CN101059014A - Steel pipe hollow concrete building floor and construction method thereof - Google Patents
Steel pipe hollow concrete building floor and construction method thereof Download PDFInfo
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- CN101059014A CN101059014A CN 200710028018 CN200710028018A CN101059014A CN 101059014 A CN101059014 A CN 101059014A CN 200710028018 CN200710028018 CN 200710028018 CN 200710028018 A CN200710028018 A CN 200710028018A CN 101059014 A CN101059014 A CN 101059014A
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Abstract
A steel pipe hollow concrete floor is equipped with a number of steel pipes in itself, the steel pipes are surrounded by concrete structure and forms hollow floor; two ends of the steel pipes are fixed on the frame beam combined with the floor. Said steel pipes not only can be used as the molding template, the poured concrete need not be demounted but as one part of hollow floor. The steel pipe hollow concrete floor in the invention has small floor integral section, light weight and large bearing capacity.
Description
Affiliated technical field
The present invention relates to a kind of concrete floor, it is big particularly to relate to a kind of load that is applicable to, span is big but want hollow concrete building floor in the building of limit for height.
Background technology
The cassette ceiling of making of concrete is widely used in house, bridge already, and regrettably in the process of making cassette ceiling, the pipe that is used for moulding does not participate in the stressed of hollowcore slab at all times, only is the template of cassette ceiling moulding.It is the deadweight that effectively alleviates floor that floor is made hollow purpose, and saves material.In addition, for reducing seismic forces cassette ceiling is designed to earthquake resistant structure specially in addition.
In the prior art, manufacturing of cassette ceiling can be in factory, also can be at building-site.When produce in factory, custom-designed mould is arranged usually, wait concrete initial set solid after, just mould is extracted out, thus the formation cassette ceiling; Then different in the building site, the template that is used for moulding commonly used has cement to add fiber or paper bobbin, and perhaps plastic bobbin is placed in the plate, and the pipe that is used for moulding is not removed after having built concrete.The pipe that is used for moulding of above type has following defective:
(1). pipe can not well combine with plate, and can only play the effect of moulding, does not improve the bearing capacity and the rigidity of plate, and is promptly low with the cassette ceiling bearing capacity that it is made;
(2) even. do not remove the pipe that is used for moulding, when floor is stressed, pipe can not with the common compatible deformation of plate, do not participate in the loading process such as bending resistance, shearing resistance of plate;
(3). the hollow position inwall is anti-in the floor gathers around the pressure ability, is easy to generate crackle or crack.
In addition, in work progress, also need formwork: vertically arrange with a plurality of steel pipes, and the template of making floor on the steel pipe top, waiting that having built dismantles behind the floor again and be used for a steel pipe on top, work progress is loaded down with trivial details, cost is high, long in time limit, especially for the higher engineering of floor height, a top expense is higher.
Summary of the invention
The object of the present invention is to provide a kind of steel pipe hollow concrete building floor, the floor global sections is little, in light weight and bearing capacity is big.
Technical scheme of the present invention can realize with following technical measures, and a kind of steel pipe hollow concrete building floor is characterized in that being provided with in the floor a plurality of steel pipes, is concrete structure around the steel pipe, forms cassette ceiling; On the Vierendeel girder that the two ends of steel pipe are fixed on floor combines.Described steel pipe is not only as the forming panel of cassette ceiling, and do not remove behind the fluid concrete, as the part of cassette ceiling structure.
The present invention can also do following improvement, and described steel pipe is divided into two groups, and wherein the below of one group of steel pipe is provided with support, be provided with in each steel pipe of support and another group each steel pipe alternately and be arranged in parallel, leave between adjacent two steel pipes at interval.
The support that described steel pipe is provided with comprises supporting plate and boatswain chair, and the supporting plate horizontal arrangement adapts with the length of steel pipe; Boatswain chair is positioned at the steel pipe below, is made up of perpendicular to supporting plate and along the spaced vertical plate of pallet length direction a plurality of, and the upper end and the steel pipe of vertical plate are fixed.
