CN100516378C - Method for supporting and protecting building foundation pit by employing transverse-diaphragm prestressing concrete pipe pile - Google Patents
Method for supporting and protecting building foundation pit by employing transverse-diaphragm prestressing concrete pipe pile Download PDFInfo
- Publication number
- CN100516378C CN100516378C CNB2007100704160A CN200710070416A CN100516378C CN 100516378 C CN100516378 C CN 100516378C CN B2007100704160 A CNB2007100704160 A CN B2007100704160A CN 200710070416 A CN200710070416 A CN 200710070416A CN 100516378 C CN100516378 C CN 100516378C
- Authority
- CN
- China
- Prior art keywords
- tabula
- pipe pile
- concrete pipe
- prestressed concrete
- formula prestressed
- 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.)
- Expired - Fee Related
Links
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a method for supporting a building foundation pit by using transverse partition-type pre-stressed concrete pipe pile. The method comprises the following steps: (A) calculating and determining the axial position of inner transverse partitions (1, 1.1, 1.2, 1.3, 1.4) of a transverse partition-type pre-stressed concrete pipe pile (12) and the diameter and length of the pipe pile (12); (B) fabricating the pipe pile (12); (C) measuring and lining to determine the position of the pipe pile (12); (D) statically settling the pipe pile (12); (E) welding anchoring tendons at the top of piles and fabricating and installing reinforced concrete top ring beams (7) and supporters (8). The method further comprises driving concrete-stirring piles (9, 10) respectively inside and outside the pipe pile (12) and grouting concrete (5) inside the pipe pile (12). The method has the advantages of wide application range, high construction quality, short construction cycle, relatively-low construction cost for foundation pit support, and no noise and vibration pollution.
Description
Technical field
The present invention relates to a kind of method that building foundation pit is carried out supporting, specifically is a kind of method that adopts tabula formula prestressed concrete pipe pile building foundation pit to be carried out supporting.
Background technology
At present, the main method to building foundation pit supporting has: put sloping excavation method, adopt soil nailing wall or cement mixing pile to form the gravity retaining wall method, adopt tube-sinking cast-in-situ pile or bored pile method and adopt common prestressed concrete pipe pile method etc.The advantage of putting sloping excavation method is that easy construction, construction speed are fast, construction costs is low, and is good in economic efficiency, but its scope of application is little, only is applicable to the little also soil condition of cutting depth foundation ditch preferably, and requires periphery that the vacant lot of putting the slope must be arranged; Adopt soil nailing wall or cement mixing pile to form the method for gravity retaining wall, the degree of safety that its construction speed is slow, cost is high, the difficult control of distortion promptly influences workmanship and foundation ditch and inapplicable when the excavation of foundation pit degree of depth is big; Adopt tube-sinking cast-in-situ pile or bored pile method, it is applied widely, but pattern foundation pit supporting structure cost height, construction speed is slow, the raw material loss is big, the noise pollution environment of mud or vibration; And common prestressed concrete pipe pile method because its easy construction, speed be fast etc. advantage in pattern foundation pit supporting structure, used widely, but its anti-bending bearing capacity is low, lateral deformation stiffness is poor, the degree of safety of its foundation ditch is not good enough, particularly its level interval in the foundation ditch periphery is closeer, thereby has increased the quantity of pile for prestressed pipe and improved the supporting cost.
Summary of the invention
The technical problem to be solved in the present invention is, overcome the shortcoming of above prior art, the method for provide that a kind of degree of safety applied widely, that can guarantee workmanship, foundation ditch is good, construction speed is fast, the employing tabula formula prestressed concrete pipe pile of low relatively, the basic noiselessness of construction costs of pattern foundation pit supporting structure and vibration pollution carries out supporting to building foundation pit.
Technical scheme of the present invention is, a kind of method that adopts tabula formula prestressed concrete pipe pile that building foundation pit is carried out supporting is provided, and it comprises following construction sequence:
The axial location of the tabula in diameter, length and the tabula formula prestressed concrete pipe pile that A, the definite bracing of foundation pit stake of calculating are tabula formula prestressed concrete pipe pile;
B, making tabula formula prestressed concrete pipe pile;
C, measurement unwrapping wire are determined the stake position of tabula formula prestressed concrete pipe pile;
D, the heavy tabula formula prestressed concrete pipe pile of static pressure;
E, a welding stake top anchor rib, fabrication and installation steel concrete bear down on one ring beam and support.
