CN1254393A - Method of arranging reinforcement in forming foundation of ground reinforcing type and foundation body - Google Patents
Method of arranging reinforcement in forming foundation of ground reinforcing type and foundation body Download PDFInfo
- Publication number
- CN1254393A CN1254393A CN 97182184 CN97182184A CN1254393A CN 1254393 A CN1254393 A CN 1254393A CN 97182184 CN97182184 CN 97182184 CN 97182184 A CN97182184 A CN 97182184A CN 1254393 A CN1254393 A CN 1254393A
- Authority
- CN
- China
- Prior art keywords
- reinforcement
- basic body
- ground
- mentioned
- natural ground
- 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.)
- Granted
Links
Images
Abstract
A method of arranging reinforcements in forming a foundation of ground reinforcing type, by which great bearing forces can be provided to particularly a lifting load, and a foundation body. A multiplicity of rod-shaped reinforcements extending radially from a foundation body, which is built by digging through a natural ground, being arranged at predetermined intervals in an axial direction, and fixed in an interior of the surrounding natural ground, are arranged to align in a direction of minimum principal strain of the natural ground in the natural ground near the foundation body when a lifting force is applied to the foundation body.
Description
Technical field
The present invention relates to build, building is with the holding power enhancements on basis.
Technical background
Building, building with the holding power on basis by when the basis is applied external force on every side ground the counter-force on basis is obtained.Aspect the basis formation method and basic body of strengthening such holding power, in the applicant's special fair 5-40085 communique, proposed.
In basis formation method, shown in Fig. 8,9, basic body 1 with shaped steel reinforcement 3 be arranged on the basic body 2 of dark base around.Reinforcement 3 is from basic body 2 levels and become radial extension obliquely, and in the axial direction also according to predetermined space be provided with many reinforcements, in the natural ground 4 around they all are fixed on.
Basis body 1 forms by the following method.In order to form basic body 2, go out natural ground 4 according to predetermined diameter and desired depth vertical excavation, carry out supporting and protecting with 6 pairs of excavation surfaces of liner plate.Then, according to Figure 10-order shown in Figure 14, earlier reinforcement 3 is fixed in the natural ground 4 from the peristome 5 on the precalculated position that is arranged on liner plate 6.That is, as shown in figure 10, from peristome 5 cutting hole in natural ground 4, the front end that is inserted with reinforcement 3 in first as illustrated in fig. 11 the general is fixing with interior blank pipe 9 insertion cutting holes 8.Reinforcement 3 has formed to the long and tapered expansion of front end wedge portion 10 than cutting hole 8.In addition, interior blank pipe 9 is made of the body 11 and the stationary pipes 12 that can be fixed on the body front end with freely dismantle, the tapered portion 13 that stationary pipes 12 enlarges forward as Figure 15-have internal diameter shown in Figure 16ly and from many slits 14 of tapered portion 13 axial formation.After inserting reinforcement 3 and interior blank pipe 9, when the base end side of blank pipe 9 applies tensile force for reinforcement 3 in pushing by compression tool 15 as illustrated in fig. 12, the wedge portion 10 of reinforcement 3 presses wide stationary pipes 12 tapered portion 13 and stationary pipes 12 is nipped in the natural ground 4, and reinforcement 3 can't be extracted.Subsequently, on one side the body 11 of interior blank pipe 9 is extracted from stationary pipes 12 incisions as illustrated in fig. 13, so that inject curing compound 16.Reinforcement 3 only stays as illustrated in fig. 13 to dash forward and anchors at fully in the cutting hole 8 to base end part 17 ground of basic body 2 center positions.3 one-tenth of reinforcements of Xing Chenging level and being fixed on obliquely in the different ground of the degree of depth radially like this.
