6.P8362-CN-610-C-0002-Rev(A1)-at rest & Seismic

ZADCO No.

TECTON No.

Date: 2/11/2014

DOCUMENT: Structural Design Calculation DESIGNED CHECKED REV

STRUCTURE: Overflow/Drain Valve Chamber Shaik P. Amarar V A1

1) Material Properties:

Grade of concrete, fc' = 32 N/mm2

Steel Yield Strength, fy = 460 N/mm2

Unit wt. of concrete 25 kN/m3

Modulus of elasticity of concrete, 30405.6 N/mm2ACI 350-06; Cl-8.5.1

Steel Modulus of Elasticity, Es = 200000 N/mm2 ACI 350-06;

Cl-8.5.2

Modular Ratio, n=Es/Ec =200000/30405.6 6.6

2) Geometrical Properties:

Length of the chamber= 3.7 m

Width of the chamber = 3.4 m

Height of the chamber h = 3 52 m

TECTON ENGINEERING & CONSTRUCTION LLC, ABU DHABI

PROJECT: EPC Works for Potable Water System & Sewage Treatment Plant at ZirkuP8362-CN-610-C-0002

Z1212-CN-610-C-0002

'043.05.1 ccC fwE =

Height of the chamber, h = 3.52 m

Thickness of wall 300 mm

Thickness of Roof Slab 300 mm

Thickness of base slab 300 mm

Height of the chamber, h = =3.52+0.3 3.82 m

Height of the Manhole Access Duct, h = 1.2 m

Surcharge load acting = =2.5x18 45 kN/m2

Poisson's ratio for concrete 0.2

Top level of the Baseslab = 79.1 m

Top level of the Roofslab = =79.1+3.52+0.3 82.92 m

Top level of Manhole Access Duct= =82.92+1.2 84.12 m

Soil level at face of reservoir facing wall 86.6 m Refer GA-Drawing

3.7m 3.4m

RESERV

OIRFA

CING

WALL

ROAD

FAC

ING

WALL

SIDEWALL

SIDEWALL

3.43.7

Figure-(1) - Plan View (Valve Chamber)

86 6

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Z1212-CN-610-C-0002

1V:2H

3.52m 3520

3700

Soilovertheslab

300

300

300300

84.12

86.6

82.92

79.1

1.2

Figure-(2) - Sectional View (Valve Chamber)

3) Properties of soil:

Density of the soil = 18 kN/m2 Soil Report

Soil bearing capacity, Refer Fugro report, table-32 = 350 kN/m2 Soil Report - Table 33

Modulus of sub-grade reaction= 8800 kN/m2/m Soil Report - Table 47

Angle of internal friction, = 34 Soil Report - Table 19

Ratio of filling is 1V:2H Vertical 1

Horizontal 2

4) Calculation of Lateral Earth Pressure:

The following condition of loadings were considered ;

(i) Calculation of earth pressure - Reservoir facing Wall

(ii) Calculation of earth pressure - Road Facing Wall

(iii) Calculation of earth pressure - Side Wall

(i) Calculation of Lateral earth pressure - Reservoir facing Wall

= Inclined angle normal to the normal to the back of the wall. 22.67 deg

= 90 deg for vertical wall 90 deg

AngleofInclinedbackfill 26.565 deg

3700

Refer SOW,Pg-334 of 352

300300

32=

- Angle of friction of Soil 34 deg

g/on acceleratiground horizontal -K h

ZADCO No.

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Date: 2/11/2014





Z1212-CN-610-C-0002

Soil cover the roof slab ( varies from 2.5 m to 0.3 m) 2.5 m

Surcharge due to soil over the roof slab = =2.5x18 45 kN/m2

Calculation of active earth pressure coefficent;

0.402

Calculation of At Rest earth pressure coefficent; 0.440

= 26.565 `

2

)sin()sin()sin()sin(1)sin(sin

)(sin

2

2

+++

+=

aK

g/on acceleratiground Vertical -K v

)1(0 SinK =

2.5m

19.8

3.82m = 22.67

121.780

19.8 kN/m2 30.254 kN/m2

Figure-(3) - Reservoir Facing Wall With inclined backfill)

