CN213625610U - Supporting engineering cast-in-place pile crown beam structure - Google Patents
Supporting engineering cast-in-place pile crown beam structure Download PDFInfo
- Publication number
- CN213625610U CN213625610U CN202022539609.XU CN202022539609U CN213625610U CN 213625610 U CN213625610 U CN 213625610U CN 202022539609 U CN202022539609 U CN 202022539609U CN 213625610 U CN213625610 U CN 213625610U
- Authority
- CN
- China
- Prior art keywords
- lateral mass
- groove
- prefabricated section
- vertical
- crown beam
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model belongs to the technical field of the technique of crown beam construction and specifically relates to a strut engineering bored concrete pile crown beam structure is related to, it includes pile beam mechanism, pile beam mechanism includes vertical piece, first lateral mass, second lateral mass and connects the subassembly of assembling of first lateral mass and second lateral mass, vertical piece top is worn to locate between first lateral mass and the second lateral mass, it includes prefabricated section and connecting piece to assemble the subassembly, the prefabricated section is connected in vertical piece, between first lateral mass and the prefabricated section, all be formed with between second lateral mass and the prefabricated section and water the chamber after watering, the prefabricated section passes respectively through the connecting piece and waters the chamber after, and connects respectively in first lateral mass and second lateral mass. The first transverse block and the second transverse block are used as reference objects to construct the vertical block, then the prefabricated block is installed on the upper surface of the vertical block, the connecting pieces are respectively connected with the vertical block, the first transverse block, the vertical block and the second transverse block, and finally concrete is poured into the post-pouring cavity. The application has the effect of improving the deviation of the cast-in-place pile from the crown beam.
Description
Technical Field
The application relates to the technical field of crown beam construction, in particular to a cast-in-place pile crown beam structure for supporting engineering.
Background
The top beam is a reinforced concrete continuous beam arranged at the top of a supporting structure (mostly piles and walls) around the foundation pit. The crown beam is used for connecting all pile tops (such as cast-in-situ bored piles, rotary drilled piles and the like) into a whole so as to prevent collapse of the top edge of the foundation pit, and floating slurry of the pile tops needs to be chiseled off during construction of the crown beam.
At present, each cast-in-place pile position is firstly positioned, a hole is formed at any cast-in-place pile position, a reinforcement cage and cast concrete are placed in all cast-in-place pile holes, and when all cast-in-place piles are formed and have construction conditions for carrying out the next procedure, crown beam construction is started.
The construction process of the crown beam comprises the following steps:
measuring and setting out to determine a side line of a crown beam, excavating a groove of the crown beam, chiseling pile heads in the groove as required, and cleaning the chiseled pile heads;
and a second construction step, pouring a top beam bottom cushion layer, and after the cushion layer is formed, sequentially starting a steel bar project, a template project and a concrete project of the top beam.
And the top beam is sequentially connected with all the cast-in-place piles to form a supporting structure for preventing the collapse of the top edge of the foundation pit.
With respect to the related art, the inventors consider that: when the bored concrete pile location, can use pilot steel bar pilot pile position, and when bored concrete pile pore-forming construction, the locating steel bar can be destroyed to pore-forming equipment, under the condition that does not have the location reference thing, and then makes the stake hole off normal easily to make the whole skew crown beam of bored concrete pile easily.
SUMMERY OF THE UTILITY MODEL
In order to improve the skew crown beam of bored concrete pile, this application provides a support engineering bored concrete pile crown beam structure.
The application provides a strut engineering bored concrete pile crown beam structure adopts following technical scheme:
the utility model provides a strut engineering bored concrete pile crown beam structure, its includes pile beam mechanism, pile beam mechanism includes vertical piece, first lateral mass, second lateral mass and connects the subassembly of assembling of first lateral mass and second lateral mass, vertical piece top is worn to locate between first lateral mass and the second lateral mass, it includes prefabricated section and connecting piece to assemble the subassembly, the prefabricated section is connected in vertical piece, between first lateral mass and the prefabricated section, all be formed with between second lateral mass and the prefabricated section and water the chamber after, the prefabricated section passes respectively through the connecting piece after water the chamber and connects respectively in first lateral mass and second lateral mass.