The diameter of tabula formula prestressed concrete pipe pile is determined in described calculating, the axial location of the tabula in length and the tabula formula prestressed concrete pipe pile, finger is according to the geologic report of foundation ditch, foundation ditch is actual to be dug the bending moment that dark and working load calculate tabula formula prestressed concrete pipe pile (software for calculation of bending moment is the suitable maturation in market at present, " reason just " arranged, general calculation softwares such as " Venus ", and drafting bending moment figure, according to bending moment figure), determine the diameter of tabula formula prestressed concrete pipe pile then, the axial location of the tabula of length and Qi Nei is encrypted tabula near the maximum of bending moment; At the sparse tabula of bending moment smaller part.
The preferred following parameter of described tabula formula prestressed concrete pipe pile: described tabula formula prestressed concrete pipe pile diameter is 400～800mm, as can adopt 400,500,550,600 according to the standard by " standard drawing 2002 Zhejiang G22 " calculated, a kind of in these five kinds of specifications of 800mm.Tabula formula prestressed concrete pipe pile single-unit length≤15m.Described to encrypt the tabula that tabula refers to promptly to cheat with B point among the following figure bottom near the maximum of bending moment be mid point, and the spacing of two ends tabula and this mid point tabula is 800mm～1200mm; Describedly refer to that upper end tabula and the adjacent more spacing of the tabula of upper end are 1800mm～2200mm at the sparse tabula of bending moment smaller part; The spacing of the tabula of lower end tabula and adjacent more lower end is 1800mm～2200mm; More the spacing of the tabula of the tabula of lower end and adjacent lower end again is 1800mm～2200mm; Again the tabula of lower end and adjacent more more the spacing of the tabula of lower end be 1800mm～2200mm; Yi Xia pipeline section has earth pillar top plug not establish tabula because of the bending moment value during little and pile sinking again.
Described making tabula formula prestressed concrete pipe pile comprises following processing step:
The steel concrete tabula of a, prefabricated ring-type is reserved the tabula dowel;
The reinforcing cage of b, making tabula formula prestressed concrete pipe pile;
C, with the colligation of tabula dowel on the main muscle of the reinforcing cage of tabula formula prestressed concrete pipe pile;
D, installation two end plates and dowel thereof;
E, the reinforcing cage and the two end plates of tabula formula prestressed concrete pipe pile is installed in accumbency following half punching block in;
The concrete of f, cast tabula formula prestressed concrete pipe pile; Last half punching block of tabula formula prestressed concrete pipe pile and following half punching block are closed up and tighten up;
The presstressed reinforcing steel of g, employing pre-tensioning system stretch-draw tabula formula prestressed concrete pipe pile;
H, to tabula formula prestressed concrete pipe pile carry out centrifugal forming, steam-cured, put the tension prestress muscle, form removal gets finished product.
The radial thickness of described tabula is preferably 70～120mm; The diameter of the centre bore of described tabula is preferably 100～200mmmm.The degree of depth that described tabula radially embeds tube wall is preferably 20～40mm.
Described making tabula formula prestressed concrete pipe pile also can comprise following processing step: described tabula also can be the steel concrete that is added with steel fibre or technical fiber (market is on sale) or metal is made and with the steel concrete ring bodies tabula in aggregates of tabula formula prestressed concrete pipe shape pile body.Also can make the reinforcing cage of a plurality of ring bodies tabulas earlier, again the reinforcing cage of ring bodies tabula is connected by the axially spaced-apart fixed distance of design as welding or butting on the main muscle of the reinforcing cage of tubulose pile body, pour into a mould the concrete of ring bodies tabula simultaneously or be added with steel fibre or the concrete of technical fiber the concrete of cast tubulose pile body again.
Level interval between the described tabula formula prestressed concrete pipe pile outer tube wall is preferably 180～220mm.
The method that the present invention adopts tabula formula prestressed concrete pipe pile that building foundation pit is carried out supporting also can comprise and put the slope, when promptly having vacant lot to put the slope around foundation ditch, generally all puts the slope, with the design elevation on reduction fender post top and the pressure of the active soil outside the fender post.
The inboard that method of the present invention also can the be included in tabula formula prestressed concrete pipe pile mud agitation pile of fetching water, promptly when the foundation ditch bottom solum weak especially as geologic report in during its mud of moulding for stream of elaboration.The mud agitation pile of fetching water in the inboard of bracing of foundation pit stake increases the pressure of being broken ground, and prevents that the fender post bottom from producing the phenomenon of sidesway in the foundation ditch.
