CN109372101B - Assembly method of assembly type interlayer arrangement concrete truss cantilever type building - Google Patents
Assembly method of assembly type interlayer arrangement concrete truss cantilever type building Download PDFInfo
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- CN109372101B CN109372101B CN201810948990.XA CN201810948990A CN109372101B CN 109372101 B CN109372101 B CN 109372101B CN 201810948990 A CN201810948990 A CN 201810948990A CN 109372101 B CN109372101 B CN 109372101B
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- 239000004567 concrete Substances 0.000 title claims abstract description 169
- 239000011229 interlayer Substances 0.000 title claims abstract description 35
- 238000000034 method Methods 0.000 title claims abstract description 33
- 239000010410 layer Substances 0.000 claims abstract description 93
- 239000011178 precast concrete Substances 0.000 claims description 48
- 238000005253 cladding Methods 0.000 claims description 12
- 230000008569 process Effects 0.000 claims description 12
- 239000011381 foam concrete Substances 0.000 claims description 8
- 238000005192 partition Methods 0.000 claims description 8
- 238000010276 construction Methods 0.000 claims description 6
- 238000009413 insulation Methods 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 5
- 238000006073 displacement reaction Methods 0.000 description 7
- 239000000463 material Substances 0.000 description 7
- 238000004873 anchoring Methods 0.000 description 6
- 238000013461 design Methods 0.000 description 6
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 4
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- 230000002349 favourable effect Effects 0.000 description 3
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- 241000196324 Embryophyta Species 0.000 description 2
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- 230000001174 ascending effect Effects 0.000 description 2
- 238000004891 communication Methods 0.000 description 2
- 238000005034 decoration Methods 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 238000009417 prefabrication Methods 0.000 description 2
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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
- E04B1/34—Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability
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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
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
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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
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
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Abstract
The invention relates to an assembly method of an assembly type interlayer arrangement concrete truss overhanging type building, which comprises the following steps: (1) arranging a foundation; (2) connecting a shear wall with a foundation, wherein the shear wall is fixedly connected and surrounds at least one core barrel; (3) uniformly arranging a plurality of rows of concrete trusses in a longitudinal and transverse two-way manner, connecting the concrete trusses in a whole by prefabricated beams, and fixedly connecting the shear wall on the second layer with the concrete trusses intersected with the shear wall; (4) hoisting the prefabricated floor slab, and fixedly connecting the concrete truss and/or the shear wall; (5) assembling the preset number of layers to form an overhanging unit, wherein one end of the upper layer of the overhanging unit is overhanging for a preset distance relative to the adjacent lower layer of the overhanging unit, and the other end of the overhanging unit is retracted for a preset distance; (6) and continuously assembling the overhanging units, wherein the overhanging directions of the concrete trusses of the two vertically adjacent overhanging units are opposite, and the core cylinder is continuously arranged from bottom to top along the whole assembled interlayer arrangement concrete truss overhanging type building.
Description
Technical Field
The invention belongs to the field of constructional engineering, and particularly relates to an assembly method of an assembly type interlayer arrangement concrete truss cantilever type building.
Background
On the premise that land resources available for urban construction in China are limited, population is growing continuously and urbanization is accelerated, the land available in the central area of the city is less and less, particularly the rarity degree of a superior section of the large city is obvious, and on the contrary, the demand of the city for residences is increased continuously, so that the low-density residential form is not suitable for living in the city of China, and the high-rise integrated residential form is developed widely with the advantage of higher volume rate. In most developed cities in China, low-density villas are often built in suburban or suburban areas, and people gradually find the contradiction between the living space quality and the time cost for going to and from the living area and the lack of perfect living matching in the suburban living mode in the process of living. Therefore, in order to solve the contradiction between comfort and convenience, the villa-type collective housing is gradually a new favorite for high-end products in the building and the market. Most of the houses are located in the golden section of the city center, the functional layout of villa houses is simulated on the house type design, and the houses have 'hanging gardens', so that the houses can be close to nature without going out; the design of plane layout can be optimized, and the house has individual and private dwelling atmosphere like villas; in addition, the panoramic viewing balcony facing to city parks or water areas is known as an aerial villa in cities by real estate developers. To some extent, it is equivalent to gathering villa residences and extending the villas into the air, and the 'shoal mountains and mountains' trend is sometimes incomparable with villas.
The villa as a high-quality residence embodies a natural living style, can represent the culture and spirit of residence, becomes the best residence selection for the beautiful living needs of people, and has high price, remote residence, irregular matching and the like which are important reasons that common people cannot accept the villa. The land and construction cost of the air villa are equivalent to those of common high-rise houses, the air villa enjoys the quality of the villa and stays in a golden section in the center of a city, and is a new generation house which people live in, the people needing the air villa are not limited to elite people with high income but are common people and middle-grade, the quantity of market demands is larger than that of the existing high-rise houses, the air villa not only contains the demand people of the existing high-rise houses, but also contains a part of the demand people of the existing villas. Therefore, the central villa is used as a high-end residence in the center of the city, and the demand is very wide.
Disclosure of Invention
The invention aims to provide an assembly type interlayer arrangement concrete truss overhanging type building assembly method which is novel in structure, high in assembly efficiency and capable of enabling villa residences to be integrated and extend to the air.
