CN111364681B - Staggered tensioning anchoring structure for prestressed tendons of end column-beam joints and construction method - Google Patents
Staggered tensioning anchoring structure for prestressed tendons of end column-beam joints and construction method Download PDFInfo
- Publication number
- CN111364681B CN111364681B CN202010187174.9A CN202010187174A CN111364681B CN 111364681 B CN111364681 B CN 111364681B CN 202010187174 A CN202010187174 A CN 202010187174A CN 111364681 B CN111364681 B CN 111364681B
- Authority
- CN
- China
- Prior art keywords
- column
- prefabricated
- prestressed
- shaped steel
- post
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/08—Members specially adapted to be used in prestressed constructions
- E04C5/12—Anchoring devices
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/22—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material with parts being prestressed
Abstract
The invention discloses a prefabricated section steel concrete end column beam node prestressed tendon staggered tensioning and anchoring structure for an assembly building, which comprises a prefabricated column and also comprises: a preformed hole channel reserved in the preformed column; a T-shaped steel column integrally formed with the prefabricated column; the prefabricated column stacking layer is arranged on the upper portion of the prefabricated column; the superposed beam is arranged at one end of the prefabricated column; the top steel bar is exposed out of the upper part of the composite beam; the external extending steel bars extend out of the sides of the prefabricated columns; a plurality of reserved through holes formed in the T-shaped steel column; a tendon passing through a plurality of the prepared holes; the prestressed rib anchoring device is fixed on the T-shaped steel column, and the prestressed rib is fixed on the T-shaped steel column through the prestressed rib anchoring device; the structure ensures the integral stress requirement of the beam column joint and ensures that the joint has good negative bending moment resistance effect.
Description
Technical Field
The invention relates to a column-beam connecting node structure of an assembly building and a construction method, in particular to a column-beam node prestressed tendon staggered tensioning anchoring structure of a prefabricated section steel concrete end part of the assembly building and a construction method.
Background
In recent years, prefabricated buildings have been widely used with the continuous development and progress of new construction techniques and materials. In many countries where buildings are industrially developed, prefabricated building structures have been subjected to long-term experiments and applications, and modern prefabricated building products have been able to highly integrate various functions of buildings, and the forms and components of the buildings are very delicate.
The construction requirement of China is large, the construction speed is high, and the prefabricated building is necessary to be developed, so that the requirements on the prefabricated structure node structure and the hoisting process are higher and higher. The traditional prefabricated structure has high hoisting cost and low hoisting speed and precision, which brings great difficulty to building construction, and the prefabricated building hoisting needs to realize industrial modernization, further innovations and researches on the design of detailed structures such as hoisting methods, connecting nodes and the like are needed, so that the invention makes relevant creations on the basis of the problems according to the innovation of actual construction.
Combine prior art, the crisscross stretch-draw anchor structure of prestressing tendons of prefabricated shaped steel concrete tip post roof beam node of present assembly building mainly exists's problem is: the stress characteristic of the beam-column joint cannot be effectively improved, the integral stress requirement of the beam-column joint cannot be ensured, and the negative bending moment resistance effect of the joint is poor due to the fact that a superposed prestress technology is not developed and adopted; the existing construction method for the prefabricated section steel concrete end column beam node prestressed tendon staggered tensioning anchoring structure of the assembly building has the following problems: the hoisting cost is high, and the hoisting speed and precision are low, which brings great difficulty to the building construction.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a prefabricated section steel concrete end column beam node prestressed tendon staggered tensioning anchoring structure for an assembly building and a construction method, so as to solve the problems in the background technology.
In order to achieve the purpose, the invention provides the following technical scheme:
the utility model provides a crisscross stretch-draw anchor structure of prefabricated shaped steel concrete tip post roof beam node prestressing tendons of assembly building, includes prefabricated post, still includes:
a preformed hole channel reserved in the preformed column;
a T-shaped steel column integrally formed with the prefabricated column;
the prefabricated column stacking layer is arranged on the upper portion of the prefabricated column;
the superposed beam is arranged at one end of the prefabricated column;
the top steel bar is exposed out of the upper part of the composite beam;
the external extending steel bars extend out of the sides of the prefabricated columns;
a plurality of reserved through holes formed in the T-shaped steel column;
a tendon passing through a plurality of the prepared holes;
the prestressed rib anchoring device is fixed on the T-shaped steel column, and the prestressed rib is fixed on the T-shaped steel column through the prestressed rib anchoring device;
and the flat and hidden beam reinforcing mesh is fixed on the prefabricated column superposed layer and the upper part of the superposed beam.
By adopting the technical scheme, the superposed prestressed technology is adopted in the fabricated building, structures such as a T-shaped steel column, a superposed layer, a superposed beam, a top reinforcing steel bar, an overhanging reinforcing steel bar, a reserved perforation, a prestressed tendon anchoring device and a flat hidden beam reinforcing steel bar net are utilized in the produced prefabricated steel reinforced concrete, the strength of the traditional column-beam node prestressed tendon staggered tensioning anchoring structure is enhanced, the stress characteristic of a beam-column node can be effectively improved, the integral stress requirement of the beam-column node is better ensured by the whole post-cast concrete surface layer, and the negative bending moment resistance effect of the node is good.
