WO2019056716A1

WO2019056716A1 - Fully-assembled prestress concrete frame anti-seismic energy dissipation member system and construction method

Info

Publication number: WO2019056716A1
Application number: PCT/CN2018/079981
Authority: WO
Inventors: 郭海山; 李黎明; 刘康; 王冬雁; 齐虎; 田力达; 耿娇; 范昕; 李明; 李桐; 谢永兰
Original assignee: 中国建筑股份有限公司
Priority date: 2017-09-21
Filing date: 2018-03-22
Publication date: 2019-03-28
Also published as: CN107503553A; CN107503553B

Abstract

A fully-assembled prestress concrete frame anti-seismic energy dissipation member system, comprising a foundation (1), frame columns (2), overlapping main beams (4), anti-seismic energy dissipation members and overlapping floor slabs (5). The frame columns (2) are formed by splicing frame column units; the length of each frame column unit is two to four times greater than the storey height of the energy dissipation member system, and each frame column unit continuously penetrates at the position of a beam-column node; the splicing position of two adjacent frame column units is located 1m-1.5m above a top portion of an overlapping main beam (4) of a corresponding floor, and a column foot energy dissipation device is disposed at a root portion of a frame column (2). A construction method for a fully-assembled prestress concrete frame anti-seismic energy dissipation member system. The present invention solves the technical problems in existing assembled structural systems wherein wet operation quantity is high, construction is complex, and post-seismic reparation costs for a column foot are high, while costs are high and manufacturing is complex in disposing energy dissipation steel ribs within a beam.

Description

全装配式预应力砼框架抗震耗能构件体系及施工方法Fully assembled prestressed concrete frame seismic energy consuming component system and construction method thereof

技术领域Technical field

本发明属于装配式混凝土结构建筑领域，特别是涉及一种全装配式预应力砼框架抗震耗能构件体系及施工方法。The invention belongs to the field of fabricated concrete structure construction, in particular to a fully assembled prestressed concrete frame seismic energy consuming component system and a construction method thereof.

背景技术Background technique

目前，国内的装配式混凝土结构建筑领域应用较多为装配整体式体系，主要包括装配整体式框架体系、装配整体式框架-抗震构件体系和装配整体式抗震构件体系等。这些体系大都采用梁柱节点区域现浇，或者抗震墙边缘构件区现浇的连接方式，现场湿作业量大，施工效率不高。另外，国内的工业厂房结构体系中已经应用了框架柱上设置外露牛腿的干式连接节点，预制叠合主梁上设埋件与牛腿焊接连接，但这种体系由于外露牛腿的存对建筑效果较大，不利于在民用建筑中扩广应用。近年来，美国和日本研发了可在民用建筑中应用的预制预应力框架干式连接节点和体系，但仍存在以下问题有待改进：1、梁柱节点区在梁的上下部均设置耗能钢筋，节点施工复杂，尤其是梁下部的耗能钢筋，安装不便；2、梁柱节点区，仅在梁的上部设置耗能钢筋，但耗能钢筋的无粘结段设置在柱外侧，置于预制叠合主梁的预留槽中。这种节点耗能钢筋在柱内的接头多，成本高；预制叠合主梁为耗能钢筋预留槽，造成预制叠合主梁制作复杂成本高，且现场施工复杂。同时该种节点未考虑与混凝土楼板的连接关系，该种节点仅有节点实验，且实验表明其连接性能较第一种情形中上下设置耗能钢筋的节点差，待处理的问题较多；3、在梁柱连接节点区域在梁的上下部均不设置耗能钢筋，仅通过单根或两根后张预应力钢筋连接，结构的耗能性能差，抗震性能不理想；4、已有的柱贯通无牛腿的后张无粘结预应力装配混凝土框架干式体系，虽然在地震作用下能够形成强柱弱梁的良好抗震体系，但是与基础相连的柱脚在地震中容易最先破坏，且修复成本高；5、预制预应力干式纯框架体系由于节点刚度较装配整体式有所减弱，按现行规范在高烈度区的适用高度受到限制。At present, the domestic assembly-type concrete structure construction field is mostly applied to the assembly integral system, which mainly includes assembling the integral frame system, assembling the integral frame-seismic component system and assembling the integral seismic component system. Most of these systems use cast-in-place joints in the beam-column joints or cast-in-place joints in the edge members of the seismic wall. The wet work on site is large and the construction efficiency is not high. In addition, the domestic industrial plant structural system has applied the dry connection node on the frame column with the exposed bull legs. The prefabricated composite main beam is provided with the embedded joint and the beef leg welded joint, but this system is preserved due to the exposed beef legs. The effect on the building is large, which is not conducive to the wide application in civil buildings. In recent years, the United States and Japan have developed prefabricated prestressed frame dry joints and systems that can be used in civil buildings, but the following problems still need to be improved: 1. Energy-saving steel bars are installed in the upper and lower parts of the beam in the beam-column joint zone. The construction of the nodes is complicated, especially the energy-consuming steel bars in the lower part of the beam, which is inconvenient to install; 2. In the beam-column joint zone, energy-consuming steel bars are only arranged on the upper part of the beam, but the unbonded sections of the energy-consuming steel bars are placed outside the column and placed Prefabricated in the reserved groove of the main beam. The joint energy-consuming steel bars have many joints in the column and the cost is high; the prefabricated superimposed main beam is reserved for the energy-consuming steel bars, which causes the complicated cost of the prefabricated superimposed main beam to be produced, and the on-site construction is complicated. At the same time, this kind of node does not consider the connection relationship with the concrete floor. This kind of node only has the joint experiment, and the experiment shows that the connection performance is worse than that of the upper and lower energy-consuming steel bars in the first case, and there are many problems to be solved; In the beam-column joint node area, no energy-consuming steel bars are arranged in the upper and lower parts of the beam, and only the single or two post-tensioned prestressed steel bars are connected, the energy dissipation performance of the structure is poor, and the seismic performance is not ideal; 4. Existing The column is connected to the post-tensioned unbonded prestressed concrete frame dry system without the ox leg. Although it can form a good seismic system of the strong column weak beam under the action of earthquake, the column foot connected with the foundation is easy to be destroyed first in the earthquake. And the repair cost is high; 5, the prefabricated prestressed dry pure frame system is weakened according to the assembly integrity, and the applicable height in the high intensity zone is limited according to the current specifications.

因此，需要一种综合考虑建筑室内效果(不露牛腿)，梁、柱、板、节点快速施工连接，水暖电等设备管线预埋，减少施工支撑和脚手架等非实体物资消耗等的装配式混凝土框架-抗震耗能墙(支撑)体系。Therefore, it is necessary to comprehensively consider the indoor effect of the building (without the cow's legs), the rapid construction connection of beams, columns, plates and joints, the pre-buried of pipelines such as plumbing and electric power, and the reduction of non-physical materials such as construction support and scaffolding. Concrete frame - seismic energy-consuming wall (support) system.

发明内容Summary of the invention

本发明的目的是提供一种全装配式预应力砼框架抗震耗能构件体系及施工方法，要解决现有装配式结构体系中存在的湿作业量大、施工复杂、柱脚震后修复成本高、耗能钢筋设置于梁内成本高以及制作复杂的技术问题。The object of the present invention is to provide a fully assembled prestressed concrete frame seismic energy consuming component system and a construction method thereof, and to solve the problems of large wet work, complicated construction, and high post-earthquake repair cost in the existing assembled structural system. The energy-consuming steel bars are placed in the beam and the cost is high and the technical problems are complicated.

为实现上述目的，本发明采用如下技术方案。In order to achieve the above object, the present invention adopts the following technical solutions.

一种全装配式预应力砼框架抗震耗能构件体系，包括有基础，框架柱，叠合主梁，填充在由框架柱与叠合主梁围合而成的矩形框架中的抗震耗能构件以及叠合楼板；所述框架柱由框架柱单元拼合而成；其中，每根框架柱单元的长度为该耗能构件体系层高的2～4倍，且在梁柱节点位置处连续贯通；相邻两根框架柱单元的拼接位置位于对应楼层的叠合主梁顶部上方1m～1.5m处；所述框架柱中、位于梁柱节点处设有水平的柱预应力孔道；A fully assembled prestressed concrete frame seismic energy consuming component system, comprising a foundation, a frame column, a laminated main beam, and a seismic energy consuming member filled in a rectangular frame enclosed by the frame column and the laminated main beam And the laminated floor slab; the frame column is assembled by the frame column unit; wherein the length of each frame column unit is 2 to 4 times higher than the height of the energy consuming component system layer, and continuously penetrates at the position of the beam and column node; The splicing position of two adjacent frame column units is located 1m to 1.5m above the top of the overlapping main beam of the corresponding floor; in the frame column, a horizontal column prestressing hole is arranged at the beam column node;

所述叠合主梁包括有预制混凝土主梁和主梁混凝土叠合层；所述预制混凝土主梁上、对应柱预应力孔道的位置处开设有水平的梁预应力孔道；所述主梁混凝土叠合层浇筑在预制混凝土主梁的顶部、相邻两块叠合楼板之间，且主梁混凝土叠合层的厚度与叠合楼板的厚度相同；所述预制混凝土主梁与其两端的框架柱之间通过穿设在梁预应力孔道中和柱预应力孔道中的预应力钢丝束连接；所述预应力钢丝束位于预制混凝土主梁跨中的部分为梁内有粘结钢筋段，预应力钢丝束位于预制混凝土主梁中、梁内有粘结钢筋段两侧的部分为梁内无粘结钢筋段；其中梁内有粘结钢筋段的长度为2m～3m；所述叠合楼板包括有预制空心板和现浇在预制空心板顶部的楼板混凝土叠合层，其中楼板混凝土叠合层的顶面与主梁混凝土叠合层的顶面平齐。The superposed main beam comprises a precast concrete main beam and a main beam concrete superposed layer; a horizontal beam prestressing hole is opened at a position of the precast concrete main beam and the corresponding column prestressing hole; the main beam concrete The laminated layer is cast on the top of the precast concrete main beam and between two adjacent laminated slabs, and the thickness of the main beam concrete laminated layer is the same as the thickness of the laminated slab; the precast concrete main beam and the frame columns at both ends thereof The prestressed steel wire bundle is connected between the prestressed steel pipe and the prestressed steel pipe in the prestressed concrete pipe. The prestressed steel wire bundle is located in the precast concrete main beam. The wire bundle is located in the precast concrete main beam, and the part of the beam having the two sides of the bonded steel section is an unbonded steel section in the beam; wherein the length of the bonded steel section in the beam is 2m to 3m; the laminated floor comprises There are prefabricated hollow slabs and slab concrete laminated layers cast on top of the prefabricated hollow slabs, wherein the top surface of the slab concrete laminated layer is flush with the top surface of the main beam concrete superposed layer.

