CN203795434U - Portal type bamboo joint mortar pile building envelope - Google Patents
Portal type bamboo joint mortar pile building envelope Download PDFInfo
- Publication number
- CN203795434U CN203795434U CN201320832279.0U CN201320832279U CN203795434U CN 203795434 U CN203795434 U CN 203795434U CN 201320832279 U CN201320832279 U CN 201320832279U CN 203795434 U CN203795434 U CN 203795434U
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- Prior art keywords
- pile
- row
- mortar pile
- space enclosing
- enclosing structure
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- Expired - Lifetime
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- 239000004570 mortar (masonry) Substances 0.000 title claims abstract description 66
- 235000017166 Bambusa arundinacea Nutrition 0.000 title abstract description 11
- 235000017491 Bambusa tulda Nutrition 0.000 title abstract description 11
- 241001330002 Bambuseae Species 0.000 title abstract description 11
- 235000015334 Phyllostachys viridis Nutrition 0.000 title abstract description 11
- 239000011425 bamboo Substances 0.000 title abstract description 11
- 238000009412 basement excavation Methods 0.000 claims abstract description 10
- 230000008878 coupling Effects 0.000 claims description 10
- 238000010168 coupling process Methods 0.000 claims description 10
- 238000005859 coupling reaction Methods 0.000 claims description 10
- 230000010485 coping Effects 0.000 claims description 8
- 239000002689 soil Substances 0.000 abstract description 21
- 238000005452 bending Methods 0.000 abstract description 8
- 238000004519 manufacturing process Methods 0.000 abstract 1
- 239000004576 sand Substances 0.000 description 19
- 239000002002 slurry Substances 0.000 description 18
- 238000005553 drilling Methods 0.000 description 14
- 239000004568 cement Substances 0.000 description 10
- 238000010276 construction Methods 0.000 description 9
- 238000007569 slipcasting Methods 0.000 description 9
- 239000011440 grout Substances 0.000 description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 238000009792 diffusion process Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 239000011230 binding agent Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
- 230000002596 correlated effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000012407 engineering method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 239000010881 fly ash Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000004044 response Effects 0.000 description 1
- 230000001932 seasonal effect Effects 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model relates to a portal type bamboo joint mortar pile building envelope. The building envelope is located away from the outer side of a foundation pit excavation side boundary by a certain distance. The portal type bamboo joint mortar pile building envelope is characterized by at least comprising two rows of guard piles; the two rows of guard piles are arranged in a spaced mode in parallel, wherein at least one row of the guard piles are composed of bamboo joint mortar piles. The portal type bamboo joint mortar pile building envelope has the advantages that the bending-resistant rigidity of the piles and the anti-sliding and anti-deformation capacity of soil within the guard range can be enhanced by the bamboo joint mortar piles, and the bamboo joint mortar piles can be used independently or used in cooperation with prefabricated piles and cast piles, so that the portal type building envelope is formed to control deformation of the foundation pit. The building envelope is simple in structure, high in stability, low in manufacturing cost, convenient to popularize and capable of being widely applied to the foundation pit engineering within 12 m.
Description
Technical field
The utility model relates to foundation pit enclosure structure, is specifically related to a kind of gantry type ring mortar pile space enclosing structure.
Background technology
When soil response weakness, the excavation of foundation pit degree of depth or area are larger, only adopt the bending rigidity of cantilever supporting single pile often can not meet the requirement of Deformation control, by being set in foundation ditch, horizontal support can increase the bending rigidity of supporting single pile, but horizontal support is very large on the impact of construction and cost, so support form of at present more employing double-row pile, by stake, capping beam and coupling beam, form space gantry type supporting structure system, its lateral rigidity can be greatly increased, the lateral deformation of foundation ditch can be effectively controlled.
In gantry type supporting structure system, its key effect is fender post, and conventional fender post type mainly comprises preformed pile and castinplace pile at present.
