CN110388116B - Preparation method of prefabricated assembly type shock insulation support - Google Patents
Preparation method of prefabricated assembly type shock insulation support Download PDFInfo
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- CN110388116B CN110388116B CN201910701721.8A CN201910701721A CN110388116B CN 110388116 B CN110388116 B CN 110388116B CN 201910701721 A CN201910701721 A CN 201910701721A CN 110388116 B CN110388116 B CN 110388116B
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- 230000035939 shock Effects 0.000 title claims abstract description 59
- 238000009413 insulation Methods 0.000 title claims abstract description 58
- 238000002360 preparation method Methods 0.000 title claims abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 104
- 239000010959 steel Substances 0.000 claims abstract description 104
- 239000004567 concrete Substances 0.000 claims abstract description 47
- 238000010276 construction Methods 0.000 claims abstract description 38
- 238000000034 method Methods 0.000 claims abstract description 31
- 238000004519 manufacturing process Methods 0.000 claims abstract description 17
- 238000000465 moulding Methods 0.000 claims abstract description 13
- 230000003014 reinforcing effect Effects 0.000 claims description 14
- 238000007788 roughening Methods 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 4
- 210000000988 bone and bone Anatomy 0.000 claims description 3
- 239000011083 cement mortar Substances 0.000 claims description 3
- 238000009833 condensation Methods 0.000 claims description 3
- 230000005494 condensation Effects 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 abstract description 18
- 238000013461 design Methods 0.000 abstract description 17
- 239000002002 slurry Substances 0.000 abstract description 9
- 238000009417 prefabrication Methods 0.000 abstract description 8
- 238000005457 optimization Methods 0.000 description 23
- 238000002955 isolation Methods 0.000 description 13
- 230000000694 effects Effects 0.000 description 12
- 238000009434 installation Methods 0.000 description 12
- 230000002787 reinforcement Effects 0.000 description 9
- 238000005516 engineering process Methods 0.000 description 7
- 230000005540 biological transmission Effects 0.000 description 6
- 238000006243 chemical reaction Methods 0.000 description 4
- 239000011178 precast concrete Substances 0.000 description 4
- 238000004364 calculation method Methods 0.000 description 3
- 238000007711 solidification Methods 0.000 description 3
- 230000008023 solidification Effects 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000005094 computer simulation Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 238000005265 energy consumption Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 230000001771 impaired effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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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
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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Abstract
The invention provides a preparation method of a prefabricated assembly type shock insulation support, which comprises the following steps: step 1: preparing an upper embedded steel plate, and fixing an embedded bolt sleeve on the top surface of the upper embedded steel plate; step 2: longitudinal stress steel bars and transverse stress stirrups are arranged on the upper embedded steel plates; step 3: installing a pouring template to form a column tenon pouring molding cavity and a cross groove pouring molding cavity; step 4: pouring concrete, namely finishing pouring of the upper support column on the upper embedded steel plate, and manufacturing a rough surface in the initial setting period of the concrete; step 5: and installing the prefabricated upper support column on the shock insulation support through an upper embedded steel plate and an embedded bolt sleeve. Through the construction method, a factory prefabrication method is adopted, gu Angshang supporting columns can be directly installed on the existing shock insulation support, so that the on-site construction of the supporting columns is simplified, the wet operation of on-site construction is reduced, the problems of slurry leakage and pollution of cast-in-situ operation are solved, the standardized design of the supporting columns is realized, and the construction speed is improved.
Description
Technical Field
The invention relates to the technical field of shock insulation and prefabricated assembly, in particular to a preparation method of a prefabricated type shock insulation support.
Background
The concrete prefabrication assembly technology is a building production technology for converting the traditional cast-in-place concrete in a construction site into factory prefabrication and site assembly. The construction industry can save water and electricity by using the prefabrication assembly technology, reduce energy consumption and shorten construction period, and more importantly, factory prefabrication is often carried out because of better mold and steam curing conditions, so that the prefabricated component has more reliable quality. Design standardization and production industrialization are remarkable characteristics of the prefabrication assembly technology, so that the advantages are more obvious only when the types and the number of the prefabricated components are small and reach the scale, otherwise, the problems of multiple types of dies, high amortization cost, low production efficiency and the like are easily caused.
The vibration isolation technology is that the vibration isolation layer is arranged between the structural main body and the foundation, so that the transmission of the earthquake action to the upper structure is greatly reduced, the earthquake reaction of the upper structure is reduced, the earthquake damage is reduced, the upper structure is protected, the structure adopting the vibration isolation technology can be designed by adopting the reduced earthquake resistance level, the upper structure is used for saving materials, and the cost is economical. However, due to the arrangement of the vibration-isolating rubber pad, the beam column joint structure of the vibration-isolating layer is complex, the site construction difficulty is high, and the construction problems of positioning deviation of the vibration-isolating rubber pad, leakage of slurry from a column head template, pollution of the vibration-isolating rubber pad and the like often occur.
