CN207194146U - Prestressing force assembly concrete frame joint attachment structure - Google Patents

Prestressing force assembly concrete frame joint attachment structure Download PDF

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Publication number
CN207194146U
CN207194146U CN201720733710.4U CN201720733710U CN207194146U CN 207194146 U CN207194146 U CN 207194146U CN 201720733710 U CN201720733710 U CN 201720733710U CN 207194146 U CN207194146 U CN 207194146U
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China
Prior art keywords
precast concrete
power consumption
post
reinforcing bar
bending resistance
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CN201720733710.4U
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Chinese (zh)
Inventor
郭海山
齐虎
刘康
王冬雁
李黎明
田力达
耿娇
李明
张海涛
李桐
杨晓杰
范昕
侯学颖
曾涛
蒋立红
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China State Construction Engineering Corp Ltd CSCEC
China Construction Baili Engineering Technology Development Co Ltd
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China State Construction Engineering Corp Ltd CSCEC
China Construction Baili Engineering Technology Development Co Ltd
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Priority to CN201720733710.4U priority Critical patent/CN207194146U/en
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Publication of CN207194146U publication Critical patent/CN207194146U/en
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Abstract

Assembly concrete frame structure technical field is the utility model is related to, discloses a kind of prestressing force assembly concrete frame joint attachment structure.The utility model includes the post-tensioned prestressed reinforcement beam of precast concrete column, precast concrete composite beam, laminated floor slab, connection precast concrete column and precast concrete composite beam, bending resistance power consumption reinforcing bar and shearing resistance high tensile reinforcement, the beam last layer of precast concrete composite beam and the plate last layer formed by integrally casting of laminated floor slab and formed;High-strength cementation of fissures binding material is filled in beam column seam between precast concrete composite beam and precast concrete column;Bending resistance power consumption reinforcing bar and shearing resistance high tensile reinforcement are laid in the beam last layer on precast concrete composite beam top, and bending resistance power consumption reinforcing bar is located above shearing resistance high tensile reinforcement.The utility model can efficiently construct, and anti-seismic performance and progressive collapse-resisting ability are good, be repaired after being easy to shake.

Description

Prestressing force assembly concrete frame joint attachment structure
Technical field
Assembly concrete frame structure technical field is the utility model is related to, more particularly to a kind of prestressing force assembled Concrete frame node attachment structure.
Background technology
Assembly concrete frame structure system extensively should due to the advantages that its speed of application is fast, social environment benefit is good With its anti-seismic performance mainly has the connecting node between prefabricated components to determine.
At present, domestic assembly concrete frame structure system mainly uses two ways, and a kind of is half dry type, beam Post disconnects in node point connection, is segmented prefabricated beam column component, and cast-in-place formed fills at the construction field (site) in the connecting node region of beam column Structural system with monoblock type, the attachment structure construction of this node is complicated, and difficulty is larger;A kind of is dry type, main application In mill construction, the bracket of support precast beam is set in prefabricated post, passes through steel plate built-in fitting between prefabricated post and precast beam Welding or joint bar connection, the ability of the attachment structure transmission beam-ends moment of flexure of this node is poor, and Seismic Behavior is poor.
On the dry type connecting node of assembly concrete frame structure system, the U.S. and Japan are not provided with bracket, by it Applied in civil buildings, typically there are following several ways:A kind of is to be respectively provided with power consumption reinforcing bar in the top and the bottom of beam, although the earth The lower energy dissipation capacity of shake is good, but causes node construction complicated, and the especially power consumption reinforcing bar of beam bottom, installation is inconvenient;One kind is beam Post is only connected by post-tensioned prestressed reinforcement, and this structure energy-dissipating property under violent earthquake is poor, and anti-seismic performance is undesirable;One kind is Power consumption reinforcing bar is set in the top reserving hole of precast beam, hole, it is necessary to set longer construction groove to be used for scene on beam Laying power consumption reinforcing bar, work progress is complicated, difficulty is big, while the reinforcing bar that consumes energy also serves as shear reinforcement, and number of applications is big, it is difficult to pre- Laid in section processed, and deficiency often occurs in the anchorage length in side column, causes this node shear behavior difference to be particularly When presstressed reinforcing steel fails, node progressive collapse-resisting ability is poor;The connecting node of this dry type, although situ wet operation is less, But the structure floor globality poor and water resistance of floor gap is difficult to ensure that.
Utility model content
The utility model provides one kind and can efficiently constructed, and anti-seismic performance and progressive collapse-resisting ability are good, is repaiied after being easy to shake Multiple prestressing force assembly concrete frame joint attachment structure.