The above purpose is realized by the following technical scheme: the assembly method of the assembly type interlayer arrangement concrete truss cantilever type building comprises a vertical bearing main body and a cantilever part which is arranged outside the vertical bearing main body in a cantilever mode, and comprises the following steps:
(1) arranging a foundation;
(2) hoisting the shear wall of the first layer in place, connecting the shear wall with the foundation, fixedly connecting the shear wall and surrounding at least one core tube, wherein the core tube is arranged in the range of the vertical bearing main body;
(3) setting up a temporary support on the first layer, hoisting a prefabricated floor slab and a concrete truss on the second layer, fixedly connecting the prefabricated floor slab with the concrete truss and/or a shear wall, uniformly arranging a plurality of rows of the concrete truss along the longitudinal and transverse directions, connecting the concrete trusses into a whole through prefabricated beams, transversely and outwardly overhanging one end of an upper chord and transversely and inwardly retracting one end of the upper chord relative to one end of a lower chord of the longitudinally arranged concrete trusses; hoisting a second layer of shear wall, fixedly connecting the second layer of shear wall with the concrete truss intersected with the second layer of shear wall, and fixedly connecting the upper layer of shear wall and the lower layer of shear wall;
(4) hoisting the prefabricated floor slab of the third layer, and fixedly connecting the prefabricated floor slab with the concrete truss and/or the shear wall of the second layer;
(5) assembling the third layer and the fourth layer in the same steps (2) to (4), assembling the predetermined number of layers in such a way that the building is assembled upwards in an inclined shape to form an overhanging unit, wherein one end of the upper layer of the overhanging unit is overhung by a predetermined distance relative to the adjacent lower layer of the overhanging unit, and the other end of the overhanging unit is retracted by a predetermined distance;
(6) and (4) continuously assembling the overhanging units on the upper parts of the overhanging units assembled in the steps (2) to (5), wherein the overhanging directions of the concrete trusses of the two vertically adjacent overhanging units are opposite, and the core cylinders are continuously arranged from bottom to top along the whole assembled interlayer arrangement concrete truss overhanging type building.
The overhanging part is a part overhanging outside the vertical bearing main body, and the vertical bearing main body is a structure part which bears the self weight of a building structure, vertical additional load and live load and transmits the load to a foundation layer by layer; the longitudinal and transverse directions refer to the overhanging direction and the vertical direction of the overhanging unit.
Two adjacent overhanging units in the building structure assembled by the method form a stable unit structure, the stable unit structure is a triangular stable structure, the building structure can be formed by a plurality of stable unit structures, the whole building is of a broken line type, each overhanging unit of the concrete truss is gradually overhung, the number of layers of each overhanging unit can be set according to the specific actual condition, if each layer is overhung for 2.1 m, 4 layers are overhung for 8.4m, the overhanging part forms a terrace space with the upper sky and the lower ground, the function of a villa is achieved, trees and the like can be planted on the terrace space, the functional layout of a villa house is simulated in the house type design, the villa house is integrated and extends to the air, a resident can be close to the nature without going out of the house, the plane layout design can be optimized, and the villa has a private living atmosphere like a villa, and the villa can be formed; experiments prove that the cantilever structure can meet the requirements of structural safety and use.
Specifically, the building is in the direction of upwards-retracted floors, the upper space of each floor is wide, the upper space is formed to have a sky, the upward ascending direction is increased, the lower space of each floor is not shielded, the lower space is called a ground, one side of each floor has one house type and has the sky in one direction, the planting can be carried out, a garden is formed, and generally, the high-grade air villa is a house with 2 floors, so that tree plants of the first floor can exceed the floor height and extend to the second floor, and the 2 floors can enjoy the functions of the garden villa. The concrete truss is used as a main bearing component of a building main body structure and can replace a prefabricated column and a wallboard, the weight of the adopted truss is lighter than that of pure solid concrete, the integral economical efficiency and earthquake resistance of the structure are facilitated, a large amount of concrete and reinforcing steel bar materials can be saved, and the truss can be favorable for communication between rooms, so that an indoor space which can be enlarged is formed, and the large space function of villas is achieved.
This structure is main vertical bearing and horizontal antidetonation component by an assembled core section of thick bamboo, and the one deck assembled truss structure of encorbelmenting of every floor on the follow core section of thick bamboo, the assembled truss structure that encorbelments on this layer not only undertakes the load of this floor, still undertakes the load of upper story floor for the floor of upper story forms a big space that does not have vertical support, thereby forms real changeable space that does not have any hindrance.
The further technical scheme is that the step (2) further comprises the step of assembling stairs, the stairs on each floor are assembled together with the shear wall, and the stairs are assembled in the core barrel. The shear wall has stronger stability after forming the core barrel, the stress of the core barrel is better than that of a single-sided wall which is independently arranged, and the core barrel is used as an escape channel of a vertical traffic core protection building, so that the safety of a staircase is ensured when the building is in an earthquake.
The further technical scheme is that the whole core barrel of the fabricated interlayer arrangement concrete truss cantilever type building is assembled firstly, and then the assembly of the concrete truss, the precast beam and the precast floor slab is completed layer by layer.
The further technical scheme is that the inner partition wall of the interlayer overhanging concrete truss type building can be installed after the main structure of the building is finished, and can also be constructed layer by layer together with the main structure of the building and installed layer by layer; the cladding panel can be after the main structure body is accomplished completely, hoist again, or be constructed the cladding panel of second floor hoist and mount first layer, or be constructed the cladding panel that hangs first layer to 3 rd floor, form cladding panel and the beat construction that staggers of main part.
The concrete truss structure is characterized in that in the step (4), the upper floor and the lower floor are connected with the concrete truss on the same floor, wherein the upper floor is lapped and fixed on an upper chord of the concrete truss, a connecting rib is arranged on one side of a lower chord of the concrete truss, an extending rib is arranged at the splicing end of the prefabricated floor, the connecting rib and the extending rib are spliced with each other, the concrete truss and the prefabricated floor are connected into a whole through a post-cast strip, and the connecting rib and the extending rib are anchored in the post-cast strip.
The connecting node fully utilizes the structural characteristics of the concrete truss, connecting ribs are thrown out from one side of the concrete truss, an extending rib is arranged at the splicing end of the prefabricated floor slab, the connecting ribs and the extending rib are lapped and cast in place to form a post-cast strip, the concrete truss and the prefabricated floor slab are connected into a whole, and the prefabricated floor slab transmits load to the concrete truss.
The concrete truss is characterized in that a connecting sleeve is embedded in the concrete truss, the open end of the connecting sleeve is communicated with the outside of the concrete truss, and the connecting rib is fixedly connected with the connecting sleeve. Therefore, the assembly efficiency is high, the connection is reliable, and the transportation of the concrete truss is not influenced.
The further technical scheme is that the connecting ribs are beard ribs which are embedded at the bottom of the upper-layer truss.
The concrete truss is provided with a bracket, and the precast floor slab is lapped on the bracket and fixedly connected with the bracket.
A further technical scheme is that the precast floor slab is in a lap joint mode, an inserting hole is formed in one end of the bracket, an anchoring piece is arranged on the bracket, one end of the anchoring piece is anchored in the bracket, and the other end of the anchoring piece is inserted into the inserting hole. The insertion hole is filled with grouting material. So, can connect into whole with anchor assembly and precast beam through the grout, and then increase the wholeness of bracket and precast floor slab, it is more reliable to connect, the grout is preferably the mortar.
The concrete truss structure is characterized in that a notch is formed in the top of the concrete truss, through holes are formed in the precast beams, connecting pieces are arranged on the concrete truss, a notch is formed in the upper portion of each precast beam, in the step (3), the two ends of each precast beam are respectively overlapped in the notches in the tops of the two rows of adjacent concrete trusses, the through holes are communicated with the notches, the connecting pieces penetrate through the through holes and extend into the notches, fasteners are arranged in the notches, and the fasteners are connected with the connecting pieces.
The concrete truss is characterized in that the connecting piece is a screw rod, the fastening piece is a nut, one end of the screw rod is anchored in the concrete truss, and the other end of the screw rod penetrates through the nut.
The further technical scheme is that grouting materials are poured into the through holes and the notches. According to the invention, the concrete truss and the precast beam are effectively connected in a dry manner by the connecting piece and the fastener which are inserted into the through hole of the precast beam, in the assembly process, after the concrete truss is erected, only the end part of the precast beam is needed to be lapped and arranged in the notch of the concrete truss in the hoisting process of the precast beam, and meanwhile, the connecting piece is inserted into the through hole and the notch in the precast beam and then fastened by the fastener.
The further technical scheme is that the shear wall is spliced with the precast concrete truss, embedded parts are arranged on the splicing sides of the shear wall and the precast concrete truss, and the shear wall is fixedly connected with the precast concrete truss by welding the embedded parts in the step (3).
According to a further technical scheme, in the step (3), a plurality of horizontally spliced precast concrete truss units are spliced into a concrete truss, wherein the precast concrete truss units are of a triangular structure, the oblique edges of the two precast concrete truss units are spliced to form truss modules, and the truss modules are transversely spliced to form the concrete truss.
So, precast concrete truss unit component is less lighter, is convenient for transport and hoist and mount, through assembling it into whole concrete truss in the assembling process, the wholeness is better relatively, and the installation effectiveness is high. The triangular member can form a standard module, can be manufactured and produced in a large number without orders, can be directly assembled when in need, and can form a whole body in two modes of welding and bolt connection, the concrete truss unit production mold is standardized and modularized, has high efficiency,
the further technical scheme is that the adjacent prefabricated concrete truss units are connected through bolts, the prefabricated concrete truss units are provided with through holes, and the bolts are connected with the through holes in the splicing sides of the adjacent prefabricated concrete trusses in a cross mode and fastened through nuts.
The concrete truss structure is characterized in that extending stirrups are arranged on the splicing sides of the precast concrete truss units, the extending reinforcements of the precast concrete truss units which are spliced with one another are in lap joint with one another, the precast concrete truss units which are spliced with one another are connected into a whole through a post-pouring area, and the extending stirrups are anchored in the post-pouring area.
The technical scheme is that the splicing side of the precast concrete truss units is provided with a notch and a vertical through hole, the splicing sides of the precast concrete truss units spliced with each other form an accommodating groove, a connecting block is arranged in the accommodating groove, the connecting block is also provided with the vertical through hole, the vertical through hole of the connecting block is communicated with the vertical through hole of the precast concrete truss units, and a through rib is connected with the vertical through hole to connect the connecting block and the precast concrete truss units into a whole.
The concrete truss structure comprises a precast concrete truss unit, a grouting sleeve, a transverse structural rib, a grouting sleeve and a grouting anchor, wherein the precast concrete truss unit is internally embedded with the transverse structural rib, one end of the transverse structural rib is connected with the grouting sleeve, the other end of the transverse structural rib extends out of the precast concrete truss unit, and the extending rib of the precast concrete truss unit on one side extends into the grouting sleeve of the precast concrete truss unit adjacent to the extending rib and is grouted and anchored.
The further technical scheme is that in the assembling process of the inner partition wall, foam concrete or sound insulation plates are filled in vacant positions in the concrete truss. Therefore, the inner partition wall is formed by filling the foamed concrete or the sound insulation plate truss, the foamed concrete can be installed after prefabrication in the specific assembling process and can also be filled in a pouring mode, and the triangular sound insulation plate can be connected with the concrete truss unit through self-tapping screws or shooting screws.
The concrete truss comprises an upper chord member, a lower chord member and a concrete support, wherein the upper chord member and the lower chord member are respectively provided with a first embedded part, the concrete support is arranged in the concrete truss and comprises an inclined strut, the two ends of the inclined strut are respectively provided with a second embedded part, and the first embedded part and the second embedded part are detachably connected. So, the place that need not set up at the building then can be demolishd, and the mode change is more nimble, and later stage house type if need change, wants to get through several rooms, under the prerequisite that satisfies the structure atress, can demolish the concrete support, directly forms big space.
The further technical scheme is that the first embedded part and the second embedded part at least comprise connecting plates, threaded connecting holes are formed in the connecting plates, and the first embedded part and the second embedded part are connected through bolts. Therefore, the assembly and the disassembly are simple and convenient, and the connection is reliable.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate an embodiment of the invention and, together with the description, serve to explain the invention and not to limit the invention.
Fig. 1 is a schematic structural view of an assembled interlayer layout concrete truss cantilever building according to an embodiment of the present invention;
fig. 2 is a schematic structural view of an arrangement structure of a first-layer shear wall core tube and a second-layer precast floor slab of an assembled interlayer arrangement concrete truss cantilever building according to an embodiment of the invention;
fig. 3 is a schematic structural diagram of a second-layer shear wall core tube and a second-layer concrete truss arrangement structure of the fabricated interlayer arrangement concrete truss cantilever type building according to an embodiment of the invention;
fig. 4 is a schematic view of the arrangement structure of the fabricated interlayer arrangement concrete truss overhanging type building concrete truss and precast beams according to an embodiment of the invention;
fig. 5 is a schematic view showing a structure of an cantilever unit according to an embodiment of the present invention after the assembly thereof is completed;
FIG. 6 is a schematic view of a fixation unit according to an embodiment of the present invention after assembly; an intent;
FIGS. 7 to 11 are schematic views illustrating an assembly process of an assembly type interlayer arrangement concrete truss cantilever building according to another embodiment of the present invention;
fig. 12 is a schematic view illustrating a connection node of a concrete girder and a precast floor slab according to an embodiment of the present invention;
FIG. 13 is a schematic view of a tie bar arrangement according to an embodiment of the present invention;
fig. 14 is a schematic view illustrating a connection node of a concrete girder and a precast floor slab according to another embodiment of the present invention;
FIG. 15 is a cross-sectional view taken along plane A-A of FIG. 14;
fig. 16 is a schematic view illustrating a connection structure of a concrete truss and a shear wall according to an embodiment of the present invention; FIGS. 17 to 23 are schematic structural views of a concrete truss according to an embodiment of the present invention;
FIG. 24 and FIG. 25 are graphs showing the results of finite element analysis according to an embodiment.
In the figure:
1 concrete truss 2 precast beam 3 precast floor 4 concrete truss unit
5 pre-buried connecting piece 6 core tube 7 overhanging unit 8 shear wall
9 upper chord 10 lower chord 12 first embedded part
13 second embedded part 14 vertical web member 15 concrete support 16 connecting bar
17 connecting sleeve 18 transverse structural rib 19 grouting sleeve 20 foamed concrete
21 bolt 22 extending rib 23 extending stirrup 24 penetrating rib
25 vertical bearing main body 26 overhanging part 27 foundation 28 bracket
29 embedded part 30 connecting block 33 post-cast strip 34 anchoring part
35 post-cast zone
Detailed Description
The present invention will now be described in detail with reference to the drawings, which are given by way of illustration and explanation only and should not be construed to limit the scope of the present invention in any way. Furthermore, features from embodiments in this document and from different embodiments may be combined accordingly by a person skilled in the art from the description in this document.
The embodiment of the invention provides an assembling method of an assembled interlayer arrangement concrete truss cantilever type building, which comprises a vertical bearing main body 25 and a cantilever part 26 cantilever outside the vertical bearing main body 25, and the assembling method of the assembled interlayer arrangement concrete truss 1 cantilever type building comprises the following steps:
(1) a base 27 arrangement;
(2) hoisting the shear wall 8 of the first layer in place, connecting the shear wall 8 with a foundation 27, fixedly connecting the shear wall 8 and surrounding at least one core tube 6, wherein the core tube 6 is arranged in the range of the vertical bearing main body 25;
(3) the method comprises the following steps of erecting a temporary support on a first layer, hoisting a prefabricated floor slab 3 and a concrete truss 1 on a second layer, fixedly connecting the prefabricated floor slab 3 with the concrete truss 1 and/or a shear wall 8, uniformly arranging a plurality of rows of the concrete truss 1 in a longitudinal and transverse direction, connecting the concrete trusses 1 in a plurality of rows into a whole through prefabricated beams 2, transversely and outwards overhanging one end of an upper chord 9 of each concrete truss 1 in the plurality of rows which are longitudinally arranged relative to one end of a lower chord 10, and transversely and inwards retracting one end of each concrete truss; hoisting a second layer of shear wall 8, fixedly connecting the second layer of shear wall 8 with the concrete truss 1 intersected with the second layer of shear wall, and fixedly connecting the upper layer of shear wall 8 with the lower layer of shear wall;
(4) hoisting the prefabricated floor slab 3 of the third layer, and fixedly connecting the prefabricated floor slab with the concrete truss 1 and/or the shear wall 8 of the second layer;
(5) assembling a third layer and a fourth layer in the same steps (2) to (4), assembling the predetermined layers in such a way that the building is assembled upwards in an inclined shape to form an overhanging unit 7, wherein one end of the upper layer of the overhanging unit 7 is overhung for a predetermined distance relative to the adjacent lower layer of the overhanging unit, and the other end of the overhanging unit is retracted for a predetermined distance;
(6) and (4) continuously assembling the overhanging units 7 at the upper parts of the overhanging units 7 assembled in the steps (2) to (5), wherein the overhanging directions of the concrete trusses 1 of the two vertically adjacent overhanging units 7 are opposite, and the core cylinders 6 are continuously arranged from bottom to top along the whole assembled interlayer arrangement concrete truss overhanging type building.
The overhanging part 26 is a part overhanging outside the vertical bearing main body 25, and the vertical bearing main body 25 specifically refers to a structural part which bears the self weight of the building structure, vertical additional load and live load and transmits the load to the foundation 27 layer by layer; the longitudinal and transverse directions refer to the overhanging direction and the vertical direction of the overhanging unit 7.
Two adjacent overhanging units 7 in the building structure assembled by the method form a stable unit structure, the stable unit structure is a triangular stable structure, the building structure can be formed by a plurality of stable unit structures, the whole building is of a broken line type, each overhanging unit 7 of the concrete truss 1 is gradually overhung, the number of layers of each overhanging unit 7 can be set according to the actual situation, if each layer is overhung for 2.1 m, 4 layers are overhung for 8.4m, an overhung part 26 forms a terrace space with a sky and a ground, the function of a villa is achieved, trees and the like can be planted on the overhanging units, the functional layout of a villa house is simulated on the house type design, the villa house is integrated and extends to the air, a resident can be close to the air without leaving the house, the plane layout design can be optimized, and the building structure has a private living atmosphere like the villa and forms the air villa; experiments prove that the cantilever structure can meet the requirements of structural safety and use.
Specifically, the building is in the direction of upwards-retracted floors, the upper space of each floor is wide, the upper space is formed to have a sky, the upward ascending direction is increased, the lower space of each floor is not shielded, the lower space is called a ground, one side of each floor has one house type and has the sky in one direction, the planting can be carried out, a garden is formed, and generally, the high-grade air villa is a house with 2 floors, so that tree plants of the first floor can exceed the floor height and extend to the second floor, and the 2 floors can enjoy the functions of the garden villa. The concrete truss 1 is used as a main bearing component of a building main body structure and can replace a prefabricated column and a wallboard for use, the weight of the adopted truss is lighter than that of pure solid concrete, the whole structure is favorable for economy and earthquake resistance, a large amount of concrete and reinforcing steel bar materials can be saved, and the truss can be favorable for communication between rooms to form an indoor space which can be enlarged and achieve the function of a large space of a villa.
This structure is mainly vertical bearing and horizontal antidetonation component by an assembled core section of thick bamboo 6, hangs out one deck assembled truss structure from a core section of thick bamboo 6 every floor, and the assembled truss structure that this layer was encorbelmented not only bears the load of this floor, still bears the load of upper story floor for the floor of upper story forms a big space that does not have vertical support, thereby forms real changeable space that does not have any hindrance.
On the basis of the above embodiment, in another embodiment of the present invention, the step (2) further includes assembling stairs, where the stairs of each floor are assembled together with the shear wall 8, and the stairs are assembled in the core barrel 6. Because the shear wall 8 has stronger stability after forming the core tube 6, the stress of the core tube 6 is better than that of a single-sided wall which is independently arranged, and the core tube 6 is used as an escape channel of a vertical traffic nuclear protection building, so that the safety of a staircase is ensured when the building is in an earthquake.
On the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 7 to 11, the whole core tube 6 of the fabricated interlayer arrangement concrete truss cantilever type building is first assembled, and then the assembly of the concrete truss 1, the precast beam 2, and the precast floor slab 3 is completed layer by layer.
On the basis of the embodiment, in another embodiment of the invention, the inner partition wall of the interlayer overhanging concrete truss 1 type building can be installed after the main structure of the building is finished, and can also be constructed layer by layer together with the main structure of the building and installed layer by layer; the cladding panel can be after the main structure body is accomplished completely, hoist again, or be constructed the cladding panel of second floor hoist and mount first layer, or be constructed the cladding panel that hangs first layer to 3 rd floor, form cladding panel and the beat construction that staggers of main part.
On the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 12, in the step (4), the floors of the upper and lower floors are connected to the concrete truss 1 of the same floor, wherein the floor of the upper floor is lapped and fixed on the upper chord 9 of the concrete truss 1, a connecting rib 16 is arranged on one side of the lower chord 10 of the concrete truss 1, an extending rib 22 is arranged at the splicing end of the precast floor 3, the connecting rib 16 and the extending rib 22 are spliced with each other, the concrete truss 1 and the precast floor 3 are connected into a whole through a post-cast strip 33, and the connecting rib 16 and the extending rib 22 are anchored in the post-cast strip 33.
The concrete truss 1 of the invention is used as a main bearing component of a building main body structure and can replace a prefabricated column and a wallboard, the connecting node fully utilizes the structural characteristics of the concrete truss 1, the connecting rib 16 is thrown out from one side of the concrete truss 1, the splicing end of the prefabricated floor slab 3 is provided with the extending rib 22, the connecting rib 16 and the extending rib 22 are lapped and cast in place to form a post-pouring belt 33 to connect the concrete truss 1 and the prefabricated floor slab 3 into a whole, and the prefabricated floor slab 3 transmits the load to the concrete truss 1.
On the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 13, a connecting sleeve 17 is embedded in the concrete truss 1, an open end of the connecting sleeve 17 is communicated with the outside of the concrete truss 1, and the connecting rib 16 is fixedly connected to the connecting sleeve 17. Therefore, the assembly efficiency is high, the connection is reliable, and the transportation of the concrete truss 1 is not influenced.
On the basis of the above embodiment, in another embodiment of the present invention, the connecting ribs 16 are beard ribs, and the beard ribs are embedded in the bottom of the upper-layer truss.
On the basis of the above embodiments, in another embodiment of the present invention, as shown in fig. 14 and 15, the concrete truss 1 is provided with the bracket 28, and the precast floor slab 3 is lapped on the bracket 28 and is fixedly connected with the bracket 28.
On the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 15, an insertion hole is formed at one end of the precast floor slab 3 overlapped on the corbel 28, the corbel 28 is provided with an anchoring member 34, one end of the anchoring member 34 is anchored in the corbel 28, and the other end is inserted into the insertion hole. The insertion hole is filled with grouting material. In this way, anchor member 34 and precast beam 2 can be connected into a whole by grouting material, preferably mortar, to further increase the integrity of bracket 28 and precast floor slab 3, and the connection is more reliable.
On the basis of the above embodiment, in another embodiment of the present invention, a gap is formed in the top of the concrete truss 1, a through hole is formed in the precast beam 2, a connecting member is arranged in the concrete truss 1, a notch is formed in the upper portion of the precast beam 2, in the step (3), two ends of the precast beam 2 are respectively overlapped in the gaps in the tops of the two rows of adjacent concrete trusses 1, the through hole is communicated with the notch, the connecting member penetrates through the through hole and extends into the notch, a fastening member is arranged in the notch, and the fastening member is connected with the connecting member.
On the basis of the above embodiment, in another embodiment of the present invention, the connecting member is a screw, the fastening member is a nut, one end of the screw is anchored in the concrete truss 1, and the other end of the screw penetrates the nut.
On the basis of the above embodiment, in another embodiment of the present invention, the through holes and the notches are filled with grouting material. According to the invention, the concrete truss 1 and the precast beam 2 are effectively connected in a dry manner by the connecting piece and the fastener which are inserted into the through hole of the precast beam 2, in the assembling process, after the concrete truss 1 is erected, the end part of the precast beam 2 is only needed to be lapped in the notch of the concrete truss 1 in the hoisting process of the precast beam 2, meanwhile, the connecting piece is inserted into the through hole and the notch in the precast beam 2, and then the fastening is carried out by the fastener, so that the structure is beneficial to the force transmission between the concrete truss 1 and the precast beam 2, meanwhile, the field installation efficiency is greatly improved, and the construction speed is improved.
On the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 16, the shear wall 8 is spliced with the precast concrete truss 1, embedded parts 29 are respectively disposed on splicing sides of the shear wall 8 and the precast concrete truss 1, and in the step (3), the shear wall 8 and the precast concrete truss 1 are fixedly connected by welding the embedded parts 29.
On the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 17-23, in the step (3), a plurality of horizontally spliced precast concrete truss units 4 are spliced into the concrete truss 1, wherein as shown in fig. 17, the precast concrete truss units 4 are in a triangular structure, the oblique sides of two precast concrete truss units 4 are spliced to form truss modules, and a plurality of truss modules are transversely spliced to form the concrete truss 1.
So, 4 components of precast concrete truss unit are less lighter, are convenient for transport and hoist, and through assembling it into integral concrete truss 1 in the assembling process, the wholeness is relatively better, and the installation effectiveness is high. The triangular components can form standard modules, can be manufactured and produced in a large number without orders, can be directly assembled when in need, and can be integrally formed by two modes of welding and bolt 21 connection, the concrete truss unit 4 has standardized and modularized production mould and high efficiency,
on the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 17, the precast concrete truss unit 4 is provided with the embedded connectors 5, the embedded connectors 5 are exposed to the splicing side of the precast concrete truss unit 4, and the embedded connectors 5 spliced with each other are welded into a whole.
On the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 18, the precast concrete truss units 4 adjacently disposed are connected by bolts 21, the precast concrete truss units 4 are provided with through holes, and the bolts 21 penetrate through the through holes on the splicing side of the adjacent precast concrete trusses 1 and are fastened by nuts.
On the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 19, the splicing side of the precast concrete truss units 4 is provided with an extended stirrup 23, the extended rebars of the precast concrete truss units 4 spliced with each other are overlapped with each other, the precast concrete truss units 4 spliced with each other are connected into a whole through a post-cast area 35, and the extended stirrup 23 is anchored in the post-cast area 35.
On the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 20, the splicing side of the precast concrete truss units 4 is provided with a notch and a vertical through hole, the splicing side of the precast concrete truss units 4 spliced with each other forms an accommodating groove, a connecting block 30 is arranged in the accommodating groove, the connecting block 30 is also provided with a vertical through hole, the vertical through hole of the connecting block 30 is communicated with the vertical through hole of the precast concrete truss unit 4, and the through rib 24 penetrates through the vertical through hole to connect the connecting block 30 and the precast concrete truss unit 4 into a whole.
On the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 21, the precast concrete truss unit 4 is embedded with the transverse structural bar 18, one end of the transverse structural bar 18 is connected to the grouting sleeve 19, the other end extends out of the precast concrete truss unit 4, and the extending bar 22 of the precast concrete truss unit 4 on one side extends into the grouting sleeve 19 of the precast concrete truss unit 4 adjacent thereto and is grouted and anchored.
In another embodiment of the present invention, as shown in fig. 22, during the assembly of the inner partition wall, the void in the concrete truss 1 is filled with foamed concrete 20 or an acoustic panel. Therefore, the inner partition wall is formed by filling the foamed concrete 20 or the sound insulation plate truss, the foamed concrete 20 can be installed after prefabrication in the specific assembling process and can also be filled in a pouring mode, and the triangular sound insulation plate can be connected with the concrete truss unit 4 through self-tapping nails or shooting nails.
On the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 23, the upper chord 9 and the lower chord 10 of the concrete truss 1 are both provided with a first embedded part 12, a concrete support 15 is provided in the concrete truss 1, the concrete support 15 includes an inclined strut, two ends of the inclined strut are both provided with a second embedded part 13, and the first embedded part 12 and the second embedded part 13 are detachably connected. So, the place that need not set up at the building then can be demolishd, and the mode change is more nimble, and later stage house type if need change, wants to get through several rooms, under the prerequisite that satisfies the structure atress, can demolish concrete support 15, directly forms the big space. The concrete truss comprises vertical web members 14, and the vertical web members 14 connect the upper chord 9 and the lower chord 10.
On the basis of the above embodiment, in another embodiment of the present invention, as shown in fig. 23, each of the first embedded part 12 and the second embedded part 13 at least includes a connecting plate, the connecting plate is provided with a threaded connecting hole, and the first embedded part 12 and the second embedded part 13 are connected by a bolt 21. Therefore, the assembly and the disassembly are simple and convenient, and the connection is reliable.
As shown in fig. 24, it can be seen that the building height is 16 floors (total height of 48 m), the accumulated horizontal displacement under the action of earthquake in a 6-degree area (with small earthquake force) is 18.8mm, the horizontal displacement of each floor is about 1.175mm (18.8/16 is 1.175), the interlayer displacement angle is 1/2553(1.175/3000, wherein 3000mm is the floor height), and the interlayer displacement angle is smaller than the limit value of the most strict displacement angle 1/1200 in the fabricated high-rise structure, so that the earthquake-resistant requirement is met.
As shown in fig. 25, the maximum vertical displacement of the cantilever part under the vertical load and the seismic load is 49.5mm, the total cantilever distance is 24m, the deflection limit value of the cantilever member is 2 × 24000/400 ═ 120mm, and the maximum vertical displacement is less than the deflection limit value, so that the cantilever structure can meet the requirements of structural safety and use.
The foregoing is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, various modifications and decorations can be made without departing from the principle of the present invention, and these modifications and decorations should also be regarded as the protection scope of the present invention.
Claims (10)
1. The assembly method of the assembly type interlayer arrangement concrete truss cantilever type building is characterized by comprising the following steps of:
(1) arranging a foundation;
(2) hoisting the shear wall of the first layer in place, connecting the shear wall with the foundation, fixedly connecting the shear wall and surrounding at least one core tube, wherein the core tube is arranged in the range of the vertical bearing main body;
(3) setting up a temporary support on the first layer, hoisting a prefabricated floor slab and a concrete truss on the second layer, fixedly connecting the prefabricated floor slab with the concrete truss and/or a shear wall, uniformly arranging a plurality of rows of the concrete truss along the longitudinal and transverse directions, connecting the concrete trusses into a whole through prefabricated beams, transversely and outwardly overhanging one end of an upper chord and transversely and inwardly retracting one end of the upper chord relative to one end of a lower chord of the longitudinally arranged concrete trusses; hoisting a second layer of shear wall, fixedly connecting the second layer of shear wall with the concrete truss intersected with the second layer of shear wall, and fixedly connecting the upper layer of shear wall and the lower layer of shear wall;
(4) hoisting the prefabricated floor slab of the third layer, and fixedly connecting the prefabricated floor slab with the concrete truss and/or the shear wall of the second layer;
(5) assembling the third layer and the fourth layer in the same steps (2) - (4), assembling the predetermined number of layers in such a way that the building is assembled upwards in an inclined shape to form an overhanging unit, wherein one end of the upper layer of the overhanging unit is overhung relative to the adjacent lower layer of the overhanging unit by a predetermined distance, and the other end of the overhanging unit is retracted by a predetermined distance;
(6) and (5) continuously assembling the overhanging units at the upper parts of the overhanging units assembled in the steps (2) to (5), wherein the overhanging directions of the concrete trusses of the two overhanging units adjacent up and down are opposite, and the core cylinders are continuously arranged from bottom to top along the whole assembled interlayer arrangement concrete truss overhanging type building.
2. The method of assembling a fabricated interlayer placement concrete truss cantilever building of claim 1, wherein said step (2) further comprises assembling stairs, each of which is assembled with said shear wall, said stairs being assembled in said core barrel.
3. The method for assembling the fabricated interlayer layout concrete truss cantilever building according to claim 1, wherein the whole core barrel of the fabricated interlayer layout concrete truss cantilever building is assembled firstly, and then the assembling of the concrete truss, the precast beam and the precast floor slab is completed layer by layer.
4. The method for assembling a fabricated interlayer layout concrete truss cantilever building according to claim 3, wherein the inner partition wall of the interlayer cantilever concrete truss building is installed after the building main structure is completed, or is constructed layer by layer together with the building main structure and is installed layer by layer; and hoisting the cladding panel after the structural main body is completely finished, or constructing the cladding panel on the second layer for hoisting the first layer, or constructing the cladding panel on the 3 rd layer for hoisting the first layer, thereby forming staggered beat construction of the cladding panel and the main body.
5. The assembling method of the fabricated interlayer layout concrete truss cantilever building according to claim 4, wherein in the step (4), the upper floor and the lower floor are connected with the concrete truss of the same floor, wherein the upper floor is lapped and fixed on the upper chord of the concrete truss, one side of the lower chord of the concrete truss is provided with a connecting rib, the splicing end of the prefabricated floor is provided with an extending rib, the connecting rib and the extending rib are spliced with each other, the concrete truss and the prefabricated floor are connected into a whole through a post-cast strip, and the connecting rib and the extending rib are anchored in the post-cast strip.
6. The assembly method of the assembly type interlayer arrangement concrete truss cantilever building according to claim 5, wherein a gap is arranged at the top of the concrete truss, the precast beam is provided with a through hole, the concrete truss is provided with a connecting piece, a notch is arranged at the upper part of the precast beam, in the step (3), two ends of the precast beam are respectively overlapped in the gaps at the tops of the two rows of the adjacent concrete trusses, the through hole is communicated with the notch, the connecting piece penetrates through the through hole and extends into the notch, a fastening piece is arranged in the notch, and the fastening piece is connected with the connecting piece.
7. The assembly method of the assembly type interlayer arrangement concrete truss cantilever type building of claim 5, wherein the shear wall is spliced with the precast concrete truss, embedded parts are arranged on the splicing sides of the shear wall and the precast concrete truss, and in the step (3), the shear wall and the precast concrete truss are fixedly connected through welding the embedded parts.
8. The assembly method of the fabricated interlayer layout concrete truss cantilever building according to any one of claims 1 to 7, wherein in the step (3), a plurality of horizontally spliced precast concrete truss units are spliced into the concrete truss, wherein the precast concrete truss units are of a triangular structure, the oblique sides of two precast concrete truss units are spliced to form a truss module, and the plurality of truss modules are transversely spliced to form the concrete truss.
9. The method for assembling a fabricated interlayer layout concrete truss cantilever building according to claim 4, wherein, in the process of assembling the inner partition wall, the vacant positions in the concrete truss are filled with foamed concrete or sound insulation boards.
10. The method for assembling a fabricated interlayer layout concrete truss cantilever building according to claim 9, wherein the upper chord member and the lower chord member of the concrete truss are provided with first embedded parts, the concrete truss is internally provided with a concrete support, the concrete support comprises an inclined strut, the two ends of the inclined strut are provided with second embedded parts, and the first embedded parts and the second embedded parts are detachably connected.
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| JPH10159173A (en) * | 1996-08-08 | 1998-06-16 | Nkk Corp | Building of staggered truss structure and joint structure between pillars |
| CN1258632C (en) * | 2005-01-05 | 2006-06-07 | 王治国 | Villa type building |
| CN1664277A (en) * | 2005-04-15 | 2005-09-07 | 王治国 | Tip back multistoried or high-rise garden villa |
| CN101200916B (en) * | 2007-11-29 | 2010-09-08 | 浙江精工钢结构有限公司 | Construction method of prestressed suspension type building structure |
| CN207553612U (en) * | 2017-03-31 | 2018-06-29 | 中民筑友科技投资有限公司 | It is a kind of for the wallboard of low layer assembled architecture and the combined member of frame |
| CN207003724U (en) * | 2017-03-31 | 2018-02-13 | 中民筑友科技投资有限公司 | A kind of combined member of wallboard and framework |
| CN106869402B (en) * | 2017-04-06 | 2019-04-16 | 广州秉正工程检测有限公司 | Assembly concrete component and its manufacturing method |
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Address after: 5 / F, office building 2, Zhongmin zhuyou Co., Ltd., No. 10, Zhongshi Road, shaping street, Kaifu District, Changsha City, Hunan Province, 410000 Patentee after: Zhuyou Zhizao Technology Investment Co., Ltd Address before: No. 10, Zhongshi Road, Kaifu District, Changsha City, Hunan Province, 410205 Patentee before: CHINA MINGSHENG DRAWIN TECHNOLOGY INVESTMENT Ltd. |
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Application publication date: 20190222 Assignee: Linzhou Hantai Construction Labor Service Co.,Ltd. Assignor: Zhuyou Zhizao Technology Investment Co., Ltd Contract record no.: X2021980009995 Denomination of invention: An assembly method of prefabricated compartment layout concrete truss cantilever building Granted publication date: 20210205 License type: Common License Record date: 20210929 |
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Application publication date: 20190222 Assignee: Hunan Shangyi Engineering Labor Service Co.,Ltd. Assignor: Zhuyou Zhizao Technology Investment Co., Ltd Contract record no.: X2021980010464 Denomination of invention: An assembly method of prefabricated compartment layout concrete truss cantilever building Granted publication date: 20210205 License type: Common License Record date: 20211011 |