Method of the present invention also can be included in the tabula formula prestressed concrete pipe pile and add concrete placing, promptly according to calculating, and when the bending moment absolute value that pile tube bears is big, can the scene adds concrete placing on the basis of tabula being provided with.
Method of the present invention also can be included in the tabula formula prestressed concrete pipe pile outside mud agitation pile of fetching water, promptly according to designing and calculating, clear spacing between the tabula formula prestressed concrete pipe pile of arranging around the foundation ditch is not during greater than 220mm (promptly in preferable range), and the soil property in the stake outside is very poor as in the geologic report elaboration its when being plastic flow mud, the mud agitation pile of can fetching water in the tabula formula prestressed concrete pipe pile outside is to prevent that water soil is in the foundation ditch that bleeds between the fender post.
The present invention adopts method that tabula formula prestressed concrete pipe pile carries out supporting to building foundation pit compared with prior art, has following remarkable advantage and beneficial effect:
1, safe and reliable: owing to adopt tabula formula prestressed concrete pipe pile, and the layout of tabula is according to the actual accurate Calculation of digging dark and working load of geologic report, the foundation ditch of foundation ditch, tabula is arranged accurately, compare the anti-bending bearing capacity that increased substantially the bracing of foundation pit pile tube and lateral deformation stiffness (existing design formulas proves with common prestressed concrete pipe pile, and structural test through lab simulation pattern foundation pit supporting structure load, improve bearing capacity about 20%, raising lateral deformation stiffness about 20%), can guarantee the workmanship of building foundation pit supporting.
2, save the foundation pit supporting construction cost: in pattern foundation pit supporting structure, adopt tabula formula prestressed concrete pipe pile to save construction costs significantly (as at identical weak soil and dig under the dark condition than the tube-sinking cast-in-situ pile of prior art, bored pile etc., the foundation ditch that digs dark 6m adopts tube-sinking cast-in-situ pile to add interior support, is 3891 yuan/m through estimated cost; Supporting cost in bored pile adds is 5298 yuan/m; And cost of the present invention be 3468 yuan/m); Adopt tabula formula prestressed concrete pipe pile, compare with common prestressed concrete pipe pile, owing to increased anti-bending bearing capacity and lateral deformation stiffness, its level interval in the foundation ditch periphery is strengthened, thereby reduced the quantity of prestressed concrete pipe pile and reduced the foundation pit supporting project cost, the construction costs that is pattern foundation pit supporting structure is low relatively (as same foundation ditch, determine that as calculated adopting diameter is the common prestressed concrete pipe pile of 600mm, level interval between its outer tube wall is necessary≤150mm, and supporting and protection structure just can reach requirement for bearing capacity.And adopting the level interval between the tabula formula prestressed concrete pipe pile outer tube wall of same diameter scalable as calculated to 200mm, supporting and protection structure can reach the requirement of bearing capacity equally.Suppose that the pattern foundation pit supporting structure girth is 100m, adopt common prestressed concrete pipe pile to need 133, and adopt tabula formula prestressed concrete pipe pile only to need 125 that reduced 8, the construction costs that has reduced supporting and protection structure is more than 40,000 yuan).
3, easy construction, the foundation pit supporting project construction speed is fast: because method of the present invention generally do not need cast-in-site, so and do not have its construction technology of special technical requirement easy to construction, construction speed is fast, the efficiency height; In addition, method of the present invention does not have strict requirement to the quality of cutting depth and soil condition, so it is applied widely.
4, social benefit and environmental benefit are obvious: the present invention adopts the static pressure type pile sinking, and particularly its work progress does not have other noise and vibration pollution substantially yet, does not also have other as environment pollutions such as mud contamination and air pollutions, helps environmental protection; In addition, materials such as used reinforcing bar, cement, sand and stone are also less relatively, meet energy-conservation requirement fully.
As improvement, as long as conditions permit is generally all put the slope to around the foundation ditch, can reduce the stake top design elevation of tabula formula pile for prestressed pipe like this, can reduce the bending moment that pile for prestressed pipe bears thereby reach, improved the degree of safety of foundation ditch under the same conditions.Also the quantity that can reduce tabula formula pile for prestressed pipe by the spacing of adjusting pile for prestressed pipe further reduces construction costs, saves cost.