Through adopting above-mentioned technical scheme, finish the first crossband of vertical piece both sides earlier, the construction of second crossband, later with first crossband, the construction of second crossband as the reference thing accomplishes vertical piece, and make the top of vertical piece stretch into to between first crossband the second crossband, then locate vertical piece upper surface with the prefabricated section installation, vertical piece and first crossband and vertical piece and second crossband are connected respectively to the connecting piece, at last to the intracavity pouring concrete backward, and then form continuous bored concrete pile crown beam structure. Because first horizontal piece and second horizontal piece are under construction according to the setpoint, this scheme is through regard as the reference thing of vertical piece construction with first horizontal piece and second horizontal piece to compare in the prior art and have the advantage that improves bored concrete pile off normal.
Optionally, the connecting piece includes first reserved reinforcing bar, the vertical mounting hole that link up of seting up of prefabricated section, first reserved reinforcing bar stretches into to the mounting hole in from the vertical piece.
Through adopting above-mentioned technical scheme, install the prefabricated section bottom at vertical piece top to wear to locate in the prefabricated section through the first reserved reinforcing bar on the vertical piece, and then make prefabricated section and vertical piece can form the component of whole atress.
Optionally, the connecting piece still includes second reserved reinforcing bar and third reserved reinforcing bar, the prefabricated section is passed respectively at third reserved reinforcing bar both ends, just the third reserved reinforcing bar is respectively through second reserved reinforcing bar fixed connection in first horizontal bar and second horizontal bar.
Through adopting above-mentioned technical scheme, reserve reinforcing bar and third through the second and reserve the reinforcing bar and connect first crossbearer with vertical piece to and reserve the reinforcing bar through the second and the third and connect the second crossbearer with vertical piece, and pour the intracavity into concrete to the back, thereby make vertical piece, first crossbearer and second crossbearer form continuous atress component.
Optionally, the connecting piece further comprises a sleeve, a first connector is arranged on the second reserved steel bar, second connectors are arranged at two ends of the third reserved steel bar, and the first connector and the second connector are respectively screwed in the sleeve.
Through adopting above-mentioned technical scheme, earlier respectively with the sleeve screw in the first joint that is close to first horizontal bar and the first joint that is close to the second horizontal bar, then the installation prefabricated section to keep away from the sleeve tip first joint of screw in respectively of first horizontal bar and second horizontal bar, thereby be convenient for operating personnel through first joint, sleeve and second joint erection joint prefabricated section and first horizontal bar and prefabricated section and second horizontal bar.
Optionally, a glue layer is formed in a gap between the wall of the mounting hole and the first reserved steel bar.
Through adopting above-mentioned technical scheme, the cementing layer fills the clearance between mounting hole pore wall and the first reserved reinforcing bar, and then protects first reserved reinforcing bar not rusted, makes first reserved reinforcing bar and prefabricated section zonulae occludens simultaneously.
Optionally, a through groove is formed in the side wall of the mounting hole, and the glue layer is filled in the groove wall of the through groove.
Through adopting above-mentioned technical scheme, the cementing layer is the filling layer that building material formed, can stress concentration after the cementing layer is filled, and stress release can cause the structure damaged, and increases the area of contact of cementing layer through leading to the groove to weaken the stress concentration of cementing layer.
Optionally, a first clamping groove is formed in the upper surface of the vertical block, a second clamping groove is formed in the lower surface of the precast block, the first clamping groove is communicated with the second clamping groove, the mounting hole is communicated with the first clamping groove, and the cementing layer is filled in the first clamping groove wall and the second clamping groove wall.
Through adopting above-mentioned technical scheme, because the prefabricated section is assembled, so need fill the clearance between prefabricated section and the vertical piece, pour into the cementing layer in the mounting hole, the cementing layer and then fills first draw-in groove cell wall and second draw-in groove cell wall to improve prefabricated section and vertical piece connectivity.
Optionally, the first engaging groove penetrates through a peripheral wall of the precast block, and the second engaging groove penetrates through the vertical block.
Through adopting above-mentioned technical scheme, spill over in first draw-in groove and the second draw-in groove with the cementing layer guide to can judge the clearance between mounting hole and the first reservation reinforcing bar, lead to between groove lateral wall and the mounting hole pore wall clearance and between prefabricated section and the vertical piece whether the clearance is filled closely knit.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the first transverse block and the second transverse block are used as reference objects for vertical block construction, so that cast-in-place pile deviation is improved;
2. the vertical block, the first transverse block and the second transverse block form a continuous stressed member by the second reserved steel bar and the third reserved steel bar;
3. the cementing layer fills up the clearance between mounting hole pore wall and the first reserved reinforcing bar, and then protects first reserved reinforcing bar not by the corrosion.
Drawings
FIG. 1 is a schematic diagram of the overall structure of an embodiment of the present application;
fig. 2 is a schematic top view of a first pre-fabricated section and a pre-fabricated section according to an embodiment of the present application.
