Design Cwr j6261

7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY‐II and ading area on PPP mode and DBFOT Basis REPORT ACCOMPANYING THE STRUCTURAL DESIGN AND DRAWING OF 7000kL CAPACITY,''CLEAR WATER RESERVOIR'', AT 83MLD WTP AT MUNDALI 1 Preamble: The Public Health Engineering Organisation (Urban), Government of Orrissa (PHEO) has planned to develop the water supply system for the satellite towns of bhubaneswar (Khorda and jatni), and the several notable institutions and industries developing in close vicinity. The project components include intake works upstream of the source i.e. Munduli Barrage on Mahanandi river, Water treatment plant (WTP), Clear water transmission system, Master balancing reservoir (MBR), Clear water feeder mains with single point tappings to IIT Bhubaneswar, NISER, INFOCITY‐II, as well as distribution networks within Khorda and Jatni municipalities, including Pumping stations, Under ground tanks (UGTS), Ground service resrvoirs (GSR) and Elevated service reservoirs (ESRS) as required. The present document covers the Design Basis applicable to 7000 KL CLEAR WATER RESERVOIR at 83MLD WTP AT MUNDALI. 2. The CLEAR WATER RESERVOIR (CWR) : 2.1. General The general arrangements of the CWR is prepared based on the Scheme requirements. This Design is based on the IS Codes & Standards and Construction materials. 2.2. Salient features of CWR CWR Capacity Type Size of the CWR Length Width Depth of water Free Board SBC

: 7000 KL : Rectangular : 33 m : 33 m (Including Dead Storage) : 3.45 m : 0.5 m : 15 T/m²

Cover to Reinforcement Roof Slab 25mm Walls 45mm Roof Beams 35mm Columns 40mm Footings 50mm 2.3. Design Criteria & Specifications Basic considerations in design of structures is its stability, serviceability, durability, safety and over all economy satisfying to the relevant IS codes of practice & specifications. All the elements of the structure in with water are designed as uncracked section.

MEIL (BBSR) Bulk Water Supply Project Pvt. Ltd.

7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis 2.4. Codes & Standards IS 456 - 2000 IS 875 - 1987 IS 3370 - (Part I to IV)

-- Code of practice for plain & reinforced concrete -- Design Loads for Buildings and Structures -- Code of practice for Concrete structures for storage of liquids

2.5. Material of Construction The following materials has been proposed for the construction of the CWR : Grade of concrete M 30 For all R.C.C components HYSD Bars conforming to IS-1139:1966 or ISGrade of steel Fe 415 1786:1979 P.C.C (1:3:6) M 10 For foundation in P.C.C 2.6. Loads 2.6.1. Dead Load [DL] The weight of all permanent construction including Slab, Beam, Walls and other components are considered. The unit weight of materials are in accordance with IS: 875 (1987). However following unit weight has been considered for the design purpose. Concrete ( RCC) : 25 kN/m³ Soil : 21 kN/m³ (bulk density) water : 10 kN/m³ 2.6.2 Live Load [LL] Live Load is considered as per IS 875 (Part 2- 1987). The live Load on Roof Slab with access: 1.5 kN/m² 2.6.3 Water Load [WL] Total depth of water including freeboard is considered for calculating the weight of water and hydrostatic pressure for deg of the structure. 2.6.4 Soil Load Total depth of soil below ground level is considered for calculating the weight of soil and soil pressure for deg of the structure. 2.7 Foundation Parameters Safe Bearing Capacity of 150 kN/m² is considered. 2.8 Design Method All Structural Elements are designed by Working stress Method. (a)

Roof slab The roof slab is ed by the walls and the roof grid beams, which are connected to internal columns.


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis (b)

Roof Beam : The roof beams are resting on the wall and the inter connected to the interior columns.

(c)

Exterior & Middle wall : (i) Exterior wall : The wall is designed as a cantilever with varying thickness keeping internal face vertical and external face tapered from bottom to 2.6m and vertical above that. The thickness of the lower part of the wall is 0.6m and the thickness of the upper part of the wall is 0.25m. The wall is designed for the water pressure inside and no earth pressure out side and checked for earth pressure out side no water inside. The wall is designed as an uncracked section. (ii) Middle wall : The wall is designed as a cantilever with varying thickness keeping external face vertical and internal face tapered from bottom to 2.6m and vertical above that. The thickness of the lower part of the wall is 0.6m and the thickness of the upper part of the wall is 0.25m. The wall is designed for the water pressure inside and no earth pressure out side and checked for earth pressure out side no water inside. The wall is designed as an uncracked section.

(d)

Internal columns : Internal columns are proposed in the CWR to the roof slab. The columns are provided as a grid of 3.3 x 3.3 m in the center part of the reservoir.

(e)

Foundation : i) The foundation under external wall The footing is designed for the combined loads from the external wall as well as adjacent column. Footing is designed for no tension condition, and checked for maximum base pressure and base shear. It is designed as an uncracked section, accordingly reinforcement is provided. ii) The column footing is designed as isolated footing. (f) Access to CWR : M.S Rungs are proposed inside the tank and SS Ladder is proposed outside the tank (g) Ventilator Ventilator should provided with mosquito proof wire netting. 150 dia Vent pipe with cowls provided on roof . (h) Lightening Arrestor Lightening Arrestor of two complete sets with earthing as per IS:2309


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis

CONTENTS : SL. NO. (I) (i) (ii) (iii) (iv) (a) (b) (c)

DESCRIPTION DESIGN OF RESERVOIR PORTION CAPACITY CALCULATION AND DESIGN CONSTANTS DESIGN OF ROOF SLAB DESIGN OF ROOF BEAM DESIGN OF EXTERNAL WALLS DESIGN OF EXTERNAL WALL DESIGN OF FOUNDATION FOR EXTERNAL WALL DESIGN OF EXTERNAL WALL AT PIT DESIGN OF FOUNDATION FOR EXTERNAL WALLAT PIT DESIGN OF PARTITION WALL DESIGN OF FOUNDATION FOR PARTITION WALL

(d) (v) (vi) (vii) (viii)

DESIGN OF PARTITION WALL AT PIT DESIGN OF FOUNDATION FOR PARTITION WALLAT PIT DESIGN OF SUBMERGED COLUMN, C 1 DESIGN OF SUBMERGED COLUMN, C ₂ DESIGN OF FOUNDATION FOR SUBMERGED COLUMNS, C 1 , C₂ FLOOR FOUNDATION - NOMINAL DESIGN



DESIGN OF RECTANGULAR, CLEAR WATER RESERVOIR Capacity of reservoir for one chamber Depth of foundation Raft level considered Raft level considered at pit Length of Chamber -(L) Breadth of Chamber-(B) Dead storage in the reservoir Free board Depth of water in the reservoir Screed Concreete Varies from Height of water including free board Height of wall (H) Thickness of roof slab Continuous Roof beams Width Depth No of columns Size of internal column Width Depth Pedestals Above raft Length Width Depth Middle Walls Length Thickness above 2.6m height from bottom Thickness at bottom Plastering thickness of inside face of walls Side haunches Length side Width side Corner haunches Length side Width side Unit weight of Concrete Unit weight of water Unit weight of Wet soil SBC of soil considered Angle of internal friction (1-sinф)/(1+sinф) Ka =

= = = = = = = = =

ф

= = = = = = = = = = = = = = = = = = =

3500 3.350 + 39.850 + 38.850 33.00 33.00 0.10 0.50 3.45 0.06 3.95 3.95 0.15 0.25 0.45 100.00 0.30 0.30 1.10 1.10 0.25 33.00 0.25 0.60 0.02 0.20 0.20 0.45 0.45

KL m m m m m m m m m to m m m m m No's m m m m m m m m m m m m m

= = = = = =

25 10 21 150 30 0.33

kN/m³ kN/m³ kN/m³ kN/m² ⁰


0.02 m

7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis CAPACITY CALCULATIONS : =3.45 x 33 x 33

Total volume of water Deductions: Dead storage Pedestals Screed Concrete Columns

=33x33x0.1 =100x1.1x1.1x0.25 =((0.06+0.02)/2)x(33x33) =100 x0.3 x 0.3 x (3.45-0.25)