Then, avoid being projected into the base end part 17 of the outer reinforcement 3 of natural ground 4 and carry out the reinforcement installation of basic body 2.Subsequently, shown in Figure 17,18 like that, in the reinforcing bar inboard with fixed head 18 setting-ins to base end part 17, fixed head 18 welds together with axial reinforcement 19, stirrup 20, is fixed on the fixed head 18 by the head of grappling nut with base end part 17.In addition, in the reinforcement 3 that is obliquely installed as illustrated in fig. 8, replace fixed head 18 ground to utilize the fixture 18A fixed base end 17 with triangular section shown in Figure 19.So, after the base end part 17 and the reinforcing bar 19,20 of each reinforcement 3 are fixed together, water the concrete of basic body 2, so formed the basic body shown in Fig. 8,9.
In the basic body 1 that constitutes like this, the drawing resistance of the wedge portion 10 that gives of the adhesive power of the curing compound 16 of Tian Chonging strikes up partnership reinforcement 3 and natural ground 4 as the bed knife that is fixed in the natural ground 4 securely on every side.On the one hand, the foundation strength height around the reinforcement 3, on the other hand, base end part 17 is fixed on the reinforcing bar 19,20 of basic body 2, thereby reinforcement also combines with basic body 2 rigidity.
The result, the function of basis body 1 just as if the one basis that comprises ground 33 on every side like that, the acting surface of cutting off resistance s under the occasion that basic body 2 is applied pulling capacity Fv is the major diameter imaginary seating surface 23 relevant with each reinforcement 3 front end as shown in Figure 20.Therefore, the active area of cutting off resistance s enlarges markedly, and the holding power of pulling capacity is increased considerably.
On the other hand, the supporting structure of horizontal force Fh has also been strengthened as illustrated in fig. 21.That is passive earth pressure p,
1And elastic foundation drag p
2Acting surface on the imaginary seating surface 24 of the semi-circular cross-section that the front end of each half of reinforcement 3 of basic body 2 left side that is arranged in figure is formed by connecting, enlarged, because of obtaining elastic foundation drag p by reinforcement 3 reinforcement grounds 22
2The scope of stratum B also enlarged upward.And the drawing resistance a that is arranged in the right half of reinforcement 3 of the figure of basic body 2 has played the effect of holding power.Therefore, 1 couple of horizontal force Fh of basic body also has extremely powerful holding power.
But, like this traditional basic formation method and basic body, reinforcement 3 is set in the method in the basic body 1, does not promptly have the method for arranging of clear and definite standard at aspects such as reinforcement bearing of trends, the holding power invigoration effect that realizes by reinforcement 3 must fully not realize.That is, for example under situations such as electric power pylon basis, be that the holding power that compressive force is would be better said so to upper pulling force is debatable.Correspondingly, as for making basic body 1 keep the strong holding power of opposing, say also indeterminately to this reinforcement method to set up to upper pulling force.
The present invention is conceived to such problem and designs, its purpose provide a kind of especially at upper pulling force obtained reinforcement method to set up and the basic body of the reinforced basis of the ground of strong holding power in forming.
Summary of the invention
A kind of reinforcement method for arranging in the reinforced basis of ground forms, this method begins in natural ground cutting hole and has fixed in cutting hole after the high rigidity reinforcement from the footing excavation face, the reinforcement base end part is fixed in the basic body and builds basic body, it is characterized in that, on the one hand by making reinforcement utilize self structure to share a part to the tensile stress of natural ground and cut off stress and improve resistance at basic body upper pulling force, on the other hand, make natural ground on every side be pulled to the confining pressure that the natural ground of basic base side around increasing pushes basic body wall by reinforcement, to increase to reinforcement is set to the natural ground drag around the basic body upper pulling force.
The present invention is beginning cutting hole in natural ground from the footing excavation face, and in cutting hole, fixed and the reinforcement base end part is fixed in the reinforced basic formation method of the ground of building basic body in the basic body after the high rigidity reinforcement, disposing above-mentioned reinforcement, made and made reinforcement that direction is set by bar consistent with the natural ground minimum principal strain directions that is the direction of above-mentioned reinforcement stretching axial force maximum when basic body is applied with pulling force.
