CN105040677A - Connecting method of foundation pit precast pile and cast-in-situ superposed lining wall through stirrups - Google Patents
Connecting method of foundation pit precast pile and cast-in-situ superposed lining wall through stirrups Download PDFInfo
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Abstract
The invention discloses a connecting method of a foundation pit precast pile and a cast-in-situ superposed lining wall through stirrups. The method includes the following steps that after the size of the precast pile is determined according to design, a main rib and the stirrups of the pile are arranged, a connecting steel plate is arranged on the joint of the pile stirrups and the wall stirrups along a pile body, and pile connecting holes and wall connecting holes are formed in the connecting steel plate; connecting ribs of the pile stirrups are fixedly connected with the connecting steel plate through the pile connecting holes, and the wall connecting holes are plugged through plugging materials; pile concrete is poured, the precast pile is beaten into the designed position of a foundation pit after the designed strength is achieved through curing, the plugging materials are removed after excavation of the foundation pit is completed, and the wall connecting holes are exposed; and according to the design requirement, the main rib, the stirrups and a bent rib are arranged at the corresponding positions of a cast-in-situ wall, connecting ribs of the wall stirrups in the cast-in-situ wall are fixedly connected with the connecting steel plate through the wall connecting holes, concrete of the cast-in-situ wall is poured after connection is completed, and connection of the precast pile and the cast-in-situ superposed wall is completed.
Description
Technical field
The present invention relates to when utilizing preformed pile as fender post in a kind of excavation of foundation pit, the method for attachment of pile body stirrup and cast-in-place superimposed table muscle, belongs to Construction Technique of Underground Works field.
Background technology
Along with social development, the raising of labour cost and environmental protection requirement, suitability for industrialized production building advantage will be more and more obvious, therefore need to strengthen the design and researchp to industrialized building.In excavation of foundation pit, in order to advance base pit engineering industrialized development, save the duration, scene starts to adopt prefabricated units to construct gradually, such as preformed pile, prefabricated stand column stake, prefabricated diaphragm wall etc.But prefabricated units are when being connected with site concrete, there will be link position strength deficiency and occur destroying, when such as prefabricated fender post is connected with the cast-in-place superimposed wall of the agent structure of foundation ditch, link position globality is poor.
In most cases, when preformed pile structure is connected with cast-in-place superimposed wall construction often through connector pre-buried on preformed pile, connect the stirrup of stake and wall; Or adopt to reserve and get rid of muscle as dowel.
There is following shortcoming in above technology:
1. for passing through pre-buried connector on preformed pile, connect the situation of the stirrup of stake and wall, when preformed pile size is less, connector quantity too much can affect the pile quality of preformed pile, and built-in fitting position can become the impervious weak spot of body of wall, infiltration path can be formed at built-in fitting periphery, affect body of wall anti-permeability performance;
2. get rid of the situation of muscle as dowel for employing is reserved, when get rid of muscle be I grade of reinforcing bar or diameter larger time, carrying out secondary bending can cause plastic failure to reinforcing bar, affects dowel quality.
Summary of the invention
For solving prior art above shortcomings, the invention provides a kind of in Support of Foundation Pit Excavation process, the method for attachment of foundation ditch preformed pile and cast-in-place superimposed inwall stirrup.
For achieving the above object, the present invention adopts following technical scheme:
The method of attachment of foundation ditch preformed pile and cast-in-place superimposed inwall stirrup, comprises the following steps:
Step 1: after preformed pile determines size by design, arrange main muscle and the stirrup of respective numbers in relevant position according to designing requirement, at the link position place of pile ring muscle and table muscle, junction steel plate is arranged along pile body, described junction steel plate is provided with the stake connecting hole for connecting pile ring muscle dowel and the wall connecting hole for connection wall stirrup dowel in relevant position, described pile ring muscle dowel is connected by described junction steel plate with described table muscle dowel;
Step 2: described pile ring muscle dowel is fixedly connected with described junction steel plate by described stake connecting hole, and material is stifled fills out described wall connecting hole with cramming;
Step 3: build pile concrete, after maintenance to design strength, squeezes into design of foundation pit position, after excavation of foundation pit completes, crams material described in removing by preformed pile, expose described wall connecting hole;
Step 4: by designing requirement, arrange main muscle, stirrup in the relevant position of cast-in-place wall and bend up muscle, table muscle dowel in described cast-in-place wall is fixedly connected with junction steel plate by described wall connecting hole, after having connected, build the concrete of cast-in-place wall, complete the connection of preformed pile and cast-in-place superimposed wall.