Description of reference numerals: 1. a vertical block; 11. a first card slot; 2. a first cross piece; 3. a second transverse block; 4. assembling the components; 41. prefabricating blocks; 411. post-pouring cavities; 412. mounting holes; 413. a through groove; 414. a second card slot; 415. a circular groove; 42. a connecting member; 421. a first reserved steel bar; 422. second reserved steel bars; 423. thirdly, reserving reinforcing steel bars; 424. a first joint; 425. a second joint; 426. a sleeve; 427. a cementing layer; 5. a cushion layer; 51. firstly, pouring a layer; 52. and (5) post-pouring the layer.
Detailed Description
The present application is described in further detail below with reference to figures 1-2.
The embodiment of the application discloses support engineering bored concrete pile guan liang structure, it includes a plurality of pile beam mechanisms, and a plurality of pile beam mechanisms connect gradually and form the bored concrete pile guan liang structure that is used for strutting the foundation ditch to prevent collapsing at foundation ditch top edge.
Referring to fig. 1, a set of pile beam mechanisms includes a vertical block 1, a first cross block 2, a second cross block 3, a splicing assembly 4, and a cushion 5.
The first transverse block 2 and the second transverse block 3 are rectangular and arranged in a linear shape at intervals. The vertical block 1 is a cylindrical cast-in-place pile, the upper end of the vertical block 1 is positioned at the lower part between the first transverse block 2 and the second transverse block 3, and the lower end of the vertical block 1 penetrates into the ground surface.
The splicing assembly 4 comprises a precast block 41 and a connecting member 42, wherein the connecting member 42 comprises a first reserved steel bar 421, a second reserved steel bar 422, a third reserved steel bar 423 and a sleeve 426.
The bored concrete pile includes vertical piece 1 and first reservation reinforcing bar 421, and the crown beam includes first horizontal piece 2, second horizontal piece 3 and assembles subassembly 4.
Referring to fig. 1 and 2, the bedding layer 5 includes a pre-cast layer 51 and a post-cast layer 52, and the bedding layer 5 is a soil isolation layer and a pile beam mechanism, so that the erosion of soil or underground water to the pile beam mechanism is reduced. First horizontal piece 2 and second horizontal piece 3 lower surface butt respectively in the layer 51 upper surface of watering earlier, and the layer 52 of watering afterwards is connected respectively in two layers 51 of watering earlier, and vertical piece 1 nestification is in the layer 52 of watering afterwards, and prefabricated section 41 lower surface butt simultaneously waters the layer 52 upper surface after in.
The circular slot 415 that is used for holding vertical piece 1 is seted up to prefabricated section 41 bottom, and vertical piece 1 top butt is in circular slot 415 cell wall, and prefabricated section 41 lower surface butt in vertical piece 1 upper surface.
A plurality of uniformly arranged mounting holes 412 are formed in the precast block 41, each mounting hole 412 is circular and adapted to the shape of the first reserved steel bar 421, and the forming direction of each mounting hole 412 extends vertically from the upper surface of the precast block 41 to the upper wall of the circular groove 415.
First reserved reinforcing bar 421 evenly arranges along vertical 1 circumference of piece, and each first reserved reinforcing bar 421 all extends to the top from the bottom in vertical 1, wears out vertical 1 simultaneously and stretches into in circular slot 415 and corresponding mounting hole 412 in proper order, and has the clearance between first reserved reinforcing bar 421 and the mounting hole 412 perisporium.
Through grooves 413 are symmetrically formed in the hole wall of each mounting hole 412, the opening direction of each through groove 413 extends from the upper surface to the lower surface of the prefabricated block 41, and a cementing layer 427 used for protecting the first reserved steel bars 421 is formed in the gap between each first reserved steel bar 421 and the corresponding hole wall of the mounting hole 412 and in the through groove 413. The cementing layer 427 can be selected from the same level of building mortar as the vertical block 1, and because the cementing layer 427 can concentrate stress after being gelled, a through groove 413 for weakening the stress concentration of the cementing layer 427 is arranged on the hole wall of the mounting hole 412.
