CE 466 Project Report - coe.neu.eduademiryurek/files/DEMIRYUREK_DAM.pdfCE 466 Project Report Tunç Kulaksız – Alpay Burak Demiryürek 1 Content ... The area of this reservoir area

CE 466 Project Report Tunç Kulaksız – Alpay Burak Demiryürek

1

Content

1. Determination of Dam Axis Location

2. Calculation of Reservoir Area and Volume

3. Fetch Calculation

a. Freeboard

i. U.S Bureau of Reclamations Formulae

ii. Stefenson Formulae

b. Wave Run-up

c. Wave Set-up

4. Dam and Foundation’s Maximum Cross Section, Longitudinal Section and Plan View

5. Approximate Dam Material Amounts

a. Approximate Clay Amount

b. Approximate Earth Amount

6. Soil Classification

a. First Layer

b. Second Layer

7. Spillway Design

8. Derivation Tunnel Design

9. Total Cost of Dam

a. Diaphram Wall

b. Slurry Cut-off Wall

c. Transportation

10. References


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Determination of Dam Axis Location

The map of area is given to us. According to this map, we tried to locate our dam axis

in order to achieve water retention at 1058.00 m. Also, we consider some other factors during

determination of dam axis location. First of all, we tried to place dam axis at the narrowest

section of river. Secondly, we tried to locate it as being perpendicular to the contour lines as

much as possible. Thirdly, we considered the following steps like constructions of diversion

tunnel and spillway.

Figure 1 : Dam Axis

The above map indicates the dam axis of project. It was drawn with yellow layer.

Length of this axis is 579 m. We have a chance to draw short diversion tunnel and place

spillway at appropriate place by selecting this axis location. Also, the water level is 1060.00

m because the edges of this axis touch the 1060.00 m contours.

After we decided to place the dam axis of project, we drew the profile (cross-section)

of our location which is base of the dam. The axes of this cross section are the contours and

length of the valley. The height of this cross section is 60 meters (1058,00 - 998,00).


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Figure 2 : Profile View

Calculation of Reservoir Area and Volume

After the dam axis was drawn on the required maps, the contours of 1058.00 m were

analyzed. Then, a line was drawn at 1058.00 m which started at the one side of the dam axis.

This line was continued through the river by using polylines command of AutoCAD. Also,

same procedure was followed for the other edge of dam axis. Finally, we had a closed shape

which was our reservoir area. This reservoir area was enclosed by the 1058.00 m contours.

These lines were drawn roughly.

Figure 3 : Reservoir Area


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At the figure, the purple area represents our dam body and the yellow line

represents the limits of reservoir area. Reservoir area is the area which is inside these yellow

lines. The area of this reservoir area was calculated by using command of AutoCAD.

Area of Reservoir= 1.37 km^2

Then, the volume was calculated with basic mathematics.

Volume= (Area*Height)/2

Volume= 41.2 e6 m^3

Fetch Calculation

First of all, we drew the fetch distances on reservoir area. Then, we calculated

effective fetch distances according to each wind direction. Secondly, we selected the highest

effective fetch distances as the basis of our calculations. Also, we obtained the required

information of wind from official websites of meteorology. Finally, we calculated the

freeboard length according to this data.

Figure 4 : Fetch Distances


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According to these measured fetch distances, the effective fetch distances are

calculated. The output of these effective fetch distances are tabulated;

Figure 5 : Effective Fetch Distances

Freeboard In Yozgat governor website it is specified that in region this region dominant wave

direction is East-North East direction and average wind speed is 14 m/s (50,4 km/hr) .

Following procedure is done in order to obtain freeboard.