Calculation of Active Force:(At rest Condition)

Due to surcharge = Koq0 =0.44x45 19.8 kN/m2

Due to earth pressure==k0rh =0.44x18x3.82 30.254 kN/m2

Total lateral force= =19.8x3.82+0.5x30.254x3.82 133.420 kN/m

Resolved active horizontal force = Pxcos() =133.42xcos(22.667) 123.115 kN/m

Paa=

Pab=

P=

Z1=

Resolved active vertical force = Pxsin() =133.42xsin(22.667) 51.417 kN/m

Resolved active horizontal Pressure @ top= =19.8xcos(22.667) 18.271 kN/m2

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Z1212-CN-610-C-0002

@ bottom =(19.8+30.254)xcos(22.667) 46.188 kN/m2

kN/m2

3.82m

kN/m2

Calculation of Active Force:(Static)

Due to surcharge = Kaq0 =0.4016x45 18.072 kN/m2

Due to earth pressure==k rh =0 4016x18x3 82 27 614 kN/m2

Figure-(4) - Reservoir Facing Wall ( Resolved Inclined Pressure - At rest Condition)

18.271

46.188

Due to earth pressure==karh =0.4016x18x3.82 27.614 kN/m





@ bottom =(18.072+27.614)xcos(22.667) 42.157 kN/m2

kN/m2

3.82m

42.16 kN/m2

Calculation of Active Force:(Seismic Condition)

Design spectral acceleration parameters, SDS = 0.45 DBR -Cl-5.3.1

Horizontal Seismic Load Effect coefficient= 0.45 DBR -Cl-5.3.1

Height of the chamber, H = 3.82 m

=0.45/9.81 0.046

Figure-(5) - Reservoir Facing Wall ( Resolved Inclined Pressure - Static )

16.676

=

gravitytodueonacceleraticomponentonacceleratiearthquakehorikh

.

Vertical Seismic Load Effect coefficient= 0.2 x kh =0.2x0.45 0.0900 ASCE-7-05;cl-12.4.4=0.09/9.81 0.009

=

gravitytodueionacceleratcomponenetionacceleratearthquakeVerticalkv

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Z1212-CN-610-C-0002

Mononobe & Okabe Seismic Coefficient Analysis:

0.483

2.658

For vertical wall= 90

=

gravitytodueionacceleratcomponenetionacceleratearthquakeVerticalkv

( )( ) ( ) ( )( ) ( )

+++

+= 2

sin'sin'sinsin1'sinsin'cos

'sin

2

2

aek

=

v

h

KK

1tan' 1

tcoefficien pressureearth Active - Kae

g/on acceleratiground horizontal -Kh

g/on acceleratiground Vertical -K v

For vertical wall= 90Angle of friction of soil 34

Angle of backfill 26.565

22.67

The relation for the active force per unit length of the wall (Pae)

=0.5x18X3.82^2(1-0.009)0.483 62.862 kN/m2

Due to surcharge = Kaeq0 =0.483x45 21.735 kN/m2

Due to earth pressure==kaerh =0.4016x18x3.82 33.211 kN/m2





@ bottom =(21.735+33.211)xcos(22.667) 50.702 kN/m2

20.056 kN/m2

aevae kkHP )1(21 2 =

50.702 kN/m2

Figure-(6) - Reservoir Facing Wall ( Resolved Inclined Pressure - Seismic)

carunkumarCalloutthis formula links with active earth pressure instead of at rest earth pressure.

ZADCO No.

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Z1212-CN-610-C-0002

(ii) Calculation of earth pressure - Road Facing Wall

For At Rest earth pressure:

Resolved active horizontal force = 123.115 kN/m

Equivalent Passive pressure= 123.115 =0.5 x b x h 64.458 kN/m2

For Static earth pressure:



For Dynamic earth pressure:



b=

b=b=

b=

3.82M

Figure-(6) - Road Facing Wall ( Equivalent Passive Pressure)

(iii) Calculation of earth pressure - Side Wall

Calculation of earth pressure acting over the slab:

Height of the soil acting over the Roof slab (Reservoir Facing Wall Side) 2.5 m

Height of the soil acting over the Roof slab (Road Facing Wall Side) 0.3 m

Height of the soil acting over the Roof slab (At mid height - Side Wall) 1.7684 m

Pressure due to soil on top slab (Reservoir Facing Wall Side) =2.5x18 45 kN/m2

Pressure due to soil on top slab (Road Facing Wall Side) =0.3x18 5.4 kN/m2

Pressure due to soil on top slab (At mid height - Side Wall) =1.7684x18 31.83 kN/m2

=((2.5-0.3)/(4.3))X(2.87)+(0.3)= 1.7684

0.3 1.7682.5

2 87 1 43mL

64.458 kN/m2

m

mm Soilovertheslab

2.87 1.43m

GWAL

L

CING

ZADCO No.

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Date: 2/11/2014





Z1212-CN-610-C-0002

3.82

Figure-(7) - Average Height of Soil over the Roof Slab

At rest earth pressure:

Due to surcharge = K0q0 =0.44x1.77X18 721.51 kN/m2

Due to earth pressure==k0rh =0.44x18x3.82 1558.58 kN/m2


Resolved active horizontal force = Pxcos() =5733 05xcos(22 667) 5290 23 kN/m

4.3

ROAD

FAC

ING

RESERV

OIR

FAC

WAL

L

m



Resolved active horizontal Pressur @ top =721.506xcos(22.667) 665.777 kN/m2

@ bottom =(721.506+1558.583)xcos(22.667) 2103.975 kN/m2

For Static earth pressure:

Due to surcharge = Kaq0 =0.4016x31.83 12.78 kN/m2

Due to earth pressure==karh =0.4016x18x3.82 27.61 kN/m2





@ bottom =(12.783+27.614)xcos(22.667) 37.277 kN/m2

For Dynamic earth pressure:

Due to surcharge = Kaq0 =0.483x1.77X18 15.37 kN/m2

Due to earth pressure==karh =0.483x18x3.82 33.21 kN/m2





@ bottom =(15.374+33.211)xcos(22.667) 44.832 kN/m2

carunkumarCalloutthis formula links with cell no I62 instead of cell no I76

carunkumarLine

ZADCO No.

TECTON No.

Date: 2/11/2014





Z1212-CN-610-C-0002

Calculation of active earth pressure acting over duct wall:

Height of the manhole access wall 1.5 m

Calculation of pressure at top level of the wall 14.85 kN/m2

Calculation of pressure at bottom level of the wall 1.782 kN/m2

For Static earth pressure =0.4016x18x1.5 10.843 kN/m2

For Dynamic earth pressure =0.483x18x1.5 13.041 kN/m2

1.5m

10.843 - Static Condtion

13.041

Figure-(7) - Active Earth Pressure over duct Wall

Calculated Lateral Earth Pressure acting on the chamber wall:

Table-(1) - Earth Pressure @ Wall

4) Loads & Load Combinations: ACI-318-11,Cl: RC 9.2.5

Load case - 1: Earthquake Load along x-direction, EQX

Load case - 2: Earthquake Load along z-direction, EQZ

Load case - 10: Self Weight + Soil Weight Over the Slab (DL-1)

Load case 20: Self Weight (DL 2)

- Dynamic condtion

Top (kN/m2)

Bottom (kN/m2)

Top (kN/m2)

Bottom (kN/m2)

16.676 42.157 20.056 50.702

0 58.835 0 70.758

11.796 37.277 14.187 44.832

0 10.843 0 13.041

Reservoir Facing Wall

Description

Static Earth pressure

Seismic Earth pressure

Road Facing Wall

Side Wall

Duct Wall

Load case - 20: Self Weight (DL-2)

Load case - 30: Live Load (3 kN/m2) (LL)

ZADCO No.

TECTON No.

Date: 2/11/2014





Z1212-CN-610-C-0002

Load case - 40: Backfilled Earth Pressure (H).

(i) Factored Load combinations:

Load case - 100: 1.4 DL-1


Load case - 102: 1.2 DL-1 + 1.6LL + 0.6 H

Load case - 103: 1.2 DL-2 + 1.6LL + 0.6 H

(ii) Seismic Load combinations:

Load case - 201: 1.2 DL-1 + 1.0 EQX + 0.6 H

Load case - 202: 1.2 DL-2 + 1.0 EQZ+ 0.6 H

(i) Service Load combinations:

Load case 300: 1 0 DL 1Load case - 300: 1.0 DL-1


Load case - 302: 1.0 DL-1 + 1.0 LL + 1.0 H

Load case - 303: 1.0 DL-2 + 1.0 LL + 1.0 H

5) Calculation of Allowable Stress in Steel:

Calculation of Momemt carrying capacity steel for the following 2 cases;

Case(i): Provide 12 dia bar at 125mm c/c for 43.75 kNm - Service Moment

Case(ii): Provide 10 dia bar at 125mm c/c for 31.36 kNm - Service Moment

4a) Case(i): Provide 12 dia bar at 125mm c/c for 43.75 kNm - Service Moment

A) Check for Minimum Reinforcement:

i) Check for vertical reinforcement:

=(0.003x1000x300)/2 450.00 mm2 ACI-350-06;Cl-14.3.2

DbA ws 003.0min, =Thickness of Wall= 300.00 mm

Spacing of bar= 125.00 mm

ZADCO No.

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Date: 2/11/2014





Z1212-CN-610-C-0002

Diameter of Bar= 12.00

Area of steel provided,Ast = =(1000/125)x(3.14x12x12/4) 904.78 mm2

Reinforcement ratio considering gross section 0.60 >0.3 Safe

ii) Check for Horizontal reinforcement:

=(0.005x1000x300)/2 750 mm2 ACI-350-06;Cl-7.12.2.1

Thickness of Wall= 300.00 mm




Reinforcement ratio considering gross section 0.419 REVISE

B) Calculation of allowable stress:

DbA ws 005.0min, =


Spacing of Bar,S= 125 mm

Spacing of Bar,S= 4.92 inch

Vertical Bar Diameter, b = 12 mm

Vertical Bar Diameter, b = 0.47 inch

Horizontal Bar Diameter, b = 10 mm

Horizontal Bar Diameter, b = 0.39 inch

Clear Concrete, Cc= 60 mm

Clear Concrete, Cc= 2.36 inch

Effective depth, d (hori. Bars - outer) =300 - 60-10 - 12 /2 = 224 mm

Shall not be less than 24000 psi for two-way members.

33,663.3 psi ACI 350-06; Cl-10.6.4.1

232.11 N/mm2

Thickness of wall,h = 300.00 mm

Depth of neutral axis,kd = =0.21x224 47.04 mm

=(300-47.04)/(224-47.04) 1.429 ACI 350-06; Cl-10.6.4.4

Service Moment Carrying Capacity, M = fs,max Asjd 43.750 kNm

Where;

( )( )

++=

22max, 2/24

320

b

ss

f

=cdch

max,ss ff =

Reinforcement Ratio, = As / bd =904.78/1000x224 0.004 k=sqrt((n)2+2n)-n 0.210

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Z1212-CN-610-C-0002

J = 1 - k/3 =1-0.21/3 0.930

C) Nominal Moment carrying capacity;

=0.004x1000x224x460(224-(0.5x0.004x224x460)/(0.85x32) 90.04 kNm

Area of bar provided = =(1000/125)x(3.14x12x12/4) 904.78 mm2

Percentage of steel =904.78/(1000x224) 0.00404 Strength reduction factor, = 0.90 Design Strength =0.9x90.044 81.04 kNm

D) Calculation of Environmental durability factor: ACI-350-06;Cl-9.2.6

Environmental durability factor,sd = 1.4156

where;

=

'85.05.0

c

yn f

fddbdfyM

0.1=s

yd f

fs

where;

Strength reduction factor, = 1.00 Steel Yield Strength, fy = 460.00 N/mm2

Permissible tensile stress in reinforcement= 232.11 N/mm2

1.40

Required Strength= =1x90.044/1.4155954 63.61 kNm

E) Check aganist Shear Force: (wall / Slab)

Actual Shear Stress,Vu= 0.497 N/mm2

Allowable Shear force,Vc= 0.96 N/mm2 ACI-350-06,Cl-11.3.1.1

4a) Case(ii): Provide 10 dia bar at 125mm c/c for 31.36 kNm - Service Moment

A) Check for Minimum Reinforcement:

i) Check for vertical reinforcement:

=(0.003x1000x300)/2 450.00 mm2 ACI-350-06;Cl-14.3.2



Plate No:201L/C: 203

loadunfactoredloadfactored=

d

n

SM

U=

'17.0 cfVc =

DbA ws 003.0min, =



ZADCO No.

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Date: 2/11/2014





Z1212-CN-610-C-0002

Reinforcement ratio considering gross section 0.42 >0.3 Safe

ii) Check for Horizontal reinforcement:

=(0.005x1000x300)/2 750 mm2 ACI-350-06;Cl-7.12.2.1





Reinforcement ratio considering gross section 0.419 REVISE


Spacing of Bar,S= 125 mm

Spacing of Bar S= 4 92 inch

DbA ws 005.0min, =

Spacing of Bar,S= 4.92 inch

Vertical Bar Diameter, b = 10 mm

Vertical Bar Diameter, b = 0.39 inch

Horizontal Bar Diameter, b = 10 mm

Horizontal Bar Diameter, b = 0.39 inch

Clear Concrete, Cc= 60 mm

Clear Concrete, Cc= 2.36 inch

Effective depth, d (hori. Bars - outer) =300 - 60-10 - 10 /2 = 225 mm

Shall not be less than 24000 psi for two-way members.

34,112.0 psi ACI 350-06; Cl-10.6.4.1

235.20 N/mm2

Thickness of wall,h = 300.00 mm

Depth of neutral axis,kd = =0.17x225 47.25 mm

=(300-47.25)/(225-47.25) 1.422 ACI 350-06; Cl-10.6.4.4

Service Moment Carrying Capacity, M = fs,max Asjd 31.360 kNm

Where;

Reinforcement Ratio, = As / bd =628.32/1000x225 0.003 k=sqrt((n)2+2n)-n 0.170

( )( )

++=

22max, 2/24

320

b

ss

f

=cdch

max,ss ff =

J = 1 - k/3 =1-0.17/3 0.943

C) Nominal Moment carrying capacity;

= 5.0 yfddbdfyM

carunkumarCalloutthis formula uses the link of K for previous section (cell no I315 instead of I375)

ZADCO No.

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Date: 2/11/2014





Z1212-CN-610-C-0002

=0.0028x1000x225x460(225-(0.5x0.0028x225x460)/(0.85x32) 63.50 kNm

Area of bar provided = =(1000/125)x(3.14x10x10/4) 628.32 mm2

Percentage of steel =628.32/(1000x225) 0.00279 Strength reduction factor, = 0.90 Design Strength =0.9x63.496 57.15 kNm

D) Calculation of Environmental durability factor: ACI-350-06;Cl-9.2.6

Environmental durability factor,sd = 0.1425

where;

Strength reduction factor, = 1.00 Resolved active vertical force = 46 93 N/mm2

=

'85.05.0

c

yn f

fddbdfyM

0.1=s

yd f

fs

Resolved active vertical force = 46.93 N/mm

Permissible tensile stress in reinforcement= 235.20 N/mm2

1.40

Required Strength= =1x63.496/0.1425248 445.51 kNm

E) Check aganist Shear Force: (wall / Slab)

Actual Shear Stress,Vu= 0.497 N/mm2

Allowable Shear force,Vc= 1.80 N/mm2 ACI-350-06,Cl-11.3.1.1

Plate No:201L/C: 203

loadunfactoredloadfactored=

d

n

SM

U=

'17.0 cfVc =

6.P8362-CN-610-C-0002-Rev(A1)-at rest & Seismic

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