The relative cost of preformed pile is lower, but bending rigidity is poor, is subject to pile quality and pressing pile construction technogenic influence larger, and while constructing on a large scale, soil compaction effect is obvious, generally better in soil property, and the excavation of foundation pit degree of depth is little, in the relatively simple situation of surrounding enviroment, adopts.
The application of castinplace pile is relatively more extensive, its pile-formation process is more ripe, expanded diameter range of choice is larger, pile body bending rigidity can regulate by arrangement of reinforcement, when coordinating diagonal brace or drawing anchor engineering method to use, all applicable for most of base pit engineering, but shortcoming is castinplace pile, and cost own is higher, especially when the double castinplace pile Frame retaining of widespread adoption structure, its economy must not be irrespective key factor, and in addition, bored pile piling must be through operations such as pore-forming and maintenances, its construction period is longer, has certain influence for the whole duration of base pit engineering.
Summary of the invention
The purpose of this utility model is according to above-mentioned the deficiencies in the prior art part, a kind of gantry type ring mortar pile space enclosing structure is provided, this space enclosing structure is by adopting at least two row's fender posts, coupling beam and coping to build Frame retaining structure, simultaneously by adopting ring mortar pile to replace traditional castinplace pile, improve the lateral rigidity of space enclosing structure, effectively control the lateral deformation of foundation ditch.
The utility model object realizes and being completed by following technical scheme:
A kind of gantry type ring mortar pile space enclosing structure, described space enclosing structure is positioned at certain distance outside excavation of foundation pit sideline, it is characterized in that described space enclosing structure at least comprises two row's fender posts, between the described fender post of two rows, keep at a certain distance away and be arranged in parallel, wherein in the described fender post of two rows, have at least a row to be formed by ring mortar pile.
Two row described fender post tops by coupling beam, is fixedly connected with, two row described fender post tops respectively with coping anchor connection.
Between the described fender post of two rows, be vertically provided with water-stop curtain.
Described ring mortar pile consists of pile body and the enlarged footing that is positioned at least one place on described pile body.
Some described enlarged footings, along vertical spaced apart in described pile body external surface, form the ring mortar pile that is Bamboo-shaped.
The described fender post of two rows is ring mortar pile.
In the described fender post of two rows, a row is ring mortar pile, and another row is castinplace pile.
In the described fender post of two rows, a row is ring mortar pile, and another row is the mortar pile of double overlap joint, with the double water-stop curtain of doing.
Described space enclosing structure comprises three row's fender posts, and the described fender post of three rows is ring mortar pile, and in the middle of being wherein positioned at, described fender post of the row is oblique setting, and angle is between 45 °～60 °.
The utility model has the advantages that, ring mortar pile can be strengthened pile body bending rigidity and go along with sb. to guard him antiskid, the resistance capacity to deformation of the soil body in scope, can be used alone or be used in conjunction with and form Frame retaining structure to control foundation pit deformation with preformed pile, castinplace pile, this fender body architecture is simple, stability is high, cost is low, is convenient to promote, and can be widely used in 12m with interior base pit engineering.
Accompanying drawing explanation
Fig. 1 is the schematic diagram of space enclosing structure in the utility model;
Fig. 2 is the floor map of space enclosing structure in the utility model;
Fig. 3 is the schematic diagram that in the utility model, ring mortar pile and castinplace pile are used in space enclosing structure collocation;
Fig. 4 is the schematic diagram that in the utility model, space enclosing structure adopts three row's fender posts.
The specific embodiment
Below in conjunction with accompanying drawing, by embodiment, feature of the present utility model and other correlated characteristic are described in further detail, so that technician's of the same trade understanding:
As Fig. 1-4, in figure, mark 1-9 is respectively: coping 1, coupling beam 2, effluent sand slurry stake 3, pile body 4, enlarged footing 5, foundation ditch 6, interior row's mortar pile 7, castinplace pile 8, oblique mortar pile 9.
Embodiment mono-: as shown in Figure 1, 2, the present embodiment relates to a kind of gantry type ring mortar pile space enclosing structure, and this space enclosing structure is positioned at certain distance outside the excavation sideline of foundation ditch 6, for the lateral deformation of operative constraint foundation ditch 6 soil bodys.
