CN201738935U - Chamber arch jet molding concrete construction structure - Google Patents
Chamber arch jet molding concrete construction structure Download PDFInfo
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- CN201738935U CN201738935U CN2010205155542U CN201020515554U CN201738935U CN 201738935 U CN201738935 U CN 201738935U CN 2010205155542 U CN2010205155542 U CN 2010205155542U CN 201020515554 U CN201020515554 U CN 201020515554U CN 201738935 U CN201738935 U CN 201738935U
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Abstract
The utility model discloses a chamber arch jet molding concrete construction structure, comprising an anchor, a steel structure, concrete and a mold plate, wherein the anchor is fixed in the bed rock; the steel structure is fixed through the anchor. The utility model is characterized in that a detachable mold plate is fixed by hanging; a chamber arch pouring space is formed by combining the mold plate and the bed rock; concrete is disposed in the pouring space through jet molding. The utility model is advantageous in that concrete delivery pump and loading scaffold are not required; a few workers and spraying devices are required; construction material is greatly saved; construction period is shortened; jet molding concrete can replace arch lining concrete for underground chamber permanent structure; the operation is much more convenient and the quality is guaranteed.
Description
Technical field
The utility model belongs to construction work concrete construction technology field, relates in particular to Hydraulic and Hydro-Power Engineering concrete construction technology field, particularly a kind of cavern crown mould shotcrete construction structure.
Background technology
Concrete construction is often used in construction work.Conventional concrete construction is through mixing, vibrating and can realize concreting.The crown permanent structure traditional approach of Hydraulic and Hydro-Power Engineering underground chamber is concrete lining, adopting traditional crown concrete lining advantage is the construction technology maturation, shortcoming is that a large amount of tubing is set up the load-bearing scaffold, supporting concrete mixes and stirs system, concrete tank, concrete pump and concrete construction personnel with using, and this part material, plant equipment and constructor can be left unused because of follow-up work face does not possess execution conditions after crown concrete lining is finished, and increase construction cost; And the crown construction of concrete lining is long in time limit.Improving and innovating cavern's crown concrete construction is important techniques problem in the present Hydraulic and Hydro-Power Engineering construction.
The utility model content
The utility model discloses a kind of cavern crown mould shotcrete construction structure according to the deficiencies in the prior art, the utility model adopt template suspension technology solved the existing cavern crown concrete construction duration long, construction cost is high, safety and quality are badly in need of the problem that improves.
The utility model is achieved through the following technical solutions:
Cavern's crown mould shotcrete construction structure, comprise anchor pole, steel work, concrete and template, wherein anchor pole is fixed in the basement rock, and steel work is fixed by anchor pole, detachable template hangs fixing and constitutes cavern's crown with basement rock builds the space, and concrete is positioned at by the mould spray builds the space.
Further described detachable template hangs fixed structure and is: external surface has the concrete cover cushion block of colligation on steel work; laterally enclose and carry steel pipe the crown curvature according to the bending cavern of design radial dimensioned is arranged; fixing vertically the enclosing of galvanized wire and steel work colligation carried steel pipe in outermost layer, vertically encloses to carry steel pipe and support laterally to enclose and carry steel pipe and template is fixed on the concrete cover cushion block and laterally encloses and carry between the steel pipe.
Further described steel work comprises internal layer steel mesh reinforcement, L shaped dowel, i iron and outer reinforcement net; Described internal layer steel mesh reinforcement is weldingly fixed on close basement rock surface on the anchor pole, internal layer steel mesh reinforcement all standing basement rock; One side of described L shaped dowel is weldingly fixed on the anchor pole, on one side fixing with the i iron welding, i iron is arranged in cavern's longitudinal separation; It is fixing that the i iron welding is crossed by described outer reinforcement Netcom, is positioned at the i iron outside, all standing basement rock.
The outer reinforcement that described detachable template colligation is fixed on steel work is online.
The vertical and horizontal rebar spacing of described internal layer steel mesh reinforcement and outer reinforcement net is 20 * 20cm.
The long 1.5m of described template, the wide 1m that is not more than.
Concrete construction sequence is:
A, bedrock surface are handled, and carry out rock face behind the excavation and owe to dig the removing of handling and becoming flexible sillar;
B, anchor bolt construction, the erection construction platform carries out armature boring and perfusion;
C, internal layer steel mesh reinforcement are installed, and the booster reinforcing bar by anchor pole welding internal layer steel mesh reinforcement carries out colligation with the internal layer reinforcing bar according to array pitch 20 * 20cm between design then and installs;
D, i iron install, one side with being weldingly fixed on the anchor pole of L shaped dowel, the another side welding is i iron fixedly;
C, outer reinforcement net are installed, and horizontal reinforcement are welded on the lateral surface of i iron apart from 20cm according to designing and arranging, again longitudinal reinforcement are constituted the outer reinforcement net according to design pitch 20cm colligation on horizontal reinforcement;
D, template are installed, colligation concrete cover cushion block on outer steel mesh reinforcement, cushion block is according to 2 of colligations in the long scope of long every template 1.5m, array pitch is 75cm, carrying out template after the cushion block colligation is good installs, the template setting height(from bottom) is not more than 1.0 meters, rising with the mould pneumatically placed concrete increases height, before concrete is sprayed onto the top, the crown template is sealed, laterally enclosing of template carried steel pipe according to design radial dimensioned bending forming, utilizes fixing vertically the enclosing of galvanized wire and the colligation of outer reinforcement net to carry steel pipe and support laterally to enclose and carry steel pipe template is fixed;
E, pneumatically placed concrete, carrying out concrete from bottom to top sprays, shower nozzle is no more than 1.0 meters from the distance that is subjected to spray plane, when being ejected into the top, spray from the side, and take the top segmentation to regress when the sealing template and seal injection, 3 meters long one section is divided into two sections and seals, simultaneously add vibrating spear, establish aggregate with the restriction spray that prevents to be subjected to when the top space and concentrate that to form holder empty at tip position;
F, concrete coagulation sclerosis back stripping.
The processing of owing to dig in the A step guarantees that the building structure size reaches designing requirement, ensures the stable of structure.
In the B step, carry out anchor bolt construction behind the excavation, in rock mass, increase muscles and bones, strengthened the intensity of anchorage zone country rock.
The internal layer steel mesh reinforcement makes concrete structure increase the intensity of nexine tensile region when stress deformation in the C step.
The intensity height of i iron in the D step links into an integrated entity the back by concrete parcel with anchor pole, has strengthened concrete intensity.
Link into an integrated entity at E step ectomesoderm steel mesh reinforcement and I-shaped, strengthen concrete strength.
The concrete cover cushion block guarantees the parcel thickness of reinforcing bar in concrete in the F step, makes mould pneumatically placed concrete structure not occupy design section, and reduces spray and establish concrete rebound loss.
When in the G step, being ejected into crown, be subjected to the restriction in crown space, the direction of sprayed mortar changes into parallel with template by original vertical formwork length direction, spray angle has changed 90 °, the spatial altitude at crown position also has only 40cm, jet length after spray angle changes like this reaches 2.5～3m, and jet length is excessive; Influence the quality of crown position sprayed mortar; For this reason when the template sealing at crown position, the sealing of earlier a template 1.5m length template crown only being installed, after finishing, this part crown sprayed mortar carries out the sealing of second half crown template again, at last the crown concrete is sprayed and finish, the wide concrete of crown 3m adopts and divides two sections constructions that regress like this, solution is because of crown position limited space, the problem that jet length is excessive, i iron is rich to concrete resistance when remedying parallel template length direction sprayed mortar, simultaneously add vibrating spear during injection, establish the aggregate resilience with the rich spray of resistance that prevents to be subjected to when the top i iron and concentrate that to form holder empty at tip position.By spraying machinery, utilize compressed air, with concrete mix, by the pipeline high velocity jet to having set up in the template, and with template in the steel mesh reinforcement, the i iron setting and harden that fix become reinforced concrete structure.
Concrete coagulation sclerosis back stripping
Comparing the advantage that the utlity model has with traditional crown concrete lining is:
1, use the utility model structure duration short, the rock face of excavation back exposure is sealed timely and effectively, ensures the stable of structure;
2, reduced the necessary bearing bent frame of crown concrete lining set up and load-bearing concrete is built and etc. the strong time, saved the duration;
3, reduce concrete and mixed and stirred system, delayed marching into the arena the time of concrete pump and constructor, reduced operating cost;
4, mould pneumatically placed concrete template is increased with the concrete rising, and is easier in the operation;
5, in mould shotcrete construction process, the vibrate application of equipment, make the construction quality of sprayed mortar be protected more, especially in the weakest place of crown position lining concrete construction, the operability that the mould pneumatically placed concrete is closed by template, make crown mould pneumatically placed concrete convenient in operation, quality is secure.
In sum, the utility model discloses a kind of cavern crown mould shotcrete construction structure and construction technology, adopt the utility model to construct and do not need concrete pump, need not set up full hall load-bearing scaffold, a small amount of constructor of need and spraying equipment, a large amount of construction materials of saving, and the construction period is short, can replace the crown lining concrete to become the mould pneumatically placed concrete of underground chamber permanent structure, crown mould pneumatically placed concrete is convenient in operation, and quality is secure.
Description of drawings
Below in conjunction with description of drawings and specific embodiment the utility model is further specified:
Fig. 1 is the utility model cavern crown mould pneumatically placed concrete structural representation;
Fig. 2 is each unit construction structural representation of the utility model cavern crown;
Fig. 3 is each unit construction structure enlarged diagram of the utility model.
Among the figure, the 1st, bedrock surface, the 2nd, anchor pole, the 3rd, internal layer steel mesh reinforcement, the 4th, i iron; the 5th, outer reinforcement net, the 6th, template, the 8th, L shaped dowel, the 9th, concrete cover cushion block; the 10th, template hangs galvanized wire, and the 11st, vertically enclose and carry steel pipe, the 15th, the bed die bearing frame, the 17th, laterally enclose and carry steel pipe.
The specific embodiment
In conjunction with Fig. 1 to Fig. 3.
Fig. 1 is the utility model cavern crown mould pneumatically placed concrete structural representation.Cavern's crown anchor pole 2 and steel work have been illustrated among the figure; the utility model adopts template to hang technology; the weight of steel work and template suspended structure utilizes anchor pole 2 to support in concrete construction; the quantity of anchor pole 2 and drilling depth are according to the Site Design needs; this is conventional mechanical calculation design, and how many anchor poles 2 reach the scope that all belongs to the utility model protection of how fixing.Steel work is the necessary architectural feature of concreting, and the steel work in the concrete structure is a toughness of strengthening the monolithic concrete structure, increases stretching resistance, adopts what concrete steel structure all to belong to the scope of the utility model protection.
Fig. 2 is this each unit construction structural representation of routine cavern crown, and Fig. 3 is each unit construction structure enlarged diagram of this example.Be internal layer steel mesh reinforcement 3, i iron 4, outer reinforcement net 5, concrete cover cushion block 9, template 6 successively, laterally enclose and carry steel pipe 17, vertically enclose and carry steel pipe 11 by bedrock surface 1 beginning order direction in the hole; Wherein anchor pole 2 is fixed in the bedrock surface 1, and L shaped dowel 8 is fixing with anchor pole 2 welding on one side, fixing with i iron 4 welding on one side.
Concrete structure comprises anchor pole 2, steel work, concrete and template 6, anchor pole 2 is fixed in the basement rock 1, steel work is fixing by anchor pole 2, and detachable template 6 is suspended on the steel work and builds the space with basement rock 1 formation cavern crown, and concrete is positioned at by the mould spray builds the space.
External surface has the concrete cover cushion block 9 of colligation on steel work; laterally enclose and carry steel pipe 17 the crown curvature according to the bending cavern of design radial dimensioned is arranged; galvanized wire 10 is carried steel pipe 11 in outermost layer with fixing vertically the enclosing of steel work colligation, vertically encloses to carry steel pipe 11 and support laterally to enclose and carry steel pipe 17 and template 6 is fixed on concrete cover cushion block 9 and laterally encloses and carry between the steel pipe 17.
Steel work comprises internal layer steel mesh reinforcement 3, L shaped dowel 8, i iron 4 and outer reinforcement net 5; Internal layer steel mesh reinforcement 3 is weldingly fixed on close basement rock surface on the anchor pole, internal layer steel mesh reinforcement 3 all standing basement rock; One side of L shaped dowel 8 is weldingly fixed on the anchor pole, on one side fixing with i iron 4 welding, i iron 4 is arranged in cavern's longitudinal separation; Outer reinforcement net 5 is fixing by i iron 4 welding, is positioned at i iron 4 outsides, all standing basement rock.
Concrete cover cushion block 9 and vertically enclosing is carried on the outer reinforcement net 5 that steel pipe 11 colligations are fixed on steel work.The vertical and horizontal rebar spacing of internal layer steel mesh reinforcement 3 and outer reinforcement net 5 is 20 * 20cm.Template 6 long 1.5m, the wide 1m that is not more than.
Adopt this routine concrete structure to construct by following steps:
A, bedrock surface are handled, and carry out rock face 1 behind the excavation and owe to dig the removing of handling and becoming flexible sillar; The processing of owing to dig guarantees that the building structure size reaches designing requirement, ensures the stable of structure.
B, anchor bolt construction, erection construction platform 13 carries out anchor pole 2 borings and perfusion; Carry out anchor bolt construction behind the excavation, in rock mass, increase muscles and bones, strengthened the intensity of anchorage zone country rock;
C, internal layer steel mesh reinforcement are installed, and the booster reinforcing bar by anchor pole 2 welding internal layer steel mesh reinforcements carries out colligation with the internal layer reinforcing bar according to array pitch 20 * 20cm between design then and installs.The internal layer steel mesh reinforcement makes concrete structure increase the intensity of nexine tensile region when stress deformation;
D, i iron install, one side with being weldingly fixed on the anchor pole 2 of L shaped dowel 8, the another side welding is i iron 4 fixedly; The intensity height of i iron links into an integrated entity the back by concrete parcel with anchor pole, has strengthened concrete intensity;
E, outer reinforcement net install: horizontal reinforcement is welded on the lateral surface of i iron 4 apart from 20cm according to designing and arranging, again with longitudinal reinforcement according to design pitch 20cm colligation on horizontal reinforcement; Outer reinforcement net and I-shaped link into an integrated entity, and strengthen concrete strength.
F, template is installed, colligation concrete cover cushion block 9 on outer steel mesh reinforcement 5, cushion block 9 is according to 2 of colligations in the long scope of long every template 1.5m, array pitch is 75cm, carrying out template 6 after cushion block 9 colligations are good installs, template 6 setting height(from bottom)s are not more than 1.0 meters, rising with mould pneumatically placed concrete 7 increases height, before concrete seven is sprayed onto the top, crown template 6 is sealed, laterally enclosing of template 6 carried steel pipe 17 according to design radial dimensioned bending forming, laterally enclose and carry steel pipe 17 support shutterings 6, utilize fixing vertically the enclosing of galvanized wire 10 and 5 colligations of outer reinforcement net to carry steel pipe 11 and support and enclose laterally that to carry steel pipe 17 fixing with template 6; By concrete cover cushion block 9 the parcel thickness of assurance reinforcing bar in concrete is installed, is made the template concrete structure not occupy design section, and reduce spray and establish concrete rebound loss.
G, pneumatically placed concrete carry out concrete from bottom to top and spray, and shower nozzle 12 is no more than 1.0 meters from the distance that is subjected to spray plane, when being ejected into the top, spray from the side, and take top segmentation room for manoeuvre sealing method to seal injection when sealing template 6; Concrete is 3 meters wide, before being ejected into crown, adopt 6 assembly units of template of two block length 1.5m that formation is installed, when being ejected into crown, be subjected to the restriction in crown space, the direction of sprayed mortar is changed into parallel with template by original vertical formwork 6 length directions, spray angle has changed 90 °, and the spatial altitude at crown position also has only 40cm, jet length after spray angle changes like this reaches 2.5～3m, and jet length is excessive; Influence the quality of crown position sprayed mortar; For this reason when template 6 sealings at crown position, the long template of a 1.5m 6 sealing crowns only are installed earlier, after finishing, this part crown sprayed mortar carries out the sealing of second half crown template again, at last the crown concrete is sprayed and finish, the wide concrete of crown 3m adopts and divides two sections constructions that regress like this, solution is because of crown position limited space, the problem that jet length is excessive, i iron is rich to concrete resistance when remedying parallel template length direction sprayed mortar, simultaneously add vibrating spear during injection, establish the aggregate resilience with the rich spray of resistance that prevents to be subjected to when the top i iron and concentrate that to form holder empty at tip position.By spraying machinery, utilize compressed air, with concrete mix, by the pipeline high velocity jet to having set up in the template, and with template in the steel mesh reinforcement, the i iron setting and harden that fix become reinforced concrete structure.
Mould pneumatically placed concrete: form project organization by setting up template, by spraying machinery, utilize compressed air, with concrete mix, by the pipeline high velocity jet to having set up in the template, and with template in the steel mesh reinforcement, the i iron setting and harden that fix become reinforced concrete structure.Concrete coagulation sclerosis back stripping.
The engineering example:
The long 133m of certain power station surge chamber, wide 13m, maximum height 84.711m.Rock is III2～IV class surrounding rock, and the crown design adopts lining cutting steel concrete 1.5m thick.According to the lining concrete construction of original design, need to set up 3 of full hall load-bearing scaffold, concrete tanks, 1 of concrete pump, HZS60 blending station one cover, concrete construction personnel 60 people, 4.5 months durations with 80T frame pipe.Crown adopted " anchor pole+steel mesh reinforcement+i iron+40cmC20 mould pneumatically placed concrete " to construct afterwards, and the duration shortens to 30 days, constructor 20 people.Reduce the engineering quantity of lining concrete and double steel bar, reduced equipment such as the system of mixing and stirring.Save 88.5 ten thousand yuan of costs, save 105 days durations, can increase by 3,727 ten thousand yuan of the generating output values.
Claims (6)
1. cavern's crown mould shotcrete construction structure, comprise anchor pole, steel work, concrete and template, it is characterized in that: anchor pole is fixed in the basement rock, steel work is fixed by anchor pole, detachable template hangs fixing and constitutes cavern's crown with basement rock builds the space, and concrete is positioned at by the mould spray builds the space.
2. cavern according to claim 1 crown mould shotcrete construction structure; it is characterized in that described detachable template hangs fixed structure and is: external surface has the concrete cover cushion block (9) of colligation on steel work; laterally enclose and carry steel pipe (17) the crown curvature according to the bending cavern of design radial dimensioned is arranged; fixing vertically the enclosing of galvanized wire (10) and steel work colligation carried steel pipe (11) in outermost layer, vertically encloses to carry steel pipe (11) and support laterally to enclose and carry steel pipe (17) and template (6) is fixed on concrete cover cushion block (9) and laterally encloses and carry between the steel pipe (17).
3. cavern according to claim 1 and 2 crown mould shotcrete construction structure, it is characterized in that: described steel work comprises internal layer steel mesh reinforcement (3), L shaped dowel (8), i iron (4) and outer reinforcement net (5);
Described internal layer steel mesh reinforcement (3) is weldingly fixed on close basement rock surface on the anchor pole, internal layer steel mesh reinforcement (3) all standing basement rock;
One side of described L shaped dowel (8) is weldingly fixed on the anchor pole, on one side fixing with i iron (4) welding, i iron (4) is arranged in cavern's longitudinal separation;
Described outer reinforcement net (5) is fixing by i iron (4) welding, is positioned at i iron (4) outside, all standing basement rock.
4. cavern according to claim 3 crown mould shotcrete construction structure, it is characterized in that: described detachable template colligation is fixed on the outer reinforcement net (5) of steel work.
5. cavern according to claim 3 crown mould shotcrete construction structure, it is characterized in that: the vertical and horizontal rebar spacing of described internal layer steel mesh reinforcement (3) and outer reinforcement net (5) is 20 * 20cm.
6. cavern according to claim 3 crown mould shotcrete construction structure is characterized in that: the long 1.5m of described template (6), the wide 1m that is not more than.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010205155542U CN201738935U (en) | 2010-09-03 | 2010-09-03 | Chamber arch jet molding concrete construction structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010205155542U CN201738935U (en) | 2010-09-03 | 2010-09-03 | Chamber arch jet molding concrete construction structure |
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| CN201738935U true CN201738935U (en) | 2011-02-09 |
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| CN2010205155542U Expired - Lifetime CN201738935U (en) | 2010-09-03 | 2010-09-03 | Chamber arch jet molding concrete construction structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101936170A (en) * | 2010-09-03 | 2011-01-05 | 中国水利水电第七工程局有限公司 | Cavern arch mould spraying concrete construction structure and process |
| CN102518452A (en) * | 2012-01-12 | 2012-06-27 | 河南理工大学 | Rapid and safe arch supporting method in process of passing through top-coal caving region |
| CN104213546B (en) * | 2014-08-25 | 2016-01-20 | 北京翔鲲水务建设有限公司 | Wholecircle tunnel cushion block of concrete bar protective layer construction method and topping cushion block thereof |
| CN106437776A (en) * | 2016-12-08 | 2017-02-22 | 贵州省公路工程集团有限公司 | Pressing die shotcreting construction technology for primary support of steel shotcrete of tunnel and primary support pressing die |
-
2010
- 2010-09-03 CN CN2010205155542U patent/CN201738935U/en not_active Expired - Lifetime
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101936170A (en) * | 2010-09-03 | 2011-01-05 | 中国水利水电第七工程局有限公司 | Cavern arch mould spraying concrete construction structure and process |
| CN101936170B (en) * | 2010-09-03 | 2012-06-27 | 中国水利水电第七工程局有限公司 | Cavern arch mould spraying concrete construction structure and process |
| CN102518452A (en) * | 2012-01-12 | 2012-06-27 | 河南理工大学 | Rapid and safe arch supporting method in process of passing through top-coal caving region |
| CN102518452B (en) * | 2012-01-12 | 2014-03-19 | 河南理工大学 | Rapid and safe arch supporting method in process of passing through top-coal caving region |
| CN104213546B (en) * | 2014-08-25 | 2016-01-20 | 北京翔鲲水务建设有限公司 | Wholecircle tunnel cushion block of concrete bar protective layer construction method and topping cushion block thereof |
| CN106437776A (en) * | 2016-12-08 | 2017-02-22 | 贵州省公路工程集团有限公司 | Pressing die shotcreting construction technology for primary support of steel shotcrete of tunnel and primary support pressing die |
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Legal Events
| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20110209 Effective date of abandoning: 20120627 |