As further improvement, when needed, the inventive method also can be included in the inboard of tabula formula prestressed concrete pipe pile or the outside mud agitation pile of fetching water, or adds concrete placing in tabula formula prestressed concrete pipe pile, to improve the degree of safety of foundation ditch more.
Description of drawings
Fig. 1 is the sectional structure schematic diagram of the tabula formula prestressed concrete pipe pile of method employing of the present invention.
Fig. 2 is the sectional structure schematic diagram along E-E line among Fig. 1.
Fig. 3 analyses and observe part (B point place) enlarged diagram along F-F line among Fig. 1.
Fig. 4 is the bracing of foundation pit schematic top plan view of method of the present invention.
Fig. 5 is the construction schematic diagram that method of the present invention adopts basic process steps.
Fig. 6 is that method of the present invention adopts basic process steps to place the construction schematic diagram on slope.
Fig. 7 is that method of the present invention adopts basic process steps to place the fetch water construction schematic diagram of mud agitation pile of inboard that the slope is added in pile tube.
Fig. 8 is that method of the present invention adopts basic process steps to place the slope to be added in the construction schematic diagram that adds concrete placing in the pile tube.
Fig. 9 is that method of the present invention adopts basic process steps to place the fetch water construction schematic diagram of mud agitation pile of the outside that the slope is added in pile tube.
Shown in the figure 1,1.1,1.2,1.3,1.4, tabula, 2, the pile tube wall, 3, end plate, 4, tabula dowel, 5, the concrete in the pile tube, 6, bending moment, 7, the ring beam that bears down on one, 8, (in the hole) support, 9, the cement mixing pile of pile tube inboard, 10, the cement mixing pile in the pile tube outside, 11, the hole end, 12, tabula formula prestressed concrete pipe pile, 13, put the slope section, 14, natural ground,, B, bending moment maximum.
The specific embodiment
Below in conjunction with the drawings and specific embodiments the present invention is described in further detail, but the present invention not only is confined to following specific embodiment.
As Fig. 1～shown in Figure 9.
Certain bracing of foundation pit engineering, excavation of foundation pit face are 18m * 24m, and the excavation of foundation pit degree of depth is 6m.Adopt tabula formula prestressed concrete pipe pile that building foundation pit is carried out supporting.
As Fig. 1～shown in Figure 5.Supporting construction step when present embodiment is based on that the slope is put in the no vacant lot of foundation ditch periphery or need put the slope according to actual conditions.
Its construction sequence is as follows:
A, calculate and determine that the bracing of foundation pit stake is the diameter of tabula formula prestressed concrete pipe pile 12 and the axial location of length and tabula formula prestressed concrete pipe pile 12 interior tabulas: according to the geologic report of foundation ditch, foundation ditch is actual to dig bending moment (bending moment line) 6 dark and working load calculating tabula formula pile for prestressed pipe 12, then by the National Standard Pretensioned spun concrete piles " 03SG409 or the selected cross section of province-norm " Pretensioned spun concrete piles " 2002 Zhejiang G22 model promptly determine the diameter of tabula formula prestressed concrete pipe pile 12 and the length of tabula formula prestressed concrete pipe pile, determines the axial location of the tabula in the tabula formula prestressed concrete pipe pile 12 again.Present embodiment adopts following parameter: straight (outward) footpath of described tabula formula prestressed concrete pipe pile 12 is 600mm, and the length of tabula formula prestressed concrete pipe pile 12 is 15m.Encrypting tabula at the maximum of bending moment 6 also is that the tabula 1 at B point place is a mid point with bottom surface 11, hole promptly, and two ends tabula 1.1 is 1000mm with the spacing of tabula 1; At the sparse tabula of bending moment smaller part, promptly upper end tabula 1.1 is 2000mm with the adjacent more spacing of the tabula 1.2 of upper end; Lower end tabula 1.1 is 2000mm with the spacing of the tabula 1.2 of adjacent more lower end; More the tabula 1.2 of lower end is 2000mm with the spacing of the tabula 1.3 of adjacent lower end again; Again the tabula 1.3 of lower end with adjacent more more the spacing of the tabula 1.4 of lower end be 2000mm; Yi Xia pipeline section has earth pillar top plug not establish tabula because of the bending moment value during little and pile sinking again.
