Silivri-Eski Çantaköy civarının mühendislik jeolojisi ve bölgedeki heyelanların yeniden yerleşim yönünden irdelenmesi
Başlık çevirisi mevcut değil.
- Tez No: 65715
- Danışmanlar: PROF. DR. MAHİR VARDAR
- Tez Türü: Yüksek Lisans
- Konular: Jeoloji Mühendisliği, Geological Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 1997
- Dil: Türkçe
- Üniversite: İstanbul Teknik Üniversitesi
- Enstitü: Fen Bilimleri Enstitüsü
- Ana Bilim Dalı: Jeoloji Ana Bilim Dalı
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: 147
Özet
ÖZET Yükssek lisans tezi olarak yapılan bu çalışmada Eski Çantaköy dolayının Mühendislik Jeolojisi ve Yerleşime Ugunluğu ayrıntılı olarak çalışılmıştır. Bu çalışmalara göre; inceleme alanı genç çökellerden oluşmaktadır. Bu nedenle az engebeli bir morfolojiye sahiptir.. Alttan üste doğru kiltaşı, silttaşı, kumtaşı, çakıltaşı ve tüf seviyeleri içeren Danişmen formasyonu ile bunun üzerine uyumlu olarak gelen Çantaköy tüfit birimi ve bu iki formasyonu açısal diskordans ile örten yer yer kil araseviyeli kum ve çakıllardan oluşan Ergene formasyonu yüzeylenmektedir. Bölgede yeraltı jeolojisi ve birimlerin jeoteknik özelliklerini belirlemek amacı ile, derinlikleri 1-3.5 m arasında değişen 35 adet gözlem çukuru açılarak in-situ deneyler yapılmış, laboratuvar deneyleri için de örselnmemiş örnekler alınmıştır. Bu çalışmalar sonucu elde edilen sonuçlar ışığında, Çantaköy içerisinde 1966 yılında meydana gelmiş heyelan için bugünkü durumunu belirlemek için İsveç Dilim, Bishop ve Janbu yöntemlerine göre bilgisayar yardımı ilke yamaç stabilitesi analizleri yapılmıştır. Saptanan ve hesaplanan verilerin yardımı ile Eski Çantaköy yerleşim alanı dört ayrı bölgeye ayrılarak yeniden yerleşilebilecek alanlar belirlenmiştir. Buna göre, hiçbir önlem almaksızın yerleşilebilecek alanlar I. Bölge, gerekli önlemler alındıktan sonra yerleşilebilecek olan alanlar IIA ve IIB Bölgesi, daha detaylı çalışmalardan sonra yerleşim için uygun görülürse yerleşilebilecek alanlar EH. Bölge ve yerleşim için uygun olmayan alanlar IV: Bölge olarak adlandırılmışlardır. viii
Özet (Çeviri)
SUMMARY ENGINEERING GEOLOGY OF SİLİVRİ-ESKİ ÇANTAKÖY AND INVESTIGATION OF THE LANDSLIDES SURROUNDING THE REGION FOR RESETTELMET SUTTABILITY Eski Çantaköy is a small town which is 15 kilometers to Silivri and 70 kilometers to Istnabul. it's surface area is about 66 squarekilometers. Eski Çantaköy is town which has been left by Greeks to Turks about 1920- 1925. After that Turks starts to live in this town till the beginning of 1960 ies. On that year there occurs a landslide. And after that land slide the town is carried 5 km to the its south part near the E-5 road. This study has been started in the thouht of resettehnent in the investigation area and build up an architecturally nice looking old town. in this study Engineering Geology and Settlement Suitability of Eski Çantaköy and surrounding have been investigated in detail. Results and findings are as follows. 1.investigation area contains young sediments. Duty this reason it has almost a flat morphology. The highest sides of the investigation area is at the north and western sides. The highest point is Çantatumba Tepe (258 m), in these areas which the slopes are too steep, lanslides are seen by the trigger effect of surface and undergroundwater. 2.At the bottom the Danişmen Formation (Photo 1) consisting of claystone, siltstone, sandstone and gravel stone and tuff lies. The Çanta tuffite unit lies över the Danişmen Formation. The both formations are overlaid with unconformity by the Ergene Formation formed by clay interbeded sandy gravels. 3.in order to determine underground geology and geotechnical properties of the investigation area, 35 test pits have been excavated. in these test pits in depth of 1-3.5 meters, In-Situ tests pocket penetrometer and Vane Shear tests have conducted and samples were taken. in the tuffite unit, because of its hardness, test pits could not be excavated, Schimidt Hammer measurement were taken at 115 points. According to the information obtained from these ivtest pits in Çantaköy settiement arca, from top to the bottom levels of top- soil, gravely clay, green clay and weathered tufBte were determined having various thickness and different geotechnical properties. Around the school and the Photo 1. Claystone, siltstone, sandstone and gravel stone of Danişmen Formation new constructed farm building, discordant gravel nnits belonging to Ergene Formation were detennined. in the same area the Miocene channelfill deposits formed by gravely sand levels were found. 4.it was determined by the x-ray analyses, on the clay samples collected from the Danişmen formation that the mentioned clays are formed by montmorillonite minerals belonging to smectite group. 5.Ih order to determine the geotechnical properties of the soil by in-situ (Pocket Penetrometer, Vane Shear Strength and Schmidt Hamnıer Tests) and laboratory tests (Uniaxial compression strength test, Shear strength test, Grain Size Distribution Test, Consolidation Test, Atterberg Limits), total of 7 undisturbed samples from 35 test pits (Photo2) were taken. Distribution of excavated test pits were planned to cover the area of risk. XAround the school, a drill hole was conducted to determine gravely-sandy gray clay levels having a thickness of more then 3.5 meters. As a result of mentioned in-situ and laboratory tests these conclusions have been reached. 