China
Africa
Explore chapters and articles related to this topic
Modelling the stress-deformed state of soil installed with displacement piles
Published in Rashid Mangushev, Askar Zhussupbekov, Yoshinori Iwasaki, Igor Sakharov, Geotechnics Fundamentals and Applications in Construction: New Materials, Structures, Technologies and Calculations, 2019
According to the project design, the cast-in-place ferroconcrete pool basin rests on cast-in-place ferroconcrete girders that rest on a cast-in-place ferroconcrete pile raft foundation grill, the piles being 350 mm diameter, 14.5 m long Fundex piles. The pile field represents the rows of piles parallel to the gable façade. The rows have a spacing of 4 m to 4.5 m. Each row has 7 to 12 piles spaced 1.4 m to 2.5 m from one another. There are two rows with pile spacing of 2 m to 3.2 m and 1.5 m to 2.4 m. The foundation of the newly designed premises is of a more complex configuration with longitudinal and transverse rows of piles spaced 1.45 m to 1.85 m. The design level of pile head is 1.25 m for the pool basin and 0.45 m for the two-storey section. The pile raft foundation has a thickness of 400 mm; the pile-foundation junction is rigid. The piles are made from M350 sandcrete. The piles are cast to the nominal level of + 0.250 m, which corresponds to the level of the existing concrete floor. Prior to the installation of pile raft foundation, the piles are trimmed to the design level. The pile point has a design level of 15.75 m. The pile foundation soil is semi-solid silt loam with the modulus of deformation of E = 11 MPa. The bearing capacity of piles: 333 ton-force.
LEAP GWU 2017: Investigating different methods for verifying the relative density of a centrifuge model
Published in Andrew McNamara, Sam Divall, Richard Goodey, Neil Taylor, Sarah Stallebrass, Jignasha Panchal, Physical Modelling in Geotechnics, 2018
R. Beber, S.S.C. Madabhushi, A. Dobrisan, S.K. Haigh, S.P.G. Madabhushi
where qc and σv0′ are in ton-force/m. Bolton et al. (1993) on the other hand focused on dimensional analysis as a tool to investigate CPT strength. They introduced a dimensionless parameter, the normalized cone resistance Q, to interpret CPT results (3). (
Cold-Crafted KNSu Mechanically Pressed Burning Rate for Combustion Pressure Ranging from 0.9 to 7.7 bar
Published in Combustion Science and Technology, 2023
Carlos Henrique Marchi, Antonio Carlos Foltran, Diego Fernando Moro, Nicholas Dicati Pereira da Silva, Luciano Kiyoshi Araki, Izabel Cecília Ferreira de Souza Vicentin, Éderson Luiz dos Santos Dias, Alexandre Vidal Bento, Marcos Carvalho Campos (in memoriam)
The procedure for preparing the propellant involves the following steps: Measuring 0.65 Ms of the oxidizer, where Ms represents the propellant mass of each batch. Owing to its cost and easy accessibility, we employed the fertilizer Krista K type 12 00 43 1 Mg from Yara Tera that contains at least 90% KNO3 and 5%–7% MgSO4 (Yara 2016).Measuring 0.35 Ms of fuel. We employed a type of sucrose, amorphous, and refined sugar from União that contains at least 99% of C12H22O11 (Brasil 2018).Grinding approximately 150 g of oxidizer for 30 s using a coffee grinder.Grinding approximately 150 g of fuel for 30 s using a coffee grinder.Mixing 600 g of fuel and oxidizer manually in a plastic bag (ziploc type) for 15 min.Pouring 214 g of propellant inside the engine case of MTP with the end cap.Pressing the propellant using a hydraulic press with a 59 mm punch and 10 ton force.
Vibration control of structure by optimising the placement of semi-active dampers and fuzzy logic controllers
Published in Australian Journal of Structural Engineering, 2021
Kambiz Takin, Roozbeh Doroudi, Siyamak Doroudi
is n × 1-dimensional location vector for MR dampers. The value of the vector is equal to one if the damper is installed on the corresponding floor. Otherwise, it would be equal to zero. Moreover, is a matrix of produced control force by MR dampers. The used MR damper can produce 1000 ton-force (Yoshida and Dyke 2004).
Load-settlement response of strip footing overlaid fine sand strengthened with different arrangements of geogrid inclusions
Published in Journal of Structural Integrity and Maintenance, 2023
Hussein Ahmad, Ahmad Mahboubi, Ali Noorzad, Mostafa Zamanian
A large cubic box made of steel with dimensions of 800 mm height, 400 mm width, and 1400 mm length was used for the model tests. According to the conditions associated with the plane strain problem, the horizontal plane of the box was selected. The ratio of 16 between the model length and foundation width is deemed sufficient such that its lateral dimensions are not interfered with by failure surfaces. For the sandbox floor, 800 mm is the height of the bottom. There were no differences between the widths of the box and the foundation length. Additionally, the base had its length diminished by 5 mm from each side, which prevented it from contacting the wall of the sandbox. As a loading system, an air compressor equipped with a pneumatic cylinder was used to provide an air pressure of nearly 10 bars. This ensures a uniform periodic loading of soil samples by applying pressure to the sample. Each soil test is performed with a 5-ton force jack to measure the bearing capacity of the soil. To measure the settlements in the foundation, two linear variable differential transformers (LVDTs) are used. A load cell is employed to calculate the applied force. ASTM D 1196 (2016) was followed for the test procedure, where load measurements were taken continuously for three minutes until a settlement rate of 0.03 mm/min was reached. ASTM D 1196 (2016) stated that for plate load tests, the applied loads were carried out at a moderately rapid rate in uniform increments. The magnitude of each load increment should be small enough to permit the recording of a sufficient number of load-settlement points to produce an accurate load-settlement curve. After each increment of the load has been applied, the load until a rate of settlement of not more than 0.03 mm/min occurs for 3 min consecutively has been kept. After that, load and settlement readings for each load increment are recorded. This procedure is continued until the selected total settlement has been obtained or until the load capacity of the apparatus has been reached, whichever occurs first in these 3 minutes.