SU1276740A1

SU1276740A1 - Mooring embankment

Info

Publication number: SU1276740A1
Application number: SU853864563A
Authority: SU
Inventors: Олег Федорович Богданов; Анатолий Александрович Петров
Original assignee: Bogdanov Oleg F; Petrov Anatolij A
Priority date: 1985-03-04
Filing date: 1985-03-04
Publication date: 1986-12-15

Abstract

Изобретение относитс к области гидротехнического строительства и предназначено дл использовани при нроектировании и возведении прйчальны.х сооружений. Цель изобретени - повып1еиие надежности работы. Причальна набережна включает юнуитовую стенку 1 и грунтовую за/ сыпку 2 со стороны берега. Над грунтовой засыпкой 2 расположена эксплуатационна нагрузка 3. В пределах грунтовой засыпки установлены горизонтальна балка 4, опора 5 загружающего устройства и свайные опоры 6. Свайные опоры 6 размещены за пределами призмы обрушени грунтовой засыпки 2, а опора 5 в пределах призмы обрушени . Анкерные т ги 7, 8, 9 шарнирно св заны со стенкой 1 и опорой 5 разгружаюпгего устройства, образу много русную анкеровку стенки. Опора 5 и т ги 7, 8, 9 выполн ют функцию разгружающего устройства , уменьша прогиб стенки 1 по высоте . Опора 5, стенка 1 и свайные опоры 6 заглублены в основании. Балка 4 жестко св зана с опорой 5 и свайными опорами 6. 1 з.п.ф-лы, 1 ил. (Л ,«« t t t t j j ю 05 The invention relates to the field of hydraulic engineering and is intended for use in the design and construction of primary structures. The purpose of the invention is the reliability of operation. The quay of the quay includes a unuit wall 1 and a ground wall / dump 2 from the shore. Operational load 3 is located above the soil filling 2. A horizontal beam 4, a loading device support 5 and pile supports 6 are installed within the soil filling. The pile supports 6 are located outside the earth filling prism 2 and the support 5 within the breaking prism. Anchor rods 7, 8, 9 are pivotally connected to wall 1 and support 5, unload the device, forming a multi-colored anchoring of the wall. Bearing 5 and pulls 7, 8, 9 perform the function of an unloading device, reducing the deflection of wall 1 in height. Bearing 5, wall 1 and pile supports 6 are recessed at the base. Beam 4 is rigidly connected to the support 5 and the pile supports 6. 1 Cf f-ly, 1 ill. (L, «« t t t t j j y 05

Description

Изобретение относитс к гидротехническому строительству и предназначено дл использовани при проектировании и возведении причальных сооружений.The invention relates to hydraulic construction and is intended for use in the design and construction of berthing facilities.

Цель изобретени - повышение надеж- , нести работы и уменьшение прогибов стенки по высоте.The purpose of the invention is to increase the reliability, to carry out work and reduce the deflection of the wall in height.

На чертеже представлена причальна набережна , поперечный разрез.The drawing shows a quay of the quay, a transverse section.

Причальна набережна включает шпунной опоры выполн ютс из железобетона. Шарнирное закрепление анкера со стенкой- обычное, а со свайной опорой - через специально изготовленный шарнир. Дл ь спри- ти части давлени грунта зась ки сва анкерной опоры располагаетс на рассто нии от стенки равным 3,0 м. При такой длине анкерна т га практически не имеет провисани под собственной т жестью, следовательно , предварительного нат жени ее неThe quay includes shpunuyu support are made of reinforced concrete. Anchor hinge with a wall is normal, and with a pile support - through a specially made hinge. For part of the pressure of the ground, the height of the pile of the anchor support is located at a distance of 3.0 m from the wall. With such a length, the anchor ha has practically no sagging under its own weight, therefore, its prestressing is not

товую стенку 1, грунтовую засыпку 2 со сто- Ю требуетс . Дл увеличени удерживающей роны берега и расположенную над грунто- способности анкерной опоры сваи располавой засыпкой 2 эксплуатационную нагрузку 3. В пределах грунтовой засыпки установлена горизонтальна балка 4, один конец которой жестко св зан с опорой 5 разгружаю- ш,его устройства, частично загрубленной в грунте основани и установленной в пределах призмы обрушени грунтовой засыпки. Другой конец балки 4 св зан со свайными опорами 6, загрубленными в основании заA wall 1, backfill 2 with a standing pipe is required. In order to increase the coastal retaining rone and above the soil capacity of the anchor support of the pile, operational load 3 is filled with filling 3. Within the soil filling, a horizontal beam 4 is installed, one end of which is rigidly connected to the support 5, which is partially coarse in the ground. base and installed within the prism of the collapse of the soil backfill. The other end of beam 4 is associated with pile supports 6, coarsened at the base behind

гаютс как вертикально, так и наклонно от стенки. Вблизи стенки наклонных свай может не быть. Дл уменьшени прогиба стенки в середины пролета между анкерным креплением и дно.м на рассто нии от анкера равном 3,25 м устанавливаетс соединительный элемент, представл ющий собой также круглый стержень расчетного сечени . Шарнирные опоры его аналогичны опорам анкернавливаютс водолазами или с подмостей при понижении уровн воды при помощи насосов.They are both vertically and obliquely away from the wall. There may be no sloping piles near the wall. To reduce the deflection of the wall in the middle of the span between the anchoring and the bottom m at a distance of 3.25 m from the anchor, a connecting element is inserted, which is also a round rod of the design section. Its pivot bearings are similar to anchor supports by divers or from scaffolds when the water level is lowered by means of pumps.

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пределами призмы обрушени грунтовой за- 20 т ги. Соединительные элементы уста- сыпки. Шпунтова стенка 1 посредством анкерных т г 7-9 соединена с опорой 5 разгружающего устройства. Анкерные т ги 7-9 образуют много русную анкеровку стенки, при этом опора 5 и т ги выполн ют функцию разрушающего устройства, уменьша прогиб стенки по высоте. Одновременно опора 5 и балка 4 воспринимают часть давлени грунтовой засыпки 2, снижа общее давление грунта на стенку 1. Поверхность скольжени грунтовой засыпки 2 ограничена плоскостью , котора проходит через нижний конец стенки 1 под углом a(45°4-v) кoutside the prism of the collapse of the soil for- 20 tons of gi. Connecting elements for installation. The tongue-and-groove wall 1 is connected to the support 5 of the unloading device by means of anchor bolts. Anchor rods 7-9 form a multi-wall anchoring of the wall, while the support 5 and the rods perform the function of a destructive device, reducing the deflection of the wall in height. At the same time, the support 5 and the beam 4 perceive a portion of the pressure of the soil backfill 2, reducing the total pressure of the soil on the wall 1. The sliding surface of the soil backfill 2 is bounded by a plane that passes through the lower end of wall 1 at an angle a (45 ° 4-v) to

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Claims

The invention relates to hydraulic construction and is intended for use in the design and construction of berthing facilities. The purpose of the invention is to increase the reliability of work and reduce the deflection of the wall in height. The drawing shows a quay of the quay, a transverse section. The quay embankment includes a sheet pile wall 1, a ground filling 2 from the shore and an operational load 3 located above the ground filling 2. Within the ground filling there is a horizontal beam 4, one end of which is rigidly connected to the support 5 unloading, its devices are partially rude in the ground base and installed within the prism of the collapse of the soil backfill. The other end of the beam 4 is associated with pile supports 6, which are roughened at the base outside the prism of the earth backfill. The tongue-and-groove wall 1 is connected to the support 5 of the unloading device by means of anchor bolts. Anchor rods 7-9 form a multi-wall anchoring of the wall, while the support 5 and the rods perform the function of a destructive device, reducing the deflection of the wall in height. At the same time, the support 5 and the beam 4 perceive part of the pressure of the soil backfill 2, reducing the total pressure of the soil on the wall 1. The sliding surface of the soil backfill 2 is bounded by a plane that passes through the lower end of wall 1 at an angle a (45 ° 4-v) to the horizon (where p is the angle of the internal friction of the earth backfill, prior to its intersection with the surface of the backfill soil). As an example of a specific embodiment, there may be a retaining wall of ulpunta L-IV with a length of 14.5 m, having a free height of 8.5 m and a depth of 6.0 m. The ground of sand is filled with an internal friction angle of 30 °. The depth of the anchoring point of the wall is 2.0 m. At this depth, the prism zone of the backfill soil spreads from the wall to a distance of 6.9 m (12Xctga) 12-х ctg60 ° 12X 0, 9 m). Anchor draft is made of a round rod with a diameter of 60 mm. The elements of the anchor support are made of reinforced concrete. Anchor hinge with a wall is normal, and with a pile support - through a specially made hinge. For the pressure of the ground pressure, the pile of the anchor support is located at a distance of 3.0 m from the wall. With such a length, the anchor cable has practically no sagging under its own weight, therefore, no pre-tension is required. To increase the holding capacity of the anchor support, the piles are positioned both vertically and obliquely away from the wall. There may be no sloping piles near the wall. To reduce the deflection of the wall in the middle of the span between the anchoring and the bottom m at a distance of 3.25 m from the anchor, a connecting element is inserted, which is also a round rod of the design section. Its pivot bearings are similar to anchor pillars. The connecting elements are installed by divers or with scaffolds when the water level is lowered by means of pumps. Claim I. Ivna berth, including tongue-and-groove wall, upper superstructure, unloading device in the form of a support fixed in the base and connected to the tongue wall, and anchor elements in the form of tg, one end of which is pivotally connected to the sheet pile on the side ground fill and pile supports, distinguishing with that. that, in order to increase the reliability of operation, the unloading device is placed within the zone of the prism of the creep of the soil backfill and is rigidly connected by means of a horizontal beam to the pile supports embedded in the base beyond the prism of the collapse of the soil backfill, while the opposite end of the rod is hinged to the unloading support devices.

2. Embankment according to claim 1, characterized in that, in order to reduce the deflections of the wall in height, it is equipped with several taps placed along the height of the soil backfill between the sheet pile wall and the support of the unloading device.