In view of this, a method for manufacturing a prefabricated shock insulation support is now proposed to solve the above-mentioned problems.
Disclosure of Invention
The invention aims to provide a preparation method of a prefabricated assembly type shock insulation support, which is simple in structure, convenient for standardized design, industrialized mass production and on-site assembly construction, thereby realizing high-quality on-site construction.
The technology adopted by the invention is as follows:
A preparation method of a prefabricated assembly type shock insulation support comprises the following steps:
step 1: preparing an upper embedded steel plate, and fixing an embedded bolt sleeve on the top surface of the upper embedded steel plate;
Step 2: longitudinal stress steel bars and transverse stress stirrups are arranged on the upper embedded steel plates;
step 3: installing a pouring template to form a column tenon pouring molding cavity and a cross groove pouring molding cavity;
step 4: pouring concrete, namely finishing pouring of the upper support column on the upper embedded steel plate, and manufacturing a rough surface in the initial setting period of the concrete;
step 5: and installing the prefabricated upper support column on the shock insulation support through an upper embedded steel plate and an embedded bolt sleeve.
Through the construction method, the upper support column with the embedded steel plate is prepared by adopting a factory prefabricating method and can be directly arranged on the existing shock insulation support, so that the upper support column is simplified in site construction, the wet operation of site construction is reduced, the problems of slurry leakage and pollution in cast-in-situ operation are solved, the standardized design of the upper support column is realized, and the construction speed is improved.
As a further optimization of the scheme, step 4 comprises the steps of:
Step 4.1: pouring concrete from the top of the column tenon, vibrating and curing;
Step 4.2: and rough surfaces are arranged on the top surface of the column tenon, the inner side surface of the column tenon and the top surface of the cross-shaped groove, so that the area of the rough surfaces is more than or equal to 80% of the joint surface, and the concave-convex depth of the rough surfaces is more than or equal to 6mm.
Through setting up suitable roughness, can increase the adhesion between precast concrete and the cast in situ concrete, guarantee the reliable biography power of new old concrete faying face department, have important meaning to guaranteeing bearing capacity and the rigidity of beam column node, when setting up the roughness and reaching these two indexes, support overall structure can guarantee that the node district equals cast in situ concrete node, makes the computational model that structural design adopted more coincide with actual conditions.
As a further optimization of the scheme, step 4.2 comprises the steps of:
step 4.2.1: rough surfaces are manufactured on the top surfaces of the column tenons by adopting a roughening method, construction is performed by adopting roughening equipment, and scum in the roughening process is treated;
Step 4.2.2: the inner side surface of the column tenon and the top surface of the cross-shaped groove are manufactured into a rough surface by adopting a bone exposing material method, and the inner side of the template of the part is coated with a proper amount of retarder; after the concrete is initially set and demolded, measures are taken to wash away the non-set cement mortar.
As a further optimization of the scheme, step 3 comprises the steps of:
Step 3.1: installing an upper support column side die and a column tenon inner side die to form a column tenon pouring molding cavity;
Step 3.2: and installing a cross-shaped groove top die, and forming a cross-shaped groove forming cavity by matching with the upper support column side die and the column tenon inner side die.
Adopt mortise and tenon structure and shear force wall bottom joist to be connected, increase the shared part of connection, improve the connection effect.
As a further optimization of the scheme, step 2 comprises the steps of:
step 2.1: arranging transverse stress stirrups and longitudinal stress steel bars in the column tenon areas to form column tenon reinforcing frames;
step 2.2: longitudinal stress steel bars are arranged in the cross-shaped groove area.
As a further optimization of the scheme, step 3.2 comprises the steps of:
step 3.2.1: and enabling the longitudinal stress steel bars in the cross-shaped groove area to pass through the cross-shaped groove top die.
As a further optimization of the solution, step 4 further comprises the steps of:
Step 4.3: and dismantling the pouring template, and arranging cross transverse stress stirrups on the longitudinal stress steel bars in the cross groove area to form a cross reinforcing frame.
As a further optimization of the scheme, step 5 comprises the steps of:
Step 5.1: placing the upper supporting column subjected to condensation on an upper connecting steel plate of the shock insulation support;
step 5.2: and the upper connecting steel plate is arranged on the upper embedded steel plate through bolts and embedded bolt sleeves.
