CN110056100A - A kind of prestressing force fabricated shear wall, variation rigidity shock absorbing structural system and its engineering method - Google Patents
A kind of prestressing force fabricated shear wall, variation rigidity shock absorbing structural system and its engineering method Download PDFInfo
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- CN110056100A CN110056100A CN201910366951.3A CN201910366951A CN110056100A CN 110056100 A CN110056100 A CN 110056100A CN 201910366951 A CN201910366951 A CN 201910366951A CN 110056100 A CN110056100 A CN 110056100A
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- 230000035939 shock Effects 0.000 title claims abstract description 12
- 238000012407 engineering method Methods 0.000 title abstract description 5
- 239000010410 layer Substances 0.000 claims abstract description 88
- 239000002344 surface layer Substances 0.000 claims abstract description 23
- 230000002787 reinforcement Effects 0.000 claims abstract description 14
- 238000000034 method Methods 0.000 claims abstract description 11
- 238000013016 damping Methods 0.000 claims abstract description 10
- 230000008569 process Effects 0.000 claims abstract description 5
- 239000011148 porous material Substances 0.000 claims description 33
- 210000003205 muscle Anatomy 0.000 claims description 29
- 238000010276 construction Methods 0.000 claims description 17
- 238000009408 flooring Methods 0.000 claims description 12
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 8
- 239000008267 milk Substances 0.000 claims description 3
- 210000004080 milk Anatomy 0.000 claims description 3
- 235000013336 milk Nutrition 0.000 claims description 3
- 230000007480 spreading Effects 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 abstract description 2
- 230000000694 effects Effects 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 14
- 229910000831 Steel Inorganic materials 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 239000002699 waste material Substances 0.000 description 2
- 238000010521 absorption reaction Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000005265 energy consumption Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000004044 response Effects 0.000 description 1
- 238000009958 sewing Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
Classifications
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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
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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
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
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- Environmental & Geological Engineering (AREA)
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Abstract
A kind of prestressing force fabricated shear wall, variation rigidity shock absorbing structural system and its engineering method, shear wall includes wall, the end of the left and right sides of wall is serrated, wall is armored concrete dry wall, the post-tensioned prestressed reinforcement being abound with including concrete and in concrete, structural system includes n-layer wall layer and n+1 floor surface layer, n >=1, wherein wall layer is alternately folded between each floor surface layer, wall layer includes the wall of at least two panels level splicing, and end is connected as through the protrusion matched and the occlusion of interior concave space Tenon；The end that non-end is connected as a piece of wall passes through protrusion and the grafting for the connection blind hole that setting is matched on another wall.The present invention makes to form flexible friction node between board wall, lateral displacement is generated under geological process to increase, earthquake stress is reduced, reach apparent damping effect, compared with cast-in-place shear wall structure, prestressing force, which constrains lower assembly of shear wall structure, reduces 90% or so for earthquake sheet, improves its anti-seismic performance.
Description
Technical field
The invention belongs to prefabricated components field, especially a kind of prestressing force fabricated shear wall, variation rigidity damping structural body
System and its engineering method.
Background technique
Existing assembly of shear wall structure cushion technique is energy-dissipating and shock-absorbing.I.e. by consumption seismic force to structural system into
Row damping.Horizontal connection between same layer shear wall generally passes through the toothing reinforcing bar of precast shear wall two sides, pours coagulation after pouring
Soil realizes the rigid connection of two panels wall, and different layers shear wall is generally pre-buried longitudinal reinforcement and carries out sleeve connection, then exists
Grouting closing is carried out at sleeve piece.This kind of shock absorption system has the disadvantage in that
One, there are wet constructions, construction quality not can guarantee for construction site.
Two, arrangement of reinforcement is more, wastes steel.
Three, it is energy-dissipating and shock-absorbing that existing prestressing force, which constrains lower assembly of shear wall structure cushion technique, by consuming earthquake
Power damping.The horizontal connection of same layer shear wall is to be fixedly connected with the vertical connection of different layers shear wall, i.e. the structural system
Structure stiffness by itself is constant, and the earthquake stress that shear wall structure system is born remains unchanged.It is this determine stiffness structure system in order to
Damping energy consumption is usually at the certain positions of works, and energy-consuming device is arranged in such as support, shear wall, connecting sewing or connector position,
Friction, bending or shearing, torsion, elastoplasticity or the deformation of viscoelasticity hysteresis are generated by the device to dissipate or absorb Seismic input
The energy of structure destroys or collapses so that structure be avoided to generate, reach shockproof control to reduce the earthquake response of main structure
Purpose.This shockproof control site operation is inconvenient, and construction quality not can guarantee yet.