In addition, in the present invention, the reinforced basic body of ground is the basic body that builds up by excavating natural ground, when above-mentioned basic main body becomes to extend out radially, it is consistent with the minimum principal strain directions of natural ground of direction of stretching axial force maximum that is above-mentioned reinforcement when basic body is applied with pulling force to make it that direction is set, and constitute at the upward downward bar-shaped reinforcement of basic body shaft.
So, by being fixed on when many reinforcements in the natural ground strengthen ground, ground and basic body are become one because of the base end part of these reinforcements is fixed on.In this case, basis body holding power has been because reinforcement material self has been shared a part to the tensile stress of natural ground with cut off the effect structure that stress produces by structure, and constrains in integral rigidity that the tensile strain that takes place in the natural ground improves ground by reinforcement and strengthen soil body effect and increased.This reinforcement soil body effect is because because reinforcement is pulled to the natural ground side around the basic body, and institute is so that natural ground is cut off the absolute value of the minimum principal strain increment when destroying and natural ground expands and be suppressed to very little and make the minimum principal stress increase.Because reinforcement of the present invention is arranged on the minimum principal strain directions of natural ground around the basic body, thus when upper pulling force acts on natural ground, improved the biglyyest reinforcement around natural ground pull to the effect on basic side.Therefore, according to the present invention, can obtain to strengthen most effectively soil body effect by reinforcement.Promoted increase, and strengthened the ground around the basic body that the confining pressure of basic body has been increased, and basic body is supported in the natural ground securely at the shearing strength of major principal stress.
Thereby, the present invention can be used for effectively to the debatable electric power pylon of the holding power of upper pulling force basis etc., when keeping basic body size little, significantly improved by strengthening the holding power that soil body effect is brought, therefore can cut down the Foundation Design cost significantly and in the reduction of erection time, can reduce and excavate the soil of coming out.
In addition, in the present invention, be equipped with many above-mentioned reinforcements, these reinforcements equally spaced are arranged on the full week of basic body periphery substantially, thereby have obtained the strong holding power that brought by reinforcement.
And in the present invention, the length of above-mentioned reinforcement is substantially equal to 2/3 of basic body diameter, can obtain strong holding power by reinforcement.
In addition, in the present invention, according to substantially 3 square metres have one ratio that above-mentioned reinforcement is arranged on the basic body outer peripheral face, therefore can improve stiffening effect most effectively corresponding to strengthening number of packages.
In addition, in the present invention, when using the short above-mentioned basic body of axial length, upwards be provided with one section above-mentioned reinforcement in above-mentioned basic axon.For the short basis of such length, the present invention also can give sufficient stiffening effect.
Brief description
Fig. 1 is the vertical cross-section diagram of the expression embodiment of the invention.
Fig. 2 is its horizontal sectional view.
Fig. 3 is the curve map that its reinforcement of expression is provided with the relation of density and stiffening effect power.
Fig. 4 is its basic body holding power reinforcement effect of explanation and the vertical cross-section diagram of strengthening soil body effect.
Fig. 5 is the vertical cross-section diagram of the appearance of expression when this basis body is applied with pulling force.
Fig. 6 is the key diagram of explanation stiffening effect computational methods.
Fig. 7 is the vertical cross-section diagram of expression other embodiments of the invention.
Fig. 8 is the vertical cross-section diagram of the traditional basic body of expression.
Fig. 9 is its horizontal sectional view.
Figure 10 is the horizontal sectional view that the used reinforcement of the basic body of explanation is fixed to the engineering in the natural ground.
Figure 11 is the sectional view that its reinforcement of expression is fixed to the engineering in the natural ground.
Figure 12 is the sectional view that its reinforcement of expression is fixed to the engineering in the natural ground.
Figure 13 is the sectional view that its reinforcement of expression is fixed to the engineering in the natural ground.
Figure 14 is the sectional view that its reinforcement of expression is fixed to the engineering in the natural ground.
Figure 15 is the front view that is used for fixing the stationary pipes of reinforcement front end.
Figure 16 is its stationary pipes side view.
Figure 17 is the sectional view of the joint portion of reinforcement base end part and basic body reinforcing bar.
Figure 18 is the rear elevation of fixed head.
