CN211774768U - Assembled concrete shear force wall - Google Patents
Assembled concrete shear force wall Download PDFInfo
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- CN211774768U CN211774768U CN201922452283.4U CN201922452283U CN211774768U CN 211774768 U CN211774768 U CN 211774768U CN 201922452283 U CN201922452283 U CN 201922452283U CN 211774768 U CN211774768 U CN 211774768U
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- 239000004567 concrete Substances 0.000 title claims abstract description 60
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 16
- 229910000831 Steel Inorganic materials 0.000 claims description 94
- 239000010959 steel Substances 0.000 claims description 94
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 18
- 239000011178 precast concrete Substances 0.000 claims description 8
- 238000004873 anchoring Methods 0.000 claims description 5
- 239000011241 protective layer Substances 0.000 claims description 5
- 230000002093 peripheral effect Effects 0.000 claims description 4
- 238000010276 construction Methods 0.000 abstract description 19
- 238000005516 engineering process Methods 0.000 abstract description 9
- 230000002787 reinforcement Effects 0.000 abstract description 9
- 238000007569 slipcasting Methods 0.000 abstract description 3
- 238000000034 method Methods 0.000 description 15
- 239000004570 mortar (masonry) Substances 0.000 description 15
- 238000009434 installation Methods 0.000 description 5
- 238000009417 prefabrication Methods 0.000 description 4
- 239000011440 grout Substances 0.000 description 3
- 239000007788 liquid Substances 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 2
- 239000011083 cement mortar Substances 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000011900 installation process Methods 0.000 description 2
- 239000010410 layer Substances 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 229910000746 Structural steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011248 coating agent Substances 0.000 description 1
- 238000000576 coating method Methods 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 239000006185 dispersion Substances 0.000 description 1
- 238000007580 dry-mixing Methods 0.000 description 1
- 239000000428 dust Substances 0.000 description 1
- 238000010030 laminating Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
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Abstract
The utility model provides an assembled concrete shear force wall, includes shear wall section and lower shear wall section, the lower part of going up the shear wall section is equipped with the connection terminal surface bounding wall with the upper portion junction of lower shear wall section, the bottom surface of going up the shear wall section is close to both sides department and is equipped with the thick reinforcing bar of connection respectively, the top surface of lower shear wall section is close to both sides department and is equipped with the sleeve respectively, the thick reinforcing bar of connection is pegged graft in the sleeve. The utility model discloses a bayonet connection technology of both ends coarse reinforcement, telescopic preparation technology is simplified to the pressure slip casting technology of can canceling for the construction speed that the shear force wall is connected, and can guarantee construction quality effectively.
Description
Technical Field
The utility model belongs to concrete shear force wall field relates to an assembled concrete shear force wall.
Background
The concrete shear wall structure is a common concrete structure system in China, and is particularly widely applied to middle and high-rise buildings. With the popularization and application of the building industrialization technology in China, the construction mode of factory prefabrication and construction site assembly is adopted, the development direction of the building industry is formed, and the national strategy of the development of the building industry in China is vigorously pursued.
The existing assembled integral concrete shear wall structure system mainly adopts a construction mode of prefabricating a concrete shear wall in a factory and pouring hidden columns on site, and cast-in-place concrete mainly aims at ensuring the integrity of a concrete structure and realizing the structural form of assembling the whole. The connection mode of the stressed steel bars in the existing assembly type concrete shear wall structure comprises a sleeve grouting connection mode, a corrugated pipe grout anchor lap joint connection mode and the like, wherein the sleeve grouting connection mode is most applied, the sleeve and the steel bars are sleeved in the connection mode, then grouting material mixture is injected into the sleeve to realize the connection of the sleeve and the steel bars, and the disconnected structural steel bars are reconnected at the splicing section due to the splitting. The diameter of the sleeve is far larger than that of the steel bars, so that the thickness of the effective protective layer of the concrete is reduced, the defect is more obvious when the size of the section of a concrete structural member of the shear wall is smaller, and the number of the steel bars to be connected is larger and the construction is difficult because the section of a single stressed steel bar in the shear wall is smaller, so that the vertical stressed steel bars of all the shear walls cannot be connected one by one in the actual engineering, and partial steel bars are often connected in a quincunx mode.
