Summer Practice Report concerning the practice done in Eser

Summer Practice Report concerning the practice done in Eser
Project and Engineering Office in Ankara
Name : Kadir Can
Surname : Erkmen
Student Number : 201119325
Date of Completion of Report : 09.10.2014
Dates of the Summer Practice : 18.08.2014 – 12.09.2014
TABLE OF CONTENTS
Preface
p.3
Introduction
p.5
Main Text
p.6
Conclusion
p.32
Appendix : Section Numbers
p.33
Notation
p.37
References
p.38
Appendix : Daily Reports
p.39
PREFACE
Name of the company: Eser Project and Engineering Co. Inc.
Address: Eser Green Building Turan Güneş Bulvarı Cezayir Cad. 718. Sk. No: 14 ANKARA
Phone number: 0312 408 00 00
Fax number: 0312 408 00 10
Photo 1: Photo of Eser Project and Engineering Co. Inc.
Activity areas: The company works in a broad area of different job range including dams,
irrigation systems, residential buildings, industrial plants, water and waste water systems,
hydro power plants, tunnels, highways, ports, bridges and other infrastructure systems.
Brief History: “Eser, since its foundation in 1986, has been active in the general contracting
activities with a main focus on the infrastructure constructions. Promoted by a professional
team highly experienced in international construction, Eser aims to undertake technical
construction projects internationally and to be a competitive player in the geographical
regions where it carries out its activities.” (quoted from Eser’s website)
Board of Directors
-
İlhan Adiloğlu
President and CEO M.Sc. Civil Eng.
-
Can Adiloğlu
Vice President M.Sc. Civil Eng.
3
-
Cem Adiloğlu
Board Member B.Sc. Comp. Eng. ,MBA
-
Mehmet Dönmez
Board Member, General Manager M.Sc. Civil Eng.
-
Ertuğrul Tonguç
Board Member, B.Sc. Geo. Eng.
-
İhsan Kaş
Board Member, PhD. Civil Eng.
-
Mustafa Kemal Tufan
Board Member, B.Sc. Civil Eng.
Board of Directors
Financial Adviser
General Manager
Audit
Manager
Quality
Manager
Legal Adviser
Deputy
General
Manager
Deputy
General
Manager
Hepp
Design
Mngr.
Planning
Mngr.
Dam
Design
Manager
Surveyin
g
Manager
Geology
Project
Mgr
Tenderin
g Mngr.
Deputy General
Manager (Finance)
HR
Manager
Procure
ment
Mngr.
Finance
Mngr.
Figure 1: Organizational scheme of the company
There are a number of engineers employed in the company thus, presenting the names of all
does not look likely however, for the sake of discussion, some are given in the following
sentence. Ferit Güvenir Yalçın and Hüsamettin Burak Kaya works in the transportation
department meanwhile, Cemre Çağlar works in the geology department and the department
that I worked throughout my summer practice session is the dam planning department in
4
which three civil engineers employed whose names are Mesut Yapmış, Tevfik Erdoğan and
Özlem Arslanhan.
Introduction
The aim of Adıyaman-Gömükan Dam Project, in the scope of GAP, is to store the flows of
Çat and Han streams in Adıyaman-Gömükan Dam which is located in the western side of
Adıyaman province and to provide irrigation for a net area of 6535 ha and a gross area of
7261 ha in total. Adıyaman-Gömükan Dam Project is within the borders of Adıyaman
province and the dam was planned to be erected on Han river. The catchment area of project
zone is 17 km northern west of Adıyaman and goes through the Çamyurdu village. The
distance from city center to the location of dam is 25 km. Final project report encompasses the
parts some of which can be named as the description of project, engineering geology report,
calculations, fixture project reports, site evaluation reports, bill of quantities, technical
specifications and so forth. Apart from the afore-mentioned statements, Adıyaman has a slope
of less than %10 but the slope of some places are %10-25 and may even go up to more than
%25. Areas that have slope values exceeding %25 carry the risk of falling rocks and
landslides at a notable level. When the Turkey’s seismic map is taken into account, that zone
falls into 1st critical seismic zone and the most destructive earthquake was recorded as 7, in
Richter’s scale, among all times. Adıyaman has a terrestrial climate which means summers
are hot and arid whereas winters are cold and rainy. The city’s rainfall regime occurs heavily
between autumn and spring and annual average rainfall amount is 52.6 kg/m2. The work of
Adıyaman-Gömükan Dam Project started on 24 September 2012 based on the given
authorization by signing an agreement between Eser Project and Engineering Co. Inc. and The
General Directorate of State Hydraulic Works on 17 September 2012. Some features of the
project are as follows; main purpose of the project is irrigation and the drainage area is 46 km2
together with a 803.90 m of minimum elevation and normal water level as 848.34 m. Lake
volumes are 6.00 hm3 at the minimum level, 55.05 hm3 at normal water level and finally,
49.05 hm3 corresponds to active lake volume. Further, dam body is made up of sand gravel
fill as its front face covered with concrete. The quantity of non porous fill is 38.170 m3
whereas semi porous fill is stated as 3.763.833 m3. Beside those, rock fill quantity is 57.569
m3 all of which makes a total of 3.859.572 m3. Additionally, the spillway described in the
project is an uncontrolled one on right coast. Qinput is 153.60 m3/s and Qoutput is 57.46 m3/s
possessing a stilling basin of USBR type 3. When it comes to the sediment situation of dam,
5
in the words of project report, no stations with the ability of sediment measurement exists. In
the planning report prepared by The General Directorate of State Hydraulic Works 20. Zone
Management, total dead volume is accepted as 6 hm3 which may come in 50 years from dam
location. In terms of geotechnical qualities, first point that needs to be pointed out is that on
the dam axis, on both coasts old ofiyolit sediments exist. Those units are weathered and their
strength is medium to poor and can be easily crumbled. The scope of geotechnical report
covers some quality measurements and the following statements are dedicated to those
information. On the route of derivation tunnel, RMR, Q and Terzaghi rock mass
classifications were done, pile and support systems were pointed out. RMR classification
resulted as RMR = 30 and respectively, the rock stratum were labeled as weak rock. On the
other hand, Q classification resulted as Q = 0.03 and respectively, the rock stratum were
regarded as extremely weak rock. Lastly, according to Terzaghi classification system, the rock
mass are on the fifth group and in this group, rock’s physical property defined as cracked.
Week 1
Throughout the history of mankind, the need for clean water has forced people to store
water and with the aim of this, they built small structures to meet their daily water intake
which is particularly valid for the ones living in areas where water resources are limited. It is
known that dams were built and were in service in Egypt, Iran, India, Far East and Anatolia
5000 years ago which means dams are closely related with the ups and downs that ancient
civilizations came across with.
Dams are engineering structures that store water and are higher than 15 m built on
valley faces and generally increases the number of benefits of water intake beside some
special purposes. Pioneering dams were built for retrieving tap water mostly. The construction
of dams takes a long time (3-10 years) and if destroyed, severe amount of financial and health
losses occur. If the structure’s height is smaller or equal to 15 m and the structure is a basic
water storage compared to a dam, that is called a pond. Any kind of engineering structure
except for a dam does not experience such static and dynamic forces as high as a dam does.
Another significant feature of dam engineering is it chiefly relies upon experience and a fair
amount of detail need to be grasped to be fully prepared. I collected some information about
the benefits of dams from the engineers and draftsmen working in our company and what I
learned is that numerous benefits can be enumerated however, there are some factors all of
6
which need attention when design stage is reached. Dams provide irrigation for agricultural
fields, produce hydroelectrical power, supply the necessary water for drinking and industry
constantly, protect the existing fields against floods, provide water transportation, fishery,
location for water sports and a number of other positive contributions. Design considerations
include protection of natural balance, historical artifacts and prevention of landslides, increase
in the groundwater level and so forth. Plants that constitute a dam can be sorted as body and
its plants, spillways, derivation plants, sluiceways and energy transmission plants in energy
producing dams.
It makes sense to put forward some remarks about physical factors that affect the selection
of the type of dam. Before deciding a final type that is most suitable and economical as a
solution, a couple of alternatives need to be inspected and pre-project studies should be done.
Topographic information and analyses are the ones taken into account at the beginning. To
give an example, on a valley where solid and high rocks dominate, the best option to take is a
concrete dam however, if there are enough and satisfying materials available, a rock fill dam
could be on the cards. Further, geology is another factor and has the potential to make an
impact on other interrelated phenomena. To put it another way, rock foundations, gravel
foundations, silty or clayey ones, non uniform foundations and a few others all alter the
material selection and other critical decisions. Another factor that deserves attention is the
height of dam. While selecting the type of any dam, those that are not too high provide less
limiting criteria and that is why homogenous dams are preferable due to their ease of erection.
Moreover, the amount and quality of the materials planned to be used play a major role
especially in terms of economic considerations. For instance, for places where soil products
are abundant but porous materials are not as much as that, homogenous dams should be
selected. Spillways are also a key aspect during the process of selecting which dam is more
suitable. When selecting a spillway the magnitude of plausible floods ought to be taken into
account. Thus, the dams that are intended to be built on rivers that have high flood potential
mostly affected by spillway characteristics. Additionally, the cost of a large spillway is a
noteworthy part among the total project cost. Apart from what has been discussed so far, most
of the dams that have been built up to now and planned to be built in the near future in Turkey
are located in active earthquake zones. For this reason, the possible horizontal forces that may
apply to a dam body when an earthquake strikes off can be taken as static equivalent
horizontal forces however, the effect of layers all of which emerge foundation level on
horizontal forces applying to fill must be bore in mind. Last but not least, benefit cost ratio
7
governs the commencement of the project namely and in other words, it may prevent a project
from being a real physical one. My supervisor thouched on the possible reasons for a dam to
fail. He said that a dam holding a large amount of water poses a threat to its adjacent
territories and even though dam failures do not happen quite often, failures might occur due to
the following reasons;
-
Earthquakes
-
Landslides that may cause wave movements and allow water to exceed the dam’s
upper body
-
Overlooked leaks that emerges on the dam’s body due to the settlements on the soil
where the dam situates
-
Water that comes from heavy rainfalls can surpass the crest elevation of a dam
Margin of Safety Calculation
One of the remedies thought for providing the safety of a dam is leaving a margin of safety
between reservoir maximum level and dam crest. Otherwise, the waves emerged on a
reservoir might exceed the crest. Following this, if extreme amount of water exceeds quite
often, the material on the face of crests and downstreams may fade away due to erosion. In
addition to what has been told so far, the waves above a crest pose a massive threat to the
people and vehicles on crest.
Normal Margin of Safety
Explanation
The factors that are taken into account during the design phase is successively as follows:
1) 1000 years repeated wind speed (U)
2) Design Wave Height (Hd)
3) Swaggering of water wave through the base face of reservoir area (Hw)
4) Ascending of wave through upstream slope (Ru)