B, making tabula formula prestressed concrete pipe pile 12 comprise following processing step:
A, prefabricated reinforced concrete tabula 1,1.1,1.2,1.3,1.4:
To put into special-purpose punching block behind the tabula reinforcing bar binding, and reserve tabula dowel 4; Fluid concrete is produced reinforced concrete prefabricated of tabula 1,1.1,1.2,1.3,1.4, and concrete model is identical with the used concrete model of pile tube, and the radial thickness of described tabula 1,1.1,1.2,1.3,1.4 is 100mm; Straight (outward) footpath of described tabula 1,1.1,1.2,1.3,1.4 is 460mm; The diameter of the centre bore of described tabula 1,1.1,1.2,1.3,1.4 is 200mm.
The reinforcing cage of b, making tabula formula prestressed concrete pipe pile:
Colligation pipe pile reinforcing bar cage, first prestressed is indulged muscle, erection bolt hoop again.The diameter of reinforcing cage is 530mm.
C, with tabula through dowel 4 colligations on promptly vertical muscle of the main muscle of pipe pile reinforcing bar cage or bolt hoop, the degree of depth that described tabula 1,1.1,1.2,1.3,1.4 radially embeds tube wall 2 is 30mm.
D, installation two end plates 3 and dowel thereof (as standard construction) by " standard drawing 2002 Zhejiang G22 ".
E, the reinforcing cage and the two end plates 3 of tubulose pile body is installed in accumbency following half punching block in;
The concrete of f, cast tabula formula prestressed concrete pipe pile 12 adopts casting machine to the concrete uniform distribution, last half punching block of tabula formula prestressed concrete pipe pile 12 and following half punching block are closed up and tightens up;
The presstressed reinforcing steel (as standard construction) of g, employing pre-tensioning system stretch-draw tubulose pile body by " standard drawing 2002 Zhejiang G22 ";
H, to tabula formula prestressed concrete pipe pile 12 carry out centrifugal forming, steam-cured, put the tension prestress muscle, form removal gets finished product.
(processing step of above making tabula formula prestressed concrete pipe pile 12 is except that step a, b, c, and all the other steps are prior art, so launch no longer in detail to say.)
Tabula formula prestressed concrete pipe pile 12 numbering backs are transported to the building site with automobile, and put on request.
C, measurement unwrapping wire are determined the stake position of tabula formula prestressed concrete pipe pile 12, are promptly determined the spacing of pile tube and are measured the stake position that unwrapping wire is determined tabula formula prestressed concrete pipe pile 12 in conjunction with working drawing by the bearing capacity that calculates.Level interval between the outer tube wall of present embodiment tabula formula prestressed concrete pipe pile 1 is 200mm.
D, the heavy tabula formula prestressed concrete pipe pile 12 of static pressure: control pile sinking with design elevation during static pressure pile-sinking, the pile sinking order is middle earlier, and extend toward both sides the back, with the verticality of transit control pile tube, controls the Pile feeder absolute altitude with level gauge.
Bear down on one ring beam 7 and support 8 (as standard constructions) of E, a welding stake top anchor rib, fabrication and installation steel concrete by " standard drawing 2002 Zhejiang G22 ".
Referring to Fig. 6, at the employing tabula formula prestressed concrete pipe pile of embodiment 1 building foundation pit is carried out on the basis of method of supporting, judge if the vacant lot of putting the slope is arranged according to surrounding environment, generally all to putting the slope around the foundation ditch, from natural ground 14, the gradient with 1: 1 is put the slope, and mark 13 is depicted as and puts the slope section among the figure.Through after putting the slope, can reduce the stake top design elevation of tabula formula prestressed concrete pipe pile 12, thereby can reduce the bending moment that tabula formula prestressed concrete pipe pile 12 bears.Improved the degree of safety of foundation ditch under the same conditions.The quantity that the spacing that also can increase tabula formula prestressed concrete pipe pile 12 reduces tabula formula pile for prestressed pipe 12 reduces cost, saves cost.Other job practices is with embodiment 1.
Referring to Fig. 7, at the employing tabula formula prestressed concrete pipe pile of embodiment 2 building foundation pit is carried out on the basis of method of supporting the inboard that also the is included in tabula formula prestressed concrete pipe pile 12 mud agitation pile 9 of fetching water.
In the foundation ditch of present embodiment in the embodiment 2 soil more weakness be to mould the mud of shape described in the geologic report for stream, when making foundation ditch outside active earth pressure big, can be in the foundation ditch inboard (left side among Fig. 7) the mud agitation pile 9 of fetching water, to increase passive earth pressure, prevent that the fender post lower inside from producing toward alleged in the industry at once " the skirt phenomenon " of phenomenon of the interior sidesway of foundation ditch.Other job practices is with embodiment 2.When active earth pressure equates, take the foundation ditch inboard to beat after the agitation pile, comparing with other space enclosing structure form does not increase its expense.Compare with embodiment 2,, improved the degree of safety of foundation pit supporting construction, more guaranteed the safety of excavation of foundation pit though cost has raising slightly.