As shown in Figure 1, space enclosing structure is gantry type structure, specifically by double fender post (being the stake 3 of effluent sand slurry and interior row's mortar pile 7), coupling beam 2 and coping 1, is constituted.
As shown in Figure 1, 2, the stake 3 of effluent sand slurry and interior row's mortar pile 7 are uprightly arranged in the soil body, and are uniformly distributed along the edge of foundation ditch 6, separated by a distance between interior row's mortar pile 7 of close foundation ditch one side and the effluent sand slurry stake 3 away from foundation ditch one side; Can water-stop curtain be set between the stake 3 of effluent sand slurry and interior row's mortar pile 7 to cut off underground water if desired.In the present embodiment, the stake 3 of effluent sand slurry or interior row's mortar pile 7 form by some even ring mortar piles spaced apart, in addition, the ring mortar pile between interior row's mortar pile 7 and effluent sand slurry stake 3 is mutual dislocation setting, with the installation that arranges of coupling beam 2 after facilitating.Level interval that it should be noted that interior row's mortar pile 7 and effluent sand slurry stake 3, the degree of depth and width all need to determine according to soil mass property, and meet the security and stability calculation requirement of foundation ditch 6.
As shown in Figure 1, 2, the reinforced concrete structure that coupling beam 2 is horizontally set, and arrange along the bearing of trend interval of double fender post, its two ends are connected and fixed on respectively the top of the stake 3 of effluent sand slurry and interior row's mortar pile 7, to form whole force structure.
As shown in Figure 1, 2, coping 1 is reinforced concrete structure, be positioned at the top of effluent sand slurry stake 3, row's mortar pile 7 and coupling beam 2, the stake top of the stake 3 of effluent sand slurry and interior row's mortar pile 7 anchors in coping 1 and is integrally formed structure specifically, finally to form integral door posture space enclosing structure.
As shown in Figure 1, above-mentioned bamboo joint type mortar pile is by cylindrical pile body 4 and be somely roughly circular enlarged footing 5 and form, each enlarged footing 5 is along vertical spaced apart surperficial outside cylindrical pile body 4, to form the pile body 4 that is Bamboo-shaped, the mortar pile that this kind of pile body 4 is provided with enlarged footing 5 can effectively strengthen its horizontal shearing resistance, bending resistance, and can improve body of wall in the ability of foundation ditch 6 excavation stage resistances to deformation.The quantity of the degree of depth of its pile 4 and enlarged footing 5 can be different and adjust flexibly according to cutting depth and soil nature, are generally applied in the good soil layer of soil nature.
As shown in Figure 1, 2, the construction method concrete steps of above-mentioned gantry type ring mortar space enclosing structure are as follows:
1. before foundation ditch 6 excavation, step back the construction that certain distance carries out respectively the stake 3 of effluent sand slurry and interior row's mortar pile 7 in foundation ditch 6 sidelines, the construction method of bamboo joint type mortar pile that wherein forms the stake 3 of effluent sand slurry and interior row's mortar pile 7 is specific as follows:
(1) according to the design coordinate of bamboo joint type mortar pile, at ground discharge hole, locate, position error generally must not surpass 50mm, in place with seasonal rig, the augers that there is drilling rod on this rig and be positioned at boring bar head, the afterbody of rig is also connected with Grouting Pipe, Grouting Pipe is connected with a pump machine, can carry out the operation of pumps water mud;
(2) start the drilling rod on rig, the projected depth that augers auger proceeds to bamboo joint type mortar pile under the drive of drilling rod is with pore-forming, according to depth of pore forming, soil nature and drilling equipment situation, select one or many to creep into, drilling diameter according to design, needs and construction machinery difference can reach 300mm～600mm;