The top of the vertical block 1 is provided with a first clamping groove 11, the bottom of the prefabricated block 41 is provided with a second clamping groove 414 corresponding to the first clamping groove 11, the first clamping groove 11 is communicated with the second clamping groove 414, the second clamping groove 414 is communicated with the circular groove 415, and the circular groove 415 is communicated with all the mounting holes 412. Simultaneously vertical piece 1 is worn out to first draw-in groove 11 notch, and prefabricated piece 41 is worn out to second draw-in groove 414 notch, and when the glue 427 filled the clearance between mounting hole 412 and the first reserved reinforcing bar 421, glue 427 can flow in to circular slot 415 and second draw-in groove 414 in proper order to fill first draw-in groove 11, second draw-in groove 414 and prefabricated piece 41 and the clearance between the vertical piece 1, thereby improve prefabricated piece 41 and vertical piece 1's connectivity.
Third reserved reinforcing bar 423 evenly corresponds the even level of second reserved reinforcing bar 422 and arranges and be fixed in precast block 41, and the both ends of each third reserved reinforcing bar 423 all wear to locate in post-cast cavity 411, and the tip that each third reserved reinforcing bar 423 kept away from precast block 41 is equallyd divide and is respectively fixed with second joint 425 simultaneously.
The peripheral wall of each first joint 424 is provided with an external thread, the peripheral wall of each second joint 425 is provided with an external thread, the peripheral walls of the two ends of the sleeve 426 corresponding to the first joint 424 and the second joint 425 are respectively provided with an internal thread matched with the external thread, the first joint 424 and the second joint 425 are connected into a whole through the external thread and the internal thread, and concrete is poured into the post-pouring cavity 411 after the connection work is finished, so that continuous stress components are formed among the precast block 41, the first transverse block 2, the precast block 41 and the second transverse block 3.
The implementation principle of the embodiment of the application is as follows:
the construction method comprises the following steps of firstly, positioning and pouring a first pouring layer 51 of a first transverse block 2 and a second transverse block 3 in sequence;
a second construction step, namely, simultaneously positioning and pouring the first transverse block 2 and the second transverse block 3, and embedding the second reserved steel bars 422 in the first transverse block 2 and the second transverse block 3 respectively;
thirdly, positioning pile positions of the vertical blocks 1 by using the first transverse blocks 2 and the second transverse blocks 3 as permanent reference objects, completing construction of the vertical blocks 1, and embedding the first reserved steel bars 421 in the vertical blocks 1;
step four, after the post-cast layer 52 is poured, the first reserved steel bars 421 are respectively inserted into the mounting holes 412 of the precast blocks 41;
a fifth construction step, screwing the first joints 424 to the second joints 425 through sleeves 426 respectively;
a sixth construction step, namely, pouring the glue layer 427 into the mounting hole 412, and stopping when the glue layer 427 stably flows out of the first card slot 11 and the second card slot 414;
and a seventh construction step, sealing the post-pouring cavity 411 by using a template and pouring concrete into the post-pouring cavity 411.
And finally, connecting the pile beam mechanism into a whole in a straight line shape according to the steps, and constructing the cast-in-place pile by taking the first transverse block 2 and the second transverse block 3 as permanent reference objects and then without damaging positioning steel bars in comparison with the related technology, so that the scheme has the advantage of improving the cast-in-place pile deviating from the crown beam.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (8)
1. The utility model provides a strut engineering bored concrete pile crown beam structure which characterized in that: including pile beam mechanism, pile beam mechanism includes vertical piece (1), first lateral mass (2), second lateral mass (3) and connects assembly (4) of assembling of first lateral mass (2) and second lateral mass (3), wear to locate between first lateral mass (2) and second lateral mass (3) at vertical piece (1) top, it includes prefabricated section (41) and connecting piece (42) to assemble assembly (4), prefabricated section (41) are connected in vertical piece (1), all be formed with between first lateral mass (2) and prefabricated section (41), between second lateral mass (3) and prefabricated section (41) and water chamber (411), prefabricated section (41) pass respectively through after-watering chamber (411) through connecting piece (42) and are connected respectively in first lateral mass (2) and second lateral mass (3).
2. The support engineering cast-in-place pile crown beam structure according to claim 1, characterized in that: the connecting piece (42) comprises a first reserved steel bar (421), the prefabricated section (41) is vertically provided with a through mounting hole (412), and the first reserved steel bar (421) extends into the mounting hole (412) from the inside of the vertical section (1).
3. The support engineering cast-in-place pile crown beam structure according to claim 2, characterized in that: connecting piece (42) still include second reserved reinforcing bar (422) and third reserved reinforcing bar (423), prefabricated section (41) is worn out respectively at third reserved reinforcing bar (423) both ends, just third reserved reinforcing bar (423) are respectively through second reserved reinforcing bar (422) fixed connection in first horizontal piece (2) and second horizontal piece (3).