Further, the invention also provides a construction method for assembling the prefabricated section steel concrete end column beam node prestressed tendon staggered tensioning anchoring structure of the building, which specifically comprises the following steps:
a. manufacturing a prefabricated column in a factory;
b. hoisting construction of the prefabricated column;
c. hoisting the superposed beam and installing a support system;
d. grouting and connecting the externally extending steel bar sleeves on the sides of the prefabricated columns at the post-cast sections of the beam-column joints;
e. installing a template and a support system at the post-cast section of the beam-column joint;
f. perforating and temporarily fixing the three-direction prestressed tendons;
g. pouring concrete at the post-cast sections of the beam-column joints;
h. stretching and anchoring the three-direction prestressed reinforcement;
j. mounting and fixing the flat hidden beam reinforcing mesh;
k. hoisting the laminated slab and installing a supporting system;
and m, casting post-cast concrete on the upper part of the whole floor layer in situ, vibrating and maintaining.
By adopting the technical scheme, the construction method of the prefabricated section steel concrete end column beam node prestressed tendon staggered tensioning anchoring structure for the assembly building can be summarized into eleven steps, wherein the prefabricated column and other main bodies are built in a factory, the hoisting cost is high, and the main body mechanisms are integrated into a whole, so that the hoisting speed and precision can be improved, and the construction can be conveniently carried out.
Further, in the step a: the T-shaped steel column and the prefabricated column inside the prefabricated column are integrally formed in a PC (personal computer) factory, the T-shaped steel column is inserted into the middle of the prefabricated column, the upper part of the T-shaped steel column extends out of the prefabricated column by 250-300mm, and the top of the T-shaped steel column is ensured to be positioned 40mm below a later-stage surface layer of the laminated slab; the top of the prefabricated column is designed into a one-way groove shape, and the depth of the groove opening is 200 +/-10 mm.
Further, in the step a: each stretching direction of a T-shaped steel column extending out of the top of the precast column at least ensures 2 stretching holes, and ensures that at least 6 stretching holes are formed in three stretching surfaces, wherein 4 stretching holes in the T-shaped steel column wing plate are arranged in 2 x 2 rows and columns, the diameter of each stretching hole is 1.05 times of that of a prestressed tendon, the distance between two rows of stretching holes is not less than 3 times of that of the prestressed tendon, the upper row of stretching holes is at least 50mm away from the top of the T-shaped steel column, the stretching holes in the web plate of the T-shaped steel column are positioned in the middle and below the web plate, the distance from the groove bottom of the precast column is at least 100mm, and the thicknesses of the T-shaped steel column wing plate and the web plate are not less than 30 mm.
Further, in the step b: when the prefabricated column is hoisted in place on site, a 20mm slurry layer is reserved when a subsequent superposed beam is hoisted, the verticality of the prefabricated column is adjusted at the same time, and the prefabricated column is supported and fixed by four-side oblique supports; and after grouting construction at the bottom of the prefabricated column is finished, constructing the prefabricated composite beam after the strength of the grouting material reaches 95% of the design strength, and not removing the inclined support.
Further, in the step c: before the prefabricated superposed beam is hoisted, the top notch of the prefabricated column is cleaned up, the superposed beam and the lower support system are completely installed, the elevation of the bottom of the superposed beam is accurately checked, and the construction of subsequent processes can be well controlled by ensuring the accuracy of the elevation of the bottom of the beam.
Further, in the step d: after the superposed beam is hoisted, the top steel bars of the beam body are laid and bound in the prefabricated column notch on site, the T-shaped steel column is avoided when the top steel bars in the superposed beam are bound, if the number of the top steel bars in the superposed beam is more than 8, holes are formed in the web plate of the T-shaped steel column, but the number of the penetrating steel bars of the holes is not more than 2; meanwhile, the overhanging reinforcing steel bars at the sides of the prefabricated columns at the joints of the column beams at the two ends and the integral overhanging reinforcing steel bars of the prefabricated beams are connected by adopting sleeve grouting.
Further, in the step e: and when the template and the supporting system at the post-pouring section are installed, a reserved hole for punching a part of prestressed tendons at column bodies on two sides of the prefabricated column and a prestressed hole in the prefabricated beam are the same hole.
Further, in the step f: after the installation of the template and the support system at the post-cast section of the beam column node is finished, each prestressed tendon is punched from the interior of the precast beam, after the prestressed pipeline of the interior part of the precast beam is penetrated with the tendon, the exposed prestressed tendon at the beam column node is penetrated through the hole at the side edge of the column, finally the prestressed tendon penetrates out of the groove of the precast column, immediately penetrates into the hole at the anchoring position of the prestressed tendon of the T-shaped steel column, is temporarily fixed, waits for the stretching work of the prestressed tendon, and ensures that the extending part of the prestressed tendon finally penetrating into the anchoring position of the T-shaped steel column is not less than 100mm in the blanking process of the prestressed tendon.
Further, in the step g: and after the three-direction prestressed tendons are punched and the temporary fixing work is finished, pouring concrete at the post-pouring section of the beam-column node, wherein the strength of the concrete poured in the post-pouring section is higher than the designed strength of the column-beam concrete by one grade and is not less than C40, curing the poured concrete after the concrete at the post-pouring section of the beam-column node is poured, and removing the template and the supporting system at the post-pouring section after the strength of the concrete at the post-pouring section reaches 85% of the designed strength.
In summary, the invention mainly has the following beneficial effects:
the invention adopts the superposed prestress technology in an assembly type building, and the produced prefabricated section steel concrete utilizes structures such as a T-shaped steel column, a superposed layer, a superposed beam, a top steel bar, an overhanging steel bar, a reserved perforation, a prestressed tendon anchoring device, a flat hidden beam steel bar net and the like, thereby enhancing the strength of the traditional column-beam node prestressed tendon staggered tensioning anchoring structure, effectively improving the stress characteristic of a beam-column node, better ensuring the integral stress requirement of the beam-column node by the whole post-cast concrete surface layer and ensuring that the node has good negative bending moment resistance effect;
the construction method for the prefabricated section steel concrete end column beam node prestressed tendon staggered tensioning anchoring structure of the assembly building can be summarized into eleven steps, wherein the prefabricated column and other main bodies are built in a factory, the hoisting cost is high, and all the main body mechanisms are integrated into a whole, so that the hoisting speed and precision can be improved, and the construction can be conveniently carried out.