(3) after pore-forming completes, open the slip casting valve of Grouting Pipe, cement grout is noted to hole inner bottom part through drilling rod from Grouting Pipe, under the pressure-acting of cement grout at the bottom of hole, augers, drilling rod and the top soil body thereof with on lift, until on lift to certain altitude and lock drilling rod by fastening devices, so that the cement grout that it is not floated continues jack-up, augers and the top soil body thereof form fixed piston immediately, now increase the grouting pressure of Grouting Pipe so that cement grout extrusion soil, to surrounding diffusion at the bottom of hole, is similar to first spherical enlarged footing 5 thereby form to be; Wherein said cement paste mainly by water, cement, sand, flyash and Admixture according to a certain ratio situ configuration form, water/binder ratio is generally at 0.5-0.6, cement paste proportion is generally at 1.6-1.9;
(4) after first enlarged footing 5 forms, stop slip casting, slip casting stops generally with grouting pressure, controlling, and in cohesive soil, slip casting termination pressure is controlled at 0.7-1.5MPa, and in silt and sand, slip casting termination pressure general control is being greater than 2MPa; Stop after slip casting, remove the locking of fastening devices to drilling rod, continue slip casting, under the pressure-acting of cement grout drilling rod and on augers continued lifting, when being raised to the design height of next enlarged footing 5, forming and be positioned at the first paragraph pile body 4 on enlarged footing 5;
(5) augers when boring bar head is raised to after the design height of second enlarged footing 5, again by fastening devices, lock drilling rod, according to method step (three) Suo Shu, increase the grouting pressure of Grouting Pipe so that the soil body at cement grout extruding pile body 4 tops, to the diffusion of stake week, is similar to second spherical enlarged footing 5 thereby form to be at the top of pile body 2;
(6) after second enlarged footing 5 to be formed, stop slip casting, and again remove fastening devices for the locking of drilling rod, continue afterwards slip casting, under the pressure-acting of cement grout drilling rod and on augers continued lifting, when being raised to the design height of next enlarged footing 5, forming and be positioned at the second segment pile body 4 on enlarged footing 5; So repeat above-mentioned steps (three)～(five), until pile completes, drilling rod is mentioned;
2. after, fluting is built coping 1 and coupling beam 2, and itself and effluent sand slurry stake 3, interior row's mortar pile 7 are linked to be to integral body, forms gantry type supporting and protection structure;
3. due to said structure integral rigidity and stability higher, can vertical type excavation after foundation ditch 6.
From the present embodiment, can find out, above-mentioned gantry type ring mortar pile space enclosing structure, the rigidity of the portal framed structure that before and after can utilizing, campshed forms itself and the stability that stability guarantees to cheat the wall soil body, the lateral deformation of the operative constraint soil body, meet the needs of the upright excavation of foundation ditch, solved the inconvenience of cutting the earth when horizontal support is set, cost is high and conventional castinplace pile portal framed structure long construction period, high cost problem, there is construction convenient, the advantages such as flexible design, economic environmental protection.
Embodiment bis-: as shown in Figure 3, in the present embodiment, adopt the frame mode of mortar pile+castinplace pile, the interior row's mortar pile 7 being about in Fig. 1 is replaced by castinplace pile 5, the pile body stiffness of castinplace pile 5 is large, bending resistance is strong, be used in conjunction with effluent sand slurry stake 3, can strengthen integral rigidity and the stability of space enclosing structure, can meet cutting depth greatly or the poor base pit stability requirement of the hole limit soil body.Certainly, according to the actual condition of foundation ditch 6, castinplace pile 5 also can adopt the scheme of preformed pile, and in addition, all the other structures in the present embodiment are all same as the structure in embodiment mono-.
Embodiment tri-: as shown in Figure 4, in the present embodiment, adopt the frame mode of three sediment outflow slurry fender posts, between interior row's mortar pile 7 and effluent sand slurry stake 3, increase the oblique mortar pile 9 of a row, with interior row's mortar pile 7 and effluent sand slurry the stake 3 parallel and layouts that keep at a certain distance away, inclination angle is generally at 45 °～60 °, integral rigidity and the stability of space enclosing structure can be greatly strengthened, cutting depth can be met greatly or the poor base pit stability requirement of the hole limit soil body.In addition, all the other structures in the present embodiment are all same as the structure in embodiment mono-.