Normal margin of safety is the addition of water swaggering height and the height of
ascending waves.
Hnormal = Hw + Ru
8
Minimum Margin of Safety
It is the vertical distance allocated between the dam and maximum water level which was
calculated as a result of flood routing. It is generally calculated with 10 years repeated wind
speed. To decide the margin of safety:
1) Critical wind speed
2) Wind setup
3) Critical wave height
4) Wave runup is calculated
Total margin of safety is obtained by the addition of flood tide, wave runup and the relatively
small amount decided by engineering judgement.
HP = SK + DT + KM where,
HP = Margin of Safety
SK = Flood Tide
DT = Wave runup
KM = Arbitrary value selected by an engineer
In the project that the company involved in, Adıyaman Gömükan Dam, thalweg elevation is
776.00 m. According to what my supervisor said, wind values and the data of wind exposed
lake lengths are given by meteorological engineers. However, for the sake of discussion, it
shall be useful to shortly define what they are. Wind exposed lake length is basically the water
setup distance as wind does not face with any kind of obstacle and wind values include the
wind speed values as meters per second. During the calculation process of flood tide due to
the wind setup, maximum fetch values are used rather than effective fetch values. Flood tide
values are calculated using the following formula;
S=
1.6V 2 Fd
100000 Dd
(1)
S = Flood tide ( above the static water level)
V = Maximum wind speed through the fetch direction (m/s)
Fd = Direct fetch length (m)
9
Dd = Average water depth through the fetch direction (m)
Week 2
While calculating the margin of safety, this equation was used. Another hydraulics
part is wave height calculations that are roughly divided into two phenomena: significant
wave height and design wave height. When it comes to significant wave height, first thing to
say is that waves emerge on the water surface with the help of winds. In a certain distance of
fetch and a certain amount of speed for at least an hour long, one third of the average of the
waves created by project wind describe what significant wave height is. Significant wave
height is determined with the aid of charts developed by researchers who previously worked
on that subject depending on whether the condition is shallow or deep water. If the deepness
is larger than 0.4L, it can be called as a deep water nevertheless, if it is smaller than 0.4L,
shallow water case applies where L is the wave length in deep water. Wavelength value is
obtained from wave period as follows L=1.56 T2. Design wave length is calculated utilizing
Hd = 1.25 Hs which corresponds to %5 in Longuet - Higgins wave continuity curve. If the
number of waves that are higher than design waves is lower than 1250 in a 50 years time, the
calculation above is accepted as true. On the other hand, if vice versa is the case, the height
that corresponds to 1250 in wave continuity curve is selected as design wave height. During
the calculation stage of margin of safety, wave runup on the dam’s spring face is used rather
than wave height and this runup depends on the material of spring face, slope, wave length
and incidence angle. The formula used for this purpose is;
=
where,
∗
(2)
Ru = Wave runup (m)
Cu = Runup coefficient
Hd = Design wave height (m)
Adıyaman Gömükan dam body has a slope of 1.6/1 (horizontal/vertical) and works as a
concrete face rock fill dam. Wave runup ratios were found by utilizing the chart’s smooth
slope cluster created by Saville et al.
10
Figure 2: Wave runup ratios
As a result of all those calculations and methods in the above-mentioned statements, normal
margin of safety and minimum margin of safety are determined as 2.68 m and 1.46 m
respectively.
As well as the afore-mentioned statements, I also learned the geologic formations that the
design engineers should pay consideration when dam bodies are being placed and some of
those are stated below;
-
A groundwater way which is difficult to be ruled out should be found through the dam
axis upstream to somewhere related to downstream.
-
Formations that are hard to rehabilitate or may lead to high costs should be avoided for
a dam’s foundation
11
-
Both in the vicinity of fills and the foundations of concrete dams, there should not be
active faults
-
The place where the dam is planned to be built on must not encompass landslide prone
areas
Before a project starts, dams possessing different dam body types are considered as
alternatives and their costs, advantages, disadvantages are listed in order to find the most
appropriate dam type for a specific project. Starting with, concrete-face rock-fill dams, its
advantages are;
-
The second smallest body volume
-
Agricultural fields do not necessarily have to be expropriated
-
High strength due to all fill materials being dry
and disadvantages are;
-
Spillway excavations on left coast increase the cost
-
Since right and left incline slopes are too steep, front faces’ plate widths should be
selected among the narrow ones.
-
Water intake cost
Other two types of dams, roller compacted concrete dam and clay core rockfill dam, have
advantages and disadvantages as well and described below;
Clay core rockfill dam
Advantages
Disadvantages
Wide base area
Rocks are far so increased excavation costs
Clayey material zone is close Expropriation costs are high
Very coherent body type
Roller compacted concrete dam
Advantages
Disadvantages
The smallest body volume
Dam body exposed to high tensions
Shorter construction period
Prone to tension and deflections
Lower excavation and construction costs
Need for flying ash
Less tunnel opening difficulty
Table 1: Advantages and disadvantages of two dam types
12
Spillway Calculations
When it comes to typical spillway project phases, primarily spillway width and depth are
determined so as to exceed maximum design discharge and afterwards, if exists, the effects of
approach channel and inlet are taken into account. To prevent the damage of water to
downstream taken from spillway entrance, its energy should be lowered and because of that
chutes and stilling basins are constructed. It was decided that, after all economic, geologic and
topographic evaluations about Adıyaman Gömükan dam project, the spillway should be
placed on the right coast of the territory. Spillway type is an uncontrolled frontal overflow
concrete dam with a rectangular cross section. For the width of the spillway, it was
determined that the starting width is B = 15 m and after a following contraction B = 10 m, it
ends up with B = 10 m as well. At the end of discharge channel, so as to decrease the energy
of flow, a stilling basin having a length of 13.00 m was designed. My supervisor told that the
design stage was carried out based on the specifications published by The General Directorate
of State Hydraulic Works on 27 January 2006. As a result of spillway calculations, Q = 153.6
m3/s which in other words the plausible maximum flood discharge value used by while doing
flood routing and offset output discharge is 57.46 m3/s. The threshold elevation of spillway
structure is 848.34 m and approach elevation was determined as 847.00. After the calculations
that has been done, the maximum water level selected as 849.84 m. Project characteristics are
given below:
Spillway location and type: On the right coast, uncontrolled frontal
Approach channel base elevation: 847.44 m
Spillway crest elevation: 848.34 m
Maximum water level: 849.84 m
Water load: 1.50 m
Discharge channel type: Reinforced concrete with a rectangular cross section
Discharge channel width: B = 15 m ( 0+000 km-0+20.00 km )
Transition ( 0+20.00 -0+80.00 km )
B = 10 m ( 0+80.00 km-0+507.15 km )
13
Discharge channel base slope: j:038 ( 0+017.956-0+108.861), j:0.08 ( 0+108.861-0+384.308)
Stilling basin length: 13.00 m
Hydraulics calculation of spillway width
Collection of water in a bowl depends on the difference between input and output flows. This
relationship can be shown as:
=
× – × (3)
Δt = time interval
ΔS = Storage during the certain time interval
Qi = Incoming flow during Δt
Qo = Outgoing flow during Δt
The change in incoming flows against time shown with the flood hydrograph, the change in
outgoing flow is reflected on spillway discharge curve and the storage is depicted on reservoir
elevation curve.
14
Dolusavak Deşarj Eğrisi (L = 15m)
850.90
Su Kotu (m)
850.40
849.90
849.40
M.S.S. =,
849.83
Q-ötelenmiş
= 57,46
848.90
848.40
847.90
0.00
20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00
Debi (m3/sn)
Figure 3: Spillway discharge - level curve (B= 15 m)
15
Zaman
dt
Qgiriş
Ort. Qi
(saat) (saniye) (m3/sn)
0.00
(hm3)
6.20
3600
1.00
18.30
2.00
61.55
0.2216
117.00
0.4212
147.45
0.5308
149.30
0.5375
136.65
0.4919
118.80
0.4277
100.55
0.3620
82.85
0.2983
63.45
0.2284
44.25
0.1593
29.90
0.1076
20.95
0.0754
15.40
0.0554
11.85
0.0427
9.65
0.0347
8.25
0.0297
7.35
0.0265
6.80
0.0245
6.50
0.0234
6.35
0.0229
6.25
0.0225
6.20
0.0223
92.70
3600
3.00
4.00
5.00
6.00
7.00
849.50
109.30
3600
8.00
849.66
91.80
3600
9.00
849.76
73.90
3600
10.00
849.82
53.00
3600
11.00
849.84
35.50
3600
12.00
849.81
24.30
3600
13.00
849.76
17.60
3600
14.00
849.70
13.20
3600
15.00
849.64
10.50
3600
16.00
849.58
8.80
3600
17.00
849.51
7.70
3600
18.00
849.45
7.00
3600
19.00
849.40
6.60
3600
20.00
849.35
6.40
3600
21.00
849.30
6.30
3600
22.00
849.26
6.20
3600
6.20
0.305
849.29
128.30
3600
848.38
849.02
145.00
3600
0.00
848.74
153.60
3600
(m3/s)
848.50
141.30
3600
(m)
848.34
0.0659
30.40
3600
23.00
Toplam Tahmini
Çıkan Q Çıkan Qort Çıkan V Biriken V
Giren Su RSS
849.23
849.19
(m3/s)
(106 m3) (106 m3)
0.15
0.00055
0.0653
1.03
0.00372
0.2179
3.67
0.01321
0.4080
10.78
0.0388
0.4920
21.56
0.07762
0.4599
32.50
0.11699
0.3750
42.23
0.15203
0.2756
49.72
0.17898
0.1830
54.62
0.19662
0.1016
56.94
0.20498
0.0234
56.60
0.20377
-0.0445
54.22
0.19519
-0.0875
50.88
0.18317
-0.1078
45.87
0.16514
-0.1097
42.29
0.15223
-0.1096
40.21
0.14477
-0.1100
36.83
0.1326
-0.1029
33.79
0.12163
-0.0952
31.05
0.11176
-0.0873
28.33
0.102
-0.0786
25.73
0.09262
-0.0698
24.44
0.088
-0.0655
23.66
0.08518
-0.0629
1.760
5.582
15.972
27.148
37.845
46.619
52.814
56.419
57.458
55.747
52.692
49.071
42.676
41.897
38.530
35.139
32.432
29.659
27.009
24.447
24.443
22.880
V rez.
Hesaplanan RSS
(106 m3)
(m)
55.05
848.34
55.12
848.38
55.33
848.50
55.74
848.74
56.23
849.02
56.69
849.28
57.07
849.50
57.34
849.66
57.53
849.76
57.63
849.82
57.65
849.83
57.61
849.81
57.52
849.76
57.41
849.70
57.30
849.63
57.19
849.57
57.08
849.51
56.98
849.45
56.88
849.39
56.80
849.34
56.72
849.30
56.65
849.26
56.58
849.22
56.52
849.18
Table 2: Flood routing calculations for Qmmf=153,6 m3/s (L=15m)
16
ADIYAMAN GÖMÜKAN BARAJI
Dolusavak Taşkın Ötelemesi Hidrografı
180.00
160.00
140.00
120.00
Debi - Q (m3/sn)
100.00
80.00
60.00
40.00
20.00
0.00
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
18.00
20.00
Zaman - t (saat)
Figure 3: Adıyaman Gömükan Dam spillway inflow-outflow hydrographs
Determination of spillway profile
A spillway can be roughly split into four parts; the approach channel, crest profile, discharge
channel and stilling basin
Crest profile: “Normally the crest is shaped to conform to the lower surface of the nappe from
a fully aerated sharp-crested weir as shown in Figure 1. The pressures on the crest will then be
atmospheric. The shape of such a profile depends upon the head, the inclination of the
upstream face of the overflow section, and the height of that section above the floor of the
entrance channel.” ( Khatsuria,2004) I have been informed that the major source used for
17
spillway design in the office is “Design of Small Dams, U.S. Bureau of Reclamation”. The
equation used for determining the spillway profile is y/H0 = -K (x/H0)n and the K and n values
are constant with solely depending on approach velocity and slope while H0 is the load on
crest. Valveless spillway has the below main characteristics:
Spillway crest elevation: 848.34 m
Approach channel elevation: 847.44 m
Spillway crest length: 15 m
In the progress of flood routing calculations, the 1000 years flood discharge value
corresponding to Q1000 = 153.6 m3/s was used. Design discharge was found to be 57.46 m3/s
at H = 849.84 m water level in reservoir.
Spillway design discharge: Q = 57.46 m3/s
Water load at crest: H = 849.84-848.34
H = 1.50 m
Approach channel width: 14.79 m
Approach channel velocity: Vy =
z  dy 
Vy
Qdesign
B y  dy
dy: water depth in the approach channel
2
2g
 849.84
dy = 0.666 m ( by iteration) Vy = 5.832 m/s
ha = Vy2/2g = 1.734 m
ha 1.734