Figure 19 is the sectional view of the joint portion of the base end part of the reinforcement that is obliquely installed and basic body reinforcing bar.
Figure 20 is the basic body section figure of explanation at the basic body supporting structure of pulling capacity.
Figure 21 is the basic body section figure of explanation at the basic body supporting structure of horizontal force.
Most preferred embodiment
Embodiments of the invention below are described with reference to the accompanying drawings.
The traditional basic formation method of the present invention and Fig. 8-shown in Figure 21 and basic body are compared has essentially identical structure, and following emphasis is described and Fig. 8-traditional basic formation method and basic body difference shown in Figure 21.
As shown in Figure 1, 2, in the present invention, for the basic body 2 of the dark base of vertical building, the minimum principal strain directions (direction of arrow of Fig. 1) of the natural ground 4 around the basic body when acting on the basic body 1 at upper pulling force (pulling capacity) becomes to be provided with radially many bar-shaped reinforcements 3.Specifically, each reinforcement 3 becomes the oblique setting down in θ=π/ground, angle, 4-φ/2 (rad) with relative horizontal plane.Here, φ is the angle of internal friction of the natural ground 4 of building foundation body 1, and for example when natural ground 4 was fine earth, φ generally equaled 40 degree.In this case, the direction θ that is provided with of reinforcement 3 approximately is 25 degree.
According to model experiment, reinforcement 3 preferably is built in as shown in Figure 1 than being the lower end side of basic body 1 on the dark position of natural ground.So, obtained quite high stiffening effect.And as shown in Figure 2, owing to roughly equally spaced evenly be arranged on basic external week, so can improve stiffening effect.In addition, equal in the length of reinforcement 3 to have brought into play strong stiffening effect under 2/3 the situation of diameter of basic body 2.
And, do not strengthen the degree that the basis can increase substantially 1.8 times with respect to having by the holding power that reinforcement 3 of the present invention produces according to model experiment.Therefore, and for example in traditional basis, must on basic body 1 periphery, eight reinforcements 3 be set as illustrated in fig. 9 and compare, as shown in Figure 2, six roots of sensation reinforcement 3 has been set in the present invention just, even and be cut to four, also can obtain strong support.
In addition, according to model experiment,, can effectively obtain maximum stiffening effect to reinforcement 3 radicals when on basic body outer peripheral face, establishing a ground ratio when reinforcement 3 is set according to about 3 square metres based on aftermentioned stiffening effect computational methods.For example, as model experiment shown in Figure 3, when increasing according to 1/122.5 square metres, 1/6.8 square metres, 1/3.4 square metres, 1/1.9 square metres order, surpass about 3 square metres establish one density after, the raising of the stiffening effect size instability that rises and falls substantially, therefore should be understood that and establish one ratio according to about 3 square metres reinforcement 3 is set is the most effective.
So, because reinforcement 3 is built on the minimum principal strain directions of natural ground 4, significantly improved the stiffening effect (restraint forces enhancing effect) that produces by reinforcement 3, below this effect of explanation.
As shown in Figure 4, we think that the stiffening effect to basic body 1 has two parts, promptly utilize structure to share a part of effect structure that the tensile stress and the shear stress of natural ground 4 are produced, and retrain the reinforcement soil body effect that the tensile strain that appears in the natural ground 4 has improved the integral rigidity of natural ground 4 by reinforcement 3 by reinforcement self.In the present invention, owing to determined that reinforcement is provided with direction,, the mechanical property of the natural ground 4 around having improved strengthens soil body effect so also can improving.
Specifically, as shown in Figure 5, when on when drawing basic body 1, exist reinforcement 3 and make natural ground 4 around the basic body 1 (among the figure shown in the dotted line) be pulled to the effect of basic body 1 side.Therefore, the natural ground 4 around the basic body 1 shrinks, and makes the minimum strain increment Delta ε when cutting off of natural ground 4 destroyed
3Absolute value (expansion) be subjected to suppress to diminish, therefore increased minimum principal stress σ
3'.So just promoted corresponding to major principal stress σ
1' shearing strength (σ
1'-σ
3')/2 raising and strengthened natural ground 4.Therefore, strengthening soil body effect can be owing to suppressing just to expand the foundation improvement effect that (volumetric strain) produces.
Therefore, improve and at reinforcement 3 direction acquisition when inconsistent with flexible direction to be set by strengthening holding power that soil body effect brings, but reinforcement 3 is arranged on and cuts off the minimum strain increment direction θ that has destroyed natural ground 4 because of upper pulling force when consistent, the effect maximum.
The computational methods of the stiffening effect that is produced by such reinforcement 3 are described according to Fig. 6.
In order to calculate whole stiffening effect Δ P, earlier according to the drag increment Delta Ps, the maximum axial force Nmax of every reinforcements that produce by effect structure
iAnd the maximum shear strength Smax of every reinforcements
iCarrying out following formula calculates:
ΔPs＝∑(Smax
i×cosΘ+Nmax
i×sinΘ) ———(1)
Wherein, Θ is reinforcement perfusion angle.It is reinforcement 3 sum when n root and i=1～n are arranged that summation is arranged on all reinforcements on the basic body 2.
In addition, according to the drag increment Delta Pr, the maximum axial force Nmax of every reinforcements that produce by reinforcement soil body effect
iAnd the maximum shear strength Smax of every reinforcements
iCarrying out following formula calculates:
ΔPr＝∑(Nmax
i×cosΘ+Smax
i×sinΘ)×tanφ ———(2)
Wherein, Θ is reinforcement perfusion angle, and φ is the ground angle of internal friction.It is reinforcement 3 sum when n root and i=1～n are arranged that summation is arranged on all reinforcements on the basic body 2.
Whole stiffening effect Δ P is for according to the drag increment Delta Ps that is produced by effect structure with by strengthening drag increment Delta Pr that soil body effect produces and calculating with following formula.
ΔP＝ΔPs+ΔPr ———(3)
The stiffening effect of calculating according to such computational methods is for just and by the experiment of adopting a series of models to confirm.
By the present invention, be provided with on the minimum principal strain directions that direction is positioned at the natural ground 4 when basic body 1 is applied with pulling force by making reinforcement 3, can when having kept basic body 1 size little, can significantly improve the holding power of strengthening soil body effect.And, owing to significantly improved the holding power of every reinforcements 3, so the number of reinforcement 3 for example can become 5-9 degree on external each section of Zhou Fangxiang in basis.Therefore, can cut down the Foundation Design cost significantly, and can be in the reduction of erection time, basic body 1 can diminish and can also reduce and excavate the soil of coming out.
The present invention has especially improved the holding power to upper pulling force, therefore, it is used for effectively to being would be better the say so debatable electric power pylon of the holding power basis etc. of the upper pulling force that brought by top of compression holding power.
Figure 7 illustrates other embodiment of the present invention.
As shown in the figure, in this embodiment, in basic body 1a, 3 basic body 2a at the axial length weak point of reinforcement upwards are provided with one section in basic body shaft.Shallow at such overburden layer thickness is in the direct basis, is provided with because reinforcement 3 is minimum principal strain directions θ towards natural ground 4, so can significantly improve stiffening effect.This has also obtained affirmation by simulation and model experiment.
As mentioned above, relevant with ground of the present invention reinforced basis formation reinforcement method for arranging and the conduct of basic body are useful with the debatable basis of the holding power of top upper pulling force is formed relevant reinforcement method for arranging and basic body.
Claims (11)
1. reinforcement method for arranging in the reinforced basis of ground forms, this method begins in natural ground cutting hole and has fixed in cutting hole after the high rigidity reinforcement from the footing excavation face, the reinforcement base end part is fixed in the basic body and builds basic body, it is characterized in that, on the one hand by making reinforcement utilize self structure to share a part to the tensile stress of natural ground and cut off stress and improve resistance at basic body upper pulling force, on the other hand, make natural ground on every side be pulled to the confining pressure that the natural ground of basic base side around increasing pushes basic body wall by reinforcement, to increase to reinforcement is set to the natural ground drag around the basic body upper pulling force.
