Structural Design of Regulator in USD Method :Name of Subproject:Name of Regulator : Reinforcement ratio producing balanced strain condition.

Depth of stress block at limiting value of balanced condition.Upazila : District:

Design Parameters :400 N/mm20 N/mm0.85 Ratio of stress block depth (a) to the effective depth (d)0.25 Bending moment capacity at limiting value of balanced condition.0.75 b= Width of the section2.00 E+05 N/mm2.10 E+04 N/mm

=

0.0030.9

=

Temp. and Shrinkage Reinforcement = 0.0014 bt0.60 Mu= Moment from factored load

General Combination of Loads used in analysis:

1:

2:

b=ad=kd= Ratio of stress block depth to the effective depth at balanced strain conditions. (ad/d)

Yeild Strength of Steel fy = dd= Minimum effective depth that a singly reinforced member may have and maintain steel ratio requirements.Compressive Strength of Concrte f'c =

1 = ku=Recommended limit of /b = MDS=

max/b =Modulus of elasticity of steel, Es =

Modulus of elasticity of concrete, Ec =4700 f'c =Crushing strain of Concrete, c =

Strength reduction factor, =

Mn = Mu/hfx(1.4DL+1.7LL)

hfx(1.4DL+1.0LL)

*Hydraulic factor hf =1.3 is used

** Engineer Manual of USACE: EM 1110-2-2104 Strength Design for Reinforced-Concrete Hydraulic Structures

(Change 1, Date:20 AUGUST, 2003)has been followed for structural design purpose.

ad = kd*dMDS = 0.85*f'c*ad*b(d-ad/2)

_=( ) (/__1 )/ _

)(_+_/_

_= /(0.85(_ __ (1 /2) _ ))

_=1(1 /(0.425_ ^2 ))_

_=(0.85 ) _ _ /_

Structural Design of Regulator in USD Method :

Reinforcement ratio producing balanced strain condition.Depth of stress block at limiting value of balanced condition.

Ratio of stress block depth (a) to the effective depth (d)Bending moment capacity at limiting value of balanced condition.

0.25x0.85x0.0030.003+400/200000

0.127500

Mu= Moment from factored load

= 0.70

Ratio of stress block depth to the effective depth at balanced strain conditions. (ad/d)

Minimum effective depth that a singly reinforced member may have and maintain steel ratio

x(Mn/b)0.5

* where Mn is in N-mm

*b(d-ad/2)

750 750

225 225

1 15033.69

1.5

1000

17.4 kN/m40

c = 40 kN/m

Ka = 0.36

200

2000

17.4 kN/m26

c = 17.4 kN/m

Ka = 0.39

= =

= =

2000

1200 250 150 2200

0

031

00

Yes

Ht. of soil above Toe slab = 0.5 m

500

1000

300.

00

400

OPe Pa Pb

0.00 4.07 21.04Stability AnalysisCalculation of Horizontal forces & Moments: Calculation of Horizontal forces & Moments:

SN SN

01 4.07x0.6 = 2.442 2.25 5.495 01 0.25x4.1x23.602 0.5x21.04x3.1 = 32.612 2.433 79.345 02 0.5x0.15x4.1x23.603 21.04x1.4 = 29.456 0.7 20.619 03 0.5x0.113x3.1x17.404 0.5x4.96x1.4 = 3.472 0.467 1.621 04 0.5x0.037x1x18.905 0.5x13.73x1.4 = 9.611 0.467 4.488 05 2.237x3.1x17.406 -0.5x0x1.4 = 0 0.3 0 06 2.2x1x18.9

07 3.8x0.4x23.6Total = 77.593 111.568

TotalF.S Against Overturing = 552.069/ 111.568 = 4.95 OK

F.S Against Sliding = 232.961x 0.3/ 77.593 = 0.9 Not OKf =

W3Ignore Passive pressure from

soil above Toe slab = W1 W5

W2 W4 W6

P6 W7

Horizontal Force(kN)

Lever Arm(m)

Moment(kN-m)

Vertical Force(kN)

P1 = W1 =P2 = W2 =P3 = W3 =P4 = W4 =P5 = W5 =P6 = W6 =

W7 =

Foundation Pressure :Load ecentricity : W (1 6e

(552.069-111.568)/232.961 = 1.891 f = L LL/2-1.891 =3.8/2 - 1.891 = 0.009

1.2 71.535 0.356 0.281 0.05479 654.359 16 307.2621.4 59.37 0.349 0.274 0.04765 554.919 16 362.3231.6 48.638 0.341 0.266 0.04129 466.76 16 430.7571.8 39.252 0.334 0.259 0.03503 385.635 16 521.3732 31.126 0.327 0.252 0.02926 313.374 16 641.597

2.2 24.173 0.32 0.245 0.02398 249.656 16 805.3472.4 18.306 0.312 0.237 0.01936 194.989 16 1031.142.6 13.437 0.305 0.23 0.01505 147.162 16 1366.252.8 9.481 0.298 0.2233 6.35 0.29 0.215

3.2 3.958 0.283 0.2083.4 2.217 0.276 0.2013.6 1.041 0.268 0.1933.8 0.342 0.261 0.1864 0.034 0.254 0.179

4.2 0.031 0.246 0.1714.4 0.244 0.239 0.1644.6 0.588 0.232 0.1574.8 0.975 0.224 0.1495 1.319 0.217 0.142

1.2

0.6

0 0 1.1

Up 61.9

2

61.7

2736

8421

1

61.5

3473

6842

1

Dow

n

kN/m

9.44

9.44kN/m

Dow

n

kN/m

9.44

9.44

9.44f1 = 61.92

Dow

n

kN/m

10.4

4

10.4

4

f2 = 61.5347

Mu

kN-m

0 16.2

8518

7368

4

65.0

6677

8947

4

f3 = 61.4063

Dow

n

kN/m

53.9

4

53.9

4

f4 = 60.7

t m 0.4

0.4

0.4

Dow

n

kN/m

18.9

18.9

d m 0.32

5

0.32

5

0.32

5

Dow

n

kN/m

18.9

18.9

Up kN/m

61.4

0631

5789

5

61.0

5315

7894

7

ku 0 0.00

9110

8739

0.03

6917

7448

Mu

kN-m

202.

4101

5859

65

50.6

7375

9824

6

As 0 125.

8439

4622

96

509.

9263

4962

38

t m 0.4

0.4

Bar

16 16 12

d m 0.32

5

0.32

5

Spac

ing

1597

.693

0637

029

221.

7967

3610

4

ku 0.11

9913

7204

0.02

8630

5345

As 1656

.308

2629

367

395.

4592

5744

87

Bar

16 20

Spac

ing

121.

3904

4675

39

794.

4181

2040

71

750

150

225

225

17.4 kN/m26

c = 17.4 kN/m

Kp = 2.56

= =

23.6 kN/m17.4 kN/m18.9 kN/m9.09 kN/m

conc =s(moist) =s(Sat) =s(Sub) =

9.81 kN/m0.6 m

Ht. of water table above base top = 1 m26

Ka =0.39

1733

.33 Kp =2.56

1783

.33

700

466.

67

466.

67

Pa30.41

Pc Pd4.96 13.73

Calculation of Horizontal forces & Moments:

0.25x4.1x23.6 = 24.19 1.325 32.0520.5x0.15x4.1x23.6 = 7.257 1.5 10.8860.5x0.113x3.1x17.4 = 3.048 1.488 4.5350.5x0.037x1x18.9 = 0.35 1.576 0.5522.237x3.1x17.4 = 120.664 2.682 323.621

2.2x1x18.9 = 41.58 2.7 112.2663.8x0.4x23.6 = 35.872 1.9 68.157

Total = 232.961 552.069

) = 232.961 6x0.009 ) = 61.31x(10.01)

w(Water)=hs =

=P2

P1

P3P4 P5

Vertical Force(kN)

Lever Arm(m)

Moment(kN-m)

Foundation Pressure :(1

) =3.800 3.8

) = 61.31x(10.01)

61.92 kN/m 60.7 kN/m1.02

64.556 40.3474 71.5352 4.0716 19.6826 0 0 0 0 2.957.172 35.7323 59.3697 4.0716 18.3252 0 0 0 0 2.750.222 31.3887 48.6376 4.0716 16.9677 0 0 0 0 2.543.706 27.3166 39.252 4.0716 15.6103 0 0 0 0 2.337.625 23.5159 31.126 4.0716 14.2529 0 0 0 0 2.131.979 19.9867 24.1728 4.0716 12.8955 0 0 0 0 1.926.767 16.7291 18.3055 4.0716 11.5381 0 0 0 0 1.721.989 13.7429 13.4373 4.0716 10.1806 0 0 0 0 1.517.645 11.0282 9.48114 4.0716 8.82323 0 0 0 0 1.313.736 8.58495 6.35028 4.0716 7.46581 0 0 0 0 1.110.261 6.41321 3.95781 4.0716 6.10839 0 0 0 0 0.97.221 4.51296 2.21686 4.0716 4.75097 0 0 0 0 0.74.615 2.88419 1.04056 4.0716 3.39355 0 0 0 0 0.52.443 1.5269 0.34202 4.0716 2.03613 0 0 0 0 0.30.706 0.4411 0.03438 4.0716 0.67871 0 0 0 0 0.1-0.597 -0.37322 0.03076 4.0716 -0.67871 0 0 0 0 -0.1-1.466 -0.91606 0.24429 4.0716 -2.03613 0 0 0 0 -0.3

-1.9 -1.18741 0.58808 4.0716 -3.39355 0 0 0 0 -0.5-1.9 -1.18728 0.97527 4.0716 -4.75097 0 0 0 0 -0.7

-1.465 -0.91567 1.31899 4.0716 -6.10839 0 0 0 0 -0.9

2.2

9.44

10.4

453

.94

18.9

18.9

60.7

0.4

0.32

50

016

Pb Pc3.55 9.81

H1 H2 H3 H4 H5 H6 P1 P2 P3 P4 P5 P6 L1 L2 L34.1 3.1 1 1 1 0.5 16.6936 32.612 21.04 1.775 4.905 0 2.05 2.03333 0.53.9 3.1 0.8 0.8 0.8 0.3 15.8792 32.612 16.832 1.136 3.1392 0 1.95 1.83333 0.43.7 3.1 0.6 0.6 0.6 0.1 15.0649 32.612 12.624 0.639 1.7658 0 1.85 1.63333 0.33.5 3.1 0.4 0.4 0.4 0 14.2506 32.612 8.416 0.284 0.7848 0 1.75 1.43333 0.23.3 3.1 0.2 0.2 0.2 0 13.4363 32.612 4.208 0.071 0.1962 0 1.65 1.23333 0.13.1 3.1 0 0 0 0 12.622 32.612 0 0 0 0 1.55 1.03333 0

2.9 2.9 0 0 0 0 11.8076 28.5397 0 0 0 0 1.45 0.96667 -0.12.7 2.7 0 0 0 0 10.9933 24.739 0 0 0 0 1.35 0.9 -0.22.5 2.5 0 0 0 0 10.179 21.2097 0 0 0 0 1.25 0.83333 -0.32.3 2.3 0 0 0 0 9.36468 17.9519 0 0 0 0 1.15 0.76667 -0.42.1 2.1 0 0 0 0 8.55036 14.9655 0 0 0 0 1.05 0.7 -0.51.9 1.9 0 0 0 0 7.73604 12.2507 0 0 0 0 0.95 0.63333 -0.61.7 1.7 0 0 0 0 6.92172 9.80735 0 0 0 0 0.85 0.56667 -0.71.5 1.5 0 0 0 0 6.1074 7.63548 0 0 0 0 0.75 0.5 -0.81.3 1.3 0 0 0 0 5.29308 5.7351 0 0 0 0 0.65 0.43333 -0.91.1 1.1 0 0 0 0 4.47876 4.10619 0 0 0 0 0.55 0.36667 -10.9 0.9 0 0 0 0 3.66444 2.74877 0 0 0 0 0.45 0.3 -1.10.7 0.7 0 0 0 0 2.85012 1.66284 0 0 0 0 0.35 0.23333 -1.20.5 0.5 0 0 0 0 2.0358 0.84839 0 0 0 0 0.25 0.16667 -1.30.3 0.3 0 0 0 0 1.22148 0.30542 0 0 0 0 0.15 0.1 -1.40.1 0.1 0 0 0 0 0.40716 0.03394 0 0 0 0 0.05 0.03333 -1.5-0.1 -0.1 0 0 0 0 -0.40716 0.03394 0 0 0 0 -0.05 -0.03333 -1.6-0.3 -0.3 0 0 0 0 -1.22148 0.30542 0 0 0 0 -0.15 -0.1 -1.7-0.5 -0.5 0 0 0 0 -2.0358 0.84839 0 0 0 0 -0.25 -0.16667 -1.8-0.7 -0.7 0 0 0 0 -2.85012 1.66284 0 0 0 0 -0.35 -0.23333 -1.9-0.9 -0.9 0 0 0 0 -3.66444 2.74877 0 0 0 0 -0.45 -0.3 -2

L3 L4 L5 L6 Mu0.5 0.33333 0.33333 0.166670.4 0.26667 0.26667 0.10.3 0.2 0.2 0.033330.2 0.13333 0.13333 -0.033330.1 0.06667 0.06667 -0.10 0 0 -0.16667

-0.1 -0.06667 -0.06667 -0.23333-0.2 -0.13333 -0.13333 -0.3-0.3 -0.2 -0.2 -0.36667-0.4 -0.26667 -0.26667 -0.43333-0.5 -0.33333 -0.33333 -0.5-0.6 -0.4 -0.4 -0.56667-0.7 -0.46667 -0.46667 -0.63333-0.8 -0.53333 -0.53333 -0.7-0.9 -0.6 -0.6 -0.76667-1 -0.66667 -0.66667 -0.83333

-1.1 -0.73333 -0.73333 -0.9-1.2 -0.8 -0.8 -0.96667-1.3 -0.86667 -0.86667 -1.03333-1.4 -0.93333 -0.93333 -1.1-1.5 -1 -1 -1.16667-1.6 -1.06667 -1.06667 -1.23333-1.7 -1.13333 -1.13333 -1.3-1.8 -1.2 -1.2 -1.36667-1.9 -1.26667 -1.26667 -1.43333-2 -1.33333 -1.33333 -1.5

RCC Design_USDSheet1 (2)