From U.S Bureau of Reclamations Formulae for F < 32 km

zd = 0.032(UF)0.5 + 0.75 – 0.27 F0.25

SE Direction

zd = 0.032(50.4 x 0.84)0.5 + 0.75 – 0.27 0.840.25 = 0.71 m

ESE Direction

zd = 0.032(50.4 x 1.27)0.5 + 0.75 – 0.27 1.270.25 = 0.73 m

E Direction

zd = 0.032(50.4 x 1.22)0.5 + 0.75 – 0.27 1.220.25 = 0.73 m

ENE Direction

zd = 0.032(50.4 x 0.94)0.5 + 0.75 – 0.27 0.940.25 = 0.71 m

NE Direction

zd = 0.032(50.4 x 0.63)0.5 + 0.75 – 0.27 0.630.25 = 0.70 m

Direction Calculated Effective Fetch (km)

SE 0,84

ESE 1,27

E 1,22

ENE 0,94

NE 0,63

S: South , N : North , E : East


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From STEFENSON FORMULAE, which is most commonly used relationship for F < 18 km

zd = 0.75 + 0.34 F0.5 – 0.26 F0.25

SE Direction

zd = 0.75 + 0.34 x 0.840.5 – 0.26 x 0.840.25 = 0.8127 m

ESE Direction

zd = 0.75 + 0.34 x 1.270.5 – 0.26 x 1.270.25 = 0.8572 m

E Direction

zd = 0.75 + 0.34 x 1.220.5 – 0.26 x 1.220.25 = 0.8523 m

ENE Direction

zd = 0.75 + 0.34 x 0.940.5 – 0.26 x 0.940.25 = 0.8236 m

NE Direction

zd = 0.75 + 0.34 x 0.630.5 – 0.26 x 0.630.25 = 0.7882 m

It can be concluded from above computations, since stefenson formulae takes wind

velocity as approximately 100 km/hr in computations, we’ve taken maximum wave height is

85.72 cm approximately 86 cm to be on safe side.

Wave Run-Up

Since the wave characteristics for the region is unknown. Wave run-up is taken as half

of the wave height. That is

𝑧𝑟 = 0.5 𝑥 0.86 = 0.43 𝑚

Wave Set-Up

𝑧𝑠 =𝑈2 ∗ 𝐹

63000 ∗ 58= 8.82 𝑥 10−4 𝑚

Wave set up is neglected since it is very small comparing to wave height and and wave

run-up.

Thus total freeboard required is = 0.43 + 0.86 = 1.3 meters.


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Dam and Foundation’s Maximum Cross Section, Longitudinal Section

and Plan View

In order to visualize the design and make correct calculation, the cross section,

longitudinal section and plan view of dam were drawn. Also, the cross section of foundation

was drawn. These drawings can be found here;

Figure 6 : Cross Section of Dam and Foundation

Yellow line represents the dam body. The white line represents the eater

elevation. Moreover, the red and blue lines represent the soil layers.

Figure 7 : Dam Plan View


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The yellow lines represent the dam body and the red lines represent the adjacent hills.

Figure 8 : Longitudinal Section of Valley

Approximate Dam Material Amounts

Dam material amounts are calculated roughly. These values are obtained from

geometry of dam. And basic mathematic is used in order to achieve the aim.

Figure 9 : Cross Section of Dam

Approximate Clay Amount

𝑉𝑐𝑙𝑎𝑦 = [(6 ∗ 59.3)+(12*59.3)]*579=618025 m3

Approximate Earth Amount

𝑉𝑒𝑎𝑟𝑡ℎ = [(10 + 302.5) ∗ 0.5 ∗ 59.3] ∗ 579 − 618025 = 4746772 𝑚3


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We think that we should obtain some portion of these materials from the

excavation works of dam construction. However, these values are huge and we cannot obtain

all of them from excavation work of construction field. Therefore, the remaining parts of

these materials are obtained from the nearest places. We think that we should select the

nearest places for obtaining these materials because transportation cost can be huge. In order

to decrease the transportation cost, we should look nearest place for materials.

Soil Classification

The given tables and seismic method results were used in order to obtain soil types.

According to these analyses;

First Layer

According to seismic test results

Vp = 700 m/sec = 0.7 km/sec

Vs = 250 m/sec = 0.25 km/sec Indicates that the soil is “SAND”.