Disclosure of Invention
In order to overcome the present sleeve grout connected mode that extensively adopts in the construction of assembled concrete shear wall structure complicated in the engineering construction process, the quality is difficult to guarantee, the lower not enough of efficiency of construction, the utility model provides an assembled concrete shear wall adopts the bayonet connection technique of shear wall both ends coarse reinforcement, changes the sleeve grout of shear wall connection into bayonet connection to connect the dispersion of the vertical atress reinforcing bar of shear wall to the coarse reinforcement connection of concentrating on both ends, the connecting reinforcement quantity that significantly reduces under the prerequisite of guaranteeing that the connecting reinforcement sectional area is not less than former atress reinforcing bar sectional area, cancel sleeve pressure slip casting technology simultaneously, make the connection of assembled concrete shear wall very reduce, can improve the efficiency of construction by a wide margin, and can guarantee construction quality effectively.
The utility model provides a technical scheme that its technical problem adopted is:
the utility model provides an assembled concrete shear force wall, includes shear wall section and lower shear wall section, the lower part of going up the shear wall section is equipped with the connection terminal surface bounding wall with the upper portion junction of lower shear wall section, the bottom surface of going up the shear wall section is close to both sides department and is equipped with the thick reinforcing bar of connection respectively, the top surface of lower shear wall section is close to both sides department and is equipped with the sleeve respectively, the thick reinforcing bar of connection is pegged graft in the sleeve.
Furthermore, the middle of the bottom surface of the upper shear wall section is provided with an auxiliary connecting bolt, the middle of the top surface of the lower shear wall section is provided with a bolt connecting sleeve, and the auxiliary connecting bolt is positioned in the bolt connecting sleeve.
Preferably, the bolt connecting sleeve is connected with the nut operating slot.
The auxiliary connecting bolts may be at least two.
And furthermore, horizontal steel bars and vertical steel bars are arranged in the upper shear wall section and the lower shear wall section, and the connecting thick steel bars are connected with the vertical steel bars of the upper shear wall section.
The sleeve is connected with the positioning additional rib.
The connecting thick steel bar is used for bearing tensile force, and the diameter is selected according to the tensile bearing capacity requirement; taking a steel bar with the diameter d of 25-32 (mm) as a connecting steel bar; after the diameter of the connecting steel bar is selected, the external elongation can be taken as L being more than or equal to 35d, and the length embedded in the precast concrete shear wall section can also be taken as L; the distance between the connecting steel bars and the wall edge is 100-150 mm.
The inner diameter D of the sleeve 1 is larger than the diameter D of the connecting coarse steel bar, D is D +8(mm), the length S of the sleeve is longer than the length L of the outer extending section of the coarse steel bar, S is L +10(mm), the inner surface and the outer surface of the sleeve are processed into trapezoidal thread shapes, and the thread pitch is not smaller than 3mm, so that the sleeve can be reliably bonded with inner concrete and outer concrete.
The distance H between the two bolt connecting sleeves is not less than 500mm and not more than 1000mm, namely the distance between the two auxiliary connecting bolts; inner diameter D of casing1Should be larger than the diameter d of the auxiliary connecting bolt1And D is1＝d1+4(mm), length of sleeveDegree K ═ L1-20 (mm); the auxiliary connecting bolt is M16 (L)1+ 550). 6.8, the length of the overhang being L1+15 mm; the length of the thread is not less than 25 mm.
The coaming at the connecting end face is made of a steel plate with the thickness of 2-3 mm, and the effective height of the coaming is 15 mm; the peripheral dimension of the surrounding plate is 3-4 mm smaller than that of the shear wall in each direction and is used as a protective layer of the steel surrounding plate; the depth of the enclosing plate embedded into the concrete is not less than 30mm, holes are punched on the steel plate of the embedded part to increase the anchoring force, and horizontal steel bars are arranged on the embedded part.
The nut operating groove is arranged on one side of the upper end face of the prefabricated shear wall section, one end of the operating groove is communicated with the sleeve, the other three faces and the back face of the operating groove are closed, one side of the wall face is provided with an opening to provide a space for screwing the connecting bolt, the groove depth is larger than 25mm and smaller than 60mm, and the size of a notch on the wall face is about 150 multiplied by 150 mm; and the wall section is pre-embedded together with the sleeve when being prefabricated, and the notch mold box is taken out after demolding.
The technical conception of the utility model is as follows: the utility model discloses a core is the basic atress characteristics that utilize concrete shear force wall, under the unchangeable prerequisite of guaranteeing shear force wall basic atress performance, simplifies the assembly connection method of shear force wall.
The concrete shear wall needs to bear the load action in two directions in the whole structure, namely the vertical dead load action and the horizontal earthquake load action, and because the wall body has strong capability of resisting the horizontal load action in the wall plane, the reinforced concrete wall is used as a main structural body for resisting the earthquake action, and when the shear wall body is reasonably arranged in the longitudinal direction and the transverse direction of a building, the whole building has the capability of resisting the unknown horizontal earthquake action. Specifically, for a single shear wall, the vertical dead load determines the wall thickness of the shear wall and the vertical steel bars, so that the dead load of a building is transmitted to a foundation along the wall, and concrete and the vertical steel bars in the wall are under the action of vertical pressure; under the action of horizontal earthquake force, one side of the wall body is pulled, and the other side of the wall body is pressed, and because the pulling capacity of concrete is not considered in the structure, the pulling capacity of steel bars is only considered, so that the steel bars in the wall are the basis for resisting the action of the horizontal earthquake force. And because the earthquake force is a reciprocating acting force, both sides of a specific shear wall can be pulled, so that both sides need to connect reinforcing steel bars into a whole to ensure the capability of the wall body against the horizontal earthquake force.
Because the difference between the length of the shear wall and the thickness of the wall is large, when the horizontal force along the wall surface acts, the vertical reinforcing steel bars on two sides in the length direction of the extension wall are stressed greatly, and the vertical reinforcing steel bars in the middle part are stressed very little, namely, the reinforcing steel bars on two sides of the wall mainly bear the action of horizontal earthquake force besides the action of bearing the vertical load. Therefore, two points are required to be ensured for the vertical connection of the shear wall, one point is effective transmission of vertical pressure of the full section, and the other point is effective resistance of tensile force on two sides.
In view of the principle, special vertical connecting steel bars are arranged on two sides of the wall body and are mainly used for bearing the tensile force. In addition, through the vertical laminating of the full-section wall body, the concrete of the upper prefabricated wall body and the concrete of the lower prefabricated wall body are effectively contacted, and the transmission of vertical pressure is ensured.
The core of the utility model is that pre-buried connecting sleeve and the thick reinforcing bar for connection are increased in current precast concrete shear wall both sides, give up the shear wall vertical reinforcing bar and pursue a steel sleeve connection scheme, and utilize both sides thick reinforcing bar connection scheme. Meanwhile, the connecting sleeve is placed in the lower shear wall body, the connecting coarse steel bars are embedded in the upper shear wall body, the upper steel bars can be directly inserted into the sleeve during connection, and the process of grouting pressure in the sleeve is omitted. In order to ensure the stability of the shear wall in the vertical connection construction process, a pair of auxiliary connecting bolts are additionally arranged on two sides of the middle part of the shear wall, and the perpendicularity of the wall body can be adjusted through the bolts on the two sides in the installation process of the shear wall. In addition, the direct mortar sitting mode is adopted at the connecting interface of the upper wall body and the lower wall body, so that the plumpness of the mortar for connection can be ensured, and the construction speed is accelerated. The specific connection method is shown in figure 1.
Still need be connected with the concrete floor to the shear force wall that connects, can carry out special design according to the form and the connection requirement of floor, the utility model discloses the influence to it is indiscriminate with the vertical connected mode of present shear force wall.