 1.1560
Ho 1.50
K = ( from graph)
0.467
n = ( from graph)
1.837
18
Figure 4: Variations of K and n coefficients with respect to
value
Water depth at the entrance of discharge channel
Q = 57.46 m3/s
P = 0.9 m,
Base slope of discharge channel: 0.01
Base angle of discharge channel: 0.5729387◦
Starting elevation of discharge channel = Maximum water level – 2.56 * He
= 849.84-2.56*1.50 = 846.00 m
846.0  0.15 
57.46 2
 dn 2  2  9.81  dn  cos(0.5729387)  849.84
2
15
dn = 0.496 m ( by iteration)
Determination of the intersection point of discharge channel spillway profile
Required Circle Diameter = 5 * dn = 5 * 0.496 = 2.48 m
Chosen Diameter = 6.00 m
19
Base slope of discharge channel = 0.01
Base angle of discharge channel = 0.5729387◦
The tangents of curves on the points of crest profile and spillway discharge channel must be
the same. In other words, first derivative of the curve and base slope of discharge curve have
to be equivalent.
x is chosen to be 1.600 m
dy/dx = -1.837 * (0.332597622x1.837) = -0.610994995 x1.837
dy/dx = -0.610994995 * 1.6001.837 = 0.90528 = tanβ
β is found to be 42.154◦ from this equation.
a = R*sinβ=6.0*sin42.154 = 4.027 m
b = R*cosβ=6.0*cos42.154 = 4.45 m
b’ = R*cosγ=6.0*cos0.572939=6.00
D’s elevation = 846 + b’=846.00+6=852.00 m
A’s elevation = D’s elevation – b = 852.00 – 4.45 = 847.55 m
B’s elevation = Max. Water level – 2.56*He=849.84-2.56*1.50=846.00 m
Total crest length xc + x + x1 = 0.248 + 1.600 + 3.967 = 5.815 m
With the aim of both creating an economically feasible project and avoiding extra excavation,
contraction was done through the discharge channel.
Vave = 12.51
dave = 0.414 m
F = 6.21
Maximum value of the contraction angle α is 3.072◦
αchosen = atan(15-10/2 / 60)=2.38◦ < 3.07◦ ok
While calculating margin of safety, km, base elevation, velocity, water depth and cosα values
were taken from related tables.
20
Margin of safety = 2.00  0.055  V  3 d was determined with this formula.
Stilling basin design
The discharge value of 57.46 m3/s was taken while the dimensioning and calculation of the
stilling basin. What calculations yielded is that at the entrance of the stilling basin, the flow
depth is d1 = 0.360 m and the flow velocity is 15.97 m/s.
d1 = 0.360 m
Fr1 =
V1
g  d1
V1 = 15.97 m/s

15.97
9.81  0.36
 8.50
Flow depth after the jump d 2 




d1
0.360
 1  8Fr 21  1 
 1  8  8.5 2  1 d2=4.150 m
2
2
Since Fr1 > 4.5 and V1 = 15.97 m3/s < 18 m3/s, stilling basin type 2 was selected. For Fr1 =
8.50, L = 2.75 and L = 2.75 * 4.150 = 11.41 m, as a result, stilling basin length was decided
to be 13.00 m finally. Lateral wall heights in stilling basins are calculated by adding margin of
safety value to the flow depth after hydraulic jump. On the other hand, margin of safety value
is found with the equation below;
m.o.s = 0.1(V1+d2)
V1=15.97 m/s d1 = 0.360 m d2=4.150 m m.o.s = 2.01 m
Top of the wall’s elevation is found by;
Stilling basin base elevation + 1.05*d2 + m.o.s = Top of the wall’s elevation
759.00 + 1.05*4.150 + 2.00 = 765.36 m
∆h wall = 6.50 m
My supervisor informed me about the criteria that they take into account while doing
sluiceway calculations. Some of them are below;

Evacuation conditions should be appropriate for project needs

Economic benefit that obtained with the aid of sluiceway used during project flood
routing

In compliance with discharge criteria

Economic benefit that obtained with the aid of sluiceway for the derivation of stream
flows during the construction stage
21

First water holding criterion should be completed before the first water holding
process
Week 3
This week I learned how to calculate the hydraulics of diversion tunnels. To begin with, an
optimization study is done for the purpose of determining the diameter of a diversion tunnel.
Afterwards, during the derivation structure pre-report phase, different route alternatives are
inspected. Tunnel entrance elevation, tunnel exit elevation and tunnel length are written first
together with tunnel’s diameter which is found at the end of optimization studies. An example
which I tried to do by consulting the chief enginner are presented below;
Tunnel entrance elevation = 790.00 m
Tunnel exit elevation = 788.06 m
A = 9.62 m2
Tunnel length = 485 m
A = 92.57 m4
Tunnel diameter = 3.5 m
Slope of the tunnel = 0.004
Q25 = 42.10 m3/s
Manning coefficient = 0.014
Q50 = 49.40 m3/s
1-Tunnel’s Free Working Case
n2/D1/3 = 0.00013
where n is the manning coefficient. This coefficient is selected by the
engineer and s/he decides the value based on his judgement and experience. “n” changes with
respect to a few other factors such as surface smoothness, vegetation, channel irregularity,
abrasion, obstacles, discharge and so forth.
S0/ ( n2/D1/3) = 30.99 and for this value, d/D value corresponds to 0.66 which means that
unpressured flow case would be observed until %66 of load factor reached in the diversion
tunnel.
2-Tunnel’s Pressured Working Case
Qdesign = 10 m3/s
a) Entrance loss
22
he = ke * hv
hv =
ke = 0.22
D = 3.50 m
he = 0.0121
Sf = 0.000251 hf = Sf * L
hf = 0.1217
Q2
 0.0551
A2  2g
b) Friction loss
D = 3.50 m
Sf
Q2
 0.00000251
c) Exit loss
hv = 0.0551
Total Loss = 0.2027
 Sh
K=  2
Q
 d
→
K = 0.0020 * Q2
→
F = 0.0177 * Q