In Table – I: Vs = 250 m/sec is in between 180 and 360. Thus, soil can be

classified as Hard/Dense Soil (Class D). Sand is a cohesionless soil type, thus from Table – II

Vs in layer - I corresponds “loose” soil.

Second Layer

Vp = 700 m/sec = 0.7 km/sec

In Table – I: Vs = 470 m/sec is in between 360 and 760. Thus, soil can be

classified as Very Dense/Stiff Soil or Soft Rock (Class C). From Table – II Vs in layer - II

corresponds “medium - dense” soil.

Since, the densities of the soil layers are not given, classification of layers according to

Table – III cannot be done.


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Note: Although, there are conflicts between soil types indicated in Table – I and Table

– II, soil classification is done in each layers according to both. If the statement Vs30 values

are required to use in Table – I, then;

For Layer – I Soil Type “Loose Sand”

For Layer – II Soil Type “Medium-Dense Sand”

Spillway Design

In this project, we placed the spillway on the upper side (this place description can be

understood from the below figure) in order to decrease the excavation work and ease the

construction of spillway. Also, the spillway discharges the excessive water through the river

basin. We designed our spillway for catastrophic discharge which is 446 m3/s.

Figure 10 : Plan View for Spillway

Then, we moved on to design part of spillway. In this part, we decided the width of

spillway. In order to decide the witdh of spillway, we utilized an optimization between the

spillway width and the dam height. Following equation is used for the validity of optimization

for the spillway crest length;

Qo = C0LH02/3

Where C0 is a dependent variable, P/H0 ratio

For the optimization following procedure is applied.

Any Length for L is assumed.


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Corresponding design head H0 determined ( for Q=446 m3/s )

P/H0 is taken as 0.75

Table 1 : Optimization Table for Spillway Design

L P/H0 C0 H0 P

10 0,75 2,12819021 7,601213747 5,70091031

15 0,75 2,12819021 5,800811758 4,350608819

20 0,75 2,12819021 4,788464602 3,591348452

25 0,75 2,12819021 4,126573701 3,094930275

30 0,75 2,12819021 3,65428242 2,740711815

Table 2 : Cost Optimization Table for Spillway Design

DAM Height

Spillway Width

Excavation Cost

Concrete Cost

V Imp (m3) V Perv.

(m3) Embankment

Cost Total Cost

66,90 10 25050 389275,30 11635,67 98405,25 1881833,42 2296158,72

65,10 15 37575 582575,20 7704,27 61155,28 1173985,63 1794135,83

64,09 20 50100 776072,12 5814,16 44011,27 847437,28 1673609,39

63,43 25 62625 969656,64 4703,09 34281,54 661747,12 1694028,76

62,95 30 75150 1163288,57 3970,57 28054,00 542692,47 1781131,05

Figure 11 : Cost Optimization Chart for Spillway

y = -209,88x3 + 16362x2 - 407380x + 5E+06R² = 0,9985

0

500000

1000000

1500000

2000000

2500000

10 15 20 25 30

Co

st T

L

Spillway Crest Length (m)

Cost Optimization Chart for Spillway

Excavation

Concrete

Embankment

Total Cost

Poly. (Total Cost)


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A third order polynomial is fit to total cost curve as a trend line. Taking derivative of

the trendline and setting it equal to 0, it can be found that the optimum length for the spillway

crest is equal to 20,66 meters. For the sake of simplicity in construction, L is taken as 21

meters.

Design of Derivation Tunnel

The most important consideration in the design of derivation tunnel is

decreasing the length of derivation tunnel. In order to achieve this aim, the dam axis was

placed at turning region of river.

Figure 12 : Plan View of Diversion Tunnel

The design of derivation tunnel is rough design. The dimensions of diversion

tunnel were obtained from an optimization between the tunnel dimensions and the coefferdam

height. The diversion tunnel was designed according to Q25 value.