Drawings
Fig. 1 is a schematic structural view of an embodiment of the present invention after hidden flat and dark beam steel bar mesh;
fig. 2 is a second schematic structural view of an embodiment of the present invention after hiding the hidden beam steel bar mesh;
FIG. 3 is a schematic structural view illustrating a traction structure at a T-shaped steel column according to an embodiment of the present invention;
fig. 4 is a schematic structural diagram of an embodiment of the present invention.
In the figure: 1. prefabricating a column; 2. reserving a pore channel; 3. a T-shaped steel column; 4. prefabricating a column overlapping layer; 5. a composite beam; 6. a top steel bar; 7. overhanging reinforcing steel bars; 8. reserving a perforation; 9. prestressed tendons; 10. a prestressed rib anchoring device; 11. flat hidden beam reinforcing mesh.
Detailed Description
The invention is described in further detail below with reference to figures 1-4.
Example 1
The utility model provides a crisscross stretch-draw anchor structure of prefabricated shaped steel concrete tip post roof beam node prestressing tendons of assembly building, includes prefabricated post 1, still includes:
a reserved hole channel 2 reserved in the prefabricated column 1;
a T-shaped steel column 3 integrally formed with the prefabricated column 1;
the prefabricated column overlapping layer 4 is arranged on the upper part of the prefabricated column 1;
the superposed beam 5 is arranged at one end of the prefabricated column 1;
the top steel bars 6 are exposed out of the upper part of the superposed beam 5;
the external extending steel bars 7 extend out of the sides of the prefabricated columns 1;
a plurality of reserved through holes 8 formed in the T-shaped steel column 3;
a tendon 9 passing through the plurality of prepared holes 8;
the prestressed tendon 9 anchoring device is fixed on the T-shaped steel column 3, and the prestressed tendon 9 is fixed on the T-shaped steel column 3 through the prestressed tendon 9 anchoring device;
and the flat and dark beam reinforcing mesh 11 is fixed on the upper parts of the prefabricated column laminated layer 4 and the laminated beam 5.
By adopting the technical scheme, the superposed prestressed technology is adopted in the fabricated building, structures such as the T-shaped steel column 3, the superposed layer, the superposed beam 5, the top reinforcing steel bar 6, the overhanging reinforcing steel bar 7, the reserved through hole 8, the prestressed tendon 9 anchoring device, the flat hidden beam reinforcing steel bar net 11 and the like are utilized in the produced prefabricated steel reinforced concrete, the strength of the traditional column-beam node prestressed tendon 9 staggered tensioning anchoring structure is enhanced, the stress characteristic of a beam-column node can be effectively improved, the integral stress requirement of the beam-column node is better ensured by the whole post-cast concrete surface layer, and the negative bending moment resistance effect of the node is good.
Example 2
The difference with embodiment 1 lies in that a construction method for assembling a prefabricated steel reinforced concrete end column beam node prestressed tendon staggered tensioning anchoring structure of a building is further provided, and the construction method specifically comprises the following steps:
a. manufacturing a prefabricated column 1 in a factory;
b. hoisting the prefabricated column 1;
c. hoisting the superposed beam 5 and installing a support system;
d. grouting and connecting the sleeves of the overhanging steel bars 7 at the side of the prefabricated column 1 at the post-cast section of the beam-column joint;
e. installing a template and a support system at the post-cast section of the beam-column joint;
f. perforating and temporarily fixing the three-direction prestressed tendons 9;
g. pouring concrete at the post-cast sections of the beam-column joints;
h. stretching and anchoring the three-direction prestressed reinforcement;
j. the flat hidden beam reinforcing mesh 11 is installed and fixed;
k. hoisting the laminated slab and installing a supporting system;
and m, casting post-cast concrete on the upper part of the whole floor layer in situ, vibrating and maintaining.
Wherein, in the step a: the T-shaped steel column 3 and the prefabricated column 1 in the prefabricated column 1 are integrally formed in a PC factory, the T-shaped steel column 3 is inserted into the middle of the prefabricated column 1, the upper part of the T-shaped steel column 3 extends out of the prefabricated column by 1250mm, and the top of the T-shaped steel column 3 is ensured to be positioned 40mm below a later-stage surface layer of the laminated slab in a comprehensive pouring mode; the top of the prefabricated column 1 is designed into a one-way groove shape, and the depth of the groove opening is 190 mm.
Wherein, in the step a: each 3 stretch-draw directions of T shaped steel post 3 overhanging in prefabricated post 1 top have 2 stretch-draw holes, three stretch-draw face has 6 stretch-draw holes, wherein 4 stretch-draw holes on the 3 pterygoid lamina of T shaped steel post are 2 ranks setting, every stretch-draw hole diameter is 1.05 times of prestressing tendons 9, the distance between two rows of stretch-draw holes is 3.2 times of prestressing tendons 9 diameter, go up the 3 top 55mm of stretch-draw hole distance T shaped steel post in row, the stretch-draw hole on the 3 webs of T shaped steel post is located the web middle part and below, there is 105mm apart from 1 tank bottom of prefabricated post, 3 pterygoid lamina of T shaped steel post and web thickness are 35 mm.
