WO2022033030A1 - 一种基于空间曲面轨迹的框架结构建筑物纠倾方法 - Google Patents

一种基于空间曲面轨迹的框架结构建筑物纠倾方法 Download PDF

Info

Publication number
WO2022033030A1
WO2022033030A1 PCT/CN2021/081333 CN2021081333W WO2022033030A1 WO 2022033030 A1 WO2022033030 A1 WO 2022033030A1 CN 2021081333 W CN2021081333 W CN 2021081333W WO 2022033030 A1 WO2022033030 A1 WO 2022033030A1
Authority
WO
WIPO (PCT)
Prior art keywords
building
inclination
foundation
underpinning
slope
Prior art date
Application number
PCT/CN2021/081333
Other languages
English (en)
French (fr)
Inventor
贾强
张鑫
范夕森
崔冠科
Original Assignee
山东建筑大学
山东建大工程鉴定加固研究院
山东建固特种专业工程有限公司
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 山东建筑大学, 山东建大工程鉴定加固研究院, 山东建固特种专业工程有限公司 filed Critical 山东建筑大学
Publication of WO2022033030A1 publication Critical patent/WO2022033030A1/zh

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations

Definitions

  • the present disclosure relates to the field of building inclination correction, in particular to a method for inclination correction of a frame structure building based on a space curved surface trajectory.
  • Building tilt rectification refers to the uneven settlement of the foundation of the building due to some reason of the foundation, the foundation or the building itself, and its superstructure deviates from the vertical position and tilts. The measures taken to ensure the safety of the building and restore its normal use function when it affects the safety and normal use of the building.
  • Building displacement is the process of setting up underpinning chassis and displacement rails under the original building, cutting the upper structure of the building from the original foundation, and setting up a traction or push device on one side of the building to move the building to a new site.
  • the general building displacement technology mostly moves the building along the horizontal direction.
  • the rotation path of this method is two-dimensional, and the cross-section is a part of the arc, and the applicable conditions are limited: only the inclination direction of the building is consistent with the arrangement direction of the main axis of the vertical components (columns or walls) of the building, the method can be used
  • the seismic isolation structure formed can only play a seismic isolation role when the direction of the seismic force is consistent with the direction of the rotation and displacement of the building; but in fact, the inclination direction of the building is related to the distribution of the foundation soil, which is very random and very random.
  • the purpose disclosed by the present invention is to provide a method for rectifying the inclination of a frame structure building based on a space curved track, aiming at the defects existing in the prior art, aiming at the overall tilt that may occur in any direction of the building, by rotating and shifting the three-dimensional space curved track.
  • Tilt rectification overcomes the limitation that the current two-dimensional path rectification is difficult to rectify the inconsistency between the inclination direction and the main axis arrangement direction, and after rectification can form a self-recovery structure that can isolate earthquake forces in any direction.
  • a method for rectifying the inclination of a frame structure building based on a space surface trajectory comprising the following steps:
  • the shape of the side slope of the working pit is a space curved surface structure corresponding to the inner surface of the spherical part, and the independent foundation of the building is completely exposed, and all of them are within the scope of the working pit;
  • underpinning beams on the top of the independent foundation and on both sides of the frame columns, clamp the frame columns from both sides of the frame columns and connect them with the frame columns, and the underpinning beams are perpendicular to the frame columns;
  • the earthwork below the independent foundation is excavated, so that the load of the building is directly transferred from the independent foundation to the foundation, and is transferred to the foundation under the slope through the underpinning beam, the annular curved beam and the displacement track;
  • the center of the sphere corresponding to the slope is directly above the centroid of the independent foundation plane of the building, and the circular edge line of the bottom of the slope is the intersection of the sphere and the horizontal plane where the bottom surface of the independent foundation with maximum settlement is the elevation.
  • the bottom circular edge line is greater than the diagonal length of the building, and the control independent foundation is within the scope of the work pit.
  • the independent foundation with the largest settlement shall be excavated to the elevation along the bottom edge of the working pit slope, and other independent foundations shall be excavated to the bottom surface of the foundation.
  • the slabs are laid along the slope, and assembled to form a space curved surface with the same curvature as the slope, as a rotational displacement track.
  • the underpinning beams are connected to the frame columns through the steel bars pre-inserted in the frame columns, and the underpinning beams are arranged along the longitudinal and horizontal columns of the frame columns, and the underpinning beams form a grid within the scope of the building.
  • the position of its highest point gradually decreases while rotating along the annular direction, and the position of the lowest point gradually rises while rotating along the annular direction, so that the radial plane of the annular curved beam tends to be horizontal, and the building The slope rate gradually decreases.
