CN116752632A - A support-free assembly integrated frame structure system and its construction method - Google Patents
A support-free assembly integrated frame structure system and its construction method Download PDFInfo
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- CN116752632A CN116752632A CN202311002176.6A CN202311002176A CN116752632A CN 116752632 A CN116752632 A CN 116752632A CN 202311002176 A CN202311002176 A CN 202311002176A CN 116752632 A CN116752632 A CN 116752632A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/22—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material with parts being prestressed
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
- E04B5/023—Separate connecting devices for prefabricated floor-slabs
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- 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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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- 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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
- E04G21/16—Tools or apparatus
-
- 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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
- E04G21/16—Tools or apparatus
- E04G21/162—Handles to carry construction blocks
-
- 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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
- E04G21/16—Tools or apparatus
- E04G21/167—Tools or apparatus specially adapted for working-up plates, panels or slab shaped building elements
-
- 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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
- E04G21/16—Tools or apparatus
- E04G21/18—Adjusting tools; Templates
- E04G21/1841—Means for positioning building parts or elements
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Mechanical Engineering (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
本发明公开了一种免支撑装配整体式框架结构体系及其施工方法，属于装配式建筑技术领域。包括预制混凝土柱、普通混凝土叠合梁、预应力混凝土叠合梁和预应力混凝土楼板，所述预制混凝土柱矩形设置，所述普通混凝土叠合梁和预应力混凝土叠合梁分别对称设置于预制混凝土柱的上方，且所述普通混凝土叠合梁和预应力混凝土叠合梁的两端均浇注固定于预制混凝土柱的上端，所述预应力混凝土叠合梁长度方向的两侧面上对称设有挑耳，所述预应力混凝土楼板的两端均放置于挑耳上。本技术方案用以解决装配式建筑施的水平构件安装时，需要采用若干支撑，导致施工慢成本高的问题，以及装配式相邻楼板之间的间距调整困难的问题。
The invention discloses a support-free assembled integral frame structure system and a construction method thereof, and belongs to the technical field of prefabricated construction. It includes precast concrete columns, ordinary concrete composite beams, prestressed concrete composite beams and prestressed concrete floor slabs. The precast concrete columns are arranged in a rectangular shape, and the ordinary concrete composite beams and prestressed concrete composite beams are symmetrically arranged on the prefabricated concrete beams. above the concrete column, and both ends of the ordinary concrete composite beam and the prestressed concrete composite beam are cast and fixed on the upper ends of the precast concrete columns, and the two sides of the prestressed concrete composite beam in the length direction are symmetrically arranged The two ends of the prestressed concrete floor slab are placed on the ears. This technical solution is used to solve the problem of the need to use several supports when installing horizontal components of prefabricated buildings, resulting in slow construction and high cost, as well as the problem of difficulty in adjusting the spacing between adjacent prefabricated floor slabs.
Description
Technical Field
The invention belongs to the technical field of assembly type buildings, and particularly relates to a support-free assembly type integral frame structure system and a construction method thereof.
Background
In recent years, building industrialization and housing industrialization are rapidly developed as the development direction of the transformation and upgrading of the building industry, and the development of the fabricated concrete structure is particularly rapid as one of important structural systems for realizing the building industrialization. However, the related matching technology of the assembled building at the present stage still needs to be provided with a large number of temporary supports when horizontal components such as laminated plates, laminated beams and the like are installed along with the traditional building, and the arrangement of support rods is denser along with the increase of the building layer height. This brings about the following problems:
(1) The construction site still needs a large amount of temporary supports, compared with the traditional cast-in-situ structure, the number of the template supports is reduced, but the cost of related measures is not obviously reduced, which is one of the reasons that the cost of the assembled building at the present stage is higher than that of the cast-in-situ structure;
(2) The construction process still has the erection and dismantling procedures of temporary support of the horizontal component, and the construction progress is not accelerated or even slower compared with the traditional cast-in-situ structure because the temporary support under the laminated slab and the laminated beam is limited on the working surface, so that the construction progress cannot be timely penetrated and constructed by the secondary structure, and the rapid construction advantage of the assembled building is not shown;
(3) When the concrete floor is installed on the superposed beams, if the close splicing connection is adopted, the distance between adjacent floor slabs needs to be controlled, and when the concrete floor is hoisted, the floor slabs need to be continuously hoisted and put down for a plurality of times to be finely tuned to enable the floor slabs to be installed at the designated positions due to the fact that the shaking of the floor slabs and the distance between the superposed beams are similar to the length of the floor slabs, so that the distance adjustment is difficult, and the construction time is long.
Disclosure of Invention
In view of the above, the present invention aims to provide a support-free assembled integral frame structure system and a construction method thereof, which are used for solving the problems of slow construction and high cost caused by adopting a plurality of supports when horizontal members applied to an assembled building are installed, and the problem of difficult adjustment of the distance between adjacent assembled floors.
In order to achieve the above purpose, the present invention provides the following technical solutions:
the invention discloses a support-free assembled integral frame structure system which comprises a precast concrete column, a common concrete superposed beam, a prestressed concrete superposed beam and a prestressed concrete floor slab, wherein the precast concrete column is rectangular, the common concrete superposed beam and the prestressed concrete superposed beam are respectively and symmetrically arranged above the precast concrete column, two ends of the common concrete superposed beam and the prestressed concrete superposed beam are both fixed at the upper end of the precast concrete column, lugs are symmetrically arranged on two lateral surfaces of the prestressed concrete superposed beam in the length direction, two ends of the prestressed concrete floor slab are both placed on the lugs, sliding mechanisms are arranged on the contact parts of the two ends of the prestressed concrete floor slab and the lugs, and the sliding mechanisms are used for sliding the prestressed concrete floor slab in the length direction of the lugs.
Further, the sliding mechanism comprises at least one group of roller assemblies, an installation groove is formed in the surface, in contact with the lug, of the end portion of the prestressed concrete floor slab, an inverted U-shaped frame is arranged in the installation groove in a pre-buried mode, a first nut is arranged at the closed end of the inverted U-shaped frame, a first screw rod matched with the inverted U-shaped frame is arranged in the first nut, the head end of the first screw rod penetrates through the inverted U-shaped frame and the prestressed concrete floor slab and is positioned outside the prestressed concrete floor slab, an installation frame in rotation limiting connection with the inverted U-shaped frame is arranged at the threaded end of the first screw rod, a roller in rotation connection with the installation frame is arranged at the other end of the installation frame, and the rolling direction of the roller is consistent with the length direction of the lug.
Further, the spacing ring that interval set up about being equipped with on the screw thread end of first screw rod, be equipped with the through-hole on the one end of mounting bracket, the through-hole cup joints on first screw rod, and the through-hole is located between the spacing ring.
Further, the sliding mechanism further comprises a traction mechanism matched with the roller mechanism, the traction mechanism comprises a first sliding plate and a second sliding plate, one ends of the first sliding plate and the second sliding plate are in telescopic sliding connection, trepanning is arranged at the other ends of the first sliding plate and the second sliding plate, vertical plates are arranged on the first sliding plate and the second sliding plate, and a traction assembly for controlling the first sliding plate and the second sliding plate to stretch out and draw back is arranged between the vertical plates.
Further, the traction assembly comprises a second screw rod, the head end of the second screw rod is fixed on the vertical plate of the first sliding plate, the threaded end of the second screw rod slides through the upper portion of the vertical plate of the second sliding plate, and a second nut matched with the second screw rod is fixedly arranged on the upper portion of the vertical plate of the second sliding plate.
Further, the outside that the second slide set up trepanning one end still concatenates and is equipped with at least one and cup joints the board, cup joint the one end fixed connection of board on the second slide, cup joint the other end of board and be equipped with the trepanning.
The invention also discloses a construction method of the support-free assembled integral frame structure system, which comprises the following steps:
s1, positioning and hoisting a precast concrete column to a designated position;
s2, installing temporary diagonal braces in two directions perpendicular to each other of the precast concrete columns after the hoisting and installation of the precast concrete columns are completed;
s3, after the diagonal bracing is installed, positioning and hoisting the prestressed concrete superposed beam and the common concrete superposed beam;
s4, after the hoisting of the prestressed concrete superposed beam and the common concrete superposed beam is completed, positioning and hoisting the prestressed concrete floor, hoisting the end parts of the prestressed concrete floor on the lugs of the prestressed concrete superposed beam, and connecting a plurality of prestressed concrete floors in a closely spliced manner;
and S5, after the installation of the prestressed concrete floor is finished, binding reinforcing steel bars of the superposed layers and pouring concrete of the superposed layers, and hoisting the upper prefabricated part after the concrete of the superposed layers reaches the design strength requirement.
Further, in the step S4, the construction method for performing gap adjustment on the adjacent prestressed concrete floor slab by using the sliding mechanism further includes the following steps:
s41, before the prestressed concrete floor is hoisted, the first screw is screwed, so that part of rollers are positioned outside the contact surface of the lug of the prestressed concrete floor;
s42, after the end parts of the prestressed concrete floor slab are placed on the lug, sleeving the sleeve holes of the first sliding plate and the second sliding plate on the adjacent first bolts respectively, and then rotating the second screw rod to enable the interval between the first sliding plate and the second sliding plate to slide and shorten, and enabling the roller to roll on the surface of the lug to enable the prestressed concrete floor slab to gradually approach to the other mounted prestressed concrete floor slab, so that the interval between the two plates is shortened;
s43, after the space meets the requirement, rotating the first screw rod to enable the idler wheels to be retracted into the mounting groove, and further enabling the end face of the prestressed concrete floor slab to be directly placed on the picking lugs;
s44, cutting off the first screw above the surface of the prestressed concrete floor by using an acetylene cutter.
The invention has the beneficial effects that:
(1) According to the invention, the arrangement of the sliding mechanism on the prestressed concrete floor in the frame system enables a constructor to realize that the prestressed concrete floor slides on the lug only by applying small external force after the prestressed concrete floor is hoisted and placed on the lug, so that the distance between adjacent prestressed concrete floors is easy to adjust, and multiple hoisting operations are not needed during adjustment;
(2) The construction method adopts the prestressed concrete superposed beam and the prestressed concrete floor slab as horizontal prefabricated components, the prestressed components have larger rigidity and bearing capacity, temporary vertical supports are not required to be arranged in the midspan of the components, and the support-free construction is realized;
(3) The construction site omits the arrangement of a vertical temporary support of a horizontal member, and compared with the traditional cast-in-situ structure and the traditional assembly type construction technology, the construction site omits the measure cost of a formwork support part and saves the construction cost;
(4) The construction site omits the setting of the vertical temporary support of the horizontal component, compared with the traditional cast-in-situ structure and the traditional assembly type building technology, omits the working procedures of erecting and dismantling the temporary support of the horizontal component, and simultaneously, the construction site can carry out the alternate construction of the secondary structure faster, thereby accelerating the construction progress and reducing the single-layer construction period of the civil engineering part by about 25 to 40 percent compared with the traditional assembly type building technology.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention. The objects and other advantages of the invention may be realized and obtained by means of the instrumentalities and combinations particularly pointed out in the specification.
Drawings
In order to make the objects, technical solutions and advantageous effects of the present invention more clear, the present invention provides the following drawings for description:
FIG. 1 is a schematic perspective view of a support-free assembled monolithic frame structure system of the present invention;
FIG. 2 is a schematic illustration of the slip mechanism of the present invention disposed on a prestressed concrete floor slab;
FIG. 3 is a schematic elevation view of the slip mechanism of the present invention mounted to a prestressed concrete floor;
FIG. 4 is a schematic cross-sectional view of the invention at A-A in FIG. 3;
FIG. 5 is a schematic diagram of a slip mechanism of the present invention mounted to a prestressed concrete floor slab in a left side view;
FIG. 6 is a schematic cross-sectional view of the invention at B-B in FIG. 5;
FIG. 7 is a schematic view of the pulling mechanism of the present invention;
FIG. 8 is a flow chart of a design method of the present invention;
FIG. 9 is a first stage mechanical model and bending moment diagram of the present invention;
FIG. 10 is a diagram of a second stage mechanical model and bending moment according to the present invention;
FIG. 11 is a graph showing the comparison of bending moments in the design method of the present invention.
The figures are marked as follows:
precast concrete post 1, bracing 2, prestressed concrete composite beam 3, prestressed concrete floor 4, ordinary concrete composite beam 5, concrete bracket 6, standard steel bracket 7, picking lug 8, standing groove 9, mounting groove 10, inverted U-shaped frame 11, mounting bracket 12, spacing ring 13, first screw 14, first nut 15, gyro wheel 16, first slide 17, second slide 18, riser 19, second screw 20, second nut 21, trepanning 22, socket joint board 23.
Detailed Description
Example 1
As shown in fig. 1 to 7, the support-free assembled integral frame structure system comprises a precast concrete column 1, a common concrete composite beam 5, a prestressed concrete composite beam 3 and a prestressed concrete floor slab 4, wherein the precast concrete column 1 is arranged in a rectangular shape, the common concrete composite beam 5 and the prestressed concrete composite beam 3 are respectively and symmetrically arranged above the precast concrete column 1, concrete brackets 6 and standard steel brackets 7 for supporting are respectively and symmetrically arranged on the outer side surface of the upper end of the precast concrete column 1, two ends of the common concrete composite beam 5 and the prestressed concrete composite beam 3 are respectively and fixedly cast at the upper end of the precast concrete column 1, lugs 8 are symmetrically arranged on two side surfaces of the prestressed concrete composite beam 3 in the length direction, the lugs 8 are actually arranged on a placement platform, the specific shape and the structure are shown in fig. 1, the two ends of the prestressed concrete floor slab 4 are respectively and symmetrically arranged above the precast concrete column 1, the concrete lugs 9 are respectively and symmetrically arranged on the outer side surfaces of the upper end of the precast concrete column 1, the precast concrete floor slab 4 is conveniently sunk down, the two ends of the precast concrete floor slab 4 are respectively and symmetrically arranged on the outer side surfaces of the precast concrete column 1, the precast floor slab 4 is in a sliding mode, the two ends of the precast floor slab 4 are required to be in a sliding mode, and the sliding mode is a sliding mode is required to be in a standard mode, and the length of the lug 4 is required to be in a standard mode.
The concrete sliding mechanism comprises at least one group of roller assemblies, preferably, each end is provided with 2 groups along the direction of the lug 8, better support is achieved, the surface, in contact with the lug 8, of the end of the prestressed concrete floor slab 4 is provided with a mounting groove 10, the mounting groove 10 can be a rectangular groove, or a weight reduction groove or the like which is arranged on the prestressed concrete in advance, the mounting groove 10 does not penetrate through the prestressed concrete floor slab 4, an inverted U-shaped frame 11 is arranged in the mounting groove 10 in advance, steel bars are welded on the periphery of the inverted U-shaped frame 11 in a welded mode, the steel bars are poured into the prestressed concrete floor slab 4, a first nut 15 is arranged at the closed end of the inverted U-shaped frame 11, a first screw 14 matched with the first nut 15 is arranged in the first nut 15, the head end of the first screw 14 penetrates through the inverted U-shaped frame 11 and the prestressed concrete floor slab 4 and is positioned outside the prestressed concrete floor slab 4, a mounting frame 12 in a rotation limiting connection with the inverted U-shaped frame 11 is arranged at the threaded end of the first screw 14, one end of the mounting frame 12 is in a sliding limiting connection with the threaded end of the first screw 14, and the other end of the mounting frame 12 is provided with a roller 16 in a rotation limiting connection with the other end. It should be noted that, the length of the mounting frame 12 is matched with the width of the inverted U-shaped frame 11, that is, the rotation is not generated, but the sliding limiting connection means that the sliding is limited, but the sliding limiting connection can rotate, that is, the rotation of the second screw 20 is not interfered.
Before hoisting, the first screw 14 (high-strength bolt) is rotated firstly, the first screw 14 is driven to move downwards, the roller 16 stretches out of the mounting groove 10, namely, when the mounting groove is hoisted and placed, the roller 16 contacts with the surface of the lug 8, namely, under the action of small external force of constructors, the prestressed concrete floor slab 4 can slide, further, the position interval adjustment is realized, after the adjustment is finished, the first screw 14 is rotated, the roller 16 is retracted, the prestressed concrete floor slab 4 is directly placed on the lug 8, and then, only the first screw 14 outside the surface of the prestressed concrete floor slab 4 is required to be cut off.
The specific sliding limiting connection mode is that limiting rings 13 are arranged at the threaded end of a first screw 14 at intervals up and down, a through hole is arranged at one end of a mounting frame 12, the through hole is sleeved on the first screw 14, and the through hole is located between the limiting rings 13.
Preferably, the sliding mechanism further comprises a pulling mechanism matched with the roller 16 mechanism, the pulling mechanism replaces the problem that the traditional constructor adopts a crowbar to pry the floor slab to easily cause the floor slab to be damaged and waste time and labor, the pulling mechanism comprises a first sliding plate 17 and a second sliding plate 18, one ends of the first sliding plate 17 and the second sliding plate 18 are in telescopic sliding connection, trepanning 22 is arranged at the other ends of the first sliding plate 17 and the second sliding plate 18, vertical plates 19 are arranged on the first sliding plate 17 and the second sliding plate 18, a pulling component for controlling the first sliding plate 17 and the second sliding plate 18 to stretch and retract is arranged between the vertical plates 19, and the pulling component can be a winch, a hydraulic cylinder and the like.
In this embodiment, the pulling assembly includes a second screw rod 20, a head end of the second screw rod 20 is fixed (welded) on the vertical plate 19 of the first sliding plate 17, a threaded end of the second screw rod 20 slides through an upper portion of the vertical plate 19 of the second sliding plate 18, and a second nut 21 matched with the second screw rod 20 is fixedly arranged on the upper portion of the vertical plate 19 of the second sliding plate 18. The relative position between the first sliding plate and the second sliding plate can be changed by rotating the second screw rod 20, the pulling rope and retraction operation can be realized, the pulling action on the concrete floor slab can be realized, the first sliding plate 17 and the second sliding plate 18 are in sliding telescopic connection, particularly, a through groove is formed in the first sliding plate 17, one end of the second sliding plate 18 is positioned in the through groove, and the pulling operation is simpler due to the inconvenience of electricity consumption and the like on a construction site by adopting a screw rod pulling mode.
At least one sleeving plate 23 is further connected in series to the outer side of one end of the second sliding plate 18, where the sleeving hole 22 is formed, one end of the sleeving plate 23 is fixedly connected to the second sliding plate 18, and the sleeving hole 22 is formed in the other end of the sleeving plate 23. The sleeving plates 23 are sleeved with a plurality of installed floors, so that friction force and resistance become large, namely only one floor needing to be adjusted in spacing can be pulled, and other installed floors cannot be shifted.
The invention also discloses a construction method of the support-free assembled integral frame structure system, which comprises the following steps:
s1, positioning and hoisting a precast concrete column 1 to a designated position;
s2, after the hoisting and installation of the precast concrete column 1 are completed, installing temporary diagonal braces 2 in two directions perpendicular to each other of the precast concrete column 1;
s3, after the diagonal bracing 2 is installed, positioning and hoisting the prestressed concrete superposed beam 3 and the common concrete superposed beam 5;
s4, after the hoisting of the prestressed concrete composite beam 3 and the common concrete composite beam 5 is completed, positioning and hoisting the prestressed concrete floor slabs 4, hoisting the end parts of the prestressed concrete floor slabs 4 on the lugs 8 of the prestressed concrete composite beam 3, and connecting a plurality of prestressed concrete floor slabs 4 in a closely spliced manner;
and S5, after the prestressed concrete floor 4 is installed, binding reinforcing steel bars of the superposed layers and pouring concrete of the superposed layers, and hoisting the upper prefabricated part after the concrete of the superposed layers reaches the design strength requirement.
In step S4, the construction method for adjusting the gap between adjacent prestressed concrete floors 4 by using the sliding mechanism further comprises the following steps:
s41, before the prestressed concrete floor 4 is hoisted, the first screw 14 is screwed, so that part of the idler wheels 16 are positioned outside the contact surface of the prestressed concrete floor 4 on the lug 8;
s42, after the end part of the prestressed concrete floor slab 4 is placed on the lug 8, sleeving the sleeve holes 22 of the first sliding plate 17 and the second sliding plate 18 on the adjacent first bolts respectively, and then rotating the second screw rod 20 to enable the interval between the first sliding plate 17 and the second sliding plate 18 to be shortened in a sliding way, and the roller 16 rolls on the surface of the lug 8 to enable the prestressed concrete floor slab 4 to gradually approach to the other mounted prestressed concrete floor slab 4, so that the interval between the two is shortened;
s43, after the space meets the requirement, the first screw 14 is rotated to retract the roller 16 into the mounting groove 10, so that the end face of the prestressed concrete floor 4 is directly placed on the lug 8;
and S44, cutting off the first screw 14 above the surface of the prestressed concrete floor slab 4 by using an acetylene cutter.
As is clear from the above-described method, the method of operating the slip mechanism is introduced into the construction method, greatly reduce the space between floorslabs the difficulty of adjusting the close-spliced spacing, simplifying the whole construction process.
The construction method of the support-free assembled integral frame structure system comprises the following detailed steps that (1) the precast concrete column 1 is positioned and hoisted firstly, and the thickness of a longitudinal reinforcement protection layer of the precast concrete column 1 is larger and is generally not smaller than 50mm and is used for supporting a superposed beam; or a standard steel bracket 7 or a concrete bracket 6 is arranged at the top for supporting the superposed beam, and the mounting or manufacturing process of the bracket is finished in a factory. Wherein, the standard steel corbel 7 can be used singly or in combination of two or more according to the magnitude of the supporting load; the bracket is single in form, convenient to manage and high in turnover use times. The three construction modes of the precast concrete column 1 are selected and used according to actual conditions, wherein the selection is related to the size of the end supporting load.
(2) After the precast concrete column 1 is hoisted in place, temporary inclined struts 2 are installed in two directions perpendicular to each other, the temporary inclined struts 2 are only used for adjusting and temporarily fixing the perpendicularity of the precast concrete column 1, and the precast concrete column is removed after grouting ends of the column bottom and grouting materials meet the strength requirement. And after the temporary diagonal bracing 2 is removed, the precast concrete column 1 is installed.
(3) After the prefabricated concrete column 1 is installed, positioning and hoisting are carried out on a concrete composite beam, and the concrete composite beam is divided into a prestressed concrete composite beam 3 and a common concrete composite beam 5. Wherein, the installation direction of the prestressed concrete composite beam 3 is perpendicular to the direction of the prestressed concrete floor slab 4, and one end or two ends of the prestressed concrete composite beam are provided with lugs 8 for supporting the prestressed concrete floor slab 4. The installation direction of the common concrete composite beam 5 is perpendicular to the prestressed concrete composite beam 3 and parallel to the direction of the prestressed concrete floor slab 4.
(4) After the concrete composite beam is installed, the prestressed concrete floor slab 4 is positioned and hoisted, the installation direction of the prestressed concrete floor slab 4 is perpendicular to the prestressed concrete composite beam 3, only two ends of the prestressed concrete floor slab are placed on the lug 8 of the prestressed concrete composite beam 3 and are not contacted with the common concrete composite beam 5, and the plates are connected by close splicing, so that the installation of templates and temporary vertical supports are not needed at the bottom of the plates.
(5) And after the prestressed concrete floor 4 is installed, binding reinforcing steel bars of the superposed layers and pouring concrete of the superposed layers, and hoisting the upper-layer prefabricated part after the concrete of the superposed layers reaches the design strength requirement.
(6) And when the hoisting of the upper prefabricated part is started, the secondary structure construction of the layer can be started.
Example 2
As shown in fig. 1 and fig. 8 to fig. 11, in this embodiment, a design method of a support-free assembled monolithic frame structure system is further provided, where the design method specifically uses a design method of a pretensioned prestressing assembled frame structure system:
(1) As shown in fig. 1, the pretensioned prestressing assembled frame structure system is identical to the support-free assembled integral frame structure system in the embodiment 1, and comprises a precast concrete column 1, a pretensioned prestressing concrete composite beam 3, a common concrete composite beam 5, a pretensioned prestressing concrete floor slab 4, a post-beam slab negative rib and post-cast composite layer concrete. The top of the precast concrete column 1 is provided with a concrete bracket 6 or a steel bracket for supporting the pretensioned prestressed concrete composite beam 3 and the common concrete composite beam 5. The pretensioned prestressed concrete superposed beam 3 is a main stressed member in a structural system and bears the vertical load transmitted by all floors; one side or two sides of the bottom of the pile is provided with a concrete lug 8 for supporting the pretensioned prestressed concrete floor slab 4; the prestressed reinforcement at the bottom does not extend into the support, and only a small amount of common reinforcement at the bottom, torsion-resistant waist reinforcement and support negative reinforcement extend into the support, wherein the torsion-resistant waist reinforcement is also used as support shear reinforcement. The pretensioned prestressed concrete floor slab 4 comprises, but is not limited to, a prestressed concrete double-T plate or a prestressed concrete hollow plate; the arrangement direction of the beam is parallel to that of the common concrete laminated beam 5, and two ends of the beam are placed on the lug 8 of the pretensioned prestressed concrete laminated beam 3; the boards are spliced by a joint method. The common concrete composite beam 5 only bears dead weight and horizontal load and acts.
(2) A design method of a pretensioned prestressing assembled frame structure system considers two stages of installation construction and use. The calculation premise is that the vertical temporary support of all horizontal components is avoided in the installation and construction stage, and the construction load is borne by the prefabricated components;
the specific contents of the two-stage design are as follows: the load of the first stage is borne by the prefabricated part, and Liang Zhujie points are calculated according to the hinge; the first stage is that after all prefabricated components are installed, pouring of post-pouring laminated layer concrete is completed, and before the laminated layer concrete does not reach a strength design value; the load at this time comprises the dead weight of the precast beam, the dead weight of the precast floor slab and the dead weight of the superposed layer; the mechanical model and bending moment diagram are shown in figure 9. The second stage Liang Zhujie points are calculated according to rigid connection, and the load comprises permanent loads such as precast beam dead weight, precast floor slab dead weight, superposed layer dead weight, decoration material dead weight and the like, floor live load in the using stage, wind load and earthquake action; the second stage is a stage after the laminated layer concrete reaches the strength design value; the mechanical model and the bending moment diagram are shown in figure 10;
the design process of the pretensioned prestressing assembled frame structure system is further described according to the design flow chart 8:
1) And (3) preliminarily determining various parameters of the prestress framework structure system, including the types and specifications of the prestress concrete floor 4, the size of each layer of framework structure and the load of each layer of framework structure. Wherein the prestressed concrete floor slab 4 comprises, but is not limited to, a prestressed concrete double-T plate or a prestressed concrete hollow plate; the size of each layer of frame structure comprises the size of a common concrete superposed beam 5, the size of a prestressed concrete superposed beam 3 and the size of a precast concrete column 1; the load of each layer of frame structure comprises the dead weight G of the prefabricated part 1i Superimposed layer dead weight G 2i Dead weight G of decoration materials such as decoration surface layer and suspended ceiling 3i Construction load Q 1i Floor live load Q in use stage 2i Wind load W i Earthquake action F Ei Where i represents the floor number.
2) And (3) building a structural calculation model according to the parameters preliminarily determined in the step 1), wherein the structural calculation model comprises a calculation model of a first stage and a second stage.
The first stage is that all prefabricated components are installed, the post-pouring of the concrete of the laminated layer is completed, and the load only considers the dead weight of the prefabricated components and the dead weight of the laminated layer according to the hinge calculation of beam column nodes at the stage before the concrete of the laminated layer does not reach the strength design value. At this stage, the design value M of the hogging moment of the laminated beam is calculated ai is negative =0, positive bending moment design value M of composite beam ai is positive ＝M G1i is positive +M G2i is positive Wherein M is G1i is positive Designed value of positive bending moment generated by dead weight of prefabricated part, M G2i is positive The design value of positive bending moment generated by the dead weight of the laminated layer is designed; superimposed Liang Jianli design value V ai ＝V G1i +V G2i Wherein V is G1i For the shear force design value generated by the dead weight of the prefabricated part, V G2i The shearing force design value generated by the dead weight of the laminated layer is adopted.
The second stage is a stage after the laminated layer concrete reaches the strength design value, and the Liang Zhujie point is calculated according to the rigid connection. This stage includes the following two calculation models:
(1) the combination of the dead weight of the prefabricated component, the dead weight of the superposed layers, the dead weight of decoration materials such as decorative surface layers, suspended ceilings and the like, the live load of floors in the using stage, wind load and earthquake effect is considered. Calculating to obtain a design value M of the hogging moment of the laminated beam bi-negative ＝max(M G1i is negative +M G2i negative +M G3i negative +M Q2i is negative +M Wi-in ，M G1i is negative +M G2i negative +M G3i negative +M Q2i is negative +M Negative FEi ) Positive bending moment design value M of superposed beam bi-positive ＝max(M G1i is positive +M G2i is positive +M G3i is positive +M Q2i is positive +M Wi positive ，M G1i is positive +M G2i is positive +M G3i is positive +M Q2i is positive +M FEi positive ) Wherein M is G1i is negative 、M G1i is positive Respectively designing values of negative bending moment and positive bending moment generated by the dead weight of the prefabricated part, M G2i negative 、M G2i is positive Respectively designing values of negative bending moment and positive bending moment generated by the dead weight of the laminated layer, M G3i negative 、M G3i is positive Respectively the design values of the hogging moment and the positive bending moment generated by the dead weight of the decoration materials such as the decoration surface layer, the suspended ceiling and the like, M Q2i is negative 、M Q2i is positive Respectively the design values of the negative bending moment and the positive bending moment generated by the live load of the floor in the using stage, M Wi-in 、M Wi positive Respectively the design values of the negative bending moment and the positive bending moment generated by wind load, M Negative FEi 、M FEi positive Respectively designing values of a negative bending moment and a positive bending moment generated by earthquake action; superimposed Liang Jianli design value V bi ＝max(V G1i +V G2i +V G3i +V Q2i +V Wi ，V G1i +V G2i +V G3i +V Q2i +V FEi ) Wherein V is G1i For the shear force design value generated by the dead weight of the prefabricated part, V G2i For shear force design value generated by self weight of laminated layer, V G3i The shearing force design value V generated by the dead weight of decorative materials such as decorative surface layers, suspended ceilings and the like Q2i For shear design value, V, generated by live load of floor in use stage Wi Design value of shearing force for wind load, V FEi Shear force design values for seismic action.
(2) Only the weight of the prefabricated part and the weight of the laminated layer are considered. Calculating to obtain a design value M of the hogging moment of the laminated beam ci minus ＝M G1i negative +M G2i negative' Positive bending moment design value M of superposed beam Ci is positive ＝M G1i positive' +M G2i positive' Wherein M is G1i negative 、M G1i positive' Respectively designing values of positive bending moment and negative bending moment generated by the dead weight of the prefabricated part, M G2i negative' 、M G2i positive' Respectively designing values of positive bending moment and negative bending moment generated by the dead weight of the laminated layer; superimposed Liang Jianli design value V ci ＝V G1i＇ +V G2i＇ Wherein V is G1i＇ For the shear force design value generated by the dead weight of the prefabricated part, V G2i＇ The shearing force design value generated by the dead weight of the laminated layer is adopted.
3) According to the bending moment and the shearing force of the laminated beam obtained in the two stages of the step 2), the following superposition combination is carried out, and finally the design value M of the hogging moment of the laminated beam is obtained i minus ＝M ai is negative +M bi-negative -M ci minus Positive bending moment design value M of superposed beam i positive ＝M ai is positive +M bi-positive -M Ci is positive Superimposed Liang Jianli design value V i ＝V ai +V bi -V ci . Further, the section reinforcing bars can be obtained through calculation according to the bending moment and the shearing force design value.
4) Repeating the calculation process of the steps 1) to 3) to obtain the optimal section size of each component.
5) According to the section and reinforcement value of the superposed beam obtained by the steps, carrying out construction steps on the precast beamAnd checking and calculating the deflection and cracks of the section. At the moment, the beam column joints are calculated according to the hinge joint, and the load only considers the dead weight of the prefabricated part and the construction load; the beam cross-sectional dimension is taken as only the prefabricated part dimension, i.e. the superimposed beam cross-sectional dimension minus the superimposed layer dimension. When mid-span deflection γ=5 (G 1i +Q 1i )l 0 4 /384B s ≤γ 0 When the deflection meets the checking calculation requirement; wherein l 0 Calculating span for precast beam, B s For prefabricated Liang Duanqi stiffness, gamma 0 Is the deflection limit value of the flexural member. When the tensile stress sigma of the edge concrete ck ＝M di /W≤f tk When the concrete is used, the edge concrete is not cracked, and the crack checking calculation requirement is met; wherein M is di ＝M G1i +M Q1i ，M G1i Is the standard value of bending moment generated by the dead weight of the prefabricated part, M Q1i For the standard value of bending moment generated by construction load, W is the cross-section resisting moment of the converted cross section of the prefabricated part, f tk Is a standard value of the tensile strength of the concrete axle center. And if the deflection or crack checking calculation does not meet the requirement, repeating the calculation processes of the steps 1) to 4) until the requirement is met.
3. The technical effects are as follows:
(1) Compared with the prior art, in the construction process of the pretensioned prestressing assembled frame structure system, each horizontal prefabricated member does not need to be provided with a temporary vertical support, so that the construction flow is reduced, and the construction cost is saved.
(2) The pretensioned prestressing assembled frame structure system does not need to be provided with secondary beams, reduces the number of prefabricated components and improves the installation efficiency of the prefabricated components on a construction site.
(3) The design method of the pretensioning method prestress assembly type frame structure system fully considers the whole process of installation construction and use stage, effectively reduces the negative bending moment of the beam end support of the prestress concrete superposed beam 3, achieves the amplitude modulation of the bending moment to 0.7-0.75, remarkably increases the span bending moment of the prestress beam after amplitude modulation, can better exert the advantages of the prestress rib, and improves the use efficiency of the prestress rib.
(4) The negative bending moment of the support at the beam end of the prestressed concrete composite beam 3 is reduced, the steel consumption of the common steel bars at the support position is effectively reduced, meanwhile, only a small amount of common steel bars and torsion-resistant waist bars at the bottom of the beam end of the prestressed concrete composite beam 3 extend into the support, and the common concrete composite beam 5 in the other direction is smaller in stress, so that the number of the reinforcing bars is smaller, the problem of avoiding the steel bars at the beam column node position is effectively solved, and the installation difficulty of a construction site is reduced.
Implementation case: the implementation process of the pretensioning method prestress assembly type frame structure system is shown in the description drawing, (1) a precast concrete column 1 is firstly installed, a column diagonal bracing 2 is arranged, verticality is adjusted, and grouting is carried out; (2) The prestressed concrete superposed beam 3 and the common concrete superposed beam 5 are installed, two ends of the beam are placed on the concrete brackets 6 at the top of the precast concrete column 1, and the bottom of the beam is not required to be provided with a vertical temporary support; (3) Mounting a prestressed concrete laminated slab (a prestressed concrete double-T plate or a prestressed concrete hollow plate), wherein two ends of the slab are placed on the lug 8 at the bottom of the prestressed concrete laminated beam 3, a close joint splicing mode is adopted between the slabs, and a vertical temporary support is not required to be arranged at the bottom of the slab; (4) And paving plate top and beam top negative ribs, and pouring laminated layer concrete to complete the construction process.
Design flow and technical effect implementation case:
a certain five-layer frame structure has a layer height of 5.5m, two-five layers are 7m, the size of a column net is 7.5m multiplied by 10m, the constant load at the use stage is 1.5kN/m < 2 >, the live load at the use stage is 15kN/m < 2 >, the cross section size of a frame column is 700mm multiplied by 700mm, the cross section size of an X-direction prestress composite beam is 400mm multiplied by 900mm, the cross section size of a Y-direction common composite beam is 300mm multiplied by 850mm, and a floor slab is a prestressed concrete double T plate and is arranged along the Y direction.
The design flow is the same as the technical scheme and will not be described in detail here.
The technical effects are achieved: compared with the common assembled frame, the negative bending moment of the beam end of the pretensioning prestressed frame is obviously reduced, the positive bending moment of the midspan is obviously improved, the absolute value of the negative bending moment of the beam end of the storey 1-5 is reduced by more than 33%, and the positive bending moment of the midspan is increased by more than 49%. The bending moment in the beam span is obviously increased, the advantages of the prestressed tendons can be better exerted, and the service efficiency of the prestressed tendons is improved; and the reduction of hogging moment, the steel consumption of the ordinary reinforcing steel bars in its support position also effectively reduces, and beam column node position reinforcing steel bar quantity reduces, has effectively solved the reinforcing steel bar and has dodged the inquiry, has reduced the installation degree of difficulty of job site.
Finally, it is noted that the above-mentioned preferred embodiments are only intended to illustrate rather than limit the invention, and that, although the invention has been described in detail by means of the above-mentioned preferred embodiments, it will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the scope of the invention as defined by the appended claims.