  Q2



Q
F = 
1/ 2
 A  9.81  D 






After all those calculations, flow consumption chart is prepared encompassing the parameters
such as hv, he, reservoir water elevation and so forth. Following this, input and output
hydrographs are drawn which can be basically defined as a hydrograph intends to show how
the water flow in a drainage basin (particularly river runoff) responds to a period of rain.
What my supervisor told me about how a hydrograph is drawn is that there are two types of
hydrographs that can be enumerated as line graphs and bar graphs. Line graphs are the ones
that they mostly prefer and drawn with two vertical axes. The point where river reaches its
highest level is called peak discharge and another useful info is that where gradients are steep,
water runs off faster. In addition to what has been told so far, derivation discharge curve is
also prepared drawn by placing discharge values on the horizontal axis and water level values
on the vertical axis. Finally, flood routing is done for the purpose of finding the maximum
value of reservoir water elevation among all values. This, in practice, is materialized by
entering discharge values, time intervals, volumes in a spreadsheet application and the rest is
calculated by the programme itself.
23
Akım Sarfiyat Tablosu
Derivasyon Tüneli D= 3,50 m
Kontrol Kesiti Çıkışta
1
Q
3
m /san
1,00
2,00
3,00
4,00
5,00
6,00
7,00
8,00
9,00
10,00
11,00
12,00
13,00
14,00
15,00
16,00
17,00
18,00
19,00
20,00
21,00
22,00
23,00
24,00
24,10
24,20
24,30
24,40
24,50
24,60
24,70
24,80
24,90
25,00
25,10
25,20
2
F=
Shl+hvj=
0,0177 Q
0,0020 Q2
Çıkış Taban Kotu: 788,06
L = 485 m
3
4
5
6
7
8
Q
Shl+hvj
F
m
mxD
Shl+hvj + m x D
(m)
Rez.Su Kotu+
Shl+hvj+m x D
1
4
9
16
25
36
49
64
81
100
121
144
169
196
225
256
289
324
361
400
441
484
529
576
581
586
590
595
600
605
610
615
620
625
630
635
0,0020
0,0081
0,0182
0,0324
0,0507
0,0730
0,0993
0,1297
0,1642
0,2027
0,2452
0,2919
0,3425
0,3972
0,4560
0,5188
0,5857
0,6567
0,7317
0,8107
0,8938
0,9809
1,0722
1,1674
1,1772
1,1869
1,1968
1,2066
1,2166
1,2265
1,2365
1,2465
1,2566
1,2667
1,2769
1,2871
0,0177
0,0355
0,0532
0,0710
0,0887
0,1064
0,1242
0,1419
0,1596
0,1774
0,1951
0,2129
0,2306
0,2483
0,2661
0,2838
0,3015
0,3193
0,3370
0,3548
0,3725
0,3902
0,4080
0,4257
0,4275
0,4293
0,4310
0,4328
0,4346
0,4364
0,4381
0,4399
0,4417
0,4435
0,4452
0,4470
0,9991
0,9982
0,9973
0,9965
0,9956
0,9947
0,9938
0,9929
0,9920
0,9911
0,9902
0,9894
0,9885
0,9876
0,9867
0,9858
0,9849
0,9840
0,9831
0,9823
0,9814
0,9805
0,9796
0,9787
0,9786
0,9785
0,9784
0,9784
0,9783
0,9782
0,9781
0,9780
0,9779
0,9778
0,9777
0,9777
3,4969
3,4938
3,4907
3,4876
3,4845
3,4814
3,4783
3,4752
3,4721
3,4690
3,4659
3,4628
3,4596
3,4565
3,4534
3,4503
3,4472
3,4441
3,4410
3,4379
3,4348
3,4317
3,4286
3,4255
3,4252
3,4249
3,4246
3,4243
3,4239
3,4236
3,4233
3,4230
3,4227
3,4224
3,4221
3,4218
3,4989
3,5019
3,5089
3,5200
3,5351
3,5543
3,5776
3,6049
3,6362
3,6716
3,7111
3,7546
3,8022
3,8538
3,9095
3,9692
4,0330
4,1008
4,1727
4,2486
4,3286
4,4127
4,5008
4,5929
4,6023
4,6118
4,6213
4,6309
4,6405
4,6501
4,6598
4,6696
4,6793
4,6891
4,6990
4,7088
791,56
791,56
791,57
791,58
791,60
791,61
791,64
791,66
791,70
791,73
791,77
791,81
791,86
791,91
791,97
792,03
792,09
792,16
792,23
792,31
792,39
792,47
792,56
792,653
792,662
792,67
792,68
792,69
792,70
792,71
792,72
792,73
792,74
792,75
792,76
792,77
2
Table 3: Flow Rating Curve for Diversion Channel
24
Adıyaman Gömükan Barajı - Derivasyon Tüneli 25 Yıllık Feyezan debisine Göre Giriş ve Çıkış Hidrografı
(D = 3,50m )
50.00
Derivasyon Giriş
Hidrograf ı
40.00
Debi - Q (m 3/sn)
30.00
20.00
10.00
0.00
-10.00
0
5
10
Zaman - t (saat)
15
20
25
Figure 5: Inflow and outflow hydrographs for the diversion tunnel of Gömükan Dam
Adıyaman - Gömükan Barajı Derivasyon Deşarj Eğrisi (Q25)
(D=3.50 m , L=485.00 m)
794.0
Su Seviyesi (m)
793.0
792.0
791.0
Serbest Akış
Bölgesi
Basınçlı Akış
Bölgesi
790.0
0
10
20
30
Q (m³/s)
Figure 6: Discharge rating curve for the diversion tunnel of Gömükan Dam
25
(D = 3,5 m, L = 485 m)
1
T
2
D t (sn)
0
3
5
790,00
3,3
1
5,88
21.151
15,10
54.363
27,73
99.821
37,11
133.606
41,31
148.733
40,98
147.518
37,79
136.049
33,57
120.841
28,73
103.434
22,62
81.418
16,21
58.354
11,37
40.915
8,31
29.930
6,41
23.085
5,22
18.783
4,48
16.130
4,01
14.422
3,70
13.334
3,52
12.673
3,41
12.292
3,35
12.061
3,31
11.928
3,29
11.861
790,14
8,5
3600
2
790,50
21,7
3600
3
791,09
33,7
3600
4
791,81
40,5
3600
5
792,45
42,1
3600
6
792,94
39,8
3600
7
793,22
35,7
3600
8
793,33
31,4
3600
9
793,30
26,1
3600
10
793,16
19,2
3600
11
792,95
13,3
3600
12
792,69
9,5
3600
13
792,43
7,2
3600
14
792,21
5,7
3600
15
792,01
4,8
3600
16
791,84
4,2
3600
17
791,70
3,8
3600
18
791,57
3,6
3600
19
791,48
3,5
3600
20
791,38
3,4
3600
21
791,32
3,3
3600
22
6
7
8,00
9
10
Q çort x
D t (m 3 )
Biriken
Hacim
3
(m )
0,02
78
21.073
0,47
1679
52.684
2,54
9141
90.680
7,42
26715
106.891
13,96
50261
98.472
20,46
73643
73.875
25,62
92243
43.805
29,05
104588
16.254
30,25
108900
-5.466
28,39
102215
-20.797
25,21
90770
-32.416
22,17
79810
-38.895
18,98
68342
-38.412
15,99
57575
-34.490
13,52
48681
-29.899
11,49
41367
-25.238
10,12
36438
-22.016
8,84
31813
-18.479
7,84
28233
-15.560
7,14
25700
-13.407
6,45
23233
-11.172
5,81
20898
-8.970
5,17
18625
-6.764
Dt
Q gortx D t sonunda
Qg
Q gort
Qç
Q çort
3
3
3
3
(m /sn) (m /sn) (m 3 /sn) Tahmini (m /sn) (m /sn)
R.S.S.
3600
791,25
3,3
3600
23
Rezervuar Su Kotu =793,33 m'dir.
4
3,3
791,20
0
0,04
0,89
4,19
10,65
17,27
23,64
27,60
30,50
30,00
26,79
23,64
20,70
17,27
14,72
12,33
10,65
9,59
8,08
7,60
6,68
6,23
5,38
4,97
11
12
Rezervuar
3
Hacmi (m )
Rez.Su Kotu
593512
790,00
614585
790,14
667269
790,49
757949
791,09
864840
791,79
963312
792,45
1037187
792,93
1080992
793,22
1097246
793,33
1091780
793,29
1070983
793,16
1038566
792,94
999672
792,69
961259
792,43
926769
792,20
896871
792,01
871633
791,84
849617
791,69
831138
791,57
815578
791,47
802171
791,38
790998
791,31
782028
791,25
775264
791,20
Table 4: Flood routing calculations with a spreadsheet application
At this point, it seems necessary and sensible to present some information about excel macros.
With the aid of visual basic program already embedded in the spreadsheet program,
programming can be done and this is called macro programming. In a default new spreadsheet
file, macros appear to be disabled because of safety concerns thus, first thing to do is enabling
26
its content from the file menu and furher safety options. To create a program interface, forms
are needed and they can be inserted from the insert menu on top. Upon the insertion of an user
form, a toolbox pops up and one can add label and change properties from that menu as well.
Moreover, groupbox and optionbutton created and other programming codes are the same as
any ordinary programming language. In other words, loops created with for command and ifelse structures are created like any other algorithms and pseudo-codes.
This week I learned how to calculate the sluice structures’ hydraulic parameters. Sluice
structures are dam safety structures and their aim is controlling water level and adjusting lake
water level. They are used for protecting the dam safety by discharging the reservoir in case a
dangerous condition appears. Plus, their design are pretty much dependent on the type of dam
body, the topographic and geologic structure of dam’s location and steel pipes having circular
cross sections are placed throughout the derivation structure for cost saving purposes. While
calculation process is ongoing, the losses that occur on a system and the amount of water
discharged from a sluice need to be found. The formula that can be used for calculating
reservoir level is as follows;
Reservoir water level = Pipe exit elevation + water head + velocity head + hydraulic loss
In sluiceway systems grate loss, entrance loss, curve loss, transition loss, friction loss and
branch loss are all possible observation results. Beside those, there may also be valve losses
and some of the valve loss coefficients are presented below;
Clack valve
: 0.1
Butterfly valve
: 0.2 – 0.26
Spherical valve
: 0
Conical valve
: 0.2
After sluice characteristics are presented, for different sluice diameter values, minimum and
average water levels are recorded. Then, sluice discharge calculations and discharge energy
losses corresponding to different valve conditions are calculated and presented.
This week I learned how to calculate bill of quantities. Bill of quantities in a dam project
involves a lot of parts and almost each of them requires special attention and methods before
the ultimate solution. Excavations are calculated with the aid of average area and intermediate
27
distance, by multiplying them total excavation volume can be found. Plinth volumes can be
found in a similar manner as their sections and lengths are known therefore, simply
multiplying them could well lead us to the result. Massprop command in CAD programs is
used to find a solid’s volume which is particularly useful for concrete fills. Plus, some of the
volumes can be measured from Autocad Civil program. At this point, it sounds noteworthy if
some information about Autocad Civil are presented. It can do all the tasks that the standard
Autocad program does. However, it has also some unique and quite useful properties like data
collection from a zone, robust reporting, 3d modelling, excavation calculations, profiles, cross
sections and a few others not named here to save space.
Week 4
I visited the geology department in the company in which I work and retrieved some
information about the tests they apply, how important geology is for dam like structures and
the ground improvement methods used widely before or during the construction. First of all,
injection is a widespread method used for providing the impervious boundary. Some of its
benefits include filling the voids that may lead settlements, controlling the ground water flow,
stabilizing loose and semi-loose sands, controlling ground movements throughout the tunnel
opening, providing slope stabilization and so forth. In this respect, soil experiments play a
major role for a successful dam construction. Those experiments can be divided into two
parts: field tests and laboratory tests. Field tests include tube method and pump experiment
whereas water content, atterberg limits, sieve analysis, triaxial experiments as well as
shearbox and relative density experiments. A thin cut-off wall is constructed by driving a steel
beam into the ground then extracting the beam while injecting a waterproof grout into the
cavity thus formed and its name comes from the thickness of the d-wall which is about 10 to
20 centimeters. Further, stone columns, soil nailing, micropiles are some of the ground
improvement methods used generally. To give an example, preloading is applied to soft soils
with the aim of consolidating the soft ground. Additionally, for cohesionless soils, deep
compaction techniques can be applied to diminish further excessive settlements.
This week I learned how the computer program called hec-ras works and its basic features.
Hec-ras is a free software that possess the ability to both analyze and calculate river flow and
its regime. If one gives the values of field elevations, water level at any kind of discharge
value can be obtained as output. Another important feature to note is that Hec-ras can solve
unsteady flow problems and sediment transport computations as well as steady flow
28
problems. Its background calculations heavily rely on one-dimensional energy equation. Hecras can be used together with a number of other programs including, most notably, the GIS
program ArcView and AutoCAD. Additionally, the program has a strong data storage &
management feature as well as graphic outputs and reporting section.
Hydraulic Loss Calculations
Figure 7: Locations of the Penstock Local Head Losses
K1 Grate Loss
h_grate = grate load loss (m)
As = Grate gross area (m2)
Ad = grate reinforcement area (m2)
An = Grate net area (m2)
Kt = Grate load loss coefficient
A
Grate net area ratio;  n
A
 g

  1.0  0.30  0.70


Load loss coefficient due to the grate is below;
Kt = 1.45 – 0.45 * (An/Ag) – (An/Ag)2
2
V
Q2
h1  K t  n  K t  2
2 g
A  2  9.81
Kt = 1.45 – 0.45 x 0.7 – (0.7)2
Kt = 0.645
h1 = 0.0001 x Q2
K2 Entrance Loss
29
For rounded bellmouth entrance;
K is taken to be 0.10
Shaft Diameter = 2.00 m
Shaft Area = 3.14 m2




Q2
Q2

  0.1  
h entrance  K   2
2
A
2
9
.
81
3
.
142
2
9
.
81








hentrance = 0.000516 x Q2
K3 D = 2000 mm Concrete Shaft Structure Vertical Frictional Loss
Shaft = 10.50 m
Curve length = 3.50 m ( total frictional distance)
D = 2.00 m
A = 4.00 m2
10-6 < ks / D = 0.00035 < 10-2
and
Re 
f 
Q2
Q D
 
 500000.00  Q
A v 4  10 6
1.325
  ks
5.74

 In
0.9
  3.7  D Re
hshaft  f shaft



2
(pipe diameter and area)
5 * 103 < Re < 108
(appropriate)
(appropriate)
 0.01595
L V2
L
Q2
 
 f shaft   2
D 2g
D A  2g
0.01595  14  Q 2
H 
 0.000356  Q 2
2
2  4  2  9.81
K4 D = 2000 mm Steel Pipe Vertical Curve Loss
D = 2.00 m
A = 3.14 m2
α = 90 degrees (vertical curve angle)
r = 2.00 m (vertical curve radius)
for
r 2.00

1
D 2.00
H  K b 
K = 0.160
Q2
 0.000825  Q 2
2
A  2  9.81
30
K5 Transition friction loss (2000m – 3500m expansion)
Transition length = 6.00 m ( total friction distance) D = 2.75 m ( penstock diameter)
A = 5.940 m2 ( penstock area)
10-6 < ks / D = 0.0002545 < 10-2
Re 
f 
and
5 * 103 < Re < 108
(appropriate)
Q  2.75
Q D
 
 462962.96  Q
A v 5.94  10 6
1.325
  ks
5.74

 In
0.9
  3.7  D Re
hculvert  f culvert 
H 



2
 0.01609
L V2
L
Q2

 f culvert   2
D 2g
D A  2 g
0.01609  6  Q 2
 0.000051  Q 2
2
2.75  5.94   2  9.81
K6 Diversion tunnel friction loss
Tunnel entrance km = 27.5 m
Tunnel exit km = 41.65 m
Tunnel length = 14.15 m
D = 3.50 m
10-6 < ks / D = 0.0001429 < 10-2
and
Re 
f 
A = 9.621 m2
5 * 103 < Re < 108
(appropriate)
Q  3 .5
Q D
 