  • rubber bearings are arranged in the gap between the bottom of the annular curved beam and the bottom surface of the working pit, and the slope foundation is used to jointly bear the load of the upper building.
  • the concrete floor is poured on the top of the curved beam and the underpinning beam to restore the function of the building.
  • the tilt correction is realized by the rotation and displacement of the three-dimensional space curved track, which overcomes the limitation that the current two-dimensional path tilt correction is difficult to correct the tilt direction inconsistent with the main axis arrangement direction, and After rectification, it can form a self-recovery structure that can isolate earthquakes in any direction;
  • the constructed trajectory surface is a spherical partial structure of a three-dimensional space curved surface, which can be suitable for ground settlement rectification in any direction, as well as isolation effects for earthquakes in any direction, overcoming the two-dimensional path rectification mentioned in the background art.
  • the annular curved beam as the rotary moving device, there is no need to set the rotary displacement device along the entire length of the track, the body is light and material is saved;
  • FIG. 1 is a plan view of an independent foundation before a building is rectified in an embodiment of the present disclosure
  • FIG. 2 is an elevation view of a building in the longitudinal direction (X-axis direction) before tilt correction in the embodiment of the present disclosure
  • FIG. 3 is an elevation view of a building before the lateral (Y-axis direction) inclination correction in the embodiment of the disclosure
  • FIG. 4 is a plan view of an independent foundation exposed by annular excavation around a building according to an embodiment of the disclosure
  • FIG 5 is an elevation view along the longitudinal direction of the building (X-axis direction) in which the independent foundation is exposed by annular excavation around the building in the embodiment of the present disclosure;
  • FIG. 6 is an elevation view along the lateral direction of the building (Y-axis direction) when the independent foundation is exposed by annular excavation around the building in the embodiment of the disclosure;
  • FIG. 7 is a plan view of the construction underpinning beam and the peripheral ring beam in the embodiment of the present disclosure.
  • FIG. 8 is an elevation view along the longitudinal direction of the building (X-axis direction) of the construction underpinning beam and the peripheral ring beam in the embodiment of the present disclosure
  • Fig. 9 is the elevation view along the building transverse direction (Y-axis direction) of the construction underpinning beam and the peripheral ring beam in the embodiment of the present disclosure
  • FIG. 10 is an elevation view along the longitudinal direction of the building (X-axis direction) of excavating the foundation soil under the independent foundation according to the embodiment of the disclosure;
  • FIG. 11 is an elevation view along the lateral direction of the building (Y-axis direction) of excavating the foundation soil under the independent foundation according to the embodiment of the disclosure;
  • FIG. 13 is an elevation view of the building along the longitudinal direction (X-axis direction) when the rotation and inclination correction is completed in the embodiment of the present disclosure
  • FIG. 14 is an elevation view of the building along the lateral direction (Y-axis direction) when the rotation and tilt correction are completed in the embodiment of the present disclosure
  • 15 is a plan view of the building after the rubber laminate is installed under the ring beam according to the embodiment of the disclosure.
  • 16 is an elevation view of the building along the longitudinal direction (X-axis direction) after the rubber laminate is installed under the ring beam according to the embodiment of the present disclosure
  • FIG. 17 is an elevation view of the building along the lateral direction (Y-axis direction) after the rubber laminate is installed under the ring beam according to the embodiment of the disclosure.
  • the present disclosure proposes a method for rectifying the inclination of a frame structure building based on the trajectory of a space curved surface.
  • FIGS. 1 to 17 a method for rectifying the inclination of a frame structure building based on the trajectory of a space curved surface is proposed.
  • a method for rectifying the inclination of a frame structure building based on a space surface trajectory comprising the following steps:
  • the shape of the side slope of the working pit is a space curved surface structure corresponding to the inner surface of the spherical part, and the independent foundation 4 of the building is completely exposed, and all are within the scope of the working pit;
  • underpinning beams on the top of the independent foundation and on both sides of the frame column 5, clamp the frame column from both sides of the frame column and fix it with the frame column, and the underpinning beam is perpendicular to the frame column;
  • the earthwork below the independent foundation is excavated, so that the load of the building is directly transferred from the independent foundation to the foundation, and is transferred to the foundation under the slope through the underpinning beam, the annular curved beam and the displacement track;
  • the curved beam is located between the end of the underpinning beam and the displacement rail, and the height of the curved beam is greater than that of the underpinning beam; the curvature of the contact surface between the curved beam and the space curved displacement rail is the same as the curvature of the displacement rail, and the The angle between the beam and the horizontal plane is the same as the inclination angle of the frame column.
  • the origin of the Cartesian coordinate system is set to coincide with the centroid of the building, and the length direction of the building is defined as the longitudinal direction, which is represented by the X-axis direction of the Cartesian coordinate system.
  • Coordinate axis 1 define the width direction of the building as the horizontal direction, represented by the Y-axis direction, and the figure is along the horizontal (Y-axis) coordinate axis of the building; define the vertical direction of the building as the Z-axis direction;
  • the inclination direction is any direction, and generally does not coincide with the X and Y axis directions.
  • the figure shows the overall inclination and sinking direction of the building 3.
  • the rectification method includes the following steps:
  • the center of the sphere should be directly above the center of the plane of the building; in order to prevent the radian from being too large to increase the traction force during rotation and displacement, and considering the anti-overturning ability of the building in use, the radius of the sphere is usually set as The vertical distance from the vertical center of gravity of the building to the bottom surface of the foundation, so that the force passing through the center of the sphere will not produce the overturning moment of the building rotating along the track;
  • the circular edge line at the bottom of the slope is the intersection line between the sphere and the horizontal plane where the bottom surface of the independent foundation with the largest settlement is the elevation, that is, the lower edge line 8 of the slope.
  • the diameter of the circle should be larger than the diagonal length of the building to ensure that all independent The foundations are all within the scope of the working pit;
  • the circular edge line of the slope top is the intersection line between the sphere and the natural ground, that is, the upper edge line 7 of the slope.
  • the independent foundation with the largest settlement can be excavated to the elevation along the bottom edge of the working pit slope; other independent foundations can be excavated to the bottom surface of the foundation, and the slope can be excavated between the bottom edge of the working pit and the bottom edge.
  • the track can be smooth steel plate or tetrafluoroethylene plate.
  • the curvature of the track is the same as that of the slope; the upper surface of the track is greased to reduce resistance during rotational displacement.
  • reinforced concrete underpinning beams 10 are poured on both sides of the frame column 5, and the underpinning beam is connected with the frame column through the steel bars pre-implanted in the frame column, and the frame column is clamped from both sides;
  • the underpinning beam is perpendicular to the frame column. Since the frame column is inclined before it is rectified, the angle between the underpinning beam and the horizontal plane is the same as the inclination angle of the frame column.
  • the curvature of the contact surface between the curved beam and the space curved track is the same as the curvature of the curved track; when pouring concrete on the curved beam, the steel plate or tetrafluoroethylene plate with the same curvature as the curved track should be used as the bottom formwork; the angle between the curved beam plane and the horizontal plane and the frame column The inclination angle is the same.
  • a traction device is installed on the top of the slope in the direction of the maximum settlement, and the annular curved beam and the buildings supported by it are towed and rotated along the space curved track, and the inclination rate of the upper frame structure is gradually reduced;
  • the support assists the slope foundation to bear the load of the upper building; under the action of an earthquake, the building slides to limit the position and dissipate energy.
  • concrete can be filled between the original independent foundation and the foundation soil to increase the force transmission path of the upper load, and support the upper structure together with the ring beam and the side slope.
  • the contact surface between the curved beam and the track itself has friction; the moment generated by the three forces will block the building from further rotation, and even restore the original equilibrium position.
  • the energy dissipation effect is produced in the reciprocating motion, and the earthquake damage of the building is prevented.
  • the constructed trajectory surface is a spherical partial structure of a three-dimensional space curved surface, which can be suitable for the rectification of foundation settlement in any direction, as well as the isolation effect for earthquakes in any direction, and overcome the limitations of the two-dimensional path rectification mentioned in the background art.
  • the annular curved beam is used as the rotating moving device, and there is no need to arrange the rotating moving device along the entire length of the track, and the body is light and material is saved.

