Evaluation of induced trench twin culverts constructed in deep fill

2020 ◽  
Vol 57 (9) ◽  
pp. 1388-1403
Author(s):  
Campbell Bryden ◽  
Kaveh Arjomandi ◽  
Arun Valsangkar
Keyword(s):  
Experimental Data ◽  
Reinforced Concrete ◽  
Data Acquisition ◽  
Earth Pressure ◽  
Field Studies ◽  
Construction Method ◽  
Recent Criticism ◽  
Soil Pressure ◽  
Earth Pressures ◽  
Overburden Soil

When culverts are installed beneath high embankments, earth loads become excessive and the induced trench construction method is a viable design option to reduce the culvert loads to acceptable levels. However, limited field studies evaluating the performance of induced trench twin culverts are reported in the literature and the practicality and effectiveness of the induced trench construction method (in general) has been subject to recent criticism. This paper describes the performance of twin 3048 mm inside-diameter reinforced concrete culverts constructed with an induced trench beneath 15.3 m of fill. Research instruments and autonomous data acquisition systems were installed during construction to monitor (i) culvert earth pressures, (ii) embankment deformations, and (iii) groundwater elevations in the vicinity of the compressible fill. The experimental observations recorded throughout the construction phase are presented herein; the embankment deformations are indicative of effective positive arching within the induced trench region, and the average earth pressure at the culvert crown was reduced to approximately 48% of the overburden soil pressure. The experimental data are compared with those reported in the literature by others, and the conclusions attained from this study demonstrate the effectiveness of the induced trench construction method.

Numerical Analysis of Soil Pressure inside the Sunken Large Diameter Cylindrical Structure Based on ABAQUS

2013 ◽  
Vol 353-356 ◽  
pp. 392-397 ◽  
Author(s):  
Jin Song Gui ◽  
Bo Zhang ◽  
Zhi Qi Gao ◽  
Yu Fu
Keyword(s):  
Experimental Data ◽  
Finite Element ◽  
Large Scale ◽  
Large Diameter ◽  
Earth Pressure ◽  
Pressure Change ◽  
Soil Pressure ◽  
Cylindrical Structure ◽  
Finite Element Software ◽  
Pressure Calculation

The filling earth pressure calculation inside the Sunken Large Diameter Cylindrical Structure is very complex. This paper used large-scale finite element software ABAQUS to establish numerical model, and validated it by the experimental data, then analyze the main cause of earth pressure change inside the cylinder.

Field monitoring of earth pressures on integral bridge abutments

2013 ◽  
Vol 50 (8) ◽  
pp. 841-857 ◽  
Author(s):  
Shelley A. Huntley ◽  
Arun J. Valsangkar
Keyword(s):  
Design Procedure ◽  
Earth Pressure ◽  
Field Studies ◽  
Bridge Site ◽  
Integral Abutment ◽  
Integral Abutment Bridges ◽  
Expansion Joints ◽  
The Earth ◽  
Earth Pressures ◽  
Bridge Structures

Integral abutment bridges have become a successful alternative to the traditional design procedure of using expansion joints to balance the thermal movements of bridge structures. However, there are many design and detailing variations, and uncertainties exist about the soil–structure interaction of the integral abutments. Therefore, field data from pressure cells installed behind the abutments of a 76 m long, two-span, pile-supported integral abutment bridge are the focus of this paper. The data on external displacements of the abutments are also reported. The applicability of using common theoretical passive earth pressure coefficients is assessed and it appears that the traditional methods of Coulomb and Rankine are not the best approach for predicting the earth pressure envelope. Additionally, over the monitoring period of three years, it was found that a definite conclusion regarding the ratcheting of lateral earth pressure could not be established for this bridge site. Finally, comparisons to earth pressures measured at other field studies indicate variability in the earth pressure distribution, magnitude, and behaviour over time, as these are dependent on several factors distinctive to each bridge site.

Analysis and Performance of a Braced Cut in Sand with Large Deformations

1972 ◽  
Vol 9 (4) ◽  
pp. 384-406 ◽  
Author(s):  
J. D. Scott ◽  
N. E. Wilson ◽  
Gunther E. Bauer
Keyword(s):  
Experimental Data ◽  
Pressure Distribution ◽  
Earth Pressure ◽  
Water Levels ◽  
Active Earth Pressure ◽  
Actual Distribution ◽  
Dense Sand ◽  
The North ◽  
The Earth ◽  
Earth Pressures

The paper is divided into two parts. The first part deals with the systematic program of measurements undertaken on an open braced cut in dense sand at the Greenway Pollution Control Centre in London, Ontario. In the second part, the experimental data are analyzed and a new solution is presented based on Dubrova's analysis, which related qualitatively and quantitatively the active earth pressure distribution to the mode of deformation of a retaining structure.The roughly L-shaped excavation measured 68 × 42 ft (20.7 × 12.8 m) for the longest leg, the other leg was 30 × 23 ft (9.1 × 7.0 m). The temporary bracing system consisted of interlocking steel sheet piles (Larssen IIIN), and wales and struts from wide-flanged steel sections. The maximum depth of the cut was 50 ft (15.2 m) below ground elevation of 722 ft (220.1 m). The soil consisted of fine uniform dense sand having a relative density varying from medium to very dense. The natural water level was approximately 20 ft (6.1 m) below the ground surface prior to construction.The instrumentation program was carried out during the 6-month construction period (January–June 1964) and consisted of measuring: (1) The strut loads with a mechanical strain indicator (Whitmore gauge) over 8 in. (20.3 cm) gauge lengths, (2) The deformation of the north wall in a horizontal and a vertical plane, (3) The water levels and water pressures from borehole and standpipe observations, and (4) The active and passive earth pressures over the cut with 'Geonor vibrating-wire pressure transducers mounted flush on two adjacent sheet piles of the north wall.Field and laboratory tests supplied the necessary soil data.Comprehensive measurements of this kind in deep cuts in sand, prior to this London investigation, had only been made in Berlin, Munich, and New York. But at London, for the first time the actual distribution of earth pressures in sand were measured on a full-scale braced wall.The analysis of the experimental data showed that the earth pressure distribution can be approximated by the extended Dubrova’s solution. The agreement between the total active earth pressure obtained from the pressure cells and the corresponding Coulomb values varied from excellent (upper bound) to good (lower bound).An experimental relationship between the horizontal soil strain and the variation of K-values over the depth of the cut was established.The different theories for predicting Ko-values do not seem to apply to over consolidated dense sand deposits. The experimental Ko-values, rather, agree with other published experimental values for similar soils.The strut load readings were somewhat erratic, not necessarily corresponding to the excavation progress. The total strut loads were lower than the corresponding forces from the earth pressure cells or the corresponding Coulomb values.

Soil Pressure Test and Numerical Analysis on Reinforced Earth Retaining Wall of Green Gabion

2014 ◽  
Vol 644-650 ◽  
pp. 5039-5045
Author(s):  
Xiao Yang ◽  
Guo Lin Yang
Keyword(s):  
Numerical Analysis ◽  
Field Test ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Wall Surface ◽  
Soil Pressure ◽  
Reinforced Earth ◽  
Earth Pressures ◽  
Flexible Wall ◽  
Vertical Earth Pressure

Based on reinforced earth retaining wall of green gabion which is built at the site of seventh project Shaoxing-Zhuji Expressway, the research for soil pressure in a cross section which locate at the site of K38+398kmare made by field test and numerical analysis. The horizontal and vertical earth pressure are studied in the construction, The pressures between field test and numerical analysis which depend on FLAC3D are rough similar. With increased of height in filling soil, the earth pressures on the wall toe in 3 direction such as horizon , vertical, 45°are increased ,and then gradually come to stability after construction. With increased of height in filling soil, the vertical earth pressures is increased, but the distribution for earth pressure at the same height is non-uniform. The horizontal earth pressure on the back of wall surface increases fast at first then decreases a little, which is a single peak-shaped, it distributes along the wall height in non-linear form, the maximum occurs at 1/3H. The result between field test and numerical model are different, because the flexible wall surface has a great affection on unload.

SETTING A DIAGRAM APPROACH TO CALCULATING VIBRATED, CENTRIFUGED AND VIBROCENTRIFUGED REINFORCED CONCRETE COLUMNS WITH A VARIATROPIC STRUCTURE

2020 ◽  
pp. 22-34
Author(s):  
Л. Р. Маилян ◽  
С. А. Стельмах ◽  
Е. М. Щербань ◽  
М. П. Нажуев
Keyword(s):  
Experimental Data ◽  
Reinforced Concrete ◽  
Bearing Capacity ◽  
Cross Section ◽  
Concrete Columns ◽  
Reinforced Concrete Columns ◽  
The Cross ◽  
Concrete Elements ◽  
Diagram Approach

Состояние проблемы. Железобетонные элементы изготавливаются, как правило, по трем основным технологиям - вибрированием, центрифугированием и виброцентрифугированием. Однако все основные расчетные зависимости для определения их несущей способности выведены, исходя из основного постулата - постоянства и равенства характеристик бетона по сечению, что реализуется лишь в вибрированных колоннах. Результаты. В рамках диаграммного подхода предложены итерационный, приближенный и упрощенный способы расчета несущей способности железобетонных вибрированных, центрифугированных и виброцентрифугированных колонн. Выводы. Расчет по диаграммному подходу показал существенно более подходящую сходимость с опытными данными, чем расчет по методике норм, а также дал лучшие результаты при использовании дифференциальных характеристик бетона, чем при использовании интегральных и, тем более, нормативных характеристик бетона. Statement of the problem. Reinforced concrete elements are typically manufactured according to three basic technologies - vibration, centrifugation and vibrocentrifugation. However, all the basic calculated dependencies for determining their bearing capacity were derived using the main postulate, i.e., the constancy and equality of the characteristics of concrete over the cross section, which is implemented only in vibrated columns. Results. Within the framework of the diagrammatic approach, iterative, approximate and simplified methods of calculating the bearing capacity of reinforced concrete vibrated, centrifuged and vibrocentrifuged columns are proposed. Conclusions. The calculation according to the diagrammatic approach showed a significantly better convergence with the experimental data than that using the method of norms, and also performs better when using differential characteristics of concrete than when employing integral and particularly standard characteristics of concrete.

Analysis of Reinforced Concrete Culvert considering Concrete Creep and Shrinkage

1996 ◽  
Vol 1541 (1) ◽  
pp. 120-126
Author(s):  
Charles J. Oswald
Keyword(s):  
Finite Element ◽  
Reinforced Concrete ◽  
Cross Sections ◽  
Soil Structure ◽  
Silty Clay ◽  
Soil Pressure ◽  
Concrete Creep ◽  
Long Span ◽  
Creep And Shrinkage ◽  
Good Agreement

Measurements made on a long span reinforced concrete arch culvert under 7.3 m (24 ft) of silty clay backfill were compared with results from finite-element analyses of the soil-structure system using the CANDE finite-element code. The culvert strains and deflections and the soil pressure on the culvert were measured during construction and during the following 2.5 years at three instrumented cross sections. The CANDE program was modified to account for the effects of concrete creep and shrinkage strains after it was noted that the measured postconstruction culvert deflection and strains increased significantly whereas the measured soil pressure on the culvert remained relatively constant. Good agreement was generally obtained between measured and calculated values of the culvert strain and deflection and the soil pressure during the entire monitoring period after the code was modified.

Earth pressures exerted on an induced trench cast-in-place double-cell rectangular box culvert

2012 ◽  
Vol 49 (11) ◽  
pp. 1267-1284 ◽  
Author(s):  
Olajide Samuel Oshati ◽  
Arun J. Valsangkar ◽  
Allison B. Schriver
Keyword(s):  
Earth Pressure ◽  
Test Results ◽  
Overburden Pressure ◽  
Centrifuge Testing ◽  
Geotechnical Centrifuge ◽  
Drag Forces ◽  
Field Instrumentation ◽  
Earth Pressures ◽  
Box Culvert ◽  
Base Contact

Earth pressure data from the field instrumentation of a cast-in-place reinforced rectangular box culvert are presented in this paper. The instrumented culvert is a 2.60 m by 3.60 m double-cell reinforced cast-in-place rectangular box buried under 25.10 m of fill constructed using the induced trench installation (ITI) method. The average earth pressure measured across the roof was 0.42 times the overburden pressure, and an average of 0.52 times the overburden pressure was measured at mid-height of the culvert on the sidewalls. Base contact pressure under the rectangular box culvert was also measured, providing field-based data demonstrating increased base pressure resulting from downward drag forces developed along the sidewalls of the box culvert. An average increase of 25% from the measured vertical earth pressures on the roof plus the culvert dead load (DL) pressure was calculated at the culvert base. A model culvert was also tested in a geotechnical centrifuge to obtain data on earth pressures at the top, sides, and base of the culvert. The data from the centrifuge testing were compared with the prototype structure, and the centrifuge test results agreed closely with the measured field prototype pressures, in spite of the fact that full similitude was not attempted in centrifuge testing.

Tests on Mechanical Properties and Anti-Penetration Performance of Steel-Fiber Reactive Powder Concrete

2013 ◽  
Vol 671-674 ◽  
pp. 1761-1765
Author(s):  
Yong Liu ◽  
Chun Ming Song ◽  
Song Lin Yue
Keyword(s):  
Experimental Data ◽  
Mechanical Properties ◽  
Fracture Toughness ◽  
Compressive Strength ◽  
Reinforced Concrete ◽  
Steel Fiber ◽  
Reactive Powder Concrete ◽  
Calculation Results ◽  
Reactive Powder ◽  
Penetration Tests

In order to get mechanical properties ,some RPC samples with 5% steel fiber are tested, many groups data were obtained such as compressive strength, shear strength and fracture toughness. And a group of tests on RPC with 5% steel-fiber under penetration were also conducted to validate the performance to impact. The penetration tests are carried out by the semi-AP projectiles with the diameter of 57 mm and earth penetrators with the diameter of 80 mm, and velocities of the two kinds of projectiles are 300～600 m/s and 800～900 m/s, respectively. By contrast between the experimental data and the calculation results of C30 reinforced concrete by using experiential formula under penetration, it shows that the resistance of steel-fiber RPC to penetration is 3 times as that of general C30 reinforced concrete.

Experimental Study on Earth Pressure of Corrugated Steel Culvert under High Fill Embankment

2013 ◽  
Vol 405-408 ◽  
pp. 1815-1819
Author(s):  
Wen Sheng Yu ◽  
Zhu Long Li ◽  
Xiao Ru Xie ◽  
Li Yuan Guo
Keyword(s):  
Mechanical Property ◽  
Experimental Study ◽  
Reinforced Concrete ◽  
Concrete Slab ◽  
Earth Pressure ◽  
Reinforced Concrete Slab ◽  
The Earth ◽  
Filling Height ◽  
Test Points ◽  
Better Than

To analyze the earth pressure of corrugated steel culvert under high fill embankment, a field test was taken and the change law was got with the filling height increasing, the force state when geotechnical grilles were laid on the top of corrugated steel culvert was compared to that of reinforced concrete slab culvert. Results show that the pressure on the top of corrugated steel culvert is smaller than that on the external in same level when test points are near to culvert, the values of test points above and below geotechnical grilles are close, and the pressure of corrugated steel culvert is smaller than that of reinforced concrete slab culvert when filling height is above 7.3 m. So analysis indicates corrugated steel culvert spreads the upper load better, the geotechnical grille can reduce the pressure effectively through earth pressure redistribution, and the mechanical property of corrugated steel culvert is better than reinforced concrete slab culvert under high fill embankment.

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