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Bu çalışma, İstanbul İli Şişli İlçesi, Cumhuriyet Mahallesi, 144 pafta, 994 Ada, 14 parsel üzerinde yer alan çok katlı bir yapının derin temel kazısı sırasındaki jeoteknik ölçümleri içermektedir. Çalışmanın amacı, derin temel kazı çalışmalarının kontrollü sürdürülmesinde farklı ölçüm disiplinine sahip jeoteknik ölçüm aletlerinin birlikte kullanılarak, olası şev hareketlerinin ciddi boyutlara ulaşmadan saptanmasıdır. Proje kapsamında açılan sondajlarla kazı öncesi zemin hakkında bilgi elde edilmiş ve bu bilgilere göre güvenli kazı için gerekli jeoteknik ölçüm aletleri belirlenmiştir. Kazı çalışmaları başlatılmadan önce oluşacak şev yüzeyleri dikkate alınarak çalışma alanı E1kesiti ile başlayan ve E14 kesiti ile sonlanan enine kesitlere ayrılmıştır. Ayrılan her bir kesit üzerinde genişlik ve kazı derinliği dikkate alınarak jeoteknik ölçüm aleti yerleştirilmesi planlanmıştır. Çalışma alanında kazı derinliğinin en fazla olduğu kesitler E1, E2 ve E3 kesitleridir. Kazı çalışmalarına öncelikle kritik olarak görülen E1, E2 ve E3 kesit güzergahında başlanmıştır. Kazı esnasında zeminde meydana gelebilecek yatay yer değiştirmeleri saptamak amacıyla yapı yaklaşım sınırı göz önünde bulundurularak, E1 kesiti için şev gerisi ve kazık arkası olmak üzere derinlikleri 52 m ile 48 m olan inklinometre boruları yerleştirilmiştir. Aynı sistemle E2 kesiti için 47,5 m, 39 m, E3 kesiti için 42 ve 35 m’lik inklinometre boruları yerleştirilmiştir. Yapılan inklinometre ölçümleri sonucuna göre ölçülen maksimum yer değiştirmeler E1 kesiti için 48 mm E2 kesiti için 55 mm ve E3 kesiti için 27,5 mm olarak ölçülmüştür. Çalışmalar yürütülürken şev duraylılığını sağlamak için iksa sistemleri kullanılmıştır. İksa sistemlerinin hareketliliklerini ölçmek amacıyla kuşak yapılarına her üç kesit için her 3 metre de bir adet 100 ton kapasiteli toplamda 39 adet yük hücresi yerleştirilerek iksa sistemlerindeki yük artışları ölçülmüştür. Kesitlerde ölçülen en büyük yük artışı E2 kesitinde12,45 kN (1.245 ton) olarak ölçülmüştür. Yatay hareketliliği ölçmek amacıyla E1, E2 ve E3 kesitlerine 14 adet ekstansometre yerleştirilerek ölçümler yapılmıştır. Yapılan ölçümlerle ölçülen en büyük yer değiştirme E2 kesitinde 4 mm olarak ölçülmüştür. Ölçülen bu değer kesit için risk teşkil etmemiştir. Düşey yer değiştirmeleri ölçmek amacıyla üç kesite birer adet çok sensörlü manyetik oturma kolonu yerleştirilerek ölçümler alınmıştır. Yapılan ölçümler sonucu ciddi bir oturma gözlenmemiştir. Yapılan kazı çalışması boyunca risk teşkil edecek kütle hareketi E4 ve E5 kesitlerinde gözlemlenmiştir. Kazı derinliğinin 15,2 m ile 9,4 m arasında değişen bu kesitlerde kazı yönünde ciddi bir yer değiştirme tespit edilmiştir. Hareketin başlıca sebebi yüzey sularına bağlı ayrışmış birimler içindeki iksaların zemine tutunamaması olarak belirlenmiştir. Ölçülen maksimum yer değiştirmeler ise inklinometre ölçümlerinde E4 kesitinde 30 mm, E5 kesitinde ise 21,5 mm olarak ölçülmüştür. Kesitlere yerleştirilen yük hücresi ölçüm değerlerine göre meydana gelen yük artışları E4 kesitinde 26,38 kN (2,638 ton), E5 kesitinde ise 23,13 kN (2,313 ton) ölçülmüştür. Saptanan aşırı yer değiştirmeler dikkate alınarak bu kesitlerde iksa destek sistemleri güçlendirilerek hareket miktarı kontrol altına alınmıştır.
This study includes geo-technical measurements during the deep basic mining of a multi-storey structure located on the 14 pafta, 144 pafta, 994 islands, 14 parcel. The objective of the study is to control the deep-based mining work, using geotechnical measurement tools with different measurement disciplines together, to detect possible swing movements without achieving serious dimensions. In the framework of the project, the extractions opened information about the ground before the extraction, and according to this information the necessary geotechnical measurement tools for the safe extraction were identified. Considering the shell surfaces that will be formed prior to the start of the mining work, the work area has been divided into mining parts that begin with the E1 cut and end with the E14 cut. It is planned to place the geotechnical measurement tool taking into account the width and depth of the cutting on each cut. The cuts with the greatest depths in the work area are the cuts E1, E2 and E3. The mining work was initiated on the E1, E2 and E3 cutting routes, which were primarily considered critical. In order to determine the horizontal locations that may occur on the ground during cutting, taking into account the structure approach limits, inclinometer pipes are placed with depths of 52 m to 48 m, including the rear and the rear of the cutting for the E1 section. With the same system, the 47,5 m, 39 m, 42 m and 35 m inclinometer pipes for the E2 cut were placed. The maximum place changes measured according to the results of the inclinometer measurements were measured by 55 mm for the 48 mm E2 and 27,5 mm for the E3 cut. Ise systems were used to ensure the stability of the shape during the studies. In order to measure the mobility of the two-way systems, a total of 39 load cells with a capacity of 100 tons were placed for each 3 meters in the triangle structures, measuring the load increases in the two-way systems. The largest burden increase measured in cuts was 12.45 kN (1.245 tons) in E2 cuts. The measurements were made by placing 14 extansometers in the E1, E2 and E3 parts to measure the horizontal mobility. The largest location change measured by the measured measurements is measured by 4 mm in the E2 section. This estimated value does not pose a risk for cuts. Measures were taken by placing a magnetic seating column with a multi-sensor one-to-three cuts in order to measure the locations. As a result of the measurements made, no serious seating was observed. The mass movement that would pose a risk during the excavation work was observed in the E4 and E5 cuts. In these cuts, ranging from 15.2 m to 9.4 m of depth, a serious change in the direction of depth has been detected. The main reason for the movement is determined as the uncertainty of the icons within the separated units connected to the surface waters. The maximum location changes are measured in the inclinometer measurements as 30 mm in the E4 and 21.5 mm in the E5. The burden increases that occur according to the measurement values of the load cell placed in the cuts were measured by 26.38 kN (2.638 tons) in the E4 cuts and by 23.13 kN (2.313 tons) in the E5. With the overwhelming changes in the area, the two-way support systems were strengthened and the amount of movement was controlled.
This study included the geotechnical measurements used throughout the deep foundation excavation of a multi-storey building located on Şişli district, Cumhuriyet District, 144 map, 994 Island and 14 plat in Istanbul. The purpose of the study is to identify possible extreme slope movements before reaching serious dimensions using geotechnical measuring instruments with different measuring disciplines together in the controlled continuation of deep foundation excavation works. The information about the soil before excavation was obtained with drilling within the scope of the project. Hence, the necessary geotechnical measurement tools for safe excavation were determined according to the information obtained. The study area divided into cross sections starting with E1 and ending with E14 considering the slope surfaces that may occur before the excavation works start. It was planned to place the geotechnical measurement tools onto each divided sections considering the width and excavation depth. The excavation depts were greatest for E1, E2 and E3 cross sections. Initially, the excavations have started along these sections accepted as critical ones. In order to determine the horizontal displacements that may occur on the ground during the excavation, inclinometer pipes have been placed for sections including the back of the slope and the back of the pile considering the construction approach limit. The pipes were with a depth of 52 m to 48 m for E1 cross section, 47.5 m and 39 m for E2 cross section, and 42 m and 35 m for E3 cross ection. The inclinometer measurements showed that the maximum displacement measures observed were 48 mm for E1, 55 mm for E2 and 27.5 mm for E3. Retaining systems were used to ensure the slope stability through the study. Load increases in the retaining systems were measured using load cells a capacity of 100 tons for each one and a total number of 39 placed in every 3 meters for each three sections. The greatest increase was measured as 12.45kN (1.245ton) in cross section E2. In order to measure the horizontal mobility, measurements were made by placing 14 extensometers in cross sections E1, E2 and E3. The largest displacement measured was observed as 4mm in the E2 section. This measured value did not pose a risk for the section. In order to measure the vertical displacements, a multisensor magnetic settlement column was placed in three cross sections and measurements were taken. No serious settlement was observed as a result of the measurements. The mass movement which could pose a risk during the excavation work was observed in cross sections E4 and E5. A serious displacement in the direction of excavation was detected in these sections that the depth of excavation varies between 15.2 and 9.4. The main reason for the movement has been determined as the inability of the support systems in the weathered units to adhesion to the soil. The maximum displacements were measured as 30 mm in the E4 cross section and 21.5mm in the E5 cross section. Load increases according to the load cell measurement values placed in the sections were measured as 26.38 kN (2.638 tons) in the E4 cross section and 23.13kN (2.313 tons) in the E5 cross section. Taking into consideration the excessive displacements detected, the support amount is strengthened in these sections and the amount of movement is taken under control.
Alan : Mühendislik
Dergi Türü : Ulusal
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