4. The support engineering cast-in-place pile crown beam structure according to claim 3, characterized in that: the connecting piece (42) further comprises a sleeve (426), a first joint (424) is arranged on the second reserved steel bar (422), second joints (425) are arranged at two ends of the third reserved steel bar (423), and the first joint (424) and the second joints (425) are respectively screwed in the sleeve (426).
5. The support engineering cast-in-place pile crown beam structure according to claim 2, characterized in that: and a cementing layer (427) is formed in a gap between the wall of the mounting hole (412) and the first reserved steel bar (421).
6. The support engineering cast-in-place pile crown beam structure according to claim 5, characterized in that: a through groove (413) is formed in the side wall of the mounting hole (412), and the glue layer (427) is filled in the groove wall of the through groove (413).
7. The support engineering cast-in-place pile crown beam structure according to claim 5, characterized in that: first draw-in groove (11) have been seted up to vertical piece (1) upper surface, second draw-in groove (414) have been seted up to prefabricated section (41) lower surface, first draw-in groove (11) intercommunication second draw-in groove (414), mounting hole (412) intercommunication first draw-in groove (11), cementing layer (427) are filled in first draw-in groove (11) cell wall and second draw-in groove (414) cell wall.
8. The support engineering cast-in-place pile crown beam structure according to claim 7, characterized in that: the first clamping groove (11) penetrates through the peripheral wall of the precast block (41), and the second clamping groove (414) penetrates through the vertical block (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022539609.XU CN213625610U (en) | 2020-11-05 | 2020-11-05 | Supporting engineering cast-in-place pile crown beam structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022539609.XU CN213625610U (en) | 2020-11-05 | 2020-11-05 | Supporting engineering cast-in-place pile crown beam structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN213625610U true CN213625610U (en) | 2021-07-06 |
Family
ID=76631136
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202022539609.XU Active CN213625610U (en) | 2020-11-05 | 2020-11-05 | Supporting engineering cast-in-place pile crown beam structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN213625610U (en) |
-
2020
- 2020-11-05 CN CN202022539609.XU patent/CN213625610U/en active Active
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104389610B (en) | A kind of ultrashort step construction method of traversing operation freeway tunnel | |
| CN109487803B (en) | Assembled framework slope protection and construction method thereof | |
| CN103741714A (en) | Construction method for full cover-excavation reverse method of underground engineering | |
| CN104895092A (en) | Method for using inner-support temporary latticed column as permanent structure column | |
| KR101973565B1 (en) | Sheathing method for constructing both sheathing wall and cutoff collar by welding cutoff plate to phc pile with longitudinal plate | |
| CN104018518A (en) | Prefabricated underground diaphragm wall and method for constructing outer basement wall and floor slabs | |
| CN108951611B (en) | Canal type cutting assembly type underground continuous wall and construction method | |
| CN102808414B (en) | Bonded post-tensioned prestressed anchoring construction method for cast-in-place concrete structure | |
| CN210127487U (en) | Foundation and upper portion shell assembly connection structure under water | |
| CN110777850A (en) | Existing pipe gallery underground space, supporting structure thereof and construction method of supporting structure | |
| CN105649094B (en) | A kind of deep water foundation bearing platform construction three wall steel cofferdams and its construction method | |
| CN214363268U (en) | Post-grouting steel structure node structure based on assembled beam slab wharf | |
| CN213143117U (en) | Assembled keyway basis retaining wall structure | |
| CN213625610U (en) | Supporting engineering cast-in-place pile crown beam structure | |
| CN117306499A (en) | Assembled type ground connecting wall based on occlusion mode, double-C-shaped joint and construction method | |
| CN216108526U (en) | Underground continuous wall structure for foundation pit support | |
| CN113668554B (en) | Construction method of foundation pit supporting structure adjacent to building | |
| CN108149694A (en) | A kind of wall width based on underground wall body construction longitudinally splices subsidence process | |
| CN111827097B (en) | Concatenation formula reinforced concrete bridge abutment structure | |
| CN211421179U (en) | Existing pipe gallery underground space and supporting construction thereof | |
| CN114753386A (en) | Triangular arrangement assembly type lattice beam slope protection structure and construction method thereof | |
| CN111172993B (en) | Vertical steel bar embedded sleeve type prefabricated underground continuous wall for foundation pit | |
| CN211713973U (en) | Vertical steel bar embedded sleeve type prefabricated underground continuous wall for foundation pit | |
| CN220284844U (en) | Railway roadbed assembled stock arch skeleton side slope protective structure | |
| CN219731971U (en) | Steel pipe concrete pile convenient to connect |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |