CN103669655A - Construction technology for pouring concrete of walls on two sides of deformation joint - Google Patents
Construction technology for pouring concrete of walls on two sides of deformation joint Download PDFInfo
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- CN103669655A CN103669655A CN201310721808.4A CN201310721808A CN103669655A CN 103669655 A CN103669655 A CN 103669655A CN 201310721808 A CN201310721808 A CN 201310721808A CN 103669655 A CN103669655 A CN 103669655A
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- 238000010276 construction Methods 0.000 title claims abstract description 27
- 238000005516 engineering process Methods 0.000 title abstract description 5
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 23
- 239000010959 steel Substances 0.000 claims abstract description 23
- 230000002787 reinforcement Effects 0.000 claims description 37
- 238000009415 formwork Methods 0.000 claims description 32
- 238000000034 method Methods 0.000 claims description 10
- 210000000078 claw Anatomy 0.000 claims description 9
- 239000002023 wood Substances 0.000 claims description 8
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 7
- 239000000463 material Substances 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 2
- HCOLPNRPCMFHOH-UHFFFAOYSA-N Prodigiosin Natural products CCCCCC1C=C(C=C/2N=C(C=C2OC)c3ccc[nH]3)N=C1C HCOLPNRPCMFHOH-UHFFFAOYSA-N 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- TWFGRJUTAULJPZ-USZBIXTISA-N prodigiosin Chemical compound N1=C(C)C(CCCCC)=C\C1=C/C1=NC(C=2[N]C=CC=2)=C[C]1OC TWFGRJUTAULJPZ-USZBIXTISA-N 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
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Abstract
The invention belongs to the field of constructional engineering and particularly relates to a construction technology for pouring concrete of walls on two sides of a deformation joint. The construction technology comprises the following steps of 1 performing steel bar framework construction; 2 installing a wall board thickness control support; 3 performing positioning and paying-off; 4 installing a bottom-layer interior wall template and a scissors type connecting rod keel supporting system; 5 installing a wall outer-side template and a keel supporting system; 6 pouring the concrete; 7 template removal; 8 pouring the concrete of the walls on two sides of the upper-layer deformation joint; 9 repeating the step 8 till all of required floor pouring is finished. The construction technology is simple, convenient and efficient. Materials are saved. The quality accuracy is high. The root portion position control is good.
Description
Technical field
The present invention relates to a kind of deformation joint both walls body concrete pouring construction process, belong to building engineering field.
Background technology
Concrete structure building deformation joint both sides are due to deformation joint width less (being generally 10-50CM), form removal difficulty is larger, concrete wall quality control on construction difficulty is also very large, the existing method side of can only having constructed, after concrete strength reaches requirement, install again opposite side wall form, both sides construct simultaneously substantially become impossible.Had a strong impact on programming.And in work progress, bad of formwork supporting plate, construction area is little, workman operating space is little, be difficult to guarantee construction quality, the second face wall template is in deformation joint one side, because work plane is little, the stupefied difficult construction of primary and secondary, cause form bracing system in concreting process, rise mould, run mould phenomenon, the second face wall construction quality is difficult to guarantee, after having constructed, the second face wall template system is difficult for removing, and between two face walls, short wood support be cannot take out, can make deformation joint ineffective, harm overall structure safety.
Summary of the invention
The technical problem to be solved in the present invention is: a kind of constructability is provided, can improves efficiency of construction, and can guarantee construction quality, facilitate the deformation joint both walls body concrete pouring construction process of stripping.
Deformation joint both walls body concrete pouring construction process of the present invention, is characterized in that comprising the following steps:
1) cage of reinforcement construction;
2) wallboard thickness is installed and controls support: adopt shear force wall reinforcing steel bar positioning fixture to be stuck between two horizon bars of cage of reinforcement, and the layout of the positioning fixture plug hole between adjacent horizon bar, the spacing between the positioning fixture of same column is not more than 1000mm;
3) location unwrapping wire: emit respectively the inside and outside sideline that is positioned at deformation joint both sides body of wall;
4) installing bottom layer inside wall formwork and scissor type linkage keel support system: the inside wall formwork that two bodies of wall are installed respectively, inside wall formwork is directly placed on ground, and every inside wall formwork top arranges two hanging holes, then scissor type linkage keel support system is installed between the inside wall formwork of two bodies of wall;
5) wall outer side template and keel support system are installed: wall outer side template and the lumps of wood are installed respectively inferior stupefied, spacing between the lumps of wood is time stupefied is between 200mm～300mm, then two steel pipe masters are installed respectively stupefied, spacing between two steel pipe masters are stupefied is 400mm, fixes between the two steel pipe masters between two bodies of wall are stupefied with split bolt;
6) concreting: respectively to concreting between the inside and outside template of two bodies of wall;
7) form removal: when strength grade of concrete reaches designing requirement, first scissor type linkage keel support system is removed, then tangled the hanging hole on inside wall formwork by lifting device, inside wall formwork is removed;
8) build upper strata deformation joint both walls body concrete: between the body of wall of having built, split bolt is installed, inside wall formwork is directly placed on split bolt, inside wall formwork extends through pouring concrete downwards and is no less than 300mm, and adopt two-sided tape to paste tightly with former concrete surface, then scissor type linkage keel support system is installed between the inside wall formwork of both sides, then repeat above-mentioned steps 5 to step 7, complete upper strata deformation joint both walls body concrete work;
9) repeating step 8, until that required floor is built is complete.
The shear force wall reinforcing steel bar positioning fixture of using in above-mentioned steps; comprise that a diameter is the transverse reinforcement that 14～16mm, length are thickness of wall body; two ends at transverse reinforcement are symmetrically welded respectively the vertical reinforcement that two diameters are 6mm; two vertical reinforcements with end form claw; center to center distance between the claw at two ends is body of wall horizontal reinforcement array pitch, and the distance of the transverse reinforcement end, Yu Tong one end, outer end of outside vertical reinforcement is thickness of protection tier.During use; the claw at two ends is stuck on shear wall horizontal reinforcement; establish one for every square metre; can control the protective layer thickness of spacing, array pitch and the reinforcing bar of shear wall horizontal reinforcement; through engineering practice, prove, this locator card prodigiosin is controlled the thickness of shear force wall reinforcing steel bar array pitch and reinforcement cover well.
The scissor type linkage keel support system of using in above-mentioned steps, comprise two support bars and center-pole, two support bars lay respectively at the both sides of center-pole, between the support bar of center-pole and both sides, by connecting rod, be connected respectively, between connecting rod and center-pole and support bar, be hinged, two support bar top arrange backstay, and backstay center is penetrated with screw rod, screw rod is connected with center-pole, and screw rod top arranges nut; Support bar is the angle steel of ∠ 50 * 32 * 4mm, is distributed with through hole on support bar, and the through hole of bottom is 400mm apart from support bar bottom, and the spacing between adjacent through-holes is 400mm, and through-hole diameter is 16mm, and top through hole is not more than 400mm apart from support bar top; Center-pole is the vertical band steel of 30 * 4mm, and the short 300mm of Length Ratio support bar is distributed with on center-pole and the equal identical through hole of diameter, quantity on support bar, and the through hole of bottom is positioned at center-pole bottom, and the distance between adjacent through-holes is 400mm; Connecting rod is the angle steel of ∠ 30 * 3mm, and length is 420mm～550mm, and screw diameter is 16mm, and length is not less than 500mm, and backstay is channel-section steel, and length is 500mm～1000mm.
The invention has the beneficial effects as follows:
1) easy, efficient: to utilize split bolt two concrete wall templates and organic the linking together of scissors-type keel support system, form whole, construction time image construction a slice wallboard equally operates, saved first vertical a slice wall, maintenance form removal is constructed intermittent time of lower a slice wall again, has accelerated progress;
2) save material: scissors-type keel support system time processing, repeatedly use, save template, resource;
3) quality precision is high: adopt the fastening scissors of screw pull bar to support, effectively the width of regulation and control deformation joint;
4) root position is controlled well: under keel, reach in lower floor's deformation joint, can effectively control the position of deformation joint root.
Accompanying drawing explanation
Fig. 1 is bottom wall concrete pouring construction structural representation in the present invention.
Fig. 2 is the present invention's walls concrete pouring construction structural representation at the middle and upper levels.
Fig. 3 is the structural representation of positioning fixture.
Fig. 4 is the structural representation of scissor type linkage keel support system.
In figure: 1, stupefied 5, the split bolt 6 of time stupefied 4, the two steel pipe master of scissor type linkage keel support system 2, inside wall formwork 3, the lumps of wood, concrete seven, split bolt 8, vertical reinforcement 9, transverse reinforcement 10, horizontal reinforcement 11, nut 12, backstay 13, screw rod 14, support bar 15, connecting rod 16, center-pole 17, wall outer side template for support.
The specific embodiment
Below in conjunction with accompanying drawing, the present invention is described further:
As shown in Figure 1 to 4, deformation joint both walls body concrete pouring construction process of the present invention, comprises the following steps:
1) cage of reinforcement construction;
2) wallboard thickness is installed and controls support: adopt shear force wall reinforcing steel bar positioning fixture to be stuck between two horizon bars of cage of reinforcement, and the layout of the positioning fixture plug hole between adjacent horizon bar, the spacing between the positioning fixture of same column is not more than 1000mm;
3) location unwrapping wire: emit respectively the inside and outside sideline that is positioned at deformation joint both sides body of wall;
4) installing bottom layer inside wall formwork and scissor type linkage keel support system: the inside wall formwork 2 that two bodies of wall are installed respectively, inside wall formwork 2 is directly placed on ground, and every inside wall formwork 2 tops arrange two hanging holes, then scissor type linkage keel support system 1 is installed between the inside wall formwork 2 of two bodies of wall;
5) wall outer side template and keel support system are installed: wall outer side template 17 and the lumps of wood inferior stupefied 3 is installed respectively, spacing between the lumps of wood inferior stupefied 3 is between 200mm～300mm, then two steel pipe masters stupefied 4 are installed respectively, spacing between two steel pipe masters stupefied 4 is 400mm, by fixing with split bolt 5 between the two steel pipe masters stupefied 4 between two bodies of wall;
6) concreting: respectively to concreting 6 between the inside and outside template of two bodies of wall;
7) form removal: when concrete 6 strength grades reach designing requirement, first scissor type linkage keel support system 1 is removed, then tangled the hanging hole on inside wall formwork 2 by lifting device, inside wall formwork 2 is removed;
8) build upper strata deformation joint both walls body concrete: between the body of wall of having built, install and support with split bolt 7, inside wall formwork 2 is directly placed in and is supported with on split bolt 7, inside wall formwork 2 extends through pouring concrete downwards and is no less than 300mm, and with the stickup of concreting contact surface employing two-sided tape is tight, scissor type linkage keel support system 1 is installed between the inside wall formwork 2 of both sides, then repeat above-mentioned steps 5 to step 7, complete upper strata deformation joint both walls body concrete work;
9) repeating step 8, until that required floor is built is complete.
The shear force wall reinforcing steel bar positioning fixture of using in above-mentioned steps; comprise that a diameter is the transverse reinforcement 9 that 14～16mm, length are thickness of wall body; at the two ends of transverse reinforcement 9, be symmetrically welded respectively the vertical reinforcement 8 that two diameters are 6mm; two vertical reinforcements 8 with end form claw; center to center distance between the claw at two ends is body of wall horizontal reinforcement array pitch, and the distance of transverse reinforcement 9 ends, Yu Tong one end, outer end of outside vertical reinforcement 8 is thickness of protection tier.During use, claw is stuck on horizontal reinforcement adjacent on cage of reinforcement 10.
The scissor type linkage keel support system of using in above-mentioned steps, comprise two support bars 14 and center-pole 16, two support bars 14 lay respectively at the both sides of center-pole 16, between the support bar 14 of center-pole 16 and both sides, by connecting rod 15, be connected respectively, between connecting rod 15 and center-pole 16 and support bar 14, be hinged, two support bar 14 tops arrange backstay 12, and backstay 12 centers are penetrated with screw rod 13, screw rod 13 is connected with center-pole 16, and screw rod 13 tops arrange nut 11; Support bar 14 is the angle steel of ∠ 50 * 32 * 4mm, on support bar 14, is distributed with through hole, and the through hole of bottom is 400mm apart from support bar 14 bottoms, and the spacing between adjacent through-holes is 400mm, and through-hole diameter is 16mm, and top through hole is not more than 400mm apart from support bar 14 tops; The vertical band steel that center-pole 16 is 30 * 4mm, the short 300mm of Length Ratio support bar 14, is distributed with on center-pole 16 and the equal identical through hole of diameter, quantity on support bar 14, and the through hole of bottom is positioned at center-pole 16 bottoms, and the distance between adjacent through-holes is 400mm; Connecting rod 15 is the angle steel of ∠ 30 * 3mm, and length is 420mm～550mm, and screw rod 13 diameters are 16mm, and length is not less than 500mm, and backstay 12 is channel-section steel, and length is 500mm～1000mm.
Claims (3)
1. a deformation joint both walls body concrete pouring construction process, is characterized in that comprising the following steps:
1) cage of reinforcement construction;
2) wallboard thickness is installed and controls support: adopt shear force wall reinforcing steel bar positioning fixture to be stuck between two horizon bars of cage of reinforcement, and the layout of the positioning fixture plug hole between adjacent horizon bar, the spacing between the positioning fixture of same column is not more than 1000mm;
3) location unwrapping wire: emit respectively the inside and outside sideline that is positioned at deformation joint both sides body of wall;
4) installing bottom layer inside wall formwork and scissor type linkage keel support system: the inside wall formwork (2) that two bodies of wall are installed respectively, inside wall formwork (2) is directly placed on ground, and every inside wall formwork (2) top arranges two hanging holes, then between the inside wall formwork (2) of two bodies of wall, scissor type linkage keel support system (1) is installed;
5) wall outer side template and keel support system are installed: wall outer side template (17) and the lumps of wood time stupefied (3) are installed respectively, spacing between the lumps of wood time stupefied (3) is 200mm～300mm, two steel pipe masters stupefied (4) are then installed respectively, spacing between two steel pipe masters stupefied (4) is 400mm, by fixing with split bolt (5) between the two steel pipe masters stupefied (4) between two bodies of wall;
6) concreting: respectively to concreting (6) between the inside and outside template of two bodies of wall;
7) form removal: when concrete (6) strength grade reaches designing requirement, first scissor type linkage keel support system (1) is removed, then tangled the hanging hole on inside wall formwork (2) by lifting device, inside wall formwork (2) is removed;
8) build upper strata deformation joint both walls body concrete: between the body of wall of having built, install and support with split bolt (7), inside wall formwork (2) is directly placed in and is supported with on split bolt (7), inside wall formwork (2) extends through pouring concrete downwards and is no less than 300mm, and with the stickup of concreting contact surface employing two-sided tape is tight, between the inside wall formwork (2) of both sides, scissor type linkage keel support system (1) is installed, then repeat above-mentioned steps 5 to step 7, complete upper strata deformation joint both walls body concrete work;
9) repeating step 8, until that required floor is built is complete.
2. deformation joint both walls body concrete pouring construction process according to claim 1, it is characterized in that: the shear force wall reinforcing steel bar positioning fixture of using in above-mentioned steps, comprise that a diameter is 14～16mm, length is the transverse reinforcement (9) of thickness of wall body, at the two ends of transverse reinforcement (9), be symmetrically welded respectively the vertical reinforcement that two diameters are 6mm (8), two vertical reinforcements (8) with end form claw, center to center distance between the claw at two ends is body of wall horizontal reinforcement array pitch, the distance of Yu Tong one end, outer end transverse reinforcement (9) end of outside vertical reinforcement (8) is thickness of protection tier.During use, claw is stuck on horizontal reinforcement adjacent on cage of reinforcement (10).
3. deformation joint both walls body concrete pouring construction process according to claim 1 and 2, it is characterized in that: the scissor type linkage keel support system of using in above-mentioned steps, comprise two support bars (14) and center-pole (16), two support bars (14) lay respectively at the both sides of center-pole (16), between the support bar (14) of center-pole (16) and both sides, by connecting rod (15), be connected respectively, between connecting rod (15) and center-pole (16) and support bar (14), be hinged, two support bars (14) top arranges backstay (12), backstay (12) center is penetrated with screw rod (13), screw rod (13) is connected with center-pole (16), screw rod (13) top arranges nut (11), support bar (14) is the angle steel of ∠ 50 * 32 * 4mm, support bar is distributed with through hole on (14), and the through hole of bottom is 400mm apart from support bar (14) bottom, and the spacing between adjacent through-holes is 400mm, through-hole diameter is 16mm, and top through hole is not more than 400mm apart from support bar (14) top, the vertical band steel that center-pole (16) is 30 * 4mm, the short 300mm of Length Ratio support bar (14), on center-pole (16), be distributed with and the equal identical through hole of the upper diameter of support bar (14), quantity, the through hole of bottom is positioned at center-pole (16) bottom, and the distance between adjacent through-holes is 400mm, connecting rod (15) is the angle steel of ∠ 30 * 3mm, and length is 420mm～550mm, and screw rod (13) diameter is 16mm, and length is not less than 500mm, and backstay (12) is channel-section steel, and length is 500mm～1000mm.
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| CN201310721808.4A CN103669655B (en) | 2013-12-24 | 2013-12-24 | Deformation joint both walls body concrete pouring construction process |
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| CN201310721808.4A CN103669655B (en) | 2013-12-24 | 2013-12-24 | Deformation joint both walls body concrete pouring construction process |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105201106A (en) * | 2015-08-27 | 2015-12-30 | 山东华邦建设集团有限公司 | Construction method of double-shear wall template formwork at deformation joint |
| CN106320541A (en) * | 2016-08-30 | 2017-01-11 | 中建八局第四建设有限公司 | Method for treating construction joint |
| CN107419895A (en) * | 2017-06-26 | 2017-12-01 | 中建二局第三建筑工程有限公司 | Construction joint control device and construction method thereof |
| CN107842194A (en) * | 2017-10-13 | 2018-03-27 | 中国建筑第八工程局有限公司 | The plate device and its construction method of movement joint |
| CN108331344A (en) * | 2018-05-14 | 2018-07-27 | 中建四局第五建筑工程有限公司 | A kind of construction joint inner side template support device |
| CN108708485A (en) * | 2018-05-19 | 2018-10-26 | 高建芳 | A kind of mounting structure of precast concrete assembled wallboard |
| CN109914787A (en) * | 2019-04-17 | 2019-06-21 | 中国新兴建筑工程有限责任公司 | A kind of non-parallel double wall construction joint linkage supporting templates and its supporting method that links |
| CN109914649A (en) * | 2019-04-03 | 2019-06-21 | 董朝旭 | A kind of precast shear wall component based in building structure |
| CN110700319A (en) * | 2019-11-21 | 2020-01-17 | 中国建筑第七工程局有限公司 | A single-sided formwork tooling for integrated pipe gallery |
| CN111411773A (en) * | 2020-03-31 | 2020-07-14 | 上海二十冶建设有限公司 | Detachable recycling device for reinforcing deformation joint formwork and using method |
| CN111424963A (en) * | 2020-04-08 | 2020-07-17 | 发达控股集团有限公司 | Reinforcing method for preventing deformation and easy disassembly of expansion joint of concrete shear wall and avoiding locking leg |
| CN113622662A (en) * | 2021-08-19 | 2021-11-09 | 中国十七冶集团有限公司 | Construction method based on novel telescopic keel for reinforcing double-wall small-space template |
| CN115110765A (en) * | 2022-06-27 | 2022-09-27 | 中国化学工程第四建设有限公司 | Construction method and device for shear wall at deformation joint |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2136821C1 (en) * | 1992-08-11 | 1999-09-10 | М.Салахюддин Фарид | Wall structure of expanded material and concrete, method and device for its manufacture |
| JP2005179889A (en) * | 2003-12-16 | 2005-07-07 | Okumura Corp | Construction method of crack-induced joint and crack-induced joint |
| CN101892742A (en) * | 2010-06-21 | 2010-11-24 | 陕西省第三建筑工程公司 | High low building-cross deformation joint low section shear wall construction method |
| CN102296810A (en) * | 2011-06-13 | 2011-12-28 | 常州市戴溪建筑工程有限公司 | Deformation joint template support structure and construction method thereof |
| CN102433988A (en) * | 2011-12-27 | 2012-05-02 | 中建八局第四建设有限公司 | Wall column formwork on two sides of expansion joint and construction method thereof |
| CN102979304A (en) * | 2012-12-13 | 2013-03-20 | 中铁二局股份有限公司 | Construction method of double shear wall formworks at deformation joint of high-rise building |
| CN203034805U (en) * | 2012-09-25 | 2013-07-03 | 合肥建工集团有限公司 | Double-concrete wallboard formwork scissors type support keel system |
-
2013
- 2013-12-24 CN CN201310721808.4A patent/CN103669655B/en not_active Expired - Fee Related
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2136821C1 (en) * | 1992-08-11 | 1999-09-10 | М.Салахюддин Фарид | Wall structure of expanded material and concrete, method and device for its manufacture |
| JP2005179889A (en) * | 2003-12-16 | 2005-07-07 | Okumura Corp | Construction method of crack-induced joint and crack-induced joint |
| CN101892742A (en) * | 2010-06-21 | 2010-11-24 | 陕西省第三建筑工程公司 | High low building-cross deformation joint low section shear wall construction method |
| CN102296810A (en) * | 2011-06-13 | 2011-12-28 | 常州市戴溪建筑工程有限公司 | Deformation joint template support structure and construction method thereof |
| CN102433988A (en) * | 2011-12-27 | 2012-05-02 | 中建八局第四建设有限公司 | Wall column formwork on two sides of expansion joint and construction method thereof |
| CN203034805U (en) * | 2012-09-25 | 2013-07-03 | 合肥建工集团有限公司 | Double-concrete wallboard formwork scissors type support keel system |
| CN102979304A (en) * | 2012-12-13 | 2013-03-20 | 中铁二局股份有限公司 | Construction method of double shear wall formworks at deformation joint of high-rise building |
Cited By (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105201106B (en) * | 2015-08-27 | 2016-11-09 | 山东华邦建设集团有限公司 | Deformation joint double shear wall form formwork construction method |
| CN105201106A (en) * | 2015-08-27 | 2015-12-30 | 山东华邦建设集团有限公司 | Construction method of double-shear wall template formwork at deformation joint |
| CN106320541A (en) * | 2016-08-30 | 2017-01-11 | 中建八局第四建设有限公司 | Method for treating construction joint |
| CN107419895A (en) * | 2017-06-26 | 2017-12-01 | 中建二局第三建筑工程有限公司 | Construction joint control device and construction method thereof |
| CN107419895B (en) * | 2017-06-26 | 2024-01-05 | 中建二局第三建筑工程有限公司 | Construction joint control device and construction method thereof |
| CN107842194B (en) * | 2017-10-13 | 2023-11-21 | 中国建筑第八工程局有限公司 | Form device of deformation joint and construction method thereof |
| CN107842194A (en) * | 2017-10-13 | 2018-03-27 | 中国建筑第八工程局有限公司 | The plate device and its construction method of movement joint |
| CN108331344A (en) * | 2018-05-14 | 2018-07-27 | 中建四局第五建筑工程有限公司 | A kind of construction joint inner side template support device |
| CN108708485A (en) * | 2018-05-19 | 2018-10-26 | 高建芳 | A kind of mounting structure of precast concrete assembled wallboard |
| CN109914649A (en) * | 2019-04-03 | 2019-06-21 | 董朝旭 | A kind of precast shear wall component based in building structure |
| CN109914649B (en) * | 2019-04-03 | 2020-09-04 | 董朝旭 | Prefabricated shear wall assembly based on building structure |
| CN109914787B (en) * | 2019-04-17 | 2023-11-24 | 中国新兴建筑工程有限责任公司 | Non-parallel double-wall construction joint linkage support mold clamping plate and linkage support method thereof |
| CN109914787A (en) * | 2019-04-17 | 2019-06-21 | 中国新兴建筑工程有限责任公司 | A kind of non-parallel double wall construction joint linkage supporting templates and its supporting method that links |
| CN110700319A (en) * | 2019-11-21 | 2020-01-17 | 中国建筑第七工程局有限公司 | A single-sided formwork tooling for integrated pipe gallery |
| CN111411773A (en) * | 2020-03-31 | 2020-07-14 | 上海二十冶建设有限公司 | Detachable recycling device for reinforcing deformation joint formwork and using method |
| CN111424963A (en) * | 2020-04-08 | 2020-07-17 | 发达控股集团有限公司 | Reinforcing method for preventing deformation and easy disassembly of expansion joint of concrete shear wall and avoiding locking leg |
| CN113622662A (en) * | 2021-08-19 | 2021-11-09 | 中国十七冶集团有限公司 | Construction method based on novel telescopic keel for reinforcing double-wall small-space template |
| CN115110765A (en) * | 2022-06-27 | 2022-09-27 | 中国化学工程第四建设有限公司 | Construction method and device for shear wall at deformation joint |
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