In raising link position intensity, the junction steel plate in preformed pile improves the anti-bending strength of stake, and pre-embedded steel slab solves exists quantity more connector when being connected with cast-in-place wall and the problem that affects the quality of pile; Pre-embedded steel slab is connected to the stirrup in preformed pile and cast-in-place wall by screw hole, improves globality and the stability of link position place sleeper.
In saving cost, the cost of pile body unit length upper steel plate lower than the cost of equivalent amount connector, will save engineering cost; Can not there is obscission as connector when piling in pile body pre-embedded steel slab, save the expense of later stage planting rebar.
Junction steel plate is connected with pile ring muscle and table muscle by stake connecting hole, simple to operation.By being crammed by wall connecting hole with cramming material, and material removing will be crammed after excavation of foundation pit, the connection of wall and junction steel plate is achieved.
Wherein, in step 1, described junction steel plate is provided with the reserved perforation passed through for the outermost layer stirrup in preformed pile, and described outermost layer stirrup, by described reserved perforation, forms closed loop.
Outermost stirrup in preformed pile connects into as a whole by junction steel plate, improves the shear strength of preformed pile.
In step 1, the cross section of described junction steel plate is rectangle, and described stake connecting hole and wall connecting hole are arranged on the narrow sidewall of two offsides at the described rectangle minor face place of junction steel plate; Described reserved perforation is arranged on the broad side walls at place, described rectangle long limit of junction steel plate.
Junction steel plate arranges a connecting hole and wall connecting hole on narrow sidewall, layout economical rationality, saves steel plate consumption.Junction steel plate has one fixed width, and in raising water resistance, pre-embedded steel slab is arranged usually along preformed pile, and width is comparatively large, and equivalence increases the percolation path that underground water enters foundation ditch, improves structure anti-permeability performance.
In step 1, the diameter of described reserved perforation is greater than the diameter of described outermost layer stirrup.
The preformed hole diameter of steel plate is slightly larger than preformed pile outermost stirrup maximum gauge, passes to facilitate stirrup.
In step 1, described junction steel plate comprises the horizontal steel plate transversely arranged and the longitudinal steel plate longitudinally arranged.
Vertical steel plate in preformed pile and horizontal steel plate improve longitudinal, the horizontal anti-bending strength of stake,
In step 1, the stake connecting hole of described junction steel plate both sides and wall connecting hole are not in the same horizontal line.
Meet in specification the requirement requiring that level overlap joint cross dystopia of muscle and tendon is opened, and the rigidity of horizontal section, junction steel plate connection hole can be increased.
In step 1, described stake connecting hole and the screwed connection of described pile ring muscle dowel, described wall connecting hole and the screwed connection of described table muscle dowel.
Adopt screwed connection, easy to operate, fast, simple and practical.
In step 1, described junction steel plate is all embedded in preformed pile.
Junction steel plate is all embedded in preformed pile, is conducive to carrying out smoothly of piling process.
In step 2, described in cram the material that material is easy-clear.
What use easy-clear crams material, after excavation of foundation pit, crams material, accelerating construction progress in the rejecting preformed pile that can be more prone to.
Beneficial effect of the present invention is:
In raising link position intensity, longitudinal, the horizontal steel plate in preformed pile improves longitudinal, the horizontal anti-bending strength of stake, and outermost stirrup in preformed pile connects into as a whole by steel plate, improves the shear strength of preformed pile; Pre-embedded steel slab solves exists quantity more connector when being connected with cast-in-place wall and the problem affecting the quality of pile; Pre-embedded steel slab is connected to the stirrup in preformed pile and cast-in-place wall by screw hole, improves globality and the stability of link position place sleeper.
In saving cost, the cost of pile body unit length upper steel plate lower than the cost of equivalent amount connector, will save engineering cost; Can not there is obscission as connector when piling in pile body pre-embedded steel slab, save the expense of later stage planting rebar.
