Summer Practice Report concerning the practice done in Eser
Transkript
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 Q2 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