WO2020052637A1 - 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置及其施工方法 - Google Patents

一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置及其施工方法 Download PDF

Info

Publication number
WO2020052637A1
WO2020052637A1 PCT/CN2019/105606 CN2019105606W WO2020052637A1 WO 2020052637 A1 WO2020052637 A1 WO 2020052637A1 CN 2019105606 W CN2019105606 W CN 2019105606W WO 2020052637 A1 WO2020052637 A1 WO 2020052637A1
Authority
WO
WIPO (PCT)
Prior art keywords
steel
frame column
jack
leg
lifting
Prior art date
Application number
PCT/CN2019/105606
Other languages
English (en)
French (fr)
Inventor
高作平
周剑波
陈明祥
张畅
吴博
卢凌岳
Original Assignee
武大巨成结构股份有限公司
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 武大巨成结构股份有限公司 filed Critical 武大巨成结构股份有限公司
Priority to EP19861173.3A priority Critical patent/EP3851618A4/en
Publication of WO2020052637A1 publication Critical patent/WO2020052637A1/zh

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0266—Enlarging
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/06—Separating, lifting, removing of buildings; Making a new sub-structure
    • E04G23/065—Lifting of buildings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G25/00—Shores or struts; Chocks
    • E04G25/04—Shores or struts; Chocks telescopic
    • E04G25/06—Shores or struts; Chocks telescopic with parts held together by positive means
    • E04G25/065—Shores or struts; Chocks telescopic with parts held together by positive means by a threaded nut

Definitions

  • the invention relates to a building layer-increasing device, and more particularly to a device for alternately lifting a layer-increasing building using a high-strength concrete column and a steel slideway, and a construction method thereof. Applicable to the multi-storey building's rebuilding.
  • the purpose of the present invention is to provide a construction device for increasing the floor by using high-strength concrete columns and steel slideways to overcome the shortcomings of the existing building floor rebuilding technology, such as long construction period, high cost, and easy to be an accident. Construction method.
  • the technical solution of the present invention is: a device for alternately jacking up a storey building by using a high-strength concrete column and a steel slide, comprising a steel slide provided on each frame column and a steel slide provided on each frame column; Movable steel bull legs on the opposite side of the frame column.
  • the movable steel bull legs include a fixed upper bull leg and a lifting lower bull leg.
  • the fixed upper bull leg is fixed to the frame column.
  • the lifting lower cow leg described above is hung on a steel slide.
  • a jack is provided on the lifting lower cow leg.
  • the bottom of the jack is installed on the top of the lifting lower cow leg.
  • the top of the jack is placed on the bottom of the fixed upper cow leg.
  • the steel slideway includes two grooved steel plates that are longitudinally correspondingly arranged along opposite sides of the frame column.
  • the grooves of the two grooved steel plates face the frame column. ⁇ ⁇ Phase connection.
  • the upper part of the grooved steel plate groove is provided with a thickened plate, and the lower part of the grooved steel plate groove is provided with a stiffening rib.
  • Bolt reserved holes are provided on both sides of the upper part of the grooved steel plate groove.
  • a retractable steel support is provided between two adjacent frame columns.
  • the top end of the retractable steel support is connected to the top of an adjacent frame column, and the bottom end of the retractable steel support is connected to the lower portion of another adjacent frame column. connection.
  • the retractable steel support includes a large inclined rod and a small inclined rod.
  • the lower portion of the large inclined rod is provided with a sleeve clamping slot.
  • the lower portion of the large inclined rod and the upper portion of the small inclined rod are connected through a sleeve.
  • the sleeve is engaged with the sleeve clamping groove at the lower portion of the large inclined rod, and the internal thread of the inner cylinder at the lower portion of the sleeve is engaged with the thread on the small inclined rod.
  • a construction method using a high-strength concrete column and a steel slide to alternately lift and build a building device including the following steps: Step 1. First, excavate the ground of the frame column to the top of the foundation, and install from the bottom of each frame column below the ground The steel slideway reaches the cut-off position of the frame column. A concrete formwork is set up at a certain height from the foundation top surface at the bottom of the frame column. A reinforced cage is made in the concrete formwork, and the steel bars are implanted into the foundation top platform, and the concrete is poured in the concrete formwork. After hardening, a concrete jacket is formed, and the frame columns and steel slides are enclosed in the concrete jacket. Step 2. Calculate the displacement amount of each frame column of the building. Step 3.
  • step four use a wire saw to cut at the predetermined frame column cutting position until the frame column is completely cut off; step five, extend the steel slide to the top surface of the second floor Raise a group of jacks for each frame column at the same time according to the on-site synchronization instructions, control the displacement of each group of jacks, lift the upper part of the truncated frame column along the steel slide, and keep the cut surface of the frame column within the constraints of the steel slide Inside, lift a certain distance into the prefabricated concrete block under the frame column, then unload the jack, put the prefabricated concrete block under the jack, and then operate a group of jacks of each frame column simultaneously according to the field synchronization instructions Insert
  • the prefabricated concrete block within the lifting height is poured into steel tube concrete with the steel slide Column, then remove the lower lower bull's leg and its jack, and remove the prefabricated cymbal block from the lower part of the jack; step 6, connect the long steel slide to the top surface of the second floor, and re-hang the lower lower bull's leg
  • the frame column is poured on the steel slide on the upper part of the concrete, and then a jack is installed on the lower leg of the lifting type, so that the top of the jack is placed on the bottom of the fixed upper leg.
  • step 5 and step 6 until the upper part of the truncated frame column is raised to the specified height and the steel slide is extended to the top surface of the second floor.
  • Step 8 Remove and remove the fixed upper shank, the lower shank and The jack fills the frame columns with steel by filling the gaps between the steel slideways to form a permanent load-bearing steel tube concrete column, and then adds beams and slabs at the design elevation to complete the building's lifting and adding layers. .
  • the third step also includes the following steps: a retractable steel support is provided between two adjacent frame columns, the top of the retractable steel support is connected to the top of an adjacent frame column, and the retractable steel support bottom The end is connected to the lower part of another adjacent frame column.
  • a steel cushion block is inserted under the frame column during the distance of the frame column jacking, and after the frame column is lifted to a distance, the steel cushion block is taken out and then inserted into the prefabricated concrete block.
  • the jack-up and floor-increasing building device and the construction method thereof increase the space at the bottom of the building, provide a possibility for renovating facilities such as a parking lot, a garage, and greatly increase the use value of the building.
  • the construction period is short, there are many reusable components, and the cost is low; and for historical buildings that need to be protected, the jack-up and floor-adding technology can expand the use of space while ensuring the original appearance of the building.
  • FIG. 1 is a schematic diagram of a device structure in the present invention.
  • FIG. 2 is a schematic structural diagram of a steel slideway in the present invention.
  • Fig. 3 is a side view of a steel slideway according to the present invention.
  • Fig. 4 is a sectional view of the upper part of the steel slideway in the present invention.
  • FIG. 5 is a sectional view of a lower portion of a steel slideway in the present invention.
  • FIG. 6 is a schematic view of a retractable steel supporting structure in the present invention.
  • FIG. 7 is a first process diagram of the construction method in the present invention.
  • FIG. 8 is the second process diagram of the construction method in the present invention.
  • FIG. 9 is the third process diagram of the construction method in the present invention.
  • FIG. 10 is the fourth process diagram of the construction method in the present invention.
  • FIG. 11 is a fifth process diagram of the construction method in the present invention.
  • FIG. 12 is a sixth diagram of the construction method in the present invention.
  • FIG. 13 is a diagram VII of the construction method in the present invention.
  • frame column 1 steel slide 2, fixed upper bull leg 3, lifting lower bull leg 4, jack 5, trough steel plate 6, removable gusset 7, retractable steel support 8, large inclined rod 9, small oblique rod 10, sleeve clamping slot 11, sleeve 12, thickened plate 13, stiffener 14, bolt retaining hole 15, foundation 16, concrete sheath 17, prefabricated concrete block 18.
  • a device for alternately jacking up a building by using high-strength concrete columns and steel slides includes a steel slide 2 provided on each frame column 1 and a peripheral surface provided on the opposite side of each frame column 1 Removable steel shank.
  • the movable steel shank includes a fixed upper shank 3 and a lifting lower shank 4, the fixed upper shank 2 is fixed to the frame column 1, and the lifting lower shank 4 is hung.
  • a jack 5 is provided on the lower lower bull leg 4; the bottom of the jack 5 is installed on the top of the lower lower bull leg 4, and the top of the jack 5 is placed on the bottom of the fixed upper bull leg 3.
  • the steel slide 2 includes two grooved steel plates 6 arranged longitudinally correspondingly along opposite sides of the frame column 1, and the grooves of the two grooved steel plates 6 face the frame column 1.
  • the grooved steel plates 6 are connected by a detachable patch plate 7.
  • the two movable steel corbels on the opposite peripheral surface of each frame column 1 are located on the same peripheral surface of the frame column 1, and the lower lifting corbel 4 on the same side is hung on the corrugated steel plate 6.
  • a thickened plate 13 is provided on the upper part of the groove of the grooved steel plate 6, and a stiffening rib 14 is provided on the lower part of the groove of the grooved steel plate 6.
  • the grooved steel plate 6 is provided with bolt reserve holes 15 on both sides of the upper part of the groove, and the lower and lower shank 4 adopts bolts to hang on the corresponding grooved steel plate 6 through the bolt reserve hole 15.
  • a retractable steel support 8 is provided between two adjacent frame columns 1.
  • the top end of the retractable steel support 8 is connected to the top of an adjacent frame column 1.
  • the lower part of another adjacent frame column 1 is connected.
  • the retractable steel support 8 includes a large inclined rod 9 and a small inclined rod 10.
  • the lower portion of the large inclined rod 9 is provided with a sleeve clamping slot 11.
  • the upper part 10 is connected through a sleeve 12; the sleeve 12 is engaged with the sleeve clamping groove 11 at the lower part of the large inclined rod 9, and the internal thread of the inner cylinder of the lower part of the sleeve 12 is engaged with the thread on the small inclined rod 10.
  • a construction method for alternately jacking up a building with a high-strength concrete column and a steel slideway includes the following steps:
  • Step 1 First excavate the ground of the frame column 1 to the top surface 16 of the foundation. Install a steel slide 2 from the bottom of each frame column 1 below the ground to the predetermined position of the frame column 1.
  • the bottom of the frame column 1 is a certain distance from the top surface 16 of the foundation.
  • a concrete formwork is set up high, a reinforced cage is made in the concrete formwork, and the reinforcing bar is implanted into the base top platform 16; the concrete is poured in the concrete formwork, and the concrete sheath 17 is formed after the hardening, and the frame column 1 and the steel slide 2 are both Encased in a concrete enclosure 17.
  • Step 2 Calculate the displacement required for each frame column 1 of the building.
  • Step 3 Hang the lower lower shank 4 on the steel slide 2 and install a jack 5 on the lower lower shank 4 and then fix the fixed upper shank 3 to the frame column 1 to make the top of the jack 5 top.
  • the jacks 5 on the opposite peripheral surface of each frame column 1 become a group.
  • Step 4 Use a wire saw to cut at the predetermined cutting position of the frame column 1 until the frame column 1 is completely cut.
  • Step 5 Connect the long steel slide 2 to the top surface of the second floor, and simultaneously lift a group of jacks 5 of each frame column 1 according to the on-site synchronization instructions, and control the displacement of each group of jacks 5 to make the upper part of the truncated frame column 1 Raise along the steel slide 2 and keep the section of the frame column within the constraints of the steel slide 2.
  • the prefabricated concrete block 18 within the lifting height is cast into a steel tube concrete column together with the steel slide 2 and then the lifting lower leg and its jack 5 are removed, and the lower part of the jack 5 is precast concrete block 18 to take away;
  • the lifting height here is determined by the height required for the fixed lower ox leg 4, that is, the height required to fix the lower ox leg 4 on the steel slide 2, usually this top elevation takes a few
  • the total height of each precast concrete block 18 is generally the height modulus of 6 precast concrete blocks 18.
  • Step 6 Connect the long steel slide 2 to the top surface of the second floor, re-hang the lower lifting lower leg 4 on the steel slide 2 of the frame column 1 above the cast concrete, and then lower the lower leg 4 A jack 5 is installed on the top, so that the top of the jack 5 is placed on the bottom of the fixed upper bull's leg 3.
  • Step 7 Repeat steps 5 and 6 until the upper part of the truncated frame column 1 is lifted to the specified height, and the steel slide 2 is extended to the top surface of the second floor.
  • Step 8 Remove the fixed upper shank 3, remove the lower lower shank 4 and jack 5, and fill the gap between the steel slideways 2 to fill the frame column 1 with steel to form a permanent load-bearing steel tube concrete column. , And then added structural beams and slabs at the design level, thereby completing the building's lifting and adding layers.
  • the third step further includes the following steps: a telescopic steel support 8 is provided between two adjacent frame columns 1 so that the top of the telescopic steel support 8 is in phase with the top of an adjacent frame column 1
  • the bottom end of the retractable steel support 8 is connected to the lower part of another adjacent frame column 1.
  • the retractable steel support 8 expands and contracts as the frame column 1 is lifted, which provides lateral support and restraint during the lift.
  • a prefabricated concrete cushion block 18 is at least 150mm high and the top elevation is within these 150mm, the prefabricated concrete cushion block 18 cannot be plugged under the frame column 1, but the frame column 1 is always suspended and unstable;
  • step 5 of the process of lifting the frame column 1 for a distance the steel spacers need to be inserted under the frame column 1. After the frame column 1 is lifted to a distance, the steel spacers are taken out and then inserted into the prefabricated concrete spacers 18, That is, first insert the steel pad, wait for the height to reach 150mm, and then insert it into the prefabricated concrete pad 18.
  • the jack-up and increase-story building device and the construction method thereof increase the space at the bottom of the building, provide the possibility for reconstructing facilities such as parking lots and garages, and greatly increase the use value of the building. .
  • the construction period is short, there are many reusable components, and the cost is low; and for historical buildings that need to be protected, the jack-up and floor-adding technology can expand the use of space while ensuring the original appearance of the building.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Mechanical Engineering (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Chemical Kinetics & Catalysis (AREA)
  • Electrochemistry (AREA)
  • Conveying And Assembling Of Building Elements In Situ (AREA)
  • Forms Removed On Construction Sites Or Auxiliary Members Thereof (AREA)

Abstract

一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置及其施工方法。装置包括设置在每根框架柱（1）上的钢滑道（2）和设置在每根框架柱（1）相对侧周面上的可移动钢牛腿，可移动钢牛腿包括固定式上牛腿（3）和升降式下牛腿（4），固定式上牛腿（2）与框架柱（1）相固定，升降式下牛腿（4）挂置在钢滑道（2）上，升降式下牛腿（4）上设置有一个千斤顶（5），千斤顶（5）底部安装在升降式下牛腿（4）顶部，千斤顶（5）顶部顶置在固定式上牛腿（3）底部；利用该装置的施工方法能在保证建筑原貌的前提下扩展使用空间，且施工周期短，造价低。

Description

一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置及其施工方法 技术领域
本发明涉及一种建筑物增层装置，更具体的说涉及一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置及其施工方法，属于建筑物加层改造技术领域，具体适用于多高层建筑物的增层改造中。
背景技术
随着建筑事业的发展壮大，在现代社会里建筑物的增层设计理念已经成为行业人士较为普遍关注的话题。由于房屋增层具有不占地、投资少、见效快、可迅速解决缺房问题等优点，特别适合我国国情，因此，近年来我国进行了大量旧房增层改造，取得了很好的经济效益和成功的。
现有比较常见的建筑物增层改造技术为加层改造。但是，传统的加层改造均是在原结构顶层直接新建，不仅施工周期长、造价高，而且对周围环境影响较大；同时，因为房屋增层设计施工的复杂性，在全国各地也出了不少房屋增层工程事故，有些事故造成重大人员伤亡和经济损失。
发明内容
本发明的目的在于针对现有的建筑物增层改造技术施工周期长、造价高、易出现是事故等缺陷，提供一种利用高强混凝土柱与钢滑道交替顶升增层建筑物装置及其施工方法。
为实现上述目的，本发明的技术解决方案是：一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置，包括设置在每根框架柱上的钢滑道和设置在每根框架柱相对侧周面上的可移动钢牛腿，所述的可移动钢牛腿包括固定式上牛腿和升降式下牛腿，所述的固定式上牛腿与框架柱相固定，所述的升降式下牛腿挂置在钢滑道上，升降式下牛腿上设置有一个千斤顶，所述千斤顶底部安装在升降式下牛腿顶部，千斤顶顶部顶置在固定式上牛腿底部。
所述的钢滑道包括沿框架柱相对侧纵向相对应设置的两个槽型钢板，所述两个槽型钢板的凹槽朝向框架柱，两个槽型钢板之间通过可拆卸式缀板相连接。
所述的槽型钢板凹槽上部设置有加厚板，槽型钢板凹槽下部设置有加劲肋。
所述的槽型钢板凹槽上部两侧均设置有螺栓预留孔。
相邻两根框架柱之间设置有可伸缩钢支撑，所述的可伸缩钢支撑顶端与相邻一根框架柱顶部相连接，可伸缩钢支撑底端与相邻另一根框架柱下部相连接。
所述的可伸缩钢支撑包括大斜杆和小斜杆，所述的大斜杆下部设置有套筒卡槽，所述的 大斜杆下部和小斜杆上部通过套筒连接，所述的套筒与大斜杆下部的套筒卡槽相卡接，套筒下部内筒的内螺纹与小斜杆上的螺纹相咬合。
一种利用高强混凝土柱与钢滑道交替顶升增层建筑物装置的施工方法，包括以下步骤：步骤一、首先对框架柱地面开挖到基础顶面，从地面以下每根框架柱底部安装钢滑道至预定框架柱截断位置，在框架柱底部距离基础顶面一定高度搭设混凝土模板，在混凝土模板内制作钢筋笼，并将钢筋植入基础顶面承台，在混凝土模板内浇筑混凝土，凝结硬化后形成混凝土围套，框架柱与钢滑道均包入混凝土围套内；步骤二、计算出建筑物每根框架柱需要顶升的位移量；步骤三、将升降式下牛腿挂置在钢滑道上，在升降式下牛腿上安装千斤顶，再将固定式上牛腿与框架柱固定，使千斤顶顶部顶置在固定式上牛腿底部，则每根框架柱对侧周面上的千斤顶成为一组；步骤四、在预定框架柱截断位置采用绳锯切割直至框架柱完全切断；步骤五、接长钢滑道到二层顶面，按照现场同步指令同时顶升每根框架柱的一组千斤顶，控制每组千斤顶的位移量，使被截断的框架柱上部沿钢滑道抬升，并使框架柱截断面保持在钢滑道的约束内，顶升一段距离后在框架柱下塞入预制砼垫块，然后卸载千斤顶，在千斤顶下部放预制砼垫块，再按照现场同步指令同时操作每根框架柱的一组千斤顶再次顶升一段距离并在框架柱下塞入预制砼垫块、并卸载千斤顶然后在千斤顶下部放预制砼垫块，抬升到一定高度后，将抬升高度内的预制砼垫块与钢滑道一同浇筑为钢管混凝土柱，随后拆下升降式下牛腿及其上千斤顶，将千斤顶下部预制砼垫块拿走；步骤六、接长钢滑道到二层顶面，将下升降式下牛腿重新挂置在框架柱浇筑混凝土之上部分的钢滑道上，然后在升降式下牛腿上安装千斤顶，使千斤顶顶部顶置在固定式上牛腿底部；步骤七、重复步骤五和步骤六，直至将被截断的框架柱上部抬升到指定高度，且使钢滑道接长到二层顶面；步骤八、除拆固定式上牛腿、升降式下牛腿及千斤顶，通过填补钢滑道之间的空隙对框架柱进行满包钢，形成永久性承重的钢管混凝土柱，然后在设计标高新增结构层的梁板，从而完成了建筑物的顶升增层。
所述的步骤三中还包括下面的步骤：在相邻两根框架柱之间设置有可伸缩钢支撑，使可伸缩钢支撑顶端与相邻一根框架柱顶部相连接，可伸缩钢支撑底端与相邻另一根框架柱下部相连接。
所述的步骤五中在框架柱顶升一段距离过程中需在框架柱下塞入钢垫块，待框架柱顶升到一段距离后将钢垫块取出再塞入预制砼垫块。
与现有技术相比较，本发明的有益效果是：
本顶升增层建筑物装置及其施工方法增大了建筑物底部空间，为改造停车场、车库等设施提供了可能性，极大的提高的建筑物的使用价值。同时，施工周期短，可重复利用的构件多，造价低；且对于需要保护的历史建筑，顶升增层技术能在保证建筑原貌的前提下扩展使 用空间。
附图说明
图1是本发明中装置结构示意图。
图2是本发明中钢滑道的结构示意图。
图3是本发明钢滑道侧视图。
图4是本发明中钢滑道上部剖视图。
图5是本发明中钢滑道下部剖视图。
图6是本发明中可伸缩钢支撑结构示意图。
图7是本发明中施工方法过程图一。
图8是本发明中施工方法过程图二。
图9是本发明中施工方法过程图三。
图10是本发明中施工方法过程图四。
图11是本发明中施工方法过程图五。
图12是本发明中施工方法过程图六。
图13是本发明中施工方法过程图七。
图中，框架柱1，钢滑道2，固定式上牛腿3，升降式下牛腿4，千斤顶5，槽型钢板6，可拆卸式缀板7，可伸缩钢支撑8，大斜杆9，小斜杆10，套筒卡槽11，套筒12，加厚板13，加劲肋14，螺栓预留孔15，基础16，混凝土围套17，预制砼垫块18。
具体实施方式
以下结合附图说明和具体实施方式对本发明作进一步的详细描述。
参见图1，一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置，包括设置在每根框架柱1上的钢滑道2和设置在每根框架柱1相对侧周面上的可移动钢牛腿。所述的可移动钢牛腿包括固定式上牛腿3和升降式下牛腿4，所述的固定式上牛腿2与框架柱1相固定，所述的升降式下牛腿4挂置在钢滑道2上，升降式下牛腿4上设置有一个千斤顶5；所述千斤顶5底部安装在升降式下牛腿4顶部，千斤顶5顶部顶置在固定式上牛腿3底部。
参见图1至图5，所述的钢滑道2包括沿框架柱1相对侧纵向相对应设置的两个槽型钢板6，所述两个槽型钢板6的凹槽朝向框架柱1，两个槽型钢板6之间通过可拆卸式缀板7相连接。两个槽型钢板6分别与每根框架柱1相对侧周面的可移动钢牛腿位于框架柱1同侧周面，同侧的升降式下牛腿4挂置在槽型钢板6上。进一步的，所述的槽型钢板6凹槽上部设置有加厚板13，槽型钢板6凹槽下部设置有加劲肋14。所述的槽型钢板6凹槽上部两侧均设置有螺栓预留孔15，升降式下牛腿4采用螺栓通过螺栓预留孔15挂置在对应的槽型钢板6上。
参见图6，相邻两根框架柱1之间设置有可伸缩钢支撑8，所述的可伸缩钢支撑8顶端与相邻一根框架柱1顶部相连接，可伸缩钢支撑8底端与相邻另一根框架柱1下部相连接。具体的，所述的可伸缩钢支撑8包括大斜杆9和小斜杆10，所述的大斜杆9下部设置有套筒卡槽11，所述的大斜杆9下部和小斜杆10上部通过套筒12连接；所述的套筒12与大斜杆9下部的套筒卡槽11相卡接，套筒12下部内筒的内螺纹与小斜杆10上的螺纹相咬合。
参见图7至图13，一种利用高强混凝土柱与钢滑道交替顶升增层建筑物装置的施工方法，包括以下步骤：
步骤一、首先对框架柱1地面开挖到基础顶面16，从地面以下每根框架柱1底部安装钢滑道2至预定框架柱1截断位置，在框架柱1底部距离基础顶面16一定高度搭设混凝土模板，在混凝土模板内制作钢筋笼，并将钢筋植入基础顶面承台16；在混凝土模板内浇筑混凝土，凝结硬化后形成混凝土围套17，框架柱1与钢滑道2均包入混凝土围套17内。
步骤二、计算出建筑物每根框架柱1需要顶升的位移量。
步骤三、将升降式下牛腿4挂置在钢滑道2上，在升降式下牛腿4上安装千斤顶5，再将固定式上牛腿3与框架柱1固定，使千斤顶5顶部顶置在固定式上牛腿3底部，则每根框架柱1对侧周面上的千斤顶5成为一组。
步骤四、在预定框架柱1截断位置采用绳锯切割直至框架柱1完全切断。
步骤五、接长钢滑道2到二层顶面，按照现场同步指令同时顶升每根框架柱1的一组千斤顶5，控制每组千斤顶5的位移量，使被截断的框架柱1上部沿钢滑道2抬升，并使框架柱截断面保持在钢滑道2的约束内。顶升一段距离后在框架柱1下塞入预制砼垫块18，然后卸载千斤顶5，在千斤顶5下部放预制砼垫块18；再按照现场同步指令同时操作每根框架柱1的一组千斤顶5再次顶升一段距离并在框架柱1下塞入预制砼垫块18、并卸载千斤顶5然后在千斤顶5下部放预制砼垫块18；该处顶升的一段距离为预制砼垫块18的模数行程，即指一个预制砼垫块18的高度，一般是150mm，因为千斤顶5最多顶200mm就要回油卸载，所以千斤顶5顶升一段的行程我们设定为与预制砼垫块18高度相同。抬升到一定高度后，将抬升高度内的预制砼垫块18与钢滑道2一同浇筑为钢管混凝土柱，随后拆下升降式下牛腿及其上千斤顶5，将千斤顶5下部预制砼垫块18拿走；此处的抬升一定高度由固定升降式下牛腿4所需的高度决定，即将升降式下牛腿4固定在钢滑道2上所需要的高度，通常这个顶升高度取若干个预制砼垫块18的合计高度，一般为6个预制砼垫块18的高度模数。
步骤六、接长钢滑道2到二层顶面，将下升降式下牛腿4重新挂置在框架柱1浇筑混凝土之上部分的钢滑道2上，然后在升降式下牛腿4上安装千斤顶5，使千斤顶5顶部顶置在固定式上牛腿3底部。
步骤七、重复步骤五和步骤六，直至将被截断的框架柱1上部抬升到指定高度，且使钢滑道2接长到二层顶面。
步骤八、除拆固定式上牛腿3、除升降式下牛腿4及千斤顶5，通过填补钢滑道2之间的空隙对框架柱1进行满包钢，形成永久性承重的钢管混凝土柱，然后在设计标高新增结构层的梁板，从而完成了建筑物的顶升增层。
具体的，所述的步骤三中还包括下面的步骤：在相邻两根框架柱1之间设置有可伸缩钢支撑8，使可伸缩钢支撑8顶端与相邻一根框架柱1顶部相连接，可伸缩钢支撑8底端与相邻另一根框架柱1下部相连接。可伸缩钢支撑8随着框架柱1被顶升而伸缩，其提供了顶升过程中的侧向支撑和约束。
具体的，因为一个预制砼垫块18至少有150mm高，顶升高度在这150mm内时，框架柱1下塞不了预制砼垫块18，但框架柱1一直处于悬空易不稳定；因此所述的步骤五中在框架柱1顶升一段距离过程中需在框架柱1下塞入钢垫块，待框架柱1顶升到一段距离后将钢垫块取出再塞入预制砼垫块18，即先塞入钢垫块，等顶到150mm高后拿出来再塞入预制砼垫块18。
参见图1至图13，本顶升增层建筑物装置及其施工方法增大了建筑物底部空间，为改造停车场、车库等设施提供了可能性，极大的提高的建筑物的使用价值。同时，施工周期短，可重复利用的构件多，造价低；且对于需要保护的历史建筑，顶升增层技术能在保证建筑原貌的前提下扩展使用空间。
以上内容是结合具体的优选实施方式对本发明所作的进一步详细说明，不能认定本发明的具体实施只局限于这些说明。对于本发明所属技术领域的普通技术人员来说，在不脱离本发明构思的前提下，还可以做出若干简单推演或替换，上述结构都应当视为属于本发明的保护范围。

Claims (9)

  1. 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置，其特征在于：包括设置在每根框架柱(1)上的钢滑道(2)和设置在每根框架柱(1)相对侧周面上的可移动钢牛腿，所述的可移动钢牛腿包括固定式上牛腿(3)和升降式下牛腿(4)，所述的固定式上牛腿(2)与框架柱(1)相固定，所述的升降式下牛腿(4)挂置在钢滑道(2)上，升降式下牛腿(4)上设置有一个千斤顶(5)，所述的千斤顶(5)底部安装在升降式下牛腿(4)顶部，千斤顶(5)顶部顶置在固定式上牛腿(3)底部。
  2. 根据权利要求1所述的一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置，其特征在于：所述的钢滑道(2)包括沿框架柱(1)相对侧纵向相对应设置的两个槽型钢板(6)，所述两个槽型钢板(6)的凹槽朝向框架柱(1)，两个槽型钢板(6)之间通过可拆卸式缀板(7)相连接。
  3. 根据权利要求2所述的一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置，其特征在于：所述的槽型钢板(6)凹槽上部设置有加厚板(13)，槽型钢板(6)凹槽下部设置有加劲肋(14)。
  4. 根据权利要求2所述的一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置，其特征在于：所述的槽型钢板(6)凹槽上部两侧均设置有螺栓预留孔(15)。
  5. 根据权利要求1所述的一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置，其特征在于：相邻两根框架柱(1)之间设置有可伸缩钢支撑(8)，所述的可伸缩钢支撑(8)顶端与相邻一根框架柱(1)顶部相连接，可伸缩钢支撑(8)底端与相邻另一根框架柱(1)下部相连接。
  6. 根据权利要求5所述的一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置，其特征在于：所述的可伸缩钢支撑(8)包括大斜杆(9)和小斜杆(10)，所述的大斜杆(9)下部设置有套筒卡槽(11)，所述的大斜杆(9)下部和小斜杆(10)上部通过套筒(12)连接，所述的套筒(12)与大斜杆(9)下部的套筒卡槽(11)相卡接，套筒(12)下部内筒的内螺纹与小斜杆(10)上的螺纹相咬合。
  7. 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物装置的施工方法，其特征在于，包括以下步骤：
    步骤一、首先对框架柱(1)地面开挖到基础顶面(16)，从地面以下每根框架柱(1)底部安装钢滑道(2)至预定框架柱(1)截断位置，在框架柱(1)底部距离基础顶面(16)一定高度搭设混凝土模板，在混凝土模板内制作钢筋笼，并将钢筋植入基础顶面承台(16)，在混凝土模板内浇筑混凝土，凝结硬化后形成混凝土围套(17)，框架柱(1)与钢滑道(2)均包入混凝土围套(17)内；
    步骤二、计算出建筑物每根框架柱(1)需要顶升的位移量；
    步骤三、将升降式下牛腿(4)挂置在钢滑道(2)上，在升降式下牛腿(4)上安装千斤顶(5)，再将固定式上牛腿(3)与框架柱(1)固定，使千斤顶(5)顶部顶置在固定式上牛腿(3)底部，则每根框架柱(1)对侧周面上的千斤顶(5)成为一组；
    步骤四、在预定框架柱(1)截断位置采用绳锯切割直至框架柱(1)完全切断；
    步骤五、接长钢滑道(2)到二层顶面，按照现场同步指令同时顶升每根框架柱(1)的一组千斤顶(5)，控制每组千斤顶(5)的位移量，使被截断的框架柱(1)上部沿钢滑道(2)抬升，并使框架柱截断面保持在钢滑道(2)的约束内，顶升一段距离后在框架柱(1)下塞入预制砼垫块(18)，然后卸载千斤顶(5)，在千斤顶(5)下部放预制砼垫块(18)，再按照现场同步指令同时操作每根框架柱(1)的一组千斤顶(5)再次顶升一段距离并在框架柱(1)下塞入预制砼垫块(18)、并卸载千斤顶(5)然后在千斤顶(5)下部放预制砼垫块(18)，抬升到一定高度后，将抬升高度内的预制砼垫块(18)与钢滑道(2)一同浇筑为钢管混凝土柱，随后拆下升降式下牛腿(4)及其上千斤顶(5)，将千斤顶(5)下部预制砼垫块(18)拿走；
    步骤六、接长钢滑道(2)到二层顶面，将下升降式下牛腿(4)重新挂置在框架柱(1)浇筑混凝土之上部分的钢滑道(2)上，然后在升降式下牛腿(4)上安装千斤顶(5)，使千斤顶(5)顶部顶置在固定式上牛腿(3)底部；
    步骤七、重复步骤五和步骤六，直至将被截断的框架柱(1)上部抬升到指定高度，且使钢滑道(2)接长到二层顶面；
    步骤八、除拆固定式上牛腿(3)、升降式下牛腿(4)及千斤顶(5)，通过填补钢滑道(2)之间的空隙对框架柱(1)进行满包钢，形成永久性承重的钢管混凝土柱，然后在设计标高新增结构层的梁板，从而完成了建筑物的顶升增层。
  8. 根据权利要求7所述的一种利用高强混凝土柱与钢滑道交替顶升增层建筑物装置的施工方法，其特征在于，所述的步骤三中还包括下面的步骤：在相邻两根框架柱(1)之间设置有可伸缩钢支撑(8)，使可伸缩钢支撑(8)顶端与相邻一根框架柱(1)顶部相连接，可伸缩钢支撑(8)底端与相邻另一根框架柱(1)下部相连接。
  9. 根据权利要求7所述的一种利用高强混凝土柱与钢滑道交替顶升增层建筑物装置的施工方法，其特征在于，所述的步骤五中在框架柱(1)顶升一段距离过程中需在框架柱(1)下塞入钢垫块，待框架柱(1)顶升到一段距离后将钢垫块取出再塞入预制砼垫块(18)。
PCT/CN2019/105606 2018-09-14 2019-09-12 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置及其施工方法 WO2020052637A1 (zh)

Priority Applications (1)

Application Number Priority Date Filing Date Title
EP19861173.3A EP3851618A4 (en) 2018-09-14 2019-09-12 DEVICE FOR ALTERNATINGLY LIFTING AN ADDED FLOOR OF A BUILDING WITH HIGH STRENGTH CONCRETE PILLARS AND STEEL GUIDES, AS WELL AS CONSTRUCTION PROCESS FOR THEM

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201811075535.X 2018-09-14
CN201811075535.XA CN109138483B (zh) 2018-09-14 2018-09-14 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置及其施工方法

Publications (1)

Publication Number Publication Date
WO2020052637A1 true WO2020052637A1 (zh) 2020-03-19

Family

ID=64825517

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2019/105606 WO2020052637A1 (zh) 2018-09-14 2019-09-12 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置及其施工方法

Country Status (3)

Country Link
EP (1) EP3851618A4 (zh)
CN (1) CN109138483B (zh)
WO (1) WO2020052637A1 (zh)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113323435A (zh) * 2021-05-25 2021-08-31 中北华宇建筑工程公司 一种旧厂房加层改造为仓库的施工方法
CN117027194A (zh) * 2023-07-20 2023-11-10 广东建科建筑工程技术开发有限公司 一种易拆卸装配式建筑物顶升装置及顶升方法
CN117306513A (zh) * 2023-09-26 2023-12-29 广州公路工程集团有限公司 一种路桥抢险应急施工的无定向支护方法及支护装置

Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109138483B (zh) * 2018-09-14 2022-09-13 武大巨成结构股份有限公司 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置及其施工方法
CN110107114B (zh) * 2019-05-21 2021-05-04 杭州圣基建筑特种工程有限公司 一种用于砖混结构房屋顶升纠倾的侧向限位方法
CN110541582B (zh) * 2019-09-09 2021-08-17 河南文博建设工程有限公司 一种步进式建筑平移方法
CN111894140A (zh) * 2020-08-13 2020-11-06 贵州建工集团第一建筑工程有限责任公司 一种建筑物顶升加高施工方法
CN112049007B (zh) * 2020-09-21 2022-06-24 湖南工学院 一种槽型钢-混凝土组合梁及其制作方法
CN112049008B (zh) * 2020-09-21 2022-06-24 湖南工学院 低高度槽型钢混组合梁及其制作方法
CN114525851B (zh) * 2022-02-28 2023-10-24 广州城建职业学院 一种装配式建筑施工用钢材拼接结构
CN116905661A (zh) * 2023-07-20 2023-10-20 广东建科建筑工程技术开发有限公司 一种大吨位装配式建筑物顶升平台及方法

Citations (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1305902A (zh) * 1969-04-09 1973-02-07
JP2006266062A (ja) * 2005-03-24 2006-10-05 Kenjiro Ogata 住宅用免震装置
CN101041948A (zh) * 2007-04-10 2007-09-26 合肥工业大学 整体顶托公路桥梁上部结构施工设备
US20140259989A1 (en) * 2013-03-18 2014-09-18 Gregory Enterprises, Inc. Pivoting bracket for foundation support system
CN104989121A (zh) * 2015-07-24 2015-10-21 武大巨成结构股份有限公司 一种钢滑道顶升建筑物增层装置
CN105064717A (zh) * 2015-07-24 2015-11-18 武大巨成结构股份有限公司 一种钢滑道顶升建筑物增层的施工方法
CN204850528U (zh) * 2015-07-24 2015-12-09 武大巨成结构股份有限公司 一种用于建筑物顶升增层的钢滑道
CN204876624U (zh) * 2015-07-24 2015-12-16 武大巨成结构股份有限公司 一种钢滑道顶升建筑物增层装置
CN106381817A (zh) * 2016-10-28 2017-02-08 柳州欧维姆工程有限公司 用于旧桥纠偏复位的自平衡式水平纠偏装置及其施工方法
CN106836826A (zh) * 2017-01-21 2017-06-13 浙江中南建设集团钢结构有限公司 一种设置双轨道进行顶推累积滑移工装及其施工方法
CN107143145A (zh) * 2017-04-19 2017-09-08 浙江中南建设集团钢结构有限公司 一种钢桁架结构分段高空对接并同步卸载方法
CN109138483A (zh) * 2018-09-14 2019-01-04 武大巨成结构股份有限公司 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置及其施工方法
CN209228092U (zh) * 2018-09-14 2019-08-09 武大巨成结构股份有限公司 一种用于建筑物顶升增层的钢管混凝土柱钢滑道
CN209293462U (zh) * 2018-09-14 2019-08-23 武大巨成结构股份有限公司 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置

Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS58195665A (ja) * 1982-05-08 1983-11-14 江本　央 住宅などのジヤツキアツプ装置
CN103132653A (zh) * 2013-02-20 2013-06-05 西安建筑科技大学 一种双槽钢混凝土组合柱
JP6418683B2 (ja) * 2014-11-20 2018-11-07 大成建設株式会社 仮支持方法
KR101704245B1 (ko) * 2015-08-20 2017-02-08 유창호 철골 구조물 인상장치
CN205206301U (zh) * 2015-11-18 2016-05-04 云南春鹰模板制造有限公司 整体提升式竖井模板
CN105863287B (zh) * 2016-03-31 2018-04-06 山东建筑大学 框架结构建筑物顶升增层和隔震方法
CN108518081B (zh) * 2018-05-14 2019-11-15 武大巨成结构股份有限公司 一种利用同步顶升移位装置新增小区地下空间的施工方法

Patent Citations (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1305902A (zh) * 1969-04-09 1973-02-07
JP2006266062A (ja) * 2005-03-24 2006-10-05 Kenjiro Ogata 住宅用免震装置
CN101041948A (zh) * 2007-04-10 2007-09-26 合肥工业大学 整体顶托公路桥梁上部结构施工设备
US20140259989A1 (en) * 2013-03-18 2014-09-18 Gregory Enterprises, Inc. Pivoting bracket for foundation support system
CN104989121A (zh) * 2015-07-24 2015-10-21 武大巨成结构股份有限公司 一种钢滑道顶升建筑物增层装置
CN105064717A (zh) * 2015-07-24 2015-11-18 武大巨成结构股份有限公司 一种钢滑道顶升建筑物增层的施工方法
CN204850528U (zh) * 2015-07-24 2015-12-09 武大巨成结构股份有限公司 一种用于建筑物顶升增层的钢滑道
CN204876624U (zh) * 2015-07-24 2015-12-16 武大巨成结构股份有限公司 一种钢滑道顶升建筑物增层装置
CN106381817A (zh) * 2016-10-28 2017-02-08 柳州欧维姆工程有限公司 用于旧桥纠偏复位的自平衡式水平纠偏装置及其施工方法
CN106836826A (zh) * 2017-01-21 2017-06-13 浙江中南建设集团钢结构有限公司 一种设置双轨道进行顶推累积滑移工装及其施工方法
CN107143145A (zh) * 2017-04-19 2017-09-08 浙江中南建设集团钢结构有限公司 一种钢桁架结构分段高空对接并同步卸载方法
CN109138483A (zh) * 2018-09-14 2019-01-04 武大巨成结构股份有限公司 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置及其施工方法
CN209228092U (zh) * 2018-09-14 2019-08-09 武大巨成结构股份有限公司 一种用于建筑物顶升增层的钢管混凝土柱钢滑道
CN209293462U (zh) * 2018-09-14 2019-08-23 武大巨成结构股份有限公司 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
See also references of EP3851618A4 *

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113323435A (zh) * 2021-05-25 2021-08-31 中北华宇建筑工程公司 一种旧厂房加层改造为仓库的施工方法
CN117027194A (zh) * 2023-07-20 2023-11-10 广东建科建筑工程技术开发有限公司 一种易拆卸装配式建筑物顶升装置及顶升方法
CN117306513A (zh) * 2023-09-26 2023-12-29 广州公路工程集团有限公司 一种路桥抢险应急施工的无定向支护方法及支护装置
CN117306513B (zh) * 2023-09-26 2024-04-09 广州公路工程集团有限公司 一种路桥抢险应急施工的无定向支护方法及支护装置

Also Published As

Publication number Publication date
CN109138483A (zh) 2019-01-04
CN109138483B (zh) 2022-09-13
EP3851618A4 (en) 2021-12-22
EP3851618A1 (en) 2021-07-21

Similar Documents

Publication Publication Date Title
WO2020052637A1 (zh) 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置及其施工方法
CN107060275B (zh) 一种模块化电梯井道施工工艺
CN202090591U (zh) 一种建筑施工升降式爬升模板
CN109723140B (zh) 一种预制楼梯间的施工方法
CN105863253A (zh) 整体支模异步浇筑楼梯间墙柱支模体系及施工方法
CN107476470A (zh) 装配式内置钢管和gfrp管再生混凝土组合剪力墙及其施工方法
CN214575640U (zh) 一种u型浇筑混凝土竖向及水平结构同步施工模架体系
CN105525753A (zh) 一种构造柱与主体结构同时施工的方法及结构
CN111663659B (zh) 错层同步施工方法
US3201502A (en) Method of erecting concrete structures
CN210685444U (zh) 预制外墙板快速调平安装支撑装置
CN209855277U (zh) 一种用于既有建筑地下增层的转换层结构
CN110593080A (zh) 一种与内支撑体系结合的撑间栈桥系统及施工方法
CN111764578B (zh) 一种逆作桩柱结构及其施工方法
CN206956979U (zh) 一种带顶柱的一字型剪力墙
CN209293462U (zh) 一种利用高强混凝土柱与钢滑道交替顶升增层建筑物的装置
KR101140884B1 (ko) 건축물의 벽체 시공용 거푸집 장치 및 이를 이용한 시공방법
CN206903062U (zh) 一种带顶柱的空心柱
CN113059685B (zh) 一种预制梁施工系统及施工方法
KR101616483B1 (ko) 변단면pc보를 이용한 지하주차장 시공방법
JPH03100225A (ja) 多機能作業床を用いた逆打ち工法及び多機能作業床
CN112227405A (zh) 位于基坑边坡上的塔吊基础及其施工方法
KR101315946B1 (ko) 기둥 선행시공을 통한 ｒｃ기준층의 공기단축공법
CN207484749U (zh) 装配式内置钢管和gfrp管再生混凝土组合剪力墙
CN105464128A (zh) 预应力锚索装配式桩板墙防护施工方法

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: 19861173

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

ENP Entry into the national phase

Ref document number: 2019861173

Country of ref document: EP

Effective date: 20210414