CN201459716U - Retard-bonded or unbonded post-tensioned prestressing filling pile - Google Patents
Retard-bonded or unbonded post-tensioned prestressing filling pile Download PDFInfo
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- CN201459716U CN201459716U CN2009200981859U CN200920098185U CN201459716U CN 201459716 U CN201459716 U CN 201459716U CN 2009200981859 U CN2009200981859 U CN 2009200981859U CN 200920098185 U CN200920098185 U CN 200920098185U CN 201459716 U CN201459716 U CN 201459716U
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Abstract
The utility model discloses a retard-bonded or unbonded post-tensioned prestressing filling pile, which comprises a structural reinforcement cage arranged in a concrete pile body, a plurality of common stressed reinforcement bars and a plurality of prestressed steel strands are arranged in the structural reinforcement cage, the prestressed steel strands are retard-bonded or unbonded prestressed steel strands, a pile top tension-end anchorage is arranged at the top of the concrete pile body, and a pile bottom fixed-end anchorage is arranged at the bottom of the concrete pile body. By adopting the retard-bonded or unbonded filling pile with nondeformable reinforcement cage, good verticality and stable position of prestressed steel strands and easy tensioning can produce compressive pre-stress to the concrete through the prestressed tensioning, so that the durability of the concrete in harsh service conditions can be improved, as the prestressed steel strands is five-times tensile strength than the common HRB 400 reinforcement bar, the use of steel material can be saved by more than 50 percent, therefore, the energy conservation and the emission reduction can be facilitated, and the remarkable economic and social benefits can be generated.
Description
Technical field
The utility model relates to the filling pile structure in the underground construction, particularly relates to a kind of post-tensioned prestressing cast pile that is applied to.
Background technology
In recent years, growing along with national economy impels urban construction also to develop rapidly, and high level and super highrise building continue to bring out.More and more widely simultaneously, as the development and utilization of the underground structure of functions such as ground down train, underground pedestrian, underground bicycle parking, underground commercialization and underground people's air defense.These situations cause building foundation embedding more and more darker.Therefore, the problem that how effectively to solve the underground structure anti-floating becomes the difficult problem that engineering circle often faces.Cause the destruction of underground construction because of measure of anti float is improper, existing at home many real case.
The measure of anti float of the permanent structure of underground building generally has following three kinds: (1) increases deadweight with the thickening base plate; (2) utilize the weight of overburden soil on basement outer wall and the frictional force of banketing and the top board; (3) utilize the base plate sponson to increase backfill weight etc.But these routinely measure certain defective is all arranged, for example: it is uneconomical to thicken base plate, expansion over-hang part branch is subjected to building or building line restriction etc. on every side.
When structure measure of anti float deficiency routinely, the anti-floating stake should be set under basement bottom board, so not only can increase the base plate deadweight, the more important thing is and can utilize the frictional resistance of pile peripheral earth to come anti-floating.At present, it is a kind of highly effective measure of anti float that the anti-floating castinplace pile is set, and its application is very extensive, therefore, anti-floating stake designing technique is constantly improved and is innovated, and becomes a urgent task.Because the anti-floating stake is different from general foundation pile, the anti-floating stake has the special performance of himself, shows that mainly pile body bears pulling force, but concrete structure tension bearing capacity is very low, so the crack very easily appears in pile body." technical code for building pile foundation " be middle regulation (JGJ94-2008): " for being subjected to the horizontal force long-term or that often occur or the building pile foundation of uplift force, should check the crack width of pile body, its maximum crack width must not surpass 0.2mm.For the pile foundation that is in the corrosive medium, should control pile foundation and the crack not occur ".Therefore, the soft clay area big for underground water content, that water level is high, pore water pressure is big, set anti-floating stake, for satisfying the demand of anti-crack of pile body, common anti-floating castinplace pile adopts the form of big arrangement of reinforcement usually, and its reinforcement ratio generally all reaches more than 2%, much larger than requirement for bearing capacity.On the other hand, owing to adopt big form of reinforcement, number of steel bars is too much, causes satisfying the minimum rebar spacing requirement that structure requires, and many situation reinforcing bars can't all plant, so have to increase the pile body sectional dimension.Therefore, the anti-floating castinplace pile faces the problem that rolled steel dosage is excessive, concrete amount is too much usually, and is promptly uneconomical, disagrees with China's construction " resource-conserving, environmentally friendly " society.For this reason, select which kind of economy, safe and reliable solution, become the problem that engineering circle generally is concerned about and is thought deeply.