Landscapes

  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Foundations (AREA)

Abstract

本公开提供一种基于空间曲面轨迹的框架结构建筑物纠倾方法，涉及建筑物纠倾领域，在建筑物周围开挖环形工作坑，工作坑的边坡外形为球体部分内表面对应的空间曲面结构，并使建筑物的独立基础完全暴露，且均在工作坑范围内；在工作坑的边坡上对应其空间曲面结构铺设旋转移位轨道；针对建筑物任意方向可能产生的整体倾斜，通过三维空间曲面轨道旋转移位实现纠倾，克服了目前二维路径纠倾难以对倾斜方向与主轴布置方向不一致进行纠倾的限制，并且纠倾后可形成对任意方向地震作用力实现隔震的自恢复结构。

Description

一种基于空间曲面轨迹的框架结构建筑物纠倾方法 技术领域
本公开涉及建筑物纠倾领域，特别涉及一种基于空间曲面轨迹的框架结构建筑物纠倾方法。
背景技术
本部分的陈述仅仅是提供了与本公开相关的背景技术，并不必然构成现有技术。
建筑物纠倾系指建筑物由于地基、基础或建筑物本身的某种原因造成基础不均匀沉降，其上部结构偏离竖直位置而发生倾斜，当建筑物的倾斜程度超过国家有关规范要求、严重影响建筑物安全及正常使用时所采取的以期确保建筑物安全及恢复其正常使用功能的纠倾扶正、加固稳定的措施。
建筑物移位是在原建筑物下方设置托换底盘和移位轨道，将建筑物上部结构与原基础截断，在建筑物一侧设置牵引或者顶推装置，将建筑物移至新址的过程。一般建筑物移位技术多是将建筑物沿水平方向移动。
发明人发现，目前在建筑物倾斜方向上设置圆弧形轨道，并通过旋转移位的方法实现纠倾。但该方法的旋转路径是二维的，截面是圆弧的一部分，适用条件受到限制：只有建筑物倾斜方向和建筑物的竖向构件(柱或墙体)主轴布置方向一致，才能采用该方法；另外，形成的隔震结构在地震作用力方向和建筑物旋转移位方向一致时，才能发挥隔震作用；但是事实上，建筑物倾斜方向和地基土分布有关，有很大随机性，很少正好与建筑物的竖向构件主轴布置方向一致；地震作用的产生也具有随机性，不可能正好与建筑物的隔震结构设置方向一致，因此， 针对任意方向出现倾斜的建筑物，以及对任意方向产生的地震，目前的纠倾方法及隔震结构难以满足需求。
发明内容
本发明公开的目的是针对现有技术存在的缺陷，提供一种基于空间曲面轨迹的框架结构建筑物纠倾方法，针对建筑物任意方向可能产生的整体倾斜，通过三维空间曲面轨道旋转移位实现纠倾，克服了目前二维路径纠倾难以对倾斜方向与主轴布置方向不一致进行纠倾的限制，并且纠倾后可形成对任意方向地震作用力实现隔震的自恢复结构。
一种基于空间曲面轨迹的框架结构建筑物纠倾方法，包括以下步骤：
在建筑物周围开挖环形工作坑，工作坑的边坡外形为球体部分内表面对应的空间曲面结构，并使建筑物的独立基础完全暴露，且均在工作坑范围内；
在工作坑的边坡上对应其空间曲面结构铺设旋转移位轨道；
在独立基础顶部、框架柱两侧布置托换梁，从框架柱两侧夹持框架柱并与框架柱固连，托换梁与框架柱垂直；
在移位轨道与托换梁形成平面相交曲线位置，设置环形曲梁作为托换梁的支撑；
开挖独立基础下方的土方，使得建筑物的荷载由独立基础直接传递给地基转变为通过托换梁、环形曲梁、移位轨道传递给边坡下方的地基；
驱动环形曲梁带动建筑物沿空间曲线移位轨道进行旋转移位，使得上部框架结构建筑物倾斜率逐渐减小至符合规范后停止；
处理工作坑，完成纠倾。
进一步地，边坡对应球体的球心在建筑物独立基础平面形心的正上方，边坡 坡底圆形边沿线是球体与沉降最大独立基础底面位置为标高的水平面的交线，边坡坡底圆形边沿线大于建筑物的对角线长度，控制独立基础均在工作坑范围内。
进一步地，沉降最大独立基础开挖至工作坑坡底边沿线标高，其他独立基础开挖至基础底面。
进一步地，沿边坡铺设板件，拼合形成与边坡曲率相同的空间曲面，作为旋转移位轨道。
进一步地，托换梁通过预先置入框架柱内的钢筋与框架柱相连，沿框架柱的纵列和横列布置托换梁，托换梁在建筑物范围内形成网格状。
进一步地，环形曲梁运动的过程中，其最高点位置沿环向转动的同时逐渐下降，最低点位置沿环向转动的同时逐渐上升，使环形曲梁径向所在平面趋于水平，建筑物倾斜率逐渐减小。
进一步地，在建筑物纠倾至符合规范后，在环形曲梁底部与工作坑底面的空隙中，布置橡胶支座，配合边坡地基共同承载上部建筑物荷载。
进一步地，完成纠倾后，在曲梁和托换梁顶浇注混凝土楼地面，恢复建筑物使用功能。
与现有技术相比，本公开具有的优点和积极效果是：
(1)针对建筑物任意方向可能产生的整体倾斜，通过三维空间曲面轨道旋转移位实现纠倾，克服了目前二维路径纠倾难以对倾斜方向与主轴布置方向不一致进行纠倾的限制，并且纠倾后可形成对任意方向地震作用力实现隔震的自恢复结构；