2. reinforcement method for arranging in the reinforced basis of ground forms, this method begins in natural ground cutting hole and fix after the high rigidity reinforcement base end part with reinforcement in cutting hole to be fixed in the basic body and to build basic body from the footing excavation face, it is characterized in that, above-mentioned reinforcement is made by bar, and it is consistent with the minimum principal strain directions of natural ground of direction of stretching axial force maximum that is above-mentioned reinforcement when basic body is applied with pulling force to make reinforcement that direction is set.
3. the reinforced basis of as claimed in claim 1 or 2 and ground forms relevant reinforcement method for arranging, it is characterized in that be equipped with many above-mentioned reinforcements, they equally spaced are arranged on the whole girth of above-mentioned basic body periphery substantially.
4. the reinforced basis of as claimed in claim 1 or 2 and ground forms relevant reinforcement method for arranging, it is characterized in that, above-mentioned reinforcement has 2/3 the length that approximates basic body diameter greatly.
5. the reinforced basis of as claimed in claim 1 or 2 and ground forms relevant reinforcement method for arranging, it is characterized in that, according to the ratio of establishing in about three square metres above-mentioned reinforcement is arranged on the basic body outer peripheral face.
6. the reinforced basis of as claimed in claim 1 or 2 and ground forms relevant reinforcement method for arranging, it is characterized in that, when using the short above-mentioned basic body of axial length, above-mentioned reinforcement is arranged on basic body shaft on one section.
7. reinforced basic body of ground, it be the basic body that builds up by excavating natural ground, when above-mentioned basic main body becomes to extend out radially its be provided with direction consistent with the minimum principal strain directions of natural ground of direction of stretching axial force maximum that is above-mentioned reinforcement when basic body is applied with pulling force and constitute at the upward bar-shaped reinforcement downwards of basic body shaft.
8. as claimed in claim 7 and the reinforced basic body of ground is characterized in that above-mentioned reinforcement has many, and they equally spaced are arranged on the whole girth of above-mentioned basic body periphery substantially.
9. as claimed in claim 7 and the reinforced basic body of ground is characterized in that, when above-mentioned basic body axial length in short-term, above-mentioned reinforcement is arranged on above-mentioned basic body shaft on one section.
10. as claimed in claim 7 and the reinforced basic body of ground is characterized in that above-mentioned reinforcement has the length that equals basic body diameter about 2/3.
11. as claimed in claim 7 and the reinforced basic body of ground is characterized in that, with the ratio of establishing in about three square metres above-mentioned reinforcement are arranged on the basic body outer peripheral face.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB971821844A CN1174146C (en) | 1997-05-12 | 1997-05-12 | Method of arranging reinforcement in forming foundation of ground reinforcing type and foundation body |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB971821844A CN1174146C (en) | 1997-05-12 | 1997-05-12 | Method of arranging reinforcement in forming foundation of ground reinforcing type and foundation body |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1254393A true CN1254393A (en) | 2000-05-24 |
| CN1174146C CN1174146C (en) | 2004-11-03 |
Family
ID=5178327
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB971821844A Expired - Fee Related CN1174146C (en) | 1997-05-12 | 1997-05-12 | Method of arranging reinforcement in forming foundation of ground reinforcing type and foundation body |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1174146C (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100523390C (en) * | 2006-01-26 | 2009-08-05 | 安徽省高速公路总公司 | Root type foundation and anchorage and construction method thereof |
| CN101311421B (en) * | 2006-01-26 | 2010-12-22 | 安徽省高速公路总公司 | Radical anchorage and construction method thereof |
| CN102359110A (en) * | 2011-08-03 | 2012-02-22 | 安徽省高速公路控股集团有限公司 | Modular cast-in-place construction method for large-diameter root foundation |