Referring to Fig. 8, at the employing tabula formula prestressed concrete pipe pile of embodiment 2 building foundation pit is carried out on the basis of method of supporting, also be included in the tabula formula prestressed concrete pipe pile 12 and add concrete placing 5.
In the present embodiment, when calculating bending moment 6 that gained tabula formula prestressed concrete pipe pile 12 bears much larger than the bending moment 6 of embodiment 2, as when calculating bending moment 6 that gained tabula formula prestressed concrete pipe pile 12 bears (the cracking resistance bending moment of every batch of pile tube all has calculating in advance) much larger than the cracking resistance bending moment of pile tube self, can be after the static pressure, immersed tube stake of job practices, the scene adds concrete placing 5 on the basis of tabula.Other job practices is with embodiment 2.Present embodiment is compared with embodiment 2, though cost increases, that improves is few, but makes the degree of safety of bracing of foundation pit obtain raising by a relatively large margin.
Referring to Fig. 4, Fig. 9, at the employing tabula formula prestressed concrete pipe pile of embodiment 2 building foundation pit is carried out on the basis of method of supporting, also be included in tabula formula prestressed concrete pipe pile 12 outsides (upside shown in Fig. 4, the right side shown in Fig. 9) the mud agitation pile 10 of fetching water.
In the present embodiment, according to designing and calculating, clear spacing between the tabula formula prestressed concrete pipe pile of arranging around the foundation ditch 12 is during greater than 250mm, and the very poor mud of described in geologic report, moulding shape of soil property in the stake outside for stream, the mud agitation pile 10 of can fetching water in tabula formula prestressed concrete pipe pile 12 outsides forms water-stop curtain and prevents that water and soil is in the foundation ditch that bleeds between the fender post.Other job practices is with embodiment 2.Present embodiment is compared with embodiment 2, though cost increases, that improves is few, but makes the Environmental security degree of pattern foundation pit supporting structure obtain significantly improving.
The present invention adopts tabula formula prestressed concrete pipe pile that building foundation pit is carried out the method for supporting also can be under the different actual conditions of foundation ditch, with embodiment 1 is basic skills, again choose any embodiment among the combination embodiment 2,3,4,5, obtain more effective more economical bracing of foundation pit mode.Though the cost aspect increases, but all much lower than the method for prior art, the degree of safety of its foundation pit supporting construction is much larger than prior art.
Claims (10)
1, a kind of tabula formula prestressed concrete pipe pile that adopts is to the method that building foundation pit carries out supporting, and it is characterized in that: it comprises following construction sequence:
The axial location of the tabula (1,1.1,1.2,1.3,1.4) that diameter, length and the tabula formula prestressed concrete pipe pile (12) of tabula formula prestressed concrete pipe pile (12) is interior is determined in A, calculating;
B, making tabula formula prestressed concrete pipe pile (12);
C, measurement unwrapping wire are determined the stake position of tabula formula prestressed concrete pipe pile (12);
D, the heavy tabula formula prestressed concrete pipe pile (12) of static pressure;
Bear down on one ring beam (7) and support (8) of E, a welding stake top anchor rib, fabrication and installation steel concrete.
2, method according to claim 1, it is characterized in that: the diameter of tabula formula prestressed concrete pipe pile (12) is determined in described calculating, tabula (1 in length and the tabula formula prestressed concrete pipe pile (12), 1.1,1.2,1.3,1.4) axial location, finger is according to the geologic report of foundation ditch, foundation ditch is actual to be dug deeply and the bending moment (6) of working load calculating tabula formula prestressed concrete pipe pile (12), determine the diameter of tabula formula prestressed concrete pipe pile (12) then, length and tabula (1,1.1,1.2,1.3,1.4) axial location, near the maximum (B) of bending moment (6), encrypt tabula; At the sparse tabula of bending moment smaller part.
