veststuВестник Сибирского государственного университета путей сообщенияBulletin of Siberian State University of Transport1815-9265Сибирский государственный университет путей сообщения10.52170/1815-9265_2024_71_82veststu-163Research ArticleСТРОИТЕЛЬСТВО И АРХИТЕКТУРАBUILDING AND ARCHITECTUREРасчет монолитного путепровода на основе реальных записей землетрясенийCalculation of monolithic overpass based on real earthquake recordsМирзаевИ.MirzaevI.

Ибрахим Мирзаев, профессор кафедры «Прикладная механика», доктор физико-математических наук, профессор

Ташкент

Ibrahim Mirzaev, Professor of the Applied Mechanics Department, Tashkent State Transport University, Professor, Doctor of Physical and Mathematical Sciences

Tashkent

ibrakhim.mir@mail.ruШермухамедовУ. З.ShermukhamedovU. Z.

Улугбек Забихуллаевич Шермухамедов, заведующий кафедрой «Мосты и тоннели», доктор технических наук, профессор

Ташкент

Ulugbek Z. Shermukhamedov, Head of the Bridges and Tunnels Department, Professor, Doctor of Engineering

Tashkent

ulugbekjuve@mail.ruАбдуллаевА. Р.AbdullaevA. R.

Абдурахим Ровшан угли Абдуллаев, базовый докторант кафедры «Мосты и тоннели»

Ташкент

Abdurahim R. Abdullaev, Basic Doctoral Student of the Bridges and Tunnels Department

Tashkent

abdurahim.abdullayev.94@mail.ruКаримоваА. Б.KarimovaA. B.

Анора Бахтиеровна Каримова, старший преподаватель кафедры «Мосты и тоннели»

Ташкент

Anora B. Karimova, Senior Lecturer of the Bridges and Tunnels Department

Tashkent

tillaboyeva_anora_karimova@mail.ruСобироваМ. М.SobirovaM. M.

Маъмура Мирабдулла кизи Собирова, базовый докторант кафедры «Мосты и тоннели»

Ташкент

Mamura M. Sobirova, Basic Doctoral Student of the Bridges and Tunnels Department

Tashkent

 

mamura_9105@bk.ruТашкентский государственный транспортный университетРоссияTashkent State Transport UniversityRussian Federation20243012202404Спецвыпуск8291Copyright © Мирзаев И., Шермухамедов У.З., Абдуллаев А.Р., Каримова А.Б., Собирова М.М., 20242024Мирзаев И., Шермухамедов У.З., Абдуллаев А.Р., Каримова А.Б., Собирова М.М.Mirzaev I., Shermukhamedov U.Z., Abdullaev A.R., Karimova A.B., Sobirova M.M.Данная работа распространяется под лицензией Creative Commons Attribution 4.0.This work is licensed under a Creative Commons Attribution 4.0 License.https://www.vestnikstu.ru/jour/article/view/163

В целях улучшения транспортной инфраструктуры Республики Узбекистан начато использование технологии монолитного строительства мостов и путепроводов. В статье приведен расчет монолитного путепровода длиной 120 м, расположенного в районе 8-балльной сейсмичности по MSK-64 в г. Джизаке, над высокоскоростной железнодорожной линией Ташкент – Самарканд. Численным решением задачи сейсмостойкости путепровода определяется изменение его напряженно-деформированного состояния во времени. Представлены результаты расчета монолитного путепровода от динамической нагрузки по записям реальных акселерограмм Газлийского (Узбекистан) землетрясения, интенсивностью более 9 баллов по шкале MSK-64. Проанализированы результаты расчетов изменения нормального напряжения в верхней и нижней частях пролетного строения по длине путепровода. Проведенные расчеты показывают, что путепровод имеет запас прочности для 9-балльного землетрясения. С целью обеспечения гарантированной сейсмической безопасности мостовых сооружений требуется провести проектные расчеты по наборам записей произошедших землетрясений, близких по доминантным частотам к характеристикам площадки строительства.

In order to improve the transport infrastructure of the Republic of Uzbekistan, they began to use the monolithic structure of bridges and overpasses. The article presents the calculation of a monolithic overpass with a length of 120 meters, located in the area of 8-point seismicity according to MSK-64 in the city of Jizzakh over the high-speed railway lines Tashkent-Samarkand (Republic of Uzbekistan). A numerical solution to the problem of seismic resistance of an overpass determines the change in its stress-strain state over time. The results of calculating a monolithic bridge under dynamic load based on records of real accelerograms of the Gazli (Uzbekistan) earthquake, with an intensity of more than 9 points on the MSK-64 scale, are presented. The results of calculations of changes in normal stress in the upper and lower parts of the span along the length of the bridge are analyzed. The calculations show that the bridge has a safety factor for a magnitude 9 earthquake. To ensure guaranteed seismic safety of bridge structures, it is necessary to carry out design calculations based on sets of records of earthquakes that have occurred that are close in dominant frequencies to the characteristics of the construction site.

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The authors declare that there are no conflicts of interest present.