The beneficial effects of the utility model are that: by adopting the two-end thick steel bar plug-in connection technology, the pressure grouting process can be cancelled, the manufacturing process of the sleeve is simplified, the construction speed of the shear wall connection is increased, and the construction quality can be effectively ensured.
Drawings
FIG. 1 is a schematic view of the connection of upper and lower shear wall segments, wherein 1. a sleeve; 2. connecting the thick steel bars; 3. connecting end surface coamings; 4. shear wall vertical steel bars; 5. horizontal steel bars of the shear wall; 7. high-strength connecting mortar; 8 auxiliary connecting bolts; A-A-the upper and lower shear wall section connecting surfaces; B-B- -prefabricating the concrete surface on the upper end surface of the wall section; t- - -the distance between the connecting thick steel bar and the wall edge.
FIG. 2 is a cross-sectional view A-A of a shear wall interface, wherein 1. a sleeve; 2. connecting the thick steel bars; 3. connecting end surface coamings; 7. high-strength connecting mortar; 8 auxiliary connecting bolts; 9. the bolt is connected with the sleeve; 10. the nut operates the slot.
FIG. 3 is a diagram of the relationship between embedded parts on the end face of a shear wall and reinforcing steel bars of the shear wall, wherein 1 is a sleeve; 3. connecting end surface coamings; 3.1. slurry discharging holes of the coaming; 4. shear wall vertical steel bars; 5. horizontal steel bars of the shear wall; 6, positioning additional ribs; 9. the bolt is connected with the sleeve; 10. a nut operating slot; A-A-the upper and lower shear wall section connecting surfaces; b- -precast concrete surface of the upper end face of the wall section.
FIG. 4 is a top view of the upper end face of the shear wall, wherein 1. the sleeve; 3. connecting end surface coamings; 4. shear wall vertical steel bars; 5. horizontal steel bars of the shear wall; 6, positioning additional ribs; 9. the bolt is connected with the sleeve; 10. the nut operates the slot.
FIG. 5 is a relationship diagram of embedded parts on the lower end surface of a shear wall and steel bars of the shear wall, wherein 2, thick steel bars are connected; 4. shear wall vertical steel bars; 5. horizontal steel bars of the shear wall; 6, positioning additional ribs; 8 auxiliary connecting bolts; l- - -connecting the overhanging length of the thick steel bar; d, the diameter of the thick steel bar for connection; l is1-the auxiliary connecting bolt has an extended length.
FIG. 6 is a top view of the lower end face of the shear wall, wherein 2. the coarse steel bars are connected; 4. shear wall vertical steel bars; 5. horizontal steel bars of the shear wall; 8 auxiliary connecting bolts; h-the distance of the auxiliary connecting bolts along the length direction of the wall.
Fig. 7 is a schematic view of a connecting sleeve structure.
FIG. 8 is a schematic view of an auxiliary connecting bolt bushing.
FIG. 9 is a schematic view of a shroud connecting the end faces, wherein, 3.1, the slurry discharge holes of the shroud; 3.2 anchoring holes of the end coamings; a- - -upper and lower wall section connecting surface; b- -precast concrete surface of the upper end face of the wall section.
Detailed Description
The present invention will be further described with reference to the accompanying drawings.
Referring to fig. 1 to 9, an assembled concrete shear wall includes an upper shear wall section and a lower shear wall section, and a connection end surface surrounding plate is arranged at a connection position of a lower portion of the upper shear wall section and an upper portion of the lower shear wall section, and is characterized in that: the bottom surface of the upper shear wall section is provided with thick connecting steel bars near two sides, the top surface of the lower shear wall section is provided with sleeves near two sides, and the thick connecting steel bars are inserted in the sleeves.
Furthermore, the middle of the bottom surface of the upper shear wall section is provided with an auxiliary connecting bolt, the middle of the top surface of the lower shear wall section is provided with a bolt connecting sleeve, and the auxiliary connecting bolt is positioned in the bolt connecting sleeve.
Preferably, the bolt connecting sleeve is connected with the nut operating slot.
The auxiliary connecting bolts may be at least two.
And furthermore, horizontal steel bars and vertical steel bars are arranged in the upper shear wall section and the lower shear wall section, and the connecting thick steel bars are connected with the vertical steel bars of the upper shear wall section.
The sleeve is connected with the positioning additional rib.
The connecting thick steel bar is used for bearing tensile force, and the diameter is selected according to the tensile bearing capacity requirement; taking a steel bar with the diameter d of 25-32 (mm) as a connecting steel bar; after the diameter of the connecting steel bar is selected, the value of L which is more than or equal to 35d can be taken as the external elongation, and the length which is pre-embedded in the precast concrete shear wall section can also be taken as L; the distance between the connecting steel bars and the wall edge is 100-150 mm.
The inner diameter D of the sleeve 1 is larger than the diameter D of the connecting coarse steel bar, D is D +8(mm), the length S of the sleeve is longer than the length L of the outer extending section of the coarse steel bar, S is L +10(mm), the inner surface and the outer surface of the sleeve are processed into trapezoidal thread shapes, and the thread pitch is not smaller than 3mm, so that the sleeve can be reliably bonded with inner concrete and outer concrete.
The distance H between the two bolt connecting sleeves is not less than 500mm and not more than 1000mm, namely the distance between the two auxiliary connecting bolts; inner diameter D of casing1Should be larger than the diameter d of the auxiliary connecting bolt1And D is1＝d1+4(mm), length K ═ L of sleeve1-20 (mm); the auxiliary connecting bolt is M16 (L)1+ 550). 6.8, the length of the overhang being L1+15 mm; the length of the thread is not less than 25 mm.
The coaming at the connecting end face is made of a steel plate with the thickness of 2-3 mm, and the effective height of the coaming is 15 mm; the peripheral dimension of the surrounding plate is 3-4 mm smaller than that of the shear wall in each direction and is used as a protective layer of the steel surrounding plate; the depth of the enclosing plate embedded into the concrete is not less than 30mm, holes are punched on the steel plate of the embedded part to increase the anchoring force, and horizontal steel bars are arranged on the embedded part.
The nut operating groove is arranged on one side of the upper end face of the prefabricated shear wall section, one end of the operating groove is communicated with the sleeve, the other three faces and the back face of the operating groove are closed, one side of the wall face is provided with an opening to provide a space for screwing the connecting bolt, the groove depth is larger than 25mm and smaller than 60mm, and the size of a notch on the wall face is about 150 multiplied by 150 mm; and the wall section is pre-embedded together with the sleeve when being prefabricated, and the notch mold box is taken out after demolding.
A method for connecting an assembly type concrete shear wall comprises the following steps of firstly determining the layout of shear walls, columns and floor structures according to building design and concrete structure design, then performing prefabricated part disassembly design, and determining the position, size and connection requirement of each shear wall:
1) determining the design size and the connection scheme of the prefabricated shear wall, and designing the reinforcing bars of the shear wall, the reinforcing bars of a lifting point and corresponding construction measures;
2) determining a thick steel bar, a sleeve, an auxiliary connecting bolt and a setting position for vertical connection of the shear wall;
3) prefabricating each section of shear wall in a factory, and adding temporary sealing covers on the sleeve, the sleeve and the connecting notch to prevent concrete from being poured in;
4) when the prefabricated components reach the transportation condition, the components are transported to a construction site after the protection of the connecting pieces is made;
5) the shear wall foundation is used as one connecting end, and is processed according to the lower connecting end, and a connecting sleeve, a bolt connecting operation groove and a connecting steel enclosing plate are accurately pre-embedded in advance;
6) paving high-strength connecting mortar in the range of the steel enclosing plate, and filling the connecting mortar into the connecting sleeve to enable the mortar surface of the connecting section to be flush with the upper opening of the enclosing plate;
7) hoisting the prefabricated shear wall section at the installation position, enabling the connection lower end face (the end reserved with the connection thick steel bar) to be downward, inserting the connection thick steel bar overhanging section into the corresponding sleeve, and simultaneously inserting the auxiliary connection bolt into the connection sleeve; adjusting the verticality and the plane position of the shear wall to meet the design size requirement, screwing a nut on an auxiliary bolt, cleaning connecting mortar extruded from a side hole of the enclosing plate, and performing hook seam treatment on the enclosing plate;
8) and after the shear wall connecting mortar reaches the design strength, connecting the prefabricated shear wall sections upwards section by section, and circulating section by section until the design height is reached.
The utility model discloses an assembled precast concrete shear wall structural connection mode, the method that the face was connected with the concrete to the component connection sits thick liquid and adds the connecting reinforcement, and when upper and lower section shear wall connected the installation, all need sit thick liquid on connecting the face, and will guarantee that the seat thick liquid is even, and the intussuseption of connecting sleeve is filled with the package and is full to it has good ability of shearing to form to connect the face.
The specific embodiments of the present invention will now be described with reference to the accompanying drawings:
1) calculating and determining the section size and the vertical and horizontal reinforcing bars of the shear wall structure according to the current concrete structure design specification GB 50010; determining the height and the length of the prefabricated shear wall according to the manufacturing conditions, the transportation conditions, the hoisting conditions and the like of the prefabricated structure; and performing prefabrication process design according to the determined shear wall splitting scheme, and determining a lifting point, a template, a concrete pouring method and the like.
2) According to the prefabricated scheme of the shear wall, in principle, one wall section is arranged on each layer, and when hoisting and transportation conditions allow, two or more layers can be determined as one prefabricated column wall section. Every prefabricated wall section up end and lower terminal surface, when shear force wall vertical reinforcement 4, horizontal reinforcement 5 and stirrup and lacing wire ligature, at sleeve 1, the bolt sleeve 9 for the auxiliary connection of wall section up end pre-buried connection usefulness, connection terminal surface bounding wall 3 etc. are connected with the shear force wall reinforcing bar with thick reinforcing bar 2 and the bolt 8 etc. that the auxiliary connection was used of wall section lower extreme end connection usefulness, pre-buried in the shear force wall.
The thick steel bar 2 for shear wall connection mainly has the functions of bearing tensile force, and the diameter is selected according to the tensile bearing capacity requirement; in principle, the sum of vertical reinforcing steel bars in one third of the wall length on one side of the shear wall can be considered, and reinforcing steel bars with the diameter d being 25-32 (mm) can be generally taken as connecting reinforcing steel bars; if the shear wall is long and one connecting steel bar is too thick, 2 connecting steel bars can be used on one side, the distance between the 2 steel bars is more than 300mm, and the arrangement modes are the same; after the diameter of the connecting steel bar is selected, the external elongation can be taken as L being more than or equal to 35d, and the length embedded in the precast concrete shear wall section can also be taken as L; the distance between the connecting steel bars and the wall edge can be 100-150 mm.
The sleeve 1 for connection is adopted as shown in fig. 7, the inner diameter D of the sleeve is larger than the diameter D of the thick reinforcing steel bar 2 for connection, D is D +8(mm), the length S of the sleeve is longer than the length L of the outer extending section of the thick reinforcing steel bar, S is L +10(mm), the inner surface and the outer surface of the sleeve are processed into trapezoidal thread shapes, and the thread pitch is not smaller than 3mm, so that the sleeve can be reliably bonded with inner concrete and outer concrete.
The bolt sleeve 9 for auxiliary connection is shown in fig. 8, and the distance H between the two sleeves, namely the distance between the two auxiliary connection bolts is not less than 500mm and not more than 1000 mm; inner diameter D of casing1Should be larger than the diameter d of the auxiliary connecting bolt1And D is1＝d1+4(mm), length K ═ L of sleeve1-20 (mm); the auxiliary connecting bolt can adopt M16 × (L)1+ 550). 6.8, the length of the overhang being L1+15 mm; the length of the thread is not less than 25 mm.