The technical problem of solution is:Existing half dry type assembly concrete frame structure connecting node work progress is answered It is miscellaneous, difficulty is big, dry type connecting node difficulty of construction is big, and structural integrity is poor, poor seismic behavior.
In order to solve the above technical problems, the utility model adopts the following technical scheme that:
The utility model prestressing force assembly concrete frame joint attachment structure, including it is precast concrete column, prefabricated mixed Coagulate native composite beam and laminated floor slab, it is characterised in that:Also include being arranged on the temporary support and connection concrete below node The post-tensioned prestressed reinforcement beam of earth pillar and precast concrete composite beam, bending resistance power consumption reinforcing bar and shearing resistance high tensile reinforcement;Concrete The beam last layer of native composite beam and the plate last layer formed by integrally casting of laminated floor slab form;Precast concrete composite beam and concrete High-strength cementation of fissures binding material is filled in beam column seam between earth pillar;The bending resistance power consumption reinforcing bar and shearing resistance high tensile reinforcement are laid on In the beam last layer on precast concrete composite beam top, bending resistance power consumption reinforcing bar is located above shearing resistance high tensile reinforcement.
The utility model prestressing force assembly concrete frame joint attachment structure, further, the precast concrete The precast beam of composite beam including bottom and the beam last layer on top, in the middle part of the prefabricated beam section in the range of bottom 1/3, along its Length direction, elongated it is provided with girder pre-stressed muscle duct;Being horizontally disposed with the precast concrete column has post presstressed reinforcing steel duct, Coordinate with girder pre-stressed muscle duct, be correspondingly arranged;The post-tensioned prestressed reinforcement beam sequentially passes through girder pre-stressed muscle duct and post Presstressed reinforcing steel duct, beam column tensioning is fastened by anchor head outside presstressed reinforcing steel;The post presstressed reinforcing steel hole being not arranged on the same straight line Road is staggered in post short transverse.
The utility model prestressing force assembly concrete frame joint attachment structure, further, the precast concrete The width of beam column seam between composite beam and precast concrete column is 10-30mm.
The utility model prestressing force assembly concrete frame joint attachment structure, further, the high-strength cementation of fissures glues Tie high-strength quick-hardening cement base grouting material, fiber quick-hardening cement base grouting material or polymerization that material uses more than compression strength 45MPa One or more in thing mortar.
The utility model prestressing force assembly concrete frame joint attachment structure, further, the shearing resistance high-strength steel Muscle one end is stretched into precast concrete column and is connected by mechanical connecting joint with anchor bar in post, and one end is poured after being cast in beam In layer, the length that the shearing resistance high tensile reinforcement is cast in beam last layer is not less than 15 times of bar diameter.
The utility model prestressing force assembly concrete frame joint attachment structure, further, the bending resistance power consumption steel Muscle is set using soap-free emulsion polymeization form in post, and being horizontally disposed with the precast concrete column has power consumption reinforcing bar duct, bending resistance power consumption steel Through power consumption reinforcing bar duct, the outer side edges that precast concrete column is stretched out in one end are connected muscle by anchor plate outside post and precast concrete column Connect, the other end is cast in beam last layer.
The utility model prestressing force assembly concrete frame joint attachment structure, further, the bending resistance power consumption steel Muscle is set using post outer portion adhesive form, and bending resistance power consumption reinforcing bar one end, which is stretched into, passes through mechanical connecting joint in precast concrete column It is connected with anchor bar in post, the bending resistance power consumption reinforcing bar other end is cast in beam last layer;Covered on the bending resistance power consumption reinforcing bar Provided with sleeve pipe, the setting of precast concrete column lateral wall is close in sleeve pipe one end, and the length of sleeve pipe is the 4- of bending resistance power consumption bar diameter 23 times;Bending resistance power consumption reinforcing bar in described sleeve pipe is necking section, and the sectional area of necking section is the 50- of bending resistance power consumption reinforcing steel area 90%, necking section extends to cannula end since at 1-3 times of bending resistance power consumption bar diameter of mechanical connecting joint.
The utility model prestressing force assembly concrete frame joint attachment structure, further, the necking section are cut Face is shaped as circular or abnormity, and abnormity is enclosed by two straight lines being parallel to each other with two symmetrically arranged circular arcs to be formed, circular arc The radius of place circle is consistent with the radius of bending resistance power consumption reinforcing bar, and the central angle of circular arc is 50-70 °.
The utility model prestressing force assembly concrete frame joint attachment structure, further, the bending resistance power consumption steel Muscle is set using full adhesive form outside post, bending resistance power consumption reinforcing bar one end stretch into precast concrete column by mechanical connecting joint with Anchor bar is connected in post, and the other end is cast in beam last layer.
Compared with prior art, have has the utility model prestressing force assembly concrete frame joint attachment structure as follows Beneficial effect:
The utility model prestressing force assembly concrete frame joint attachment structure is using precast concrete composite beam and folds Floor is closed, thereafter LIFT formed by integrally casting, bending resistance power consumption reinforcing bar and shearing resistance high tensile reinforcement are poured wherein, formation one is whole Body, the globality of structure is improved, ensure that floor has preferable water proofing property performance, be easy to the setting of rear steel loading muscle, significantly Reduce difficulty of construction;It is elongated in precast beam and prefabricated post to be provided with linear presstressed reinforcing steel duct, post-tensioning is worn in it Pre-stressing tendon, bonding or soap-free emulsion polymeization form can be used, be combined with the bending resistance power consumption reinforcing bar and shearing resistance high tensile reinforcement of top, Beam column is connected, complete stress system is formed, effectively increases the power consumption of structure, enhance the anti-seismic performance of structure and anti-company The continuous ability collapsed.
When bending resistance power consumption reinforcing bar in the utility model uses post outer portion adhesive form, realize that part is viscous using sleeve pipe Knot, and the bending resistance in sleeve pipe is consumed energy steel-bar arrangement necking section, the surrender of upper reinforcement is concentrated in without viscous necking section, ensured Yield failure will not occur with concrete binding part without the outer reinforcing bar of viscous necking section, so as to reducing reinforcing bar and coagulation outside necking section The destruction of soil;And deform to be uniformly distributed in reinforcing bar necking section and also can guarantee that necking section will not should be deformation and excessively concentrate and break It is bad.
There is provided bending resistance power consumption reinforcing bar and shearing resistance high tensile reinforcement, shearing resistance are high-strength simultaneously on the section top of the utility model node Reinforcing bar improves node shear resistance, ensures that node of structure after pre-stressing tendon fails still has stronger shearing resistance energy Power, so as to improve structure progressive collapse-resisting ability.The setting of the regular reinforcement of node bottom is eliminated simultaneously, is improved node and is applied The convenience of work.
The utility model construction method is simple, easy to operate, sets temporary support in advance in precast concrete column, is constructing Stage supports precast beam and superimposed sheet, and post-tensioning is worn in the presstressed reinforcing steel duct then reserved in precast beam and prefabricated post and in advance should Power tendon, beam column gap post-stress tendon is filled, preliminarily form stable carrying system;Overlapped above precast beam Two laminated floor slab prefabricated boards between leave the groove of beam last layer to be poured, can directly lay bending resistance power consumption reinforcing bar wherein With shearing resistance high tensile reinforcement, the arrangement construction groove on beam is avoided, difficulty of construction and construction workload is greatly reduced, improves and apply Work efficiency rate, shortens construction period.
Prestressing force assembly concrete frame joint attachment structure of the present utility model is made below in conjunction with the accompanying drawings further Explanation.
Brief description of the drawings
Fig. 1 is the structural representation of the prestressing force assembly concrete frame joint attachment structure of embodiment 1 and embodiment 3 Figure;
Fig. 2 is the top view of the prestressing force assembly concrete frame joint attachment structure of embodiment 1 and embodiment 3;
Fig. 3 is the Section A-A schematic diagram in Fig. 2 of embodiment 1;
Fig. 4 is the structural representation of the prestressing force assembly concrete frame joint attachment structure of embodiment 2;
Fig. 5 is the top view of the prestressing force assembly concrete frame joint attachment structure of embodiment 2;
Fig. 6 is the schematic diagram of section B-B in Fig. 5;
Fig. 7 is the schematic diagram in C-C sections in Fig. 5;
Fig. 8 is the detailed structure schematic diagram of the necking section of embodiment 2;
Fig. 9 is the schematic cross-section of necking section in embodiment 2;
Figure 10 is the Section A-A schematic diagram in Fig. 2 of embodiment 3.
Reference:
1- precast concrete columns;2- precast concrete composite beams;21- precast beams;22- beam last layers;3- laminated floor slabs; 31- prefabricated boards;32- plate last layers;4- temporary supports;5- post-tensioned prestressed reinforcement beams;51- post presstressed reinforcing steel ducts;52- beams are pre- Stress rib duct;The outer anchor head of 53- presstressed reinforcing steels;6- bending resistances power consumption reinforcing bar;61- power consumption reinforcing bars duct;The outer anchor plate of 62- posts;63- Sleeve pipe;64- necking sections;7- shearing resistance high tensile reinforcements;The high-strength cementation of fissures binding materials of 8-;Anchor bar in 91- posts;92- is mechanically connected Joint;Anchor slab in 93- power consumption steel bar columns.
Embodiment
Embodiment 1
As shown in Figure 1 to Figure 3, the utility model prestressing force assembly concrete frame joint attachment structure includes prefabricated mixed After solidifying earth pillar 1, precast concrete composite beam 2, laminated floor slab 3, connection precast concrete column 1 and precast concrete composite beam 2 Tension prestress tendon 5, bending resistance power consumption reinforcing bar 6 and shearing resistance high tensile reinforcement positioned at the top last layer of precast concrete composite beam 2 7, the beam last layer 22 of precast concrete composite beam 2 forms with the formed by integrally casting of plate last layer 32 of laminated floor slab 3.Precast concrete Post 1 is side column, and temporary support 4 is provided with the side wall of precast concrete column 1, and temporary support 4 is bracket, and opposite side is shored prefabricated The beam bottom of concrete composite beam 2.
As shown in figure 1, precast concrete composite beam 2 includes the precast beam 21 of bottom and the beam last layer 22 on top, it is prefabricated In the middle part of the section of beam 21 in the range of bottom 1/3, along its length, elongated be provided with girder pre-stressed muscle duct 52;Concrete Being horizontally disposed with earth pillar 1 has post presstressed reinforcing steel duct 51, coordinates with girder pre-stressed muscle duct 52, is correspondingly arranged, not in same Post presstressed reinforcing steel duct 51 on straight line is staggered in post short transverse;It is pre- that post-tensioned prestressed reinforcement beam 5 sequentially passes through beam Stress rib duct 52 and post presstressed reinforcing steel duct 51, beam column tensioning is fastened by anchor head outside presstressed reinforcing steel 53;Precast concrete The width of beam column seam between composite beam 2 and precast concrete column 1 is 10-30mm, and the high-strength cementation of fissures has been filled in it and has bonded material Material 8, high-strength cementation of fissures binding material 8 use more than compression strength 45MPa high-strength quick-hardening cement base grouting material, the fast hard water of steel fibre Mud base grouting material or polymer mortar.As shown in figure 3, bending resistance power consumption reinforcing bar 6 is using soap-free emulsion polymeization form in post, post presstressed reinforcing steel hole The top of road 51, it is horizontally disposed have power consumption reinforcing bar duct 61, bending resistance power consumption reinforcing bar 6 through power consumption reinforcing bar duct 61, stretch out pre- by one end The outer side edges of concrete column 1 processed are connected by anchor plate outside post 62 with precast concrete column 1, and the other end is cast in beam last layer In 22, bending resistance power consumption reinforcing bar 6 is welded or mechanically connected with the outer anchor plate 62 of post.
Shearing resistance high tensile reinforcement 7 is located at the lower section of bending resistance power consumption reinforcing bar 6, is cast in beam last layer 22, one end is stretched into prefabricated It is connected in concrete column 1 by mechanical connecting joint 92 with anchor bar in post 91, shearing resistance high tensile reinforcement 7 pours after being cast in beam Length in layer 22 is not less than 15 times of bar diameter, and shearing resistance high tensile reinforcement 7 is made of HRB400, HRB500 or HRB600.
The construction method of the utility model prestressing force assembly concrete frame joint attachment structure, including following construction step Suddenly:
Step 1: installation temporary support:According to design, temporary support 4 is installed in precast concrete column 1, temporarily The top surface of support 4 requires jacking at the beam bottom of the precast concrete composite beam 2 of estimated installation;
Step 2: installation precast concrete column:In hoisting process, hanging down for precast concrete column 1 is adjusted by temporary support 4 Straight degree;
Step 3: installation precast concrete composite beam 2:Hoisting prefabricated beam 21, the top of temporary support 4 is placed it in, and Do interim fixation;
Step 4: installation laminated floor slab 3:The prefabricated board 31 of laminated floor slab 3 is lifted, itself and precast beam 21 are fixed;
Step 5: installation post-tensioned prestressed reinforcement beam:Post-tensioned prestressed reinforcement beam 5 is sequentially passed through into post presstressed reinforcing steel duct 51 and girder pre-stressed muscle duct 52;
Step 6: fill beam column seam:In beam column seam between precast concrete composite beam 2 and precast concrete column 1 High-strength cementation of fissures binding material 8 is filled, beam column joint gap is 10-30mm;
Step 7: tensioning post-tensioned prestressed reinforcement beam:After the binding material in beam column seam reaches desired strength, pass through The outer tensioning post-tensioned prestressed reinforcement beam 5 of anchor head 53 of presstressed reinforcing steel, and be fixed;
Step 8: laying bending resistance power consumption reinforcing bar 6 and shearing resistance high tensile reinforcement:Concrete is stretched into the one end of shearing resistance high tensile reinforcement 7 It is connected in earth pillar 1 by mechanical connecting joint 92 with anchor bar in post 91, the other end is laid on the top of precast beam 21 and waits to pour The position of beam last layer 22;Bending resistance power consumption reinforcing bar 6 one end is stretched out pre- through the power consumption reinforcing bar duct 61 in precast concrete column 1 Concrete column 1 processed is outer, is connected by anchor plate outside post 62 with precast concrete column 1, and the other end is laid on shearing resistance high tensile reinforcement 7 Side, the position of beam last layer 22 to be poured;
Step 9: pour last layer:The beam last layer 22 of precast concrete composite beam 2 and the plate last layer of laminated floor slab 3 32 live formed by integrally casting form, and are conserved after pouring concrete structure and reaching desired strength.
Embodiment 2
As shown in Fig. 4 to Fig. 9, the utility model prestressing force assembly concrete frame joint attachment structure includes prefabricated mixed After solidifying earth pillar 1, precast concrete composite beam 2, laminated floor slab 3, connection precast concrete column 1 and precast concrete composite beam 2 Tension prestress tendon 5, bending resistance power consumption reinforcing bar 6 and shearing resistance high tensile reinforcement positioned at the top last layer of precast concrete composite beam 2 7, the beam last layer 22 of precast concrete composite beam 2 forms with the formed by integrally casting of plate last layer 32 of laminated floor slab 3.Precast concrete Post 1 is center pillar, and temporary support 4 is provided with the side wall of precast concrete column 1, and temporary support 4 is bracket, and opposite side is shored prefabricated The beam bottom of concrete composite beam 2.
Precast concrete composite beam 2 includes the precast beam 21 of bottom and the beam last layer 22 on top as shown in Figure 4 and Figure 6, In the middle part of the section of precast beam 21 in the range of bottom 1/3, along its length, elongated be provided with girder pre-stressed muscle duct 52;It is prefabricated Being horizontally disposed with concrete column 1 has post presstressed reinforcing steel duct 51, coordinates with girder pre-stressed muscle duct 52, is correspondingly arranged, not same Post presstressed reinforcing steel duct 51 on straight line is staggered in post short transverse;Post-tensioned prestressed reinforcement beam 5 sequentially passes through Girder pre-stressed muscle duct 52 and post presstressed reinforcing steel duct 51, beam column tensioning is fastened by anchor head outside presstressed reinforcing steel 53;It is prefabricated mixed The width of solidifying beam column seam between native composite beam 2 and precast concrete column 1 is 10-30mm, has filled the high-strength cementation of fissures in it and has glued Material 8 is tied, high-strength cementation of fissures binding material 8 is fast using more than compression strength 45MPa high-strength quick-hardening cement base grouting material, carbon fiber Water cement base grouting material or polymer mortar.
As shown in Figure 6 and Figure 7, bending resistance power consumption reinforcing bar 6 uses post outer portion adhesive form, and precast concrete column is stretched into one end It is connected in 1 by mechanical connecting joint 92 with anchor bar in post 91, sleeve pipe 63, sleeve pipe 63 is arranged with bending resistance power consumption reinforcing bar 6 The setting of the lateral wall of precast concrete column 1 is close in one end, and the length of sleeve pipe 63 is 4-23 times of the bending resistance power consumption diameter of reinforcing bar 6;Bending resistance The power consumption other end of reinforcing bar 6 is cast in beam last layer 22;Anchor slab 93 in power consumption steel bar column is provided with post on anchor bar 91; As shown in figure 8, the bending resistance power consumption reinforcing bar 6 in sleeve pipe 63 is necking section 64, the sectional area of necking section 64 cuts for bending resistance power consumption reinforcing bar 6 The 50-90% of area, necking section 64 extend to set since at 921-3 times of bending resistance power consumption diameter of reinforcing bar 6 of mechanical connecting joint The tail end of pipe 63;The cross sectional shape of necking section 64 is circular or abnormity, as shown in figure 9, abnormity by two straight lines being parallel to each other with Two symmetrically arranged circular arc is enclosed and formed, and the radius of circle where circular arc is consistent with the radius of bending resistance power consumption reinforcing bar 6, the circle of circular arc Heart angle is 50-70 °.
Shearing resistance high tensile reinforcement 7 is located at the lower section of bending resistance power consumption reinforcing bar 6, is cast in beam last layer 22, one end is stretched into prefabricated It is connected in concrete column 1 by mechanical connecting joint 92 with anchor bar in post 91, shearing resistance high tensile reinforcement 7 pours after being cast in beam Length in layer 22 is not less than 15 times of bar diameter, and shearing resistance high tensile reinforcement 7 is made of HRB400, HRB500 or HRB600.
The construction method of the present embodiment prestressing force assembly concrete frame joint attachment structure is similar, and distinctive points are to walk Rapid eight, specific method is as follows:
Step 8: laying bending resistance power consumption reinforcing bar 6 and shearing resistance high tensile reinforcement 7:Concrete is stretched into the one end of shearing resistance high tensile reinforcement 7 It is connected in earth pillar 1 by mechanical connecting joint 92 with anchor bar in post 91, the other end is laid on the top of precast beam 21 and waits to pour The position of beam last layer 22;One end is stretched into precast concrete column 1 by machinery company after sleeve pipe 63 is arranged on bending resistance power consumption reinforcing bar 6 Joint 92 is connected with anchor bar in post 91, and the other end is laid on the top of shearing resistance high tensile reinforcement 7, beam last layer 22 to be poured Position.
Embodiment 3
As shown in Figure 1, Figure 2 with shown in Figure 10, the utility model prestressing force assembly concrete frame joint attachment structure includes Precast concrete column 1, precast concrete composite beam 2, laminated floor slab 3, connection precast concrete column 1 and precast concrete composite beam 2 post-tensioned prestressed reinforcement beam 5, positioned at the top last layer of precast concrete composite beam 2 bending resistance consume energy reinforcing bar 6 and shearing resistance it is high-strength Reinforcing bar 7, the beam last layer 22 of precast concrete composite beam 2 form with the formed by integrally casting of plate last layer 32 of laminated floor slab 3.It is prefabricated mixed Solidifying earth pillar 1 is side column, temporary support 4 is provided with the side wall of precast concrete column 1, temporary support 4 is bracket, and opposite side is shored The beam bottom of precast concrete composite beam 2.
The precast beam 21 of precast concrete composite beam 2 including bottom and the beam last layer 22 on top, in the section of precast beam 21 In the range of portion to bottom 1/3, along its length, elongated be provided with girder pre-stressed muscle duct 52;It is horizontal in precast concrete column 1 Post presstressed reinforcing steel duct 51 is provided with, coordinates with girder pre-stressed muscle duct 52, be correspondingly arranged, the post being not arranged on the same straight line is pre- Stress rib duct 51 is staggered in post short transverse;Post-tensioned prestressed reinforcement beam 5 sequentially passes through girder pre-stressed muscle duct 52 With post presstressed reinforcing steel duct 51, beam column tensioning is fastened by anchor head outside presstressed reinforcing steel 53;Girder pre-stressed muscle duct 52 and post are pre- High-strength cementation of fissures binding material 8 is perfused with stress rib duct 51;Between precast concrete composite beam 2 and precast concrete column 1 The width of beam column seam is 10-30mm, has filled high-strength cementation of fissures binding material 8 in it;High-strength cementation of fissures binding material 8 uses resistance to compression More than intensity 45MPa high-strength quick-hardening cement base grouting material, steel fibre quick-hardening cement base grouting material or polymer mortar.
Bending resistance power consumption reinforcing bar 6 is stretched into precast concrete column 1 using full adhesive form outside post, bending resistance power consumption reinforcing bar 6 one end It is connected by mechanical connecting joint 92 with anchor bar in post 91, the other end is cast in beam last layer 22;Anchoring steel in post Anchor slab 93 in power consumption steel bar column is provided with muscle 91.
Shearing resistance high tensile reinforcement 7 is located at the lower section of bending resistance power consumption reinforcing bar 6, is cast in beam last layer 22, one end is stretched into prefabricated It is connected in concrete column 1 by mechanical connecting joint 92 with anchor bar in post 91, shearing resistance high tensile reinforcement 7 pours after being cast in beam Length in layer 22 is not less than 15 times of bar diameter, and shearing resistance high tensile reinforcement 7 is made of HRB400, HRB500 or HRB600.
The construction method of the present embodiment prestressing force assembly concrete frame joint attachment structure is similar, and distinctive points are to walk Rapid seven and step 8, specific method it is as follows:
Step 7: tensioning post-tensioned prestressed reinforcement beam:First in girder pre-stressed muscle duct 52 and post presstressed reinforcing steel duct 51 Irrigate high-strength cementation of fissures binding material 8, after desired strength to be achieved, pass through the tensioning post-tensioned prestressed reinforcement of anchor head outside presstressed reinforcing steel 53 Beam 5, and be fixed;
Step 8: laying bending resistance power consumption reinforcing bar 6 and shearing resistance high tensile reinforcement 7:Concrete is stretched into the one end of shearing resistance high tensile reinforcement 7 It is connected in earth pillar 1 by mechanical connecting joint 92 with anchor bar in post 91, the other end is laid on the top of precast beam 21 and waits to pour The position of beam last layer 22;Bending resistance power consumption reinforcing bar 6 one end is stretched into precast concrete column 1 by mechanical connecting joint 92 and post Anchor bar 91 connects, and the other end is laid on the top of shearing resistance high tensile reinforcement 7, the position of beam last layer 22 to be poured.
Embodiment described above is only that preferred embodiment of the present utility model is described, not to this practicality New scope is defined, and on the premise of the utility model design spirit is not departed from, those of ordinary skill in the art are to this The various modifications and improvement that the technical scheme of utility model is made, the protection of the utility model claims book determination all should be fallen into In the range of.

Claims (9)

1. prestressing force assembly concrete frame joint attachment structure, including precast concrete column(1), precast concrete composite beam (2)And laminated floor slab(3), it is characterised in that:Also include being arranged on the temporary support below node(4)With connection precast concrete Post(1)With precast concrete composite beam(2)Post-tensioned prestressed reinforcement beam(5), bending resistance power consumption reinforcing bar(6)With shearing resistance high tensile reinforcement (7);Precast concrete composite beam(2)Beam last layer(22)With laminated floor slab(3)Plate last layer(32)Formed by integrally casting forms; Precast concrete composite beam(2)With precast concrete column(1)Between beam column seam in fill high-strength cementation of fissures binding material(8); The bending resistance power consumption reinforcing bar(6)With shearing resistance high tensile reinforcement(7)It is laid on precast concrete composite beam(2)The beam last layer on top (22)It is interior, bending resistance power consumption reinforcing bar(6)Positioned at shearing resistance high tensile reinforcement(7)Top.
2. prestressing force assembly concrete frame joint attachment structure according to claim 1, it is characterised in that:It is described pre- Concrete composite beam processed(2)Precast beam including bottom(21)With the beam last layer on top(22), the precast beam(21)Section In the range of middle part to bottom 1/3, along its length, elongated be provided with girder pre-stressed muscle duct(52);The precast concrete Post(1)Upper be horizontally disposed with has post presstressed reinforcing steel duct(51), with girder pre-stressed muscle duct(52)Coordinate, be correspondingly arranged;After described Tension prestress tendon(5)Sequentially pass through girder pre-stressed muscle duct(52)With post presstressed reinforcing steel duct(51), pass through presstressed reinforcing steel Outer anchor head(53)Beam column tensioning is fastened;The post presstressed reinforcing steel duct being not arranged on the same straight line(51)Submitted in post short transverse Mistake is set.
3. prestressing force assembly concrete frame joint attachment structure according to claim 1, it is characterised in that:It is described pre- Concrete composite beam processed(2)With precast concrete column(1)Between the width of beam column seam be 10-30mm.
4. prestressing force assembly concrete frame joint attachment structure according to claim 1, it is characterised in that:The height Strong cementation of fissures binding material(8)Filled using more than compression strength 45MPa high-strength quick-hardening cement base grouting material, fiber quick-hardening cement base One or more in slurry or polymer mortar.
5. prestressing force assembly concrete frame joint attachment structure according to claim 1, it is characterised in that:It is described anti- Cut high tensile reinforcement(7)Precast concrete column is stretched into one end(1)Inside pass through mechanical connecting joint(92)With anchor bar in post(91) Connection, one end is cast in beam last layer(22)It is interior, the shearing resistance high tensile reinforcement(7)It is cast in beam last layer(22)Interior length Bar diameter of the degree not less than 15 times.
6. prestressing force assembly concrete frame joint attachment structure according to claim 1, it is characterised in that:It is described anti- Curved power consumption reinforcing bar(6)Set using soap-free emulsion polymeization form in post, the precast concrete column(1)Interior be horizontally disposed with has power consumption reinforced hole Road(61), bending resistance power consumption reinforcing bar(6)Through power consumption reinforcing bar duct(61), precast concrete column is stretched out in one end(1)Outer side edges lead to Cross the outer anchor plate of post(62)With precast concrete column(1)Connection, the other end are cast in beam last layer(22)It is interior.
7. prestressing force assembly concrete frame joint attachment structure according to claim 1, it is characterised in that:It is described anti- Curved power consumption reinforcing bar(6)Set using post outer portion adhesive form, bending resistance power consumption reinforcing bar(6)Precast concrete column is stretched into one end(1) Inside pass through mechanical connecting joint(92)With anchor bar in post(91)Connection, the other end are cast in beam last layer(22)It is interior;Institute State bending resistance power consumption reinforcing bar(6)On be arranged with sleeve pipe(63), sleeve pipe(63)It is close to precast concrete column in one end(1)Lateral wall is set, Sleeve pipe(63)Length for bending resistance consume energy reinforcing bar(6)4-23 times of diameter;Described sleeve pipe(63)Interior bending resistance power consumption reinforcing bar(6)For Necking section(64), necking section(64)Sectional area for bending resistance consume energy reinforcing bar(6)The 50-90% of sectional area, necking section(64)From distance Mechanical connecting joint(92)1-3 times of bending resistance power consumption reinforcing bar(6)Start to extend to sleeve pipe at diameter(63)Tail end.