优选的，所述框架柱的根部设有外包钢板和环向外伸加劲肋；其中，外包钢板的高度为框架柱截面长边长度的1～3倍，外包钢板的厚度为10mm～30mm；环向外伸加劲肋的外边缘上间隔开有U形槽口；所述基础中预埋有竖向套筒和柱脚耗能钢筋；柱脚耗能钢筋的下端插接在基础的竖向套筒中，柱脚耗能钢筋的上端对应插在环向外伸加劲肋上的U形槽口中，并通过螺母与环向外伸加劲肋固定。Preferably, the root of the frame column is provided with an outer steel plate and a ring extending outward stiffener; wherein the height of the outer steel plate is 1 to 3 times the length of the long side of the frame column, and the thickness of the outer steel plate is 10 mm to 30 mm; a U-shaped notch is spaced apart from an outer edge of the outwardly extending stiffener; a vertical sleeve and a column of energy-consuming steel bars are embedded in the foundation; and a lower end of the energy-consuming steel bar of the column foot is inserted into the vertical sleeve of the foundation In the cylinder, the upper end of the energy-consuming steel bar of the column foot is inserted into the U-shaped notch on the outwardly extending stiffening rib of the ring, and is fixed by the nut and the ring extending outwardly.

优选的，所述框架柱与主梁混凝土叠合层之间连接有水平的附加耗能钢筋和抗剪钢筋；所述附加耗能钢筋位于主梁混凝土叠合层上部，由耗能钢筋柱内锚固段和耗能钢筋梁内锚固段组成，耗能钢筋柱内锚固段和耗能钢筋梁内锚固段通过耗能钢筋机械连接接头在框架柱边连接；Preferably, a horizontal additional energy-consuming steel bar and a shear-resistant steel bar are connected between the frame column and the main beam concrete laminated layer; the additional energy-consuming steel bar is located in the upper part of the main beam concrete laminated layer, and is occupied by the energy-consuming steel column The anchoring section and the anchoring section of the energy-consuming steel beam are arranged, and the anchoring section of the energy-consuming steel column and the anchoring section of the energy-consuming steel beam are connected at the edge of the frame column through the mechanical joint of the energy-consuming steel bar;

所述抗剪钢筋位于主梁混凝土叠合层底部，由抗剪钢筋柱内锚固段和抗剪钢筋梁内锚固段组成，抗剪钢筋柱内锚固段和抗剪钢筋梁内锚固段通过抗剪钢筋机械连接接头在框架柱边连接。The shear reinforcement is located at the bottom of the composite layer of the main beam concrete, and is composed of an anchoring section of the shear-resistant steel column and an anchoring section of the shear-resistant steel beam, and the anchoring section of the shear-resistant steel column and the anchoring section of the shear-resistant steel beam pass through the shearing resistance section. The steel mechanical joints are connected at the edge of the frame column.

优选的，所述叠合主梁之间设置简支的叠合次梁；所述叠合次梁包括有预制混凝土次梁、次梁混凝土叠合层和次梁叠合层钢筋；所述次梁混凝土叠合层的厚度与叠合楼板的厚度相同，并且与主梁混凝土叠合层整体浇注成形；所述次梁叠合层钢筋布置在次梁混凝土叠合层的顶部，其端部锚固于主梁混凝土叠合层中。Preferably, a superimposed superimposed secondary beam is disposed between the superposed main beams; the superposed secondary girder comprises a precast concrete secondary beam, a secondary beam concrete laminated layer and a secondary beam laminated layer reinforcing bar; The thickness of the beam concrete laminated layer is the same as the thickness of the laminated floor slab, and is integrally casted with the main beam concrete laminated layer; the secondary beam laminated layer steel bar is arranged on the top of the secondary beam concrete laminated layer, and the end portion is anchored In the main beam concrete laminate layer.

优选的，所述叠合楼板中的预制空心板为预制圆孔板或者预制异形孔板或者SP板；所述叠合楼板中内设有板面构造钢筋和附加钢筋，其中板面构造钢筋为网状钢筋，水平布置在楼板混凝土叠合层中，靠近顶部位置处，附加钢筋穿设在预制空心板的孔洞中或者设置在预制空心板的板间缝隙处，且位于板间缝隙处的附加钢筋的两端分别浇筑在缝隙两侧的预制空心板的孔洞中。Preferably, the prefabricated hollow slab in the laminated slab is a prefabricated circular orifice plate or a prefabricated shaped orifice plate or an SP plate; the laminated slab is provided with a slab structure steel bar and an additional steel bar, wherein the slab structure steel bar is The mesh steel bar is horizontally arranged in the floor concrete laminated layer, near the top position, and the additional steel bars are inserted in the holes of the prefabricated hollow plate or at the gap between the plates of the prefabricated hollow plate, and are attached at the gap between the plates. Both ends of the steel bar are respectively poured into the holes of the prefabricated hollow plate on both sides of the slit.

优选的，所述抗震耗能构件为耗能钢板剪力墙或者抗震墙或者屈曲约束的钢支撑；所述抗震墙包括有剪切型耗能器和剪力墙体；所述剪力墙体底部与下方的叠合主梁或基础通过套筒灌浆连接在一起；所述屈曲约束的钢支撑在多遇地震下为结构提供侧向刚度，在设防地震或罕遇地震下为结构提供耗能能力，支撑布置形式为人形或者V形或者W形。Preferably, the seismic energy-consuming member is an energy-consuming steel plate shear wall or an earthquake-resistant wall or a buckling-constrained steel support; the seismic wall includes a shear type energy consuming device and a shear wall; the shear wall body The bottom and bottom superimposed main beams or foundations are joined together by sleeve grouting; the buckling-constrained steel supports provide lateral stiffness to the structure under multiple earthquakes, providing energy for the structure under earthquake or rare earthquakes The ability to support the arrangement is human or V-shaped or W-shaped.

优选的，所述剪力墙体为一体成形；所述剪切型耗能器安装在剪力墙体顶部与叠合主梁底部之间，将剪力墙体与其上方的叠合主梁连接。Preferably, the shear wall is integrally formed; the shear type energy consuming device is installed between the top of the shear wall and the bottom of the laminated main beam, and connects the shear wall to the superposed main beam above it. .

优选的，所述剪力墙体包括有上剪力墙体单元和下剪力墙体单元；其中上剪力墙体单元顶部与其上方的叠合主梁之间采用高强螺栓连接；下剪力墙体单元与其下方的叠合主梁或者基础之间采用套管灌浆连接；所述剪切型耗能器设置在上剪力墙体单元与下剪力墙体单元之间。Preferably, the shear wall comprises an upper shear wall unit and a lower shear wall unit; wherein a high-strength bolt connection is used between the top of the upper shear wall unit and the superposed main beam above; the lower shear force The wall unit is connected by a casing grouting between the superimposed main beam or the foundation below; the shear type energy dissipator is disposed between the upper shear wall unit and the lower shear wall unit.

一种全装配式预应力砼框架-抗震耗能构件体系的施工方法，包括步骤如下。A fully assembled prestressed concrete frame-seismic energy consuming component system construction method comprising the following steps.

步骤一：在工厂中生产预制构件，包括生产框架柱单元、抗震耗能构件、预制混凝土主梁、预制空心板和预制混凝土次梁。Step 1: Production of prefabricated components in the factory, including the production of frame column units, seismic energy-consuming components, precast concrete main beams, prefabricated hollow slabs and precast concrete secondary beams.

步骤二：安装框架柱；所述框架柱由框架柱单元拼接而成。Step 2: installing a frame column; the frame column is formed by splicing frame column units.

a、当待安装框架柱单元为底层柱单元时，将待安装框架柱单元吊装至基础上并作临时固定，调整柱的轴线位置及垂直度，用高强砂浆封堵待安装框架柱单元底部接缝四周，然后进行待安装框架柱单元底部接缝处灌浆，待接缝灌浆完毕安装柱脚耗能钢筋，并拧上螺母。a. When the frame column unit to be installed is the bottom column unit, the frame column unit to be installed is hoisted to the foundation and temporarily fixed, the axial position and verticality of the column are adjusted, and the bottom of the frame column to be installed is sealed with high-strength mortar. Sew around, then grout at the bottom joint of the frame column unit to be installed. After the joint grouting, install the column foot energy-consuming steel bar and screw the nut.

b、当待安装框架柱单元为标准层柱单元时，将待安装框架柱单元对应安装在已安装框架柱单元的顶部，并作临时固定，调整待安装框架柱单元的轴线位置及垂直度，用高强砂浆封堵待安装框架柱单元底部接缝四周，最后进行待安装框架柱单元底部接缝处灌浆。b. When the frame column unit to be installed is a standard layer column unit, the frame column unit to be installed is correspondingly installed on the top of the installed frame column unit, and temporarily fixed, and the axial position and verticality of the frame column unit to be installed are adjusted. The high-strength mortar is used to seal the joint around the bottom of the frame column unit to be installed, and finally the bottom joint of the frame column unit to be installed is grouted.

步骤三：安装支撑牛腿和梁下临时支撑；在框架柱上、对应预制混凝土主梁底部的位置安装支撑牛腿，并在叠合主梁设计位置和叠合次梁设计位置的跨中位置均安装临时支撑。Step 3: Install the support bull's leg and the temporary support under the beam; install the supporting bull's leg on the frame column at the position corresponding to the bottom of the precast concrete main beam, and at the mid-position of the overlapping main beam design position and the overlapping secondary beam design position Temporary support is installed.

步骤四：吊装并临时固定抗震耗能构件；将抗震耗能构件运至相邻的框架柱之间，并做临时固定。Step 4: Lifting and temporarily fixing the seismic energy-consuming components; transporting the seismic energy-consuming components between adjacent frame columns and temporarily fixing them.