Claims (6)
1. a gantry type ring mortar pile space enclosing structure, described space enclosing structure is positioned at certain distance outside excavation of foundation pit sideline, it is characterized in that described space enclosing structure at least comprises two row's fender posts, between the described fender post of two rows, keep at a certain distance away and be arranged in parallel, wherein in the described fender post of two rows, have at least a row to be formed by ring mortar pile, two row described fender post tops are fixedly connected with by coupling beam, two row described fender post tops respectively with coping anchor connection, between the described fender post of two rows, be vertically provided with water-stop curtain, described ring mortar pile consists of pile body and the enlarged footing that is positioned at least one place on described pile body.
2. a kind of gantry type ring mortar pile space enclosing structure according to claim 1, is characterized in that some described enlarged footings, along vertical spaced apart in described pile body external surface, form the ring mortar pile that is Bamboo-shaped.
3. a kind of gantry type ring mortar pile space enclosing structure according to claim 1, is characterized in that the described fender post of two rows is ring mortar pile.
4. a kind of gantry type ring mortar pile space enclosing structure according to claim 1, is characterized in that in the described fender post of two rows, a row is ring mortar pile, and another row is castinplace pile.
5. a kind of gantry type ring mortar pile space enclosing structure according to claim 1, is characterized in that in the described fender post of two rows, a row is ring mortar pile, and another row is the mortar pile of double overlap joint, with the double water-stop curtain of doing.
6. a kind of gantry type ring mortar pile space enclosing structure according to claim 1, it is characterized in that described space enclosing structure comprises three row's fender posts, the described fender post of three rows is ring mortar pile, and in the middle of being wherein positioned at, described fender post of the row is oblique setting, and angle is between 45 °～60 °.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320832279.0U CN203795434U (en) | 2013-12-17 | 2013-12-17 | Portal type bamboo joint mortar pile building envelope |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320832279.0U CN203795434U (en) | 2013-12-17 | 2013-12-17 | Portal type bamboo joint mortar pile building envelope |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203795434U true CN203795434U (en) | 2014-08-27 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201320832279.0U Expired - Lifetime CN203795434U (en) | 2013-12-17 | 2013-12-17 | Portal type bamboo joint mortar pile building envelope |
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| CN (1) | CN203795434U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104594360A (en) * | 2014-12-31 | 2015-05-06 | 云南建工基础工程有限责任公司 | Composite double-row pile foundation pit supporting structure |
| CN107419729A (en) * | 2017-05-18 | 2017-12-01 | 中国建筑第八工程局有限公司 | A kind of foundation pit stope support device and method |
| CN110055981A (en) * | 2019-04-18 | 2019-07-26 | 中铁第四勘察设计院集团有限公司 | Supporting and retaining system unit, retaining structure and the construction method on landslide |
| CN113389206A (en) * | 2021-07-05 | 2021-09-14 | 中国建筑第八工程局有限公司 | Foundation pit enclosure system and construction method thereof |
-
2013
- 2013-12-17 CN CN201320832279.0U patent/CN203795434U/en not_active Expired - Lifetime
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104594360A (en) * | 2014-12-31 | 2015-05-06 | 云南建工基础工程有限责任公司 | Composite double-row pile foundation pit supporting structure |
| CN107419729A (en) * | 2017-05-18 | 2017-12-01 | 中国建筑第八工程局有限公司 | A kind of foundation pit stope support device and method |
| CN110055981A (en) * | 2019-04-18 | 2019-07-26 | 中铁第四勘察设计院集团有限公司 | Supporting and retaining system unit, retaining structure and the construction method on landslide |
| CN113389206A (en) * | 2021-07-05 | 2021-09-14 | 中国建筑第八工程局有限公司 | Foundation pit enclosure system and construction method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20140827 |