The coaming at the connecting end face is made of a steel plate with the thickness of 2-3 mm, and the effective height of the coaming is 15 mm; the peripheral dimension of the surrounding plate is 3-4 mm smaller than that of the shear wall in each direction and is used as a protective layer of the steel surrounding plate; the depth of the enclosing plate embedded in the concrete is not less than 30mm, holes are punched on the steel plate of the embedded part to increase the anchoring force, and horizontal reinforcing steel bars are arranged on the embedded part, as shown in figure 9.
The nut operating groove 10 is arranged on one side of the upper end face of the prefabricated shear wall section, one end of the operating groove is communicated with the sleeve, the other three faces and the back face of the operating groove are closed, one side of the wall face is provided with an opening to provide a space for screwing the connecting bolt, the groove depth is larger than 25mm and smaller than 60mm, and the size of a notch on the wall face is about 150 multiplied by 150 mm; and the wall section is pre-embedded together with the sleeve when being prefabricated, and the notch mold box is taken out after demolding.
3) After the prefabricated shear wall section achieves the demolding condition, the connecting sleeve 1 and the connecting sleeve are covered by the temporary cover plate, and dust is prevented from entering.
4) Each wall section is transported to the building site safely, and is stacked orderly according to the installation sequence.
5) The foundation top surface is also processed according to the requirement of the upper end surface of the shear wall section, the upper connecting end surface is cleaned before connection, after surface concrete is dried, the dustproof sleeve cover plate is opened, cement mortar material 7 for connection is poured into the connecting sleeve 1, the grouting speed cannot be too high, a guide pipe can be adopted to gradually guide and pour from the bottom, and effective discharge of air in the sleeve is guaranteed until the sleeve is fully poured. The cement mortar 7 has the required compressive strength of more than C60 and the fluidity of more than 100 mm.
6) And paving and filling connection mortar on the concrete connection end face to the sleeve and the sleeve opening, namely the A-A surface.
7) And (4) hoisting the shear wall section, enabling the lower end face (the end with the overhanging reinforcing steel bars) to face downwards, cleaning end face concrete, and dry-mixing the surface of the concrete and the overhanging reinforcing steel bars.
8) Opening the upper cover of the auxiliary connecting sleeve, respectively aligning the auxiliary connecting bolts 8 of the overhanging connecting steel bars 2 with the respective connecting sleeve 1 and the sleeve 9, slowly lowering the prefabricated shear wall section, overflowing mortar 7 in the connecting sleeve, introducing the overflowing mortar to the middle of the wall body, lowering the wall section to be attached to the upper end surface and the lower end surface, driving a wall section inclined strut, finely adjusting the two auxiliary connecting bolts 8, combining measurement, positioning the wall section according to the design, and screwing the connecting bolt nuts.
9) And (3) coating the overflowed connecting mortar as a joint hooking material on the connecting coaming, and filling the connecting joint of the upper wall section and the lower wall section.
10) And after the connecting mortar is solidified and generates enough strength, the inclined strut is disassembled, and the auxiliary connecting bolt operation notch is sealed by high-strength mortar.
11) And 5) circulating to 9), and connecting section by section until the installation work of the whole shear wall is completed.
For the shear wall with a long wall length, prefabrication and installation can be performed in a segmented mode along the length direction, and the prefabrication process and the installation process are the same.
For the shear wall directly connected with the floor structure, the connecting reinforcing steel bars in the horizontal direction can be pre-embedded during the design of the prefabricated shear wall section, and the mode is the same as that of the common prefabricated shear wall.
The utility model discloses a key technology changes the vertical connection of many reinforcing bars of shear force wall into both sides coarse reinforcement and concentrates the connected mode, has simplified construction process greatly, has increased assembled shear force wall's anti horizontal force ability.
The utility model discloses a connecting the face lower part with the sleeve is arranged in to another key technology, has cancelled telescopic pressure slip casting technology, has simplified process and construction equipment, and the method is simple and convenient reliable.