3, method according to claim 2 is characterized in that: described tabula formula prestressed concrete pipe pile (12) diameter is 400～800mm; Tabula formula prestressed concrete pipe pile (12) single-unit length≤15m; Encrypt tabula near the described maximum in bending moment (6) (B) and refer to that the tabula (1) of the maximum (B) with bending moment is a mid point, the upper end tabula at two ends and lower end tabula (1.1) are 800mm～1200mm with the spacing of the tabula (1) of the maximum of bending moment; Describedly refer to that upper end tabula (1.1) is 1800mm～2200mm with the adjacent more spacing of the tabula (1.2) of upper end at the sparse tabula of bending moment smaller part; Lower end tabula (1.1) is 1800mm～2200mm with the spacing of the tabula (1.2) of adjacent more lower end; More the tabula of lower end (1.2) is 1800mm～2200mm with the spacing of the tabula (1.3) of adjacent lower end again; Again the tabula of lower end (1.3) with adjacent more more the spacing of the tabula of lower end (1.4) be 1800mm～2200mm; Yi Xia pipeline section has earth pillar top plug not establish tabula because of the bending moment value during little and pile sinking again.
4, method according to claim 1 is characterized in that: described making tabula formula prestressed concrete pipe pile (12) comprises following processing step:
A, prefabricated reinforced concrete tabula (1,1.1,1.2,1.3,1.4) are reserved tabula dowel (4);
The reinforcing cage of b, making tabula formula prestressed concrete pipe pile (12);
C, with tabula (1,1.1,1.2,1.3,1.4) through dowel (4) colligation on the main muscle of the reinforcing cage of tabula formula prestressed concrete pipe pile (12);
D, installation two end plates (3) and dowel thereof;
E, the reinforcing cage and the two end plates (3) of tabula formula prestressed concrete pipe pile (12) is installed in accumbency following half punching block in;
The concrete of f, cast tabula formula prestressed concrete pipe pile (12); To go up half punching block closes up with following half punching block and tightens up;
The presstressed reinforcing steel of g, employing pre-tensioning system stretch-draw tabula formula prestressed concrete pipe pile (12);
H, to tabula formula prestressed concrete pipe pile (12) carry out centrifugal forming, steam-cured, put the tension prestress muscle, form removal gets finished product.
5, method according to claim 4 is characterized in that: the radial thickness of described tabula (1,1.1,1.2,1.3,1.4) is 70～120mm; The diameter of the centre bore of described tabula (1,1.1,1.2,1.3,1.4) is 100～200mm; The degree of depth that described tabula (1,1.1,1.2,1.3,1.4) radially embeds tube wall (2) is 20～40mm.
6, method according to claim 3 is characterized in that: the level interval between described tabula formula prestressed concrete pipe pile (12) outer tube wall is 180～220mm.
7, method according to claim 1 is characterized in that: it also comprises puts the slope.
8, method according to claim 1 is characterized in that: the inboard that it also is included in tabula formula prestressed concrete pipe pile (12) the mud agitation pile (9) of fetching water.
9, method according to claim 1 is characterized in that: it also is included in and adds concrete placing (5) in the tabula formula prestressed concrete pipe pile (12).
10, method according to claim 1 is characterized in that: it also is included in tabula formula prestressed concrete pipe pile (12) outside mud agitation pile (10) of fetching water.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2007100704160A CN100516378C (en) | 2007-07-31 | 2007-07-31 | Method for supporting and protecting building foundation pit by employing transverse-diaphragm prestressing concrete pipe pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2007100704160A CN100516378C (en) | 2007-07-31 | 2007-07-31 | Method for supporting and protecting building foundation pit by employing transverse-diaphragm prestressing concrete pipe pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101105033A CN101105033A (en) | 2008-01-16 |
| CN100516378C true CN100516378C (en) | 2009-07-22 |
Family
ID=38999098
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB2007100704160A Expired - Fee Related CN100516378C (en) | 2007-07-31 | 2007-07-31 | Method for supporting and protecting building foundation pit by employing transverse-diaphragm prestressing concrete pipe pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN100516378C (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102182192A (en) * | 2011-03-01 | 2011-09-14 | 浙江大学宁波理工学院 | Rear transverse septum type building foundation pit enclosure structure and construction method |
| CN102561360B (en) * | 2012-02-06 | 2015-04-29 | 化学工业岩土工程有限公司 | Deep foundation pit supporting method |