In raising water resistance, pre-embedded steel slab is arranged usually along preformed pile, and width is comparatively large, and equivalence increases the percolation path that underground water enters foundation ditch, improves structure anti-permeability performance.
Accompanying drawing explanation
Fig. 1 is preformed pile and cast-in-place wall connection diagram;
Fig. 2 is A-A profile;
Fig. 3 is B-B profile;
Fig. 4 is longitudinal pre-embedded steel slab schematic diagram;
In figure, 1 is preformed pile, and 2 is preformed pile concrete, 3 is preformed pile outermost stirrups, and 4 is the main muscle of preformed pile, and 5 is preformed pile lengthwise position stirrups, 6 is preformed pile lateral attitude reinforcing bars, and 7 is the horizontal pre-embedded steel slabs of preformed pile, and 8 is the longitudinal pre-embedded steel slabs of preformed pile, 9 is cast-in-place walls, and 10 is cast-in-place wall concrete, and 11 is that cast-in-place wall bends up muscle, 12 is the main muscle of cast-in-place wall, and 13 is cast-in-place wall ring-shaped stirrups, and 14 is the longitudinal stirrups of cast-in-place wall, 15 is cast-in-place wall lateral ties, and 16 is preformed holes, and 17 is screw holes.
Detailed description of the invention
Small size preformed pile 1 and a method of attachment for cast-in-place wall 9, comprise the manufacturing process of preformed pile 1 and connection two parts with cast-in-place wall 9.Preformed pile carries out the arranging of preformed pile outermost stirrup 3, preformed pile lengthwise position stirrup 5, preformed pile lateral attitude reinforcing bar 6 and the main muscle 4 of preformed pile by specification, and bury transverse direction, the horizontal pre-embedded steel slab 7 of preformed pile, the longitudinal pre-embedded steel slab 8 of preformed pile underground at preformed pile 1 design attitude, preformed pile lengthwise position stirrup 5 and preformed pile lateral attitude reinforcing bar 6 are connected with the reserved screw hole on preformed pile longitudinal direction pre-embedded steel slab 8 and the horizontal pre-embedded steel slab 7 of preformed pile respectively, and then concreting forms preformed pile.Excavation of foundation pit is carried out after stake being squeezed into design of foundation pit border, the arranging of cast-in-place wall longitudinal stirrup 14, cast-in-place wall lateral tie 15, the main muscle 12 of cast-in-place wall and the cast-in-place wall ring-shaped stirrup 13 of cast-in-place wall 9 is carried out by design, longitudinal for cast-in-place wall stirrup 14 is connected with the screw hole on preformed pile longitudinal direction pre-embedded steel slab 8 and the horizontal pre-embedded steel slab 7 of preformed pile respectively with cast-in-place wall lateral tie 15, water walling body concrete, complete connection.
The horizontal pre-embedded steel slab 7 of preformed pile, the longitudinal pre-embedded steel slab 8 of preformed pile are buried underground along pile body is elongated at the ad-hoc location of preformed pile 1.
Preformed pile outermost stirrup 3 in preformed pile 1 passes from the preformed hole 16 the horizontal pre-embedded steel slab 7 of preformed pile, the longitudinal pre-embedded steel slab 8 of preformed pile.
Preformed pile lateral attitude reinforcing bar 6 in preformed pile 1, preformed pile lengthwise position stirrup 5 are connected by the reserved screw hole on steel plate with the horizontal pre-embedded steel slab 7 of preformed pile, the longitudinal pre-embedded steel slab 8 of preformed pile, and one end of the two ends of preformed pile lateral attitude reinforcing bar 6 and preformed pile lengthwise position stirrup 5 has screw, and ensure that longitudinal stirrup 14, cast-in-place wall lateral tie 15 fold certain altitude with the cast-in-place wall of inside, cast-in-place wall corresponding position.
The method utilizing preformed pile to be connected with cast-in-place wall, comprises the following steps:
Step 1: after preformed pile 1 determines size by design, determines the main muscle 4 of preformed pile and preformed pile outermost stirrup 3, preformed pile lengthwise position stirrup 5, the quantity of preformed pile lateral attitude reinforcing bar 6 and position according to design;
Step 2: in the direction of preformed pile 1 with the vertical and horizontal of cast-in-place wall 9 connection side, bury the horizontal pre-embedded steel slab 7 of preformed pile, the longitudinal pre-embedded steel slab 8 of preformed pile underground by design attitude, steel plate is along the elongated layout of preformed pile 1 pile body;
Step 3: the preformed pile outermost stirrup 3 in preformed pile 1 is passed by the preformed hole 16 in the horizontal pre-embedded steel slab 7 of pre-buried preformed pile, the longitudinal pre-embedded steel slab 8 of preformed pile, forms closed loop;
Step 4: in preformed pile 1, the preformed pile lateral attitude reinforcing bar 6 of ad-hoc location is connected by the screw hole 17 on the horizontal pre-embedded steel slab 7 of preformed pile with the horizontal pre-embedded steel slab 7 of preformed pile, the preformed pile lengthwise position stirrup 5 of ad-hoc location carries out being connected welding with the reserved screw hole 17 on the longitudinal pre-embedded steel slab 8 of preformed pile;
Step 5: reserve screw hole 17 at the other end of the horizontal pre-embedded steel slab 7 of the preformed pile that preformed pile 1 is upper, the longitudinal pre-embedded steel slab 8 of preformed pile, carry out stifled completing with the material of easy-clear, then build preformed pile concrete 2, maintenance is to design strength;
Step 6: design of foundation pit position is squeezed in stake 1, carries out excavation of foundation pit, rejects to cram material in the horizontal pre-embedded steel slab 7 of preformed pile in preformed pile 1, the reserved screw hole 17 on the longitudinal pre-embedded steel slab 8 of preformed pile, exposes screw hole 17;
Step 7: the size determining cast-in-place wall 9 by design; And determine that the main muscle 12 of the cast-in-place wall of cast-in-place wall 9, cast-in-place wall ring-shaped stirrup 13, cast-in-place wall longitudinal stirrup 14, cast-in-place wall lateral tie 15 and cast-in-place wall bend up position and the quantity of muscle 11;
Step 8: the longitudinal stirrup 14 of the cast-in-place wall lateral tie 15 of the ad-hoc location in cast-in-place wall 9, cast-in-place wall is connected with screw hole 17 reserved on the preformed pile transverse direction pre-embedded steel slab 7 in preformed pile, the longitudinal pre-embedded steel slab 8 of preformed pile respectively;
Step 9: the cast-in-place wall concrete 10 of building cast-in-place wall 9, completes the connection of preformed pile 1 and cast-in-place wall 9 (cast-in-place superimposed wall).
Wherein, in step 1, two end grains of preformed pile lateral attitude reinforcing bar 6 and one end of preformed pile lengthwise position stirrup 5 have screw, and preformed pile outermost stirrup 3 is passed by the preformed hole 16 on the horizontal pre-embedded steel slab 7 of preformed pile, the longitudinal pre-embedded steel slab 8 of preformed pile;
In step 2, the size of the horizontal pre-embedded steel slab 7 of preformed pile, the longitudinal pre-embedded steel slab 8 of preformed pile is determined according to design, and steel plate has preformed hole 16 at ad-hoc location;
In step 2, the preformed hole 16 of pre-embedded steel slab both sides will stagger certain altitude mutually, can not on same horizon;
In step 3, the preformed hole diameter 16 of the horizontal pre-embedded steel slab 7 of preformed pile, the longitudinal pre-embedded steel slab 8 of preformed pile is slightly larger than preformed pile outermost stirrup 3 maximum gauge;
In step 5, the material of easy-clear can be polyurethane foam filler, plastic foam, cotton, EPE pearl wool foam block, expanded polyethylene foam, blowing agent, wood chip etc.; These materials should meet following condition: early stage easily fills screw hole, protect screw hole not easily to enter the foreign material such as earth slurry, and conveniently remove when pile driving construction in the later stage.
In step 7, one end of the cast-in-place wall lateral tie 15 in cast-in-place wall and the longitudinal stirrup 14 of cast-in-place wall has tap.
By reference to the accompanying drawings the specific embodiment of the present invention is described although above-mentioned; but not limiting the scope of the invention; one of ordinary skill in the art should be understood that; on the basis of technical scheme of the present invention, those skilled in the art do not need to pay various amendment or distortion that creative work can make still within protection scope of the present invention.
Claims (9)
1. the method for attachment of foundation ditch preformed pile and cast-in-place superimposed inwall stirrup, is characterized in that, comprise the following steps:
Step 1: after preformed pile determines size by design, arrange main muscle and the stirrup of respective numbers in relevant position according to designing requirement, at the link position place of pile ring muscle and table muscle, junction steel plate is arranged along pile body, described junction steel plate is provided with the stake connecting hole for connecting pile ring muscle dowel and the wall connecting hole for connection wall stirrup dowel in relevant position, described pile ring muscle dowel is connected by described junction steel plate with described table muscle dowel;
Step 2: described pile ring muscle dowel is fixedly connected with described junction steel plate by described stake connecting hole, and material is stifled fills out described wall connecting hole with cramming;
Step 3: build pile concrete, after maintenance to design strength, squeezes into design of foundation pit position, after excavation of foundation pit completes, crams material described in removing by preformed pile, expose described wall connecting hole;
Step 4: by designing requirement, arrange main muscle, stirrup in the relevant position of cast-in-place wall and bend up muscle, table muscle dowel in described cast-in-place wall is fixedly connected with junction steel plate by described wall connecting hole, after having connected, build the concrete of cast-in-place wall, complete the connection of preformed pile and cast-in-place superimposed wall.
2. the method for attachment of foundation ditch preformed pile according to claim 1 and cast-in-place superimposed inwall stirrup, it is characterized in that: in step 1, described junction steel plate is provided with the reserved perforation passed through for the outermost layer stirrup in preformed pile, described outermost layer stirrup, by described reserved perforation, forms closed loop.
3. the method for attachment of foundation ditch preformed pile according to claim 2 and cast-in-place superimposed inwall stirrup, it is characterized in that: in step 1, the cross section of described junction steel plate is rectangle, and described stake connecting hole and wall connecting hole are arranged on the narrow sidewall of two offsides at the described rectangle minor face place of junction steel plate; Described reserved perforation is arranged on the broad side walls at place, described rectangle long limit of junction steel plate.
4. the method for attachment of foundation ditch preformed pile according to claim 2 and cast-in-place superimposed inwall stirrup, is characterized in that: in step 1, and the diameter of described reserved perforation is greater than the diameter of described outermost layer stirrup.
5. the method for attachment of foundation ditch preformed pile according to claim 1 and cast-in-place superimposed inwall stirrup, is characterized in that: in step 1, and described junction steel plate comprises the horizontal steel plate transversely arranged and the longitudinal steel plate longitudinally arranged.
6. the method for attachment of foundation ditch preformed pile according to claim 1 and cast-in-place superimposed inwall stirrup, is characterized in that: in step 1, and the stake connecting hole of described junction steel plate both sides and wall connecting hole are not in the same horizontal line.
7. the method for attachment of foundation ditch preformed pile according to claim 1 and cast-in-place superimposed inwall stirrup, it is characterized in that: in step 1, described stake connecting hole and the screwed connection of described pile ring muscle dowel, described wall connecting hole and the screwed connection of described table muscle dowel.
8. the method for attachment of foundation ditch preformed pile according to claim 1 and cast-in-place superimposed inwall stirrup, it is characterized in that: in step 1, described junction steel plate is all embedded in preformed pile.
9. the method for attachment of foundation ditch preformed pile according to claim 2 and cast-in-place superimposed inwall stirrup, is characterized in that: in step 2, described in cram the material that material is easy-clear.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510493530.9A CN105040677B (en) | 2015-08-12 | 2015-08-12 | Foundation ditch prefabricated pile and the method for attachment of cast-in-place overlapping inwall stirrup |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510493530.9A CN105040677B (en) | 2015-08-12 | 2015-08-12 | Foundation ditch prefabricated pile and the method for attachment of cast-in-place overlapping inwall stirrup |
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| CN105040677B CN105040677B (en) | 2016-11-02 |
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| CN111364447A (en) * | 2020-03-27 | 2020-07-03 | 哈尔滨工业大学 | Permanent multifunctional underground continuous wall and construction method thereof |
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