 363787.55  Q (appropriate)
A v 9.621  10  6
1.325
  ks
5.74
 0.9
 In
  3.7  D Re
h penstock  f penstock 
H 



2
 0.01546
L V2
L
Q2

 f penstock   2
D 2g
D A x 2 xg
0.01546  14.15  Q 2
 0.000034  Q 2
2
3.5  9.621  2  9.81
31
Interview with the supervisor
Q : Could you please introduce yourself ?
A : I am Mesut Yapmış and I graduated from Sakarya University Civil Engineering
Department in 2005 and I work for Eser Project and Engineering Co. Inc. for one and a half
years as the chief of dam construction section.
Q : Is it possible for you to describe basically what are your responsibilities and tasks in the
company ?
A : I am responsible for assigning tasks to the engineers and draftsmen as well as doing
calculations of bill of quantities and calculating the hydraulics of dam parts.
Q : What kind of departments exist in the company ?
A : There are mainly transportation, geology, irrigation, mechanics, accounting, planning and
some other departments each of which is working in cooperation with one another.
Q : From your point of view, would you prefer working in an office or in a construction site ?
A : I worked in a construction site a few years ago and frankly, what you do on the site is
pretty exhausting and you feel a great deal of fatigue at the end of the day but what you earn
is a bit higher compared with my colleagues who are used to work in an office. Income and
personal preferences should be the factors when one needs to select either of those two.
Q : As a last question could you say a few words about specifically which jobs the company
are currently working on ?
A : Bayburt Kırlartepe Dam and Bursa Karacabey Gölecik Dam are the dam projects that we
are recently preparing and transportation projects about highways in Turkmenistan and
Nigeria are ongoing projects.
32
CONCLUSION
As my summer practice was totally a part of office work rather than the construction site,
most of the things that I learned was based on technical and theoretical knowledge compared
to practical side of civil engineering. For the sake of discussion, what I basically learned are
what is a dam, why dams are built, the factors, most of which are physical, affecting the
selection of type of dam, dam failures and dam body types. Apart from those enumerated
above, themes such as margin of safety and flood routing calculations were grasped. Stilling
basin and spillway design, hydraulics of diversion tunnels and hydraulic loss calculations
were also in the scope of this summer practice. Additionally, my computer skills were
developed as I learned to use new softwares and found the chance to repeat the skills that I
already possess through practice. Finally, I also had the opportunity to observe how the
employees present their work to their supervisors and bosses, the steps of reporting a task,
how critical time management is, the policies of the company and job hierarchy.
33
APPENDIX
Pafta Numaraları ( Baraj Projesi Yapım Teknik Şartnamesinden alınmıştır.)
U Paftaları :
U-1 : Baraj yerinin Türkiye haritasındaki yeri, ulaşım yolları, rezervuar haritası ve projeye ait pafta isim
numaraları listesi.
U-2: Baraj yerinin Türkiye'deki deprem bölgeleri ve sismo-teknik haritasındaki yeri, zelzele şiddeti satıh ivmesi
korelasyonu.
U-3 : Hacim satıh grafiği, taşkın tekerrür eğrileri, dolusavak deşarj eğrisi, derivasyon deşarj eğrisi, dipsavak
deşarj eğrileri ve DSİ'ce gerekli görülen hidrolik veriler.
J Paftaları :
J-1 : Baraj yeri ve civarı, sondaj lokasyon planı paftasında planlama aşamasında açılan sondaj kuyuları
lokasyonları ayrıca uygulama proje yapı eksenleri
J-2 : Baraj yeri ve civarı jeolojik haritası üzerinde uygulama projesi eksenleri ile açılmış ve açılacak sondaj
kuyuları yerleri.
J-3 : Yapı aksı jeolojik enkesitleri ve boykesitleri, Baraj dolusavak, derivasyon, dipsavak boykesitleri.
J-4 : Göl alanı jeolojik haritası (üzerine maksimum su seviyesisi, işlenecek ) ( 1/25000; 1/5000 veya 1/2000
ölçekli olabilir.)
J-5 : Baraj dolusavak, dipsavak yeri ve civarında yapılmış sondaj kuyularının yeraltı su seviyesi, karot yüzdeleri
ve su kayıplarının değerlendirilmesi.
J-6 : Planlama ve uygulama projesi aşamasında açılmış bulunan araştırma galerilerinin jeolojik açınımı
BM Paftaları :
BM-1: Geçirimli, geçirimsiz, yarı geçirimli ve kaya gereç alanları bulduru haritası ve laboratuvar sonuçları.
BM-2 : Geçirimsiz gereç alanı haritası kuyu kesitleri ve laboratuvar sonuçları.
BM-3 : Yarı geçirimli gereç alanı haritası kuyu kesitleri ve laboratuvar sonuçları.
BM-4 : Geçirimli ve kaya gereç alanları haritası kuyu kesitleri ve laboratuvar sonuçları.
Bİ-Paftaları:
Ölçekler yatay ve düşeyde aynı alınacaktır.
Bİ-1: Baraj ve tesisleri, genel yerleşim planı ( 1/1 000 veya 1/500 ölçekli olabilir )
Bİ-2 : Baraj yeri ve tesisleri genel kazı planı ( 1/1 000veya 1/500 ölçekli olabilir )
Bİ-3: Gövde enkesitleri ( 1/1000 veya 1/500 ölçekli olabilir )
Bİ-4: Oturma payına göre şev ayarlaması ( 1/1000 veya 1/ 500 ölçekli olabilir)
Bİ-5: Kret düzenlenmesi, kesit ve detayları ( 1/ 50 ölçekli )
Bİ-6: Topuk dreni, kontrol ve ölçme bacası boykesit ve detayları
Bİ-7: Baraj temeli, enjeksiyon planı ( 1/1 000 veya 1/500 ölçekli olabilir)
Bİ-8: Baraj temeli jeoloji ve enjeksiyon boykesitleri ( 1/1 000 veya 1/500 ölçekli olabilir)
34
Bİ-9: Baraj temeli çimento enjeksiyon uygulama şeması
Bİ-10: Yüzeysel deplasman röperleri, çapraz kollu çökme ölçerleri ve rasat kuyularını gösterir lokasyon planı (
1/1000 veya 1/ 500 ölçekli )
Bİ-11 Yüzeysel deplasman röperleri, çapraz kollu çökme ölçerleri ve rasat kuyularını gösterir enkesitler (1/1000
veya 1/500 ölçekli)
Bİ-12 :Piyezometre uçlarını gösterir lokasyon planı (1/1000 veya 1/500 ölçekli olabilir )
Bİ-13 : Piyezometre uçlarını gösterir enkesitler ( 1/1000 veya 1/ 500 ölçekli olabilir)
Bİ-14: Terminal kuyusu ( Nihai kuyu ) kalıp, teçhizat planı ve detayları ( 1/50 ölçekli)
Bİ-15 : Malzeme dağıtım şeması ( 1/1000 veya 1/ 500 ölçekli olabilir)
Dİ-Paftaları
Dİ-1:Dolusavak genel yerleşim planı ve enkesitleri (1/ 1000 veya 1/500 ölçekli olabilir )
Dİ-2 :Dolusavak boykesiti ( 1/ 200 veya 1/250 ölçekli olabilir )
Dİ-3 :Dolusavak yaklaşım kanalı, eşik, tekne ve boşaltım kanalı planı (1/100 veya 1/50 ölçekli olabilir)
Dİ-4: Dolusavak eşik veya tekne boykesiti ve çeşitli detayları (1/100 veya 1/50 ölçekli olabilir)
Dİ-5 : Enerji kırıcı havuz veya sıçratma eşiği plan ve boykesitleri ( 1/ 100 veya 1/50 ölçekli olabilir)
Dİ-6 :Dolusavak yaklaşım kanalında enerji kırıcı tesise kadar muhtelif yerlerden enkesitler (1/100 veya 1/50
ölçekli olabilir )
Dİ-7 : Dolusavak kesit ve detayları ( 1/5 veya 1/10 ölçekli olabilir)
Dİ-8 : Dolusavak detayları (1/1-1/5 veya 1/10 ölçekli olabilir )
Dİ-9 : Dolusavak Kazı Planı
Dİ-10 : Dolusavak Kazı Kesitleri
Dİ-11 : Dolusavak Genel Kalıp Planı
Dİ-12 : Dolusavak Genel Kalıp Boykesiti
Dİ-13 : Dolusavak Yaklaşım Kanalı – Eşik Yapısı Kalıp Planı
Dİ-14 : Dolusavak Yaklaşım Kanalı – Eşik Yapısı Kalıp Kesitleri
Dİ-15 : Dolusavak Yaklaşım Kanalı – Eşik Yapısı Kalıp Detayları
Dİ-16 : Dolusavak Yaklaşım Kanalı Duvar ve Taban Kaplama Donatısı Döküm ve Detayları
Dİ-17 : Dolusavak Yaklaşım Kanalı Duvar ve Taban Kaplama Donatısı Döküm ve Detayları
Dİ-18 : Dolusavak Yaklaşım Kanalı - Eşik yapısı ve Eşik Duvar Donatısı Döküm ve Detayları
Dİ-19 : Dolusavak Deşarj Kanalı Kalıp Planı
Dİ-20 : Dolusavak Deşarj Kanalı Kalıp Boykesiti
Dİ-21 : Dolusavak Deşarj Kanalı Kalıp Enkesit ve Detayları
Dİ-22 : Dolusavak Deşarj Kanalı Duvarları Donatısı Döküm ve Detayları
Dİ-23 : Dolusavak Deşarj Kanalı Taban Kaplamaları Donatısı Döküm ve Detayları
35
Dİ-24 : Dolusavak Enerji Kırıcı Havuz veya Sıçratma Eşiği Kalıp Planı
Dİ-25 : Dolusavak Enerji Kırıcı Havuz veya Sıçratma Eşiği Kanalı Kalıp Boykesiti
Dİ-26 : Dolusavak Enerji Kırıcı Havuz veya Sıçratma Eşiği Kanalı Kalıp Enkesit ve Detayları
Dİ-27 : Dolusavak Enerji Kırıcı Havuz veya Sıçratma Eşiği Kanalı Duvarları Donatısı Döküm ve Detayları
Dİ-28 : Dolusavak Enerji Kırıcı Havuz veya Sıçratma Eşiği Kanalı Taban Kaplamaları Donatısı Döküm ve
Detayları
Dİ-29 : Dolusavak Köprüsü Plan ve Kesitleri , Donatısı Döküm ve Detayları
Tİ Paftaları: (tüm tüneller için)
Tİ-1 : Derivasyon-Dipsavak tüneli veya açık kanal, kondüvi genel yerleşim planı, boykesit (1/1000 veya 1/500
ölçekli olabilir) ve tünel enjeksiyon tip enkesiti ve/veya kondüvi tip enkesiti (1/50 ölçekli)
Tİ-2: Derivasyon tüneli veya kondüvi ve dipsavak su alma yapısı, giriş yapıları plan ve boykesiti (1/50 ölçekli)
Tİ-3 : Dipsavak su alma yapısı, ızgara plan, kesit ve detayları ( 1/25 veya 1/10 ölçekli olabilir)
Tİ-4 : Dipsavak tıkaç bölgesi (Tehlike vana odası) kesit ve detayları (1/50 ölçekli )
Tİ-5 : Dipsavak ayar vana odası plan ve kesitleri ( varsa içmesuyu ve sulama branşmanlarının plan ve kesitleri 1/
50 ölçekli )
Tİ-6 : Dipsavak yapısı çelik tehlike ve tamir kapağı (1/50 ölçekli )
Tİ-7 : Dipsavak yapısı detay paftası (seviye ölçme borusu başlangıç detayı, havalandırma borusu manometre
enjeksiyon detayları, korkuluk detayları, tıkaç altı drenaj detayı,by-pass vanaları genleşme contası, mesnet
detayları ve gerekli diğer detaylar)
Tİ-8 : Derivasyon – Dipsavak Kazı Planı
Tİ-9 : Derivasyon – Dipsavak Kazı Kesitleri
Tİ-10: Kondüvi Genel Kalıp Planı
Tİ-11: Kondüvi Genel Kalıp Boykesiti
Tİ-12 : Kondüvi Anoları Kalıp Planı, Kesit ve Detayları
Tİ-13 : Kondüvi Anoları Donatı Döküm ve Detayları
Tİ-14 : Kondüvi Tip Su Tutucu Yaka Kalıp Plan Kesit - Donatı Döküm ve Detayları
Tİ-15 : Kondüvi –Derivasyon Giriş Yapısı Kalıp Plan Kesit ve Detayları
Tİ-16 : Kondüvi –Derivasyon Giriş Yapısı Kalıp Plan Kesit ve Detayları
Tİ-17 : Kondüvi –Derivasyon Giriş Yapısı Donatı Döküm ve Detayları
Tİ-18 : Su Alma Yapısı Kalıp Plan Kesit ve Detayları
Tİ-19 : Su Alma Yapısı Donatı Döküm ve Detayları
Tİ-20 : Tehlike ve Deşarj Ayar Vana Odaları Genel Kalıp Planı
Tİ-21 : Tehlike ve Deşarj Ayar Vana Odaları Kalıp Plan, Kesit ve Detayları
Tİ-22 : Tehlike ve Deşarj Ayar Vana Odaları Donatı Döküm ve Detayları
Kİ Paftaları:
36
Kİ-1
Enerji Yapıları Genel Yerleşimi
Kİ-2
Enerji Su alma Yapısı Plan ve Kesitler
Kİ-3
Enerji Yapıları Kalıp Plan Kesit ve Detayları
Kİ-4
Enerji Yapıları Donatı Döküm ve Detayları
Kİ-5
Denge Bacası Yapısı Plan ve Kesitler
Kİ-6
Denge Bacası Kalıp Plan Kesit ve Detayları
Kİ-7
Denge Bacası Donatı Döküm ve Detayları
Kİ-8-
Vana Odası Plan, Profil ve Kesitleri
Kİ-9-
Santral Binası Genel Yerleşim Planı
Kİ-10-
Santral Binası Kazı Planı
Kİ-11-
Santral Binası Ön Cephe Görünümü
Kİ-12-
Santral Binası Sağ ve Sol Cephe Görünümü
Kİ-13-
Santral Binası Arka Cephe Görünümü
Kİ-14-
Santral Binası Vinç Katından Plan
Kİ-15-
Santral Binası Montaj Sahası ve Generatör Katından Plan
Kİ-16-
Santral Binası Türbin Katından Plan
Kİ-17-
Santral Binası Vana Odası Katından Plan
Kİ-18-
Santral Teçhizatı Genel Dağılımı Drenaj Çukurunda Enkesit
Kİ-19-
Santral Montaj Bloğu ve Atölyelerden Enkesit
Kİ-20
Santral Ünitelerden Boyuna Kesit
Kİ-21-
Santral Trafolardan Boyuna Kesit
Kİ-22-
Santral Draft Tüpten Boyuna Kesit
Kİ-23-
Santral Çatı Planı, Kesit ve Detayları
Kİ-24-
Santral Cazibeli Drenaj Borulama Sistemi
Kİ-25
Şalt Sahası Temeli Plan ve Detayları
Kİ-26
Şalt Sahası Çelik Konstrüksiyon hesapları ve Detayları
Kİ-27
Kuyruksuyu Kanalı Plan ve Kesitleri
Kİ-28
Kuyruksuyu Kanalı Kalıp Plan ve Donatısı
Kİ-
Diğer Kalıp,Döküm ve Donatı Çizimleri
Elektrik Paftaları
Eİ-1
Santral Topraklama Sistemi ve detayları
Eİ-2
Santral ve Baraj sahası genel topraklama sistemi
Eİ-3
Şalt sahası topraklama sistemi
37
NOTATION
ha = Hectare
km = Kilometers
kg/m2 = Kilograms per meter square
USBR = United States Bureau of Reclamation
RMR = Rock Mass Rating
Hw = Swaggering of water wave through the base face of reservoir area
Ru = Ascending of wave through upstream slope
S = Flood Tide
Fd = Direct fetch length
Dd = Average water depth through fetch direction
Q = Discharge
Qdesign = Design discharge
B = Width of the spillway
j = Discharge channel base slope
MSS = Maximum water level
NSS = Normal water level
RSS = Reservoir water level
Q1000 = 1000 years flood discharge
K, n = Constants in the spillway profile equation
Fr = Froude number
Re = Reynolds number
As = Grate gross area
Ad = Grate reinforcement area
An = Grate net area
Kt = Grate load loss coefficient
K = Different pipe losses
f = Friction loss coefficient
α = Contraction angle
38
REFERENCES
1) Saville, T., Jr., E. W. McClendon, and A. L. Cochran. 1962. Freeboard allowances for
waves in inland reservoirs. ASCE Journal of the Waterways and Harbors Division, V.
88(WW2): 93-124.
2) Hydraulics of Spillways and Energy Dissipators Rajnikant M. Khatsuria, ISBN
9780203996980 2004 CRC Press
3) http://www.eser.com/en
39
DAILY REPORTS
18/08/2014