8. prestressing force assembly concrete frame joint attachment structure according to claim 7, it is characterised in that:The neck Contracting section(64)Cross sectional shape be circular or abnormity, abnormity is enclosed by two straight lines being parallel to each other and two symmetrically arranged circular arcs Conjunction forms, the radius of circle where circular arc and bending resistance power consumption reinforcing bar(6)Radius it is consistent, the central angle of circular arc is 50-70 °.
9. prestressing force assembly concrete frame joint attachment structure according to claim 1, it is characterised in that:It is described anti- Curved power consumption reinforcing bar(6)Set using full adhesive form outside post, bending resistance power consumption reinforcing bar(6)Precast concrete column is stretched into one end(1)It is interior Pass through mechanical connecting joint(92)With anchor bar in post(91)Connection, the other end are cast in beam last layer(22)It is interior.
CN201720733710.4U 2017-06-22 2017-06-22 Prestressing force assembly concrete frame joint attachment structure Expired - Fee Related CN207194146U (en)

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Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2018233440A1 (en) * 2017-06-22 2018-12-27 中国建筑股份有限公司 Node connection structure for prestressed prefabricated concrete frame and construction method thereof
CN109339228A (en) * 2018-10-10 2019-02-15 湖南大学 A kind of bolt fastening structure of full prefabricated concrete structure bean column node
CN110512783A (en) * 2019-03-19 2019-11-29 浙江绿城建筑设计有限公司 The building cover structure being made of cast-in-place concrete Vierendeel girder and reinforced concrete slab
CN111734029A (en) * 2020-06-23 2020-10-02 李伟峰 Processing method of precast slab notch structure of precast integral-cast floor system at convex corner column position
CN111851831A (en) * 2020-05-21 2020-10-30 江苏永坤建设有限公司 Unbonded prestressed node structure for superposed T-beam under assembled building plate and construction method
CN111851832A (en) * 2020-05-21 2020-10-30 江苏永坤建设有限公司 Tensioning end node structure of laminated T-beam wing plate under assembled building plate and construction method
CN111851304A (en) * 2020-07-24 2020-10-30 南京林业大学 L-shaped slot-in type connection method of prefabricated bridge pier and bearing platform
CN112982829A (en) * 2021-03-04 2021-06-18 北京工业大学 Assembled ECC-RC mixed column connected by grouting sleeve

Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2018233440A1 (en) * 2017-06-22 2018-12-27 中国建筑股份有限公司 Node connection structure for prestressed prefabricated concrete frame and construction method thereof
US10865557B2 (en) 2017-06-22 2020-12-15 China State Construction Engineering Corporation Limited Prestressed assembled concrete frame-joint connecting structure and constructing method thereof
CN109339228A (en) * 2018-10-10 2019-02-15 湖南大学 A kind of bolt fastening structure of full prefabricated concrete structure bean column node
CN110512783A (en) * 2019-03-19 2019-11-29 浙江绿城建筑设计有限公司 The building cover structure being made of cast-in-place concrete Vierendeel girder and reinforced concrete slab
CN110512783B (en) * 2019-03-19 2020-09-08 浙江绿城建筑设计有限公司 Floor structure composed of cast-in-place concrete frame beam and concrete composite floor slab
CN111851831A (en) * 2020-05-21 2020-10-30 江苏永坤建设有限公司 Unbonded prestressed node structure for superposed T-beam under assembled building plate and construction method
CN111851832A (en) * 2020-05-21 2020-10-30 江苏永坤建设有限公司 Tensioning end node structure of laminated T-beam wing plate under assembled building plate and construction method
CN111734029A (en) * 2020-06-23 2020-10-02 李伟峰 Processing method of precast slab notch structure of precast integral-cast floor system at convex corner column position
CN111734029B (en) * 2020-06-23 2022-03-15 李伟峰 Processing method of precast slab notch structure of precast integral-cast floor system at convex corner column position
CN111851304A (en) * 2020-07-24 2020-10-30 南京林业大学 L-shaped slot-in type connection method of prefabricated bridge pier and bearing platform
CN112982829A (en) * 2021-03-04 2021-06-18 北京工业大学 Assembled ECC-RC mixed column connected by grouting sleeve

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