Wherein, in the step b: when the prefabricated column 1 is hoisted in place on site, a 20mm mortar bed layer is reserved when the subsequent superposed beam 5 is hoisted, meanwhile, the verticality of the prefabricated column 1 is adjusted, and the prefabricated column 1 is supported and fixed by four-side oblique supports; and after grouting construction at the bottom of the prefabricated column 1 is finished, constructing the prefabricated superposed beam 5 after the strength of the grouting material reaches 95% of the design strength, and not detaching the inclined support.
Wherein, in the step c: before the prefabricated superposed beam 5 is hoisted, the top notch of the prefabricated column 1 is cleaned, the superposed beam 5 and the following support system are completely installed, the elevation at the bottom of the superposed beam 5 is accurately checked, and the construction of subsequent processes can be controlled well by ensuring the accuracy of the elevation at the bottom of the beam.
Wherein, in the step d: after the superposed beam 5 is hoisted, the top steel bars 6 of the beam body are laid and bound in the groove of the precast column 1 on site, the T-shaped steel column 3 is avoided when the top steel bars 6 in the superposed beam 5 are bound, when the top steel bars 6 in the superposed beam 5 are designed to be 9, holes are formed in the web plate of the T-shaped steel column 3, and the number of the penetrating steel bars of the holes is 1; meanwhile, the overhanging reinforcing steel bars 7 on the side of the prefabricated column 1 at the joints of the column beams at the two ends and the integrally overhanging reinforcing steel bars 7 of the prefabricated beam are connected by adopting sleeve grouting.
Wherein, in step e: the method comprises the following steps that after the overhanging steel bars 7 of the prefabricated column 1 and the overhanging steel bars 7 of the prefabricated beam are connected at the post-pouring section by adopting a grouting sleeve, a template and a supporting system at the post-pouring section are installed, and when the template and the supporting system at the post-pouring section are installed, a reserved hole channel 2 for punching a hole and a prestressed hole channel in the prefabricated beam are the same hole channel in part of prestressed ribs 9 at two side column bodies of the prefabricated column 1.
Wherein, in the step f: after the installation of the template and the support system at the post-cast section of the beam-column joint is finished, each prestressed tendon 9 is punched from the interior of the precast beam, after the prestressed pipeline of the interior part of the precast beam is penetrated with the tendon, the exposed prestressed tendon 9 at the beam-column joint is penetrated from the hole at the side edge of the column, finally the prestressed tendon 9 penetrates out of the notch of the precast column 1, immediately penetrates into the hole channel at the anchoring position of the prestressed tendon 9 of the T-shaped steel column 3, is temporarily fixed, waits for the stretching work of the prestressed tendon 9, and ensures that the extension part at the anchoring position of the prestressed tendon 9 which finally penetrates into the T-shaped steel column 3 is 105mm in the blanking process of the prestressed tendon 9.
Wherein, in step g: and after the three-direction prestressed tendons 9 are punched and the temporary fixing work is finished, pouring concrete at the post-pouring section of the beam-column node, wherein the strength of the concrete poured in the post-pouring section is higher than the designed strength of the column-beam concrete by one grade and is not less than C40, curing the poured concrete after the concrete at the post-pouring section of the beam-column node is poured, and removing the template and the supporting system at the post-pouring section after the strength of the concrete at the post-pouring section reaches 85% of the designed strength.
And h, tensioning and anchoring the prestressed reinforcement in three directions: after concrete at the post-cast section of the beam-column joint is cast, the tensioning and anchoring work of the prestressed tendons 9 can be carried out after the concrete strength at the post-cast section reaches 100% of the designed strength. Because the end beam column node is the stretching and anchoring of the prestressed tendons 9 in the three directions, during construction, the prestressed tendons 9 at two side edges of the precast column 1 are symmetrically stretched and anchored, namely the prestressed tendons 9 at 4 stretching hole positions on the T-shaped steel wing plate, the prestressed tendons 9 at 2 stretching hole positions along the diagonal angle in the same direction of 4 stretching holes are a group and are stretched in a staggered mode respectively, after the stretching and anchoring of the prestressed tendons 9 at 4 stretching hole positions on the T-shaped steel wing plate are finished, the prestressed tendons 9 at the third direction (namely the prestressed stretching hole on the T-shaped steel web plate) are stretched and anchored.
Wherein, in the step j of mounting and fixing the flat hidden beam reinforcing mesh 11: because the beam-column node is a hogging moment concentrated area and is used for reinforcing the connection strength of the beam-column node, before the laminated surface layer concrete is integrally poured, a flat hidden beam steel bar net 11 resisting hogging moment is arranged on the upper portion of the beam-column node, the upper portion steel bars in the flat hidden beam steel bar net 11 are 4 third-level steels with the diameter of 12mm, the lower portion steel bars are 3 third-level steels with the diameter of 12mm, the design length of the flat hidden beam steel bar net 11 is 1100mm, and the height of the flat hidden beam steel bar net 11 is flexibly controlled according to the thickness of a post-poured surface layer.
Wherein, during step k superimposed sheet hoist and mount and the mounting of braced system: and after the connection and installation of all the beams and the columns are finished, hoisting the laminated slabs around and installing the supporting system, so as to prepare for a subsequent concrete floor cast-in-place layer.
Therefore, the construction method for the prefabricated section steel concrete end column beam node prestressed tendon staggered tensioning anchoring structure of the assembly building can be summarized into eleven steps, wherein the prefabricated column 1 and other main bodies are built in a factory, the hoisting cost is high, and all the main body mechanisms are integrated into a whole, so that the hoisting speed and precision can be improved, and the construction can be conveniently carried out.
Example 3
The difference from the embodiment 2 lies in that the construction method for assembling the prefabricated section steel concrete end column beam node prestressed tendon staggered tensioning anchoring structure of the building specifically comprises the following steps:
a. manufacturing a prefabricated column 1 in a factory;
b. hoisting the prefabricated column 1;
c. hoisting the superposed beam 5 and installing a support system;
d. grouting and connecting the sleeves of the overhanging steel bars 7 at the side of the prefabricated column 1 at the post-cast section of the beam-column joint;
e. installing a template and a support system at the post-cast section of the beam-column joint;
f. perforating and temporarily fixing the three-direction prestressed tendons 9;
g. pouring concrete at the post-cast sections of the beam-column joints;
h. stretching and anchoring the three-direction prestressed reinforcement;
j. the flat hidden beam reinforcing mesh 11 is installed and fixed;
k. hoisting the laminated slab and installing a supporting system;
and m, casting post-cast concrete on the upper part of the whole floor layer in situ, vibrating and maintaining.
Wherein, in the step a: the T-shaped steel column 3 and the prefabricated column 1 inside the prefabricated column 1 are integrally formed in a PC factory, the T-shaped steel column 3 is inserted into the middle of the prefabricated column 1, the upper part of the T-shaped steel column 3 extends out of the prefabricated column by 1300mm, and the top of the T-shaped steel column 3 is ensured to be positioned 40mm below a later-stage surface layer of the laminated slab in a comprehensive pouring mode; the top of the prefabricated column 1 is designed into a one-way groove shape, and the depth of the groove opening is 210 mm.
Wherein, in the step a: each stretching direction of 3 each stretching holes of T shaped steel post that stretch out in 1 top of precast column has 2 stretching holes, and three stretching face has 6 stretching holes, and wherein 4 stretching holes on 3 pterygoid laminas of T shaped steel post are 2 ranks setting, and every stretching hole diameter is 1.05 times of prestressing tendons 9, and the distance between two rows of stretching holes is 3.5 times of prestressing tendons 9 diameter, and the last row of stretching holes is apart from 3 tops of T shaped steel post 60mm, and the stretching hole on 3 webs of T shaped steel post is located the web middle part and below, and there is 110mm apart from 1 tank bottom of precast column, and 3 pterygoid laminas of T shaped steel post are 30mm with the web thickness.
Wherein, in the step b: when the prefabricated column 1 is hoisted in place on site, a 20mm mortar bed layer is reserved when the subsequent superposed beam 5 is hoisted, meanwhile, the verticality of the prefabricated column 1 is adjusted, and the prefabricated column 1 is supported and fixed by four-side oblique supports; and after grouting construction at the bottom of the prefabricated column 1 is finished, constructing the prefabricated superposed beam 5 after the strength of the grouting material reaches 95% of the design strength, and not detaching the inclined support.
Wherein, in the step c: before the prefabricated superposed beam 5 is hoisted, the top notch of the prefabricated column 1 is cleaned, the superposed beam 5 and the following support system are completely installed, the elevation at the bottom of the superposed beam 5 is accurately checked, and the construction of subsequent processes can be controlled well by ensuring the accuracy of the elevation at the bottom of the beam.
Wherein, in the step d: after the superposed beam 5 is hoisted, the top steel bars 6 of the beam body are laid and bound in the groove of the precast column 1 on site, the T-shaped steel column 3 is avoided when the top steel bars 6 in the superposed beam 5 are bound, when the top steel bars 6 in the superposed beam 5 are designed to be 9, holes are formed in the web plate of the T-shaped steel column 3, and the number of the penetrating steel bars of the holes is 2; meanwhile, the overhanging reinforcing steel bars 7 on the side of the prefabricated column 1 at the joints of the column beams at the two ends and the integrally overhanging reinforcing steel bars 7 of the prefabricated beam are connected by adopting sleeve grouting.
Wherein, in step e: the method comprises the following steps that after the overhanging steel bars 7 of the prefabricated column 1 and the overhanging steel bars 7 of the prefabricated beam are connected at the post-pouring section by adopting a grouting sleeve, a template and a supporting system at the post-pouring section are installed, and when the template and the supporting system at the post-pouring section are installed, a reserved hole channel 2 for punching a hole and a prestressed hole channel in the prefabricated beam are the same hole channel in part of prestressed ribs 9 at two side column bodies of the prefabricated column 1.
Wherein, in the step f: after the installation of the template and the support system at the post-cast section of the beam-column joint is finished, each prestressed tendon 9 is punched from the interior of the precast beam, after the prestressed pipeline of the interior part of the precast beam is penetrated with the tendon, the exposed prestressed tendon 9 at the beam-column joint is penetrated from the hole at the side edge of the column, finally the prestressed tendon 9 penetrates out of the notch of the precast column 1, immediately penetrates into the hole channel at the anchoring position of the prestressed tendon 9 of the T-shaped steel column 3, is temporarily fixed, waits for the stretching work of the prestressed tendon 9, and ensures that the extension part at the anchoring position of the prestressed tendon 9 which finally penetrates into the T-shaped steel column 3 is 110mm in the blanking process of the prestressed tendon 9.
Wherein, in step g: and after the three-direction prestressed tendons 9 are punched and the temporary fixing work is finished, pouring concrete at the post-pouring section of the beam-column node, wherein the strength of the concrete poured in the post-pouring section is higher than the designed strength of the column-beam concrete by one grade and is not less than C40, curing the poured concrete after the concrete at the post-pouring section of the beam-column node is poured, and removing the template and the supporting system at the post-pouring section after the strength of the concrete at the post-pouring section reaches 85% of the designed strength.
And h, tensioning and anchoring the prestressed reinforcement in three directions: after concrete at the post-cast section of the beam-column joint is cast, the tensioning and anchoring work of the prestressed tendons 9 can be carried out after the concrete strength at the post-cast section reaches 100% of the designed strength. Because the end beam column node is the stretching and anchoring of the prestressed tendons 9 in the three directions, during construction, the prestressed tendons 9 at two side edges of the precast column 1 are symmetrically stretched and anchored, namely the prestressed tendons 9 at 4 stretching hole positions on the T-shaped steel wing plate, the prestressed tendons 9 at 2 stretching hole positions along the diagonal angle in the same direction of 4 stretching holes are a group and are stretched in a staggered mode respectively, after the stretching and anchoring of the prestressed tendons 9 at 4 stretching hole positions on the T-shaped steel wing plate are finished, the prestressed tendons 9 at the third direction (namely the prestressed stretching hole on the T-shaped steel web plate) are stretched and anchored.
Wherein, in the step j of mounting and fixing the flat hidden beam reinforcing mesh 11: because the beam-column node is a hogging moment concentrated area and is used for reinforcing the connection strength of the beam-column node, before the laminated surface layer concrete is integrally poured, a flat hidden beam steel bar net 11 resisting hogging moment is arranged on the upper portion of the beam-column node, the upper portion steel bars in the flat hidden beam steel bar net 11 are 5 third-level steels with the diameter of 12mm, the lower portion steel bars are 4 third-level steels with the diameter of 12mm, the design length of the flat hidden beam steel bar net 11 is 1200mm, and the height of the flat hidden beam steel bar net 11 is flexibly controlled according to the thickness of a post-poured surface layer.
Wherein, during step k superimposed sheet hoist and mount and the mounting of braced system: and after the connection and installation of all the beams and the columns are finished, hoisting the laminated slabs around and installing the supporting system, so as to prepare for a subsequent concrete floor cast-in-place layer.
The present embodiment is only for explaining the present invention, and it is not limited to the present invention, and those skilled in the art can make modifications of the present embodiment without inventive contribution as needed after reading the present specification, but all of them are protected by patent law within the scope of the claims of the present invention.
Claims (8)
1. The utility model provides a crisscross stretch-draw anchor structure of tip post roof beam node prestressing tendons, includes prefabricated post (1), its characterized in that: further comprising:
a preformed hole (2) preformed in the preformed column;
a T-shaped steel column (3) integrally molded with the precast column;
a precast column stacking layer (4) arranged on the upper part of the precast column;
the superposed beam (5) is arranged at one end of the prefabricated column;
the top steel bars (6) are exposed out of the upper part of the superposed beam (5);
the external extending steel bars (7) extend out of the sides of the precast columns (1);
a plurality of reserved through holes (8) formed in the T-shaped steel column (3);
a tendon (9) passing through a plurality of said preformed perforations (8);
the prestressed rib anchoring device (10) is fixed on the T-shaped steel column (3), and the prestressed ribs (9) are fixed on the T-shaped steel column (3) through the prestressed rib anchoring device (10);
and the flat and hidden beam reinforcing mesh (11) is fixed on the upper parts of the precast column laminated layer (4) and the laminated beam (5);
each tensioning direction of the T-shaped steel column (3) extending out of the top of the prefabricated column (1) at least ensures 2 tensioning holes, and the three tensioning surfaces at least ensure 6 tensioning holes;
during installation, each prestressed tendon (9) is punched from the interior of the precast beam, after the prestressed pipeline of the interior part of the precast beam is punched, the exposed prestressed tendon (9) at the joint of the beam column is penetrated from the hole at the side edge of the column, and finally the prestressed tendon (9) penetrates out of the notch of the precast column (1) and then penetrates into the hole channel at the anchoring position of the prestressed tendon (9) of the T-shaped steel column (3).
2. A construction method for an end column beam node prestressed tendon staggered tensioning anchoring structure specifically comprises the following steps:
a. manufacturing a prefabricated column (1) in a factory;
b. hoisting construction of the prefabricated column (1);
c. hoisting the superposed beam (5) and installing a support system;
d. the side overhanging steel bars (7) of the prefabricated column (1) at the post-cast section of the beam-column joint are connected in a sleeve grouting way;
e. installing a template and a support system at the post-cast section of the beam-column joint;
f. the three-direction prestressed tendons (9) are perforated and temporarily fixed;
g. pouring concrete at the post-cast sections of the beam-column joints;
h. stretching and anchoring the three-direction prestressed reinforcement;
j. the flat hidden beam reinforcing mesh (11) is installed and fixed;
k. hoisting the laminated slab and installing a supporting system;
m, pouring post-cast concrete on the upper part of the whole floor layer in situ, vibrating and maintaining;
in the step a: the T-shaped steel column (3) inside the prefabricated column (1) and the prefabricated column (1) are integrally formed in a PC factory, the T-shaped steel column (3) is inserted into the middle of the prefabricated column (1), the upper part of the T-shaped steel column (3) extends out of the prefabricated column (1) by 300mm, and the top of the T-shaped steel column (3) is ensured to be positioned 40mm below a later-stage surface layer of the laminated slab in a comprehensive pouring mode; the top of the prefabricated column (1) is designed to be a one-way groove, and the depth of the groove opening is 200 +/-10 mm;
in the step a: each stretching direction of a T-shaped steel column (3) extending out of the top of the precast column (1) at least ensures 2 stretching holes, and at least 6 stretching holes of three stretching surfaces are ensured, wherein 4 stretching holes on a wing plate of the T-shaped steel column (3) are arranged in 2 x 2 rows and columns, the diameter of each stretching hole is 1.05 times of that of a prestressed tendon (9), the distance between two rows of stretching holes is not less than 3 times of that of the prestressed tendon (9), the upper row of stretching holes is at least 50mm away from the top of the T-shaped steel column (3), the stretching holes on a web plate of the T-shaped steel column (3) are positioned in the middle of and below the web plate, the distance from the bottom of the precast column (1) is at least 100mm, and the thicknesses of the wing plate and the web plate of the T-shaped steel column (3) are not less than 30 mm;
in the step f: after the installation of the template and the support system at the post-cast section of the beam column node is finished, each prestressed tendon (9) is punched from the interior of the precast beam, after the prestressed pipeline of the interior part of the precast beam is penetrated with the tendon, the exposed prestressed tendon (9) at the beam column node is penetrated from the hole at the side edge of the column, finally the prestressed tendon (9) penetrates out of the notch of the precast column (1), and then penetrates into the hole channel at the anchoring position of the prestressed tendon (9) of the T-shaped steel column (3) immediately and is fixed temporarily, and the tensioning work of the prestressed tendon (9) is waited.
3. The construction method of the staggered tensioning and anchoring structure of the prestressed tendons of the end column-beam joints according to claim 2, characterized by comprising the following steps: in the step b: when the prefabricated column (1) is hoisted in place on site, a 20mm slurry layer is reserved when the subsequent superposed beam (5) is hoisted, the verticality of the prefabricated column (1) is adjusted, and the prefabricated column (1) is supported and fixed in a four-side inclined manner; and (3) after grouting construction at the bottom of the prefabricated column (1) is finished, constructing the prefabricated superposed beam (5) after the strength of the grouting material reaches 95% of the design strength, and not detaching the inclined support.
4. The construction method of the staggered tensioning and anchoring structure of the prestressed tendons of the end column-beam joints according to claim 2, characterized by comprising the following steps: in the step c: before the prefabricated superposed beam (5) is hoisted, the top notch of the prefabricated column (1) is cleaned, the superposed beam (5) and the following support system are installed, the elevation of the bottom of the superposed beam (5) is accurately checked, and the construction of the subsequent process can be well controlled by ensuring the accuracy of the elevation of the bottom of the beam.
5. The construction method of the staggered tensioning and anchoring structure of the prestressed tendons of the end column-beam joints according to claim 2, characterized by comprising the following steps: in the step d: after the superposed beam (5) is hoisted, top steel bars (6) of a beam body are laid and bound in a notch of the precast column (1) on site, the T-shaped steel column (3) is avoided when the top steel bars (6) in the superposed beam (5) are bound, if the number of the top steel bars (6) in the superposed beam (5) is more than 8, holes are formed in a web plate of the T-shaped steel column (3), but the number of the penetrating steel bars of the holes cannot exceed 2; meanwhile, overhanging reinforcing steel bars (7) on the sides of the prefabricated columns (1) at the joints of the column beams at the two ends are connected with the integrally overhanging reinforcing steel bars (7) of the prefabricated beams through sleeve grouting.
6. The construction method of the staggered tensioning and anchoring structure of the prestressed tendons of the end column-beam joints according to claim 2, characterized by comprising the following steps: in the step e: the method comprises the following steps that after the external reinforcing steel bars (7) of the prefabricated column (1) and the external reinforcing steel bars (7) of the prefabricated beam are connected at the post-pouring section through grouting sleeves, a template and a supporting system at the post-pouring section are installed, and when the template and the supporting system at the post-pouring section are installed, a part of prestressed ribs (9) of column bodies on two sides of the prefabricated column (1) are used for forming a reserved hole channel (2) for punching and an internal prestressed hole channel of the prefabricated beam are the same hole channel.
7. The construction method of the staggered tensioning and anchoring structure of the prestressed tendons of the end column-beam joints according to claim 2, characterized by comprising the following steps: in the step f: and in the blanking process of the prestressed tendons (9), the overhanging parts of the anchoring positions of the prestressed tendons (9) which finally penetrate into the T-shaped steel column (3) are required to be not less than 100 mm.