| CN104695464A (en) * | 2013-12-08 | 2015-06-10 | 国家电网公司 | Construction method of glass fiber-reinforced plastic tree-root-shaped electric tower pile cluster |
| CN104695465A (en) * | 2013-12-08 | 2015-06-10 | 国家电网公司 | Construction method of tree-root-shaped electric tower pile cluster made of glass fiber reinforced plastics |
| CN107642040A (en) * | 2017-08-17 | 2018-01-30 | 华东交通大学 | The construction method heavy stone used as an anchor of the hollow clump of piles anchorage of super-large diameter |
| CN110093942A (en) * | 2019-05-30 | 2019-08-06 | 安徽省交通控股集团有限公司 | A kind of assembled radical well foundation of two-wall hollow |
-
1997
- 1997-05-12 CN CNB971821844A patent/CN1174146C/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100523390C (en) * | 2006-01-26 | 2009-08-05 | 安徽省高速公路总公司 | Root type foundation and anchorage and construction method thereof |
| CN101311421B (en) * | 2006-01-26 | 2010-12-22 | 安徽省高速公路总公司 | Radical anchorage and construction method thereof |
| CN102359110A (en) * | 2011-08-03 | 2012-02-22 | 安徽省高速公路控股集团有限公司 | Modular cast-in-place construction method for large-diameter root foundation |
| CN104695464A (en) * | 2013-12-08 | 2015-06-10 | 国家电网公司 | Construction method of glass fiber-reinforced plastic tree-root-shaped electric tower pile cluster |
| CN104695465A (en) * | 2013-12-08 | 2015-06-10 | 国家电网公司 | Construction method of tree-root-shaped electric tower pile cluster made of glass fiber reinforced plastics |
| CN107642040A (en) * | 2017-08-17 | 2018-01-30 | 华东交通大学 | The construction method heavy stone used as an anchor of the hollow clump of piles anchorage of super-large diameter |
| CN110093942A (en) * | 2019-05-30 | 2019-08-06 | 安徽省交通控股集团有限公司 | A kind of assembled radical well foundation of two-wall hollow |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1174146C (en) | 2004-11-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| KR100386223B1 (en) | Method of arranging reinforcement in forming foundation of ground reinforcing type and foundation body | |
| AU2014246612B2 (en) | Helical screw pile and soil displacement device with curved blades | |
| CN1853018A (en) | Method for constructing pile fundament | |
| CN211113663U (en) | Recoverable anchor rope fender pile combined supporting structure of anchor rope | |
| CN1174146C (en) | Method of arranging reinforcement in forming foundation of ground reinforcing type and foundation body | |
| CN105155572A (en) | Cast-in-place pre-stressed anchor cable draught fan foundation system and construction method thereof | |
| JP2015068063A (en) | Anchor pile, building foundation structure, and construction method of building foundation structure | |
| CN1673473A (en) | Method of reinforcing opening of steel frame girder | |
| US6872031B2 (en) | Apparatus and method of supporting a structure with a pier | |
| CN111663532A (en) | Construction device of static pressure pile sinking structure and installation method thereof | |
| KR101515347B1 (en) | Pile with reinforced tip | |
| CN1904307A (en) | Improved structure of spiral anger and profiled semi screw pole body | |
| US20040091322A1 (en) | Apparatus and method for supporting a structure with a pier | |
| CN108951650B (en) | Support-free deep foundation pit supporting system | |
| CN1720374A (en) | Innovative prestressed scaffolding system | |
| CN1112487C (en) | Pipe sinking prefabricated steel concrete club-footed pile and its pile making method and equipment | |
| KR20220114757A (en) | the improved self resistance pile structure for retaining wall | |
| CN207794058U (en) | A kind of long steel sheet pile of splice type | |
| JPH10299263A (en) | Construction of vibration isolation structure in existing building | |
| JP2681741B2 (en) | Vertical shaft construction method and composite soil retaining material used for it | |
| CN212376398U (en) | Environment-friendly building component | |
| CN1448587A (en) | Piling immersed pipe | |
| CN211873046U (en) | A side slope reinforcerment system for basic building engineering | |
| JP4108456B2 (en) | Civil engineering structure with planting part and its construction method | |
| CN212670564U (en) | Construction device of static pressure pile sinking structure |
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 | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20041103 Termination date: 20120512 |