Claims (8)
1. A support-free assembled monolithic frame structure system, characterized in that: including precast concrete post, ordinary concrete superimposed beam, prestressed concrete superimposed beam and prestressed concrete floor, precast concrete post rectangle sets up, ordinary concrete superimposed beam and prestressed concrete superimposed beam symmetry respectively set up in the top of precast concrete post, just ordinary concrete superimposed beam and prestressed concrete superimposed beam's both ends all are fixed in the upper end of precast concrete post, the symmetry is equipped with the ear of choosing on prestressed concrete superimposed beam length direction's the both sides face, the both ends of prestressed concrete floor are all placed on the ear of choosing, be equipped with slide mechanism on the part of prestressed concrete floor both ends and ear contact, slide mechanism is used for prestressed concrete floor to slide on the length direction of choosing the ear.
2. A support-free assembled monolithic frame structure system according to claim 1, wherein: the sliding mechanism comprises at least one group of roller assemblies, a mounting groove is formed in the surface, in contact with the lug, of the end portion of the prestressed concrete floor slab, an inverted U-shaped frame is arranged in the mounting groove in a pre-buried mode, a first nut is arranged at the closed end of the inverted U-shaped frame, a first screw rod matched with the inverted U-shaped frame is arranged in the first nut, the head end of the first screw rod penetrates through the inverted U-shaped frame and the prestressed concrete floor slab and is positioned outside the prestressed concrete floor slab, a mounting frame in sliding limit connection with the inverted U-shaped frame is arranged at the threaded end of the first screw rod, rollers in rotary connection with the mounting frame are arranged at the other end of the mounting frame, and the rolling direction of the rollers is consistent with the length direction of the lug.
3. A support-free assembled monolithic frame structure system according to claim 2, wherein: the limiting rings are arranged at the threaded end of the first screw at intervals, a through hole is formed in one end of the mounting frame, the through hole is sleeved on the first screw, and the through hole is located between the limiting rings.
4. A support-free assembled monolithic frame structure system according to claim 2, wherein: the sliding mechanism further comprises a pulling mechanism matched with the roller mechanism, the pulling mechanism comprises a first sliding plate and a second sliding plate, one ends of the first sliding plate and the second sliding plate are in telescopic sliding connection, trepanning is formed in the other ends of the first sliding plate and the second sliding plate, vertical plates are arranged on the first sliding plate and the second sliding plate, and a pulling assembly for controlling the first sliding plate and the second sliding plate to stretch out and draw back is arranged between the vertical plates.
5. A support-free assembled monolithic frame structure system as in claim 4, wherein: the traction assembly comprises a second screw rod, the head end of the second screw rod is fixed on the vertical plate of the first sliding plate, the threaded end of the second screw rod slides through the upper portion of the vertical plate of the second sliding plate, and a second nut matched with the second screw rod is fixedly arranged on the upper portion of the vertical plate of the second sliding plate.
6. A support-free assembled monolithic frame structure system as in claim 4, wherein: the outer side of one end of the second sliding plate provided with the sleeve hole is also connected with at least one sleeve joint plate in series, one end of the sleeve joint plate is fixedly connected to the second sliding plate, and the other end of the sleeve joint plate is provided with the sleeve hole.
7. A method of constructing a support-free assembled monolithic frame structure system according to any one of claims 1-6, wherein: the method comprises the following steps:
s1, positioning and hoisting a precast concrete column to a designated position;
s2, installing temporary diagonal braces in two directions perpendicular to each other of the precast concrete columns after the hoisting and installation of the precast concrete columns are completed;
s3, after the diagonal bracing is installed, positioning and hoisting the prestressed concrete superposed beam and the common concrete superposed beam;
s4, after the hoisting of the prestressed concrete superposed beam and the common concrete superposed beam is completed, positioning and hoisting the prestressed concrete floor, hoisting the end parts of the prestressed concrete floor on the lugs of the prestressed concrete superposed beam, and connecting a plurality of prestressed concrete floors in a closely spliced manner;
and S5, after the installation of the prestressed concrete floor is finished, binding reinforcing steel bars of the superposed layers and pouring concrete of the superposed layers, and hoisting the upper prefabricated part after the concrete of the superposed layers reaches the design strength requirement.
8. The method of constructing a support-free assembled monolithic frame structure system according to claim 7, wherein: in the step S4, the construction method for adjusting the gap between adjacent prestressed concrete floors by using a sliding mechanism is further included, and the method includes the following steps:
s41, before the prestressed concrete floor is hoisted, the first screw is screwed, so that part of rollers are positioned outside the contact surface of the lug of the prestressed concrete floor;
s42, after the end parts of the prestressed concrete floor slab are placed on the lug, sleeving the sleeve holes of the first sliding plate and the second sliding plate on the adjacent first bolts respectively, and then rotating the second screw rod to enable the interval between the first sliding plate and the second sliding plate to slide and shorten, and enabling the roller to roll on the surface of the lug to enable the prestressed concrete floor slab to gradually approach to the other mounted prestressed concrete floor slab, so that the interval between the two plates is shortened;
s43, after the space meets the requirement, rotating the first screw rod to enable the idler wheels to be retracted into the mounting groove, and further enabling the end face of the prestressed concrete floor slab to be directly placed on the picking lugs;
s44, cutting off the first screw above the surface of the prestressed concrete floor by using an acetylene cutter.
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