Swip Agrohydrology and Design Mag Lam Bong

8/9/2019 Swip Agrohydrology and Design Mag Lam Bong

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AGRO-HYDROLOGIC STUDIES F0R

SMALL WATER IMPOUNDING PROJECT

Project : Maglambong SWIP (Default : BSWM SWIP)

Location : Bgy. Maglambong, Monreal, Masbate (Default : Diliman, Quezon City)

1. Project Data

a. Drainage Area, D.A. : 75.00

= 0.75

= 0.29

b. Mainstream Length from outlet to highest ridge, L : 1,100.00

= 0.68

c. Mainstream Length from outlet to point nearest

Basin Centroid, Lc : 550.00

= 0.34

d. Total Fall from Highest Ridge to outlet, H : 230

e. Watershed Gradient, Y : 20.91

f. Soil Type of Watershed : Clay

g. Soil Group for Watershed Index Determination (A, B, C, or D) : D

2. Computation of Basin Lag Time(TL), Time of Concentration(Tc), Time-to-Peak (TP),

and Peak Rate of Run-off(qp)

a. Basin Lag Time, TL(unadjusted) = 0.93

Drainage Area Coefficient: 1.2

1.2 for mountainous drainage area

0.72 for foothill drainage area

0.35 for valley drainage area

b. Adjusted Estimate of TL, INCR. D: 0.40 = 0.99

c. Time of Concentration, Tc = 1.41

d. Time to Peak, Tp = 1.19

e. Peak Rate Run-off, qp = 0.15

3. Determination of Precipitation Depth, P for Return Period of N yrs.

Using Rainfall-Intensity-Duration-Frequency-Curve

Station: Catbalogan Western, Samar


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a : 51.11 b : 0.10 c : 0.2

d : 0.62 Return Period : 25 yrs.

Rainfall Intensities and Depths for Multiples of

Unit Duration( 25-year Return Period )

Seq. No Duration,D Rainfall Intensity Precipitation Depth

i Hr. mm/hr. Pi= ID, mm

1 0.40 150.48 60.19

2 0.80 104.52 83.62

3 1.20 83.22 99.86

4 1.60 70.46 112.74

5 2.00 61.81 123.62

6 2.40 55.48 133.15

7 2.80 50.60 141.68

8 3.20 46.71 149.469 3.60 43.51 156.63

10 4.00 40.82 163.30

11 4.40 38.54 169.55

12 4.80 36.55 175.46

13 5.20 34.82 181.05

14 5.60 33.28 186.38

15 6.00 31.91 191.47

Calculation and Rearrangement of Rainfall Increments

(2/3 Position)

Seq. No. Rainfall Increments Rearranged Rainfall

i (mm) Increments, 2/3 Position

1 P1 = 60.19 P14 = 5.33

2 P2 = 23.43 P13 = 5.59

3 P3 = 16.24 P12 = 5.90

4 P4 = 12.88 P10 = 6.67

5 P5 = 10.88 P9 = 7.17

6 P6 = 9.52 P7 = 8.53

7 P7 = 8.53 P6 = 9.52

8 P8 = 7.77 P5 = 10.889 P9 = 7.17 P3 = 16.24

10 P10 = 6.67 P2 = 23.43

11 P11 = 6.26 P1 = 60.19

12 P12 = 5.90 P4 = 12.88

13 P13 = 5.59 P8 = 7.77

14 P14 = 5.33 P11 = 6.26

15 P15 = 5.09 P15 = 5.09


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4. Hyrologic Abstraction and Unit Hydrograph Derivation

a. Maximum Potential Difference, S = 84.67

Watershed Index : 75

b. Initial Abstraction, Ia = 16.93

c. Retention Depth, f(INCR.D) = 0.41

Retention Rate,mm/hr = 1.02

Rainfall Excess Computation Using Hydrologic Abstraction and

2/3 Position Maximization Pattern

Seq. No. Rainfall Increments Abstraction Retention Rainfall Excess

i (mm.) (mm.) (mm.) (mm.)

1 5.33 5.33 0.00 0.00

2 5.59 5.59 0.00 0.00

3 5.90 5.90 0.00 0.00

4 6.67 0.11 0.00 6.67

5 7.17 0.00 0.41 6.76

6 8.53 0.00 0.41 8.13

7 9.52 0.41 9.12

8 10.88 0.41 10.47

9 16.24 0.41 15.83

10 23.43 0.41 23.02

11 60.19 0.41 59.78

12 12.88 0.41 12.48

13 7.77 0.41 7.37

14 6.26 0.41 5.85

15 5.09 0.41 4.68

Derivation of Synthetic Unit Hydrograph

Seq. No. Time Dimensionless Hydrograph Unit Hydrograph

i Hrs. T/Tp (q/qp)i Ui Uu=Ui/K

1 0.40 0.34 0.188 0.029 0.0252 0.80 0.67 0.735 0.112 0.096

3 1.20 1.01 1.012 0.154 0.133

4 1.60 1.35 0.788 0.120 0.103

5 2.00 1.68 0.484 0.074 0.063

6 2.40 2.02 0.298 0.045 0.039

7 2.80 2.36 0.184 0.028 0.024

8 3.20 2.70 0.113 0.017 0.015


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9 3.60 3.03 0.070 0.011 0.009