Energy equation b/w upstream and downstream

𝐻1 = 𝑧1 +𝑃

𝛾+

𝑉12

2𝑔 𝑎𝑛𝑑 𝐻2 = 𝑧2 +

𝑃

𝛾+

𝑉22

2𝑔

𝐻1 − 𝐻2 = ℎ𝑓

Assuming the intake and outlet of derivation tunnel at same elevation, then z1 – z2 =

0. Moreover, due to open air condition P/γ also equals to 0.

ℎ𝑓 =8 ∗ 𝑓 ∗ 𝐿 ∗ 𝑄2

𝑔 ∗ 𝜋2 ∗ 𝐷5

Then required head on upstream equals to

𝐻𝑢𝑝𝑠,𝑐𝑜𝑓𝑓 = ℎ𝑓 +8𝑄2

𝑔 ∗ 𝜋2 ∗ 𝐷4+ 2 𝑚 (𝑓𝑟𝑒𝑒𝑏𝑜𝑎𝑟𝑑. )


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In book “Hydraulics of dams and reservoirs” it is stated that diameter of diversion

tunnel changes between 3 to 7 meters. Thus, in computations values in that range taken into

account for optimization.

Table 3: Optimization Table of Diversion Tunnel Design

D hf V2/2g Hreq D hf V2/2g Hreq

3 22,17901 5,436031 27,61504 5 1,72464 0,70451 2,429149

3,1 18,82521 4,767824 23,59304 5,1 1,562059 0,650858 2,212917

3,2 16,06196 4,199205 20,26116 5,2 1,417528 0,602218 2,019746

3,3 13,77142 3,712882 17,4843 5,3 1,288751 0,558038 1,846789

3,4 11,86189 3,294969 15,15686 5,4 1,173761 0,517836 1,691596

3,5 10,26144 2,934234 13,19567 5,5 1,070865 0,48119 1,552055

3,6 8,913245 2,621543 11,53479 5,6 0,978607 0,447729 1,426335

3,7 7,772125 2,349417 10,12154 5,7 0,895724 0,417126 1,31285

3,8 6,801902 2,111702 8,913604 5,8 0,821123 0,389094 1,210218

3,9 5,973451 1,903306 7,876757 5,9 0,753856 0,363378 1,117234

4 5,263182 1,719994 6,983177 6 0,693094 0,339752 1,032846

4,1 4,651886 1,55823 6,210116 6,1 0,638115 0,318015 0,95613

4,2 4,123841 1,415044 5,538885 6,2 0,588288 0,297989 0,886277

4,3 3,666115 1,287933 4,954048 6,3 0,543057 0,279515 0,822572

4,4 3,268022 1,174779 4,442801 6,4 0,501936 0,26245 0,764386

4,5 2,920692 1,073784 3,994476 6,5 0,464496 0,246668 0,711164

4,6 2,616732 0,983412 3,600144 6,6 0,430357 0,232055 0,662412

4,7 2,349952 0,902351 3,252304 6,7 0,399185 0,218508 0,617693

4,8 2,115155 0,829473 2,944627 6,8 0,370684 0,205936 0,57662

4,9 1,907954 0,763805 2,67176 6,9 0,34459 0,194254 0,538844

7 0,32067 0,18339 0,50406

Table 4 : Cost Optimization Table of Diversion Tunnel Design

DIVERSION TUNNEL COST COFFERDAM COST

D CONCRETE EXCAVATION TOTAL IMPERVIOUS PERVIOUS TOTAL

L Cofferdam

3 475857,04 840969,17 1316826,21 5010608,33 3640750,89 8651359,22 328

3,1 490276,95 888338,57 1378615,52 3082061,01 2270796,77 5352857,78 274

3,2 504696,86 937005,77 1441702,63 2178077,85 1629312,89 3807390,74 260

3,3 519116,77 986970,76 1506087,53 1545121,24 1175015,59 2720136,83 245

3,4 533536,68 1038233,54 1571770,22 1069696,58 828014,99 1897711,57 223

3,5 547956,59 1090794,11 1638750,70 751630,91 592936,25 1344567,17 204


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3,6 562376,50 1144652,48 1707028,98 491355,31 395483,98 886839,29 172