The present invention can also do following improvement, and described floor also comprises truss mould plate, and truss mould plate is made up of a plurality of modular unit, and each modular unit is arranged on the supporting plate of adjacent two supports.
The two ends of each modular unit of described truss mould plate overlap respectively on the supporting plate that is fixed on two supports that are positioned at its both sides.Be truss mould plate by boatswain chair on the support and supporting plate, sling by steel pipe.
Described floor slab tops and bottom are respectively equipped with the reinforcing bar that is criss-cross arranged, and wherein, are positioned at the bottom of the reinforcement placement of floor slab bottoms at truss mould plate.
The present invention can also do following improvement, in the concrete between described adjacent two steel pipes, can also be furnished with the prestressing force steel hinge line, on the Vierendeel girder that the two ends of steel hinge line also are fixed to floor combines.The supporting capacity of floor has been strengthened in the setting of steel hinge line greatly.Simultaneously, the application of prestressing force steel hinge line has also improved the anti-crack ability of cassette ceiling.Described prestressing force steel hinge line is middle recessed parabolic shape.
The job practices of above-mentioned steel pipe hollow concrete building floor, it specifically comprises the steps:
(1). make two groups of steel pipes, will wherein fixedly mount upper bracket on one group of steel pipe, should organize steel pipe earlier and be arranged in parallel, and allow its two ends be fixed to both sides be used for Vierendeel girder that floor combines on, prepared separation between adjacent two steel pipes;
(2). truss mould plate is installed: a plurality of truss mould plates unit is arranged between adjacent two steel pipes that are provided with support, and the two ends of each truss mould plate are overlapped on respectively on the support of adjacent two steel pipes;
(3). the reinforcing bar of floor slab bottoms is installed on the bottom surface of truss mould plate;
(4). another group steel pipe is installed: the two ends of another group steel pipe also are fixed on the Vierendeel girder of both sides, and steel pipe is arranged in the interval between mounted in advance adjacent two steel pipes of above-mentioned steps 1, make two groups of steel pipe arranged alternate also parallel to each other, build the plate base concrete then;
(5). after treating the hardening of plate base concrete, the reinforcing bar on floor top is installed;
(6). build the top concrete.
In the job practices of steel pipe hollow concrete building floor of the present invention, in the described step 1 and 2, wherein the support that is provided with of one group of steel pipe comprises that the supporting plate of a horizontal arrangement and the vertical boatswain chair of arranging form, and the length of supporting plate and steel pipe adapts; Boatswain chair comprises and a plurality ofly is vertically fixed on the supporting plate and along the spaced vertical plate of pallet length direction, and the upper end and the steel pipe welding of vertical plate is fixing; The two ends of each truss mould plate unit are overlapped on respectively on the supporting plate on adjacent two supports.
Correspondingly, should be provided with a mounting plane at least on described and the Vierendeel girder that floor combines, then all fixedly connected with this mounting plane in the end of the end face of steel pipe and prestressing force steel hinge line.Easy construction is quick.
Compared with prior art, advantage of the present invention is:
(1). built-in steel pipe in concrete hollow floor, solved the interior destruction problem of hollow hole in the floor, make the structure of floor approach steel reinforced concrete more, be a combination construction that steel-concrete slab is superimposed; Compare with ordinary concrete structure of the prior art, its steel content improves greatly, thereby under the condition of identical load, slab thickness of the present invention is littler, and weight is lighter, and occupation space is littler;
(2). the concrete of steel pipe in floor combined closely, and makes the steel pipe can compatible deformation with concrete floor, participates in opposing external force, and can bear part moment of flexure, the shearing of floor, improved the integral rigidity of floor simultaneously, diameter of steel tube is big more, wall is thick more, and bearing capacity is big more;
(3). because steel pipe and concrete have good binding, the endoporus that steel pipe and concrete form can also bear the bigger pressure of gathering around; Thereby defectives such as crackle or crack appear in the inside that effectively overcomes floor;
(4). compare with the concrete floor with weight, the bearing capacity of steel pipe hollow floor can maximum can improve 70%, has reduced the thickness and the deadweight of floor, and particularly when the present invention was used for basement, cutting depth was dwindled greatly, saved manpower and time;
(5). easy construction, can hang the contour plate construction voluntarily without formwork, the reduction of erection time, be applicable to very much work high above the ground, be with a wide range of applications.
Further prove effect of the present invention below by the test example,
Test name: the finite element analysis of steel pipe hollow concrete building floor node
1.ABAQUS calculating leader:
Strength grade of concrete adopts C35, and shaped steel adopts the Q345 steel, and the concrete of all nodes adopts the simulation of damage model solid element, and shaped steel adopts the shell unit simulation.Because ignored the influence of reinforcing bar, concrete damage is accelerated to strengthen, thereby the suffered stress of shear connector can increase, so as long as existing The model calculation satisfies code requirement, the situation that adds reinforcing bar will satisfy automatically.Therefore the parameter of reference value relatively being arranged in result of calculation is respectively displacement, shaped steel stress, concrete damage situation.
The steel model:
The elastoplasticity of steel divides parameter following (kN-m of unit),
Material, title=Q345
Elasticity 200e6
Plasticity, sclerosis=kinematic 345e3,0 470e3,0.025
Quality 7.800
Concrete model: adopt the elastoplastic Damage model, can consider the difference of materials in tension and compression intensity, the rigidity of the degeneration of stiffness and strength and tension and compression circulation is recovered.For example the parameter that adopts of C35 concrete is as give a definition (kN-m of unit):
* material, title e=C35
* elasticity
31500000，0.2
* quality
2.5
* damage, alpha=0.0
* concrete damage plasticity
25
* concrete compression sclerosis
16380.， 0
23400.， 0.000789431
15814.6， 0.00256253
10267.4， 0.00427092
7408.77， 0.00589395
5749.74， 0.00747891
4682.74， 0.00904507
3943.69， 0.0106008
3403.29， 0.0121503
2991.69， 0.0136956
* concrete compression damage
0， 0
0.01， 0.000789431
0.324164， 0.00256253
0.561223， 0.00427092
0.683386， 0.00589395
0.796302， 0.00747891
0.858328， 0.00904507
0.89589， 0.0106008
0.92031， 0.0121503
0.937062， 0.0136956
* concrete in tension sclerosis
2640.， 0
2200.， 0.0000301427
1253.05， 0.000160189
834.315， 0.000273466
638.442， 0.000379668
524.938， 0.000483255
450.278， 0.000585609
397.041， 0.000687284
356.924， 0.000788541
325.457， 0.000889524
109.188， 0.00399589
* concrete in tension damage
0， 0
0.01， 0.0000301427
0.430433， 0.000160189
0.620766， 0.000273466
0.709799， 0.000379668
0.814503， 0.000483255
0.880713， 0.000585609
0.921137， 0.000687284
0.943295， 0.000788541
0.956917， 0.000889524
0.998833， 0.00399589
Computational methods adopt Explicit (explicit) to calculate; Load mode loads (being loaded into design load from 0) by deadweight and other loads by linearity.
2 nodes calculate:
2.1 sectional dimension:
This node is the hollow steel pipe plate node, takes out 1/4 model by symmetric relation and calculates, and adds symmetrical border all around.
The concrete part: the plate area is 16.8m * 8.4m, thick 0.9m; Cylinder is a steel pipe column 13, and in the middle of floor, diameter is 0.75m./ 4th models as shown in Figure 14.
The shaped steel part: hollowcore slab steel pipe 16 diameters are 0.6m, thick 0.008m.Girder 14 is a channel-section steel, thick 0.035m, and secondary beam 15 is an I steel, the thick 0.025m of edge of a wing 15a, the thick 0.02m of web 15b.Add 0.035 thick floor.The thick 0.022m of steel pipe column 13 steel plates.The floor slab tops arrangement of reinforcement is ф 25@100mm, and equivalence is the steel plate of 5mm, and the floor slab bottoms arrangement of reinforcement is ф 25@150mm, and equivalence is the steel plate of 3mm, and model is shown in accompanying drawing 15,16.
2.2 load:
Load is vertical load.Dead load (not comprising deadweight) is 32KN/m2, and mobile load is 20KN/m2, lives by 1.35 perseverances+0.98 and calculates to such an extent that the evenly distributed load on the floor that should add is 61KN/m2.
The build-in constraint is done in steel pipe column 13 bottoms, adds symmetrical border all around.
2.3 result of calculation and analysis (unit is kN, m, kPa):
Owing to only show the result of calculation of 1/4 model below the symmetry of model:
2.3.1 displacement diagram (1), (2) are respectively shown in accompanying drawing 17,18
Maximum displacement numerical value reaches 15.2mm, and amount of deflection is 15.2/16.4=1/1078＜1/200, satisfies code requirement.
2.4.2 shaped steel stress (negative value for pressing, on the occasion of for drawing).
In the tension and compression stress, on steel pipe column, get a bit, definition is 1 direction from this point along steel pipe 16 length directions, along this tangential direction on steel pipe 16 cross-sectional circumferential is 2 directions, simultaneously vertical with above-mentioned 1 and the direction of 2 two directions be normal direction, test records: the maximum stress of 1 direction is 116.3e3kN/m2, the maximum stress of 2 directions is 114e3kN/m2, all less than Q345 steel tension pressure degree design load 295e3kN/m2, and the maximum value of 3 directions (shear stress) is 105e3kN/m2, less than Q345 steel shear strength design load 170e3kN/m2; Maximum yield bearing stress (negative value) occurs in the bottom flange of the i iron of steel pipe column 13 walls and secondary beam 15 below the plate, and its numerical value reaches 135e3kN/m2＜295e3kN/m2; Maximum surrender tensile stress (on the occasion of) near the type edge of capital takes place, numerical value reaches 180e3kN/m2＜295e3kN/m2; All be in elastic range, satisfy code requirement.
2.4.3 concrete in tension damage
Near steel pipe column 13 tops the plate face and the plate bottom of span centre, the not damage of degree of sympathy has appearred, damage the most serious part concrete in tension rigidity and degenerated closely 90 percent, this regional concrete in tension has withdrawed from work, bears most of active force by shaped steel.
2.5 sum up
In sum, satisfy requirement for bearing capacity by steel pipe column 13, section steel beam and with hollow steel pipe plate node that its steel pipe that welds mutually 16 constitutes under the effect of the weight of the deadweight of floor and earthing.
Description of drawings
Fig. 1 is the floor sectional view of the embodiment of the invention 1
Fig. 2 is the I portion enlarged diagram of Fig. 1
Fig. 3 is that the A-A of Fig. 2 is to sectional view
Fig. 4 is the schematic perspective view that the steel pipe of the embodiment of the invention 1 links to each other with Vierendeel girder
Fig. 5 is the structural representation that the prestressing force steel hinge line of the embodiment of the invention 2 links to each other with Vierendeel girder
Fig. 6 is the floor sectional view of the embodiment of the invention 3
Fig. 7 is the structural representation that the i iron of the embodiment of the invention 4 links to each other with truss mould plate
Fig. 8 is the schematic diagram of the construction method step 1 of steel pipe hollow concrete building floor of the present invention
Fig. 9 is the schematic diagram of the construction method step 2 of steel pipe hollow concrete building floor of the present invention
Figure 10 is the schematic diagram of the construction method step 3 of steel pipe hollow concrete building floor of the present invention
Figure 11 is the schematic diagram of the construction method step 4 of steel pipe hollow concrete building floor of the present invention
Figure 12 is the schematic diagram of the construction method step 5 of steel pipe hollow concrete building floor of the present invention
Figure 13 is the schematic diagram of the construction method step 6 of steel pipe hollow concrete building floor of the present invention
Figure 14 the present invention tests the model of concrete part in the example
Figure 15 the present invention tests beam, the column model of shaped steel in the example
Figure 16 the present invention tests the hollowcore slab steel pipe model of shaped steel in the example
Figure 17 the present invention tests the displacement diagram (1) in the example
Figure 18 the present invention tests the displacement diagram (2) in the example
The specific embodiment
Embodiments of the invention 1 shown in Fig. 1～4 and Fig. 8～13, a kind of job practices of steel pipe hollow concrete building floor, it specifically comprises the steps:
(1). as shown in Figure 8, make two groups of steel pipe 1a, 1b, wherein one group of steel pipe 1a upward fixedly mounts upper bracket 2, and support 2 comprises the supporting plate 21 and the vertical boatswain chair of arranging 22 compositions of a horizontal arrangement, and the length of supporting plate 21 and steel pipe 1a adapts; Boatswain chair 22 is positioned at the below of steel pipe 1a, and comprises and a plurality ofly be vertically fixed on the supporting plate 21 and along the spaced vertical plate of supporting plate 21 length directions, and the upper end and the steel pipe 1a welding of vertical plate is fixing; Should organize steel pipe 1a earlier and be arranged in parallel, and the cross section that allows the welding of its two ends be fixed to both sides is on the square beam 4 of rectangle in the inner part the sidewall, prepared separation between the adjacent two steel pipe 1a;
(2). as shown in Figure 9, truss mould plate 3 is installed: a plurality of truss mould plates unit is arranged between the adjacent two steel pipe 1a that are provided with support 2, and the two ends of each truss mould plate unit are overlapped on respectively on the supporting plate 21 on adjacent two supports 2; Truss mould plate 3 among the present invention is truss mould plates of widespread usage in the prior art, comprise wind up 31, lower edge 32 and web member 33.
(3). as shown in figure 10, bottom reinforcement bars 5a is installed on the bottom surface of truss mould plate 3, and reinforcing bar is criss-cross arranged;
(4). as shown in figure 11, another group steel pipe 1b is installed: two ends of another group steel pipe 1b also are fixed on the square beam 4 of both sides on the sidewall in the inner part, and will organize steel pipe 1b and be arranged in the interval between the mounted in advance adjacent two steel pipe 1a of above-mentioned steps 1, allow two groups of steel pipe 1a, 1b arranged alternate and parallel to each other, build plate base concrete 6 then, the thick lid of plate base concrete 6 is crossed truss mould plate 3, and is lower than the minimum point of steel pipe 1a, 1b;
(5). as shown in figure 12, treat 6 hardening of plate base concrete after, upper reinforcement 5b is installed, upper reinforcement 5b is also for being criss-cross arranged;
(6). as shown in figure 13, build the top concrete seven, finish floor and make.
Through the floor slab structure of above-mentioned job practices made shown in Fig. 1～4.
Embodiments of the invention 3 as shown in Figure 6, different is with embodiment 1, the centre of floor also is provided with Vierendeel girder 10, this Vierendeel girder 10 is vertical with the arranged direction of steel pipe 1a, 1b, then each steel pipe is not the width across whole floor, but the Vierendeel girder 10 that is positioned in the middle of the floor is divided into two zones.In the step 1 and step 4 of job practices, Vierendeel girder 10 both sides in the middle of be positioned at are the fixing wherein end of steel pipe 1a or 1b respectively, and the other end of steel pipe 1a or 1b and the square beam 4 of both sides are fixed.Other work progress is identical with embodiment 1.
Embodiments of the invention 4 as shown in Figure 7, different is with embodiment 1, when floor combines with Vierendeel girder, also combine with column, when steel pipe and column interference, the position that on floor, combines with column, replace steel pipe with an i iron 11, an i iron 11 is all fixed in the both sides of column, an end that is about to two i iron 11 is fixed on the column, its other end is fixed with the Vierendeel girder of both sides respectively, and the edge of a wing of i iron 11 is parallel with floor, is welded with the support that comprises supporting plate 21 and boatswain chair 22 below the edge of a wing with i iron 11.Other work progress is identical with embodiment 1.In the above scheme, replace steel pipe, solved the bad fixing problem of steel pipe and column, so both guaranteed the intensity of floor, do not influence the smooth installation of truss mould plate 3 again with i iron 11.
In the above-described embodiment, described square beam as Vierendeel girder can also be the beam of other shape, at this moment, built-in fitting can be set in beam, is provided with a mounting plane on this built-in fitting at least, is used for fixing the end face of steel pipe.
Claims (10)
1. a steel pipe hollow concrete building floor is characterized in that being provided with in the floor a plurality of steel pipes, is concrete structure around the steel pipe, forms cassette ceiling; On the Vierendeel girder that the two ends of steel pipe are fixed on floor combines.
2. a kind of steel pipe hollow concrete building floor according to claim 1, it is characterized in that described steel pipe is divided into two groups, wherein the below of one group of steel pipe (1a) is provided with support (2), each steel pipe (1b) in each steel pipe (1a) that is provided with support (2) and another group alternately and be arranged in parallel leaves between adjacent two steel pipes (1a), (1b) at interval.
3. a kind of steel pipe hollow concrete building floor according to claim 2 is characterized in that the support (2) that described steel pipe (1a) is provided with comprises supporting plate (21) and boatswain chair (22), and supporting plate (21) horizontal arrangement adapts with the length of steel pipe (1a); Boatswain chair (22) is positioned at steel pipe (1a) below, is made up of perpendicular to supporting plate (21) and along the spaced vertical plate of supporting plate (21) length direction a plurality of, and the upper end of vertical plate and steel pipe (1a) are fixing.
4. a kind of steel pipe hollow concrete building floor according to claim 3, it is characterized in that described floor also comprises truss mould plate (3), truss mould plate (3) is made up of a plurality of modular unit, and each modular unit is arranged on the supporting plate (21) of adjacent two supports (2).
5. a kind of steel pipe hollow concrete building floor according to claim 4 is characterized in that the two ends of each modular unit of described truss mould plate (3) overlap respectively on the supporting plate (21) that is fixed on two supports (2) that are positioned at its both sides.
6. a kind of steel pipe hollow concrete building floor according to claim 5 is characterized in that described floor slab tops and bottom are respectively equipped with the reinforcing bar that is criss-cross arranged, and wherein, the reinforcing bar (5a) that is positioned at floor slab bottoms is arranged in the bottom of truss mould plate (3).
7. a kind of steel pipe hollow concrete building floor according to claim 1 is characterized in that being furnished with prestressing force steel hinge line (8), on the Vierendeel girder that its two ends also are fixed to floor combines in the concrete between described adjacent two steel pipes (1).
8. a kind of steel pipe hollow concrete building floor according to claim 7 is characterized in that described prestressing force steel hinge line (8) is middle recessed parabolic shape.
9. the job practices of the described steel pipe hollow concrete building floor of claim 1, it specifically comprises the steps:
(1). make two groups of steel pipes (1a), (1b), wherein one group of steel pipe (1a) fixedly mounts upper bracket (2), should organize steel pipe (1a) earlier and be arranged in parallel, and allow its two ends be fixed to both sides be used for Vierendeel girder that floor combines on, prepared separation between adjacent two steel pipes (1a);
(2). truss mould plate (3) is installed: a plurality of truss mould plates unit is arranged between adjacent two steel pipes (1a) that are provided with support (2), and the two ends of each truss mould plate (3) are overlapped on respectively on the support of adjacent two steel pipes (1a);
(3). bottom reinforcement bars (5a) is installed on the bottom surface of truss mould plate (3);
(4). another group steel pipe (1b) is installed: the two ends of another group steel pipe (1b) also are fixed on the Vierendeel girder of both sides, and steel pipe (1b) is arranged in the above-mentioned steps 1 in the interval between mounted in advance adjacent two steel pipes (1a), allow two groups of steel pipes (1a), (1b) arranged alternate and parallel to each other, build plate base concrete (6) then;
(5). after treating plate base concrete (6) hardening, the reinforcing bar (5b) on floor top is installed;
(6). build top concrete (7).
10. according to the job practices of right 9 described a kind of steel pipe hollow concrete building floors, it is characterized in that in described step 1 and 2, wherein the support (2) that is provided with of one group of steel pipe (1a) comprises that the supporting plate (21) of a horizontal arrangement and the vertical boatswain chair of arranging (22) form, and supporting plate (21) adapts with the length of steel pipe (1a); Boatswain chair (22) comprises a plurality of being vertically fixed on the supporting plate (21) and along the spaced vertical plate of supporting plate (21) length direction, and the upper end and steel pipe (1a) welding of vertical plate is fixing; The two ends of each truss mould plate unit are overlapped on respectively on the supporting plate (21) on adjacent two supports (2).
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| Application Number | Priority Date | Filing Date | Title |
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| CN200710028018A CN101059014B (en) | 2007-05-15 | 2007-05-15 | Steel pipe hollow concrete building floor and construction method thereof |
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|---|---|---|---|
| CN200710028018A CN101059014B (en) | 2007-05-15 | 2007-05-15 | Steel pipe hollow concrete building floor and construction method thereof |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103866858A (en) * | 2014-03-21 | 2014-06-18 | 浙江工业大学 | Construction method of concrete framework structure with beam end constraining and releasing functions |
| CN104372888A (en) * | 2014-10-11 | 2015-02-25 | 成都聚智工业设计有限公司 | Truss structure |
| CN104929294A (en) * | 2015-06-04 | 2015-09-23 | 扬州大学 | Concrete composite plate with built-in cross hollow square steel pipes |
| CN106193406A (en) * | 2016-08-07 | 2016-12-07 | 中铁十九局集团第二工程有限公司 | Pre-tensioning system cored slab Drawing-Core square steel internal mold construction method |
| CN104372888B (en) * | 2014-10-11 | 2017-01-04 | 成都聚智工业设计有限公司 | Truss structure |
| CN106439209A (en) * | 2016-08-31 | 2017-02-22 | 中国能源建设集团天津电力建设有限公司 | Novel mounting scheme for high-pressure union air valve |
| CN114541634A (en) * | 2022-04-27 | 2022-05-27 | 龙信集团江苏建筑产业有限公司 | Detachable prestressed reinforcement truss superimposed sheet |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN85106092A (en) * | 1985-08-05 | 1986-07-02 | 任华国 | Concrete grouting method of hollow slab in site |
| CN1173102C (en) * | 2000-07-18 | 2004-10-27 | 邱则有 | In-situ deposited prestressed hollow reinforced concrete roof and its construction process |
| CN2459379Y (en) * | 2000-12-15 | 2001-11-14 | 北京市建筑工程研究院 | Large span no-adhesive prestressed in-situ hollow slab |
-
2007
- 2007-05-15 CN CN200710028018A patent/CN101059014B/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103866858A (en) * | 2014-03-21 | 2014-06-18 | 浙江工业大学 | Construction method of concrete framework structure with beam end constraining and releasing functions |
| CN104372888A (en) * | 2014-10-11 | 2015-02-25 | 成都聚智工业设计有限公司 | Truss structure |
| CN104372888B (en) * | 2014-10-11 | 2017-01-04 | 成都聚智工业设计有限公司 | Truss structure |
| CN104929294A (en) * | 2015-06-04 | 2015-09-23 | 扬州大学 | Concrete composite plate with built-in cross hollow square steel pipes |
| CN106193406A (en) * | 2016-08-07 | 2016-12-07 | 中铁十九局集团第二工程有限公司 | Pre-tensioning system cored slab Drawing-Core square steel internal mold construction method |
| CN106439209A (en) * | 2016-08-31 | 2017-02-22 | 中国能源建设集团天津电力建设有限公司 | Novel mounting scheme for high-pressure union air valve |
| CN114541634A (en) * | 2022-04-27 | 2022-05-27 | 龙信集团江苏建筑产业有限公司 | Detachable prestressed reinforcement truss superimposed sheet |
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| CN101059014B (en) | 2010-05-19 |
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