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10 4.00 3.37 0.043 0.007 0.006

11 4.40 3.71 0.027 0.004 0.004

12 4.80 4.04 0.017 0.003 0.002

13 5.20 4.38 0.010 0.002 0.001

14 5.60 4.72 0.006 0.001 0.001

15 6.00 5.05 0.000 0.000 0.000

Total >>> 0.604 0.521

Correction Factor, K = 1.160

To check, K must be equal to 1

Factor, K = 1.00 THEN, OK

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FLOOD HYDROGRAPH FOR THE DESIGN FLOOD

Seq. No. Time, Hrs Discharge, Q cms

0 0.00 0.00

1 0.40 0.00

2 0.80 0.00

3 1.20 0.00

4 1.60 0.16

5 2.00 0.81

6 2.40 1.74

7 2.80 2.59

8 3.20 3.33

9 3.60 4.13

10 4.00 5.36

11 4.40 8.02

12 4.80 12.13

13 5.20 13.54

14 5.60 11.28

15 6.00 8.34

16 6.40 6.10

17 6.80 4.23

18 7.20 2.70

19 7.60 1.67

20 8.00 1.0321 8.40 0.63

22 8.80 0.38

23 9.20 0.23

24 9.60 0.13

25 10.00 0.05

26 10.40 0.02

27 10.80 0.01


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28 11.20 0.00

29 11.60 0.00

30 12.00 0.00


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0 .0 0

0 .8

0

1 .6 0

2 .4

0

3 .2 0

4 .0

0

4 .8 0

5 .6

0

6 .4

0

7 .2

0

8 .0 0

8 .8

0

9 .6 0

0.00

2.00

4.00

6.00

8.00

10.00

12.00

14.00

16.00

FLOOD HYDROGRAPH

Time, Hrs.

Q,cms.


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10 .4 0

1 1 .2 0

1 2 .0 0


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Computation of Mean and 80 % Dependable Rainfall

Project: Maglambong SWIP Data Entries OK (Yes or No): Yes

Location: Bgy. Maglambong, Monre

R-Station: Catbalogan, Samar

Month Decade Mean 80% Dep Isohyetal Adjusted Rain

Rain Rain Reading Mean 80% Dep

Catbalogan, Samar At Project Site

Jan 1 12.10 9.98 200.00 49.59 40.90

2 16.50 10.30 67.62 42.21

3 20.20 10.61 82.79 43.48

Feb 4 12.30 17.48 95.00 29.66 42.15

5 13.80 14.65 33.27 35.32

6 13.30 15.72 32.07 37.90

Mar 7 11.00 8.98 95.00 25.36 20.718 13.60 10.10 31.36 23.29

9 16.60 3.62 38.28 8.35

Apr 10 20.00 5.62 80.00 16.99 4.77

11 34.90 6.27 29.64 5.32

12 39.30 6.58 33.38 5.59

May 13 30.90 11.45 125.00 25.05 9.28

14 49.40 22.97 40.05 18.62

15 73.90 16.95 59.91 13.74

Jun 16 48.40 16.03 160.00 53.22 17.63

17 43.60 28.50 47.95 31.34

18 53.50 49.54 58.83 54.48

Jul 19 56.80 43.74 175.00 50.92 39.21

20 70.60 28.07 63.29 25.17

21 67.80 24.27 60.78 21.76

Aug 22 98.90 20.12 200.00 80.64 16.40

23 82.60 17.36 67.35 14.15

24 63.80 35.93 52.02 29.29

Sep 25 76.80 17.93 190.00 86.04 20.09

26 58.10 24.35 65.09 27.28

27 34.70 35.65 38.87 39.94

Oct 28 54.20 11.42 260.00 52.66 11.10

29 94.60 32.08 91.91 31.17

30 118.80 18.87 115.43 18.33

Nov 31 39.00 26.42 300.00 87.31 59.15

32 53.80 22.01 120.45 49.28

33 41.20 19.30 92.24 43.21

Dec 34 32.90 18.29 300.00 110.90 61.65

35 24.20 25.24 81.57 85.08

(Pls put yes after filing-up the

table below)


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36 31.90 20.18 107.53 68.02

Total 1624.00 706.58 2180.00 1115.37


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FIELD WATER BALANCE COMPUTATION