Summary of the invention
The object of the present invention is to provide a kind of prestressing force fabricated shear wall, variation rigidity shock absorbing structural system and its engineering method,
Solving existing assembly of shear wall structure damping there is technical issues that wet construction quality of constructing；And solve arrangement of reinforcement
The technical issues of more waste steel, also to determine the installation of energy-consuming device in stiffness structure system there are site operation inconvenience quality without
The technical issues of method guarantees.
To achieve the above object, the present invention adopts the following technical scheme:
A kind of prestressing force constraint fabricated shear wall, including wall, the end of the left and right sides of the wall are serrated, often
Side end includes the protrusion of the setting of one group of interval and opposing end surface evagination, and end face is opposite to convex to form interior concave space, protrusion with
Interior concave space is alternately arranged along end；
The wall is armored concrete dry wall, the post-tensioned prestressed reinforcement being abound with including concrete and in concrete, institute
State post-tensioned prestressed reinforcement include along wall short transverse parallel interval arrange transversely prestressed bars and along the width of wall
The longitudinal prestressing muscle of direction parallel interval arrangement；
The prestressed pore passage of post-tensioned prestressed reinforcement is centrally located along the thickness direction of wall on the concrete, and the transverse direction is pre-
The prestressed pore passage of stress rib and the prestressed pore passage of longitudinal prestressing muscle are staggered before and after the thickness direction of wall.
Non- end position on the wall is also provided with column interval setting connection blind hole along short transverse.
Hole is provided on the wall, the hole is at least one door opening and/or at least one window opening, and the transverse direction is pre-
Stress rib and longitudinal prestressing muscle disconnect at hole and the end reinforced of gap is anchored at hole edge by anchor head.
A kind of variation rigidity shock absorbing structural system including prestressing force constraint fabricated shear wall, the structural system includes n
Layer wall layer and n+1 floor surface layer, n >=1, wherein wall layer is alternately folded between each floor surface layer, is fixedly connected on wall
Layer upside is upper floor surface layer, and being fixedly connected on is lower layer's floor on the downside of wall layer；
The wall layer includes the wall of at least two panels level splicing, vertical between the two panels wall of connection, and the splicing includes end
Portion's connection, the end are connected as through the protrusion matched and the occlusion of interior concave space Tenon；
The prestressing force of flooring is provided on the position of the correspondence wall longitudinal prestressing muscle of the upper floor surface layer and lower layer's floor
Duct, the elongated prestressed pore passage through each floor surface layer and wall layer of longitudinal prestressing muscle, wall layer and floor pass through vertical
The prestressing force applied on prestressing force is connected as one, and two ends of the longitudinal prestressing muscle are anchored at respectively by anchor head
The downside of bottom lower layer floor and the upside of top upper floor surface layer.
The splicing further includes the connection of non-end, the non-end be connected as the end of a piece of wall by protrusion with it is another
The grafting of the connection blind hole of setting is matched on piece wall.
A kind of construction method of variation rigidity shock absorbing structural system, construction procedure are as follows:
Step 1 designs the setting radical and spacing of post-tensioned prestressed reinforcement on wall, reserves prestressed pore passage in design position,
And the size and arrangement of protrusion and interior concave space are designed, then each piece of wall is carried out by design in factory prefabricated；Prefabricated flooring,
Then the prestressed pore passage of flooring is reserved in the design position of longitudinal prestressing muscle；
Prefabricated wall and flooring are transported to construction site by step 2, then install first layer floor first；
Step 3 lifts prestressing force of the first layer wall layer on first layer floor, on the floor face and first layer wall layer
Duct consistency from top to bottom, same layer two panels wall include end connection, pass through the protrusion matched and interior concave space Tenon between wall
Occlusion；Transversely prestressed bars penetrate prestressed pore passage engaged therewith with wall layer；
Step 4 lifts second layer floor, the prestress hole on prestressed pore passage and first layer wall layer on the floor face
Road also consistency from top to bottom；
Step 5 repeats step 3 and step 4 until the floor of top installs；
Step 6 is integrally worn longitudinal prestressing reinforcing bar in corresponding prestressed pore passage and is connect, and wears and sequentially passes through in termination process respectively
Floor surface layer and wall layer are wherein connected at the spreading of longitudinal prestressing muscle by reinforcing bar connector,
Step 7 carries out tensioning to transversely prestressed bars and longitudinal prestressing using post stretching；The left and right two of transversely prestressed bars
A end passes through the end that anchor head is anchored at respectively at left and right sides of wall respectively；Two ends of longitudinal prestressing muscle pass through anchor head
It is anchored at the downside of bottom floor and the upside of top floor respectively；
Step 8 is in the milk in prestressed pore passage.
In the step 1, connection blind hole is had also been devised to wall；In step 3, same layer two panels wall further includes non-end
Connection, the end that the non-end is connected as a piece of wall pass through the company for matching setting on protrusion and another wall with protrusion
Connect blind hole Tenon grafting.
Compared with prior art the invention has the characteristics that and the utility model has the advantages that
Shock absorbing structural system of the present invention is full shear wall structure system, and the sawtooth occlusion at adjacent two panels wall both ends replaces previous
The purpose of damping is carried out using energy-consuming device, wall both ends when using coming earthquake, which are connected, generates friction progress seismic force
Release；And be attached all shear walls using full prestressing muscle, the reduction of structure stiffness by itself is reduced, is occurred in earthquake
When, when system stiffness reduces, free vibration period of structure increases.From can be seen that shown in Figure 15, as T > Tg, with structure self-vibration
Period increases, and seismic influence coefficient reduces, and suffered horizontal earthquake load is also reduced by, and structural seismic performance is good.
The present invention proposes the globality that structure is improved by configuring longitudinally, laterally presstressed reinforcing steel, makes to be formed between board wall soft
Property friction node, lateral displacement is generated under geological process to increase, and earthquake stress is reduced, and reaches apparent damping effect.Pass through
ABAQUS finite element software carries out modeling analysis, shown in Figure 14, and model one is that series one is the prior art, and model two is
Column two are the present invention, compare the prior art and the technology earthquake stress intensity, compared with cast-in-place shear wall structure, prestressing force constraint
Earthquake sheet is reduced 90% or so by lower assembly of shear wall structure, substantially increases its anti-seismic performance.
Detailed description of the invention
The present invention will be further described in detail with reference to the accompanying drawing.
Fig. 1 is the structure chart of wall A in the structural schematic diagram and embodiment of wall of the present invention.
Fig. 2 is the presstressed reinforcing steel distribution schematic diagram of Fig. 1.
Fig. 3 is the structure chart of wall B in the structural schematic diagram and embodiment in wall body with door hole of the present invention.
Fig. 4 is the presstressed reinforcing steel distribution schematic diagram of Fig. 3.
Fig. 5 is the structure chart of wall C in the structural schematic diagram and embodiment of wall band another kind door opening of the present invention.
Fig. 6 is the presstressed reinforcing steel distribution schematic diagram of Fig. 5.
Fig. 7 is structural schematic diagram of the wall of the present invention with window opening and the structure chart of wall D or wall E.
Fig. 8 is the presstressed reinforcing steel distribution schematic diagram of Fig. 3.
Fig. 9 is the structural schematic diagram of wall of the present invention and the structure chart of wall F.
Figure 10 is the presstressed reinforcing steel distribution schematic diagram of Fig. 9.
Figure 11 is the full arrangement schematic diagram of prestressing force of embodiment building.
Figure 12 is certain layer of wall layer of embodiment building and the structural schematic diagram of upper layer and lower layer floor.
Figure 13 is to connect layout drawing between the wall in Figure 12.
Figure 14 is the present invention and prior art model earthquake stress size comparison diagram.
Figure 15 is the coordinate diagram of seismic influence coefficient and free vibration period of structure in the present invention.
Appended drawing reference: 1- wall, 11- concrete, 12- transversely prestressed bars, 13- longitudinal prestressing muscle, 2- are convex
It rises, concave space, 4- prestressed pore passage, 5- connection blind hole, 6- anchor head, 7- wall layer, 8- floor, the hole 9- in 3-.
Specific embodiment
Referring to shown in Fig. 1-2 and Fig. 9-10, a kind of prestressing force constrains fabricated shear wall, including wall, the wall 1
The end of the left and right sides is serrated, and every side end includes the protrusion 2 of one group of interval setting and opposing end surface evagination, end face
Opposite to convex to form interior concave space, protrusion 2 is alternately arranged with interior concave space 3 along end.
The wall 1 is armored concrete dry wall, the post-tensioned prestressing being abound with including concrete 11 and in concrete
Reinforcing bar, the post-tensioned prestressed reinforcement include the transversely prestressed bars 12 and Yan Qiang arranged along the short transverse parallel interval of wall
The longitudinal prestressing muscle 13 of the width direction parallel interval arrangement of body.
It is shown in Figure 13, thickness direction of the prestressed pore passage 4 of post-tensioned prestressed reinforcement along wall on the concrete
It is centrally located, the thickness of the prestressed pore passage 4 of the prestressed pore passages 4 of the transversely prestressed bars and longitudinal prestressing muscle in wall
It is staggered before and after direction.
Referring to shown in Fig. 1-10, the spacing of the transversely prestressed bars 12 is not less than the spacing of longitudinal prestressing muscle 13.
Referring to shown in Fig. 1,5 and 7, the non-end position on the wall 1 is also provided with a column interval along short transverse and is arranged
Connect blind hole 5.
Referring to hole 9 shown in Fig. 3-8, is provided on the wall 1, the hole is at least one door opening and/or at least one
A window opening, the transversely prestressed bars 12 and longitudinal prestressing muscle 13 disconnect at hole and the end reinforced of gap is led to
It crosses anchor head 6 and is anchored at hole edge.
Referring to shown in Figure 11-13, this includes the variation rigidity damping structural body of above-mentioned prestressing force constraint fabricated shear wall
System, the structural system include n-layer wall layer 7 and n+1 floor surface layer 8, and n >=1, wherein wall layer is alternately folded in each floor face
Between layer, being fixedly connected on is upper floor surface layer on the upside of wall layer, and being fixedly connected on is lower layer's floor on the downside of wall layer.
Using a 10 story shear wall constructions as construction example in the present embodiment, including 10 layers of wall layer and 11 floor surface layers.
Referring to shown in Figure 11-13, the wall layer includes four walls 1 for enclosing rectangular horizontal splicing, respectively
Wall A, wall B, wall C and wall D, vertical between the two panels wall of connection, the splicing includes that end connects, and the end is connected as passing through
Protrusion 2 and 3 Tenon of interior the concave space occlusion matched.Wherein wall A is the wall of standard, and wall B is intermediate with a door opening
Wall.Wall C is that there are three the walls of door opening for tool, and wall D and wall E are that there are two the wall of window opening, the walls of wall F standard for tool.It is described
Splicing further includes the connection of non-end, the non-end be connected as the end of a piece of wall by protrusion 2 and another wall with
Protrusion matches the 5 Tenon grafting of connection blind hole of setting.Non- end in the present embodiment including two panels interior wall connects.
Specifically arrange shown in Figure 13, wall A, wall B and wall C are longitudinal wall, and wall A and wall B are exterior wall, wall C interior wall, wall
D, wall E and wall F is lateral wall, and wall D and wall E are exterior wall, and wall F is interior wall.Wherein wall A, wall B, wall D and wall E are that end connects,
It is non-end connection between wall C and wall D, wall E, is non-end connection between wall F and wall A, wall C.
In the present embodiment, the size of floor is 10.2m × 6.6m × 0.1m, wall A in shear wall, wall B, wall C, wall D,
Wall E, six face wall of wall F thickness be 200mm.The width of the both ends shear wall A, B, D, E sawtooth is 200mm, is highly
450mm, shear wall F both ends sawtooth are 50mm, are highly 450 mm.Groove is 50mm within the walls in shear wall A, C, D, E.
The size of door is the mm of 800mm × 2100, and the size of window is 1800mm × 1500mm, away from the high 900mm in ground.
It is shown in Figure 12, on the position of the correspondence wall longitudinal prestressing muscle of the upper floor surface layer and lower layer's floor
It is provided with the prestressed pore passage of flooring, the elongated prestressed pore passage through each floor surface layer and wall layer of longitudinal prestressing muscle 13, wall
Body layer and floor are connected as one by the prestressing force applied on longitudinal prestressing, two ends of the longitudinal prestressing muscle
It is anchored at the downside of bottom lower layer floor and the upside of top upper floor surface layer respectively by anchor head 6.
Deformed bar uses diameter for 140mm2The spacing of steel strand wires, transverse prestressed reinforcing steel bar is 450 mm, is distributed in
At ground 225mm, 675mm, 1125mm, 1575mm, 2025mm, 2475mm.Longitudinal prestressing reinforcing bar is from away from exterior wall edge
100mm starts, spacing 400mm.
The construction method of this variation rigidity shock absorbing structural system, construction procedure are as follows:
Step 1 designs the setting radical and spacing of post-tensioned prestressed reinforcement on wall 1, reserves prestressed pore passage in design position
4, and the size and arrangement of protrusion 2 and interior concave space 3 are designed, then each piece of wall is carried out by design in factory prefabricated；It is prefabricated
Then flooring reserves the prestressed pore passage of flooring in the design position of longitudinal prestressing muscle；Connection blind hole 5 has also been devised in wall.
Prefabricated wall 1 and flooring are transported to construction site by step 2, then install first layer floor 8 first.
Step 3 lifts 1 layer of first layer wall on first layer floor 8, on the floor face and first layer wall layer 7
Prestressed pore passage consistency from top to bottom, same layer two panels wall 1 are connected including end, the protrusion 2 and indent between wall by matching
The occlusion of 3 Tenon of space；Transversely prestressed bars 12 penetrate prestressed pore passage engaged therewith with wall layer；Same layer two panels wall also wraps
Non- end connection is included, the non-end is connected as the end of a piece of wall by matching on protrusion 2 and another wall with protrusion 2
Close the 5 Tenon grafting of connection blind hole of setting.
Step 4 lifts second layer floor 8, and the prestressed pore passage on the floor face is answered with pre- on first layer wall layer
Power duct also consistency from top to bottom.
Step 5 repeats step 3 and step 4 until the floor of top installs.
Step 6 is integrally worn longitudinal prestressing reinforcing bar 13 in corresponding prestressed pore passage and is connect, and wears in termination process successively
Across each floor surface layer 8 and wall layer 7, wherein connected at the spreading of longitudinal prestressing muscle 13 by reinforcing bar connector.
Step 7 carries out tensioning to transversely prestressed bars and longitudinal prestressing using post stretching；A left side for transversely prestressed bars
Right two ends pass through the end that anchor head 6 is anchored at respectively at left and right sides of wall respectively；Two ends of longitudinal prestressing muscle are logical
It crosses anchor head 6 and is anchored at the downside of bottom floor and the upside of top floor respectively.
Step 8 is in the milk in prestressed pore passage.
Claims (7)
1. a kind of prestressing force constrains fabricated shear wall, including wall, it is characterised in that: the left and right sides of the wall (1)
End is serrated, and every side end includes the protrusion (2) of one group of interval setting and opposing end surface evagination, and end face is relatively raised
Concave space in being formed, raised (2) are alternately arranged with interior concave space (3) along end；
The wall (1) is armored concrete dry wall, including post-tensioned prestressing concrete (11) and be abound in concrete
Reinforcing bar, the post-tensioned prestressed reinforcement include the transversely prestressed bars (12) arranged along the short transverse parallel interval of wall and edge
The longitudinal prestressing muscle (13) of the width direction parallel interval arrangement of wall；
The prestressed pore passage (4) of post-tensioned prestressed reinforcement is centrally located along the thickness direction of wall on the concrete, the cross
It is wrong before and after the thickness direction of wall to the prestressed pore passage (4) of presstressed reinforcing steel and the prestressed pore passage (4) of longitudinal prestressing muscle
It opens.
2. prestressing force according to claim 1 constrains fabricated shear wall, it is characterised in that: non-on the wall (1)
End position is also provided with column interval setting connection blind hole (5) along short transverse.