Now, the prestressing technique of field of civil engineering is one of focus, is one of new technology of builing industry popularization.This technology can be given full play to the crushing resistance of the pull resistance and the strong concrete of high strength cast iron, before structural element is subjected to load action, artificially it is exerted pressure earlier, consequent pre-stressed state is in order to reduce or to offset the caused tensile stress of external load, promptly remedy the deficiency of its tensile strength, reach the purpose of postponing the tensile region concrete cracking by means of the concrete high compression strength.
Publication number is CN101029488, a kind of " anti-floating stake of part binding prestress resistance to plucking and job practices thereof " disclosed in the Chinese utility application that its open day is on September 5th, 2007, as shown in Figure 1, this resistance to plucking anti-floating stake comprises the pile body that is made of concrete 4 and reinforcement cage skeleton 1, in described skeleton 1, be provided with steel strand 2 with the equidirectional setting of pile body, the lower end of these steel strand 2 is connected with the lower end locking of reinforcement cage skeleton 1 by U-shaped card 3, or being connected with stiffener in the reinforcement cage skeleton bottom. the job practices of above-mentioned resistance to plucking anti-floating stake is to adopt hollow type long screw auger tool pore-forming, and in the hole pumping of concrete 4, then described reinforcing bar-steel strand 2 cages are inserted concrete 4; After basement bottom board 5 reaches certain intensity, on described steel strand 2, apply the reserved location that prestressing force is locked in base plate 5. but because the construction technology of said structure pile body is elder generation's pumping of concrete in the stake hole, and then with described reinforcing bar-steel strand cage insertion concrete. its weak point is: this kind job practices is not suitable for long stake, often reach more than the 30m and the used stake of soft clay area is long, under the long stake situation of soft clay area, one pile often needs number joint reinforcing cage to form, and steel belong to flexible material, therefore, in work progress, just exist the pile body location difficult, problems such as the big or prestress wire displacement of pile body change in size, and require height for construction equipment, construction quality is difficult to guarantee.
The utility model content
At above-mentioned prior art, the utility model provides a kind of slow bonding or has not had the bonded post tensioning prestressing cast pile, the job practices that forms the utility model castinplace pile is earlier the reinforcing cage of good prestress wire of colligation and common principal rod to be inserted in the hole, the construction technology of concreting again, its reinforcing cage is indeformable, the prestress wire verticality is good, position stability, and be easy to stretch-draw, by prestressed stretch-draw concrete is produced compressive pre-stress, thereby improve the durability of concrete under abominable condition of work.
In order to solve the problems of the technologies described above, the slow bonding of the utility model or do not have the technical scheme that the bonded post tensioning prestressing cast pile is achieved and be: this castinplace pile comprises the distributing bar cage that is arranged in the concrete pile body, is provided with many common steel bar stresses and Duo Gen prestress wire in the described distributing bar cage; Described prestress wire is slow-adhesion prestress steel strand or un-bonded prestressed steel strand; Described concrete pile body top is provided with a top stretch-draw end ground tackle, a fixed end ground tackle at the bottom of described concrete pile body bottom is provided with.
The utility model delays bonding or does not have the bonded post tensioning prestressing cast pile, wherein, described many common steel bar stresses are uniform along the inner rim of described distributing bar cage, and described many prestress wires are symmetrical distribution in described many common steel bar stress inboards, and with its colligation together.Described slow-adhesion prestress steel strand comprises slow adhesive glue stick and the plastic sheath that in turn is wrapped in from inside to outside on the prestress wire; Described slow adhesive glue stick is to adopt the mode of solidifying at a slow speed to be filled between prestress wire and the plastic sheath, and making prestress wire, sheath and the adhesion of concrete pile body after it solidifies is one.Described stake top tension ground tackle constitutes the intermediate plate ground tackle by the spiral bar that is separately positioned on every prestress wire top, stretch-draw end bearing plate, stretch-draw end intermediate plate and stretch-draw end anchor ring.Described stake end fixed end ground tackle adopts embossing ground tackle or Extrusion anchor ground tackle; Wherein, described embossing ground tackle is made of the spiral bar and the pyriform embossing end that are separately positioned on every prestress wire bottom; Described Extrusion anchor ground tackle is made of the spiral bar, fixed end bearing plate and the fixed end anchor ring that are arranged on the prestress wire bottom.
Compared with prior art, slow bonding of the utility model or the beneficial effect that do not have a bonded post tensioning prestressing cast pile are:
Has above-mentioned many-sided advantage just because of in concrete structure, introducing prestressing force, so the utility model is applied to prestressing technique and high-strength prestressed steel strand in the underground construction anti-floating castinplace pile, improve the reinforcement manner of steel concrete anti-floating castinplace pile, the high-strength prestressed steel strand that using strength is higher than 5 times of existing common HRB400 grade reinforcing steels substitute common steel bar stress, make and satisfying under the situation of same Structural Design Requirement, reduce amount of reinforcement and concrete amount significantly, and can improve structural safety and durability, conscientiously embody the great strategy that China builds energy-efficient society and sustainable development, in the acquisition of technology progress, can bring considerable economic and social benefit.
Description of drawings
Fig. 1 is the structural representation of a kind of part binding prestress resistance to plucking anti-floating stake in the prior art;
Fig. 2 is the constructing structure figure of the utility model castinplace pile under the stretch-draw prestressing force steel strand situation of stake top;
Fig. 3 is the constructing structure figure of the utility model castinplace pile under base top stretch-draw prestressing force steel strand situation;
Fig. 4 is an A-A sectional drawing among Fig. 2;
Fig. 5 is the connection anchor structure figure when adopting the embossing ground tackle at the bottom of the utility model grout pile;
Fig. 6 is the connection anchor structure figure when adopting Extrusion anchor ground tackle at the bottom of the utility model grout pile;
Fig. 7 is the intermediate plate ground tackle anchor structure schematic diagram that castinplace pile stretch-draw end shown in Figure 2 is adopted;
Fig. 8 is the job practices flow chart of the utility model castinplace pile.
The utility model main parts size and specification specified:
1. concrete pile body 2. distributing bar cages 3. common steel bar stresses
4. 6. top tension ground tackles of fixed end ground tackle at the bottom of 5. of the un-bonded prestressed steel strands
7. concrete floor 9. spiral bars of cave mould 8. buildings
10. a pyriform embossing end 11. fixed end anchor rings 12. fixed end bearing plates
13. stretch-draw end intermediate plate 14. stretch-draw end anchor rings 15. stretch-draw end bearing plates
The specific embodiment
Below in conjunction with the drawings and specific embodiments the utility model is done to describe in further detail.
As shown in Figure 2, the slow structure that bonds or do not have the bonded post tensioning prestressing cast pile of the utility model comprises the distributing bar cage 2 that is arranged in the concrete pile body 1, is provided with many common steel bar stresses 3 and Duo Gen prestress wire 4 in the described distributing bar cage 2; As shown in Figure 3, described many common steel bar stresses 3 are uniform along the inner rim of described distributing bar cage 2, described many prestress wires 4 are in described many common steel bar stress 3 inboard and symmetrical distributions, and described prestress wire 4 is slow-adhesion prestress steel strand or un-bonded prestressed steel strand; Described concrete pile body top is provided with a top stretch-draw end ground tackle 6, a fixed end ground tackle 5 at the bottom of the bottom of described concrete pile body 1 is provided with.
