SU767299A1

SU767299A1 - Frame for high building or tower structure

Info

Publication number: SU767299A1
Application number: SU782660632A
Authority: SU
Inventors: Виктор Георгиевич Корнилов
Priority date: 1978-09-06
Filing date: 1978-09-06
Publication date: 1980-09-30

Description

Изобретение относится к строительству каркасных гражданских и производственных зданий, преимущественно многоэтажных,высотных и башенных каркасных сооружений типа 5 радио и телевизионных башен, и представляет собой конструктивное решение несущего каркаса здания или сооружения.The invention relates to the construction of frame civil and industrial buildings, mainly multi-story, high-rise and tower frame structures of type 5 radio and television towers, and is a constructive solution of the supporting frame of a building or structure.

Известны конструктивны^ решения 10 каркасных конструкций зданий, в которых вантовые предварительно напряженные элементы крепятся к верхней траверсе, устанавливаемой на жесткое внутреннее ядро, и закрепляются 15 в фундаменте [1].Constructive solutions of 10 frame structures of buildings are known, in which cable-stayed prestressed elements are attached to the upper beam installed on a rigid inner core and 15 are fixed in the foundation [1].

Известны также конструктивные решения башенных сооружений, в которых квантовые элементы применяются в качестве продольных элементов, повы- 20 шающих изгибную жесткость сооружения, а также в виде стержней предварительно напряженной крестовой решетки, способной воспринимать сжимающие. усилия [2^. 25Structural solutions of tower structures are also known in which quantum elements are used as longitudinal elements that increase the bending stiffness of a structure, as well as in the form of rods of a prestressed cross grating capable of perceiving compressive ones. efforts [2 ^. 25

Общим недостатком известных конструкций вантовых каркасов зданий является то, что несущее ядро имеет слабую статико-геометрическую связь с системой вантовых элементов. Эта 30 связь выражается в некотором эффекте самонапряжения, который проявляется при действии на каркасы поперечных нагрузок. Что же касается обеспечения прочности и устойчивости внутреннего ядра, то здесь известные решения вантовых каркасов недостаточно эффективны и прочностные свойства элементов каркаса используются не полностью. Заключается это в том, что внутреннее ядро воспринимает внецентренно сжимающие нагрузки и для достаточно высоких сооружений обеспечение прочности и устойчивости ядра требует значительно большего расхода материала по сравнению с элементами, воспринимающими только осевые нагрузки. · - . Наиболее близким к изобретению по технической сущности является конструктивное решение здания, имеющего форму усеченной пирамиды и включающего колонны, объединенные стержнями решетки в пространственную неизменяемую систему, предварительно напряженные ванты, закрепленные в верхней диафрагме и в фундаменте, и опирающиеся на ванты плиты перекрытий и промежуточные диафрагмы [з}.A common drawback of the known structures of cable-stayed building frames is that the supporting core has a weak static-geometric connection with the cable-stayed system of elements. This 30 connection is expressed in a certain effect of self-stress, which manifests itself when a transverse load is applied to the frames. As for ensuring the strength and stability of the inner core, here the well-known solutions of cable-stayed frames are not effective enough and the strength properties of the frame elements are not fully used. This consists in the fact that the inner core perceives eccentric compressive loads and for sufficiently high structures, ensuring the strength and stability of the core requires a significantly higher material consumption compared to elements that accept only axial loads. · -. Closest to the invention in technical essence is a constructive solution of a building having the shape of a truncated pyramid and including columns connected by lattice rods into a spatial unchanged system, prestressed cables fixed in the upper diaphragm and in the foundation, and resting on the slabs of the floor slabs and intermediate diaphragms [ h}.

Недостаткомданной конструктивной схем* является то, что она не допус. кает возможности создания начальных внутренних усилий в основных несущих элементах каркаса. Чтобы это стало возможным, потребовалось бы дополнить крестовую решетку сжатыми распорками, что сразу снижает эффективность использования прочностных свойств материала конструкции. Отсюда следует, что возможности дальнейшего существенного совершенствования такой схемы ограничены. В частности, ограничена возможность применения высокопрочных материалов для колонн и крестовой решетки, так как значительное повышение напряжений приведет к соответствующему увеличению деформативности сооружения.The disadvantage of this constructive scheme * is that it is not permissible. There is the possibility of creating initial internal efforts in the main supporting elements of the frame. To make this possible, it would be necessary to supplement the cross grate with compressed struts, which immediately reduces the efficiency of using the strength properties of the material of the structure. It follows that the possibilities for further substantial improvement of such a scheme are limited. In particular, the possibility of using high-strength materials for columns and a cross grate is limited, since a significant increase in stresses will lead to a corresponding increase in the deformability of the structure.

Цель решения - повышение использования прочностных свойств материалов каркаса.'The purpose of the solution is to increase the use of the strength properties of frame materials. '

Указанная цель достигается тем, что в каркасе высотного здания или башенного сооружения, включающем 'колонны, объединенные в неизменяемую систему стержнями решетки, предварительно напряженные ванты, закрепленные в верхней диафрагме и в фундаменте, и опирающиеся на ванты перекрытия и промежуточные диафрагмы, колонны расположены в плане в углах выпуклого многоугольника, а их продоль- . ная ось имеет полигональное или криво-’ линейное очертание с выпуклостью наружу каркаса, причем часть перекрытия соединена с колоннами жесткими или выключающимися связями.This goal is achieved by the fact that in the skeleton of a high-rise building or tower structure, including columns connected in an unchanged system by lattice rods, prestressed cables fixed in the upper diaphragm and in the foundation, and supported by overlapping cables and intermediate diaphragms, the columns are located in plan in the corners of a convex polygon, and their longitudinal. the main axis has a polygonal or curvilinear outline with a bulge outward of the frame, and part of the overlap is connected to the columns by rigid or disconnected connections.

Кроме того, возможно выполнение каркаса из секций, причем напрягаемые ванты закреплены в смежных диафрагмах.......In addition, it is possible to carry out a frame from sections, and the strained cables are fixed in adjacent diaphragms .......

Колонны между собой соединены стержнями 'крестовой решетки. Вследствие , искривленности колонн при предварительном напряжении вантовых элемен* той в стержнях решетки возникают растягивающие усилия, обеспечивающие * неизменяемость каркаса, в котором 'отсутствуют внецентренно сжатые элементы. Это обеспечивает меньший удельный расход материалов на каркас по сравнению с известными конструкция ми.The columns are interconnected by rods' cross lattice. As a result of the curvature of the columns under prestressing of the cable-stayed element *, tensile forces arise in the rods of the lattice, which ensure * the immutability of the frame, in which there are no eccentrically compressed elements. This provides a lower specific consumption of materials per frame in comparison with the known constructions.

На фиг. ί показана конструкция каркаса высотного здания', на фиг. 2, разрез А-А. на фиг.1; на фиг.3- каркас башенного сооружения, компоновка из трех секций; на фиг. 4 - то же, поперечный разрез.In FIG. ί shows the frame structure of a high-rise building, на in FIG. 2, section AA. figure 1; figure 3 - frame tower structure, an arrangement of three sections; in FIG. 4 - the same, transverse section.

Каркас здания или сооружения состоит из колонн 1, стержней 2 крестовой решетки, продольных пред в ари' тёльно напряженных вантов 3, перекрытий или диафрагм 4 г жёстких или выключающихся связей 5, траверсы 6 и фундамента 7.The frame of a building or structure consists of columns 1, rods 2 of the cross grating, longitudinally pre-stressed cables 3, ceilings or diaphragms 4 g of rigid or cut-off connections 5, crosshead 6 and foundation 7.

Колонны каркаса в плане расположены в углах выпуклого многоугольника. По высоте колонны имеют полиго- / нальное, либо криволинейное очертание с выпуклостью, обращенной наружу каркаса.The columns of the frame in the plan are located in the corners of a convex polygon. The columns are polygonal / curved or curved in height with a bulge facing outward of the frame.

К колоннам 1 крепятся стержни 2 крестовой решетки, которые обеспечивают неизменяемость каркаса при действии вертикальных и горизонтальных нагрузок.To the columns 1 are attached rods 2 of the cross grating, which ensure the immutability of the frame under the action of vertical and horizontal loads.

Продольные напрягающие ванты 3 закреплены на траверсе бив фундаменте 7. На ванты опираются перекрытия или диафрагмы 4, некоторые из которых могут быть соединены с колоннами жесткими или выключающимися связями 5.The longitudinal tensioning cables 3 are fixed on the cross beam against the foundation 7. The cables or diaphragms 4 are supported on the cables, some of which can be connected to the columns by rigid or disconnecting connections 5.

Колонны являются основными несущими элементами каркаса и восприни15 мают всю вертикальную нагрузку от перекрытий, усилия предварительного напряжения, создаваемые, вантами, а также воспринимают частично усилия от горизонтальных нагрузок. Стержни крестовой решетки являются для колонн постелью, препятствующей их направленной деформации из их плоскости наружу здания или сооружения.Columns are the main load-bearing elements of the frame and take up the entire vertical load from the floors, the prestressing forces created by the cables and also partially absorb the forces from horizontal loads. The rods of the cross lattice are a bed for the columns, preventing their directional deformation from their plane to the outside of the building or structure.

Величина усилий предварительного напряжения вантов. выбирается из условия, чтобы при действии на каркас горизонтальных нагрузок не происходило выключения из работы стержней крестовой решетки. Прогиб колонн принимается незначительным, порядка Λ, высоты колонны, и подбирается в зависимости от конкретного соотношения величин вертикальных и горизонтальных нагрузок. Таким образом, колонны работают на центральные сжимающие усилия и практически не могут потерять устойчивости, поскольку взаимно раскреплены стержнями, являющимися по условию всегда растянутыми .The magnitude of the efforts of prestressing the cables. is selected from the condition that, when horizontal loads are applied to the frame, the rods of the cross grating are not turned off from work. The deflection of the columns is assumed to be insignificant, of the order of Λ, the height of the column, and is selected depending on the specific ratio of the values of vertical and horizontal loads. Thus, the columns work on central compressive forces and practically cannot lose stability, since they are mutually unfastened by rods, which are always stretched by condition.

При действии на здание (сооружение) симметричных вертикальных нагрузок от перекрытий усилия в колонных возрастают и колонны стремятся увеличить прогиб, чему препятствуют стержни решетки. При действии на сооружение горизонтальных нагрузок, как показывает кинематический анализ, усилия в напрягаемых вантах 3 практически остаются неизменными, а восприятие нагрузок осуществляется в основном колоннами и стержнями 2. При этом является благоприятным тот факт, что при продольно-поперечном изгибе каркаса происходит выравнивание усилий в стержнях решётки вследствие относительно небольшой собственной изгибной жёсткости колонн. Это исключает возможность перенапряжения отдельных стержней решетки колонн при различных возможных сочетаниях расчетных нагрузок и свидетельствует о рациональном использовании прочностных свойств элементов конструкции.When symmetrical vertical loads from the floors are applied to the building (structure), the forces in the columns increase and the columns tend to increase the deflection, which is prevented by the bars of the lattice. Under the action of horizontal loads on the structure, as shown by the kinematic analysis, the forces in the tensioned shunts 3 practically remain unchanged, and the loads are perceived mainly by columns and rods 2. At the same time, it is favorable that during longitudinal-transverse bending of the frame, the forces equalize lattice rods due to the relatively small intrinsic bending stiffness of the columns. This eliminates the possibility of overvoltage of individual rods of the lattice of columns with various possible combinations of design loads and indicates the rational use of strength properties of structural elements.

Предлагаемая конструкция каркаса представляет собой предварительно .30 напряженную самоуравновешенную стержневую систему, в которой усилия в стержнях решетки непосредственно зависят от усилий натяжения продольных напрягаемых вантов. Коэффициент связи (влияния) этих усилий подбирается в необходимых пределах путем подбора кривизны колонн. Этим достигается оптимальное использование прочностных свойств элементов каркаса.The proposed frame design is a pre-.30 stressed self-balanced rod system in which the forces in the lattice rods are directly dependent on the tensile forces of the longitudinal tensioned cables. The coupling (influence) coefficient of these efforts is selected within the necessary limits by selecting the curvature of the columns. This ensures the optimal use of the strength properties of the frame elements.

Пример конструктивного решенияба-; шейного высотного сооружения показан на фиг. 3 и 4. Здесь, с целью рационального распределения усилий предварительного напряжения, применено разделение каркаса по высоте на три секции по типу приведенного каркаса на фиг. 1 и 2. Это дает возможность подобрать сечения элементов каркаса и величины предварительного напряжения в зависимости от действующих усилий.’ Аналогичное решение возможно и для каркасных зданий.An example of a constructive solution; a cervical high-rise structure is shown in FIG. 3 and 4. Here, in order to rationally distribute the prestressing forces, the frame is divided in height into three sections according to the type of the frame shown in FIG. 1 and 2. This makes it possible to choose the cross-sections of the frame elements and the prestressing values depending on the current forces. ’A similar solution is possible for frame buildings.

Предпочтительными в настоящее время материалами для основных элементов каркаса здания являются для .колонн .— сталь или железобетон) для вантов рационально применение высокопрочной стали с их обетонированием после монтажа перекрытий и их предварительного напряжения для стержней крестовой решетки, жесткость которых на растяжение определяет в основном изгибную жесткость каркаса, предпочтительно применение сборного предварительно напряженного железобетона. Для каркасов сооружений типа радио 35 и телевизионных башен рационально применение стали. Предлагаемая конструкция снижает металлоемкость, обеспечивая при этом долговечность и улучшение эксплуатационных качеств, ' ._ обеспечивает повышенную пожаростойкость, поскольку несущие колонны и стержни решетки могут быть вынесены на достаточно большое расстояние от помещений здания (т. е,. возможного очага пожара), и дополнительная изо- 45 ляция их может отсутствовать, либо быть минимальной. Пожарная изоляция вантовых элементов, имеющих обычно компактное сечение, надежно осуществляется при незначительных расходах 50 I огнезащитных материалов (путем обетонирования, обмазок, облицовок и т. п. средствами).The currently preferred materials for the main elements of the building frame are for columns — steel or reinforced concrete) for cable-stayed ones it is rational to use high-strength steel with their concrete coating after installation of ceilings and their prestressing for cross bars, whose tensile stiffness determines mainly bending stiffness frame, preferably the use of precast reinforced concrete. For the frames of structures such as radio 35 and television towers, the use of steel is rational. The proposed design reduces the metal consumption, while ensuring durability and improving performance, '._ provides increased fire resistance, since the supporting columns and lattice rods can be carried out at a sufficiently large distance from the premises of the building (i.e., a possible fire source), and additional their isolation may be absent or minimal. Fire insulation of cable-stayed elements, which usually have a compact section, is reliably carried out at low costs of 50 I fire-retardant materials (by concreting, coating, coating, etc. means).

Кроме того, предложенный каркас эдания или сооружения имеет разнообразные архитектурно-планировочные решения, так как эксплуатируемые площади помещений свободны от массив5 ных конструктивных элементов.In addition, the proposed building or building frame has a variety of architectural and planning solutions, since the exploited floor space is free from massive structural elements.

Claims

(54) FRAME OF A HIGH-RISE BUILDING OR A TOWER The invention relates to the construction of frame civil and industrial buildings, mainly multi-storey, high-rise and tower frame structures such as radio and television towers, and is a constructive solution of a building supporting frame or structure. Structural solutions are known for frame structures of buildings in which cable-stayed pre-HanjJ elements are fastened to an upper traverse mounted on a rigid internal core and fixed in foundation 1. Structural solutions of tower structures are also known, in which quantum elements are used as longitudinal elements, which increase the flexural rigidity of the structure as well as in the form of rods of a preliminarily stressed cross grid capable of perceiving compression. Effort 2. A common disadvantage of the known constructions of the cable-stayed skeletons of buildings is that the carrying core has a weak static-geometric connection with the system of cable-stayed elements. This COORD: The iNA bond is expressed in some self-stressing effect, which is manifested when lateral loads act on the frames. As for ensuring the strength and stability of the internal core, here the well-known cable-stayed frame solutions are not sufficiently effective and the strength properties of the frame elements are not fully used. This consists in the fact that the internal core perceives eccentric compressive loads and, for sufficiently high structures, ensuring the strength and stability of the core requires a much larger material consumption compared with elements that only accept axial loads. . The closest to the invention to the technical essence is a constructive solution of a building having the shape of a truncated pyramid and including columns, combined with lattice rods in a spatial unchangeable system, prestressed cables, fixed in the upper diaphragm and in the foundation, and resting on the panel plates overlaps and intermediate diaphragms h. The net point of this design concept is that it does not allow the creation of initial internal forces in the main bearing elements of the framework. In order to make this possible, it would be necessary to supplement the cross grid with compressed struts, which immediately reduces the efficiency of using the strength properties of the material of the structure. It follows that the possibilities for further substantial improvement of such a scheme will be limited. In particular, the possibility of using high-strength materials for columns and a cross grid is limited; Since a significant increase in stresses will lead to a corresponding increase in deformability, the purpose of the solution is to increase the use of the strength properties of framework materials,. -, --- This goal is achieved by the fact that in the frame of a high-rise building or a tower building, the columns are incorporated into an immutable system with lattice rods, prestressed cables locked in the upper diaphragm and in the foundation, and supported on the cables overlapping and intermediate diaphragms, the columns are located in the plan in the corners of a convex polygon, and their longitudinal axis has a polygonal or curved linear outline with convexity outward of the frame, with part of the overlap connected to the columns with rigid or yklyuchayuschimis bonds. . In addition, it is possible to make the frame of the sections, with the tension of the cables fixed in the adjacent diaphragms. ------ --V.- --J ---; -: -; - .- ,, -:, -: .-- The columns are interconnected by a stack of a cross grid. Due to the curvature of the columns, pre-stressing of the cable-stayed elements in the rods of the lattice, tensile EFFORTS occur, ensuring that the skeleton is unchangeable in which there are no eccentrically compressed elements .. This provides a lower investment of materials for the frame than the known structures --- V In FIG. Figure 1 shows the structure of a high-rise building; in fig. 2 section AA. figure 1; on fig.Z-KUfiKa tower soo u, KONmoHOBica of three sections; in fig. 4 - the same cross section. The frame of a building or structure consists of columns 1, rods 2 of 7th grate chairs, prdol1n1ykh pre-tensioned cables 3, overlapping or diaphragms 4, rigid or deactivating connections 5, traverse 6 and foundation 7. The pillars of the frame in the plan are located in the corners of a convex polygon . The columns have a polygonal or curvilinear outline with the convexity facing the outside of the frame. The rods 2 of the cross-grating are attached to columns 1, which ensure the stability of the framework under the action of vertical and horizontal loads. The longitudinal tension cables 3 are fixed on the cross member of foundation 7. The overlaps or diaphragms 4 are supported on the cables, some of which can be connected to the columns by rigid or deactivating connections 5. The columns are the main supporting elements of the frame and take up the entire vertical load from the tails The forces exerted by the prestress generated by the guys as well as partially absorb the forces from horizontal loads. The bars of the cross grid are a bed for the columns, preventing their directional deformation from their plane to the outside of the building or structure. The magnitude of the efforts of the pre-tensioned guy. It is chosen from the condition that when the horizontal loads are applied to the frame, the rods of the cross grid do not turn off. The deflection of the columns is assumed to be insignificant, in the order of the height of the column, and is selected depending on the specific ratio of the values of vertical and horizontal loads. Thus, the columns operate on central compressive forces and are practically unable to lose their stability, since the mutually detached rods, which by the condition are always stretched. When acting on a building (structure) of symmetrical vertical loads from overlapping forces in columns, the columns increase, and the columns tend to increase the deflection, which is prevented by the lattice rods. Under the effect of horizontal loads on the structure, as shown by kinematic analysis, the forces in yapreimy guys 3 remain almost unchanged, and the loads are perceived mainly by columns and rods 2. In this case, it is favorable that the bending of the frame is the alignment of efforts in the rods of the lattice due to the relatively small proper bending-stiffness of the columns. This eliminates the possibility of overstressing individual rods of the column grid at various possible combinations of design loads and indicates a rational use of the strength properties of structural elements. The proposed frame design is a pre-stressed, self-balanced rod system in which the forces in the rods of the lattice directly depend on the tension forces of the longitudinal tension cables. The coupling coefficient (influence) of these efforts is adjusted to the required limits by adjusting the curvature of the columns. This achieves optimal utilization of the rfpO4 bony properties of framework elements. An example of a constructive solution to a tower high-rise structure, Pokiza1H in FIG. 3 and 4. Here, from the rational distribution of the efforts of the preliminary stress, the division of the framework in height into three sections according to the type of the framework in FIG. 1 and 2. This makes it possible to select the cross-sections of the frame elements and the magnitude of the prestress depending on the acting EFFORTS; A similar solution is possible for frame buildings. Presently preferred materials for the main elements of the building framework are for columns (steel or reinforced concrete) for the cables, it is rational to use high-strength steel with their concrete after the installation of floor slabs and their prestressing for rods of the cross grid, whose stiffness is tensile determines mainly the flexural rigidity of the framework, it is preferable to use precast reinforced concrete For frameworks of structures such as radio and television towers rationally ix steel. The proposed design reduces metal consumption, both furnaces at the same time durability and improved performance, provides increased fire resistance, since the carrier columns and rods of the lattice can be placed at a sufficiently large distance from the building (i.e. possible fire), and additional insulation their qi may be absent or be minimal. Fire insulation of cable elements, which usually have a compact cross section, is reliably carried out with insignificant consumption of flame retardant materials (by molding, coating, coatings, etc. means). In addition, the proposed frame of a building or structure has a variety of architectural and planning solutions, since the operating areas of the premises are free from massive structural elements. Formula of the invention 1. The framework of a high-rise building or a tower building, including columns, combined into an immutable system with lattice rods, prestressed gantries Fixed in the upper diaphragm and in the basement, and leaning on the overlapping shrouds and intermediate diaphragms, which are that, in order to increase the use of the strength properties of framework materials, the columns are arranged in plan in the corners of a convex polygon1: a, and their longitudinal axis has a polygonal or curvilinear outline with convexity of Already frame. 2. The framework according to claim 1, characterized in that, in order to more efficiently distribute the prestressing forces over the height of the building or structure, it is made of sections, and the tensioned vaits of the sections are fixed in adjacent diaphragms. , 3. The framework according to claim 1, characterized in that, in order to increase its rigidity, part of the overlap is connected to the columns by rigid connections. 4. A skeleton according to claim 1, characterized in that, in order to improve the seismic resistance of a building or a structure, part of the ceilings are connected to the columns with switch-off links. Sources of information taken into account in the examination 1. M. Kokov and others. Metal frames of civilian buildings. Kiev, Budivelnik, 1976, p. 93 102, fig. 22-25.

2. Belen E.I. Pre-stressed supporting metal co-structures, M., Stroyizdat, 1975, p. 4552, fig. 139.

3. Construction of high-rise buildings abroad (review). Foreign construction experience, M., TsINIS, 1973, p. 24, FIG. sixteen.

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