Project Name: Maglambong SWIP

Bgy. Maglambong, Monreal, Masbate

Percolation: 1.75 mm/day Irrigation Eff.= 51 %(for Rice)

S.W.H.C.: 20 % 54 %(for Upland Crops)

PET Stn : Catbalogan, Samar

Aver.PET: Jan Feb Mar Apr May Jun Jul Aug Sep

3.40 3.50 3.90 4.70 5.20 5.00 4.80 3.90 3.70

Entries on Parameters OK: (Yes or NO) Yes

Starting Month (May-Jun, Jul-Aug, Nov-Dec): Jul-Aug Starting Decade: ( 15-18 ):

FIRST CROP: Paddy Rice ( 1 )

(Paddy Rice, Corn, Tobacco, Vegetables, Garlic, Onion) Previous/Initial STOR =

DECADE RAIN, @ AVE. PET CROP CROP ROOT AET PERCO- CHANGE INITIAL STOR

80 % COEFF. DEPTH LATION IN STOR STOR

20 25.17 48.00 1.00 0 48.00 17.50 -40.33 25.25 25.25

21 21.76 52.80 1.00 0 52.80 19.25 -50.29 -25.04 65.00

22 16.40 39.00 1.00 0 39.00 17.50 -40.10 24.90 24.90

23 14.15 39.00 1.00 0 39.00 17.50 -42.35 -17.44 50.00

24 29.29 42.90 1.00 0 42.90 19.25 -32.86 17.14 50.00

25 20.09 37.00 1.00 0 37.00 17.50 -34.41 15.59 50.00

26 27.28 37.00 1.00 0 37.00 17.50 -27.22 22.78 22.78

27 39.94 37.00 1.00 0 37.00 17.50 -14.56 8.22 50.00

28 11.10 33.00 1.00 0 33.00 17.50 -39.40 10.60 45.00

29 31.17 33.00 1.00 0 33.00 17.50 -19.33 25.67 25.67

30 18.33 36.30 1.00 0 36.30 19.25 -37.22 -11.55 45.00

31 59.15 24.00 1.00 0 24.00 17.50 17.65 62.65 10.00

32 49.28 24.00 1.00 0 24.00 17.50 7.78 17.78 0.00

Sub-Total 363.10 483.00 232.75

SECOND CROP: Paddy Rice ( 1 )

(Paddy Rice, Corn, Tobacco, Tomato, Peanut,Garlic, Onion) Previous/Initial STOR =

DECADE RAIN, @ AVE. PET CROP CROP ROOT AET PERCO- CHANGE INITIAL STOR

80 % COEFF. DEPTH LATION IN STOR STOR

33 43.21 24.00 1.00 0 24.00 17.50 1.71 107.85 107.85

34 61.65 22.00 1.00 0 22.00 17.50 22.15 130.00 80.00 35 85.08 22.00 1.00 0 22.00 17.50 45.58 125.58 80.00

36 68.02 24.20 1.00 0 24.20 19.25 24.57 104.57 80.00

1 40.90 34.00 1.00 0 34.00 17.50 -10.60 69.40 69.40

2 42.21 34.00 1.00 0 34.00 17.50 -9.29 60.11 60.11

3 43.48 37.40 1.00 0 37.40 19.25 -13.17 46.95 46.95

4 42.15 35.00 1.00 0 35.00 17.50 -10.35 36.60 36.60

5 35.32 35.00 1.00 0 35.00 17.50 -17.18 19.42 45.00

6 37.90 28.00 1.00 0 28.00 14.00 -4.10 40.90 40.90

7 20.71 39.00 1.00 0 39.00 17.50 -35.79 5.11 45.00

8 23.29 39.00 1.00 0 39.00 17.50 -33.21 11.79 10.00

9 8.35 42.90 1.00 0 42.90 19.25 -53.80 -43.80 0.00

Sub-Total 552.28 416.50 229.25

|::

THIRD CROP: Peanut ( 2 )

(Tomato Garlic Onion Garlic Peanut Fallow) Previous/Initial STOR =

(Pls enter Yes only when entries have no typing errors)


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DERIVATION OF RESERVOIR INFLOW

PROJECT: Maglambong SWIP WATERSHED AREA: 75.00 HAS.


RNGROUP (1 or 2): 2 ISLAND (Luzon, Visayas,Mindanao): VisayasREGION NO(6-8): 8 (Make sure that all entries are correct)

DATA ENTRIES OK?: Yes (Please enter YES when no errors are noted in the sheet)

RAINFALL RUNOFF DIRECT BASEFLOW RESERVOIR INFLOW

DECADE Mean COEFFICIENTS RUNOFF

(mm.) RC (mm.) (mm.) (mm.) (m^3)

Jan 1 49.59 0.38 18.84 0.70 19.54 14,658

2 67.62 0.38 25.70 0.70 26.40 19,797

3 82.79 0.38 31.46 0.70 32.16 24,119

Feb 4 29.66 0.28 8.30 0.68 8.98 6,735

5 33.27 0.28 9.32 0.68 9.99 7,495

6 32.07 0.28 8.98 0.68 9.66 7,242

Mar 7 25.36 0.25 6.34 0.66 7.00 5,252

8 31.36 0.25 7.84 0.66 8.50 6,376

9 38.28 0.25 9.57 0.66 10.23 7,673

Apr 10 16.99 0.00 0.00 0.64 0.64 478

11 29.64 0.00 0.00 0.64 0.64 478

12 33.38 0.00 0.00 0.64 0.64 478

May 13 25.05 0.14 3.51 0.62 4.13 3,097

14 40.05 0.14 5.61 0.62 6.23 4,672

15 59.91 0.14 8.39 0.62 9.01 6,757

Jun 16 53.22 0.22 11.71 0.61 12.32 9,237

17 47.95 0.22 10.55 0.61 11.16 8,366

18 58.83 0.22 12.94 0.61 13.55 10,163

Jul 19 50.92 0.30 15.28 0.59 15.87 11,901

20 63.29 0.30 18.99 0.59 19.58 14,685

21 60.78 0.30 18.24 0.59 18.83 14,120

Aug 22 80.64 0.34 27.42 0.58 28.00 21,000

23 67.35 0.34 22.90 0.58 23.48 17,611

24 52.02 0.34 17.69 0.58 18.27 13,703

Sep 25 86.04 0.34 29.25 0.59 29.84 22,383

26 65.09 0.34 22.13 0.59 22.72 17,041

27 38.87 0.34 13.22 0.59 13.81 10,357

Oct 28 52.66 0.51 26.86 0.61 27.46 20,598

29 91.91 0.51 46.88 0.61 47.48 35,612

30 115.43 0.51 58.87 0.61 59.47 44,606

Nov 31 87.31 0.70 61.12 0.65 61.77 46,324

32 120.45 0.70 84.31 0.65 84.96 63,719

33 92.24 0.70 64.57 0.65 65.21 48,910

Dec 34 110.90 0.70 77.63 0.69 78.32 58,741

35 81.57 0.70 57.10 0.69 57.79 43,345

36 107.53 0.70 75.27 0.69 75.96 56,971


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RESERVOIR CURVE FITTING

Project Name : Maglambong SWIP


Countour Interval 1

CONTOUR AREA AVERAGE INCREMENTAL ACCUMULATED

ELEV. WITHIN AREA VOLUME STORAGE

CONTOUR (sq.m.) (cu.m.) (cu.m.)

97 520.00 0.00 0.00 0

98 1,400.00 960.00 960.00 960

99 2,800.00 2,100.00 2,100.00 3,060

100 4,920.00 3,860.00 3,860.00 6,920

101 7,380.00 6,150.00 6,150.00 13,070

102 11,040.00 9,210.00 9,210.00 22,280

103 15,040.00 13,040.00 13,040.00 35,320

104 19,080.00 17,060.00 17,060.00 52,380

105 27,600.00 23,340.00 23,340.00 75,720

106 34,640.00 31,120.00 31,120.00 106,840

107 42,880.00 38,760.00 38,760.00 145,600

108 47,520.00 45,200.00 45,200.00 190,800

C1 = 15,000.00 C2 = 12,000.00

A1 = 49.637910 A2 = 70.536920

B1 = 0.070428 B2 = 0.034985

R1 = 99.18 R2 = 99.34

Drainage Area = 0.75 SQ.KM

Sediment Volume = 17,151.94 6,860.78 (10 years)

Elev. of Sediment 101.07 99.54 (10 years)

DESIGNER'S OPTION Settings: storage

MIN. ELEV: 93.00 , (9,297) cu. m.

MAX Elev: 100.00 , 9,517 cu. m.


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Active Storage: 18,814 cu. m.

COMPARISON OF ACTUAL AND FITTED VALUES

A C T U A L F I T T E D

AREA CAPACITY Fit AREA fit Capa

98 1,400 960 652 78

99 2,800 3,060 3,079 4,145

100 4,920 6,920 5,852 9,517

101 7,380 13,070 9,016 16,596

102 11,040 22,280 12,622 25,898

103 15,040 35,320 16,726 38,087

104 19,080 52,380 21,392 54,018

105 27,600 75,720 26,688 74,787

106 34,640 106,840 32,694 101,794

107 42,880 145,600 39,496 136,826

108 47,520 190,800 47,191 182,158

0 0 (15,000) (12,000)


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Area-Elevation

C 1 = 15,000.00

R1 sq. = 99.18

A1 = 49.64

B1 = 0.07043

Capacity - Elevation

C2 = 12,000.00

R2 sq. = 99.34

A2 = 70.54

B2 = 0.03499

Final Values? (Yes or No): Yes

are obtained)

(Pls put Yes when final C-values

0 10,000 20,000 30,000 40,000 50,000

90

92

94

96

98

100

102

104

106

108

110

Area - Elevation Curve

Area, sq. meter

Elev.,meter

0 2 4 6 8 10 12 14 16 18 20

90

92

94

96

98

100

102

104

106

108

110

Capacity - Elevation Curve

Capacity, cu. meter

Elev.,meter


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RESERVOIR OPERATION STUDIES

PROJECT : Maglambong SWIP

LOCATION: Bgy. Maglambong, Monreal, Masbate

MAKE SURE THAT ALL DEFAULTS IN RAIN, W-BAL, INFLOW & C-FIT IS "YES"

CPATTERN: Paddy Rice - Paddy Rice - Peanut

( 30.00 50.00 10.00 )

NWS ELEV= 106.50 NWS STOR= 118,177 A1= 49.64 A2=

Min ELEV= 104.00 Min STOR= 54,018 B1= 0.07 B2=

Strt ELEV 105.25 Strt STOR 80,891 C1= 15,000.00 C2=

Data Entries OK? Yes (Please enter "Yes" when no errors are noted in the above entries in red)

First Crop: Paddy Rice Area: 30.00 ha

DECADE INFLOW SYSTEM EVAP RATE DEMAND EVAP LOSS TOTAL STORAGE ELEV SPILL

REQMT RELEASE

i (m.^3) (m.) (m.) (m.^3) (m.^3) (m.^3) (m.^3) (m.) (m.^3

20 14,685 0.000 0.048 0 1,421 1,421 94,226 105.75 0

21 14,120 0.177 0.053 52,965 #VALUE! #VALUE! #VALUE! #VALUE! #VA

22 21,000 0.000 0.039 0 #VALUE! #VALUE! #VALUE! #VALUE! #VA

23 17,611 0.132 0.039 39,672 #VALUE! #VALUE! #VALUE! #VALUE! #VA24 13,703 0.064 0.043 19,326 #VALUE! #VALUE! #VALUE! #VALUE! #VA










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Pre. ELEV= #VALUE! Pre. STOR= #VALUE!

Second Crop: Paddy Rice Area: 50.00

DECADE INFLOW SYSTEM EVAP DEMAND EVAP LOSS TOTAL STORAGE ELEV

REQMT RATE RELEASE

i (m.^3) (m.) (m.) (m.^3) (m.^3) (m.^3) (m.^3) (m.)

33 48,910 0.000 0.024 0 #VALUE! #VALUE! #VALUE! #VALUE!


35 43,345 0.000 0.022 0 #VALUE! #VALUE! #VALUE! #VALUE!36 56,971 0.000 0.024 0 #VALUE! #VALUE! #VALUE! #VALUE!





5 7,495 0.050 0.035 25,080 #VALUE! #VALUE! #VALUE! #VALUE!





Third Crop: Peanut Area: 10.00 ha

Pre. ELEV= #VALUE! Pre. STOR= #VALUE!

DECADE INFLOW SYSTEM EVAP RATE DEMAND EVAP LOSS TOTAL STORAGE ELEV

REQMT RELEASE

i (m.^3) (m.) (m.) (m.^3) (m.^3) (m.^3) (m.^3) (m.)

10 478 0.000 0.047 0 #VALUE! #VALUE! #VALUE! #VALUE!

11 478 0.050 0.047 5,016 #VALUE! #VALUE! #VALUE! #VALUE!

12 478 0.077 0.047 7,650 #VALUE! #VALUE! #VALUE! #VALUE!









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RESERVOIR FLOOD ROUTING

TIME INCR: 0.40 SPILLWAY

PROJ : Maglambong SWIP RCF WIDTH: 6.00

Location: Bgy. Maglambong, Monreal, Masbate A2 = 70.54 CREST EL: 106.50

B2 = 0.03 NWS STO: 118,177

C2 = 12,000.00 NWS+1 STO: 158,040

TIME INFLOW TRIAL EL OUTFLOW CHANGE IN STORAGE COMP EL

Iq Ivol ELt Oq Ovol STORAGE

hr cms. m^3 m. cms. m^3 m^3 m^3 m.

0.00 0.00 0.00 106.5000 0.00 0.00 0.00 118,177 106.5000

0.40 0.00 0.00 106.5000 0.00 0.00 0.00 118,177 106.5000

0.80 0.00 0.00 106.5000 0.00 0.00 0.00 118,177 106.5000

1.20 0.00 0.00 106.5000 0.00 0.00 0.00 118,177 106.5000

1.60 0.16 118.20 106.5032 0.00 1.33 116.87 118,294 106.5033

2.00 0.81 700.42 106.5226 0.03 26.34 674.08 118,968 106.5226

2.40 1.74 1,831.53 106.5699 0.19 161.05 1,670.48 120,639 106.5698

2.80 2.59 3,115.28 106.6417 0.55 528.69 2,586.58 123,225 106.6418

3.20 3.33 4,266.26 106.7260 1.10 1,183.54 3,082.72 126,308 106.7260

3.60 4.13 5,377.08 106.8139 1.80 2,085.50 3,291.58 129,600 106.8138

4.00 5.36 6,835.75 106.9082 2.67 3,214.44 3,621.30 133,221 106.9082

4.40 8.02 9,636.10 107.0315 3.96 4,772.22 4,863.89 138,085 107.0315

4.80 12.13 14,507.31 107.2087 6.10 7,244.23 7,263.08 145,348 107.2086

5.20 13.54 18,476.28 107.3921 8.61 10,594.44 7,881.84 153,230 107.3921

5.60 11.28 17,868.51 107.4910 10.09 13,464.72 4,403.79 157,634 107.4910

6.00 8.34 14,125.76 107.4839 9.98 14,446.35 (320.59) 157,313 107.4839

6.40 6.10 10,395.85 107.4120 8.90 13,595.52 (3,199.67) 154,113 107.4122

6.80 4.23 7,436.90 107.3122 7.48 11,799.54 (4,362.65) 149,751 107.3122

7.20 2.70 4,991.95 107.2010 6.00 9,708.71 (4,716.77) 145,034 107.2011

7.60 1.67 3,146.79 107.0916 4.65 7,670.08 (4,523.29) 140,511 107.0916

8.00 1.03 1,937.41 106.9931 3.54 5,898.54 (3,961.13) 136,550 106.9930

8.40 0.63 1,191.60 106.9093 2.68 4,476.51 (3,284.91) 133,265 106.9094

8.80 0.38 730.59 106.8400 2.03 3,386.99 (2,656.40) 130,608 106.8404

9.20 0.23 443.16 106.7840 1.55 2,573.51 (2,130.35) 128,478 106.7841

9.60 0.13 260.46 106.7381 1.19 1,969.37 (1,708.90) 126,769 106.7384

10.00 0.05 130.41 106.6900 0.85 1,464.90 (1,334.49) 125,435 106.7023

10.40 0.02 53.60 106.6728 0.73 1,138.43 (1,084.83) 124,350 106.6727

10.80 0.01 25.80 106.6400 0.54 914.38 (888.58) 123,461 106.648311.20 0.00 11.03 106.6289 0.47 726.28 (715.24) 122,746 106.6286

11.60 0.00 2.86 106.6100 0.37 609.23 (606.37) 122,140 106.6118


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12.00 0.00 0.00 106.5800 0.23 435.13 (435.13) 121,704 106.5996


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0.00 0.00 0

0.40 0.00 0.00

0.80 0.00 0.00

1.20 0.00 0.00

1.60 0.16 0.00

2.00 0.81 0.03

2.40 1.74 0.19

2.80 2.59 0.55

3.20 3.33 1.10

3.60 4.13 1.80

4.00 5.36 2.67

4.40 8.02 3.96

4.80 12.13 6.10

5.20 13.54 8.61

5.60 11.28 10.09

6.00 8.34 9.98

6.40 6.10 8.90

6.80 4.23 7.48

7.20 2.70 6.00

7.60 1.67 4.65

8.00 1.03 3.54

8.40 0.63 2.68

8.80 0.38 2.03

9.20 0.23 1.55

9.60 0.13 1.19

10.00 0.05 0.85

10.40 0.02 0.73

10.80 0.01 0.54

11.20 0.00 0.47

11.60 0.00 0.37

12.00 0.00 0.23

0.00

0.80

1.60

2.

40

3.

20

4.00

4.80

5.60

6.

40

7.

20

8.00

8.80

9.60

10.

40

11

.2

0

12

.00

0

2

4

6

8

10

12

14

16

INFLOW-OUTFLOW HYDROGRAPH

TIME, Hrs.

DISCHARGEQ,cms.