Described slow-adhesion prestress steel strand comprises slow adhesive glue stick and the plastic sheath that in turn is wrapped in from inside to outside on the prestress wire; Described slow adhesive glue stick adopts the mode of solidifying at a slow speed to be filled between prestress wire and the plastic sheath., need more than 3 months as the slow adhesive glue stick solidification process of dope layer.Generally, the initial stage in its solidification process, slow-adhesion prestress steel strand and un-bonded prestressed steel strand performance were approaching when carrying out stretch-draw, and work progress is simple and easy, the cloth muscle convenient.Just become the bonded prestress steel strand that bonding adhesive protective sleeve coating is arranged after expectation slow adhesive glue stick in back solidifies fully, can further improve safety, the durability of structure, can satisfy the requirement of the design and two aspects of constructing.According to the difference of range of application, prestress wire can be not have bonding, also slow bonding.According to on-the-spot actual conditions, when having relatively high expectations, can adopt slow-adhesion prestress steel strand for structural safety or corrosion resistance.
The end fixed end ground tackle of stake described in the utility model 5 can adopt embossing ground tackle 5a or employing Extrusion anchor ground tackle 5b as shown in Figure 6 as shown in Figure 5; Wherein, described embossing ground tackle 5a is made of the spiral bar 9 and the pyriform embossing end that are separately positioned on every prestress wire bottom; Described Extrusion anchor ground tackle is made of the spiral bar 9 that is arranged on prestress wire 4 bottoms, fixed end anchor ring 11 and fixed end bearing plate 12.As shown in Figure 7, described stake top tension ground tackle 6 strand tapered anchorage that the spiral bar 9, stretch-draw end intermediate plate 13, stretch-draw end anchor ring 14 and the stretch-draw end bearing plate 15 that are separately positioned on every prestress wire 4 tops constitutes of serving as reasons.
Fig. 3 shows the constructing structure of the utility model castinplace pile under base top stretch-draw prestressing force steel strand situation, basic and shown in Figure 2 consistent of other part-structures of this structure. difference only is that castinplace pile pushes up and links to each other with building foundation base plate 8, so at base top stretch-draw prestressing force steel strand.
Be example with the anti-floating cast-in-place pile construction method below, introduce the application of post-tensioned prestressing technology in castinplace pile in detail.
As shown in Figure 8, at first,, carry out a type design according to the stressing conditions of concrete anti-floating castinplace pile; Calculate the common steel bar stress of stake and the configuration quantity 801 of prestress wire; Secondly, according to " technical code for building pile foundation " regulation (JGJ94-2008), it is carried out checking of bearing capacity and crack width calculation, if checking computation results does not satisfy code requirement, then need to reconfigure the quantity 802 of common principal rod and prestress wire, carry out checking of bearing capacity and crack width calculation again, till two checking computations are all satisfied code requirement; Then determine its arrangement form in stake, especially for prestress wire, necessarily require evenly, arrange symmetrically according to the common principal rod 3 and the quantity of prestress wire 4; Then, as shown in Figure 4, make reinforcing cage, common principal rod 3 by determining good arrangement form colligation, being welded in the distributing bar cage 2, in distributing bar cage 2, is arranged symmetrically in prestress wire 4 inboard of common principal rod 3 again, and with its colligation together 803, after arranging above-mentioned reinforcing bar, be positioned at the stake end fixed end ground tackle of each prestress wire stake bottom, anchored end preservation fat 804; Next hole 805 according to the mode of common bored pile; The reinforcing cage that will configure prestress wire is again inserted in the hole, and fixing, notes keeping the verticality of prestress wire this moment.Then build pile concrete 1; shown in Reference numeral among Fig. 8 806; after treating that excavation of foundation pit exposes pile body; reject stake top laitance; stretch-draw end ground tackle 6 and cave mould 7 are installed; shown in Reference numeral among Fig. 8 807; and carry out the stake top according to requirement of strength and reinforce; promptly build concrete with pile body same intensity grade; when treating that concrete strength reaches the prestressed stretch-draw desirable strength; remove cave mould 7, prestress wire 4 is applied prestressing force (as shown in Figure 3, if the stake top bit is provided with the concrete floor 8 of building by the prestressed stretch-draw design load; then to base top stretch-draw) 809; stretch-draw finishes and is locked, and stretch-draw end in stake top is carried out sealing off and covering anchorage protection 810, smears anticorrosion grease and adds plastic cap at stake top ground tackle.Build at last the pea gravel concreten with pile concrete 1 same intensity grade in the mould of cave, stake top, close and protect 811 so far forms the utility model castinplace pile.
Embodiment
Below with the 160000 square metres of underground two-layer garages in Binhai New District CBD center, Tianjin required 2000 surplus an anti-floating castinplace pile be example, adopt the slow bonding of the utility model or do not have the superiority of bonded post tensioning prestressing cast pile technology from the two aspect introductions of bearing capacity and crack resistance.This engineering adopts boring anti-floating castinplace pile, and its parameter is: stake footpath 700mm, and the long 37m of stake, the vertical ultimate uplift resistance of single pile standard value is 4200kN.Former arrangement of reinforcement scheme: the stake top disposes main muscle to the long scope of stake of bottom 23m
Stirrup φ 8@200, configuration in the long scope of remaining 14m stake
Stirrup φ 8@200, reinforcing rib are φ 12@2000, and reinforcement ratio ρ is 2.55%, and visible amount of reinforcement is very big, uneconomical.Adopt slow bonding of the present utility model or do not have bonded post tensioning prestressing cast pile job practices, bearing capacity calculation and cracking computation are as shown in table 1 respectively.
Table 1. delays bonding or does not have bonded post tensioning prestressing cast pile job practices bearing capacity calculation
As can be seen from Table 1, only need 20 prestress wires and
Plain bars can satisfy requirement for bearing capacity, but the stake of this kind anti-floating is based on Crack Control, so also need carry out crack resisting calculation, its checking computations are as shown in table 2
Table 2 delays bonding or does not have bonded post tensioning prestressing cast pile job practices crack resisting calculation
Therefore, every anti-floating stake is chosen
Non-prestressed steel strand, elongated layout.Prestress wire adopts 1860 grades of underrelaxation steel strand, and the stake top disposes 20 φ to the long scope of bottom 23m stake
S15.2, in the long scope of remaining 14m stake, dispose 10 φ
S15.2, maximum crack width ω
MaxBe 0.05mm＜0.2mm, demand of anti-crack also satisfies.
Table 3 and the contrast of prior art scheme steel using amount
| The reinforcing bar unit price (unit/t) | The prior art scheme | Technical solutions of the utility model | The saving amount | |
| Common muscle steel using amount (t) | 3500 | (10×37+10×23)× 3.85×10 -3＝2.31 | 10×37×1.21× 10 -3＝0.448 | --- |
| Prestress wire steel using amount (t) | 5000 | --- | (10×37+10×23) ×1.101×10 -3＝0.6606 | --- |
| Total steel using amount (t) | --- | 2.31 | 1.108 | 1.202 |
| Expense (unit) | --- | 8085 | 4870 | 3215 |
As can be seen from Table 3, after the employing prestressing technique, every anti-floating stake can be saved 1.202 tons of steel, and the saving amount reaches 50%, saves 3215 yuan of costs.Probably adopt more than 20,000 anti-floating castinplace pile and Tianjin (containing Binhai New District) is annual, if all adopt prestressing technique, can save more than 6,000 ten thousand yuan of costs, and after the employing prestressing technique, its globality, durability, reliability are all than preceding improve, therefore, prestressing force is applied to the highrise building underground construction, has remarkable economic efficiency and social benefit.