Claims (10)
1. The utility model provides an assembled concrete shear force wall, assembled concrete shear force wall includes shear wall section and lower shear wall section, the lower part of going up the shear wall section is equipped with connection terminal surface bounding wall, its characterized in that with the upper portion junction of lower shear wall section: the bottom surface of the upper shear wall section is provided with thick connecting steel bars near two sides, the top surface of the lower shear wall section is provided with sleeves near two sides, and the thick connecting steel bars are inserted in the sleeves.
2. An assembled concrete shear wall as defined in claim 1, wherein the upper shear wall segment is provided with auxiliary connecting bolts at the middle of the bottom surface thereof, and the lower shear wall segment is provided with bolt connecting sleeves at the middle of the top surface thereof, the auxiliary connecting bolts being located in the bolt connecting sleeves.
3. An assembled concrete shear wall of claim 2, wherein the bolt connection sleeves are connected to the nut operating slots.
4. A fabricated concrete shear wall of claim 2 or 3, wherein there are at least two of said auxiliary connecting bolts.
5. An assembled concrete shear wall according to any one of claims 1 to 3, wherein horizontal reinforcing steel bars and vertical reinforcing steel bars are arranged in the upper shear wall section and the lower shear wall section, and the connecting thick reinforcing steel bars are connected with the vertical reinforcing steel bars of the upper shear wall section.
6. An assembled concrete shear wall as claimed in any one of claims 1 to 3, wherein the sleeves are connected to locating attachment bars.
7. An assembled concrete shear wall as claimed in any one of claims 1 to 3, wherein the connecting reinforcing bars are adapted to bear tensile forces, the diameter being selected according to the tensile load bearing requirements; taking a steel bar with the diameter d = 25-32 (mm) as a connecting steel bar; after the diameter of the connecting steel bar is selected, the external elongation is taken as L being more than or equal to 35d, and the length embedded in the precast concrete shear wall section is also taken as L; the distance between the connecting steel bars and the wall edge is 100-150 mm;
the inner diameter D of the sleeve is larger than the diameter D of the connecting coarse steel bar, D = D +8(mm), the length S of the sleeve is longer than the length L of the external extending section of the coarse steel bar, and S = L +10(mm), the inner surface and the outer surface of the sleeve are processed into trapezoidal thread shapes, and the thread pitch is not smaller than 3mm, so that the sleeve can be reliably bonded with inner concrete and outer concrete.
8. An assembled concrete shear wall according to any one of claims 1 to 3, wherein the distance H between the two bolt connecting sleeves, i.e. the distance between the two auxiliary connecting bolts, is not less than 500mm and not more than 1000 mm; inner diameter D of casing1Should be larger than the auxiliary connectionDiameter d of the bolt1And D is1= d1+4(mm), cannula length K = L1-20 (mm); the auxiliary connecting bolt is M16 (L)1+ 550). 6.8, the length of the overhang being L1+15 mm; the length of the thread is not less than 25 mm.
9. An assembled concrete shear wall according to any one of claims 1 to 3, wherein the connecting end face enclosing plates are made of 2-3 mm thick steel plates, and the effective height of the enclosing plates is 15 mm; the peripheral dimension of the surrounding plate is 3-4 mm smaller than that of the shear wall in each direction and is used as a protective layer of the steel surrounding plate; the depth of the enclosing plate embedded into the concrete is not less than 30mm, holes are punched on the steel plate of the embedded part to increase the anchoring force, and horizontal steel bars are arranged on the embedded part.
10. An assembled concrete shear wall as claimed in claim 3, wherein the nut operating grooves are formed on the upper end face side of the precast shear wall segment, one end of the nut operating grooves are communicated with the sleeve, the other three faces and the back face are closed, the nut operating grooves are opened on one side of the wall face to provide space for the operation of screwing down the connecting bolts, the depth of the nut operating grooves is greater than 25mm and less than 60mm, and the size of the groove opening on the wall face is 150 x 150 mm.
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| CN110984430A (en) * | 2019-12-31 | 2020-04-10 | 浙江工业大学 | Assembled concrete shear wall and connecting method thereof |
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| CN110984430A (en) * | 2019-12-31 | 2020-04-10 | 浙江工业大学 | Assembled concrete shear wall and connecting method thereof |
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