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ENGINEERING DESIGN STUDIES

PROJECT: Maglambong SWIP

LOCATION: Bgy. Maglambong, Monreal, Masbate

A. COMPUTATION OF DAM HEIGHT

1. Creek Bed Elevation, m : 96.00

2. 25 - year Sediment Volume, m^3 : 17,151.00

3. Minimum Storage Elevation, m = 104.00

4. Maximum Active Storage Elevation, m = 106.50

5. Peak Flood Inflow, cms. = 13.54

6. Peak OutFlow, cms. = 10.09

7. Maximum Surcharge Elevation, m = 107.49

8. Wave Run-up, m = 1.00

Fetch Length, km. : 0.30

Wind Velocity, kph : 30.00

9. Preliminary Dam Crest Elevation, m = 108.49

10. Preliminary Dam Height, m. = 12.49

11. Embakment Settlement(5 % of 10) = 0.60

12. Final Dam Crest Elevation, m = 109.09

13. Final Dam Height, m = 13.09

say, 13.00

B. COMPUTATION OF DAM CREST WIDTH

1. Minimum Width for Maintenance, Wo, m. = 4.00

2. W1, m. = 6.03

3. W2, m. = 5.67

4. Final Width, W, m. = 6.00

C. SPILLWAY HYDRAULICS AND DESIGN COMPUTATION

1. Tail Water Elevation (Use Natural

Ground Elevation at End of Basin), m. : 96.00

2. H, m. = 10.50

3. Spillway Width, b, m. : 6.00

4. Jump Height, d2(From Nomograph)

Chute Length, C : 100.00

q, cfs/ft = 18.08

C/H = 9.52

a,(Referring to the Nomograph) = 0.20

d2(From Nomograph), m. : 1.22

5. Depth Before jump, d1, m. = 0.30

6. Froude Number, F = 3.27

7. Use Type IV USBR Stilling Basin

8. Length of Basin, L, m. = 6.00


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9. Other Basin Dimension

Chute Blocks

Height, d1, m. = 0.30

Width, w1, m. = 0.30

Spacing, s1, m. = 0.75

No. of Blocks = 6

Baffle Blocks

Height, h3, m. = 0.00

Width, w3, m. = 0.00

Spacing, s3, m. = 0.00

End Sill

Height, h4, m. = 0.38

|::

Distance Between Baffle Blocks and

Chute Blocks = 1.00

10. Channel Freeboard, fc, m. = 0.60

11. Basin Freeboard, fb, m. = 0.60

( For Cantilever Retaining Wall Parameters, refer to Table 5 )

C. DESIGN OF OUTLET WORKS

From Reservoir Operation Studies, select a critical

Demand(Qd) - Head(H) combination. A critical combination would be

a large demand under low head.

1. Demand from ROS, m^3/Decade : 19,836

2. Designed Q, m^3/sec. = 0.023

3. Elevation @ the Outlet : 104.00

4. WS Elev. from ROS, m. : 104.97

5. Available Head, H, m. = 0.97

5. Determine Pipe Diameter using Formula,

Q = (2gH/KL)^1/2

Trial Pipe Diameter, d, m. : 0.20

Pipe Length, L, m. : 36.00

Roughness Coefficient, n : 0.015

Total Coefficient of Loss, KL = 11.42

Qtheoritical, m^3/sec. = 0.041

Qd, m^3/sec. = 0.023

Final Pipe Diameter, d, m. = 0.20


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To determine at what head and water level where the designed

Q can still be supplied, we have:

HT(m) WS Elev.(m.) Q(cms.)

2.50 106.50 0.065 ,Qd can be supplied





0.00 104.00 0.000 ,Qd can't be supplied

D. DESIGN OF IMPACT TYPE ENERGY DISSIPATOR

1. Hydraulic Head, H, m. = 2.50

2. Pipe Diameter, dt, m. = 0.20

3. Equivalent Opening, ds, m. = 0.18

4. Velocity, Vs, mps. = 7.00

5. Froude Number, F = 5.31

6. Basin Width, W, m. = 1.30

7. Other Basin Dimensions(Refer to

Standard sheet )

H, m. = 1.03

a, m. = 0.22

b, m. = 0.49

e, m. = 0.65

L, m. = 2.40

E. SEEPAGE ANALYSIS AND DESIGN OF TOE DRAIN

1. Trial Height of Toe Drain, ht, m. : 2.00

2. Dam Crest Length, Ldam, m. : 191.00

3. Upstream Slope(Horizontal Component) : 2.75

4. Downstream Slope(Horizontal Component) : 2.50

5. Seepage Length, Lw/o drain, m. = 49

6. Seepage Length, Lw/ drain, m. = 43

7. Yo = 1.11

8. Seepage through embankment, Qe, cms. = 0.000170

9. For Safety, Qdrain must be = 5*Qe = 0.000850

10. Computed Length of drain, Ldrain, m. = 40.80

11. Actual Length of Drain, m.(From Site

Development Plan) : 48.00

13. Yo(with drain) = 1.26

14. Seepage through embankment with drain,

Qew/drain, cms. = 0.000193

15. Seepage through the Drain, Qdrain, cms. = 0.000640

16. Qdrain/Qembankment = 3.32


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Therefore, Use 2.00


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F. DESIGN OF ANTI-SEEP COLLAR

