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52022. Том 3, выпуск 4. С. 7-17
2022. Volume 3, issue 4. P. 7-17
УМНЫЕ КОМПОЗИТЫ В СТРОИТЕЛЬСТВЕ
SMART COMPOSITE IN CONSTRUCTION
SCIENTIFIC ARTICLE
DOI: 10.52957/27821919_2022_4_7
Thin-Wall Retaining Structure Operation with Reinforced Soil Backfill Using Fly Ash
A.M. Burgonutdinov, K.R. Istomina
Albert M. Burgonutdinov
Perm National Research Polytechnic University, Perm, Russia burgonutdinov.albert@yandex.ru
Katarina R. Istomina
Perm National Research Polytechnic University, Perm, Russia istominakr@yandex.ru
© Burgonutdinov A.M., Istomina K.R., 2022
УМНЫЕ КОМПОЗИТЫ В СТРОИТЕЛЬСТВЕ
SMART COMPOSITE IN CONSTRUCTION
The results of the retaining wall structures with different backfilling options are presented. Issues related to feasibility study of design and materials selection of retaining structures are considered. Estimated cost and estimated labour intensity of erection of each structure were calculated and conclusions were made on the efficiency of retaining wall structures operation.
Key words: retaining structures, reinforced soil, geosynthetic material, fibre reinforcement, fly ash, transportation load
For citation:
Burgonutdinov, A.M. & Istomina, K.R. (2022) Thin-wall retaining structure operation with reinforced soil backfill using fly ash, Smart Composite in Construction, 3(4), pp. 7-17 [online]. Available at: http://comincon.ru/index.php/tor/issue/view/V3N4_2022.
DOI: 10.52957/27821919_2022_4_7
2022. Volume 3, issue 4. P. 7-17
2022. Том 3, выпуск 4. С. 7-17
УМНЫЕ КОМПОЗИТЫ В СТРОИТЕЛЬСТВЕ
SMART COMPOSITE IN CONSTRUCTION
НАУЧНАЯ СТАТЬЯ УДК 624.164.3
DOI: 10.52957/27821919_2022_4_7
Работа тонкостенной подпорной
Альберт Масугутович Бургонутдинов
Пермский национальный исследовательский политехнический университет, Пермь, Российская Федерация
burgonutdinov.albert@yandex.ru Катарина Равилевна Истомина
Пермский национальный исследовательский политехнический университет, Пермь, Российская
Федерация
istominakr@yandex.ru
© Бургонутдинов А.М., Истомина К.Р., 2022
конструкции с
засыпкой из армированного грунта с использованием золы-уноса
А.М. Бургонутдинов, К.Р. Истомина
УМНЫЕ КОМПОЗИТЫ В СТРОИТЕЛЬСТВЕ
SMART COMPOSITE IN CONSTRUCTION
Представлены результаты работы конструкций подпорных стен с различными вариантами обратной засыпки. Рассмотрены вопросы, связанные с технико-экономическим обоснованием выбора конструкции и материалов подпорных сооружений. Рассчитаны сметная стоимость и сметная трудоемкость возведения каждой конструкции и сделаны выводы об эффективности эксплуатации конструкций подпорных стен.
Ключевые слова: подпорные конструкции, армированный грунт, геосинтетический материал, фиброармирование, зола-уноса, транспортная нагрузка
Для цитирования:
Бургонутдинов А.М., Истомина К.Р. Работа тонкостенной подпорной конструкции с обратной засыпкой из армированного грунта с использованием золы-уноса // Умные композиты в строительстве. 2022. Т. 3, № 4. С. 7-17. URL: http://comincon.ru/index.php/tor/issue/view/V3N4_2022.
DOI: 10.52957/27821919_2022_4_7
BurgonutdinovA.M., Istomina K.R.
DO1:10.52957/27821919_2022_ 4_ 7
УМНЫЕ КОМПОЗИТЫ В СТРОИТЕЛЬСТВЕ
SMART COMPOSITE IN CONSTRUCTION
INTRODUCTION
Retaining walls are used for the vertical planning of difficult terrains with large differences in levels and for the construction of many underground structures such as tunnels, canals, and cellars. The retaining structures are widely used in hydraulic and transport engineering. Also, they are effectively used as foundations for bridge crossings, viaducts, flyovers, overpasses, and embankments [1, 2].