Side haunches Corner haunches Middle wall haunch Plastering Total deductions Net Capacity of tank

=0.5x0.2x0.2x((33-2x0.45)+(33-13)+(33-2x0.45)) =4x0.5x0.45x0.45x3.45 =0.5x2.6x(0.6-0.25)x33 =0.016x(2x33+2x33)x3.45 =108.9+30.25+43.56+28.8+1.68+1.4+15.02+7.29 =3757.05 - 236.9

Total net capacity of the tank available for one chamber Total net capacity of the tank available for two chamber

=

3757.05

m³

= = = =

108.9 30.25 43.56 28.80

m³ m³ m³ m³

=

1.68

m³

= = = = =

1.40 15.02 7.29 236.90 3520.15

m³ m³ m³ m³ m³

= =

3520.15 m³ 7040.3 m³

0.45 0.5

3.95 3.35

0.1

Grade of concrete Grade of steel

M 30 Fe 415

σcbc σst σcbc Other than water σst retaining structures Minimum percentage of steel

Design Constants = = m = 280/(3*σcbc) j= 1-k/3 10 N/mm² 130 N/mm² 10 N/mm² 230 N/mm² 0.35 %

30 N/mm2 415 N/mm2

m k

k = (m*σcbc)/[(m*σcbc)+σst] Q= 0.5*k*j*σcbc 9.3333 j 0.8607 0.4179 Q 1.7984

m 9.3333 j 0.9038 k 0.2887 Q 1.3046 (As per IS 3370 (Part 2) : 2009 Clause:8.1.1)

-- Permissible stresses in Concrete for Water Retaining Structures-(For No Crack Condition) (As per Table 1 of IS 3370 (Part 2) : 2009) ft Direct Tension stress = 1.5 N/mm² fbt Tension due to Bending stress = 2 N/mm²


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis DESIGN OF RESERVOIR PORTION DESIGN OF ROOF SLAB (A) Interior (B) Edge , Two adjacent edges discontinuous (C) One way slab DATA Clear cover of slab Thickness of the slab Dia of main R/F bar Eff. depth of slab

(A) 25 150 8 121

(B) 25 150 8 121

(C) 25 150 8 121

mm mm mm mm

Load details Self weight of slab Live Load on the slab Total load, W

3.75 1.5 5.25

3.75 1.5 5.25

3.75 1.5 5.25

kN/m² kN/m² kN/m²

3.30 3.30 3.05 3.050 0.25 -0.121 3.17 3.17 Ly/Lx 1

1.65 1.65 1.40 1.40 0.25 0.25 0.121 1.521 1.521 Ly/Lx 1

1.65 3.30 1.40 3.05 0.25 0.25 0.121 1.521 3.171 Ly/Lx 2.08

m m m m m m m m m m

Two-way

Two-way

One-way

Span details C/C span, x-axis C/C span, y-axis Clear span, x-axis Clear span, y-axis Width of beam Top width of wall Effective thk. of slab Eff. Shorter Span, Lx Eff. Longer Span, Ly Longer span/Shorter span

Moment coefficients obtained

Edge condition considered

(+)ve (-)ve

Cond'n

αx αy αx αy

1

Cond'n

4

All Four Edges continuous (Interior s)

Two Adjacent Edges Discontinuous

0.024 0.024 0.032 0.032

0.035 0.035 0.047 0.047

Therefore, the bending moments are as follows, Mx = αx Wu Lx² My = αy Wu Lx²


M=WxL^2/9

--

7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis Shorter span At , Mx (-) At mid span, Mx (+)

1.689 1.267

0.571 0.425

1.35kN-m

kN-m kN-m

1.689 1.267

0.571 0.425

--

kN-m kN-m

1.689

0.571

1.35

kN-m

121

121

121

mm

41.388 Thickness Ok

63.64 Thickness Ok

mm

42.175

99.713

mm²

262.5 0.217

262.5 0.217

mm² %

191.488 150 300 150 335.103 0.277

191.488 150 300 150 335.103 0.277

mm mm mm mm mm² %

Shorter span (Lx) 12.57

12.57

Longer span At , My (-) At mid span, My (+) Moment considered for design Effective depth provided, d Overall depth required,

Area of steel required, Ast req. Min. area of steel, Ast min. Percent'g of steel required, Pt Spacing required Maximum Spacing As per IS 3370(Part 2):2009Clause:8.1.1 Spacing provided Area of steel provided, Ast pro. Percent'g of steel provid'd, Pt

√(6M/;) 71.183 Thickness Ok M / (σst j d) 124.752 0.35 % of BD 262.5 0.217 191 150 300 150 335.103 0.277

Provide R/F of 8mm dia @ 150mm C/C as a mesh Check for deflection (L/d) actual (L/d) max. = (L/d) basic As per IS 456 :2000 Clause 24.1 f = Kt

26.207 [ (L/d) basic x Kt ] 32 (Continuous span)

28

28

(Simply ed)

(Simply ed)

0.58 fy (Ast req./Ast pro.) 189 2

189 2

189 2

(wrt f & Pt = 0.277%) (wrt f & Pt = 0.277%) (wrt f & Pt = 0.277%)

(L/d) max.

(From IS-456:2000, Fig.4, Fig.5 & Fig.6) 64 56 Safe in deflection Safe in deflection


56 Safe in deflection

N/mm²


Check for shear Shear force, V = Coeff.*(wL) Shear stress, τv = V/bd Value of k shear stress, τc

Lx Ly 8.663 8.663 0.072 1.3 0.241

Lx Ly 4.331 4.331 0.036 1.3 0.241

Lx 4.331 0.036 1.3 0.241

kN N/mm²

(wrt f & Pt = 0.277%) (wrt f & Pt = 0.277%) (wrt f & Pt = 0.277%)

Permissible shear stress, kτc

0.313 Safe in shear

0.313 Safe in shear


0.313 Safe in shear

N/mm²

7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis DESIGN OF ROOF BEAMS, (RB₁)

-[WdL²/10 + WsL²/9]

+[WdL²/16 + WsL²/12]

-[WdL²/12 + WsL²/9]

+[WdL²/16 + WsL²/12]

-[WdL²/10 + WsL²/9]

+[WdL²/12 + WsL²/10]

0

+[0.6WdL + 0.6WsL] (Outer Face)

0

+[0.5WdL + 0.6WsL]

0

+[0.6WdL + 0.6WsL] (Outer Face)

0

+[0.4WdL + 0.45WsL]

kN/m³ kN/m³ m m m mm

+[WdL²/12 + WsL²/10]

2

3

Shear Coefficients

+[0.55WdL + 0.6WsL] (Inner Face)

1

4

+[0.55WdL + 0.6WsL] (Inner Face)

0 +[0.4WdL + 0.45WsL]

25 10 0.30 X 0.30 0.25 0.45 35

0

Moment Coefficients Shear Coefficients

DATA Unit weight of concrete Unit weight of water Size of the columns Width of beam Depth of beam Cover to the reinforcement Continuous Beam Design :

Actual continuous beam criteria, 1.775

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

1.775

(1)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

3.3

3.30

Area 1.464

Area 2.723 Area 1.775 0.788


Area 2.723

3.3


Load Calculation Wt. of slab on span (1)& span (11) Wt. of slab on span (2) & span (10) Wt. of slab on span (3) to span (9) SW of beam

Total Dead Load, Wd

Span 1 & 11 Load 6.143

Live Load upon slab at span (1) & span (11) Live Load upon slab at span (2) & span (10) Live Load upon slab at span (3) to span (9)

Total Live Load, Ws

Span 1 & 11 Load 1.332

3.33 6.189 6.189 2.813

2 & 10 9.002

kN/m kN/m kN/m kN/m

3-9 9.002 kN/m

X - DIR.

1.332 kN/m 2.475 kN/m 2.475 kN/m 2 & 10 2.475

3-9 2.475 kN/m

Moment Calculations As Per IS 456-table-12 and 13 page-36 Moment at exterior end s 0 kN-m -[WdL²/10 + WsL²/9] Moment at next to End (9.002 x 3.3^2 /10)+(2.475 x 3.3^2 /9) -12.798 kN-m (At Top) -[WdL²/12 + WsL²/9] Moment at Other Interior s (9.002 x 3.3^2 /12)+(2.475 x 3.3^2 /9) -11.164 kN-m (At Top)

Moment near middle of End span +[WdL²/12 + WsL²/10] (6.143 x 1.775^2 /12)+(1.332 x 1.775^2 /10) 2.033 kN-m (At Bottom) +[WdL²/16 + WsL²/12] Moment near middle of interior span (9.002 x 3.3^2 /16)+(2.475 x 3.3^2 /12) 8.373 kN-m (At Bottom)

Shear calculations +[0.4WdL + 0.45WsL] Shear at End (0.4x6.143x1.775)+(0.45x1.332x1.775) 5.425 kN +[0.6WdL + 0.6WsL] Shear at next to end (Outer face) (0.6x9.002x1.775)+(0.6x2.475x1.775) 12.223 kN



+[0.55WdL + 0.6WsL] Shear at next to end (Inner face) (0.55x9.002x3.3)+(0.6x2.475x3.3) 21.239 kN

Shear at all other interior s (0.5x9.002x3.3)+(0.6x2.475x3.3) d req. Ast req. Pt

Sl.No.

1 2 3 4 5

Ast min. Pt. min Pt. max

√(6M/f b) M/(σst j d) 100 Ast / (bd)

+[0.5WdL + 0.6WsL]

19.754 kN = = =

0.85/fy * (bd) 0.20 % 4%

As per IS-456:2000 Clause 26.5.1.1

Overall Overall Eff. No. of No. of Ast Pt. Ast Moment Depth Depth Depth Ast min Bar dia bars bars provid provid required require provide provid required provided ed ed (kN-m)

(mm)

(mm)

(mm²)

(mm²)

(mm)

0 12.798 11.164 8.373 12.798

-391.9 366.0 317.0 391.9

-450 450 450 450

-254.2 221.7 166.3 254.2

-230.42 230.42 230.42 230.42

-12 12 12 12

399 399 399 399

(mm²)

-2.25 2.04 2.04 2.25

Check for shear Nominal shear stress, τv

= V/(bd) = 21.239 * 1000 / (250 * 450) = 0.213 N/mm² Pt = 0.302 τc = 0.25 N/mm² τv < τc Nominal shear R/F's are provided at a spacing gn. below.

Spacing, Sv = 0.87 fy Asv / (0.4 b) Providing 2L stirrup of 10 mm dia bars Asv = 157.1 mm² Sv = 0.87*415*157.08/(0.4*250) = 567.1 mm Max. shear spacing 1) 300 mm 2) 0.75 d = 330 mm Therefore, 2L Stirrups of 10mm dia bars at 200 mm spacing are provided.


-3 3 3 3

-339.3 339.3 339.3 339.3

(%)

-0.302 0.302 0.302 0.302


Check for deflection control Effective length of the critical beam, L = 3300 mm (L/d) actual = (3300/415) = 7.952 (L/d) max. = [ (L/d) basic x Kt x Kc x Kf ] (L/d) basic = 26 (Continuous beam) f = 0.58 fy (Ast req./Ast pro.) = 180.3 N/mm² (From IS-456:2000, Fig.4, Fig.5 Kt = 2 (w.r.t f & Pt = 0.302 %) & Fig.6) 1.09 (w.r.t Pc = 0.302 %) Kc = Kf = 1 (w.r.t web/flange width = 1) (L/d) max. = 26*2*1.09*1 = 56.68 (L/d) actual (L/d) max. 7.952 < 56.68 Okay Hence deflection control is satisfied.


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis DESIGN OF EXTERNAL WALL Unit weight of Concrete Unit weight of water Unit weight of soil SBC of soil considered Angle of internal friction Ka= (1-sinф)/(1+sinф) Depth of water Top width Bottom width

= = = = = = = = =

ф

25 10 21 150 30 0.333 3.45 0.25 0.60

kN/m³ kN/m³ kN/m³ kN/m² ⁰ m m m

5.43kN 0.25 +TL 44.25 0.45 0.50 W₁

H = 1.50

0.55 GL +42.75

2.900

3.600

21.239kN W₂ 0.60 EL +39.850 1.65

W₃

EL +39.150

0.7

B

A 2.20

0.25 0.35 3.80

1.0

CASE (1) : For water load with no soil load

63.31 24.1

74.001

Heel

91.823

Toe

CASE (2) : For wall with one side earth fill, with no water

40.22 40.22

Heel

67.631

60.42 Toe


5.10


Case 1. Moment due to water pressure Water Height = Minimum Reinf. = Ht (from top) 0 0.1xh 0.2xh 0.3xh 0.4xh 0.5xh 0.6xh 0.7xh 0.8xh 0.9xh 1.0xh

0 0.395 0.79 1.185 1.58 1.975 2.37 2.765 3.16 3.555 3.95

=

0.5 * γw* H * H * (H/3)

3.950 0.35%

BM (kND Reqd D Prov Eff Depth m)

Ast Reqd

Ast Min

0 0.1027 0.8217 2.7733 6.5739 12.84 22.187 35.232 52.591 74.88 102.72

0 4.61 36.9 115.13 223.42 369.4 553.4 775.59 1036.07 1340.25 1678.25

437.50 437.50 437.50 466.01 549.44 632.87 716.29 799.72 875.00 875.00 875.00

0 17.554 49.651 91.214 140.43 196.26 257.99 325.11 397.21 473.96 555.11

250.0 250.0 250.0 266.3 314.0 361.6 409.3 457.0 504.7 552.3 600.0

199 199 199 215.293 262.966 310.638 358.31 405.983 453.655 499.328 547

Dia Assu med 12 12 12 12 12 12 12 12 12 16 16

Spacin Spacing Ast Prov g Reqd Prov 258.50 258.50 258.50 242.70 205.80 178.70 157.90 141.40 109.20 150.00 119.80

Distribution Reinforcement from bottom to till ground: Dia of bars proposed to be used Area of each bar Minimum percentage of steel required Minimum area of steel required The spacing of bars required at the bottom face Provided spacing of bars Area of steel provided at the bottom

= = = = = = =

12 113.1 0.35 875 129.3 100 1131

mm mm² % mm² mm C/C mm C/C mm²

Distribution Reinforcement above ground: Dia of bars proposed to be used Area of each bar Minimum percentage of steel required Minimum area of steel required The spacing of bars required at the bottom face Provided spacing of bars Area of steel provided at the bottom

= = = = = = =

12 113.1 0.35 437.5 258.5 200 565.5



200 200 200 200 200 100 100 100 100 100 100

565.5 565.5 565.5 565.5 565.5 1131 1131 1131 1131 2010.6 2010.6

7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis Case 2. Moment due to soil pressure Soil Height = Minimum Reinf. =

=

0.5 * Ka * γw* H * H * (H/3)

2.900 0.35%

Ht (from top) 0 0.1xh 0.2xh 0.3xh 0.4xh 0.5xh 0.6xh 0.7xh 0.8xh 0.9xh 1.0xh

0 0.29 0.58 0.87 1.16 1.45 1.74 2.03 2.32 2.61 2.9

BM 0 0.0284 0.2274 0.7675 1.8192 3.5532 6.1399 9.7499 14.554 20.722 28.425

D Reqd 0 9.2345 26.119 47.984 73.876 103.24 135.72 171.03 208.95 249.33 292.02

D Prov Eff Depth 250.0 199 285.0 234 320.0 269 355.0 304 390.0 339 425.0 374 460.0 409 495.0 444 530.0 479 565.0 514 600.0 549

Ast Reqd 0 1.09 7.56 22.56 47.96 84.91 134.17 196.26 271.55 360.31 462.74

Ast Min 437.50 498.75 560.00 621.25 682.50 743.75 805.00 866.25 875.00 875.00 875.00

Dia Assu med 12 12 12 12 12 12 12 12 12 12 12

Spacin Spacing g Reqd Prov Ast Prov 258.50 100 1131 226.80 100 1131 202.00 100 1131 182.00 100 1131 165.70 100 1131 152.10 100 1131 140.50 100 1131 130.60 100 1131 129.30 100 1131 129.30 100 1131 129.30 100 1131


= = = = = = =

12 113.1 0.35 875 129.3 100 1131



= = = = = = =

12 113.1 0.35 437.5 258.5 200 565.5


Check for shear Shear force P Nominal shear stress

= τv Pt τc

γ * H²/2 = = V/(bd) = 0.143 N/mm² = 0.206 = 0.212 N/mm²

78.013 KN

Safe in shear


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis Inner face Main RF

12mm dia bars @ 100mm c/c spacing till 2.9m from bottom 12mm dia bars @ 200mm c/c spacing for remaining wall and add 12mm dia bars of length 1.5m extraas from bottom

Distribution RF

12mm dia bars @ 100mm c/c spacing till ground level and 12mm dia bars @ 200mm c/c spacing above ground level. 12mm dia bars @ 100mm c/c spacing till ground level and 12mm dia bars @ 200mm C/C spacing above ground level. 12mm dia bars @ 100mm c/c spacing till ground level and 12mm dia bars @ 200mm c/c spacing above ground level.

Outer face Main RF Distribution RF

DESIGN OF FOUNDATION FOR EXTERNAL WALL CASE (1) : For water load with no soil load Lever arm Sl. NO Description Load in (kN) (m) form A Load from Roof Beam P1= 5.425 5.425 1 1.475 2 27.5 1.475 W1= 0.25 * 4.4 * 25 3 12.688 1.233 W2= 0.5 x 0.35 x 2.9x 25 4 66.5 1.9 W3= 0.7 x 3.8 x 25 5 86.9 2.7 Wt. of Water= 2.2 x 3.95 x 10 6 21.239 3.25 Load from Roof Column = 21.239 6 78.013 2.017 Moment due to water pressure Total Load (W)

220.252 = = = = = =

Z Eccentricity e b/6

Pmax

Pmin

Check for over turning:

336.9 / 220.25 1.53 m b/2 -Z 0.370 m 3.8 / 6 0.633 m

6*e W     * 1 + b b    

=

91.82 kN/m²

=

< HENCE OK 6*e W     * 1 − b   b   24.1 kN/m² < HENCE OK

= = =

µ ΣV / Ph

= = =

ΣMR / ΣMO

8.002 40.563 15.649 126.35 234.63 69.027 -157.326 336.90

HENCE OK

=

= Check for sliding:

Moment about A (kN-m)

0.55 x 220.252 / 78.013 1.553 >

425.194 / 157.326 2.432 >

150 kN/m²

150 kN/m²

1.5

Hence SAFE

2

Hence SAFE


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis Design of Heel slab : Max. pressure at the edge of toe Min. pressure at the edge of heel Pressure at wall edge of Heel Max. upward bending moment

= = = =

(WuL²/2 + WvL²/6)

91.823 24.100 63.308 89.950

Deducting Moment due to self weight Deducting Moment due to water Deducting Moment due to column reaction Net design Downward moment for heel slab. Minimum thickness required √(6M/fB)

= = = = =

42.350 95.590 35.044 -83.04 499.1

Main R/F Area of steel required Dia of bars 1 Dia of bars 2 Area of bars Clear cover to be provided Effective depth available Minimum area of steel required The spacing of bars required at the top face Provided spacing of bars Area of steel provided at the Top

= = = = = = = = = =

1156.0 16 0 201.062 50 642 875 173.9 150 1340.41

mm² mm mm mm² mm mm mm² mm C/C mm C/C mm²

Distribution R/F Area of steel required near bottom face Dia. of bars adopted for top face Area of bar Spacing of bars required Spacing Provided

= = = = =

875 12 113.1 129.26 100

mm² mm mm² mm C/C mm C/C

= = = =

50.49 0.079 0.209 0.213

kN N/mm² % N/mm²

Check for shear Net Shear force in heel slab Shear stress, τv = V/bd Pt Permissible shear stress, τc(For Pt = 0.209%)

Required Steel ---

kN-m kN-m kN-m kN-m mm

kN/m² kN/m² kN/m² kN-m

Thickness OK

Safe in shear

Main reinforcement of 16mm dia bars @ 150mm c/c spacing in the top face and distribution reinforcement of 12mm dia bars @ 100mm c/c spacing in the top face of heel slab portion.


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis Design of Toe Slab : Max. pressure at the edge of toe Min. pressure at the edge of heel Upward soil pressure Moment due to upward soil pressure Deducting Moment due to self weight Net design Upward moment for toe slab. Total thickness required for uncracked section Effective depth available Area of steel required Minimum area of steel required on each face

= = = =

(WuL²/2 + WvL²/3) = = = = = =

8.750 34.19 320.27 644 474.49 875

=

mm mm mm² mm C/C mm C/C mm²


Main R/F Dia of bars 1 Dia of bars 2 Area of bars Spacing of bars required Provided spacing Area of steel to be provided on top face

= = = =

12 0 113.097 129.25 100 1130.97

Distribution R/F Area of steel required near bottom face Dia. of bars adopted for bottom face Area of bar Spacing of bars required Spacing Provided

= = = = =

875 12 113.097 129.254 100

Required Steel ---

91.823 24.100 74.001 42.94

kN-m kN-m mm mm mm² mm²


+ Thickness OK

Main reinforcement of 12mm dia bars @ 100mm c/c spacing in the bottom face and distribution reinforcement of 12mm dia bars @ 100mm c/c spacing in the bottom face of toe slab portion.

Check for shear Net Shear force in toe slab Shear stress, τv = V/bd Permissible shear stress, τc

Pt (For Pt = 0.176%)

= = = =

65.412 0.102 0.176 0.197


kN N/mm² % N/mm²

Safe in shear

7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis CASE (2) : For wall with one side earth fill, with no water Sl. NO

Description

1 2 3 4 5 6 6 7

Load in (kN)

P1= 5.425 W1= 0.25 x 4.4 x 25 W2= 0.5 x 0.35 x 2.9 x 25 W3= 0.7 x 3.8 x 25 Wt of Soil Rect= 1 x 2.9 x 21 Wt of Soil Tri= 0.5x1 x 2.9 x 21 Load from Roof Column = 21.239 Moment due to soil pressure Total Load (W)

5.425 27.5 12.688 66.5 60.9 10.658 21.239 45.315 204.910

= 422.34 / 204.91 = 2.06 m Eccentricity e = b/2 -Z = -0.161 m b/6 = 3.8 / 6 = 0.633 m HENCE OK Maximum and Minimum Pressure at the base are given 6*e W     * 1 + Pmin = b b     = 40.22 kN/m² <

Lever arm (m) form B 2.325 2.325 2.567 1.9 3.3 2.7 0.550 1.2

Moment about B (kN-m) 12.613 63.938 32.566 126.35 200.97 28.598 11.681 -54.378 422.34

Z

Pmax

= =

Check for sliding:


= = = = = =

150 kN/m²

HENCE OK

150 kN/m²

HENCE OK

6*e W     * 1 − b b     67.63 kN/m²

<

µ ΣV / Ph

0.55 x 204.91 / 45.315 2.487 >

1.5 Hence SAFE

ΣMR / ΣMO

465.035 / 54.378 8.552 >

2 Hence SAFE

Design of Heel slab : Max. pressure at the edge of toe Min. pressure at the edge of heel Pressure at wall edge of Heel Max. upward bending moment

= = = =

Deducting Moment due to self weight Deducting Moment due to column reaction Net design Upward moment for heel slab. Minimum thk required √(6M/fB)

= = = =

67.631 kN/m² 40.216 kN/m² 51.759 kN/m² 110.126 kN-m (WuL²/2 + WvL²/3) 42.350 35.044 32.74 313.4


kN-m kN-m kN-m mm

+ Thickness OK


Main R/F Area of steel required Minimum area of steel required Adopted dia of bars Area of bars Clear cover to be provided Effective depth available The spacing of bars required at the bottom face Provided spacing of bars Area of steel provided at the bottom

= = = = = = = = =

454.4 875 12 113.097 50 644 129.3 100 1130.97

mm² mm² mm mm² mm mm mm C/C mm C/C mm²

Distribution R/F Area of steel required near top face Dia. of bars adopted for bottom face Area of bar Spacing of bars required Spacing Provided

= = = = =

875 12 113.097 129.25 100


= = = =

41.434 0.064 0.176 0.197

kN N/mm² % N/mm²

Check for shear Shear force , V Shear stress, τv = V/bd Permissible shear stress, τc

Pt (For Pt = 0.176%)

OK

Main reinforcement of 12mm dia bars @ 100mm c/c spacing in the bottom face Required Steel -and distribution reinforcement of 12mm dia bars @ 100mm c/c spacing in the bottom face of heel slab portion. Design of Toe Slab : Max. pressure at the edge of toe Min. pressure at the edge of heel Upward soil pressure Moment due to upward soil pressure Deducting Moment due to soil Deducting Moment due to self weight Net design Downward moment for toe slab. Total thickness required for uncracked section Effective depth available Area of steel required Minimum area of steel required on each face

= = = =

(WuL²/2 + WvL²/6) = = = = = = =

30.45 8.750 -7.79 152.87 644 108.10 875


kN-m kN-m kN-m mm mm mm² mm²

67.631 40.216 60.417 31.41


OK


Main R/F Dia. of bars adopted for bottom face Area of bar Spacing of bars required Provided spacing Area of steel to be provided on bottom face

= = = = =

12 113.097 129.25 100 1130.97

mm mm² mm C/C mm C/C mm²

Distribution R/F Area of steel required near top face Dia. of bars adopted for top face Area of bar Spacing of bars required Spacing Provided

= = = = =

875 12 113.097 129.254 100


= = = =

14.376 0.022 0.176 0.197

kN N/mm² % N/mm²


Required Steel ---

Pt (For Pt = 0.176%)

Main reinforcement of 12mm dia bars @ 100mm c/c spacing in the top face and distribution reinforcement of 12mm dia bars @ 100mm c/c spacing in the top face of toe slab portion.


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis DESIGN OF EXTERNAL WALL AT PIT Unit weight of Concrete Unit weight of water Unit weight of soil SBC of soil considered Angle of internal friction Ka= (1-sinф)/(1+sinф) Depth of water Top width Bottom width

= = = = = = = = =

ф

25 10 21 150 30 0.333 4.45 0.25 0.80


5.43kN 0.25

+TL 44.25 0.45 0.50

H = 1.50

W₁ 0.55

GL +42.75

3.900

4.900

21.239kN W₂ 0.80 EL +38.850 1.65

W₃

1

B 2.80

0.25 0.55 4.60

A

EL +37.850

1.0

CASE (1) : For water load with no soil load

87.96 10.31

Heel

110.145 137.877 Toe

CASE (2) : For wall with one side earth fill, with no water

62.94 49.53

Heel

76.344 83.792

Toe


6.40


Case 1. Moment due to water pressure Water Height = Minimum Reinf. = Ht (from top) 0 0.1xh 0.2xh 0.3xh 0.4xh 0.5xh 0.6xh 0.7xh 0.8xh 0.9xh 1.0xh

0 0.495 0.99 1.485 1.98 2.475 2.97 3.465 3.96 4.455 4.95

=

0.5 * γw* H * H * (H/3)

4.950 0.35%


Ast Reqd

Ast Min

0 0.2021 1.6172 5.4579 12.937 25.268 43.663 69.336 103.5 147.36 202.15

0 9.08 72.63 187.36 350.21 564.63 830.69 1152.72 1522.91 1944.84 2425.01

437.50 437.50 437.50 544.86 667.02 789.18 875.00 875.00 875.00 875.00 875.00

0 24.626 69.653 127.96 197.01 275.33 361.93 456.08 557.22 664.9 778.74

250.0 250.0 250.0 311.3 381.2 451.0 520.8 590.6 660.4 730.2 800.0

199 199 199 260.346 330.154 399.962 469.769 537.577 607.385 677.192 745

Dia Spacing Spacin Assu Reqd g Prov med 12 258.50 200 12 258.50 200 12 258.50 200 12 207.60 200 12 169.60 100 12 143.30 100 12 129.30 100 16 174.40 100 16 132.00 100 16 103.40 100 20 129.50 100


= = = = = = =

12 113.1 0.35 875 129.3 100 1131



= = = = = = =

12 113.1 0.35 437.5 258.5 200 565.5



Ast Prov 565.5 565.5 565.5 565.5 1131 1131 1131 2010.6 2010.6 2010.6 3141.6

7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis Case 2. Moment due to soil pressure Soil Height = Minimum Reinf. = Ht (from top) 0 0.1xh 0.2xh 0.3xh 0.4xh 0.5xh 0.6xh 0.7xh 0.8xh 0.9xh 1.0xh

0 0.39 0.78 1.17 1.56 1.95 2.34 2.73 3.12 3.51 3.9

BM 0 0.0691 0.5531 1.8667 4.4247 8.642 14.933 23.714 35.398 50.4 69.136

D Reqd. 0 14.402 40.734 74.833 115.21 161.02 211.66 266.72 325.87 388.85 455.42

=

0.5 * Ka * γw* H * H * (H/3)

3.900 0.35%

Eff D Prov. Depth. 250.0 199 305.0 254 360.0 309 415.0 364 470.0 419 525.0 474 580.0 529 635.0 584 690.0 639 745.0 694 800.0 749

Ast Reqd. 0 2.43 16 45.83 94.38 162.95 252.3 362.9 495.09 649.05 824.95

Ast Min 437.50 533.75 630.00 726.25 822.50 875.00 875.00 875.00 875.00 875.00 875.00

Dia Assu Spacing Spacin med Reqd g Prov Ast Prov 12 258.50 100 1131 12 211.90 100 1131 12 179.50 100 1131 12 155.70 100 1131 12 137.50 100 1131 12 129.30 100 1131 12 129.30 100 1131 12 129.30 100 1131 12 129.30 100 1131 12 129.30 100 1131 12 129.30 100 1131


= = = = = = =

12 113.1 0.35 875 129.3 100 1131



= = = = = = =

12 113.1 0.35 437.5 258.5 200 565.5



τv Pt τc

= = = = =

γ * H²/2 = V/(bd) 0.164 N/mm² 0.151 0.184 N/mm²

122.513 KN

Safe in shear



Inner face Main RF

12mm dia bars @ 100mm c/c till 3.9m from bottom and 12mm dia bars @ 200mm c/c for remaining wall and add extra 16mm dia bars @ 100mm c/c of length 2m from bottom.

Distribution RF

12mm dia bars @ 100mm c/c spacing till ground level and 12mm dia bars @ 200mm c/c spacing above ground level.

Outer face Main RF

12mm dia bars @ 100mm c/c spacing till ground level and 12mm dia bars @ 200mm C/C spacing above ground level.

Distribution RF

12mm dia bars @ 100mm c/c spacing till ground level and 12mm dia bars @ 200mm c/c spacing above ground level.

DESIGN OF FOUNDATION FOR EXTERNAL WALL AT PIT CASE (1) : For water load with no soil load Sl. NO

Description

Load in (kN)

Load from Roof Beam P1= 5.425 W1= 0.25 * 5.4 * 25 W2= 0.5 x 0.55 x 3.9x 25 W3= 1 x 4.6 x 25 Wt. of Water= 2.8 x 4.95 x 10 Load from Roof Column = 21.239 Moment due to water pressure

1 2 3 4 5 6 6

5.425 33.75 26.813 115 138.6 21.239 122.513

Total Load (W)

Eccentricity e b/6

Pmax

Pmin

1.675 1.675 1.367 2.3 3.2 3.45 2.650

9.087 56.531 36.644 264.5 443.52 73.275 -324.659 558.90

HENCE OK

6*e W     * 1 + b   b  

=

137.9 kN/m²

=

= = =

558.9 / 340.83 1.64 m b/2 -Z 0.660 m 4.6 / 6 0.767 m

=

= Check for sliding:


340.827 = = = = = =

Z

Lever arm (m) form A

< HENCE OK 6*e W     * 1 − b   b   10.31 kN/m² < HENCE OK

150 kN/m²

150 kN/m²

µ ΣV / Ph

0.55 x 340.827 / 122.513 1.53 >

1.5

Hence SAFE Check for over turning: =

= =

ΣMR / ΣMO

810.282 / 324.659 2.246 >

2

Hence SAFE



= = = =

(WuL²/2 + WvL²/6)

137.877 10.309 87.959 141.874


= = = = =

98.000 194.040 35.044 -185.21 745.4

kN-m kN-m kN-m kN-m mm


= = = = = = = = = =

1757.2 16 0 201.062 50 942 875 114.4 100 2010.62



= = = = =

875 12 113.1 129.26 100


= = = =

92.264 0.098 0.213 0.215

kN N/mm² % N/mm²


Required Steel ---


Thickness OK

Safe in shear



7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis Design of Toe Slab : Max. pressure at the edge of toe Min. pressure at the edge of heel Upward soil pressure Moment due to upward soil pressure

= = = =

(WuL²/2 + WvL²/3)

Deducting Moment due to self weight Net design Upward moment for toe slab. Total thickness required for uncracked section Effective depth available Area of steel required Minimum area of steel required on each face

= = = = = =

12.500 51.82 394.27 944 490.57 875

=




= = = =

12 0 113.097 129.25 100 1130.97


= = = = =

875 12 113.097 129.254 100

Required Steel ---

137.877 10.309 110.145 64.32



+ Thickness OK


Check for shear Net Shear force in toe slab Shear stress, τv = V/bd Pt Permissible shear stress, (For Pt = 0.12%)

= = = =

99.011 0.105 0.12 0.166


kN N/mm² % N/mm²

Safe in shear

7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis CASE (2) : For wall with one side earth fill, with no water Sl. NO

Description

1 2 3 4 5 6 6 7

Load in (kN) 5.425 33.75 26.813 115 81.9 22.523 21.239 83.951 306.650

P1= 5.425 W1= 0.25 x 5.4 x 25 W2= 0.5 x 0.55 x 3.9 x 25 W3= 1 x 4.6 x 25 Wt of Soil Rect= 1 x 3.9 x 21 Wt of Soil Tri= 0.5x1 x 3.9 x 21 Load from Roof Column = 21.239 Moment due to soil pressure Total Load (W)

= = Eccentricity e = = b/6 = =

765.83 / 306.65 2.50 m b/2 -Z -0.197 m 4.6 / 6 0.767 m

Z

Lever arm (m) form B 2.925 2.925 3.233 2.3 4.1 3.4 1.150 1.6

Moment about B (kN-m) 15.868 98.719 86.695 264.5 335.79 76.952 24.425 -137.12 765.83

HENCE OK

Maximum and Minimum Pressure at the base are given Pmin

=

= =

Check for sliding:

= = =

Check for over turning: =

= =

6*e    * 1 + b   

49.53 kN/m²

= Pmax

W   b

<

150 kN/m²

HENCE OK

<

150 kN/m²

HENCE OK

6*e W     * 1 − b   b   83.79 kN/m² ΣV / Ph

0.55 x 306.65 / 83.951 2.009 >

1.5

Hence SAFE

2

Hence SAFE

ΣMR / ΣMO

878.524 / 137.12 6.407 >



= = = =

Deducting Moment due to self weight Deducting Moment due to column reaction Net design Upward moment for heel slab. Minimum thk required √(6M/fB)

= = = =

98.000 35.044 88.38 514.9

Main R/F Area of steel required Minimum area of steel required Adopted dia of bars Area of bars Clear cover to be provided Effective depth available The spacing of bars required at the bottom face Provided spacing of bars Area of steel provided at the bottom

= = = = = = = = =

836.7 875 12 113.097 50 944 129.3 100 1130.97

mm² mm² mm mm² mm mm mm C/C mm C/C mm²

Distribution R/F Area of steel required near top face Dia. of bars adopted for bottom face Area of bar Spacing of bars required Spacing Provided

= = = = =

875 12 113.097 129.25 100


Check for shear Shear force , V Shear stress, τv = V/bd Pt Permissible shear stress, τc (For Pt = 0.12%)

= = = =

66.221 0.07 0.12 0.166

83.792 kN/m² 49.533 kN/m² 62.939 kN/m² 221.418 kN-m (WuL²/2 + WvL²/3)

kN N/mm² % N/mm²

kN-m kN-m kN-m mm

+ Thickness OK

OK

Main reinforcement of 12mm dia bars @ 100mm c/c spacing in the bottom face and Required Steel distribution reinforcement of 12mm dia bars @ 100mm c/c spacing in the bottom -face of heel slab portion.


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis Design of Toe Slab : Max. pressure at the edge of toe Min. pressure at the edge of heel Upward soil pressure Moment due to upward soil pressure

= = = =

(WuL²/2 + WvL²/6)

Deducting Moment due to soil Deducting Moment due to self weight Net design Downward moment for toe slab. Total thickness required for uncracked section Effective depth available Area of steel required Minimum area of steel required on each face

= = = = = = =

40.95 12.500 -14.04 205.21 944 132.89 875

Main R/F Dia. of bars adopted for bottom face Area of bar Spacing of bars required Provided spacing Area of steel to be provided on bottom face

= = = = =

12 113.097 129.25 100 1130.97

mm mm² mm C/C mm C/C mm²

Distribution R/F Area of steel required near top face Dia. of bars adopted for top face Area of bar Spacing of bars required Spacing Provided

= = = = =

875 12 113.097 129.254 100


= = = =

26.832 0.028 0.12 0.166

kN N/mm² % N/mm²


Required Steel ---

Pt (For Pt = 0.12%)

kN-m kN-m kN-m mm mm mm² mm²

83.792 49.533 76.344 39.41


OK

Main reinforcement of 12mm dia bars @ 100mm c/c spacing in the top face and distribution reinforcement of 12mm dia bars @ 100mm c/c spacing in the top face of toe slab portion.


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis DESIGN OF PARTITION WALL Unit weight of Concrete Unit weight of water Unit weight of soil SBC of soil considered Angle of internal friction Ka= (1-sinф)/(1+sinф) Depth of water Top width Bottom width

ф

= = = = = = = = =

5.425 kN 0.25

25 10 21 150 30 0.333 3.45 0.25 0.60 0.05 5.425 kN 0.25


+TL 44.25 0.45 0.50

W1

H = 1.50

W3

Wb

0.55 EL +42.75

Wa 5.10 Wc

2.900 21.239kN

21.239kN 3.60 W2

W4

0.60

0.60

1.65

EL +39.850 1.65

W5

EL +39.150

0.7

B 1.40

0.35

Heel

57.26

0.25 4.05

0.25 0.05

0.35

1.40

75.40 36.95

A

95.71 Toe



Moment due to water pressure Water Height Minimum Reinf. Ht (from top) 0 0.1xh 0.2xh 0.3xh 0.4xh 0.5xh 0.6xh 0.7xh 0.8xh 0.9xh 1.0xh

0 0.395 0.79 1.185 1.58 1.975 2.37 2.765 3.16 3.555 3.95

= = =

0.5 * γw* H * H * (H/3)

3.950 0.35%


Ast Reqd

Ast Min

0 0.1027 0.8217 2.7733 6.5739 12.84 22.187 35.232 52.591 74.88 102.72

0 4.61 36.9 115.13 223.42 369.4 553.4 775.59 1040.66 1340.25 1678.25

437.50 437.50 437.50 466.01 549.44 632.87 716.29 799.72 875.00 875.00 875.00

0 17.554 49.651 91.214 140.43 196.26 257.99 325.11 397.21 473.96 555.11

250.0 250.0 250.0 266.3 314.0 361.6 409.3 457.0 504.7 552.3 600.0

199.000 199.000 199.000 215.293 262.966 310.638 358.310 405.983 451.655 499.328 547.000

Dia Spaci Spacing Assu ng Ast Prov Reqd med Prov 12 258.50 200 565.5 12 258.50 200 565.5 12 258.50 200 565.5 12 242.70 200 565.5 12 205.80 100 1131 12 178.70 100 1131 12 157.90 100 1131 12 141.40 100 1131 16 193.20 100 2010.6 16 150.00 100 2010.6 16 119.80 100 2010.6

Distribution Reinforcement from bottom to till ground: Dia of bars proposed to be used Area of each bar Minimum percentage of steel required

= = =

12 mm 113.1 mm² 0.35 %

Minimum area of steel required The spacing of bars required at the bottom face Provided spacing of bars Area of steel provided at the bottom

= = = =

875 129.3 100 1131

mm² mm C/C mm C/C mm²


= = = = = = =

12 113.1 0.35 437.5 258.5 200 565.5


Check for shear Shear force P γ * H²/2 = = Nominal shear stress, = V/(bd) = 0.143 N/mm² Pt = 0.368 τc = 0.273 N/mm²

78.013 KN

Safe in shear



Inner face Main RF

12mm dia bars @ 100mm c/c spacing till 2.9m from bottom 12mm dia bars @ 200mm c/c spacing for remaining wall and add 12mm dia bars of length 1.5m extraas from bottom

Distribution RF

12mm dia bars @ 100mm c/c spacing till 2.9m from bottom and 12mm dia bars @ 200mm c/c spacing above ground level.

Outer face Main RF

12mm dia bars @ 100mm c/c spacing till ground level and 12mm dia bars @ 200mm C/C spacing above ground level.

Distribution RF


DESIGN OF FOUNDATION FOR PARTITION WALL CASE (1) : For one side water load Sl. NO

Description

Load in (kN)

Load from Roof Beam P1= 5.425 Load from Roof Beam P2= 5.425 W1= 0.25 * 4.4 * 25 W2= 0.5 x 0.35 x 2.9x 25 W3= 0.25 * 4.4 * 25 W4= 0.5 x 0.35 x 2.9x 25 W5= 0.7 x 4.05 x 25 Wt. of Water Wa= 1.4 x 3.95 x 10 Wt. of Water Wb= 0.35 x 1.05 x 10 Wt. of Water Wc=0.5x0.35x2.9x10 Load from Roof Column 1 = 21.239 Load from Roof Column 2 = 21.239 Moment due to water pressure

1 2 3 4 5 6 7 8 9 10 11 12 13

5.425 5.425 27.500 12.688 27.500 12.688 70.875 55.300 3.675 5.075 21.239 21.239 78.013

Total Load (W) Z Eccentricity e b/6

Pmax

Pmin



2.175 1.875 2.175 2.417 1.875 1.633 2.025 3.350 2.475 2.417 3.950 0.100 2.017

268.629 = = = = = =

463.57 / 268.63 1.73 m b/2 -Z 0.299 m 4.05 / 6 0.675 m

11.799 10.172 59.813 30.667 51.563 20.72 143.522 185.255 9.096 12.266 83.894 2.124 -157.326 463.57

HENCE OK

=

6*e W     * 1 + b   b  

=

95.71 kN/m²

=

6*e W     * 1 − b   b  

=

36.95 kN/m²

<

150 kN/m²

HENCE OK

<

150 kN/m²

HENCE OK


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis Check for sliding:

= = =

Check for over turning: =

= =

µ ΣV / Ph

0.55 x 268.629 / 78.013 1.894 >

1.5

Hence SAFE

2

Hence SAFE

ΣMR / ΣMO

513.511 / 157.326 2.938 >


= = = =

(WuL²/2 + WvL²/6)


= = = = =

17.150 38.710 35.044 -48.06 379.7


= = = = = = = = = =

667.0 12 0 113.097 50 644 875 129.3 100 1130.97



= = = = =

875 12 113.1 129.26 100


= = = =

35.094 0.054 0.176 0.197

kN N/mm² % N/mm²


Required Steel ---

95.709 36.947 57.260 42.844


kN-m kN-m kN-m kN-m mm Thickness OK

Safe in shear




Design of Toe Slab : Max. pressure at the edge of toe Min. pressure at the edge of heel Upward soil pressure Moment due to upward soil pressure

= = = =

(WuL²/2 + WvL²/3)


= = = = = =

17.150 70.01 458.29 644 971.57 875

=




= = = =

12 0 113.097 116.41 100 1130.97


= = = = =

875 12 113.097 129.254 100

Required Steel ---


95.709 36.947 75.396 87.16


+ Thickness OK



= = = =

74.035 0.115 0.176 0.197


kN N/mm² % N/mm²

Safe in shear

7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis DESIGN OF PARTITION WALL AT SUMP Unit weight of Concrete Unit weight of water Unit weight of soil SBC of soil considered Angle of internal friction Ka= (1-sinф)/(1+sinф) Depth of water Top width Bottom width

ф

= = = = = = = = =

5.425 kN 0.25

25 10 21 150 30 0.333 4.45 0.25 0.80 0.05 5.425 kN 0.25


+TL 44.25 0.45 0.50

W1

H = 1.50

W3

Wb

0.55 EL +42.75

Wa 6.10 Wc

3.900 21.239kN

21.239kN 4.60 W2

W4

0.80

0.80

1.65

EL +38.850 1.65

W5

EL +38.150

0.7

B 1.50

0.55

0.25 4.65

Heel

58.49

0.25 0.05

0.55

1.50

90.57 29.33

A

119.7 Toe



Moment due to water pressure Water Height Minimum Reinf. Ht (from top) 0 0.1xh 0.2xh 0.3xh 0.4xh 0.5xh 0.6xh 0.7xh 0.8xh 0.9xh 1.0xh

0 0.495 0.99 1.485 1.98 2.475 2.97 3.465 3.96 4.455 4.95

= = =

0.5 * γw* H * H * (H/3)

4.950 0.35%


Ast Reqd

Ast Min

0 0.2021 1.6172 5.4579 12.937 25.268 43.663 69.336 103.5 147.36 202.15

0 9.08 72.63 187.36 350.21 564.63 830.69 1152.72 1522.91 1944.84 2425.01

437.50 437.50 437.50 544.86 667.02 789.18 875.00 875.00 875.00 875.00 875.00

0 24.626 69.653 127.96 197.01 275.33 361.93 456.08 557.22 664.9 778.74

250.0 250.0 250.0 311.3 381.2 451.0 520.8 590.6 660.4 730.2 800.0

199.000 199.000 199.000 260.346 330.154 399.962 469.769 537.577 607.385 677.192 745.000

Dia Spaci Spacing Assu ng Ast Prov Reqd med Prov 12 258.50 200 565.5 12 258.50 200 565.5 12 258.50 200 565.5 12 207.60 200 565.5 12 169.60 100 1131 12 143.30 100 1131 12 129.30 100 1131 16 174.40 100 2010.6 16 132.00 100 2010.6 16 103.40 100 2010.6 20 129.50 100 3141.6

Distribution Reinforcement from bottom to till ground: Dia of bars proposed to be used Area of each bar Minimum percentage of steel required

= = =

12 mm 113.1 mm² 0.35 %

Minimum area of steel required The spacing of bars required at the bottom face Provided spacing of bars Area of steel provided at the bottom

= = = =

875 129.3 100 1131

mm² mm C/C mm C/C mm²


= = = = = = =

12 113.1 0.35 437.5 258.5 200 565.5



τv Pt τc

= = = = =

γ * H²/2 = V/(bd) 0.164 N/mm² 0.422 0.289 N/mm²

122.513 KN

Safe in shear


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis Inner face Main RF

12mm dia bars @ 100mm c/c till 3.9m from bottom and 12mm dia bars @ 200mm c/c for remaining wall and add extra 16mm dia bars @ 100mm c/c of length 2m from bottom.

Distribution RF


Outer face Main RF

12mm dia bars @ 100mm c/c spacing till ground level and 12mm dia bars @ 200mm c/c spacing for remaining wall.

Distribution RF


DESIGN OF FOUNDATION FOR PARTITION WALL For one side water load Sl. NO

Description

Load in (kN)

Load from Roof Beam P1= 5.425 Load from Roof Beam P2= 5.425 W1= 0.25 * 5.4 * 25 W2= 0.5 x 0.55 x 3.9x 25 W3= 0.25 * 5.4 * 25 W4= 0.5 x 0.55 x 3.9x 25 W5= 0.7 x 4.65 x 25 Wt. of Water Wa= 1.5 x 4.95 x 10 Wt. of Water Wb= 0.55 x 1.05 x 10 Wt. of Water Wc=0.5x0.55x3.9x10 Load from Roof Column 1 = 21.239 Load from Roof Column 2 = 21.239 Moment due to water pressure

1 2 3 4 5 6 7 8 9 10 11 12 13

5.425 5.425 33.750 26.813 33.750 26.813 81.375 74.250 5.775 10.725 21.239 21.239 122.513

Total Load (W) Z Eccentricity e b/6

Pmax

Pmin



2.475 2.175 2.475 2.783 2.175 1.867 2.325 3.900 2.875 2.783 4.250 0.400 2.350

346.579 = = = = = =

642.92 / 346.58 1.86 m b/2 -Z 0.470 m 4.65 / 6 0.775 m

13.427 11.799 83.531 74.621 73.406 50.06 189.197 289.575 16.603 29.848 90.266 8.496 -287.906 642.92

HENCE OK

=

6*e W     * 1 + b b    

=

119.7 kN/m²

<

150 kN/m²

HENCE OK

=

6*e W     * 1 − b   b   kN/m² 29.33

<

150 kN/m²

HENCE OK

=


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis Check for sliding:


= = =

µ ΣV / Ph

= = =

ΣMR / ΣMO

0.55 x 346.579 / 122.513 1.556 >

785.616 / 287.906 2.456 >


1.5

Hence SAFE

2

Hence SAFE

= = = =

(WuL²/2 + WvL²/6)

119.734 29.332 58.494 43.934


= = = = =

19.688 55.688 35.044 -66.49 446.6


= = = = = = = = = =

922.7 12 0 113.097 50 644 875 122.6 100 1130.97



= = = = =

875 12 113.1 129.26 100


= = = =

55.87 0.087 0.176 0.197

kN N/mm² % N/mm²


Required Steel ---


kN-m kN-m kN-m kN-m mm Thickness OK

Safe in shear




Design of Toe Slab : Max. pressure at the edge of toe Min. pressure at the edge of heel Upward soil pressure Moment due to upward soil pressure

= = = =

(WuL²/2 + WvL²/3)


= = = = = =

19.688 104.08 558.78 642 1448.85 875


=




= = = =

16 0 201.062 138.77 125 1608.50


= = = = =

875 12 113.097 129.254 100

Required Steel ---

119.734 29.332 90.572 123.77


+ Thickness OK



= = = =

110.241 0.172 0.251 0.231


kN N/mm² % N/mm²

Safe in shear

7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis DESIGN OF SUBMERGED COLUMN, (C₁) Design constants Grade of concrete M 30 Grade of steel Fe 415 Compressive stress in columns subjected to direct load σsc = 140 N/mm² Column

Width Depth Uned length of the column Clear cover provided Cross Sectional Area of the Column Design axial load due to beam Self wt. of the column Check Slenderness ratio Effective length of column

0.3 m 0.3 m (x-axis)

= =

3.95 45 90000 33.462 8.888

m mm mm² kN kN

1.0 Leff (Both ends hinged) 13.17 > 12

Hence, it is a 'Long Column' . Reduction Coefficient Cr = Cr =

1.25 - lef/(48b) 0.976

Main Column reinforcement P = σsc Asc + σcc (Ac - Asc) Direct permissible stress in compression, σcc Direct permissible stress in compression, σcc, with Cr Compressive stress in columns subjected to direct load Compressive stress in columns subjected to direct load with Cr Assuming Minimum % of steel 42.35 * 10^3 = 136.64*720 + 7.808*(90000 - 720) 42.35 kN < 795.479 kN Safe Required area of concrete for permissible direct stress, As Min reinforcement required for 0.8% (As) Dia of the main reinforcement bar No. of bars required Area of steel provided Provide 16mm dia bars of 4 no.s as main reinforcement. Lateral Ties Dia of the bar Pitch of the ties Provide lateral ties of 10mm dia bars at 200mm c/c spacing.


8 7.808 140 136.64

5423.9 720 16 4 804.248

10 mm 250 mm

N/mm² N/mm² N/mm² N/mm²

mm² mm² mm No.s mm²


DESIGN OF SUBMERGED COLUMN, (C2) Design constants Grade of concrete M 30 Grade of steel Fe 415 Compressive stress in columns subjected to direct load σsc = 140 N/mm² Column

Width Depth Uned length of the column Clear cover provided Cross Sectional Area of the Column Design axial load due to beam Self wt. of the column Check Slenderness ratio Effective length of column

0.3 m 0.3 m (x-axis)

= =

4.95 45 90000 33.462 11.138

m mm mm² kN kN

1.0 Leff (Both ends hinged) 16.5 > 12

Hence, it is a 'Long Column' . Reduction Coefficient Cr = Cr =

1.25 - lef/(48b) 0.906

Main Column reinforcement P = σsc Asc + σcc (Ac - Asc) Direct permissible stress in compression, σcc Direct permissible stress in compression, σcc, with Cr Compressive stress in columns subjected to direct load Compressive stress in columns subjected to direct load with Cr Assuming Minimum % of steel 44.6 * 10^3 = 126.84*720 + 7.248*(90000 - 720) 44.6 kN < 738.4262 kN Safe Required area of concrete for permissible direct stress, As Min reinforcement required for 0.8% (As) Dia of the main reinforcement bar No. of bars required Area of steel provided Provide 16mm dia bars of 4 no.s as main reinforcement. Lateral Ties Dia of the bar Pitch of the ties Provide lateral ties of 10mm dia bars at 200mm c/c spacing.


8 7.248 140 126.84

6153.4 720 16 4 804.248

10 mm 250 mm

N/mm² N/mm² N/mm² N/mm²

mm² mm² mm No.s mm²


DESIGN OF FOUNDATION FOR COLUMN (C₁ and C2)

(vi)

DESIGN OF COLUMN FOOTING Thickness of foundation slab = Depth of footing below ground level = Max. allowable bearing capacity = Footing projection on from face of column width Thickness = Footing projection on from face of column depth Thickness = Width of column = Depth of column = Total width of footing = Total length of footing = Cover to the reinforcement = Case I (Tank Full Condition): Load and moments in the footing (1) Load on column (2) Weight of column (3) Weight of water (4) Self wt. of foundation

= = = =

33.46 11.138 55.44 7.563

250 3.35 150 0.40 0.25 0.40 0.25 0.3 0.3 1.10 1.10 50

mm m kN/m² m m m m m m m m mm

(Assumed) (Assumed)

kN kN kN kN

Base pressure Calculation Total load Base Area Base Pressure, P/A

= = =

107.603 kN 1.21 m² 88.928 kN/m² OK

Max. projection length from face of column

Design of footing Moment obtained Minimum thickness required √(6M/fB) Effective depth provided

D

W =

0.40 m

= =

6.564 kN-m 140.3 mm OK 194 mm

=


7000KL Capacity CWR at 83MLD WTP at Munduli for Bulk Water Supply Project for IIT BBSR, NISER, INFOCITY-II and ading area on PPP mode and DBFOT Basis Reinforcement details Area of steel required, Ast = 302.4 mm² 0.35 % Min, percentage of steel required = Min. area of steel required = 437.5 mm² Dia of main reinforcement = 12 mm Area of single bar = 113.1 mm² Spacing required = 258.5 mm 150 mm Spacing provided = Percentage of reinforcement = 0.389 % Provide 12mm dia bars at 150 C/C spacing as main reinforcement. Check for shear Pressure to be considered, V Shear stress, τv = V/bd Permissible shear stress, τc

(vii)

~

(For Pt = 0.389%)

= = =

35.571 kN 0.183 N/mm² 0.279 N/mm²

OK

FLOOR FOUNDATION - NOMINAL DESIGN Grade of concrete M 30 The floor slab excluding footing portion is a non-structural member directly resting on the Hence, provide minimum thickness 250 mm Thickness provided 250 mm As per IS-3370, Part IV, Cl. 8.1.1 and Fig. 2 The minimum Reinforcement is 0.35 % of surface zone area. For ground slabs less than 300mm thick, the calculated minimum reinforcement, i.e. [0.35% (250*1000)/2], should be placed in one face as near as possible to the upper surface consistent with the nominal cover. Hence provide the reinforcement at the top only.

~

The bar spacing should not be greater than 300mm or thickness of the slab, whichever is less. Min. Area of reinforcement to be provided = 437.5 mm² Dia of bars provided = 12 mm Area of the bar = 113.10 mm² Spacing to be required = 258.51 mm Spacing provided = 150 mm Ast provided = 754 mm² Provide 12mm dia bars @ 150mm c/c spacing bothways at both top & bottom face of the

Leveling course :-Provide 150mm thick leveling course in M10 mix grade under foundation slab with 150mm projection on both ends.


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