3. prestressing force according to claim 1 constrains fabricated shear wall, it is characterised in that: be provided on the wall (1)
Hole (9), the hole are at least one door opening and/or at least one window opening, and the transversely prestressed bars (12) and longitudinal direction are pre-
Stress rib (13) disconnects at hole and the end reinforced of gap is anchored at hole edge by anchor head (6).
4. a kind of variation rigidity shock-damping structure including the constraint fabricated shear wall of prestressing force described in claim 1-3 any one
System, it is characterised in that: the structural system includes n-layer wall layer (7) and n+1 floor surface layer (8), n >=1, wherein wall layer
Alternating is folded between each floor surface layer, and being fixedly connected on is upper floor surface layer on the upside of wall layer, is fixedly connected on wall layer
Downside is lower layer's floor；
The wall layer includes the wall (1) of at least two panels level splicing, and vertical between the two panels wall of connection, the splicing includes
End connection, the end are connected as protrusion (2) and the occlusion of interior concave space (3) Tenon by matching；
The prestressing force of flooring is provided on the position of the correspondence wall longitudinal prestressing muscle of the upper floor surface layer and lower layer's floor
Duct, the elongated prestressed pore passage through each floor surface layer and wall layer of longitudinal prestressing muscle (13), wall layer and floor are logical
It crosses the prestressing force applied on longitudinal prestressing to be connected as one, two ends of the longitudinal prestressing muscle pass through anchor head (6) point
It is not anchored at the downside of bottom lower layer floor and the upside of top upper floor surface layer.
5. variation rigidity shock absorbing structural system according to claim 4, it is characterised in that: the splicing further includes that non-end connects
It connects, the end that the non-end is connected as a piece of wall, which passes through, matches setting with protrusion on raised (2) and another wall
Connect blind hole (5) Tenon grafting.
6. a kind of construction method of variation rigidity shock absorbing structural system according to claim 4 or 5, which is characterized in that construction
Steps are as follows:
Step 1 designs the setting radical and spacing of post-tensioned prestressed reinforcement on wall (1), reserves prestress hole in design position
Road (4), and the size and arrangement of raised (2) and interior concave space (3) are designed, then each piece of wall is carried out by design in factory pre-
System；Then prefabricated flooring reserves the prestressed pore passage of flooring in the design position of longitudinal prestressing muscle；
Prefabricated wall (1) and flooring are transported to construction site by step 2, then install first layer floor (8) first；
Step 3 lifts first layer wall (1) layer on first layer floor (8), on the floor face and first layer wall layer (7)
Prestressed pore passage consistency from top to bottom, same layer two panels wall (1) includes end connection, the protrusion (2) between wall by matching
It is engaged with interior concave space (3) Tenon；Transversely prestressed bars (12) penetrate prestressed pore passage engaged therewith with wall layer；
Step 4 lifts second layer floor (8), the prestressing force on prestressed pore passage and first layer wall layer on the floor face
Duct also consistency from top to bottom；
Step 5 repeats step 3 and step 4 until the floor of top installs；
Step 6 is integrally worn longitudinal prestressing reinforcing bar (13) in corresponding prestressed pore passage and is connect, wears in termination process and successively wear
Each floor surface layer (8) and wall layer (7) are crossed, is wherein connected at the spreading of longitudinal prestressing muscle (13) by reinforcing bar connector；
Step 7 carries out tensioning to transversely prestressed bars and longitudinal prestressing using post stretching；The left and right two of transversely prestressed bars
A end passes through the end that anchor head (6) is anchored at respectively at left and right sides of wall respectively；Two ends of longitudinal prestressing muscle pass through
Anchor head (6) is anchored at the downside of bottom floor and the upside of top floor respectively；
Step 8 is in the milk in prestressed pore passage.
7. the construction method of variation rigidity shock absorbing structural system according to claim 6, it is characterised in that:
In the step 1, connection blind hole (5) is had also been devised to wall；In step 3, same layer two panels wall further includes non-end
Connection, the end that the non-end is connected as a piece of wall pass through the connection that setting is matched on raised (2) and another wall
The grafting of blind hole (5).
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113638572A (en) * | 2021-08-10 | 2021-11-12 | 华东建筑设计研究院有限公司 | Elevator hoistway and construction process thereof |
| CN115126082A (en) * | 2022-07-29 | 2022-09-30 | 山东建筑大学 | Manufacturing method of inorganic adhesive composite bamboo-wood structure board house |
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