5.a. Measured bearing capacity of the top soil by pocket penetrometer is 40-45 Kpa and Vane Shear strength is 14->20 Kpa. it is observed that most of water content of the top-soil in the aeration zone were lost because of the dry season. Photo 2. Opening of a test pit by an excavator. 5.b. in gravely-clay, the bearing capacity (by pocket penetrometer test) and shear strength ( by Vane shear test) were found as 20->45 Kpa and 8->20 Kpa. According to the laboratory tests conducted on the samples of this unit, this level can be named as garvelly-sandy-silty clay and belongs to CH-MH soil group. The Atterberg Limits were determined as, Liquid Ümit LL=67-75 (%), Plastic Limit PL=28-34 (%), Plasticity Index PI=33-47 (%) and its consistency was Moderately Hard-Very Hard. Bearing capacity and internal friction angle (*) of this level are 38.3-48.8 KPa, 17-19°. 5.c. The in-situ tests conducted at the green clay bearing and shear strength were found as 15 Kpa->45 Kpa by pocket penetrometer test and 6->20 Kpa by Vane shear strength test As a result of laboratory tests the green clay level was grouped as sandy-silty clay and CH soil group. This unit having moderately hard consistency, has Atterberg Limit values of LL %67, PL %40, PI %27. xt5.d. in the in-situ tests conducted in the weathered tuffite bearing and shear strength were found as 17.5->45 Kpa by pocket penetrometer test and 6-19 KPa by Vane shear test. As a result of laboratory test, the weathered tufBte was found as SM soil group. it has a unconfîned compressive strength of 47.6 Kpa, shear strength f1) 20-25. KPa, cohesion (c) of 18.6 Kpa and an internal friction angle (ty of 14. 5.e. it is determined that, relative bearing capacity in the tuffîte in 115 points by Schmidt Hammer was around 40 KPa. Soil mechanics tests could not be conducted on tuffîtes due to hardness of collecting undisrurbed samples because of the loosely cemented and dispersible property of tuffite when it contacts with water. 6.Groundwater yield of the outcropping formation in the study area is low. At the top of the stratigraphic column, the Ergene Formation formed by, clay interbeded sandy-gravel has aquifer properties and supply water of Eski Çantaköy and partially Çanta Municipal. Total discharge of these springs appearing at different locations of this formation is about l It/sec. Another unit having satisfactory groundwater yield, sandstone levels in lens shape located at the depths of Denişmen Formation. Three groundwater wells are excavated around Çanta creek which Çanta Municipal obtain the groundwater. in the water budget calculated according to Pennman method, in the months November, December, January, February, March, April precipitation is high and overflow is effective. it is understood that water sensitive units (clays) may develop waste mass movements in this mentioned period. Water contents of clay levels in both Danişmen and Ergene formations increase by surface water through sandy-gravel ör cracks of tuffîtes and as a result of this decreasing values of geomechanical properties of clays cause mass waste of movements. 7.The largest movements around Eski Çantaköy settlement reached the maximum value in the year 1966 at the west of village mosque is Çantaköy Landslide. The mentioned movement has reached its natural equilibrium. Other than this, shallow creep movements can be observed near south of Sarnıçlı Çeşme surrounding and slopes of the valleys have been observed. There are active many landslides determined around the Çanta region (Photo 3), but these landslides are not related with the Eski Çantaköy settlement and they will not effect the old village neither in short nor in long period. 8.it is knovra that city Hfe is going more boring and stressful in our century. Because these reasons big city citizens are in need of refreshment to bear the big city life. This causes, recreation areas like small villages, small farms and weekend houses which are not far away from these metropolitans. YİİÇantaköy which can be a perfect recreation area, is only two hours from istanbul. If we think of the history and its special architectural structure of this small village, the idea of a new settiement for the Eski Çantaköy, but because of the landslide which has been developed in 1966 the old village was closed for the settiement. in the idea of a new settiement for the good old Eski Çantaköy, we determined that the landslide in the village covers only a small place and most of the Photo 3. Small land movements around Çantaköy village has no risk for a new settiement. in order to obtain the suitable places we separated the investigation area into four marn groups. 8.a. Region I These regions are suitable for settiement without need of any precautions. The places in this group has no stability problem and have soft morphology. 8.b. Region II This region is suitable for settiement if the explained precautions, in this study, are taken. According to the type of precautions the region II is divided in two groups as Region IIA and Region IIB. 8.c. Region IIIThis is the region which shallow deformations are observed. They very near to the border of critical regions. These regions will be suitable for settlement if detailed geotechnical investigations are made and suitable results are taken. 8.d. Region IV This is the region which waste mass movements like stabilized-active landslides and creeps are seen. These regions are not suitable for settlement. Probably they should be left for vegetation.
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