As a further optimization of the scheme, step 1 comprises the steps of:
step 1.1: preparing an upper embedded steel plate, and positioning an embedded bolt sleeve on the top surface of the upper embedded steel plate;
Step 1.2: fixing the embedded bolt sleeve on the upper embedded steel plate in a welding mode;
step 1.3: setting a vertical fixed die table, and setting a placing opening on a bottom die plate, wherein the size of the placing opening is consistent with the outline size of an upper embedded steel plate;
step 1.4: and placing the upper embedded steel plate in a placing opening on the bottom template, and adjusting the top elevation of the bottom die to be consistent with the top elevation of the upper embedded steel plate.
As a further optimization of the solution, step 4 further comprises the steps of:
step 4.4: and installing embedded bars on the embedded bolt sleeve.
Compared with the prior art, the invention has the beneficial effects that:
the prefabricated shock insulation support is prefabricated in a factory, so that the concrete quality is more reliable, and the processing speed of the component can be improved compared with the on-site construction speed due to the adoption of standardized design.
The special structure of the upper support column can realize that the node core area is still a cast-in-place concrete area, ensure that longitudinal stress steel bars and plate steel bars of the beam are communicated or anchored at the support, and the rough surface is arranged between the precast concrete and the cast-in-place concrete, so that the integral structure of the support can ensure that the node area is equal to the cast-in-place concrete node, thereby realizing the reliable transmission of the internal force of the component.
The shock insulation support is a finished product prefabricated in a factory, the assembly wet operation of the support on a construction site is less, and the problem that slurry leakage pollutes the shock insulation support during the cast-in-situ operation of the upper support column concrete can be effectively solved.
Drawings
FIG. 1 is a schematic illustration of a prefabricated shock-insulating support for shear wall structures according to the present invention;
FIG. 2 is a schematic diagram of a prefabricated shock-insulating support for shear wall structures according to the second embodiment of the present invention;
FIG. 3 is an enlarged view of a portion of area A of FIG. 2;
FIG. 4 is a top view of a prefabricated shock isolation mount for shear wall structures according to the present invention;
FIG. 5 is a third schematic view of a prefabricated shock-insulating support for shear wall structures according to the present invention;
fig. 6 is a partial enlarged view of the area B in fig. 5.
Detailed Description
The present invention will be described in detail below with reference to the embodiments shown in the drawings, but it should be understood that the embodiments are not limited to the present invention, and functional, method, or structural equivalents and alternatives according to the embodiments are within the scope of protection of the present invention by those skilled in the art.
In the description of the present embodiment, it should be understood that the terms "center", "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on the drawings, are merely for convenience in describing the present invention and simplify the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention.
Furthermore, the terms "first," "second," "third," and the like are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first", "a second", etc. may explicitly or implicitly include one or more such feature. In the description of the invention, unless otherwise indicated, the meaning of "a plurality" is two or more.
The terms "mounted," "connected," "coupled," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the creation of the present invention can be understood by those of ordinary skill in the art in a specific case.
Example 1:
Referring to fig. 1-6, a method for preparing a prefabricated shock insulation support comprises the following steps:
step 1: preparing an upper embedded steel plate 3, and fixing an embedded bolt sleeve 5 on the top surface of the upper embedded steel plate 3;
Step 2: longitudinal stress steel bars 41 and transverse stress stirrups 42 are arranged on the upper pre-buried steel plate 3;
step 3: installing a pouring template to form a column tenon pouring molding cavity and a cross groove pouring molding cavity;
step 4: pouring concrete, namely finishing pouring the upper support column 1 on the upper pre-embedded steel plate 3, and manufacturing a rough surface in the initial setting period of the concrete;
Step 5: the prefabricated upper support column 1 is installed on the shock insulation support 2 through an upper embedded steel plate 3 and an embedded bolt sleeve 5.
Through the construction method, the upper support column 1 with the embedded steel plate 3 is prepared by adopting a factory prefabrication method and can be directly arranged on the existing shock insulation support 2, so that the upper support column 1 is simplified in site construction, the wet operation of site construction is reduced, the problems of slurry leakage and pollution in cast-in-situ operation are solved, the standardized design of the upper support column 1 is realized, and the construction speed is improved.
As a further optimization of the scheme, step 4 comprises the steps of:
Step 4.1: pouring concrete from the top of the column tenons 11, vibrating and curing;
step 4.2: the top surface of the column tenon 11, the inner side surface of the column tenon 11 and the top surface of the cross-shaped groove 12 are provided with rough surfaces, the area of the rough surfaces is ensured to be more than or equal to 80 percent of the combined surface, and the concave-convex depth of the rough surfaces is more than or equal to 6mm.
Through setting up suitable roughness, can increase the adhesion between precast concrete and the cast in situ concrete, guarantee the reliable biography power of new old concrete faying face department, have important meaning to guaranteeing bearing capacity and the rigidity of beam column node, when setting up the roughness and reaching these two indexes, support overall structure can guarantee that the node district equals cast in situ concrete node, makes the computational model that structural design adopted more coincide with actual conditions.
As a further optimization of the scheme, step 4.2 comprises the steps of:
Step 4.2.1: rough surfaces are manufactured on the top surfaces of the column tenons 11 by adopting a roughening method, construction is performed by adopting roughening equipment, and scum in the roughening process is treated;
Step 4.2.2: the inner side surface of the column tenon 11 and the top surface of the cross-shaped groove 12 are manufactured into a rough surface by adopting a bone exposing method, and the inner side of the template of the part is coated with a proper amount of retarder; after the concrete is initially set and demolded, measures are taken to wash away the non-set cement mortar.
And setting rough surfaces by adopting different methods according to different contact surfaces.
As a further optimization of the scheme, step 3 comprises the steps of:
step 3.1: installing a side die of the upper support column 1 and a side die of the inner side of the column tenon 11 to form a column tenon pouring molding cavity;
Step 3.2: and installing a top die of the cross-shaped groove 12, and forming a cross-shaped groove 12 forming cavity by matching with the side die of the upper support column 1 and the side die of the inner side of the column tenon 11.
Adopt mortise and tenon structure and shear force wall bottom joist to be connected, increase the shared part of connection, improve the connection effect.
As a further optimization of the scheme, step 2 comprises the steps of:
Step 2.1: a transverse stress stirrup 42 and a longitudinal stress steel bar 41 are arranged in the column tenon 11 area to form a column tenon reinforcing frame 43;
step 2.2: longitudinal stress bars 41 are arranged in the area of the cross-shaped recess 12.
And a column tenon reinforcing frame 43 is arranged on the column tenon 11, so that the strength of the column tenon 11 after molding is ensured, and the longitudinal stress steel bars 41 in the area of the cross-shaped groove 12 can improve the connection strength with the joist at the bottom of the shear wall.
As a further optimization of the scheme, step 3.2 comprises the steps of:
Step 3.2.1: longitudinal stress steel bars 41 in the area of the cross-shaped groove 12 penetrate through the top die of the cross-shaped groove 12.
The cross-shaped groove 12 top die is provided with a through hole for giving way to the longitudinal stress steel bar 41, and the problem of slurry leakage is avoided by the method of plugging the through hole by adopting a rubber ring, so that the compactness of concrete molding is ensured.
As a further optimization of the solution, step 4 further comprises the steps of:
Step 4.3: and (3) removing the pouring template, and arranging cross transverse stress stirrups 42 on the longitudinal stress steel bars 41 in the area of the cross-shaped groove 12 to form a cross-shaped reinforcing frame 44.
By forming the cross reinforcement 44, the strength of the connection with the joists at the bottom of the shear wall is further improved.
As a further optimization of the scheme, step 5 comprises the steps of:
step 5.1: placing the upper support column 1 subjected to condensation on an upper connecting steel plate 22 of the shock insulation support 2;
Step 5.2: the upper connecting steel plate 22 is mounted on the upper pre-buried steel plate 3 by bolts on the pre-buried bolt sleeve 5.
As a further optimization of the scheme, step 1 comprises the steps of:
Step 1.1: preparing an upper embedded steel plate 3, and positioning an embedded bolt sleeve 5 on the top surface of the upper embedded steel plate 3;
Step 1.2: fixing the embedded bolt sleeve 5 on the upper embedded steel plate 3 by adopting a welding mode;
Step 1.3: setting a vertical fixed die table, and setting a placement opening on a bottom die plate, wherein the size of the placement opening is consistent with the outline size of the upper embedded steel plate 3;
step 1.4: and placing the upper pre-buried steel plate 3 in a placing opening on the bottom template, and adjusting the top elevation of the bottom die to be consistent with the top elevation of the upper pre-buried steel plate 3.
As a further optimization of the solution, step 4 further comprises the steps of:
Step 4.4: and installing embedded bars 6 on the embedded bolt sleeve 5.
The installation embedded bars 6 can strengthen the connection strength of the upper support column 1 and the upper embedded steel plate 3 through the embedded bolt sleeve 5.
In the prior art, in the construction process of the joist at the bottom of the shear wall, the vibration isolation support 2 is continuously installed on the poured lower support column, and after the installation is finished, the pouring of the upper support column 1 is performed on the vibration isolation support 2, wherein slurry leakage, pollution and steam curing of the upper support column 1 are all difficulties in the industry, and the construction quality is often inferior to the ideal degree of design. Therefore, aiming at the problem of on-site pouring and installation, the invention provides the prefabricated assembly type shock insulation support applied to the shear wall structure and the preparation method thereof, wherein the upper support column 1 and the shock insulation support 2 are prefabricated in factories, the consistency and the precision are improved compared with those of on-site installation and pouring, the mass production can be realized, the construction time is greatly reduced, and the problem of concrete pollution of the shock insulation rubber pad 21 is avoided.
The prefabricated assembled shock insulation support prepared by the method is characterized in that the upper supporting column 1 is a precast concrete quadrangular, a groove is formed in the top of the quadrangular along the axis direction of the beam, and the groove penetrates through the quadrangular. The structure can realize that the node core area is still a cast-in-place concrete area, and ensures that the longitudinal stress steel bars 41 and the plate steel bars are communicated or anchored at the support; four independent column tenons 11 are formed in the height range of the grooves, independent longitudinal steel bars and stirrups are arranged in the column tenons 11, rough surfaces are arranged on the inner sides and the tops of the grooves of the column tenons 11, and the whole structure of the support can ensure that node areas are equivalent to cast-in-place concrete nodes, so that a calculation model adopted by structural design is more identical to actual conditions. The transverse stress stirrup 42 and the U-shaped longitudinal stress steel bar 41 are arranged in the upper support column 1, the longitudinal stress steel bar 41 is not broken at the groove interface, the cross-shaped transverse stress stirrup 42 of the cast-in-situ part is installed after the solidification and the rough surface setting of the upper support column 1 are completed, and the reinforcement in the support column can ensure that the compression resistance and the shearing resistance bearing capacity of the node core area have better reserves.
The embedded bolt sleeve 5 is connected to the upper embedded steel plate 3 by adopting a fillet weld, one side of the welded embedded bolt sleeve 5 faces to one side of concrete, the top surface of the upper embedded steel plate 3 is flat with the bottom of the upper supporting column 1, and the embedded steel bar 6 and the upper end of the embedded bolt sleeve 5 are connected by adopting threads.
The upper connecting steel plate 22, the shock insulation rubber pad and the lower connecting steel plate form a shock insulation rubber support, the shock insulation rubber support is manufactured in a factory prefabricating mode, consistency is guaranteed, and the shock insulation rubber support is connected with the prefabricated upper supporting column 1 in the factory through a sleeve connecting bolt.
After the prefabricated shock insulation support implementation example is hoisted in place on a construction site, the shock insulation support 2 is connected with a lower embedded steel plate in a lower support column by using a sleeve connecting bolt by adopting the same connecting method as that of the upper connecting steel plate 22, so that the assembly of the prefabricated shock insulation support and a lower structure is completed.
When the prefabricated shock insulation support is connected with the joist at the bottom of the shear wall in an assembling way, the joist can be a prefabricated superposed beam or a cast-in-situ beam, the reinforcing steel bars at the bottom of the beam are anchored in the cast-in-situ area of the cross-shaped groove 12 of the upper supporting column 1, the reinforcing steel bars at the bottom of the beam and the floor are penetrated or anchored at the top of the upper supporting column 1, the cast-in-situ core area is formed by the joist and the node area of the upper supporting column 1 through cast-in-situ concrete, and the rough surfaces of the top and the side wall of the column tenons 11 are arranged, so that the biting force of the cast-in-situ concrete and the prefabricated concrete can be effectively increased, and the combined action of the concrete in the cast-in-situ area and the prefabricated concrete is ensured.
The joist supported by the prefabricated shock insulation support is used as a conversion platform of the upper shear wall structure, so that a proper platform is structurally provided for anchoring the bottom shear wall steel bars while the reliable transmission of horizontal force and vertical force is ensured.
Example 2:
Referring to fig. 1-6, the difference between the present embodiment and embodiment 1 is that the present embodiment provides a specific structural design of the shock insulation support 2 prepared by the construction method of embodiment 1, and shows the practical effect of using the construction method.
The utility model provides a be applied to prefabricated assembled shock insulation support of shear force wall structure, includes to hold in the palm post 1, go up pre-buried steel sheet 3 and shock insulation support 2, goes up pre-buried steel sheet 3 and locates to hold in the palm post 1 bottom and be connected with last post 1, and shock insulation support 2 includes to connect steel sheet 22, lower connection steel sheet 23 and shock insulation rubber pad 21, and shock insulation rubber pad 21 locates and connects between steel sheet 22 and the lower connection steel sheet 23 and be connected with both, goes up connection steel sheet 22 and goes up pre-buried steel sheet 3 and be connected.
In the prior art, in the construction process of the joist at the bottom of the shear wall, the vibration isolation support 2 is continuously installed on the poured lower support column, and after the installation is finished, the pouring of the upper support column 1 is performed on the vibration isolation support 2, wherein slurry leakage, pollution and steam curing of the upper support column 1 are all difficulties in the industry, and the construction quality is often inferior to the ideal degree of design. Therefore, aiming at the problem of cast-in-place installation, the invention provides the prefabricated assembly type shock insulation support applied to the shear wall structure, wherein the upper support column 1 and the shock insulation support 2 are prefabricated in factories, the consistency and the precision are improved compared with those of cast-in-place installation and casting, the mass production can be realized, the construction time is greatly shortened, and meanwhile, the problem of concrete pollution of the shock insulation rubber pad 21 is avoided.
In the invention, the upper connecting steel plate 22 is connected with the upper embedded steel plate 3 to realize effective, quick and accurate connection, and the lower connecting steel plate 23 is connected with the lower embedded steel plate of the lower support column to realize continuous and quick installation on site.
The prefabricated upper bracket can obtain better effect than on-site steam curing in the steam curing process, and the bearing capacity of the upper bracket is improved. The overall performance of the upper bracket is improved, and the overall performance of the joist at the bottom of the shear wall can be effectively improved.
Through the scheme, the prefabricated upper bracket and the vibration isolation support 2 are utilized for field installation, the problem caused by traditional field pouring is avoided, the vibration isolation rubber pad 21 is connected with the column body and is converted into the upper embedded steel plate 3 to be connected with the upper connecting steel plate 22, the connection accuracy is improved, meanwhile, the steel plate processing consistency is good, and the method is particularly suitable for industrial mass production. The support is simple in structure, convenient for standardized design, industrialized mass production and on-site assembly construction, and meanwhile, the problems of the shock insulation rubber pad 21 such as positioning deviation and slurry leakage pollution of the shock insulation rubber pad 21 can be well solved, so that the problems in the prior art are effectively solved.
As a further optimization of the scheme, the upper support column 1 further comprises a plurality of transverse stress stirrups 42 and a plurality of longitudinal stress steel bars 41, wherein the transverse stress stirrups 42 and the longitudinal stress steel bars 41 form a frame type built-in reinforcing frame 4, and the built-in reinforcing frame 4 is partially exposed out of the top of the upper support column 1. The built-in reinforcing frame 4 can increase the strength of the upper supporting column 1, provides a good connection structure when the upper supporting column 1 carries out the joist construction at the bottom of the shear wall, is favorable for the connection of cast-in-place concrete and the upper supporting column 1, and the exposed part can strengthen the connection of the cast-in-place concrete and the upper supporting column 1 and ensure the structural stability after the whole construction is completed.
In this embodiment, a cross-shaped groove 12 is provided at the top of the upper support column 1, and four column tenons 11 are formed around the cross-shaped groove 12. The cross-shaped groove 12 and the column tenons 11 can increase the contact area between the upper supporting column 1 and the bottom joist of the shear wall, improve the connection effect and improve the structural stability. The mortise and tenon structure can effectively improve the joint strength of two adapting unit, has carried out concrete placement on the face than direct and has had obvious connection effect promotion, and cross recess 12 increases the reinforcing bar part that built-in strengthening frame 4 exposed simultaneously, and the shared structure of shear force wall bottom joist and last bracket is more promptly, and the connection effect between the two is obvious to be promoted. All transverse stress stirrups 42 and longitudinal stress steel bars 41 are not broken at the cross-shaped groove 12, and the reinforcement in the upper support column 1 can ensure that the compression resistance and the shearing resistance bearing capacity of the node core area have better reserves.
As a further optimization of the solution, the built-in reinforcement 4 comprises a column tenon reinforcement 43 and a cross reinforcement 44, the column tenon reinforcement 43 being arranged in the column tenon 11, the cross reinforcement 44 being arranged in the cross recess 12. Cross reinforcement brackets 44 are disposed around the periphery of the cross recess 12 for enhancing the strength of the connection with the joists of the bottom of the shear wall. The column tenon reinforcing frame 43 is arranged for the column tenon 11 and used for reinforcing the structure of the column tenon 11, and the cross reinforcing frame 44 is utilized for realizing the reinforced connection of the shared part of the upper supporting column 1 and the supporting beam at the bottom of the shear wall, so that the connection strength between the upper supporting column 1 and the supporting beam is ensured to be strong enough.
As a further optimization of the scheme, the upper supporting column 1 is a cuboid, and the top surface of the upper supporting column 1 is square; the column tenons 11 are cuboid, and the top surfaces of the column tenons 11 are square. The column body with square cross section has strong symmetry, strong stress stability and small stress generated in the prefabrication process. The upper supporting column 1 and the column tenons 11 with symmetrical structures are adopted, so that force transmission and stress generation are uniform when the upper supporting column is stressed, and defects caused by local stress are effectively prevented. Meanwhile, the symmetrical structure has less stress and good solidification effect in the concrete pouring and forming process.
As a further optimization of the solution, the size of the top surface of the stud 11 is 1/3 of the size of the top surface of the upper bracket 1. The widths of the column tenons 11 and the cross-shaped grooves 12 are consistent, and structural balance of the column tenons and the cross-shaped grooves is guaranteed. Through the dimensional relation of control post tenon 11 and pop up post 1 for overall structure's symmetry is further strengthened, and overall structure obtains balancedly, guarantees that cross recess 12 has sufficient connecting area to be used for the further pouring of shear force wall bottom joist to connect, guarantees that post tenon 11 size can not be too little, guarantees difficult impaired in the installation.
In this embodiment, the top and inner sides of the stud and the top of the cross-shaped groove 12 are provided with rough surfaces, and the rough surfaces are uniformly provided with protrusions and pits. The roughness is used for the contact area of cast-in-place concrete of the joist at the bottom of the shear wall and the upper bracket column 1, so that the connection effect is further improved. The whole structure of the support can ensure that the node area is equal to a cast-in-place concrete node, so that a calculation model adopted by structural design is more consistent with the actual situation, and reliable force transmission of the structure is realized. The rough surface can also ensure that even if the cast-in-place concrete is not well adhered to the upper bracket after solidification, the rough surface can also provide obvious connection effect by virtue of the rugged contact surface.
As a further optimization of the scheme, the depth of the convex and the concave pit is more than or equal to 6mm. Too small depth can not hold the rubble in the cast in situ concrete, and the connection effect is not good enough, and the area of contact of increase is not big enough. The inner side and the top of the column tenons 11 are provided with rough surfaces, the rough surfaces and the areas are not smaller than 80% of the joint surfaces, and the concave-convex depth of the rough surfaces is not smaller than 6mm.
In this embodiment, still include embedded bolt sleeve 5, embedded bolt sleeve 5 locates on the embedded steel sheet 3 top surface, and on embedded steel sheet 3 is equipped with first mounting hole, goes up connecting steel sheet 22 and is equipped with the second mounting hole, and embedded bolt sleeve 5, first mounting hole and the coincidence of the central line of second mounting hole three. The embedded sleeve is adopted, and the connection between the upper support column 1 and the shock insulation support 2 can be completed by adopting bolts during field installation, so that additional equipment such as welding is not required. By adopting threaded connection, the installation accuracy can be effectively improved, the number and types of equipment and tools required by the site are reduced, the construction site is tidier, and the construction efficiency is higher.
In view of the above, the prefabricated assembly type shock insulation support 2 according to the present invention is designed, and the shock insulation support 2 is usually arranged at the corresponding position of the frame column in consideration of the shock insulation design of the frame structure, and the internal force is transmitted in a point-to-point simple manner. The shock insulation design of the shear wall structure is to perform structural calculation according to relatively complex line-to-point internal force transmission relation. The main section for realizing the design concept is to arrange a wall-supporting conversion beam at the bottom of a shear wall, the beam always bears the vertical force of a superstructure and simultaneously generates huge horizontal force under the action of earthquake and wind load, and the beam has an important effect on the whole structure. The grooves formed in the prefabricated vibration isolation support 2 can ensure that the crossed joists form a cast-in-situ area in the support node core area, longitudinal stress steel bars 41 can also keep continuous in the grooves, and after the floor slab and the joist concrete are cast in situ, the joists and the prefabricated vibration isolation support 2 can jointly act to form a complete shear wall conversion system, so that the vibration isolation of the shear wall structure is realized.
The above list of detailed descriptions is only specific to practical embodiments of the present invention, and they are not intended to limit the scope of the present invention, and all equivalent embodiments or modifications that do not depart from the spirit of the present invention should be included in the scope of the present invention.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The present embodiments are, therefore, to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present disclosure describes embodiments, not every embodiment is provided with a separate embodiment, and that this description is provided for clarity only, and that the disclosure is not limited to the embodiments described in detail below, and that the embodiments described in the examples may be combined as appropriate to form other embodiments that will be apparent to those skilled in the art.
Claims (7)
1. The preparation method of the prefabricated assembly type shock insulation support is characterized by comprising the following steps of:
Step 1: preparing an upper embedded steel plate (3), and fixing an embedded bolt sleeve (5) on the top surface of the upper embedded steel plate (3);
Step 2: longitudinal stress steel bars (41) and transverse stress stirrups (42) are arranged on the upper pre-buried steel plate (3);
Step 2.1: arranging transverse stress stirrups (42) and longitudinal stress steel bars (41) in the column tenon (11) area to form a column tenon reinforcing frame (43);
step 2.2: longitudinal stress steel bars (41) are arranged in the area of the cross-shaped groove (12);
step 3: installing a pouring template to form a column tenon pouring molding cavity and a cross groove pouring molding cavity;
step 3.1: installing a side die of an upper support column (1) and a side die of the inner side of a column tenon (11) to form a column tenon pouring molding cavity;
Step 3.2: installing a top die of the cross-shaped groove (12), and forming a cross-shaped groove (12) forming cavity by matching with a side die of the upper support column (1) and a side die of the inner side of the column tenon (11);
Step 3.2.1: longitudinal stress steel bars (41) in the area of the cross-shaped groove (12) penetrate through a top die of the cross-shaped groove (12); step 4: pouring concrete, namely finishing pouring of the upper support column (1) on the upper pre-embedded steel plate (3), and manufacturing a rough surface in the initial setting period of the concrete;
Step 5: and installing the prefabricated upper support column (1) on the shock insulation support (2) through an upper embedded steel plate (3) and an embedded bolt sleeve (5).
2. The method for manufacturing a prefabricated shock insulation support according to claim 1, wherein the step 4 comprises the steps of:
step 4.1: pouring concrete from the top of the column tenons (11), vibrating and curing;
Step 4.2: rough surfaces are arranged on the top surface of the column tenon (11), the inner side surface of the column tenon (11) and the top surface of the cross-shaped groove (12), the area of the rough surfaces is guaranteed to be more than or equal to 80% of the combined surface, and the concave-convex depth of the rough surfaces is more than or equal to 6mm.
3. The method for manufacturing a prefabricated shock insulation support according to claim 2, wherein the step 4.2 comprises the steps of:
step 4.2.1: rough surfaces are manufactured on the top surfaces of the column tenons (11) by adopting a roughening method, construction is performed by adopting roughening equipment, and scum in the roughening process is treated;
Step 4.2.2: the inner side surface of the column tenon (11) and the top surface of the cross-shaped groove (12) are manufactured into a rough surface by adopting a bone exposing method, and a proper amount of retarder is coated on the inner side surface of the column tenon (11) and the inner side of a template on the top surface of the cross-shaped groove (12); after the concrete is initially set and demolded, measures are taken to wash away the non-set cement mortar.
4. A method of preparing a prefabricated shock insulation support according to claim 3, wherein step 4 further comprises the steps of:
step 4.3: and (3) removing the pouring template, and arranging cross transverse stress stirrups (42) on the longitudinal stress steel bars (41) in the area of the cross-shaped groove (12) to form a cross-shaped reinforcing frame (44).
5. The method for manufacturing a prefabricated shock insulation support according to claim 4, wherein the step 5 comprises the steps of:
Step 5.1: placing the upper supporting column (1) subjected to condensation on an upper connecting steel plate (22) of the shock insulation support (2);
step 5.2: the upper connecting steel plate (22) is arranged on the upper embedded steel plate (3) through bolts on the embedded bolt sleeve (5).
6. The method for manufacturing a prefabricated shock insulation support according to claim 5, wherein the step 1 comprises the steps of:
Step 1.1: preparing an upper embedded steel plate (3), and positioning an embedded bolt sleeve (5) on the top surface of the upper embedded steel plate (3);
step 1.2: fixing the embedded bolt sleeve (5) on the upper embedded steel plate (3) in a welding mode;
Step 1.3: setting a vertical fixed die table, and setting a placement opening on a bottom die plate, wherein the size of the placement opening is consistent with the outline size of an upper embedded steel plate (3);
Step 1.4: and placing the upper embedded steel plate (3) in a placing opening on the bottom template, and adjusting the top elevation of the bottom die to be consistent with the top elevation of the upper embedded steel plate (3).
7. The method for preparing a prefabricated shock insulation support according to claim 6, wherein the step 4 further comprises the steps of:
step 4.4: and installing embedded bars (6) on the embedded bolt sleeve (5).
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