Although in conjunction with figure the utility model is described above; but the utility model is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment only is schematic; rather than it is restrictive; those of ordinary skill in the art is under enlightenment of the present utility model; under the situation that does not break away from the utility model aim, can also make a lot of distortion, these all belong within the protection of the present utility model.
Claims (5)
1. one kind is delayed bonding or is not had the bonded post tensioning prestressing cast pile, comprises the distributing bar cage that is arranged in the concrete pile body, is provided with many common steel bar stresses and Duo Gen prestress wire in the described distributing bar cage; It is characterized in that: described prestress wire is slow-adhesion prestress steel strand or un-bonded prestressed steel strand; Described concrete pile body top is provided with a top stretch-draw end ground tackle, a fixed end ground tackle at the bottom of described concrete pile body bottom is provided with.
2. slow bonding according to claim 1 or do not have the bonded post tensioning prestressing cast pile, it is characterized in that: described many common steel bar stresses are uniform along the inner rim of described distributing bar cage, described many prestress wires are symmetrical distribution in described many common steel bar stress inboards, and with its colligation together.
3. slow bonding according to claim 1 or do not have the bonded post tensioning prestressing cast pile, it is characterized in that: described slow-adhesion prestress steel strand comprises slow adhesive glue stick and the plastic sheath that in turn is wrapped in from inside to outside on the prestress wire; Described slow adhesive glue stick is to adopt the mode of solidifying at a slow speed to be filled between prestress wire and the plastic sheath, and making prestress wire, sheath and the adhesion of concrete pile body after it solidifies is one.
4. slow bonding according to claim 1 or do not have the bonded post tensioning prestressing cast pile is characterized in that: described stake top tension ground tackle constitutes the intermediate plate ground tackle by the spiral bar that is separately positioned on every prestress wire top, stretch-draw end bearing plate, stretch-draw end intermediate plate and stretch-draw end anchor ring.
5. slow bonding according to claim 1 or do not have the bonded post tensioning prestressing cast pile is characterized in that: described stake end fixed end ground tackle adopts embossing ground tackle or Extrusion anchor ground tackle; Wherein, described embossing ground tackle is made of the spiral bar and the pyriform embossing end that are separately positioned on every prestress wire bottom; Described Extrusion anchor ground tackle is made of the spiral bar, fixed end bearing plate and the fixed end anchor ring that are arranged on the prestress wire bottom.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200981859U CN201459716U (en) | 2009-08-03 | 2009-08-03 | Retard-bonded or unbonded post-tensioned prestressing filling pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200981859U CN201459716U (en) | 2009-08-03 | 2009-08-03 | Retard-bonded or unbonded post-tensioned prestressing filling pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201459716U true CN201459716U (en) | 2010-05-12 |
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| CN2009200981859U Expired - Fee Related CN201459716U (en) | 2009-08-03 | 2009-08-03 | Retard-bonded or unbonded post-tensioned prestressing filling pile |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101942833A (en) * | 2010-09-30 | 2011-01-12 | 建研地基基础工程有限责任公司 | Frameless unbonded post-tensioned prestressed uplift filling pile and construction method thereof |