3,7 576796,41 1199808,63 1776605,05 366528,57 301329,95 667858,52 164

3,8 591216,32 1256262,58 1847478,91 268072,08 225329,98 493402,05 152

3,9 605636,23 1314014,32 1919650,56 206286,61 177442,30 383728,91 147

4 620056,14 1373063,86 1993120,00 163204,88 143771,48 306976,36 145

4,1 634476,05 1433411,18 2067887,23 127362,71 114978,10 242340,80 140

4,2 648895,96 1495056,30 2143952,26 100003,12 92563,86 192566,98 135

4,3 663315,87 1557999,21 2221315,08 78974,94 74978,17 153953,11 130

4,4 677735,78 1622239,91 2299975,69 65214,63 63520,10 128734,74 130

4,5 692155,69 1687778,40 2379934,09 54210,46 54176,89 108387,35 130

4,6 706575,60 1754614,68 2461190,29 45352,30 46503,19 91855,49 130

4,7 720995,51 1822748,76 2543744,27 38176,16 40157,08 78333,24 130

4,8 735415,42 1892180,63 2627596,05 32326,80 34874,11 67200,90 130

4,9 749835,33 1962910,29 2712745,62 27530,47 30448,29 57978,75 130

5 764255,24 2034937,74 2799192,98 23574,89 26718,08 50292,97 130

5,1 778675,16 2108262,98 2886938,14 20294,45 23555,97 43850,42 130

5,2 793095,07 2182886,02 2975981,08 17559,21 20860,63 38419,84 130

5,3 807514,98 2258806,85 3066321,82 5871,77 7135,03 13006,80 50

5,4 821934,89 2336025,47 3157960,35 5128,95 6370,05 11499,00 50

5,5 836354,80 2414541,88 3250896,67 4500,11 5708,14 10208,25 50

5,6 850774,71 2494356,08 3345130,79 3965,24 5132,80 9098,04 50

5,7 865194,62 2575468,08 3440662,69 3508,21 4630,55 8138,76 50

5,8 879614,53 2657877,86 3537492,39 3115,96 4190,30 7306,26 50

5,9 894034,44 2741585,44 3635619,88 2777,86 3802,91 6580,77 50

6 908454,35 2826590,81 3735045,16 2485,24 3460,75 5945,99 50

6,1 922874,26 2912893,98 3835768,23 2230,96 3157,49 5388,45 50

6,2 937294,17 3000494,93 3937789,10 2009,16 2887,80 4896,96 50

6,3 951714,08 3089393,68 4041107,76 1814,96 2647,22 4462,18 50

6,4 966133,99 3179590,22 4145724,21 1644,32 2431,94 4076,27 50

6,5 980553,90 3271084,55 4251638,45 1493,88 2238,77 3732,64 50

6,6 994973,81 3363876,67 4358850,48 1360,79 2064,95 3425,74 50

6,7 1009393,72 3457966,58 4467360,30 1242,68 1908,15 3150,83 50

6,8 1023813,63 3553354,29 4577167,92 1137,55 1766,34 2903,89 50

6,9 1038233,54 3650039,79 4688273,33 1043,69 1637,80 2681,49 50

7 1052653,45 3748023,08 4800676,53 959,66 1521,03 2480,69 50


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Figure 13 : Diversion Tunnel Optimization

Optimization curves shows that, optimum tunnel diameter is 3,75 meters for the

selected location. Corresponding cofferdam height is found as 10 meters, and the required

length is 160 meters.