8. The construction method of the staggered tensioning and anchoring structure of the prestressed tendons of the end column-beam joints according to claim 2, characterized by comprising the following steps: in the step g: and after the perforation and temporary fixing of the three-direction prestressed tendons (9) are finished, pouring concrete at the post-pouring section of the beam-column node, wherein the strength of the concrete poured in the post-pouring section is higher by one grade than the designed strength of the column-beam concrete and is not less than C40, curing the poured concrete after the concrete at the post-pouring section of the beam-column node is poured, and removing the template and the supporting system at the post-pouring section after the strength of the concrete at the post-pouring section reaches 85% of the designed strength.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010187174.9A CN111364681B (en) | 2020-03-17 | 2020-03-17 | Staggered tensioning anchoring structure for prestressed tendons of end column-beam joints and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010187174.9A CN111364681B (en) | 2020-03-17 | 2020-03-17 | Staggered tensioning anchoring structure for prestressed tendons of end column-beam joints and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111364681A CN111364681A (en) | 2020-07-03 |
| CN111364681B true CN111364681B (en) | 2021-09-21 |
Family
ID=71204455
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010187174.9A Active CN111364681B (en) | 2020-03-17 | 2020-03-17 | Staggered tensioning anchoring structure for prestressed tendons of end column-beam joints and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111364681B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114517562A (en) * | 2020-11-20 | 2022-05-20 | 林恕如 | Steel bar anchoring system and method |
| CN113605540A (en) * | 2021-06-30 | 2021-11-05 | 江苏晟功建设集团有限公司 | Assembled steel-concrete structure column-beam unbonded prestressed node structure and construction method |
| CN114045750B (en) * | 2021-11-10 | 2023-11-28 | 中冶交通建设集团有限公司 | Construction method of high pier column tie beam |
| CN114232792B (en) * | 2021-12-08 | 2023-08-08 | 中国二十冶集团有限公司 | Post-tensioning anchoring-based fabricated building beam column node connection construction method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH084107A (en) * | 1994-06-16 | 1996-01-09 | Toda Constr Co Ltd | Connecting method for column/beam connection |
| JP2011252304A (en) * | 2010-06-01 | 2011-12-15 | Shimizu Corp | JOINT STRUCTURE AND JOINT METHOD OF PCa COLUMN AND COMPOSITE BEAM |
| CN103088915A (en) * | 2012-08-16 | 2013-05-08 | 杨众 | Cast-in-site column with column cap and construction method |
| CN107023077A (en) * | 2017-04-17 | 2017-08-08 | 天元建设集团有限公司 | Square tube post and the cantilevered corner beam Column border node of H profile steel, assembled connector and construction method |
| CN107165272A (en) * | 2017-06-22 | 2017-09-15 | 中国建筑股份有限公司 | Prestressing force assembly concrete frame joint attachment structure and its construction method |
| CN207469441U (en) * | 2017-10-30 | 2018-06-08 | 江苏工程职业技术学院 | A kind of prefabricated assembled overlapping beam column connecting portion presstressed reinforcing steel strengthens joint structure |
| CN110512727A (en) * | 2019-07-23 | 2019-11-29 | 江苏晟功建设集团有限公司 | A kind of pre-buried insulation board post stretching anchorage node construction of assembled architecture lotus rhizome beam and its construction method |
-
2020
- 2020-03-17 CN CN202010187174.9A patent/CN111364681B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH084107A (en) * | 1994-06-16 | 1996-01-09 | Toda Constr Co Ltd | Connecting method for column/beam connection |
| JP2011252304A (en) * | 2010-06-01 | 2011-12-15 | Shimizu Corp | JOINT STRUCTURE AND JOINT METHOD OF PCa COLUMN AND COMPOSITE BEAM |
| CN103088915A (en) * | 2012-08-16 | 2013-05-08 | 杨众 | Cast-in-site column with column cap and construction method |
| CN107023077A (en) * | 2017-04-17 | 2017-08-08 | 天元建设集团有限公司 | Square tube post and the cantilevered corner beam Column border node of H profile steel, assembled connector and construction method |
| CN107165272A (en) * | 2017-06-22 | 2017-09-15 | 中国建筑股份有限公司 | Prestressing force assembly concrete frame joint attachment structure and its construction method |
| CN207469441U (en) * | 2017-10-30 | 2018-06-08 | 江苏工程职业技术学院 | A kind of prefabricated assembled overlapping beam column connecting portion presstressed reinforcing steel strengthens joint structure |
| CN110512727A (en) * | 2019-07-23 | 2019-11-29 | 江苏晟功建设集团有限公司 | A kind of pre-buried insulation board post stretching anchorage node construction of assembled architecture lotus rhizome beam and its construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111364681A (en) | 2020-07-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111364681B (en) | Staggered tensioning anchoring structure for prestressed tendons of end column-beam joints and construction method | |
| CN107165272B (en) | Prestressed assembled concrete frame node connecting structure and construction method thereof | |
| CN106401036B (en) | A kind of assembled steel frame prefabricated concrete floor structure | |
| CN106836479B (en) | Assembled prestressed concrete frame structure | |
| CN107476476A (en) | One kind is greatly across steel bar truss floor support plate and reinforced beam combination constructing method thereof | |
| CN206070562U (en) | Subassembly formula underground structure | |
| CN105649360A (en) | Integral assembling type building system and installing method | |
| CN103046645A (en) | Large span prefabricated monolithic casting structure and construction method | |
| CN111851831A (en) | Unbonded prestressed node structure for superposed T-beam under assembled building plate and construction method | |
| CN108086488A (en) | Assembled frame-shear structure wall splitlevel connection structure and assembling method | |
| CN114319977B (en) | Steel pipe concrete row column type connection precast shear wall structure and construction method | |
| CN112112265A (en) | Connecting joint of dry-type connected precast beam column and construction method | |
| CN109989339B (en) | Prefabricated segment pier and application thereof in bridge construction | |
| CN110644662A (en) | Prefabricated flat slab composite slab based on stress and splitting method thereof | |
| KR100712354B1 (en) | PC Integrating Construction Method of an Underground Parking Lot and PC Column-Beam Joint System for Long Span PC Beam therein | |
| CN111335485B (en) | Prefabricated section steel concrete intermediate column beam node prestressed tendon staggered tensioning anchoring structure for assembly building and construction method | |
| CN112482567A (en) | Construction method and structure of four-direction unbonded prestressed crossed beam-column joint | |
| CN211421637U (en) | Connecting structure of prefabricated gutter | |
| CN112482569A (en) | Construction method and structure of three-direction unbonded prestressed crossed beam-column joint | |
| CN112502337A (en) | Fabricated floor, building structure with fabricated floor and construction method of building structure | |
| CN111851832A (en) | Tensioning end node structure of laminated T-beam wing plate under assembled building plate and construction method | |
| CN203939144U (en) | For the device of connecting building structure shear wall and concrete floor | |
| CN207525906U (en) | A kind of assembled frame-shear structure wall splitlevel connection structure | |
| CN216920894U (en) | Prefabricated floor panel with removable stiffening member | |
| CN104153467A (en) | Device for connecting shear wall and concrete floor in construction structure and arranging method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |