Report on Structural Design Calculation of Roughing Filter

7/29/2019 Report on Structural Design Calculation of Roughing Filter

1/56

TABLE OF CONTENT1. GENERAL

1.1 Introduction

1.2 Design Properties

2. STABILITY CHECK

2.1 Soil Bearing Capacity

3. STRUCTURAL ANALYSIS

4. REINFORCEMENT DESIGN


2/56

1. GENERAL

1.1 Introduction

Unit of measurement in design shall be SI unit system.

The strength of concrete structure will be designed in accordance with limit state designmethod and with factored load combination based on BS 8110, BS 8007

All design, details and materials will be in accordance with the following standards andother equivalent standards can be used where available.

BS 8110 : Reinforced Concrete Framed Building Structure BS 8007 : Water Retaining Structure BS 6399 Part 1 : Design Loading for Buildings

These design calculation sheets cover the design ofroughing filter structure.

1


3/56

1.2 Design Properties

Reinforced Concrete:

Unit weight of concrete (c) = 24 kN/ Characteristic strength of concrete (fcu) = 35N/mm2 Yield strength of reinforcing bar (fy) = 460 N/mm2 Elastic modulus of concrete (Ec) = 27,000 N/mm2 Elastic modulus of rebar (Es) = 200,000 N/mm2 Partial safety factors for strength of material(m)

= 1.50 (Concrete in flexure or axial load)

= 1.25 (Shear strength without shear)

The allowable crack widths = 0.2 mm

Applied soil parameters are referred from result of Geotechnical investigation report.

Compacted soil density (t) = 20 kN/ At-rest earth pressure coefficient (K0) = 1 -sin (angle of friction = 30)

= 0.5

Allowable soil bearing capacity (qa) = 100 kN/ Water table : Same as F.G.L Density of water () = 10.00 kN/ Density of contained liquid (L) = 10.00 kN/ Lateral surcharge from vehicles = 20.00 kN/m

2


4/56

REF.

NO.

INFRASTRUCTURE &ENVIRONMENTAL

ENGINEERS AND PLANNERS

STRUCTURE ROUGHING FILTER

DATE

COMPONENT

DESIGNED NR CHECKED PWDS

CEYWATER CONSULTANT (PVT) LTD. PROJECTREHABILITATION OF KILLINOCHCHI

WATER S/S

5/29/2012

Reference Calculations Output

2.Stability Check:

2.1Check for bearing capasity:

Weight of walls :

=

= kN

Weight of base slab :

= 24x(0.5x15x12.7)

= kN

Weight of water :

= 10x(5.35x5.1x11.05)x2 + 2x(10x5.1x1.5x6)

= kN

Weight of filter media :

= (20-10)x(4.35x5.1x11.05)x2

= kN

Weight of channel :

= 24x(0.3x1.95x6.9)+24x(0.25x2.5x10.275)

= kN

Weight of water inside the channel:

= 24x(1.7x1.7x6.4)

= kN

Total weight = 5009+2286+6948+4902+251+444= kN

Total weight (with extra 5% for pipes ,walkways, etc..) = kN

Pressure due to load = 20830/(15x12.7+7x2)

= kN

Just exeed the 100 kN/m2

. Hence satisfactory.

101

444

19840

20830

24x(0.45x11.45x5.85x3+0.45x11.1x5.85+0.45x11.45x6.8

5x2+0.45x2x6.85x3)

2286

5009.0

6948

4902

251

3


5/56

3.Structural Analysis:

(1)a.Long wall-ULS

Effective Length lx = mm

Effective Height lz = mm

k=lx/lz =

Hence wall is two way span slab.

Water Load Filter Media Load

Maximumwater pressure = 1.4x10x5.85 = kN/2

k =

RHB,Tb.53 Top edge unsupported & = 0.2

vs =

vm =

hs =

hm =Mv =flz

2

Mh =fl2

Mvs = kNm/m

Mvm = kNm/m

Mhs = kNm/m

Mhm = kNm/m

Filter Media Load

Maximumwater pressure = 1.4x10x3.85/3 = kN/2

k =


vs =vm =

hs =

hm =

Mv =flz2

Mh =fl2

Mvs = kNm/m

Mvm = kNm/m

Mhs = kNm/m

Mhm = kNm/m

17.9

53.3

30.5

9.4


11450

6100

1.88

REF.

NO.




DATE

COMPONENT



WATER S/S

5/30/2012

Water Load

1.88

0.080

0.017

0.013

0.004

11.3

0.080

0.017

0.013

0.004

51.8

243.8

81.9

1.88

42.9

139.6

5850 3850

4


6/56


REF.

NO.




DATE

COMPONENT



WATER S/S

5/30/2012

Total Moments

Mvs = kNm/m

Mvm = kNm/m

Mhs = kNm/m

Mhm = kNm/m

Direct tension (carried by long wall).

For horizontal direct tension(or reaction on short wall):

k = ly/l =

w(average) = kN/

2

RHB,Tb.63 R1 = 0

R2 = R4 = 1/2(k-1/4)wlx2

=

R3 = 1/4wlx2

=

= kN/m

= kN/m

= kN/m

1.11

648.388

49.9

377.369

297.1

170.1

63.1

52.3

Force per unit length

along vertical edge


along bottomedge

68.6

So horizontal direct tension on long

wall

106.293

106.293

5500

6100

5


7/56


REF.

NO.




DATE

COMPONENT



WATER S/S

5/30/2012

(1)b.Long wall-SLS

Effective Length lx = mmEffective Height lz = mm

k=lx/lz =




k =


vs =

vm =

hs =

hm =

Mv =flz2

Mh =fl

2

Mvs = kNm/m

Mvm = kNm/m

Mhs = kNm/m

Mhm = kNm/m

Filter Media Load


k =


vs =

vm =

hs =hm =

Mv =flz2

Mh =fl2

Mvs = kNm/m

Mvm = kNm/m

Mhs = kNm/m

Mhm = kNm/m

0.0130.004

114506100

12.8

91.2

28.1

1.88

0.080

0.017

8.1

Water Load

53.5

1.88

0.080

159.3

33.8

1.88

0.017

0.013

0.004

38.1

21.8

6.7

5350 3850

6


8/56


REF.

NO.




DATE

COMPONENT



WATER S/S

5/30/2012

Total Moments

Mvs = kNm/m

Mvm = kNm/m

Mhs = kNm/m

Mhm = kNm/m

Direct tension (carried by long wall).

For horizontal direct tension(or reaction on short wall):

k = ly/l =

w(average) = kN/2

RHB,Tb.63 R1 = 0R2 = R4 = 1/2(k-1/4)wlx

2=

R3 = 1/4wlx2

=

= kN/m

= kN/m

= kN/m

45.58

34.8

197.4

113.0

41.9

1.11

33.2

430.743

250.697


along vertical edge

70.61


along bottomedge

So horizontal direct tension on long

wall

70.61

5500

6100

7


9/56


REF.

NO.




DATE

COMPONENT



WATER S/S

5/30/2012

(2)a.Short wall-ULS


k=lx/lz =




k =


vs =

vm =

hs =

hm =

Mv =flz2

Mh =fl

2

Mvs = kNm/m

Mvm = kNm/m

Mhs = kNm/m

Mhm = kNm/m

Filter Media Load


k =


vs =vm =

hs =

hm =

Mv =flz2

Mh =fl2

Mvs = kNm/m

Mvm = kNm/m

Mhs = kNm/m

Mhm = kNm/m

81.9

17.9

21.3

83.2

0.91

0.0300.007

0.033

0.014

7.7

0.91

0.030

0.007

20.0

4.7

18.2

0.014

91.4

55506100

0.91

0.033

Water Load

35.3

5850 3850

8


10/56


REF.

NO.




DATE

COMPONENT



WATER S/S

5/30/2012

Total Moments

Mvs = kNm/m

Mvm = kNm/m

Mhs = kNm/m

Mhm = kNm/m

Direct tension (carried by shortwall).

For horizontal direct tension(or reaction on long wall):

k = ly/l =

w (average) = kN/

2

RHB,Tb.63 R1 = R3 = 1/2k(1-1/4k)wlx2

=

R2 = =

R4 = 1/4k2wlx

2=

= kN/m

= kN/m

= kN/m

1.88

49.9

0

1635.5

925


along vertical edge

151.62

So horizontal direct tension on

short wall

151.62


along bottomedge

143

111.4

26.0

101.4

43.0

11450

6100

9


11/56


REF.

NO.




DATE

COMPONENT



WATER S/S

5/30/2012

(2)b.Short wall-SLS


k=lx/lz =




k =


vs =

vm =

hs =

hm =

Mv =flz2

Mh =fl2

Mvs = kNm/m

Mvm = kNm/m

Mhs = kNm/m

Mhm = kNm/m

Filter Media Load


k =


vs =

vm =hs =

hm =

Mv =flz2

Mh =fl2

Mvs = kNm/m

Mvm = kNm/m

Mhs = kNm/m

Mhm = kNm/m

0.012

79.6

0.027

Water Load

53.5

0.91

0.040

0.012

0.012

19.1

55506100

0.91

23.9

53.7

23.9

12.8

0.91

0.040

0.0120.027

5.7

45.3

20.1

5350 3850

10


12/56


REF.

NO.




DATE

COMPONENT



WATER S/S

5/30/2012

Total Moments

Mvs = kNm/m

Mvm = kNm/m

Mhs = kNm/m

Mhm = kNm/m

Direct tension (carried by short wall).

For horizontal direct tension(or reaction on long wall):

k = ly/l =

w (average) = kN/

2

RHB,Tb.63 R1 = R3 = 1/2k(1-1/4k)wlx2

=

R2 = =

R4 = 1/4k2wlx

2=

= kN/m

= kN/m

= kN/m


along bottomedge

94.9

1.88

33.2614

0

1086.51

98.7

100.725

29.6

99.1

44.0

So horizontal direct tension on

short wall

100.725


along vertical edge

11450

6100

11


13/56


REF.

NO.




DATE

COMPONENT



WATER S/S

5/30/2012

(3)a.Base slab-ULS

Weight of the walls =

= kN

Pressure on base = 8580/(15.5x12.7) =

Ly = m

L = m

Ly/Lx =

Base slab is one way.

Tb.3.13 M = 0.086FL = kNm

V = 0.6F = kN

= kN/m

= kN/m

ULS moment:

Short span-

Moment at mid span = kNm/m

Moment at support = kNm/m

Long span-



(3)b.Base slab-SLS

Weight of the walls =

=

Pressure on base = 6128/(15.5x12.7) =

Ly = m

L = m

8580

11.45

5.55

2.1

20.7

26

297.1

111.4

0.0

31.1

5.55

6128

11.5

24x0.45x[(11.45x3+11.2x2)x5.85+

(5.6x4+2x3)x6.85]+24x0.25x(1.85x2+6.7)x2.5

+24x0.3x7x2+10x6.4x1.7x1.7

20.7

So direct tension in long direction

of base slab

68.6

1.4{24x0.45x[(11.45x3+11.2x2)x5.85+

(5.6x4+2x3)x6.85]+24x0.25x(1.85x2+6.7)x2.5

+24x0.3x7x2+10x6.4x1.7x1.7}

So direct tension in short direction

of base slab

143

43.6

12


14/56


REF.

NO.




DATE

COMPONENT



WATER S/S

5/30/2012

Ly/Lx =Base slab is one way.

Tb.3.13 M = 0.086FL =

V = 0.6F = kN

SLS moment:

Short span-



Long span-



= kN/m

= kN/m

45.6So direct tension in long direction

of base slab

98.7

14.7

2.1

14.7

18.6

So direct tension in short direction

of base slab

94.9

0

197.4

kNm

13


15/56

4. REINFORCEMENT DESIGN

14


16/56

Design Data:

Material Properties

Characteristic strength of concrete fcu = N/m2

Characteristic strength of steel fy = N/m2

Tb.7.2 Young's modulus of concrete Ec = N/m2

BS8110 Young's modulus of steel Es = N/mm2

Density of water, w = kN/3

Density of concrete, ct = kN/3

Soil properties

Density of soil, soil = kN/3

Cohesiveness, C = kN/2

Friction angle, = Degrees

Bearing capacity = kN/ 2

Durability Requirement

Exposure condition - Severe

Clear cover to r/f = mm

Allowable crack width = mm

Thermal Requirement

Fall in temperature between the hydration peak and ambient

T1 = C

Fall in temperature due to seasonal variations

T2 = C

Coefficient of thermal expansion of mature concrete

=o

C

-1

Restraint factor, R =

Sizes

Thickness of Section, h = mm

Reinforcement design width, bt = mm

Vertical reinforcement:

R/F diameter T Bars

R/F spacing

Type of Section =

Vertical Design Bending Moment(ULS) = kNm/m

Vertical Design Bending Moment(SLS) = kNm/m

25

100

197

Wall

460

450

24.0

24

40

20.0

0.0

0.5

2.7E+04

2.0E+05

10.0

30.0

100.0

50.0

0.2

1.0E-05


35

LONG WALL (Vertical R/F)

REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED

CEYWATER CONSULTANT (PVT) LTD. PROJECTREHABILITATION OF KILINOCHCHI

WATER SUPPLY SCHEME

5/29/2012

1000

297

15


17/56



REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER SUPPLY SCHEME

5/29/2012

Design shear force at long edge(ULS) = kN/m

As provided (Vertical R/F) = mm2

Effective depth for verticall r/f(d) = mm

1.R/F to carry ULS BM.

Vertical direction:

d = mm

M = kNm

K' = No redistribution.

b = mm

fcu = N/mm

fy = N/mm2

BS. 8110 K = M/(bd2fcu) = < K' Hence no compression r/f is reqd.

Cl.3.4.4.4

Z = d{0.5+(0.25-K/0.9).

}

= mm

As = M/(0.87*fy*Z) = mm/m mm/m

359

2246 2246

297

0.156

1000

35

0.06584

330.5

460

4909

359

143

16


18/56



REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER SUPPLY SCHEME

5/29/2012

3.R/F to carry SLS BM.

Calculation of crack width due to flexural action:

(without considering effect of compression r/f)

Calculation of crack width due to vertical bending moment:

Ms = kNm

As = mm

h = mm

d = mm

b = mm

= As/bd =

a' = mm

Es = N/m2

Ec = 1/2 x Static Modulus

= N/m2

e = Es/EC =

e =

x/d = e[(1+2/ e)0.5

-1]

=

x = mm

z = d - x/3 = mm

fs=Ms/zAs = N/mm2

fs< 0.8fy Ok

fcb=2Ms/zbx = N/mm fcb< 0.45fcu Ok

1= fs/Es{(h-x)/(d-x)} =

2=bt(h-x)(a'-x)/3EsAs(d-x) =

m=1-2 =

cmin =

acr =

Crack width = w= 3acrm/(1+2*((acr-cmin)/(h-x)) = mm


Ok

mm/m

303.308

Crack width due to flexural bending is satisfactory

450

2.03E-01

132.316

7.77

0.00098

1.42E-04

0.01367

2.00E+05

78.8316

0.465

167.076

8.34E-04

66.0

1.4E+04

1.48E+01

0.181

0.2

4909

359

450

1000

197

4909

17


19/56



REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER SUPPLY SCHEME

5/29/2012

4.R/F to resist shrinkage and thermal movement in immature concrete.

h = mm

b = mm

Cl.2.6.2.3 Minimumsteel ratio in each surface zone is given by,

A.2

Tb. A.1 crit = fct/fy =

= As/(bh') = where h' - depth of surface zone

Type of Section = Wall

Fig. A.1 h't = mm

h'b = mm

As = mm/mper each layer

Minimumsteel area in each surface zone = mm/mper each layer mm/m

Wma = Sma R (T1+T2)

T1 =oC

T2 =oC

=o

CR = (for rigid end restraints)

ver =

Wma /Smax =

A.3 Sma = fct/fb x/2 Steel ratio based on surface zone.

T A.1 fct/fb =

2.2.3.3 Use Wma = mm

Sma = mm

ver = > crit

24.0

1.0E-050.5

0.2

625

0.0134

787.5

788

R/F in controlling crack spacing has to be provided according to Cl. A.3(8007)

40.0

788

3.20E-04

0.67

25

225

0.0035

0.0035

450

1000

225

18


20/56



REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER SUPPLY SCHEME

5/29/2012

Minimumrequired reinforcement area per ,

Each surface zone Vertically = mm2 mm

5.Summary of R/F Provided:

Vertical R/F provided = T @

Cl.3.5.5 6.Check for ULS shear

a).Shear at horizontal edge of wall = kN/m

b = mm

d = mm

As = mm

Vuls = kN/mv = V/bd

= N/mm2

Cl.3.4.5.2 v < 5 or 0.8(f cu)0.5

Ok

Cl.3.4.5.4 100As/(bd) = < 3

400/d = > 1

=

vc = > v

Hence shear r/f are not required Ok

1.4

0.64423

1.37

1.11

359

143

0.39833

4909

1000

143

3015

100

3015

25

19


21/56



REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER SUPPLY SCHEME

5/29/2012

7.Other considerations:

Anchorage Bond

Cl.3.12.8.3 f b fbu

Cl.3.12.8.4 where

fb = Design anchorage bond stress

fbu = Design ultimate anchorage bond stress

fb = Fs/(l) = (0.87f y2/4)/(l) = 0.217f y/l

fbu = (fcu).

= 3 (for tension bars)

a).For vertical r/f

= mm

fy = N/mm2

fb fbu

l mm

Provided anchorage length = mm

Hence ok Ok

25

460

844

1250

20


22/56

Design Data:

Material Properties







Soil properties









Thermal Requirement


T1 = C


T2 = C


=o

C

-1


Sizes



Horizontal reinforcement:

R/F diameter T Bars

R/F spacing

Type of Section =

Horizontal Design Bending Moment(ULS) = kNm/m

Horizontal Design Bending Moment(SLS) = kNm/m

Horizontal direct tension(ULS) = kN/m

Horizontal direct tension(SLS) = kN/m

113

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012

125


35.0

LONG WALL (Horizontal R/F)

460.0

450.0

24.0

24.0

40.0

20.0

0.0

0.5

2.7E+04

2.0E+05

10.0

30.0

100.0

50.0

0.2

1.0E-05

1000.0

16

170

106

70

Wall

21


23/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012



Design shear force at vertical edge(ULS) = kN/m

As provided (Horizontal R/F) = mm2

Effective depth for horizontal r/f = mm


Horizontal direction:

d = mm

M = kNm


b = mm

fcu = N/mm

fy = N/mm2


Cl.3.4.4.4

Z = d{0.5+(0.25-K/0.9).

}

= mm


152

1608

392

170

0.156

1000

35

460

0.03161

372.4

1141 1141

392

22


24/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012



2.R/F to carry ULS direct tension

Horizontal direction:T = kN/m

fy = N/mm2

As = T/(0.87*fy) = mm/m mm/m

106

460

265 265

23


25/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012




For horizontal reinforcement

e= M/Nc = mm

g=h/2 = mm

m=Es/Ec =

d' = mm

d = mm

As' = mm2

As = mm

x = mm

M/(Th) =

0.5(1-2a/h)2

=

M/(Nch) > 0.5(1-2a/h)

Section is under both tension and compression,Hence following equations are valied.

k1=[(e+g)/d -1] =

k2=(x/2d)(1-x/3d) = mm

k3=(m-1)(1-d'/x) = mm

fc = k1Nc/ [k3(1-d'/d)As' + k2bd] =

fs = [fc(k3As' + 0.5bx)+Nc]/ As =

x = d/(1+f s/mfc) =

1= fs/Es{(h-x)/(d-x)} =


m=1-2 =

cmin =acr =

fcb< 0.45fcu

fs< 0.8fy

Crack width = w= 3acr /(1+2*((acr-cmin)/(h-x)) = mm


Ok

mm/m

0.275

4.59E-04

8.19E-04

1608

3.59

0.16

0.2


74.896950.0

6.96636

216.048

76

1614.29

225

7.41

58

392

1608

1608

75

3.69206

0.08956

1.45

0.00128

24


26/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012




h = mm

b = mm


A.2




Fig. A.1 h't = mm

h'b = mm



Wmax = Smax R (T1+T2)

T1 =oC

T2 =oC

=

o


hor =

Wmax/Smax =


T A.1 fct/fb =

2.2.3.3 Use Wmax = mm

Sma = mm

hor = > crit0.0086

16

3.20E-04

0.67

0.2

625

40.0

24.0

1.0E-050.5

1000

788

0.0035

0.0035


225

225

787.5

788

450

25


27/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012




Each surface zone Horizontally = mm2/m mm

2/m



Shear at short edge of wall = kN/m

b = mm

d = mm

As = mm

Vuls = kN/mv = V/bd

= N/mm2

Cl.3.4.5.2 v < 5 or 0.8(f cu)0.5

Ok

Cl.3.4.5.4 100As/(bd) = < 3

400/d = > 1

m =

vc = > v


152

1000

1.46

0.42881

19301930

0.49

1.02

392

1930

152

0.38776

26

Horizontal R/F provided = T 16 @ 100


28/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012




Anchorage Bond

Cl.3.12.8.3 f b fbu

Cl.3.12.8.4 where



fb = Fs/(l) = (0.87f y2/4)/(l) = 0.217f y/l

fbu = (fcu).


b).For long span r/f

= mm

fy = N/mm

fb fbu

l mm


Hence ok Ok

460

540

800

16

27


29/56

Design Data:

Material Properties







Soil properties









Thermal Requirement


T1 = C


T2 = C


=o

C

-1


Sizes



Vertical reinforcement:

R/F diameter T Bars

R/F spacing

Type of Section =

Vertical Design Bending Moment(ULS) = kNm/m

Vertical Design Bending Moment(SLS) = kNm/m

125

16

111

1000

Reference Calculations

460

450

24.0

24

40

20.0

0.0

0.5

2.7E+04

2.0E+05

10.0

30.0

100.0

50.0

0.2

Output

35

Short Wall(Vertical R/F)

REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER SUPPLY SCHEME

5/29/2012

1.0E-05

99

Wall

28


30/56



REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER SUPPLY SCHEME

5/29/2012


As provided (Vertical R/F) = mm2

Effective depth for verticall r/f(d) = mm


Vertical direction:

d = mm

M = kNm


b = mm

fcu = N/mm

fy = N/mm2


Cl.3.4.4.4

Z = d{0.5+(0.25-K/0.9).

}

= mm


368

1608

68.6

111

0.156

1000

35

0.02342

349.6

460

368

793 793

29


31/56



REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER SUPPLY SCHEME

5/29/2012


Calculation of crack width due to flexural action:

(without considering effect of compression r/f)

Calculation of crack width due to vertical bending moment:

Ms = kNm

As = mm

h = mm

d = mm

b = mm

= As/bd =

a' = mm

Es = N/m2

Ec = 1/2 x Static Modulus

= N/m2

e = Es/EC =

e =

x/d = e[(1+2/ e)0.5

-1]

=

x = mm

z = d - x/3 = mm

fs=Ms/zAs = N/mm2

fs< 0.8fy Ok

fcb=2Ms/zbx = N/mm fcb< 0.45fcu Ok

1= fs/Es{(h-x)/(d-x)} =


m=1-2 =

cmin =

acr =

6.48E-02

185.896

5.40

0.00123

4.64E-04

0.00437

2.00E+05

87.1031

0.301

110.73

7.62E-04

66.0

331.09

450

1.4E+04

1.48E+01

1608

368

450

1000

99

30


32/56



REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER SUPPLY SCHEME

5/29/2012

Crack width = w= 3acrm/(1+2*((acr-cmin)/(h-x)) = mm

Allowable crack width = mmOk

mm2/m


0.177

0.2

1608

31


33/56



REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER SUPPLY SCHEME

5/29/2012


h = mm

b = mm


A.2




Fig. A.1 h't = mm

h'b = mm



Wma = Sma R (T1+T2)

T1 =oC

T2 =oC

=o


ver =

Wma /Smax =


T A.1 fct/fb =

2.2.3.3 Use Wma = mm

Sma = mm

ver = > crit

3.20E-04

0.67

16

225

0.0035

0.0035

225

450

1000

0.2

625

0.0086

787.5

788


40.0

24.0

1.0E-050.5

788

32


34/56



REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER SUPPLY SCHEME

5/29/2012


Each surface zone Vertically = mm2 mm



a).Shear at horizontal edge of wall = kN/m

b = mm

d = mm

As = mm

Vuls = kN/mv = V/bd

= N/mm2

Cl.3.4.5.2 v < 5 or 0.8(f cu)0.5

Ok

Cl.3.4.5.4 100As/(bd) = < 3

400/d = > 1

=

vc = > v


368

68.6

0.18641

1608

1000

68.6

0.44

1.09

1.4

0.43778

19301930

33

Vertical R/F provided = T 16 @ 100


35/56



REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER SUPPLY SCHEME

5/29/2012


Anchorage Bond

Cl.3.12.8.3 f b fbu

Cl.3.12.8.4 where



fb = Fs/(l) = (0.87f y2/4)/(l) = 0.217f y/l

fbu = (fcu).


a).For vertical r/f

= mm

fy = N/mm2

fb fbu

l mm


Hence ok Ok

800

16

460

540

34


36/56

Design Data:

Material Properties







Soil properties









Thermal Requirement


T1 = C


T2 = C


=o

C

-1


Sizes



Horizontal reinforcement:

R/F diameter T Bars

R/F spacing

Type of Section =

Horizontal Design Bending Moment(ULS) = kNm/m

Horizontal Design Bending Moment(SLS) = kNm/m

Horizontal direct tension(ULS) = kN/m

Horizontal direct tension(SLS) = kN/m

113

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012

125


35.0

Short Wall(Horizontal R/F)

460.0

450.0

24.0

24.0

40.0

20.0

0.0

0.5

2.7E+04

2.0E+05

10.0

30.0

100.0

50.0

0.2

1.0E-05

1000.0

16

170

152

100

Wall

35


37/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012



Design shear force at vertical edge(ULS) = kN/m

As provided (Horizontal R/F) = mm2

Effective depth for horizontal r/f = mm


Horizontal direction:

d = mm

M = kNm


b = mm

fcu = N/mm

fy = N/mm2


Cl.3.4.4.4

Z = d{0.5+(0.25-K/0.9).

}

= mm


106

1608

392

170

0.156

1000

35

460

0.03161

372.4

1141 1141

392

36


38/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012




Horizontal direction:T = kN/m

fy = N/mm2

As = T/(0.87*fy) = mm/m mm/m

152

460

380 380

37


39/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012




For horizontal reinforcement

e= M/Nc = mm

g=h/2 = mm

m=Es/Ec =

d' = mm

d = mm

As' = mm2

As = mm2

x = mm

M/(NcT) =

0.5(1-2a/h)2

=

M/(Nch) > 0.5(1-2a/h)


k1=[(e+g)/d -1] = mm

k2=(x/2d)(1-x/3d) = mm

k3=(m-1)(1-d'/x) = mm

fc = k1Nc/ [k3(1-d'/d)As' + k2bd] =

fs = [fc(k3As' + 0.5bx)+Nc]/ As =

x = d/(1+f s/mfc) =

1= fs/Es{(h-x)/(d-x)} =


m=1-2 =

cmin =acr =

fcb< 0.45fcu

fs< 0.8fy

Crack width = w= 3acr /(1+2*((acr-cmin)/(h-x)) = mm


Ok

mm/m

4.63E-04

8.71E-04

1608

2.51

0.28

0.172853

0.2


74.896950.0

6.81666

225.828

72

1130

225

7.41

58

392

1608

1608

73

2.45663

0.08733

1.32

0.00133

38


40/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012




h = mm

b = mm


A.2




Fig. A.1 h't = mm

h'b = mm




T1 =oC

T2 =oC

=

o


hor =

Wmax/Smax =


T A.1 fct/fb =


Sma = mm

hor = > crit0.0086

16

3.20E-04

0.67

0.2

625

40.0

24.0

1.0E-050.5

1000

788

0.0035

0.0035


225

225

787.5

788

450

39


41/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012




Each surface zone Horizontally = mm2/m mm2/m




b = mm

d = mm

As = mm

Vuls = kN/mv = V/bd

= N/mm2

Cl.3.4.5.2 v < 5 or 0.8(f cu)0.5

Ok

Cl.3.4.5.4 100As/(bd) = < 3

400/d = > 1

m =

vc = > v


106

1000

1.46

0.42881

19301930

0.49

1.02

392

1930

106

0.27041

40

Horizontal R/F provided = T 16 @ 100


42/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012




Anchorage Bond

Cl.3.12.8.3 f b fbu

Cl.3.12.8.4 where



fb = Fs/(l) = (0.87f y2/4)/(l) = 0.217f y/l

fbu = (fcu).



= mm

fy = N/mm

fb fbu

l mm


Hence ok Ok

460

540

800

16

41


43/56

Design Data:

Material Properties







Soil properties









Thermal Requirement


T1 = C


T2 = C


=o

C

-1


Sizes



Long span reinforcement:

R/F diameter T Bars

R/F spacing

Short span reinforcement:

R/F diameter T Bars

R/F spacing

Type of Section =

Short Span Design Bending Moment(ULS) = kNm/m

Short Span Design Bending Moment(SLS) = kNm/m

Short span direct tension force(ULS) = kN/m

Short span direct tension force(SLS) = kN/m

100

1000.0

16

297

116

77

Base Slab

460.0

500.0

24.0

24.0

34.0

20.0

0.0

0.5

2.7E+04

2.0E+05

10.0

30.0

100.0

50.0

0.2

1.0E-05

REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER S/S

5/30/2012

BASE SLAB(Top R/F)-

Short Direction


35.0

20

100

197

42


44/56

REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER S/S

5/30/2012

BASE SLAB(Top R/F)-

Short Direction



As provided (short Span) = mm

Effective depth for short span r/f = mm


Short span direction:

d = mm

M = kNm


b = mm

fcu = N/mm2

fy = N/mm


Cl.3.4.4.4

Z = d{0.5+(0.25-K/0.9)0.5

}

= mm

As = M/(0.87*fy*Z) = mm2/m mm

2/m


Short span direction:

T = kN/m

fy = N/mm2

As = T/(0.87*fy) = mm/m mm/m

26

414

460

0.04951

389.8

1904 1904

116

460

290 290

414

3142

297

0.156

1000

35

43


45/56

REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER S/S

5/30/2012

BASE SLAB(Top R/F)-

Short Direction



Calculation of crack width due to combined tension and bending

Uniaxial bending and tension.

For short span reinforcement:

e= M/Nc = mm

g=h/2 = mm

m=Es/Ec =

d' = mm

d = mm

As' = mm2

As = mm

x = mm

M/(Th) =

0.5(1-2a/h)2

=

M/(Th) > 0.5(1-2a/h)


k1=[(e+g)/d -1] = mm

k2=(x/2d)(1-x/3d) = mm

k3=(m-1)(1-d'/x) = mm

fc = k1Nc/ [k3(1-d'/d)As' + k2bd] =

fs = [fc(k3As' + 0.5bx)+Nc]/ As =

x = d/(1+f s/mfc) =

1= fs/Es{(h-x)/(d-x)} =


m=1-2 =

cmin =acr =

106

2558.44

250

7.41

76

414

3142

8.38248

5.78

0.11709

1.81

181.127

3142

Following Eq's are

valied

106

5.12

0.24

0.00116

2.68E-04

8.91E-04

66.079.4786

44


46/56

REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER S/S

5/30/2012

BASE SLAB(Top R/F)-

Short Direction


fcb< 0.45fcu

fs< 0.8fyCrack width = w= 3acr /(1+2*((acr-cmin)/(h-x)) = mm


Ok

mm2/m


3142

0.199

0.2

45


47/56

REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER S/S

5/30/2012

BASE SLAB(Top R/F)-

Short Direction



h = mm

b = mm


A.2



Type of Section = Base Slab

Fig. A.1 h't = mm

h'b = mm




T1 =oC

T2 =oC

=

o


short =

long =

Wmax/Smax =


T A.1 fct/fb =


Sma = mm

short = > crit

long = > crit

0.0097

0.67

0.2

690

1000

0.0035

0.0035

500

34.0

24.0


875

250

100

875

875

16

2.90E-04

1.0E-050.5

20

0.0078

46


48/56

REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER S/S

5/30/2012

BASE SLAB(Top R/F)-

Short Direction



Top surface zone in short span = mm/m mm/m


Short span R/F provided = T @


a).Shear at long edge of wall = kN/m

b = mm

d = mm

As = mm

Vuls = kN/mv = V/bd

= N/mm2

Cl.3.4.5.2 v < 5 or 0.8(f cu)0.5

Ok

Cl.3.4.5.4 100As/(bd) = < 3

400/d = > 1

m =

vc = > v


20 100

26

1.4

0.5153

1000

414

3142

26

0.0628

0.76

1

19431943

47


49/56

REF.

NO.




DATE

COMPONENT

DESIGNED CHECKED


WATER S/S

5/30/2012

BASE SLAB(Top R/F)-

Short Direction



Anchorage Bond

Cl.3.12.8.3 f b fbu

Cl.3.12.8.4 where



fb = Fs/(l) = (0.87f y2/4)/(l) = 0.217f y/l

fbu = (fcu).


a).For short span r/f

= mm

fy = N/mm2

fb fbu

l mm


Hence ok Ok

20

460

675

1000

48


50/56

Design Data:

Material Properties







Soil properties









Thermal Requirement


T1 = C


T2 = C


=o

C

-1


Sizes



Long span reinforcement:

R/F diameter T Bars

R/F spacing

Type of Section =

Long Span Design Bending Moment(ULS) = kNm/m

Long Span Design Bending Moment(SLS) = kNm/m

Long span direct tension(ULS) = kN/m

Long span direct tension(SLS) = kN/m

99

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012


35.0

BASE SLAB(Top R/F)-

Long Direction

460.0

500.0

24.0

24.0

34.0

20.0

0.0

0.5

2.7E+04

2.0E+05

10.0

30.0

100.0

50.0

0.2

1.0E-05

1000.0

16

111

68

46

200

Base Slab

49


51/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012


BASE SLAB(Top R/F)-

Long Direction

Design shear force at short edge(ULS) = kN/m

As provided (Long Span) = mm2

Effective depth for long span r/f = mm


Long span direction:

d = mm

M = kNm


b = mm

fcu = N/mm

fy = N/mm2


Cl.3.4.4.4

Z = d{0.5+(0.25-K/0.9).

}

= mm


0

1005

442

111

0.156

1000

35

460

0.01623

419.9

661 661

442

50


52/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012


BASE SLAB(Top R/F)-

Long Direction


Long span direction:T = kN/m

fy = N/mm2

As = T/(0.87*fy) = mm/m mm/m

68

460

170 170

51


53/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012


BASE SLAB(Top R/F)-

Long Direction


For long span reinforcement:

e= M/Nc = mm

g=h/2 = mm

m=Es/Ec =

d' = mm

d = mm

As' = mm2

As = mm

x = mm

M/(NcT) =

0.5(1-2a/h)2

=

M/(Nch) > 0.5(1-2a/h)


k1=[(e+g)/d -1] = mm

k2=(x/2d)(1-x/3d) = mm

k3=(m-1)(1-d'/x) = mm

fc = k1Nc/ [k3(1-d'/d)As' + k2bd] =

fs = [fc(k3As' + 0.5bx)+Nc]/ As =

x = d/(1+f s/mfc) =

1= fs/Es{(h-x)/(d-x)} =


m=1-2 =

cmin =acr =

fcb< 0.45fcu

fs< 0.8fy

cr cr min


Ok

mm/m

0.0015

8.29E-04

6.72E-04

1005

4.30

0.29

0.2


103.817

2152.17

250

50.0

6.26554

259.937

67

7.41

58

442

1005

1005

67

4.43478

0.07196

0.86

Crack width = w= 3a /(1+2*((a -c )/(h-x)) = 0.17 mm

52


54/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012


BASE SLAB(Top R/F)-

Long Direction


h = mm

b = mm


A.2



Type of Section = Base Slab

Fig. A.1 h't = mm

h'b = mm




T1 =oC

T2 =oC

=

o


long =

Wmax/Smax =


T A.1 fct/fb =


Sma = mm

long = > crit0.0078

16

2.90E-04

0.67

0.2

690

34.0

24.0

1.0E-050.5

1000

500

875

0.0035

0.0035


250

100

875

875

53


55/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012


BASE SLAB(Top R/F)-

Long Direction


Top surface zone in long span = mm2/m mm

2/m




b = mm

d = mm

As = mm

Vuls = kN/mv = V/bd

= N/mm2

Cl.3.4.5.2 v < 5 or 0.8(f cu)0.5

Ok

Cl.3.4.5.4 100As/(bd) = < 3

400/d = > 1

m =

vc = > v


0

1000

1.38

0.43373

19431943

0.44

1

442

1943

0

0

54

Long span R/F provided = T 16 @ 100


56/56

REF.

NO.




DATE

COMPONENT



WATER S/S

5/29/2012


BASE SLAB(Top R/F)-

Long Direction


Anchorage Bond

Cl.3.12.8.3 f b fbu

Cl.3.12.8.4 where



fb = Fs/(l) = (0.87f y2/4)/(l) = 0.217f y/l

fbu = (fcu).



= mm

fy = N/mm

fb fbu

l mm


Hence ok Ok

460

540

800

16

Report on Structural Design Calculation of Roughing Filter

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Transcript of Report on Structural Design Calculation of Roughing Filter