(2)采用旋转移位的方法纠倾，相比迫降的方法更简单、安全、可控，不需要事先预估沉降量、掏土和灌水量，只需要采用常规的测量手段直观地完成纠 倾，能够平滑稳定的实现对建筑物整体的旋转纠倾，提升纠倾过程中的可靠性，保证框架式建筑物整体结构的稳定；
(3)构建的轨迹面为三维空间曲面的球面部分结构，能够适合任意方向的地基沉降纠倾，以及对任意方向地震产生隔震效果，克服背景技术中所提到的二维路径纠倾的局限性，并且，用环形曲梁作为旋转移动装置，无需沿着轨道通长设置旋转移位装置，体型轻巧，节省材料；
(4)填塞叠层橡胶片，形成橡胶支座，该支座在正常使用状态下，协助边坡地基承担上部建筑物荷载；在地震作用下，建筑物滑动时起到限位和耗能作用，独立基础可不与建筑物截断，在非抗震设防地区，可在原独立基础与地基土之间填筑混凝土，增加上部荷载的传力路径。
附图说明
构成本公开的一部分的说明书附图用来提供对本公开的进一步理解，本公开的示意性实施例及其说明用于解释本公开，并不构成对本公开的不当限定。
图1为本公开实施例中建筑物纠倾前独立基础的平面图；
图2为本公开实施例中建筑物纵向(X轴方向)纠倾前的立面图；
图3为本公开实施例中建筑物横向(Y轴方向)纠倾前的立面图；
图4为本公开实施例中建筑物周边环形开挖露出独立基础的平面图；
图5为本公开实施例中建筑物周边环形开挖露出独立基础的沿建筑物纵向(X轴方向)的立面图；
图6为本公开实施例中建筑物周边环形开挖露出独立基础的沿建筑物横向(Y轴方向)的立面图；
图7为本公开实施例中施工托换梁和周边环梁的平面图；
图8为本公开实施例中施工托换梁和周边环梁的沿建筑物纵向(X轴方向)的立面图；
图9为本公开实施例中施工托换梁和周边环梁的沿建筑物横向(Y轴方向)的立面图；
图10为本公开实施例中开挖独立基础下方地基土的沿建筑物纵向(X轴方向)的立面图；
图11为本公开实施例中开挖独立基础下方地基土的沿建筑物横向(Y轴方向)的立面图；
图12为本公开实施例中旋转纠倾完成时建筑物平面图；
图13为本公开实施例中旋转纠倾完成时建筑物沿纵向(X轴方向)的立面图；
图14为本公开实施例中旋转纠倾完成时建筑物沿横向(Y轴方向)的立面图；
图15为本公开实施例中环梁下安装橡胶叠层后建筑物平面图；
图16为本公开实施例中环梁下安装橡胶叠层后建筑物沿纵向(X轴方向)的立面图；
图17为本公开实施例中环梁下安装橡胶叠层后建筑物沿横向(Y轴方向)的立面图。
其中：1、沿建筑物纵向(X轴)坐标轴，2、沿建筑物横向(Y轴)坐标轴，3、建筑物整体倾斜下沉方向，4、独立基础，5、框架柱，6、地基土，7、边坡上边沿线，8、边坡下边沿线，9、环形曲梁，10、托换梁，11、旋转移位轨道，12、叠层橡胶限位块。
具体实施方式
应该指出，以下详细说明都是例示性的，旨在对本公开提供进一步地说明。除非另有指明，本文使用的所有技术和科学术语具有与本公开所属技术领域的普通技术人员通常理解的相同含义。
需要注意的是，这里所使用的术语仅是为了描述具体实施方式，而非意图限制根据本公开的示例性实施方式。如在这里所使用的，除非上下文另外明确指出，否则单数形式也意图包括复数形式，此外，还应当理解的是，当在本说明书中使用术语“包含”和/或“包括”时，其指明存在特征、步骤、操作、器件、组件和/或它们的组合；
为了方便叙述，本公开中如果出现“上”、“下”、“左”、“右”字样，仅表示与附图本身的上、下、左、右方向一致，并不对结构起限定作用，仅仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的设备或元件必须具有特定的方位，以特定的方位构造和操作，因此不能理解为对本公开的限制。
正如背景技术中所介绍的，现有技术中在建筑物倾斜方向上设置圆弧形轨道，并通过旋转移位的方法实现纠倾；但该方法的旋转路径是二维的，截面为圆弧的一部分，适用条件受到限制；针对上述问题，本公开提出了一种基于空间曲面轨迹的框架结构建筑物纠倾方法。
实施例1
本公开的一种典型的实施方式中，如图1-图17所示，提出了一种基于空间曲面轨迹的框架结构建筑物纠倾方法。
能够针对建筑物任意方向可能产生的整体倾斜，通过三维空间曲面轨道旋转移位实现纠倾的方法，不受沉降方向的限制，并且纠倾后可形成对任意方向地震 作用力实现隔震的自恢复结构。
包括以下步骤：
一种基于空间曲面轨迹的框架结构建筑物纠倾方法，包括以下步骤：
在建筑物周围开挖环形工作坑，工作坑的边坡外形为球体部分内表面对应的空间曲面结构，并使建筑物的独立基础4完全暴露，且均在工作坑范围内；
在工作坑的边坡上对应其空间曲面结构铺设旋转移位轨道；
在独立基础顶部、框架柱5两侧布置托换梁，从框架柱两侧夹持框架柱并与框架柱固连，托换梁与框架柱垂直；
在移位轨道与托换梁形成平面相交曲线位置，设置环形曲梁作为托换梁的支撑；
开挖独立基础下方的土方，使得建筑物的荷载由独立基础直接传递给地基转变为通过托换梁、环形曲梁、移位轨道传递给边坡下方的地基；
驱动环形曲梁带动建筑物沿空间曲线移位轨道进行旋转移位，使得上部框架结构建筑物倾斜率逐渐减小至符合规范后停止；
处理工作坑，完成纠倾。
进一步地，所述曲梁位于托换梁端部与移位轨道之间，曲梁高度大于托换梁的高度；曲梁与空间曲面移位轨道接触面的曲率与移位轨道曲率相同，曲梁与水平面的夹角与框架柱倾斜角度相同。
具体的，结合附图，对本实施例中纠倾方法进行详细描述：
为表述方便，设定笛卡尔坐标系的原点与建筑物的形心重合，定义建筑物的长度方向为纵向，用笛卡尔坐标系的X轴方向表示，图中为沿建筑物纵向(X轴)坐标轴1；定义建筑物的宽度方向为横向，用Y轴方向表示，图中为沿建筑物横 向(Y轴)坐标轴2；定义建筑物的竖向为Z轴方向；建筑物的整体倾斜方向为任意方向，一般不于X、Y轴方向重合，图中为建筑物整体倾斜下沉方向3。
纠倾方法包括以下步骤：
1)在发生倾斜的建筑物周围地基土6中开挖环形工作坑，工作坑的边坡外形应为三维的部分球体内表面的空间曲面结构；
需要指出的是，球体的球心应在建筑物平面形心的正上方；为防止旋转移位时弧度太大增加牵引力，同时考虑建筑物使用状态的抗倾覆能力，球体的半径通常设定为建筑物的竖向重心至基础底面的竖向距离，这样通过该球心的作用力不会产生建筑物沿轨道转动的倾覆力矩；
边坡坡底圆形边沿线是球体与沉降最大独立基础底面位置为标高的水平面的交线，即边坡下边沿线8，该圆的直径应大于建筑物的对角线长度，以保证所有独立基础均在工作坑范围内；边坡坡顶圆形边沿线是球体与天然地面的交线，即边坡上边沿线7。
2)开挖工作坑，完全暴露出框架柱下方的独立基础5；
沉降最大独立基础可开挖至工作坑坡底边沿线标高；其他独立基础开挖至基础底面即可，与工作坑坡底边沿线之间可开挖成斜坡。
3)在空间曲面轨道工作坑的边坡上铺设旋转移位轨道11；
轨道可以是光滑的钢板，也可以是四氟乙烯板。轨道的曲率与边坡的曲率相同；轨道的上表面涂刷油脂，以减少旋转移位时的阻力。
4)在独立基础顶部，框架柱5两侧浇筑钢筋混凝土托换梁10，托换梁通过预先植入框架柱内的钢筋与框架柱相连，并从两侧夹住框架柱；
托换梁与框架柱垂直，由于框架柱纠倾前是倾斜的，所以托换梁与水平面夹 角和框架柱倾斜角度相同。
5)在空间曲面轨道与纵、横向托换梁形成的平面相交曲线位置，设置钢筋混凝土环形曲梁9，曲梁高度大于托换梁高度，以便成为托换梁的支撑；
曲梁与空间曲面轨道接触面的曲率与曲面轨道曲率相同；曲梁浇筑混凝土时，宜采用与曲面轨道曲率相同的钢板或四氟乙烯板作为底模板；曲梁平面与水平面夹角和框架柱倾斜角度相同。
若因曲梁平面与水平面夹角过大，建筑物沉降小的一侧曲梁底面不能与轨道充分接触，在施工空间曲面轨道时应在工作坑外侧填筑土方，适当延长轨道长度。
6)开挖独立基础下方的土方，至沉降最大独立基础底面位置为标高的水平面；此时，框架结构建筑物的荷载由独立基础直接传递给地基转变为通过托换梁、环形曲梁、移位轨道传递给边坡下方的地基。
7)在沉降最大方向的边坡顶部设置牵引装置，对环形曲梁以及其支撑的建筑物沿着空间曲线轨道进行牵引旋转移位，上部框架结构的倾斜率逐渐减小；
环形曲梁运动的过程中，其最高点位置沿环向转动的同时逐渐下降，最低点位置沿环向转动的同时逐渐上升，使环形曲梁径向所在平面趋于水平，建筑物倾斜率逐渐减小；
当倾斜率符合规范要求后，停止旋转移位。
8)拆除移位牵引装置。
9)在环形曲梁底部与工作坑底面之间的空隙中，填塞叠层橡胶支座(一般为多层废弃橡胶轮胎切割片粘结而成)形成叠层橡胶限位块12；
该支座在正常使用状态下，协助边坡地基承担上部建筑物荷载；在地震作用下，建筑物滑动时起到限位和耗能作用。
10)在非抗震设防地区，可在原独立基础与地基土之间填筑混凝土，增加上部荷载的传力路径，与环梁、边坡共同支撑上部结构。
11)在曲梁和托换梁顶浇筑混凝土楼地面，恢复建筑物使用功能。
对于多方向隔震的实现，在水平地震力作用下，建筑物会产生相应旋转力矩，会沿空间曲面轨道产生滑动；
当离开平衡位置一定倾斜角度之后，建筑物重量沿曲面切线方向的分力会增大；同时，旋转运动方向另一侧的橡胶隔层支座不断压缩，产生与运动方向相反的弹力；
另外，曲梁和轨道接触面本身具有摩擦力；三种力产生的力矩会阻滞建筑物进一步旋转，甚至会恢复到原有平衡位置。
在往复运动中产生耗能效果，防止了建筑物的震损。
构建的轨迹面为三维空间曲面的球面部分结构，能够适合任意方向的地基沉降纠倾，以及对任意方向地震产生隔震效果，克服背景技术中所提到的二维路径纠倾的局限性，并且，用环形曲梁作为旋转移动装置，无需沿着轨道通长设置旋转移位装置，体型轻巧，节省材料。
以上所述仅为本公开的优选实施例而已，并不用于限制本公开，对于本领域的技术人员来说，本公开可以有各种更改和变化。凡在本公开的精神和原则之内，所作的任何修改、等同替换、改进等，均应包含在本公开的保护范围之内。