1. Creep Ratio for Soft Clay = 3.00

2. Length of Pipe, Lt, m. : 36.00

3. Difference in Water Levels, Ht, m. = 2.50

4. Number of Anti-seep Collars, N = 5

5. Depth of Anti-seep Collars, y, m. = 0.40

G. DESIGN OF UPSTREAM SLOPE PROTECTION

1. Diameter of Boulders, dm, m. = 16.00

2. Average Boulder Diameter, dav, m. = 0.20

3. Average Weight of Boulder, Wav. lbs. = 24.00

Note:

40 % of Riprap(Hand-laid) layers should consist of smaller

sizes than the 24 -lb boulders.

H. DESIGN OF MAIN CANAL

1. Design Flow, Q, cms. = 0.023

2. Roughness Coefficient, n : 0.015

3. Bottom width, b, m. : 0.30

4. Side Slope, m : 0.00

5. Canal Bed Gradient, s

Main Canal STA. 0+000 - STAT. 500 : 0.002

:

:

:

STA. 0+000 - STAT. 500

Trial d, m. : 0.150

Actual Qn/s^1/2 = 0.008

Computed Qn/s^1/2 with reference to d = 0.008

Final d, m. = 0.15

Permissible V, mps. : 0.30

Hence, Canal Hydraulic Elements are:

Q, m. = 0.023

n = 0.02

m = 0.00

s = 0

b, m. = 0.30

d, m. = 0.15

D, m. = 0.45

V, mps. = 0.51


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Lateral B concrete canal

1. Design Flow, Q, cms. : 0.089





STA. 888 - STAT. 888 +800 : 0.003

: end of mai

:

:

STA. 888 - STAT. 888 +800

Trial d, m. : 0.30

Actual Qn/s^1/2 = 0.029


Final d, m. = 0.30



Q, m. = 0.089

n = 0.02

m = 0.00

s = 0.003

b, m. = 0.40

d, m. = 0.30

D, m. = 0.60

V, mps. = 0.74

Farm Canal Right earth






STA. 888+800 - STAT. 888+800+400 : 0.008

:

:

:

STA. 888+800 - STAT. 888+800+400

Trial d, m. : 0.23

Actual Qn/s^1/2 = 0.030


Final d, m. = 0.23



Q, m. = 0.089


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n = 0.03

m = 1.00

s = 0.008

b, m. = 0.30

d, m. = 0.23

D, m. = 0.53

V, mps. = 0.75

Lateral A concrete canal






STA. 888 - STAT. 888+230 : 0.003

:

STA. 888 - STAT. 888+230

Trial d, m. : 0.42

Actual Qn/s^1/2 = 0.096


Final d, m. = 0.42



Q, m. = 0.292

n = 0.02

m = 0.00

s = 0.003

b, m. = 0.70

d, m. = 0.42

D, m. = 0.72

V, mps. = 1.00

I. DESIGN OF DROP STRUCTURES

Sta. 888+230 Sta 888 + 230 to 248 ( elev. 104.35 and elev. 96.84)

1. Depth of Approach, do, m. : 0.45

2. Velocity of Aproach, vo, mps. = 0.17

3. Height of Drop, h, m. : 7.50

4. Equivalent width @ rectangular section = 0.3

5. Depth before jump, d1

Trial d1, m. : 0.02

Actual vo^2/2g + do + h value = 7.951

Computed vo^2 + do + h w/ reference to d1 = 1.476


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Final d1, m. = Try Again

Velocity, v1, mps. = #VALUE!

6. Depth of Jump, d2, m. = #VALUE!

7. Length of Apron, a, m. = #VALUE!







STA. 888 - STAT. 888+230 : 0.002

:

STA. 888 - STAT. 888+230

Trial d, m. : 0.49

Actual Qn/s^1/2 = 0.118


Final d, m. = 0.49



Q, m. = 0.292

n = 0.02

m = 0.00

s = 0.002

b, m. = 0.70

d, m. = 0.49

D, m. = 0.79

V, mps. = 0.86







STA. 888 - STAT. 888+230 : 0.003

:

STA. 888 - STAT. 888+230

Trial d, m. : 0.40

Actual Qn/s^1/2 = 0.096


Final d, m. = Try Again



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Q, m. = 0.292

n = 0.02

m = 0.00

s = 0.003

b, m. = 0.50

d, m. = 0.40

D, m. = 0.70

V, mps. = 1.46


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canal


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Swip Agrohydrology and Design Mag Lam Bong

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Transcript of Swip Agrohydrology and Design Mag Lam Bong