Total Cost of Dam

Total volume of Pervious + impervious material Required = 2546390 m3

Pervious Material Required = 2270275.4 m3

Impervious Material Required = 276114.6 m3

Cost of Pervious Material = 2270275,4 x 18 = 40,865,000 TL (since filter layer and

pervious material have same unit price, cost of filter layer included in pervious material cost )

Cost of Impervious Material = 276114,6 x 9,5 = 2,623,000 TL

Diaphram Wall

Volume of excavation : 579 x 10 x 2/3 x 1,0 = 3860 m3

Cost of Excavation : 3860 x 4,5 = 17370 TL (alluvium)

Cost of Diaphram Wall : 700 x 3860 = 2,702,000 TL

0,00

1000000,00

2000000,00

3000000,00

4000000,00

5000000,00

6000000,00

7000000,00

8000000,00

9000000,00

10000000,00

3 3,5 4 4,5 5 5,5 6 6,5 7

CO

ST

Tunnel Diameter (m)

Diversion Tunnel Optimization

DIVERSION TUNNEL

COFFER DAM COST

TOTAL COST


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Slurry Cut-off Wall

Same amount of excavation required.

Cost of Excavation : 3860 x 4,5 = 17370 TL (alluvium)

Cost of Diaphram Wall : 570 x 3860 = 2,200,200 TL

Note:

According to our cost analyses, the diaphram wall is cheaper than slurry cut-off wall.

The cost difference between them is 500 000 TL. Therefore, we decided to construct

diaphram wall on our project.

Transportation

Required impervious and pervious materials will be hauled from two different stone

pits. Impervious and pervious materials will be hauled from a distance of 45 km and 12 km

away from construction site, respectively.

Table 5 : Transportation Cost Table

Material Distance (m) Road condition Volume (hm3)

Impervious 45.000 Asphalt 0.2

Semi pervious 10.000-12.000 Asphalt 6

In calculation of transportation cost, since hauling distance is greater than 10 km following

formulae is used;

𝑆 = 0,75√𝑓

where;

f = hauling distance in km

S= unit cost TL/m3

Impervious material unit cost

𝑆𝑖𝑚𝑝 = 0,75√45 = 5,1 𝑇𝐿/𝑚3

Pervious material unit cost

Sperv = 0,75√12 = 2,6 TL/m3

Impervious material = 276114,6 x 5,1 = 1,408,000 TL

Pervious material = 2270275,4 x 2,6 = 5,903,000 TL


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TOTAL TRANSPORTATION COST = 7,311,000 TL

Table 6 : Table of Total Cost

COST TABLE

Dam Body

Pervious Material 40,865,000

Impervious Material 2,623,000

Foundation 2,200,200

Spillway Concrete 815,000

Excavation 52,000

Diversion Tunnel

Cofferdam x 2 1,161,260

Concrete 584,000

Excavation 1,228,000

Transportation Pervious Material 5,903,000

Impervious Material 1,408,000

TOTAL 56,839,460


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References 1. http://www2.ce.metu.edu.tr/~ce466/

2. Lecure Notes

3. https://npdp.stanford.edu/sites/default/files/other_materials/the_design_and_construction

_of_dams.pdf

4. http://community.dur.ac.uk/~des0www4/cal/dams/

5. http://en.wikipedia.org/wiki/Dam

6. http://www.dec.ny.gov/docs/water_pdf/damguideli.pdf

7. http://www.hydroworld.com/dams-and-civil-structures/dam-design-and-construction.html

http://www2.ce.metu.edu.tr/~ce466/

https://npdp.stanford.edu/sites/default/files/other_materials/the_design_and_construction_of_dams.pdf

https://npdp.stanford.edu/sites/default/files/other_materials/the_design_and_construction_of_dams.pdf

http://community.dur.ac.uk/~des0www4/cal/dams/

http://en.wikipedia.org/wiki/Dam

http://www.dec.ny.gov/docs/water_pdf/damguideli.pdf

http://www.hydroworld.com/dams-and-civil-structures/dam-design-and-construction.html

Documents

CE 466 Project Report - coe.neu.eduademiryurek/files/DEMIRYUREK_DAM.pdfCE 466 Project Report Tunç Kulaksız – Alpay Burak Demiryürek 1 Content ... The area of this reservoir area