步骤五：吊装预制混凝土主梁，使其落于临时支撑牛腿和叠合主梁设计位置下方的临时支撑上，同时吊装预制混凝土次梁，并使其落于叠合次梁设计位置下方的临时支撑上。Step 5: Lifting the precast concrete main beam to fall on the temporary support under the temporary support of the bull's leg and the overlapping main beam design position, while hoisting the precast concrete secondary beam and causing it to fall under the overlapping secondary beam design position. Temporary support.

步骤六：设置叠合楼板底的临时支撑，吊装预制空心板。Step 6: Set the temporary support of the bottom of the laminated floor and hoist the prefabricated hollow slab.

步骤七：将预应力钢丝束上的梁内有粘结钢筋段外部包的套管剥去，清除预应力钢丝束表面的油渍，将预应力钢丝束穿设在梁预应力孔道中和柱预应力孔道中。Step 7: Strip the outer sheath of the bonded steel bar in the beam on the prestressed steel wire bundle, remove the oil stain on the surface of the prestressed steel wire bundle, and thread the prestressed steel wire bundle into the prestressed hole of the beam and preheat the column. In the stress channel.

步骤八：在步骤五施工完毕后形成的梁柱接缝内灌入高强纤维砂浆，充满灌实。Step 8: Fill the joints of the beams and columns formed after the completion of the construction in step 5 with high-strength fiber mortar, and fill it with solid.

步骤九：待高强纤维砂浆达到要求强度后，进行预应力钢丝束的张拉、并锚固。Step 9: After the high-strength fiber mortar reaches the required strength, the pre-stressed steel wire bundle is tensioned and anchored.

步骤十：铺设楼板混凝土叠合层、主梁混凝土叠合层和次梁混凝土叠合层内的钢筋。Step 10: Laying the reinforced concrete in the slab concrete laminate layer, the main beam concrete laminate layer and the secondary beam concrete laminate layer.

步骤十一：整体浇筑楼板混凝土叠合层的混凝土、主梁混凝土叠合层和次梁混凝土叠合层的混凝土。Step 11: Concrete for concrete slab concrete laminated layer, main beam concrete laminated layer and secondary beam concrete laminated layer.

步骤十二：在预应力钢丝束穿过的柱预应力孔道和梁预应力孔道内灌入高强灌浆料。Step 12: Inject high-strength grout into the pre-stressed channel and the pre-stressed channel of the beam through which the prestressed wire bundle passes.

步骤十三：每层重复步骤二～步骤十二，直至该全装配式预应力砼框架-抗震耗能墙体系框架部分整体安装完毕。Step 13: Repeat steps 2 to 12 for each layer until the frame part of the fully assembled prestressed concrete frame-seismic energy-consuming wall system is completely installed.

步骤十四：将抗震耗能构件与预制混凝土主梁连接固定，完成该体系的施工。Step 14: Connect the seismic energy-consuming components to the precast concrete main beam to complete the construction of the system.

优选的，当抗震耗能构件为抗震墙时，步骤四中，所述吊装和临时固定抗震耗能构件的方法具体为：将抗震墙与其下方的叠合主梁或者基础对应连接，并且在抗震墙与抗震墙下方的叠合主梁或者基础之间的接缝中灌注混凝土浆液。Preferably, when the seismic energy consuming member is an earthquake resistant wall, in the fourth step, the method for hoisting and temporarily fixing the seismic energy consuming member is specifically: connecting the seismic wall to the superposed main beam or foundation below, and being seismically resistant The concrete slurry is poured into the joint between the wall and the laminated main beam or foundation below the seismic wall.

当抗震耗能构件为屈曲约束的钢支撑时，步骤一中，所述框架柱单元和预制混凝土主梁上埋设有连接钢支撑用的节点连接板。When the seismic energy consuming member is a buckling-constrained steel support, in the first step, the frame column unit and the precast concrete main beam are embedded with a node connecting plate for connecting the steel support.

步骤四中，吊装和临时固定抗震耗能构件的方法具体为：将钢支撑吊至安装位置附近，将钢支撑的端部与对应一侧的预埋在框架柱单元或预制混凝土主梁上的节点连接板焊接。In the fourth step, the method for hoisting and temporarily fixing the seismic energy-consuming member is specifically: lifting the steel support to the vicinity of the installation position, and pre-burying the end of the steel support and the corresponding side on the frame column unit or the precast concrete main beam. The node connection plate is soldered.

步骤十四中，通过高强螺栓将钢支撑和节点连接板进行固定连接，从而完成该抗震耗能构件与预制混凝土主梁或框架柱单元连接固定。In step fourteen, the steel support and the joint plate are fixedly connected by high-strength bolts, thereby completing the connection and fixing of the seismic energy-consuming member with the precast concrete main beam or the frame column unit.

本发明的有益效果是。The beneficial effects of the present invention are.

1、本发明所述的是一种施工高效、抗震性能良好、震后易修复的体系，通过对框架柱、预制抗震墙、预制叠合主梁、叠合楼板、外挂预制外墙板等预制构件的选型、连接构造的优化改进以及对施工工序的合理安排，提高了该体系的施工建造速度和绿色施工水平。1. The invention relates to a system with high construction efficiency, good seismic performance and easy repair after earthquake, and prefabricated by frame column, prefabricated seismic wall, prefabricated main beam, laminated floor slab, external prefabricated exterior wall panel, etc. The selection of components, the optimization and improvement of the connection structure and the reasonable arrangement of the construction process have improved the construction speed and green construction level of the system.

2、本发明通过在叠合主梁柱节点的合理位置设置耗能钢筋和耗能钢筋机械连接接头来达到不增加施工建造难度的条件下，提高整个体系抗震性能的目的。2. The invention achieves the purpose of improving the seismic performance of the whole system by setting the energy-saving steel bars and the energy-consuming steel mechanical joints at a reasonable position of the overlapping main beam-column joints without increasing the difficulty of construction and construction.

3、本发明的底层框架柱单元与基础相连的柱脚采用了可替换柱脚耗能器，配合后张预应力钢筋的使用，可使混凝土结构构件在地震中损伤减小，柱脚耗能器位于柱脚外侧方便震后更换。3. The column of the bottom frame column unit of the present invention is connected with the base, and the replaceable column foot energy consuming device is used, and the use of the post-tensioned prestressed steel bar can reduce the damage of the concrete structural member during the earthquake, and the column foot consumes energy. The device is located outside the column foot to facilitate replacement after the earthquake.

4、本发明取消了传统的梁的下部耗能钢筋，在框架内的接头少简化了节点施工步骤，无需在梁内设高成本且施工复杂的耗能钢筋预留槽，简化了预制装配混凝土节点连接构造；耗能钢筋与叠合楼板同时施工，考虑到了框架柱与叠合楼板的连接关系，连接性能较好。4. The invention eliminates the lower energy-consuming steel bars of the traditional beam, and the joints in the frame simplifies the node construction steps, and there is no need to set a high-cost and complicated construction energy-consuming steel reserved groove in the beam, which simplifies prefabricated concrete. Node connection structure; energy-consuming steel bars and laminated floor slabs are constructed at the same time, considering the connection relationship between frame columns and laminated slabs, the connection performance is better.

5、本发明的叠合楼板中的预制空心板和楼板混凝土叠合层的预应力组装的施工方式，使现场施工方便、快捷，只需在梁下设置临时的支撑，较传统预制装配结构节省大量支撑，提升了施工建造效率。5. The prestressed assembly construction method of the prefabricated hollow slab and the slab concrete laminated layer in the laminated slab of the invention makes the on-site construction convenient and quick, and only needs temporary support under the beam, which saves compared with the traditional prefabricated assembly structure. A large amount of support has improved the efficiency of construction and construction.

6、本发明在装配式预应力纯框架体系的基础上引入了装配式抗震墙构件，提高了纯框架体系的侧向刚度，形成了双重抗侧力体系或二道防线，在现行规范体制下扩大了装配式预应力框架结构的应用范围，可用于各种多高层公共建筑，如学校、办公楼、公寓、医院等。6. The invention introduces the assembled seismic wall component on the basis of the prefabricated pre-stressed pure frame system, improves the lateral stiffness of the pure frame system, and forms a double anti-side force system or a second line of defense under the current standard system. It expands the application range of the prefabricated prestressed frame structure and can be used in various high-rise public buildings such as schools, office buildings, apartments, hospitals, etc.

7、本发明中的预制叠合主梁和框架柱通过贯穿的预应力钢丝束压接在一起，并且设计时仅在叠合主梁上部的现浇主梁混凝土叠合层内设置耗能钢筋，耗能钢筋可以为柱体内无粘接或柱体外无粘接；同时在预制叠合主梁柱接合面设置了附加抗剪钢筋，本发明通过对框架柱、预制抗震墙、预制叠合主梁、叠合楼板、外挂预制外墙板等预制构件的选型、连接构造的优化改进，通过对施工工序的合理安排，不仅提高了该体系的施工建造的速度，而且施工完成后的体系的抗震性能良好，震后易修复。7. The prefabricated composite main beam and the frame column of the present invention are crimped together by a through-prestressed steel wire bundle, and the energy-consuming steel bars are disposed only in the cast-in-place main beam concrete superposed layer on the upper part of the superposed main beam. The energy-consuming steel bar may have no bonding in the column body or no bonding outside the column body; at the same time, additional shear reinforcing bars are arranged on the joint surface of the prefabricated main beam column, and the invention passes the frame column, the prefabricated seismic wall, and the prefabricated superimposed main body. The selection and connection structure of prefabricated components such as beams, laminated slabs and external prefabricated exterior wall panels are optimized and improved. Through the reasonable arrangement of the construction procedures, the speed of construction and construction of the system is not only improved, but also the system after the completion of the construction. Good seismic performance and easy to repair after earthquake.

附图说明DRAWINGS

图1是本发明实施方式一的主要组成示意图。FIG. 1 is a schematic diagram showing the main components of Embodiment 1 of the present invention.

图2是本发明框架柱单元和叠合主梁连接示意图。Figure 2 is a schematic view showing the connection of the frame column unit and the laminated main beam of the present invention.

图3是本发明中间框架柱单元和叠合主梁连接节点示意图。Figure 3 is a schematic view of the intermediate frame column unit and the stacked main beam connection node of the present invention.

图4是本发明边柱框架柱单元和叠合主梁连接节点示意图。4 is a schematic view of a side column frame column unit and a stacked main beam connection node of the present invention.

图5是本发明的叠合楼板主受力方向梁板节点示意图。Fig. 5 is a schematic view showing the beam-slab node of the main force direction of the laminated floor panel of the present invention.

图6是本发明的叠合楼板次受力方向梁板节点示意图。Fig. 6 is a schematic view showing the beam-slab node of the laminated slab in the secondary direction of the present invention.

图7是本发明的叠合主梁和叠合次梁连接节点示意图。Figure 7 is a schematic view of a superposed main beam and a superposed secondary beam connecting node of the present invention.

图8是本发明中抗震墙的剪力墙体为一体成形时的实施例图。Fig. 8 is a view showing an embodiment in which the shear wall of the seismic wall of the present invention is integrally formed.

图9是本发明图8的A-A剖面。Figure 9 is a cross section taken along the line A-A of Figure 8 of the present invention.

图10是本发明中抗震墙的剪力墙体分为上剪力墙体单元和下剪力墙体单元时的实施例图。Fig. 10 is a view showing an embodiment of the shear wall of the seismic wall according to the present invention, which is divided into an upper shear wall unit and a lower shear wall unit.

图11是本发明图10的B-B剖面。Figure 11 is a cross section taken along the line B-B of Figure 10 of the present invention.

图12是本发明实施方式二的主要组成示意图。Figure 12 is a schematic diagram showing the main components of Embodiment 2 of the present invention.

附图标记：1—基础、1.1—竖向套筒、1.2—柱脚耗能钢筋、2—框架柱、2.1—柱预应力孔道、2.2—外包钢板、2.3—钢筋连接套筒、2.4—环向外伸加劲肋、3—抗震墙、3.1—剪力墙体、3.2—剪切型耗能器、4—叠合主梁、4.1—预制混凝土主梁、4.2—主梁混凝土叠合层、4.3—梁预应力孔道、5—叠合楼板、5.1—预制空心板，5.2—楼板混凝土叠合层、5.3—附加钢筋、5.4—板面构造钢筋、6—叠合次梁、6.1—预制混凝土次梁、6.2—次梁混凝土叠合层、6.3—次梁叠合层钢筋、7—预应力钢丝束、8—附加耗能钢筋、8.1—耗能钢筋柱内锚固段、8.2—耗能钢筋梁内锚固段、8.3—耗能钢筋机械连接接头、9—抗剪钢筋、9.1—抗剪钢筋柱内锚固段、9.2—抗剪钢筋梁内锚固段、9.3—抗剪钢筋机械连接接头、10—螺母、11—钢支撑、12—节点连接板、13—支撑牛腿。LIST OF REFERENCE NUMERALS 1 - foundation, 1.1 - vertical sleeve, 1.2 - column energy-consuming steel bar, 2 - frame column, 2.1 - column prestressed hole, 2.2 - outer steel plate, 2.3 - steel connection sleeve, 2.4 - ring Outward stiffeners, 3—anti-seismic wall, 3.1—shear wall, 3.2—shear type energy damper, 4-folded main beam, 4.1—precast concrete main beam, 4.2—main beam concrete laminated layer, 4.3—Beam prestressed tunnel, 5-folded slab, 5.1—precast hollow slab, 5.2—slab concrete composite layer, 5.3—additional reinforcement, 5.4—slab structural reinforcement, 6-supplied secondary beam, 6.1—precast concrete Secondary beam, 6.2-second beam concrete laminated layer, 6.3-second beam laminated layer steel bar, 7-prestressed steel wire bundle, 8-additional energy-consuming steel bar, 8.1-energy-conducting steel column internal anchoring section, 8.2-energy-consuming steel bar Anchoring section in beam, 8.3-energy-conducting steel mechanical joint, 9-shear-resistant steel, 9.1-shear-resistant steel column anchoring section, 9.2-shear-resistant steel beam anchoring section, 9.3-shear-resistant steel mechanical joint, 10 - nut, 11 - steel support, 12 - node connection plate, 13 - support the cattle leg.

具体实施方式Detailed ways

以下结合附图对本发明的原理和特征详细描述，所举实例只用于解释本发明，并非用于限定本发明的范围。The principles and features of the present invention are described in detail below with reference to the accompanying drawings.

本实施例一描述了一种全装配式预应力砼框架抗震墙体系，如图1所示，这种全装配式预应力砼框架抗震耗能构件体系包括有基础1，框架柱2，叠合主梁4，填充在由框架柱2与叠合主梁4围合而成的矩形框架中的抗震墙3以及叠合楼板5；The first embodiment describes a fully assembled prestressed concrete frame seismic wall system. As shown in FIG. 1 , the fully assembled prestressed concrete frame seismic energy consuming member system includes a foundation 1, a frame column 2, and a superposition. Main beam 4, filled with anti-vibration wall 3 and laminated floor 5 in a rectangular frame enclosed by frame column 2 and laminated main beam 4;

如图2所示，所述框架柱2由框架柱单元拼合而成；其中，每根框架柱单元的长度为该耗能构件体系层高的2～4倍，且在梁柱节点位置处连续贯通；相邻两根框架柱单元的拼接位置位于对应楼层的叠合主梁4顶部上方1m～1.5m处；所述框架柱2中、位于梁柱节点处设有水平的柱预应力孔道2.1；所述框架柱单元为工厂预制，且预制高度根据生产和吊装条件确定；所述框架柱2中上、下层相邻两根框架柱单元之间通过一组钢筋连接套筒2.3拼接连接；所述钢筋连接套筒2.3预埋在上层框架柱单元的底部；下层框架柱单元的主筋顶部超出下层框架柱单元的顶部，且超出部分对应插接在上层框架柱单元底部的钢筋连接套筒2.3中；在上、下层相邻两根框架柱单元之间的接缝中还设有混凝土连接层；所述框架柱2的根部设有外包钢板2.2和环向外伸加劲肋2.4；其中，外包钢板2.2的高度为框架柱2截面长边长度的1～3倍，外包钢板2.2的厚度为10mm～30mm；环向外伸加劲肋2.4的外边缘上间隔开有U形槽口；所述基础1中预埋有竖向套筒1.1和柱脚耗能钢筋1.2；柱脚耗能钢筋1.2的下端插接在基础1的竖向套筒1.1中，柱脚耗能钢筋1.2的上端对应插在环向外伸加劲肋2.4上的U形槽口中，并通过螺母10与环向外伸加劲肋2.4固定，这种构造减少了施工现场节点的安装数量，提高了预制构件的安装效率。As shown in FIG. 2, the frame column 2 is formed by assembling frame column units; wherein each frame column unit has a length of 2 to 4 times higher than that of the energy-consuming member system layer, and is continuous at the beam-column node position. Through; the splicing position of two adjacent frame column units is located 1m to 1.5m above the top of the overlapping main beam 4 of the corresponding floor; in the frame column 2, a horizontal column prestressing hole is provided at the beam column node 2.1 The frame column unit is prefabricated by the factory, and the prefabrication height is determined according to the production and hoisting conditions; the adjacent two frame column units of the upper and lower layers of the frame column 2 are spliced and connected by a set of steel connecting sleeves 2.3; The steel connecting sleeve 2.3 is pre-buried at the bottom of the upper frame column unit; the top of the main rib of the lower frame column unit exceeds the top of the lower frame column unit, and the excess portion corresponds to the reinforcing bar connecting sleeve 2.3 inserted at the bottom of the upper frame column unit a concrete connecting layer is further disposed in the joint between the two adjacent frame column units of the upper and lower layers; the root of the frame column 2 is provided with an outer steel plate 2.2 and a ring outward extending stiffener 2.4; wherein the outer steel plate 2.2 The height is 1 to 3 times the length of the long side of the frame column 2, and the thickness of the outer steel plate 2.2 is 10 mm to 30 mm; the outer edge of the ring outwardly extending stiffener 2.4 is spaced apart by a U-shaped notch; The vertical sleeve 1.1 and the column energy-consuming steel bar 1.2 are buried; the lower end of the column foot energy-consuming steel bar 1.2 is inserted in the vertical sleeve 1.1 of the foundation 1, and the upper end of the column foot energy-consuming steel bar 1.2 is inserted in the ring outward. The U-shaped notch on the stiffener rib 2.4 is fixed by the nut 10 and the outwardly extending stiffener 2.4. This configuration reduces the number of installation site nodes and improves the installation efficiency of the prefabricated component.

如图2-图3所示，所述叠合主梁4包括有预制混凝土主梁4.1和主梁混凝土叠合层4.2；所述预制混凝土主梁4.1上、对应柱预应力孔道2.1的位置处开设有水平的梁预应力孔道4.3；所述主梁混凝土叠合层4.2浇筑在预制混凝土主梁4.1的顶部、相邻两块叠合楼板5之间，且主梁混凝土叠合层4.2的厚度与叠合楼板5的厚度相同；所述预制混凝土主梁4.1与其两端的框架柱2之间通过穿设在梁预应力孔道4.3中和柱预应力孔道2.1中的预应力钢丝束7连接，预应力钢丝束7在罕遇地震下应保持弹性状态，这种预应力钢丝束7的设置使得结构在震后具有一定的自恢复能力；所述预应力钢丝束7位于预制混凝土主梁4.1跨中的部分为梁内有粘结钢筋段，预应力钢丝束7位于预制混凝土主梁4.1中、梁内有粘结钢筋段两侧的部分为梁内无粘结钢筋段；其中梁内有粘结钢筋段的长度为2m～3m。As shown in FIG. 2 to FIG. 3, the superposed main beam 4 includes a precast concrete main beam 4.1 and a main beam concrete superposed layer 4.2; the precast concrete main beam 4.1 is located at a position corresponding to the prestressed hole 2.1 of the column. A horizontal beam prestressing tunnel 4.3 is opened; the main beam concrete superposed layer 4.2 is poured on the top of the precast concrete main beam 4.1, between the adjacent two laminated slabs 5, and the thickness of the main beam concrete superposed layer 4.2 The same as the thickness of the laminated floor slab 5; the precast concrete main beam 4.1 and the frame column 2 at both ends thereof are connected by a prestressed steel wire bundle 7 which is inserted in the beam prestressing hole 4.3 and in the column prestressing hole 2.1, The stress steel wire bundle 7 should maintain an elastic state under rare earthquakes. The arrangement of the prestressed steel wire bundle 7 makes the structure have a certain self-recovering ability after the earthquake; the prestressed steel wire bundle 7 is located in the 4.1 span of the precast concrete main beam. The part is a bonded steel section in the beam, and the prestressed steel wire bundle 7 is located in the precast concrete main beam 4.1, and the part of the beam having the two sides of the bonded steel section is an unbonded steel section in the beam; The length of the steel section is 2m to 3m.

如图3-图4所示，所述框架柱2与主梁混凝土叠合层4.2之间连接有水平的附加耗能钢筋8和抗剪钢筋9；所述附加耗能钢筋8位于主梁混凝土叠合层4.2上部，由耗能钢筋柱内锚固段8.1和耗能钢筋梁内锚固段8.2组成，耗能钢筋柱内锚固段8.1和耗能钢筋梁内锚固段8.2通过耗能钢筋机械连接接头8.3在框架柱2边连接；所述抗剪钢筋9位于主梁混凝土叠合层4.2底部，由抗剪钢筋柱内锚固段9.1和抗剪钢筋梁内锚固段9.2组成，抗剪钢筋柱内锚固段9.1和抗剪钢筋梁内锚固段9.2通过抗剪钢筋机械连接接头9.3在框架柱2边连接。As shown in FIG. 3 to FIG. 4, a horizontal additional energy-consuming steel bar 8 and a shear reinforcement bar 9 are connected between the frame column 2 and the main beam concrete laminate layer 4.2; the additional energy-consuming steel bar 8 is located in the main beam concrete. The upper part of the stacking layer 4.2 is composed of the inner anchoring section 8.1 of the energy-consuming steel column and the anchoring section 8.2 of the energy-consuming steel beam. The anchoring section 8.1 of the energy-consuming steel column and the anchoring section 8.2 of the energy-consuming steel beam pass through the mechanical joint of the energy-consuming steel bar. 8.3 is connected at the edge of the frame column 2; the shear reinforcement 9 is located at the bottom of the main beam concrete laminate layer 4.2, consisting of the shear reinforcement column internal anchorage section 9.1 and the shear reinforcement beam internal anchorage section 9.2, and the shear reinforcement column internal anchorage Section 9.1 and the shear-reinforcing beam inner anchoring section 9.2 are joined at the side of the frame column 2 by a shear-resistant steel mechanical joint 9.3.

本实施例中，所述耗能钢筋梁内锚固段8.2又可分为无粘结段和有粘接段，所述无粘结段位于靠近框架柱2与叠合主梁4连接面的一侧，所述有粘接段位于远离框架柱2与叠合主梁4连接面的一侧；所述耗能钢筋梁内无粘结段8.2钢筋通过局部钢筋截面削弱实现耗能。In this embodiment, the energy-consuming steel beam inner anchoring section 8.2 can be further divided into an unbonded section and a bonded section, and the unbonded section is located near a joint surface of the frame pillar 2 and the laminated main beam 4. On the side, the bonded section is located away from the side of the connecting surface of the frame column 2 and the laminated main beam 4; the unbonded section 8.2 of the energy-consuming steel beam is weakened by the partial reinforcement of the steel bar to realize energy consumption.

如图7所示，在隔墙等集中荷载较大的区域，所述叠合主梁4之间设置简支的叠合次梁6；所述叠合次梁6包括有预制混凝土次梁6.1、次梁混凝土叠合层6.2和次梁叠合层钢筋6.3；所述次梁混凝土叠合层6.2的厚度与叠合楼板5的厚度相同，并且与主梁混凝土叠合层4.2整体浇注成形；所述次梁叠合层钢筋6.3布置在次梁混凝土叠合层6.2的顶部，其端部锚固于主梁混凝土叠合层4.2中。As shown in FIG. 7, in a region where a concentrated load such as a partition wall is large, a simple superimposed secondary beam 6 is disposed between the superposed main beams 4; and the superimposed secondary beam 6 includes a precast concrete secondary beam 6.1. , the secondary beam concrete composite layer 6.2 and the secondary beam composite layer steel reinforcement 6.3; the secondary beam concrete composite layer 6.2 has the same thickness as the laminated floor slab 5, and is integrally cast with the main beam concrete composite layer 4.2; The secondary beam laminated layer reinforcing bars 6.3 are arranged on the top of the secondary beam concrete laminated layer 6.2, and the ends thereof are anchored in the main beam concrete laminated layer 4.2.

如图5和图6所示，所述叠合楼板5包括有预制空心板5.1和现浇在预制空心板5.1顶部的楼板混凝土叠合层5.2，其中楼板混凝土叠合层5.2的顶面与主梁混凝土叠合层4.2的顶面平齐；所述叠合楼板5中的预制空心板5.1为预制圆孔板或者预制异形孔板或者SP板；所述叠合楼板5中内设有板面构造钢筋5.4和附加钢筋5.3，其中板面构造钢筋5.4为网状钢筋，水平布置在楼板混凝土叠合层5.2中，靠近顶部位置处，附加钢筋5.3穿设在预制空心板5.1的孔洞中或者设置在预制空心板5.1的板间缝隙处，且位于板间缝隙处的附加钢筋5.3的两端分别浇筑在缝隙两侧的预制空心板5.1的孔洞中；这种叠合楼板5和叠合主梁4的构造保证了楼板的刚性隔板作用，同时现浇层的设置增强了楼板的防水性能。As shown in Figures 5 and 6, the laminated floor panel 5 comprises a prefabricated hollow panel 5.1 and a slab concrete composite layer 5.2 cast on top of the prefabricated hollow panel 5.1, wherein the top surface of the slab concrete composite layer 5.2 and the main The top surface of the beam concrete laminate layer 4.2 is flush; the prefabricated hollow panel 5.1 in the laminated floor panel 5 is a prefabricated circular orifice plate or a prefabricated shaped orifice plate or SP plate; the laminated floor panel 5 is provided with a panel surface Structural reinforcement 5.4 and additional reinforcement 5.3, wherein the slab reinforcement 5.4 is a mesh reinforcement, horizontally arranged in the slab concrete laminate 5.2, near the top position, the additional reinforcement 5.3 is placed in the hole of the precast hollow slab 5.1 or set At the gap between the plates of the prefabricated hollow plate 5.1, the two ends of the additional steel bars 5.3 located at the gaps between the plates are respectively poured into the holes of the prefabricated hollow plate 5.1 on both sides of the gap; the laminated floor 5 and the laminated main beam The construction of 4 ensures the rigid partition of the floor, and the setting of the cast-in-place layer enhances the waterproof performance of the floor.

如图8～图9所示，所述抗震墙3布置于梁柱跨度之内并按楼层分段；所述抗震墙3包括有剪切型耗能器3.2和剪力墙体3.1；所述剪力墙体3.1为一体成形，剪力墙体3.1底部与下方的叠合主梁4或基础1通过套筒灌浆连接在一起；在剪力墙体3.1与剪力墙体3.1下方的叠合主梁4或者基础1之间的接缝中还设有混凝土连接层；所述剪切型耗能器3.2安装在剪力墙体3.1顶部与叠合主梁4底部之间，将剪力墙体3.1与其上方的叠合主梁4连接。As shown in FIG. 8 to FIG. 9 , the seismic wall 3 is disposed within a span of a beam and is segmented by a floor; the seismic wall 3 includes a shear type energy consuming device 3.2 and a shear wall 3.1; The shear wall 3.1 is integrally formed, and the bottom of the shear wall 3.1 is connected to the underlying superimposed main beam 4 or the foundation 1 by sleeve grouting; the superposition of the shear wall 3.1 and the shear wall 3.1 is superposed. A joint layer is also provided in the joint between the main beam 4 or the foundation 1; the shear type energy consuming device 3.2 is installed between the top of the shear wall 3.1 and the bottom of the laminated main beam 4, and the shear wall is The body 3.1 is connected to the superposed main beam 4 above it.

如图10～图11所示，当然在其他本实施例中，所述剪力墙体3.1包括有上剪力墙体单元和下剪力墙体单元；其中上剪力墙体单元顶部与上剪力墙体单元上方的叠合主梁4之间采用高强螺栓连接；下剪力墙体单元与下剪力墙体单元下方的叠合主梁4或者基础1之间采用套筒灌浆连接；所述剪切型耗能器3.2设置在上剪力墙体单元与下剪力墙体单元之间。As shown in FIG. 10 to FIG. 11 , of course, in other embodiments, the shear wall 3.1 includes an upper shear wall unit and a lower shear wall unit; wherein the upper shear wall unit is top and top A high-strength bolt connection is used between the overlapping main beams 4 above the shear wall unit; a sleeve grouting connection is adopted between the lower shear wall unit and the superposed main beam 4 or the foundation 1 below the lower shear wall unit; The shear type energy consuming device 3.2 is disposed between the upper shear wall unit and the lower shear wall unit.

当然在其他实施例中，抗震墙3也可以为具有耗能能力的钢板剪力墙。Of course, in other embodiments, the seismic wall 3 can also be a steel shear wall with energy dissipation capability.

这种全装配式预应力砼框架抗震墙体系的施工方法，包括步骤如下。The construction method of the fully assembled prestressed concrete frame seismic wall system includes the following steps.

步骤一：在工厂中生产预制构件，包括生产框架柱单元、抗震墙3、预制混凝土主梁4.1、预制空心板5.1和预制混凝土次梁6.1。Step 1: Production of prefabricated components in the factory, including the production of frame column units, seismic walls 3, precast concrete main beams 4.1, prefabricated hollow slabs 5.1 and precast concrete secondary beams 6.1.

步骤二：安装框架柱2；所述框架柱2由框架柱单元拼接而成；在安装框架柱单元为底层柱单元时，将待安装框架柱单元吊装至基础1上并作临时固定，调整柱的轴线位置及垂直度，用高强砂浆封堵待安装框架柱单元底部接缝四周，然后进行待安装框架柱单元底部接缝处灌浆，待接缝灌浆完毕安装柱脚耗能钢筋1.2，并拧上螺母10；在安装框架柱单元为标准层柱单元时，将待安装框架柱单元对应安装在已安装框架柱单元的顶部，并作临时固定，调整待安装框架柱单元的轴线位置及垂直度，用高强砂浆封堵待安装框架柱单元底部接缝四周，最后进行待安装框架柱单元底部接缝处灌浆。Step 2: installing the frame column 2; the frame column 2 is formed by splicing the frame column unit; when the frame column unit is the bottom column unit, the frame column unit to be mounted is hoisted to the foundation 1 and temporarily fixed, and the column is adjusted. The position and the perpendicularity of the axis, the high-strength mortar is used to block the bottom joint of the frame column unit to be installed, and then the bottom joint of the frame column unit to be installed is grouted. After the joint grouting is completed, the column foot energy-consuming steel bar 1.2 is installed and screwed. Upper nut 10; when the frame column unit is a standard layer column unit, the frame column unit to be installed is correspondingly installed on the top of the installed frame column unit, and temporarily fixed, and the axial position and verticality of the frame column unit to be installed are adjusted. , use high-strength mortar to seal the joint around the bottom of the frame column unit to be installed, and finally grout at the bottom joint of the frame column unit to be installed.

步骤三：安装支撑牛腿13和梁下临时支撑；在框架柱2上、对应预制混凝土主梁4.1底部的位置安装支撑牛腿13，并在叠合主梁4设计位置和叠合次梁6设计位置的跨中位置均安装临时支撑。Step 3: Install the support bullet 13 and the temporary support under the beam; install the support bullet 13 on the frame column 2 corresponding to the bottom of the precast concrete main beam 4.1, and at the design position of the superimposed main beam 4 and the superimposed secondary beam 6 Temporary support is installed at the mid-position of the design location.

步骤四：吊装并临时固定抗震墙3；将抗震墙3运至相邻的框架柱2之间，将抗震墙3与其下方的叠合主梁4或者基础1对应连接，并且在抗震墙3与抗震墙3下方的叠合主梁4或者基础1之间的接缝中灌注混凝土浆液。Step 4: hoisting and temporarily fixing the seismic wall 3; transporting the seismic wall 3 between the adjacent frame columns 2, connecting the seismic wall 3 to the superposed main beam 4 or the foundation 1 below, and in the seismic wall 3 The concrete slurry is poured into the joint between the laminated main beam 4 or the foundation 1 below the seismic wall 3.

步骤五：吊装预制混凝土主梁4.1，使其落于临时支撑牛腿13和叠合主梁4设计位置下方的临时支撑上，同时吊装预制混凝土次梁6.1，并使其落于叠合次梁6设计位置下方的临时支撑上。Step 5: Lifting the precast concrete main beam 4.1 so that it falls on the temporary support below the design position of the temporary support bullet 13 and the laminated main beam 4, while hoisting the precast concrete secondary beam 6.1 and causing it to fall on the laminated secondary beam 6 on the temporary support below the design location.

步骤六：设置叠合楼板5底的临时支撑，吊装预制空心板5.1。Step 6: Set the temporary support of the bottom of the laminated floor 5 and hoist the prefabricated hollow plate 5.1.

步骤七：将预应力钢丝束7上的梁内有粘结钢筋段外部包的套管剥去，清除预应力钢丝束7表面的油渍，将预应力钢丝束7穿设在梁预应力孔道4.3中和柱预应力孔道2.1中。Step 7: Strip the outer sheath of the bonded steel bar in the beam on the prestressed steel wire bundle 7, remove the oil stain on the surface of the prestressed steel wire bundle 7, and pass the prestressed steel wire bundle 7 through the beam prestressed hole 4.3. Neutralization column prestressed channel 2.1.

步骤九：待高强纤维砂浆达到要求强度后，进行预应力钢丝束7的张拉、并锚固。Step 9: After the high-strength fiber mortar reaches the required strength, the pre-stressed steel wire bundle 7 is tensioned and anchored.

步骤十：铺设楼板混凝土叠合层5.2、主梁混凝土叠合层4.2和次梁混凝土叠合层6.2内的钢筋。Step 10: Laying the slab concrete laminate layer 5.2, the main beam concrete laminate layer 4.2 and the secondary beam concrete laminate layer 6.2 steel reinforcement.

步骤十一：整体浇筑楼板混凝土叠合层5.2的混凝土、主梁混凝土叠合层4.2和次梁混凝土叠合层6.2的混凝土。Step 11: The concrete of the concrete slab concrete layer 5.2, the main beam concrete composite layer 4.2 and the secondary beam concrete composite layer 6.2 concrete are poured.

步骤十二：在预应力钢丝束7穿过的柱预应力孔道2.1和梁预应力孔道4.3内灌入高强灌浆料。Step 12: Inject high-strength grout into the column pre-stress channel 2.1 and the beam pre-stress channel 4.3 through which the pre-stressed wire bundle 7 passes.

步骤十三：每层重复步骤二～步骤十二，直至该全装配式预应力砼框架抗震墙体系框架部分整体安装完毕。Step 13: Repeat steps 2 to 12 for each layer until the frame part of the fully assembled prestressed concrete frame seismic wall system is completely installed.

步骤十四：将抗震墙3与预制混凝土主梁4.1连接固定，完成该体系的施工。Step 14: Connect the anti-vibration wall 3 to the precast concrete main beam 4.1 to complete the construction of the system.

实施例2Example 2

在本实施例中描述了一种全装配式预应力砼框架屈曲约束的钢支撑体系，这种全装配式预应力砼框架抗震耗能构件体系包括有基础1，框架柱2，叠合主梁4，填充在由框架柱2与叠合主梁4围合而成的矩形框架中的钢支撑11以及叠合楼板5；In this embodiment, a fully supported prestressed concrete frame buckling constrained steel support system is described. The fully assembled prestressed concrete frame seismic energy dissipation component system comprises a foundation 1, a frame column 2, and a laminated main beam. 4, a steel support 11 and a laminated floor 5 filled in a rectangular frame enclosed by the frame column 2 and the laminated main beam 4;

本实施例中，所述框架柱单元和预制混凝土主梁4.1上埋设有连接钢支撑11用的节点连接板12。In this embodiment, the frame connecting rod 12 for connecting the steel support 11 is embedded in the frame column unit and the precast concrete main beam 4.1.

如图12所示，本实施例中，所述钢支撑11为屈曲约束钢支撑，屈曲约束钢支撑在多遇地震下为结构提供侧向刚度，在设防地震或罕遇地震下为结构提供耗能能力；所述钢支撑11的布置形式为八字形，连接在由框架柱2与叠合主梁4围合而成的矩形框架中；所述钢支撑11与矩形框架之间通过节点连接板12连接。As shown in FIG. 12, in the embodiment, the steel support 11 is a buckling-constrained steel support, and the buckling-constrained steel support provides lateral stiffness to the structure under multiple earthquakes, and provides cost for the structure under earthquake or rare earthquakes. The steel support 11 is arranged in a figure-eight shape and connected in a rectangular frame surrounded by the frame column 2 and the laminated main beam 4; the steel support 11 and the rectangular frame pass through the node connecting plate 12 connections.

这种全装配式预应力砼框架屈曲约束的钢支撑体系的施工方法，包括步骤如下。The construction method of the steel support system of the fully assembled prestressed concrete frame buckling constraint comprises the following steps.

步骤一：在工厂中生产预制构件，包括生产框架柱单元、钢支撑11、预制混凝土主梁4.1、预制空心板5.1和预制混凝土次梁6.1；并在框架柱单元和预制混凝土主梁4.1上埋设有连接钢支撑11用的节点连接板12。Step 1: Production of prefabricated components in the factory, including production of frame column units, steel supports 11, precast concrete main beams 4.1, prefabricated hollow slabs 5.1 and precast concrete secondary beams 6.1; and burying on frame column elements and precast concrete main beams 4.1 There is a node connection plate 12 for connecting the steel support 11.

步骤四：将钢支撑11吊至安装位置附近，将钢支撑11的端部与对应一侧的预埋在框架柱单元或预制混凝土主梁4.1上的节点连接板12焊接。Step 4: The steel support 11 is hung to the vicinity of the installation position, and the end of the steel support 11 is welded to the node connecting plate 12 of the corresponding side which is embedded in the frame column unit or the precast concrete main beam 4.1.

步骤十三：每层重复步骤二～步骤十二，直至该全装配式预应力砼框架屈曲约束的钢支撑体系框架部分整体安装完毕。Step 13: Repeat steps 2 to 12 for each layer until the frame portion of the steel support system frame of the fully assembled prestressed concrete frame buckling constraint is completely installed.

步骤十四：通过高强螺栓将钢支撑11和节点连接板12进行固定连接，从而完成该钢支撑11与预制混凝土主梁4.1或框架柱单元连接固定完成该体系的施工。Step 14: The steel support 11 and the node connecting plate 12 are fixedly connected by high-strength bolts, thereby completing the connection of the steel support 11 with the precast concrete main beam 4.1 or the frame column unit to complete the construction of the system.

Claims

一种全装配式预应力砼框架抗震耗能构件体系，包括有基础(1)，框架柱(2)，叠合主梁(4)，填充在由框架柱(2)与叠合主梁(4)围合而成的矩形框架中的抗震耗能构件以及叠合楼板(5)；其特征在于：A fully assembled prestressed concrete frame seismic energy consuming component system comprising a foundation (1), a frame column (2), a laminated main beam (4), and a framed column (2) and a laminated main beam ( 4) The seismic energy-consuming member and the laminated floor panel (5) in the enclosed rectangular frame; characterized in that:

所述框架柱(2)由框架柱单元拼合而成；其中，每根框架柱单元的长度为该耗能构件体系层高的2～4倍，且在梁柱节点位置处连续贯通；相邻两根框架柱单元的拼接位置位于对应楼层的叠合主梁(4)顶部上方1m～1.5m处；所述框架柱(2)中、位于梁柱节点处设有水平的柱预应力孔道(2.1)；The frame column (2) is formed by assembling frame column units; wherein the length of each frame column unit is 2 to 4 times higher than the height of the energy-consuming member system layer, and continuously penetrates at the position of the beam-column node; adjacent The splicing position of the two frame column units is located 1m to 1.5m above the top of the overlapping main beam (4) of the corresponding floor; in the frame column (2), a horizontal column prestressing channel is arranged at the beam column node ( 2.1);