I met with the technical staff as well as some of the administrative staff and learned in
which position they are working and their basic responsibilities.
Based on what I learned and observed, an organization scheme was prepared so as to
create a better and clear understanding.
Signature:
19/08/2014


I got some information about project phases or in other words, project stages and
grasped what are the steps of creating a project.
The current project that the company has in hand, Adıyaman-Gömükan Dam Project,
was described by the engineers.
Signature:
20/08/2014


I had a look and studied the pre project presentation of Adıyaman-Gömükan Dam
Project given to The General Directorate of State Hydraulic Works.
Basics of drawing cross sections and details of dam body together with its other
components in Autocad was observed.
Signature:
21/08/2014
40


I was introduced what dam is, pioneering dams in ancient civilizations and why it is
built.
Types of dams based on their materials and the physical factors behind their selection
process were delved into.
Signature:
22/08/2014


Reasons behind dam failures such as earthquakes, landslides, overlooked leaks and so
forth were explained.
The fact that what margin of safety is basically introduced and I collected some
information about its calculations.
Signature:
25/08/2014


I analyzed an example margin of safety calculation and tried to get the meaning of
notations, equations and fundamentals.
I also learned the geologic formations that are taken into account while dam bodies are
being placed.
Signature:
26/08/2014


Advantages and disadvantages of different dam types were presented to me by the
chief enginneers in the company
The basic information about spillways were retrieved and I started to study its
calculations at an introduction level.
41
Signature:
27/08/2014


I continued to make a spillway calculation based on the information I obtained as a
result of yesterday’s study.
As well as simple spillway calculations, the creation of a spillway profile was
elaborated too.
Signature:
28/08/2014


Stilling basin types and the charts used for deciding a certain type were researched in
detail.
Following that, I tried to execute a random stilling basin calculation under the civil
engineers’ supervision.
Signature:
29/08/2014


A supervisor engineer talked about some of the sluiceway calculation criteria in a brief
manner.
Today, I started to learn what diversion tunnels are and the basics of hydraulics of
diversion tunnels.
Signature:
01/09/2014
42


Diversion tunnel calculations continued.
I learned how to prepare a flow consumption chart using the data obtained from
hydraulics calculations.
Signature:
02/09/2014


I tried to understand what a hydrograph is, what types of hydrographs exist and how
they are drawn.
I obtained some information about flood routing calculations from my supervisor with
the aid of a spreadsheet application.
Signature:
03/09/2014


I continued doing practise of flood routing calculations and learned some features of
Microsoft Excel.
One of my supervisors told me how they take advantage from excel macros and
basically how those macros work.
Signature:
04/09/2014


As an introduction to sluiceway systems, I started learning sluiceway losses and
coefficients.
I also understood how sluiceway calculations are made.
43
Signature:
05/09/2014


Today, I worked with an engineer who is doing the calculations of bill of quantities
and with the aid of him, I tried a few small examples.
AutoCAD Civil program is also introduced to me with the basic commands and
simple working principle.
Signature:
08/09/2014


I visited the geology department in the company and retrieved some useful remarks
from the people there.
Together with the afore-mentioned statements, HEC-RAS software was also in the
scope of today’s work and further details about what it is, how it works and similar
notes are given in the main text.
Signature:
09/09/2014


Today, I attended in a meeting with technical staff and administrative staff in which
work schedule and problems were discussed.
Hydraulic loss calculations including its formulas, notations, hints and so on were
studied and I tried to solve an example taken from the real life project under the
engineers’ supervision which is presented in the main text.
Signature:
44
10/09/2014


I studied dam project section numbers from technical specifications and sheets
prepared in the office by working with the technical draftsman and those sheet
numbers are granted in the appendix.
I also inspected the safety calculations against overturning and sliding from a few
already done examples.
Signature:
11/09/2014


How earthquake loads affect the static calculations and parameters like A0, I, R are
explained.
SAP2000 was demonstrated by the engineers and they showed how they input data
and how the outputs look like.
Signature:
12/09/2014


Documents that have already been prepared by the transportation department are
analyzed.
Characteristics of dam access roads and material zone access roads are tried to be
inspected by me.
Signature:
45