The choice of design and materials of retaining structures must be technically and economically reasonable. Reinforced soil retaining walls are often used effectively. Reinforcing soils improves their physical and mechanical properties, increases their load-bearing capacity, and reduces their deformability. The economic effect is achieved by reducing the amount of work and the cost of delivering the materials [3-7].
In model tests [1, 8] we obtained data on the effectiveness of reinforcing sandy soil backfill retaining wall with horizontal geosynthetic elements, namely geotextile and geogrid. The efficiency criterion was taken to be the reduction of the horizontal movements of the retaining wall with reinforced soil backfill, relative to the horizontal movements of the retaining wall with conventional soil backfill. Thus, the use of polyamide mesh (as a geogrid analogue) as a reinforcing material was 36.3% and the use of non-woven synthetic material (as a geotextile analogue) was 41.7%.
Nowadays, the development of the construction industry is directly linked to the implementation of new construction technologies and the use of new building materials. Furthermore, in some cases, in order to achieve the greatest economic and environmental benefits, it is possible to replace 'conventional' materials with the waste product. It is very interesting to conduct research when fly ash reinforced with basalt fibres is considered as backfill for the retaining wall [9, 10].
EXPERIMENTAL PART
Fly ash is a fine material obtained from the combustion of solid fuels in thermal power plants. In Russia, more than 70% of electricity is generated by burning coal, so it is an important task to explore the use of this waste product.
The basalt fibre is a waste product from the production of basalt fibres during the extraction process, which in turn is one of the most promising materials as a reinforcement for concrete.
To determine the physical and mechanical properties of the fly ash without reinforcement and with fibre reinforcement, a series of experiments were conducted on a single-plane shear instrument.
Fly ash with a relative humidity of W = 22% without reinforcement was used as the material under study; basalt fibres of 13-15 mm in length were used as reinforcement materials. Reinforcement was 1% by mass. Samples of the materials are shown in Fig. 1.
The test results are shown in Table 1.
Table 1. Strength test results
Parameter Fly ash without reinforcement Fly ash with basalt fibre reinforcement
Specific adhesion, kPa 18.4 39.0
Angle of internal friction, degrees 35.6 27.0
The analysis of the values showed that fibre reinforcement of the fly ash increases the grip but decreases the angle of internal friction. The use of basalt fibres as a reinforcing material increased
Бургонутдинов А.М., Истомина К.Р.
DOI: 10.52957/27821919_2022_ 4_ 7
УМНЫЕ КОМПОЗИТЫ В СТРОИТЕЛЬСТВЕ
SMART COMPOSITE IN CONSTRUCTION
adhesion by 112% and reduced the angle of internal friction by 24%.
The horizontal displacements under constant load were determined by the finite element method. The finite element method makes it possible to create a numerical model of the research object taking into account the natural stress state and the complex layering of soils, changes in their strength and strain characteristics during the construction and operation of structures and calculate simultaneously two limit states.
: . „ ; a 4 ' S v f x'j t №
' ' ' ^ \ , " ' Ci
' " S У ' f
Fig. 1. Material samples: a - fly ash; b - ash with basalt fibres
A computer simulation of the retaining wall was performed to test the effectiveness of different backfill options for the retaining structures. PLAXIS software, widely used for geotechnical calculations, was used for numerical modelling of the structure [6].
We chose a five-metre retaining wall as our model; the preliminary dimensions are assigned on the basis of the retaining wall design guidelines. We determined the load application point according to GOST 32960-2014; the temporary moving load we gave a uniformly distributed load intensity of 75.6 kN/m, according to GOST 32960-2014.
The basic dimensions of the retaining wall are shown in Fig. 2.
Fig. 2. Material samples: a - fly ash; b - ash with basalt fibres
b
a
BurgonutdinovA.M., Istomina K.R.
DOI: 10.52957/27821919_2022_ 4_ 7
УМНЫЕ КОМПОЗИТЫ В СТРОИТЕЛЬСТВЕ
SMART COMPOSITE IN CONSTRUCTION
A
The facing is additionally buried two metres into the ground and rests on a 1.0-metre-wide foundation. The alternative is a monolithic solid retaining wall 1.0 m thick with sandy soil backfill. The following options are considered as types of backfill:
- sand backfill without reinforcement;
- sand backfill with horizontal reinforcement with non-woven geosynthetic material every 50 cm of height;
- sand backfill reinforced with the discrete polypropylene fibres at a rate of 1% fibre by weight of sand;
- backfill using fly ash;
- sand backfill reinforced with the discrete basalt fibres at a rate of 1% fibre by weight of sand. The Mora-Coulomb model was used for the calculation. Calculation was performed for fixed
load according to GOST R 52748-2007 item 4.5, item 5.2.2. The location of the load on the collapsing prism was taken according to SP 35.13330.2011 item 6.12.
RESULT AND DISCUSSION
The calculation results for the horizontal displacement of the retaining wall from its own weight of soil are shown on Fig. 3a, and of the applied load on Fig. 3b.
~ 1 "ы
I 0
I -1
-2 -3
I
/ / 1»
/
V V
V 20 30 40 S
-Without reinforcement
.Horizontal reinforcement Fibre reinforcement
- Fly ash
Fibre reinforcement adt
Horizontal displacement, mm
.3
s
is
-*—Without reinforcement
J Horizontal reinforcement Fibre reinforcement
-Fly ash
— Fibre reinforcement ash
Horizontal displacement, mm
Fig. 3. Horizontal displacement values at the different points along the retaining wall height when acting by its own weight of soil (a) and temporary load on the collapsing prism (b)
a
b
displacement of the wall top, which is 25.5 mm, for the solid retaining wall. The maximum horizontal displacement (41.4 mm) is observed for a reinforced soil retaining wall with geotextile horizontal interlayers. The other backfill options result a displacement of 30.2-30.6 mm.
In the case of a temporary load applied to a collapsing prism, the maximum horizontal displacement of the top point of the wall is 75.1 mm and can be observed at the solid retaining wall. The displacement value of a reinforced soil wall with the geotextile reinforcement decreased by 9.5% relative to a solid retaining wall; the displacement value of the fibre reinforced sand backfill decreased by 49.7%; the displacement value of fly ash backfill decreased by 49.0%; the displacement value of the fibre reinforced fly ash backfill decreased by 46.2%.
When considering the impact of the temporary load on the overall deformation of the retaining wall - the increment of horizontal displacement under the temporary load is in the case of the designing of:
- the traditional retaining wall - 49.6 mm;
- the ground reinforcement with geotextile - 26.6 mm;
- the fibre-reinforced soil - 7.2 mm;
- the fly ash backfill is 8.1 mm;
- the fibre-reinforced ash - 9.8 mm.
The PLAXIS software package mentioned above was used to calculate the retaining structure (Fig. 4).
Fig. 4. Calculation results for a retaining wall with load imposed
One of the main factors for choosing technologies and materials for the construction of structures under study, along with their reliability, is their cost. The issues of cost-effective use of resources - material, technical, human - are particularly acute in the current conditions of a market economy. The economic evaluation of the retaining wall structures with different backfill options was determined in accordance with the "Methodology for determining the cost of construction products in the Russian Federation" MDS (Guidance Documents in Construction) 81-35.2004.
The estimated cost per running metre of a retaining wall with the different reinforcement options is presented and the results of the estimated labour requirements are shown below (Figures 5, 6).
Taking into account the criterion of reducing the estimated cost of works, the cost effectiveness of horizontal reinforcement made of the geosynthetic materials was 49.45%, the cost effectiveness of sand reinforcement with discrete polypropylene fibres was 38.2%, the use of fly ash as backfill material was 55.3% and that of basalt fibre reinforced ash was 39.1%.
The calculations for determining the estimated labour costs have shown that using fibre reinforcement increases the estimated labour costs by 2.8% compared to a retaining wall without the
sandy soil with non-woven geosynthetics reduces the estimated labour intensity by 39.5%.
45000 40000 35000 30000 M 15000 m 38924,66
24064:92 23695.5S
19676.5 17420,34
V Without Horizontal Fibre Fly ash Fibre
reinforce- reinforce reinforce- reinforce-
ment ment ment ment ash
Fig. 5. Calculation of the estimated cost of the work, Rub.
xn >_ 40 36,99 38,03 33,03
t 35 30 25
*Ji -- 22JS 22.01
o
20 15 10 5 0
rt
tf ■s
o o u 5 X a ■jt Without Horizontal reinforce ment Fibre reinforcement Fly ash Fibre reinforcement ash
a M
Fig. 6. Calculation of estimated labour costs
CONCLUSION
1) The use of fly ash for retaining the wall constructions stands out as a promising direction to improve the strength and deformation characteristics of soils.
2) When comparing the estimated labour intensity of the work, the most advantageous method is the use of fly ash and horizontal reinforcement. Reinforcing the ground or ash with the fibres is more time-consuming than building a retaining wall without reinforcement.
Бургонутдинов А.М., Истомина К.Р.
DOI: 10.52957/27821919_2022_ 4_ 7
УМНЫЕ КОМПОЗИТЫ В СТРОИТЕЛЬСТВЕ
SMART COMPOSITE IN CONSTRUCTION
REFERENCES
1. Kashapova, K.R. & Kleveko, V.I. (2016). Results of model tests to determine horizontal deformations of reinforced soil retaining walls, Vestnik PNIPU. Prikladnaya ekologiya. Urbanistika, (4), pp. 128-140 (in Russian).
2. Kashapova, K.R. (2015) Modelling of reinforced ground foundations of bridge crossings by finite element method, Aktual'nye napravleniya nauchnyh issledovanij XXI veka: teoriya i praktika, (7-1), pp. 460-463 (in Russian).
3. Liu, H., Wang, X. & Song, E. (2011). Reinforcement load and deformation mode of geosynthetic-reinforced soil walls subject to seismic loading during service life, Geotextiles and Geomembranes, 29(1), pp. 1-16.
4. Haza, E., Gotteland, Ph. & Gourc, J.P. (2000) Design method for local load on a geosynthetic reinforced soil structure, Geotechnical and Geological Engineering, 18(4), pp. 243-267.
5. Mendonca, A., Lopes, M.L. & Pinho-Lopes, M. (2003) Construction and post-construction behaviour of a geogrid-reinforced steep slope, Geotechnical and Geological Engineering, 21(2), pp. 129-147.
6. Ling, H.I., Yang, S., Leshchinsky, D., Liu, H. & Burke, C. (2010) Finite-element simulations of full-scale modular-block reinforced soil retaining walls under earthquake loading, Journal of Engineering Mechanics - ASCE, 136(5), pp. 653-661.
7. Shapiro, D.M. & Tarasov, A.A. (2014) Analytical models of beds of inclined structures and retaining walls of reinforced soils, Soil Mechanics and Foundation Engineering, 51(4), pp. 181-187.
8. Kashapova, K.R. (2016). Planning of model experiments to study retaining walls reinforced with horizontal geosynthetic interlayers, Vestnik Permskogo nacional'nogo issledovatel'skogo politekhnicheskogo universiteta. Stroitel'stvo i arhitektura,. (1), pp. 30-38 (In Russian).
9. Burgonutdinov, A.M., Istomina, K.R. & Kleveko, V.I. (2019) Study of retaining structures with reinforced soil backfill, and fiber reinforced fly ash backfill, Transport. Transportnye sooruzheniya. Ekologiya, (3), pp. 15-22 (in Russian).
10. Kuznetsova, A.S. & Ponomarev, A.B. (2015) Planning experiment for studying the stressstrain state of a loaded massive of fibro-armed soil behind a retaining wall, Vestnik Permskogo nacional'nogo issledovatel'skogo politekhnicheskogo universiteta. Stroitel'stvo i arhitektura, (1), pp. 135-148 (in Russian).
Received 01.12.2022
Approved after reviewing 09.12.2022
Accepted 16.12.2022
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СПИСОК ИСТОЧНИКОВ
BurgonutdinovA.M., Istomina K.R.
DOI: 10.52957/27821919_2022_ 4_ 7
УМНЫЕ КОМПОЗИТЫ В СТРОИТЕЛЬСТВЕ
SMART COMPOSITE IN CONSTRUCTION
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Поступила в редакцию 01.12.2022
Одобрена после рецензирования 09.12.2022
Принята к опубликованию 16.12.2022