所述叠合主梁(4)包括有预制混凝土主梁(4.1)和主梁混凝土叠合层(4.2)；所述预制混凝土主梁(4.1)上、对应柱预应力孔道(2.1)的位置处开设有水平的梁预应力孔道(4.3)；所述主梁混凝土叠合层(4.2)浇筑在预制混凝土主梁(4.1)的顶部、相邻两块叠合楼板(5)之间，且主梁混凝土叠合层(4.2)的厚度与叠合楼板(5)的厚度相同；所述预制混凝土主梁(4.1)与其两端的框架柱(2)之间通过穿设在梁预应力孔道(4.3)中和柱预应力孔道(2.1)中的预应力钢丝束(7)连接；所述预应力钢丝束(7)位于预制混凝土主梁(4.1)跨中的部分为梁内有粘结钢筋段，预应力钢丝束(7)位于预制混凝土主梁(4.1)中、梁内有粘结钢筋段两侧的部分为梁内无粘结钢筋段；其中梁内有粘结钢筋段的长度为2m～3m；所述叠合楼板(5)包括有预制空心板(5.1)和现浇在预制空心板(5.1)顶部的楼板混凝土叠合层(5.2)，其中楼板混凝土叠合层(5.2)的顶面与主梁混凝土叠合层(4.2)的顶面平齐。The superposed main beam (4) comprises a precast concrete main beam (4.1) and a main beam concrete superposed layer (4.2); a position on the precast concrete main beam (4.1) corresponding to the prestressed tunnel (2.1) a horizontal beam prestressing tunnel (4.3) is opened; the main beam concrete superposed layer (4.2) is poured between the top of the precast concrete main beam (4.1) and the adjacent two laminated slabs (5), and The thickness of the main beam concrete laminate layer (4.2) is the same as the thickness of the laminated floor slab (5); the precast concrete main beam (4.1) and the frame columns (2) at both ends are passed through the beam prestressing tunnel ( 4.3) The prestressed steel wire bundle (7) in the prestressed tunnel (2.1) of the neutralization column is connected; the part of the prestressed steel wire bundle (7) located in the span of the precast concrete main beam (4.1) is the bonded steel in the beam. Section, the prestressed steel wire bundle (7) is located in the precast concrete main beam (4.1), and the part of the beam having the two sides of the bonded steel section is the unbonded steel section in the beam; wherein the length of the bonded steel section in the beam is 2m～3m; the laminated floor slab (5) comprises a precast hollow slab (5.1) and a slab concrete laminated layer (5.2) cast on the top of the prefabricated hollow slab (5.1), wherein the slab is mixed Soil laminate layer (5.2) of the top surface of the laminated layer of concrete (4.2) is flush with the top surface of the main beam.
根据权利要求1所述的全装配式预应力砼框架抗震耗能构件体系，其特征在于：所述框架柱(2)的根部设有外包钢板(2.2)和环向外伸加劲肋(2.4)；其中，外包钢板(2.2)的高度为框架柱(2)截面长边长度的1～3倍，外包钢板(2.2)的厚度为10mm～30mm；环向外伸加劲肋(2.4)的外边缘上间隔开有U形槽口；所述基础(1)中预埋有竖向套筒(1.1)和柱脚耗能钢筋(1.2)；柱脚耗能钢筋(1.2)的下端插接在基础(1)的竖向套筒(1.1)中，柱脚耗能钢筋(1.2)的上端对应插在环向外伸加劲肋(2.4)上的U形槽口中，并通过螺母(10)与环向外伸加劲肋(2.4)固定。The fully assembled prestressed concrete frame seismic energy consuming member system according to claim 1, characterized in that: the root of the frame column (2) is provided with an outer steel plate (2.2) and a ring outward extending stiffener (2.4). Wherein, the height of the outer steel plate (2.2) is 1 to 3 times the length of the long side of the frame column (2), and the thickness of the outer steel plate (2.2) is 10 mm to 30 mm; the outer edge of the outer ring stiffener (2.4) The U-shaped notch is spaced apart; the vertical sleeve (1.1) and the column energy-consuming steel bar (1.2) are embedded in the foundation (1); the lower end of the column energy-consuming steel bar (1.2) is inserted in the foundation In the vertical sleeve (1.1) of (1), the upper end of the column energy-consuming steel bar (1.2) is inserted into the U-shaped notch on the outwardly extending stiffener rib (2.4), and passes through the nut (10) and the ring. Extend the stiffener (2.4) to the outside.
根据权利要求1所述的全装配式预应力砼框架-抗震耗能构件体系，其特征在于：所述框架柱(2)与主梁混凝土叠合层(4.2)之间连接有水平的附加耗能钢筋(8)和抗剪钢筋(9)；所述附加耗能钢筋(8)位于主梁混凝土叠合层(4.2)上部，由耗能钢筋柱内锚固段(8.1)和耗能钢筋梁内锚固段(8.2)组成，耗能钢筋柱内锚固段(8.1)和耗能钢筋梁内锚固段(8.2)通过耗能钢筋机械连接接头(8.3)在框架柱(2)边连接；The fully assembled prestressed concrete frame-seismic energy absorbing member system according to claim 1, wherein a horizontal additional consumption is connected between the frame column (2) and the main beam concrete laminate layer (4.2). Reinforcing steel bars (8) and shearing steel bars (9); the additional energy-consuming steel bars (8) are located in the upper part of the main beam concrete superposed layer (4.2), and the energy-consuming steel bar internal anchoring section (8.1) and the energy-consuming steel beam The inner anchoring section (8.2) is composed, and the anchoring section (8.1) and the inner anchoring section (8.2) of the energy-consuming steel bar are connected at the side of the frame column (2) through the energy-consuming steel mechanical joint (8.3);

所述抗剪钢筋(9)位于主梁混凝土叠合层(4.2)底部，由抗剪钢筋柱内锚固段(9.1)和抗剪钢筋梁内锚固段(9.2)组成，抗剪钢筋柱内锚固段(9.1)和抗剪钢筋梁内锚固段(9.2)通过抗剪钢筋机械连接接头(9.3)在框架柱(2)边连接。The shear reinforcement (9) is located at the bottom of the main beam concrete laminate layer (4.2), and is composed of a shear reinforcement steel column anchorage section (9.1) and a shear reinforcement beam inner anchorage section (9.2), and the shear reinforcement steel column is anchored. Section (9.1) and the internal reinforcement section of the shear reinforced beam (9.2) are joined at the side of the frame column (2) by means of a shear-resistant steel mechanical joint (9.3).
根据权利要求1所述的全装配式预应力砼框架抗震耗能构件体系，其特征在于：所述叠合主梁(4)之间设置简支的叠合次梁(6)；所述叠合次梁(6)包括有预制混凝土次梁(6.1)、次梁混凝土叠合层(6.2)和次梁叠合层钢筋(6.3)；所述次梁混凝土叠合层(6.2)的厚度与叠合楼板(5)的厚度相同，并且与主梁混凝土叠合层(4.2)整体浇注成形；所述次梁叠合层钢筋(6.3)布置在次梁混凝土叠合层(6.2)的顶部，其端部锚固于主梁混凝土叠合层(4.2)中。The fully assembled prestressed concrete frame seismic energy consuming member system according to claim 1, characterized in that: the superposed superimposed secondary beams (6) are arranged between the superposed main beams (4); The combined beam (6) comprises a precast concrete secondary beam (6.1), a secondary beam concrete composite layer (6.2) and a secondary beam laminated layer steel reinforcement (6.3); the secondary beam concrete composite layer (6.2) has a thickness and The laminated floor (5) has the same thickness and is integrally casted with the main beam concrete laminate layer (4.2); the secondary beam laminated layer steel bar (6.3) is arranged on the top of the secondary beam concrete laminate layer (6.2). The end is anchored in the main beam concrete stack (4.2).
根据权利要求1所述的全装配式预应力砼框架抗震耗能构件体系，其特征在于：所述叠合楼板(5)中的预制空心板(5.1)为预制圆孔板或者预制异形孔板或者SP板；所述叠合楼板(5)中内设有板面构造钢筋(5.4)和附加钢筋(5.3)，其中板面构造钢筋(5.4)为网状钢筋，水平布置在楼板混凝土叠合层(5.2)中，靠近顶部位置处，附加钢筋(5.3)穿设在预制空心板(5.1)的孔洞中或者设置在预制空心板(5.1)的板间缝隙处，且位于板间缝隙处的附加钢筋(5.3)的两端分别浇筑在缝隙两侧的预制空心板(5.1)的孔洞中。The fully assembled prestressed concrete frame seismic energy consuming member system according to claim 1, wherein the prefabricated hollow plate (5.1) in the laminated floor (5) is a prefabricated circular orifice plate or a prefabricated shaped orifice plate. Or an SP board; the laminated floor slab (5) is provided with a slab structure steel bar (5.4) and an additional steel bar (5.3), wherein the slab structure steel bar (5.4) is a mesh steel bar, horizontally arranged on the floor slab concrete overlap In the layer (5.2), near the top position, the additional steel bars (5.3) are placed in the holes of the prefabricated hollow plate (5.1) or at the gaps between the plates of the prefabricated hollow plate (5.1) and at the gap between the plates. Both ends of the additional steel bar (5.3) are respectively poured into the holes of the prefabricated hollow plate (5.1) on both sides of the slit.
根据权利要求1-5中任意一项所述的全装配式预应力砼框架抗震耗能构件体系，其特征在于：所述抗震耗能构件为耗能钢板剪力墙或者抗震墙(3)或者屈曲约束的钢支撑(11)；所述抗震墙(3)包括有剪切型耗能器(3.2)和剪力墙体(3.1)；所述剪力墙体(3.1)底部与下方的叠合主梁(4)或基础(1)通过套筒灌浆连接在一起；所述屈曲约束的钢支撑(11)在多遇地震下为结构提供侧向刚度，在设防地震或罕遇地震下为结构提供耗能能力，支撑布置形式为人形或者V形或者W形。The fully assembled prestressed concrete frame seismic energy consuming member system according to any one of claims 1 to 5, wherein the seismic energy consuming member is an energy consuming steel plate shear wall or an earthquake resistant wall (3) or a buckling-constrained steel support (11); the seismic wall (3) comprises a shear type energy damper (3.2) and a shear wall (3.1); the bottom of the shear wall (3.1) and the bottom stack The main beam (4) or the foundation (1) is joined together by sleeve grouting; the buckling-constrained steel support (11) provides lateral stiffness to the structure under multiple earthquakes, under the earthquake or rare earthquake The structure provides energy consuming capabilities, and the support arrangement is in the form of a human shape or a V shape or a W shape.
根据权利要求6所述的全装配式预应力砼框架抗震耗能构件体系，其特征在于：所述剪力墙体(3.1)为一体成形；所述剪切型耗能器(3.2)安装在剪力墙体(3.1)顶部与叠合主梁(4)底部之间，将剪力墙体(3.1)与其上方的叠合主梁(4)连接。The fully assembled prestressed concrete frame seismic energy consuming member system according to claim 6, wherein the shear wall (3.1) is integrally formed; the shear type energy consuming device (3.2) is installed at Between the top of the shear wall (3.1) and the bottom of the laminated main beam (4), connect the shear wall (3.1) to the superposed main beam (4) above it.
根据权利要求6所述的全装配式预应力砼框架抗震耗能构件体系，其特征在于：所述剪力墙体(3.1)包括有上剪力墙体单元和下剪力墙体单元；其中上剪力墙体单元顶部与其上方的叠合主梁(4)之间采用高强螺栓连接；下剪力墙体单元与其下方的叠合主梁(4)或者基础(1)之间采用套管灌浆连接；所述剪切型耗能器(3.2)设置在上剪力墙体单元与下剪力墙体单元之间。The fully assembled prestressed concrete frame seismic energy consuming member system according to claim 6, wherein the shear wall (3.1) comprises an upper shear wall unit and a lower shear wall unit; High-strength bolt connection between the top of the upper shear wall unit and the superposed main beam (4) above it; the casing between the lower shear wall unit and the superposed main beam (4) or foundation (1) below it Grouting connection; the shear type energy consuming device (3.2) is disposed between the upper shear wall unit and the lower shear wall unit.
一种权利要求1-5中任意一项所述的全装配式预应力砼框架抗震耗能构件体系的施工方法，其特征在于，包括步骤如下：A method of constructing a fully assembled prestressed concrete frame seismic energy consuming member system according to any one of claims 1 to 5, comprising the steps of:

步骤一：在工厂中生产预制构件，包括生产框架柱单元、抗震耗能构件、预制混凝土主梁(4.1)、预制空心板(5.1)和预制混凝土次梁(6.1)；Step 1: Production of prefabricated components in the factory, including production of frame column units, seismic energy-consuming components, precast concrete main beams (4.1), prefabricated hollow slabs (5.1) and precast concrete secondary beams (6.1);

步骤二：安装框架柱(2)；所述框架柱(2)由框架柱单元拼接而成；Step 2: installing a frame column (2); the frame column (2) is formed by splicing the frame column unit;

a、当待安装框架柱单元为底层柱单元时，将待安装框架柱单元吊装至基础(1)上并作临时固定，调整柱的轴线位置及垂直度，用高强砂浆封堵待安装框架柱单元底部接缝四周，然后进行待安装框架柱单元底部接缝处灌浆，待接缝灌浆完毕安装柱脚耗能钢筋(1.2)，并拧上螺母(10)；a. When the frame column unit to be installed is the bottom column unit, the frame column unit to be mounted is hoisted to the foundation (1) and temporarily fixed, the axial position and verticality of the column are adjusted, and the frame column to be installed is sealed with high-strength mortar. Around the bottom of the joint of the unit, and then grout at the bottom joint of the frame column unit to be installed. After the joint grouting, install the energy-saving steel bar (1.2) and screw the nut (10);

b、当待安装框架柱单元为标准层柱单元时，将待安装框架柱单元对应安装在已安装框架柱单元的顶部，并作临时固定，调整待安装框架柱单元的轴线位置及垂直度，用高强砂浆封堵待安装框架柱单元底部接缝四周，最后进行待安装框架柱单元底部接缝处灌浆；b. When the frame column unit to be installed is a standard layer column unit, the frame column unit to be installed is correspondingly installed on the top of the installed frame column unit, and temporarily fixed, and the axial position and verticality of the frame column unit to be installed are adjusted. Sealing the bottom joint of the bottom of the frame column to be installed with high-strength mortar, and finally grouting at the bottom joint of the frame column unit to be installed;

步骤三：安装支撑牛腿(13)和梁下临时支撑；在框架柱(2)上、对应预制混凝土主梁(4.1)底部的位置安装支撑牛腿(13)，并在叠合主梁(4)设计位置和叠合次梁(6)设计位置的跨中位置均安装临时支撑；Step 3: Install the supporting bull's leg (13) and the temporary support under the beam; install the supporting bull's leg (13) on the frame column (2) corresponding to the bottom of the precast concrete main beam (4.1), and superimpose the main beam ( 4) Temporary support is installed at the mid-position of the design position and the design position of the superimposed secondary beam (6);

步骤四：吊装并临时固定抗震耗能构件；将抗震耗能构件运至相邻的框架柱(2)之间，并做临时固定；Step 4: hoisting and temporarily fixing the seismic energy-consuming components; transporting the seismic energy-consuming components between the adjacent frame columns (2) and temporarily fixing them;

步骤五：吊装预制混凝土主梁(4.1)，使其落于临时支撑牛腿(13)和叠合主梁(4)设计位置下方的临时支撑上，同时吊装预制混凝土次梁(6.1)，并使其落于叠合次梁(6)设计位置下方的临时支撑上；Step 5: Lifting the precast concrete main beam (4.1) so that it falls on the temporary support under the temporary support of the cattle leg (13) and the laminated main beam (4), while hoisting the precast concrete secondary beam (6.1), and Having it rest on the temporary support below the design position of the laminated secondary beam (6);

步骤六：设置叠合楼板(5)底的临时支撑，吊装预制空心板(5.1)；Step 6: Set the temporary support of the bottom of the laminated floor (5), and hoist the prefabricated hollow slab (5.1);

步骤七：将预应力钢丝束(7)上的梁内有粘结钢筋段外部包的套管剥去，清除预应力钢丝束(7)表面的油渍，将预应力钢丝束(7)穿设在梁预应力孔道(4.3)中和柱预应力孔道(2.1)中；Step 7: Strip the outer sheath of the bonded steel bar in the beam on the prestressed steel wire bundle (7), remove the oil stain on the surface of the prestressed steel wire bundle (7), and lay the prestressed steel wire bundle (7) In the beam prestressed tunnel (4.3) and in the column prestressed tunnel (2.1);

步骤八：在步骤五施工完毕后形成的梁柱接缝内灌入高强纤维砂浆，充满灌实；Step 8: Fill the joints of the beams and columns formed after the completion of the construction in step 5 with high-strength fiber mortar, full of filling;

步骤九：待高强纤维砂浆达到要求强度后，进行预应力钢丝束(7)的张拉、并锚固；Step 9: After the high-strength fiber mortar reaches the required strength, the pre-stressed steel wire bundle (7) is tensioned and anchored;

步骤十：铺设楼板混凝土叠合层(5.2)、主梁混凝土叠合层(4.2)和次梁混凝土叠合层(6.2)内的钢筋；Step 10: Laying the slab concrete laminate layer (5.2), the main beam concrete laminate layer (4.2) and the secondary beam concrete laminate layer (6.2);

步骤十一：整体浇筑楼板混凝土叠合层(5.2)的混凝土、主梁混凝土叠合层(4.2)和次梁混凝土叠合层(6.2)的混凝土；Step 11: Concrete for concrete slab concrete laminate layer (5.2), main beam concrete laminate layer (4.2) and secondary beam concrete laminate layer (6.2);

步骤十二：在预应力钢丝束(7)穿过的柱预应力孔道(2.1)和梁预应力孔道(4.3)内灌入高强灌浆料；Step 12: Inject high-strength grout into the column pre-stress channel (2.1) and the beam pre-stress channel (4.3) through which the pre-stressed wire bundle (7) passes;

步骤十三：每层重复步骤二～步骤十二，直至该全装配式预应力砼框架抗震耗能墙体系框架部分整体安装完毕；Step 13: Repeat steps 2 to 12 for each layer until the frame part of the fully assembled prestressed concrete frame seismic energy dissipation wall system is completely installed;

步骤十四：将抗震耗能构件与预制混凝土主梁(4.1)连接固定，完成该体系的施工。Step 14: Connect the seismic energy-consuming components to the precast concrete main beam (4.1) to complete the construction of the system.
根据权利要求9所述的全装配式预应力砼框架抗震耗能构件体系的施工方法，其特征在于：The method for constructing a fully assembled prestressed concrete frame seismic energy consuming member system according to claim 9, wherein:

当抗震耗能构件为抗震墙(3)时，步骤四中，所述吊装和临时固定抗震耗能构件的方法具体为：将抗震墙(3)与其下方的叠合主梁(4)或者基础(1)对应连接，并且在抗震墙(3)与抗震墙(3)下方的叠合主梁(4)或者基础(1)之间的接缝中灌注混凝土浆液；When the seismic energy-consuming component is the seismic wall (3), in the fourth step, the method for hoisting and temporarily fixing the seismic energy-consuming component is specifically: the seismic wall (3) and the superposed main beam (4) or the foundation below it. (1) Corresponding to the connection, and pouring the concrete slurry in the joint between the seismic wall (3) and the laminated main beam (4) or the foundation (1) below the seismic wall (3);

当抗震耗能构件为屈曲约束的钢支撑(11)时，步骤一中，所述框架柱单元和预制混凝土主梁(4.1)上埋设有连接钢支撑(11)用的节点连接板(12)；When the seismic energy consuming member is a buckling-constrained steel support (11), in the first step, the frame column unit and the precast concrete main beam (4.1) are embedded with a node connecting plate (12) for connecting the steel support (11). ;

步骤四中，吊装和临时固定抗震耗能构件的方法具体为：将钢支撑(11)吊至安装位置附近，将钢支撑(11)的端部与对应一侧的预埋在框架柱单元或预制混凝土主梁(4.1)上的节点连接板(12)焊接；In the fourth step, the method for hoisting and temporarily fixing the seismic energy consuming member is specifically: lifting the steel support (11) to the vicinity of the installation position, and burying the end of the steel support (11) and the corresponding side in the frame column unit or Welding of the joint plate (12) on the precast concrete main beam (4.1);

步骤十四中，通过高强螺栓将钢支撑(11)和节点连接板(12)进行固定连接，从而完成该抗震耗能构件与预制混凝土主梁(4.1)或框架柱单元连接固定。In step fourteen, the steel support (11) and the node connecting plate (12) are fixedly connected by high-strength bolts, thereby completing the connection and fixing of the seismic energy-consuming member to the precast concrete main beam (4.1) or the frame column unit.