| CN102808414A (en) * | 2012-08-24 | 2012-12-05 | 天津市建筑科学研究院有限公司 | Bonded post-tensioned prestressed anchoring construction method for cast-in-place concrete structure |
| CN103174134A (en) * | 2013-04-01 | 2013-06-26 | 中铁隧道勘测设计院有限公司 | Prestressed concrete pile with recoverable steel strands and construction method |
| CN103485338A (en) * | 2013-10-10 | 2014-01-01 | 江苏天舜金属材料集团有限公司 | Prestress uplift pile and construction method thereof |
| CN105887795A (en) * | 2016-06-07 | 2016-08-24 | 浙江大学 | Abutment back soft soil foundation gradual-change pile length counterforce loading prepressing method |
| CN109056705A (en) * | 2018-09-05 | 2018-12-21 | 江苏景源万河环境科技有限公司 | A kind of the variable diameters steel reinforcement cage and method of administration of concise structure |
| CN109778841A (en) * | 2018-12-05 | 2019-05-21 | 上海建工集团股份有限公司 | Recoverable presstressed reinforcing steel bored concrete pile and its construction method for foundation pit enclosure |
| CN112211186A (en) * | 2020-09-30 | 2021-01-12 | 裴隽仪 | Post-tensioning unbonded prestressed anchoring pile structure and construction method thereof |
| CN113431260A (en) * | 2021-06-30 | 2021-09-24 | 西藏藏建科技股份有限公司 | Girder construction process based on steel strand |
| CN113550596A (en) * | 2021-07-27 | 2021-10-26 | 中国建筑一局(集团)有限公司 | Prestress construction process for high-rise building structure |
| CN113550595A (en) * | 2021-07-27 | 2021-10-26 | 中国建筑一局(集团)有限公司 | Bonded prestress construction process for skirt house frame beam construction |
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2009
- 2009-08-03 CN CN2009200981859U patent/CN201459716U/en not_active Expired - Fee Related
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101942833A (en) * | 2010-09-30 | 2011-01-12 | 建研地基基础工程有限责任公司 | Frameless unbonded post-tensioned prestressed uplift filling pile and construction method thereof |
| CN102808414A (en) * | 2012-08-24 | 2012-12-05 | 天津市建筑科学研究院有限公司 | Bonded post-tensioned prestressed anchoring construction method for cast-in-place concrete structure |
| CN102808414B (en) * | 2012-08-24 | 2014-09-10 | 天津市建筑科学研究院有限公司 | Bonded post-tensioned prestressed anchoring construction method for cast-in-place concrete structure |
| CN103174134A (en) * | 2013-04-01 | 2013-06-26 | 中铁隧道勘测设计院有限公司 | Prestressed concrete pile with recoverable steel strands and construction method |
| CN103174134B (en) * | 2013-04-01 | 2015-06-24 | 中铁隧道勘测设计院有限公司 | Prestressed concrete pile with recoverable steel strands and construction method |
| CN103485338A (en) * | 2013-10-10 | 2014-01-01 | 江苏天舜金属材料集团有限公司 | Prestress uplift pile and construction method thereof |
| CN105887795A (en) * | 2016-06-07 | 2016-08-24 | 浙江大学 | Abutment back soft soil foundation gradual-change pile length counterforce loading prepressing method |
| CN105887795B (en) * | 2016-06-07 | 2018-05-01 | 浙江大学 | The long counter-force loading preloading method of Abutment Back soft soil foundation gradual change stake |
| CN109056705A (en) * | 2018-09-05 | 2018-12-21 | 江苏景源万河环境科技有限公司 | A kind of the variable diameters steel reinforcement cage and method of administration of concise structure |
| CN109778841A (en) * | 2018-12-05 | 2019-05-21 | 上海建工集团股份有限公司 | Recoverable presstressed reinforcing steel bored concrete pile and its construction method for foundation pit enclosure |
| CN112211186A (en) * | 2020-09-30 | 2021-01-12 | 裴隽仪 | Post-tensioning unbonded prestressed anchoring pile structure and construction method thereof |
| CN113431260A (en) * | 2021-06-30 | 2021-09-24 | 西藏藏建科技股份有限公司 | Girder construction process based on steel strand |
| CN113550596A (en) * | 2021-07-27 | 2021-10-26 | 中国建筑一局(集团)有限公司 | Prestress construction process for high-rise building structure |
| CN113550595A (en) * | 2021-07-27 | 2021-10-26 | 中国建筑一局(集团)有限公司 | Bonded prestress construction process for skirt house frame beam construction |
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