| CN103031841A (en) * | 2012-12-31 | 2013-04-10 | 中国建筑西南勘察设计研究院有限公司 | Post-tensioned prestressing rectangular hollow foundation pit support pile |
| CN103882870A (en) * | 2014-03-24 | 2014-06-25 | 上海强劲地基工程股份有限公司 | Cement mixing pile and concrete pile meshing supporting structure and construction method |
| CN104802303A (en) * | 2015-05-06 | 2015-07-29 | 王继忠 | Prefabrication method and construction method of concrete pile |
| CN105256812B (en) * | 2015-11-02 | 2017-11-28 | 深圳市路桥建设集团有限公司 | Foundation ditch prefabricated assembled concrete supporting construction and its construction method |
| CN109056717B (en) * | 2018-07-09 | 2020-11-17 | 广东工业大学 | Support-free supporting device and construction method thereof |
| CN109898515A (en) * | 2019-04-16 | 2019-06-18 | 中国二十二冶集团有限公司 | Support of Foundation Pit Excavation method of the slope in conjunction with tubular pole |
-
2007
- 2007-07-31 CN CNB2007100704160A patent/CN100516378C/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| CN101105033A (en) | 2008-01-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107246006B (en) | The pile-filling method of concrete-pile | |
| CN100516378C (en) | Method for supporting and protecting building foundation pit by employing transverse-diaphragm prestressing concrete pipe pile | |
| CN102031784B (en) | Slope protection pile pouring and cable bolting construction method for deep foundation pit | |
| CN104895092A (en) | Method for using inner-support temporary latticed column as permanent structure column | |
| CN110700248A (en) | Miniature steel pipe pile for grouting small and medium-sized span bridge, pile foundation and construction method | |
| CN104895083A (en) | Underwater pile-cap foundation pit guide frame and cofferdam support construction method thereof | |
| CN114263211A (en) | Retaining wall and construction method thereof | |
| CN111441343A (en) | Mountain photovoltaic support micropore cast-in-place pile foundation system, construction method and application | |
| CN113338356A (en) | Anti-floating anchor rod construction structure and construction method thereof | |
| CN108360535A (en) | Foundation pit supporting construction based on campshed and inner support and its construction method | |
| CN204728333U (en) | A kind of underwater support table foundation ditch leading truck | |
| CN104074197A (en) | Large-diameter thin-walled tubular pile composite anchor rod type foundation pit support structure and construction method thereof | |
| CN103911989B (en) | A kind of underwater casting base type foundation with retaining wall and construction method thereof | |
| CN209891202U (en) | Anti-floating anchor rod | |
| CN110924401A (en) | Construction foundation pit supporting mode for combined arching and bearing of mixing piles and cast-in-place piles | |
| CN208219667U (en) | Foundation pit supporting construction based on campshed and inner support | |
| CN211113669U (en) | Prestressed reinforced concrete breast wall pile | |
| CN211080280U (en) | Large-diameter pile foundation enclosure miniature pile group | |
| CN209975503U (en) | Static pressing pile of assembled fender pile | |
| CN110258678B (en) | Concrete cast-in-place pile deviation rectifying method and raft foundation cast-in-place pile construction method | |
| CN115324039B (en) | Construction process of simple foundation pile | |
| CN116591043B (en) | Construction method of pier stud embedded bars on splicing surface of assembled bridge bearing platform | |
| CN203782692U (en) | Underwater pouring root type foundation provided with retaining wall and internal mold system thereof | |
| CN115030155B (en) | Construction method of photovoltaic support precast pile for harder stratum based on grouting process | |
| CN108149679A (en) | A kind of construction for inserting special reinforcing bar rear in the plain concrete of CFG |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee | ||
| CP02 | Change in the address of a patent holder |
Address after: 315700, No. 1, Lake Road, Dandong street, Xiangshan County, Ningbo, Zhejiang Co-patentee after: Ningbo Institute of Technology, Zhejiang University Patentee after: Huafeng Construction Co., Ltd. Address before: 315040 No. 1017 Jiangnan Road, Ningbo science and Technology Park, Zhejiang, China Co-patentee before: Ningbo Institute of Technology, Zhejiang University Patentee before: Huafeng Construction Co., Ltd. |
|
| PP01 | Preservation of patent right |
Effective date of registration: 20130912 Granted publication date: 20090722 |
|
| RINS | Preservation of patent right or utility model and its discharge | ||
| PD01 | Discharge of preservation of patent |
Date of cancellation: 20140310 Granted publication date: 20090722 |
|
| RINS | Preservation of patent right or utility model and its discharge | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20090722 Termination date: 20150731 |
|
| EXPY | Termination of patent right or utility model |