support =
Pt required for Ku (0.84) =
Reaction calculation
Bending moment at span =
Ku = (Mu/bd^2) =
Pt Provided =
Ast required =
Ast Provided 10 @170c/c both way at top (Provided ast = 461.95 sqmm > 294 sqmm)
Ku = (Mu/bd^2) =
Pt required for Ku (0.06) =
Ast Provided 10 @170c/c both way at bottom (Provided ast = 461.95 sqmm > 455.7 sqmm)
Provided Pt =
Rb = Rd = ( 50 x 3.0)/2 =
Bending moment calculation
B.M. at B = (50 x 0.4 x 0.4 x 0.5) =
B.M. at C = (50x1.5x1.5x0.5)-(75x1.1) =
Pt Provided =
Ast required =
Rb + Rd = ( 50 x 3.0) =
At Mid span
5
(A.3) Check for shear
(A.3.1)
15.00 kn
15.00 kn
0.09 N/sqmm
0.29 N/sqmm
τv < τc (Hence provided depth is ok in shear)
(A.3.2)
-37.75 kn
0.23 N/sqmm
0.29 N/sqmm
At cantilever face
τv < τc (Hence provided depth is ok in shear)
τc (Permissable shear stress of concrete for Pt (0.09%)
At a distance 0.3381 m from point A
(Unfactored shear force at support)Shear force at A = (50 x 0.30) =
Maximum design shear force at Support A (V) =
τv (Design shear stress) = (V/bd) =
Maximum design shear force at distance of (0.3+0.2+0.245) = 0.745 m from point A (V) =
τv (Design shear stress) = (V/bd) =
τc (Permissable shear stress of concrete for Pt (0.19%) =
66