Claims (10)

  1. 一种基于空间曲面轨迹的框架结构建筑物纠倾方法，包括以下步骤：
    在建筑物周围开挖环形工作坑，工作坑的边坡外形为球体部分内表面对应的空间曲面结构，并使建筑物的独立基础完全暴露，且均在工作坑范围内；
    在工作坑的边坡上对应其空间曲面结构铺设旋转移位轨道；
    在独立基础顶部、框架柱两侧布置托换梁，从框架柱两侧夹持框架柱并与框架柱固连，托换梁与框架柱垂直；
    在移位轨道与托换梁形成平面相交曲线位置，设置环形曲梁作为托换梁的支撑；
    开挖独立基础下方的土方，使得建筑物的荷载由独立基础直接传递给地基转变为通过托换梁、环形曲梁、移位轨道传递给边坡下方的地基；
    驱动环形曲梁带动建筑物沿空间曲线移位轨道进行旋转移位，使得上部框架结构建筑物倾斜率逐渐减小至符合规范后停止；
    处理工作坑，完成纠倾。
  2. 如权利要求1所述的基于空间曲面轨迹的框架结构建筑物纠倾方法，其特征在于，边坡对应球体的球心在建筑物独立基础平面形心的正上方，边坡坡底圆形边沿线是球体与沉降最大独立基础底面位置为标高的水平面的交线，边坡坡底圆形边沿线大于建筑物的对角线长度，控制独立基础均在工作坑范围内。
  3. 如权利要求2所述的基于空间曲面轨迹的框架结构建筑物纠倾方法，其特征在于，沉降最大独立基础开挖至工作坑坡底边沿线标高，其他独立基础开挖至基础底面。
  4. 如权利要求1所述的基于空间曲面轨迹的框架结构建筑物纠倾方法，其特征在于，沿边坡铺设板件，拼合形成与边坡曲率相同的空间曲面，作为旋转移位 轨道。
  5. 如权利要求1所述的基于空间曲面轨迹的框架结构建筑物纠倾方法，其特征在于，托换梁通过预先置入框架柱内的钢筋与框架柱相连，沿框架柱的纵列和横列布置托换梁，托换梁在建筑物范围内形成网格状。
  6. 如权利要求1所述的基于空间曲面轨迹的框架结构建筑物纠倾方法，其特征在于，所述曲梁位于托换梁端部与移位轨道之间，曲梁高度大于托换梁的高度。
  7. 如权利要求6所述的基于空间曲面轨迹的框架结构建筑物纠倾方法，其特征在于，曲梁与空间曲面移位轨道接触面的曲率与移位轨道曲率相同，曲梁与水平面的夹角与框架柱倾斜角度相同。
  8. 如权利要求1所述的基于空间曲面轨迹的框架结构建筑物纠倾方法，其特征在于，环形曲梁运动的过程中，其最高点位置沿环向转动的同时逐渐下降，最低点位置沿环向转动的同时逐渐上升，使环形曲梁径向所在平面趋于水平，建筑物倾斜率逐渐减小。
  9. 如权利要求1所述的基于空间曲面轨迹的框架结构建筑物纠倾方法，其特征在于，在建筑物纠倾至符合规范后，在环形曲梁底部与工作坑底面的空隙中，布置橡胶支座，配合边坡地基共同承载上部建筑物荷载。
  10. 如权利要求1所述的基于空间曲面轨迹的框架结构建筑物纠倾方法，其特征在于，完成纠倾后，在曲梁和托换梁顶浇注混凝土楼地面，恢复建筑物使用功能。
PCT/CN2021/081333 2020-08-14 2021-03-17 一种基于空间曲面轨迹的框架结构建筑物纠倾方法 WO2022033030A1 (zh)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN202010818275.1 2020-08-14
CN202010818275.1A CN111962576B (zh) 2020-08-14 2020-08-14 一种基于空间曲面轨迹的框架结构建筑物纠倾方法

Publications (1)

Publication Number Publication Date
WO2022033030A1 true WO2022033030A1 (zh) 2022-02-17

Family

ID=73366040

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2021/081333 WO2022033030A1 (zh) 2020-08-14 2021-03-17 一种基于空间曲面轨迹的框架结构建筑物纠倾方法

Country Status (2)

Country Link
CN (1) CN111962576B (zh)
WO (1) WO2022033030A1 (zh)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111962577B (zh) * 2020-08-14 2021-07-20 山东建筑大学 一种用于砖混结构建筑物空间曲面旋转移位纠倾方法
CN111962576B (zh) * 2020-08-14 2021-07-20 山东建筑大学 一种基于空间曲面轨迹的框架结构建筑物纠倾方法

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007277945A (ja) * 2006-04-07 2007-10-25 Kajima Corp 沈下修正機能付き構造物
CN103899097A (zh) * 2014-04-03 2014-07-02 大连久鼎特种建筑工程有限公司 建筑物同步旋转平移轨道
EP3074574A1 (fr) * 2013-11-26 2016-10-05 Arman Innovations S.A. Procede de rehabilitation d'un ouvrage presentant une fissure par suivi d'une courbe representative de l'ecartement des bords de la fissure
CN110067405A (zh) * 2019-04-19 2019-07-30 中建一局华江建设有限公司 一种建筑物的旋转平移系统及其施工方法
CN108999225B (zh) * 2018-07-24 2020-04-24 山东建筑大学 旋转移位砖混结构建筑物纠倾法
CN108999226B (zh) * 2018-07-24 2020-06-05 山东建筑大学 旋转移位框架结构建筑物纠倾法
CN111962576A (zh) * 2020-08-14 2020-11-20 山东建筑大学 一种基于空间曲面轨迹的框架结构建筑物纠倾方法
CN111962577A (zh) * 2020-08-14 2020-11-20 山东建筑大学 一种用于砖混结构建筑物空间曲面旋转移位纠倾方法

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007277945A (ja) * 2006-04-07 2007-10-25 Kajima Corp 沈下修正機能付き構造物
EP3074574A1 (fr) * 2013-11-26 2016-10-05 Arman Innovations S.A. Procede de rehabilitation d'un ouvrage presentant une fissure par suivi d'une courbe representative de l'ecartement des bords de la fissure
CN103899097A (zh) * 2014-04-03 2014-07-02 大连久鼎特种建筑工程有限公司 建筑物同步旋转平移轨道
CN108999225B (zh) * 2018-07-24 2020-04-24 山东建筑大学 旋转移位砖混结构建筑物纠倾法
CN108999226B (zh) * 2018-07-24 2020-06-05 山东建筑大学 旋转移位框架结构建筑物纠倾法
CN110067405A (zh) * 2019-04-19 2019-07-30 中建一局华江建设有限公司 一种建筑物的旋转平移系统及其施工方法
CN111962576A (zh) * 2020-08-14 2020-11-20 山东建筑大学 一种基于空间曲面轨迹的框架结构建筑物纠倾方法
CN111962577A (zh) * 2020-08-14 2020-11-20 山东建筑大学 一种用于砖混结构建筑物空间曲面旋转移位纠倾方法

Also Published As

Publication number Publication date
CN111962576A (zh) 2020-11-20
CN111962576B (zh) 2021-07-20

Similar Documents

Publication Publication Date Title
WO2022033031A1 (zh) 一种用于砖混结构建筑物空间曲面旋转移位纠倾方法
WO2022033030A1 (zh) 一种基于空间曲面轨迹的框架结构建筑物纠倾方法
WO2022032994A1 (zh) 一种建筑物托换基础旋转移位纠倾方法
CN103790186B (zh) 建筑隔震沟盖板结构
CN110206038B (zh) 一种凹型基坑阳角处的支护结构及施工方法
CN108999226B (zh) 旋转移位框架结构建筑物纠倾法
CN108999225B (zh) 旋转移位砖混结构建筑物纠倾法
CN104963354A (zh) 一种整体埋入式刚性柱脚及其施工方法
CN103103988A (zh) 利用中心岛楼板水平支撑结构的基坑施工方法
CN105155602A (zh) 一种多支点地基加固综合纠倾方法
JP4934769B1 (ja) 回転制御バネ機構付き免震装置、及び免震装置の回転量の制御方法
JP3741426B2 (ja) 杭頭と構造物との接合装置およびその設置方法
CN213837941U (zh) 一种现浇接高自沉式地下水池结构
JP2004044312A (ja) 構造物の支持基礎構造
TWM578368U (zh) Movable and positioned active foundation pile
WO2022105267A1 (zh) 一种框架结构建筑物桩基础支撑纠倾方法
RU2661512C1 (ru) Кинематическая опора для сейсмостойкого здания, сооружения
JP5998858B2 (ja) 既存建物の免震化工法
JP2007277945A (ja) 沈下修正機能付き構造物
CN1206422C (zh) 逆筑法空间斜撑的施工方法
JP6940092B2 (ja) 免震支持システムおよび免震装置の交換方法
CN213476907U (zh) 弧形布桩结构
CN204003294U (zh) 抗倾覆风机基础环结构
CN102322063B (zh) 一种深基坑二次开挖及支护施工方法
JP4588821B2 (ja) 海上人工地盤及びその構築工法

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 21855086

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 21855086

Country of ref document: EP

Kind code of ref document: A1