scholarly journals Settlement Computation of Homogeneous Base

2020 ◽  
Vol 23 (6) ◽  
pp. 90-98
Author(s):  
E. G. Pakhomova ◽  
O. I. Kutsenko ◽  
A. S. Morozova ◽  
A. R. Timokhina
Keyword(s):  
Critical Analysis ◽  
Soil Layer ◽  
Deformation Modulus ◽  
Summation Method ◽  
Layer By Layer ◽  
Average Pressure ◽  
Underground Structures ◽  
Regulatory Documents ◽  
Foundation Base ◽  
Sufficient Degree

Purpose of reseach. This article proposes the development of a new methodology for determining the settlement of a homogeneous foundation base on the basis of the layer-by-layer summation method, which reduces the amount of calculations performed.Methods. The boundary of the compressible stratum can be determined graphically from the condition that the additional stresses are equal to half the natural stresses. Knowing the value of the depth of the compressible stratum, we can determine the total value of the coefficients included in the well-known formula for calculating the settlement of the base by the method of layer-by-layer summation. Having determined the value of the specified coefficient in the layer located directly below the base of the foundation, we introduce the coefficient Kα, which reflects the proportion of sediment in the layer under consideration.Results. The application of the developed coefficient Kα allows determining the base settlement by calculating the deformations of one soil layer located directly below the base of the foundation, which greatly simplifies the design of underground structures. As an example, we consider a foundation, the average pressure under the sole of which is 1200 kPa, the laying depth d = 2 m, the base is homogeneous with a deformation modulus of 20 MPa and a specific gravity of γ = 18 kN / m3. The settlement of the building-basement system was calculated by the method of layer-bylayer summation and the critical analysis of the results was performed. When calculating precipitation by the method of layer-by-layer summation according to the known formulas given in SP 22.13330. 2016 “Foundations of buildings and structures”, it was obtained a draft value of 9 cm. When calculating the base deformations according to the proposed method, the boundary of the compressible thickness Hc = 5.7 m was graphically determined. The coefficient value was 0.203, and the draft was 9 cm.Conclusion. The settlement values determined in accordance with current regulatory documents and the developed methodology are the same, which allows us to conclude that the proposed method has a sufficient degree of reliability and can significantly facilitate the process of determining the deformations of the base of buildings and structures.

ARGUMENTS AND FACTS AGAINST THE INITIATIVE «SOIL CARBON 4 PER MILLE»

2020 ◽  
Author(s):  
Boris Kogut ◽  
Keyword(s):  
Carbon Sequestration ◽  
Soil Carbon ◽  
21St Century ◽  
Critical Analysis ◽  
Soil Layer

A critical analysis of the 4‰-initiative ideas is given. Data on the actual sizes of carbon sequestration in the upper soil layer are presented. The “Soil carbon 4 per mille” initiative is too politicized and commercialized. It does not withstand any scientific criticism and cannot be implemented in the 21st century.

Shaking Table Test to Underground Structures in Layered Foundation

2013 ◽  
Vol 353-356 ◽  
pp. 1461-1465
Author(s):  
Wei Feng Sun ◽  
Li Ping Jing ◽  
Yan Zou ◽  
Ning Bo Yang ◽  
Yong Qiang Li
Keyword(s):  
Sandy Soil ◽  
Shaking Table Test ◽  
Underground Structure ◽  
Soil Layer ◽  
Damage Mechanism ◽  
Shaking Table ◽  
Silty Clay ◽  
Test Model ◽  
Underground Structures ◽  
Similarity Ratio

A three-story underground structure shaking table test had been carried on to study the earthquake damage mechanism of underground structure in layered foundation. The test model was similar to typical subway station according to a certain similarity ratio, and the soils were disturbed sandy soil and silty clay dug from the site of Harbin subway. Shaking table tests to this typical model in silty clay and alternating layers of clay and sand were performed to reveal the effect of different layered soils. Results show that the sandy soil layer can reduce the damage of the soil and underground structure, the damage of underground structure is mainly controlled by displacement of the surrounding soil, and the response of shallow buried underground structure is larger than deep buried.

Calculation of Land Subsidence Induced by Dewatering of Pit Based on Comprehensive Template Model

2012 ◽  
Vol 256-259 ◽  
pp. 187-192
Author(s):  
Duan Mei Zhang ◽  
Qin Wei Li ◽  
Run Chu Wei
Keyword(s):  
Elasticity Theory ◽  
Lower Limit ◽  
Land Subsidence ◽  
Deformation Modulus ◽  
Compression Modulus ◽  
Summation Method ◽  
Template Model ◽  
Unit Thickness ◽  
Lower Limits ◽  
Different Soils

Based on the hierarchical summation method of elasticity theory, the comprehensive template model of land subsidence induced by dewatering of pit is put forward. According to the soils experience range of conversion relationship β (between deformation modulus E0 and compression modulus Es ), we can calculate upper and lower limits of Es. When the compression modulus Es is respectively taken upper and lower limit, the curve between falling groundwater values and sedimentation values can be taken in conditions of unit thickness different soils of different pore ratio. So the comprehensive template model is built. The example shows that the comprehensive template model can be effectively calculated land subsidence induced by dewatering of pit.

Dynamic Response of Underground Structure under Vertical Earthquake Action

2011 ◽  
Vol 105-107 ◽  
pp. 1480-1483 ◽  
Author(s):  
Chao Sun ◽  
Qing Wang
Keyword(s):  
Numerical Simulation ◽  
Dynamic Response ◽  
Underground Structure ◽  
Soil Layer ◽  
Vertical Stress ◽  
Compressive Deformation ◽  
Bottom Plate ◽  
Underground Structures ◽  
The Earth ◽  
Earthquake Action

The research of stability of underground structures under earthquake action is one of the hot topics in Geotechnical Engineering researches .Through numerical simulation the article studies the dynamic response rules of the underground structure under vertical earthquake action. The result shows that under vertical earthquake action the vertical stress on the roof and bottom plate of underground structure and the same depth in the earth both increases, and the vertical stress on the roof and bottom plate of underground structure is much higher than that on the same depth in the earth (above two times); under vertical earthquake action the underground structure experiences greater vertical stress from time to time, and produces vertical compressive deformation, and sometimes it completely separates from the above soil layer.

scholarly journals Improvement of settlement calculations of building foundations by increasing the reliability of determining soil compressibility indices

2019 ◽  
Vol 1 (52) ◽  
pp. 115-123
Author(s):  
Yuriy Vynnykov ◽  
Muhlis Hajiyev ◽  
Aleksej Aniskin ◽  
Irina Miroshnychenko
Keyword(s):  
Soil Compaction ◽  
Deformation Modulus ◽  
Summation Method ◽  
The Body ◽  
Soil Deformation ◽  
Deformation Parameters ◽  
Complex Approach ◽  
Magnitude Variation ◽  
Soil Compressibility ◽  
Soil Compression

Ways to improve the methods of calculating the foundations bases’ settlements by increasing the reliability of determiningthe soil compressibility indices are substantiated. The complex approach to refinement of the buildings bases' settlements calculationby the layer summation method is investigated by accounting for the soil deformation modulus variability in the fullpressure range perceived by the base at loading; soil strength coefficient βZ; soil deformation anisotropy by elastic orthotropicmodel; tendencies to magnitude variation in the soil deformation modulus in depth of the body under the foundations andwithin the artificial bases built with the soil compaction. There was also proved the possibility of increasing the accuracy ofthe predicting method for the buildings' foundations base settling using the soil compression index and accounting for thepressure effect on the soil deformation parameters in depth of the compressible strata.

Critical analysis of the results of sanitary and hygienic characteristics of working conditions for pilots of civil aviation aircraft

2020 ◽  
Vol 60 (11) ◽  
pp. 782-784
Author(s):  
O. V. Immel ◽  
M. E. Fomina
Keyword(s):  
Retrospective Analysis ◽  
Working Conditions ◽  
Occupational Disease ◽  
Critical Analysis ◽  
Civil Aviation ◽  
Regulatory Documents ◽  
Measurement Results ◽  
Aviation Pilots

Introduction. Discrepancies in the regulatory documents regulating the compilation of sanitary and hygienic characteristics (SGC) of pilots' working conditions, the lack of a complex of laboratory and instrumental studies conducted at the workplace and, as a result, incomplete and unreliable compilation of SGC, lead to difficulties in establishing the connection between the disease and the pilot's profession. The aim of study is to conduct a critical analysis of the quality of the preparation of the CGS, followed by identifying the main violations of the requirements of regulatory documents in the design of the CGS. Materials and methods. A retrospective analysis of the quality of registration of the SGC of pilots with an established diagnosis of occupational disease was performed. Results. Contradictions in the current legal acts are established and discrepancies in methods for assessing the normalized indicators of working conditions of pilots are revealed. The data obtained indicate that the main requirements for filling out the SGC, justified by the specifics of the working conditions of pilots, are not taken into account when they are issued; when evaluating the measurement results, non-current regulatory documents are used, or documents that do not regulate the working conditions of civil aviation pilots. Conclusions. To improve the quality of registration of the SGC, it is necessary to update the current regulations and develop guidelines with the establishment of the form of the SGC for working conditions of civil aviation flight personnel in case of suspected occupational disease.

The Settlement Computation of Composite Foundation of Different Typed-Pile Based on the Load Test

2014 ◽  
Vol 490-491 ◽  
pp. 1706-1711
Author(s):  
Man Yuan ◽  
Ji Hui Ding ◽  
Pan Xing Zhang ◽  
Xiao Juan Quan
Keyword(s):  
Deformation Modulus ◽  
Summation Method ◽  
Load Test ◽  
Composite Foundation ◽  
Load Step ◽  
Rigid Pile ◽  
Calculation Results ◽  
Pile Type ◽  
Cement Soil ◽  
Gravel Pile

The three kinds of the typical pile type are selected, which containing flexibility pile (e.g. rammed cement-soil pile is for short RCSP), rigid pile (e.g. cement-flyash-gravel pile is for short CFGP) and loose material pile (e.g. sand-gravel pile is for short SGP). The seven kinds of the composite foundation are designed, which are CFGP, CSP and GP composite foundation, CFG long pile and sand-gravel short pile (for short CFGLP-GSP), CFG long pile and CFG short pile (for short CFGLP-CFGSP), CFG long-short pile and rammed cement-soil short pile (for short CFGLP-RCSP) , and CFG core pile rammed cement-soil loop pile (for short CFGCP-RCSP) combined composite foundation. According to the load-settlement curves to determining the increment deformation modulus of the every load step, the layer-wise summation method to calculate the settlement of composite foundation is given, and the calculation results and the load-settlement curves are consistent.

scholarly journals Problems of Harmonizing Investment Property Accounting Аccording to Russian and International Standards

2018 ◽  
Vol 5 (3) ◽  
pp. 62-71 ◽  
Author(s):  
T. U. Druzhilovskaya ◽  
E. S. Druzhilovskaya
Keyword(s):  
Financial Reporting ◽  
Critical Analysis ◽  
Systems Approach ◽  
Accounting Standards ◽  
International Standards ◽  
International Financial Reporting Standards ◽  
Reporting Standards ◽  
Normative Documents ◽  
Financial Reporting Standards ◽  
Regulatory Documents

The purpose of this article is to study the problems of convergence of investment property accounting in Russian and international financial reporting standards. The relevance of the question is due to the increasing role of such objects in the activities of Russian organizations. The research methodology includes the critical analysis of regulating modern investment property accounting in Russian and international financial reporting standards. This article uses such methods as analysis and synthesis, comparison, method of analogies, method of groupings, systems approach and logical approach. The study reveals discrepancies in the conceptual apparatus connected to investment property accounting; in various Russian regulatory documents; in interpretation of the notion of investment property in Russian GAAP and IFRS along with the differences in the investment property valuation methodology in Russian and international fi reporting standards.This article investigated the regulation of all Russian and International financial reporting standards subsystems. Russian accounting standards subsystems are the regulatory documents of organizations belonging to public and private sectors. The latter includes the normative documents of financial and nonfinancial organizations. When analyzing the regulatory documents on accounting in financial organizations the documents of credit and non-credit institutions were considered separately. As international standards subsystems were considered International Public Sector Accounting Standards (IPSAS) and International Financial Reporting Standards for private sector. The authors give the critical analysis of the validity of the investment property accounting regulations in Russian and international financial reporting standards. The authors substantiate the prospects of the further convergence of the investment property accounting rules in Russian and international financial reporting standards.

scholarly journals FAS 6/2020: Resolved Issues of Accounting for Property, Plant and Equipment and Ongoing Controversial Aspects

2021 ◽  
Vol 8 (1) ◽  
pp. 48-61
Author(s):  
T. Yu. Druzhilovskaya ◽  
E. S. Druzhilovskaya
Keyword(s):  
Detailed Analysis ◽  
Critical Analysis ◽  
Practical Significance ◽  
Accounting Standard ◽  
Research Perspective ◽  
Regulatory Documents ◽  
Subsequent Measurement ◽  
Accounting Rules ◽  
Recognition Of Objects

The recently approved Federal Accounting Standard (FAS) 6/2020 “Property, plant and equipment” (FAS 6/2020) changes the accounting rules for these assets significantly. New regulations of this standard allow solving a significant part of the problematic issues currently taking place in the above-mentioned area. However, there should be emphasized that some controversial aspects of accounting for property, plant and equipment still persist despite the adoption of FAS 6/2020. This paper describes the study of these resolved and unresolved issues of accounting for property, plant and equipment. The purpose of the study is to represent a detailed analysis of the current and future Russian regulations on accounting for property, plant and equipment, identification of persisting, as well as emerging problematic and debatable issues and determination of their solution ways. The methodological base of the study includes a critical analysis of the new regulations of the FAS 6/2020, as well as the rules of the still valid regulatory documents on accounting for the abovenassets. The results of the research are the identification of the most important problematic issues in the field of modern accounting for property, plant and equipment, as well as the development and substantiation of proposals for their solution. At the same time the authors identified problematic issues related to the recognition of objects in property, plant and equipment, with the initial and subsequent measurement, as well as the depreciation of these assets. The theoretical and practical significance of the study lies in the possibility of its use to improve the regulatory regulation of Russian accounting and additionally, in the possibility of applying some of the proposals substantiated here in the practical work of the accounting departments of organizations. As a research perspective, first of all, it should be noted a critical analysis of the implementation in practice of regulations approved by the FAS 6/2020, the identification of new problems in this field and looking for solving ways.

scholarly journals Pengujian Daya Dukung Tanah Pasir Dengan Perkuatan Geogrid

2021 ◽  
Vol 21 (01) ◽  
pp. 01-10
Author(s):  
Sarah alwiyah
Keyword(s):  
Tensile Strength ◽  
Bearing Capacity ◽  
Carrying Capacity ◽  
Soil Layer ◽  
Strong Support ◽  
Shallow Foundation ◽  
Soil Conditions ◽  
Layer By Layer ◽  
Synthetic Materials ◽  
Local Shear

[ID] Memperbaiki kondisi tanah merupakan salah satu penyelesaian masalah untuk meningkatkan daya dukung tanah dan memperkecil penurunan. Dengan berkembangnya teknologi dalam bidang geoteknik maka perkuatan tanah dapat dilakukan dengan memasang bahan sintetis seperti pemakaian geogrid. Geogrid mengandalkan kekuatan tarik yang tinggi dan kemuluran creep yang rendah, untuk kasus longsoran geogrid ditempatkan pada lapisan tanah, ditimbun, dan dipadatkan lapis demi lapis sehingga dapat menjaga menstabilkan tanah dengan mendistribusikannya menjadi kuat tarik. Tujuan penelitian ini untuk mengetahui pengaruh panjang geogrid terhadap penambahan daya dukung tanah pasir dan jumlah lapisan geogrid yang paling efisien untuk meningkatkan daya dukung tanah pasir terhadap beban pondasi dangkal menerus dengan perkuatan geogrid produk Tencate Geosynthetis asia Sdn Bhd (Malaysia) tipe GX 40/40 serta memiliki short term tensile strength 40 Kn/m.  Penilitian ini dilakukan dengan menggunakan model pondasi menerus yang diletakkan diatas kotak transparan yang diisi pasir dengan kondisi kepadatan relatif (Dr) 20%-40% dan diberi beban tegak lurus menggunakan dongkrak hidrolik. Dari hasil penelitian diketahui model keruntuhan yang terjadi adalah jenis Local shear dimana geogrid mengalami tarikan pada lokasi sekitar dibawah pondasi dengan lapisan teratas dan lapisan kedua mengalami tarikan yang lebih besar. Pada pengujian penempatan geogrid lapisan teratas terhadap pondasi menunjukkan bahwa penambahan kuat dukung terbesar diperoleh pada LG/B = 3. Pada pengujian penggunaan geogrid 2 lapis diperoleh jarak antara lembaran geogrid (s) menunjukkan bahwa penambahan kuat dukung terbesar diperoleh dengan jarak s = 0,4B. Pada pengujian jumlah pemasangan lapisan geogrid menunjukkan bahwa kuat dukung meningkat dari pemasangan 1 lapisan menjadi 2 lapisan dan penambahan jumlah selanjutnya tidak menunjukkan penambahan kuat dukung yang cukup segnifikan. [EN] Improving soil conditions is a solution to the problem to increase the bearing capacity of the soil and minimize subsidence. With the development of technology in the geotechnical field, soil strengthening can be done by installing synthetic materials such as the use of geogrids. Geogrids rely on high tensile strength and low creep elongation, in the case of landslides the geogrids are placed in the soil layer, stockpiled and compacted layer by layer so as to keep the soil stable by distributing it into tensile strength. This experimen was conducted to determine the effect of long a geogrid sand soil beraring capacity and the number of layers of geogrid, the most efficient way to increase soil bearing capacity of shallow foundation of sand on the continuous load with a geogrid reinforcement the product of Tencate Geosynthetis asia Sdn Bhd (Malaysia) type GX 40/40 and The mean ultimate tensile strength 40 Kn/m. The experiment was performed using continuous foundation model placed on a transparent box filled with sand with the relative density (Dr) 20%-40% and given a perpendicular load using hydrolic jack. From the results of research known mode of failure that occurs is a kind of Local shear where the geogrid experienced the pull on the location around under the foundation with the top layer and the second layer having the pull is greater. On testing the placement of the geogrid layer the top to the foundation showed that the addition of strong carrying capacity of the largest obtained in LG/B = 3. On testing the use of geogrid 2 layers obtained by the distance between the sheets geogrid (s) show that the addition of strong carrying capacity of the largest obtained by a distance s = 0,4 B. On testing the installation of a layer of geogrid showed that strong support increased from mounting 1 layer into 2 layers and the addition of a number of further does not show the addition of support strong enough segn.

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