CN205024710U - Adopt raft foundation structure of anti prestressed anchorage of floating cable - Google Patents
Adopt raft foundation structure of anti prestressed anchorage of floating cable Download PDFInfo
- Publication number
- CN205024710U CN205024710U CN201520649110.0U CN201520649110U CN205024710U CN 205024710 U CN205024710 U CN 205024710U CN 201520649110 U CN201520649110 U CN 201520649110U CN 205024710 U CN205024710 U CN 205024710U
- Authority
- CN
- China
- Prior art keywords
- floating
- anchorage cable
- prestress anchorage
- raft foundation
- preformed hole
- 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
- 238000007667 floating Methods 0.000 title claims abstract description 96
- 238000010276 construction Methods 0.000 claims abstract description 22
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 19
- 238000007569 slipcasting Methods 0.000 claims abstract description 17
- 239000004568 cement Substances 0.000 claims abstract description 16
- 239000000463 material Substances 0.000 claims abstract description 11
- 210000003205 muscle Anatomy 0.000 claims abstract description 11
- 238000007789 sealing Methods 0.000 claims description 33
- 239000002002 slurry Substances 0.000 claims description 15
- 238000000034 method Methods 0.000 claims description 11
- 239000011440 grout Substances 0.000 claims description 10
- 238000005553 drilling Methods 0.000 abstract description 4
- 239000007788 liquid Substances 0.000 abstract 1
- 238000012856 packing Methods 0.000 abstract 1
- 238000004873 anchoring Methods 0.000 description 8
- 239000002689 soil Substances 0.000 description 7
- 239000003673 groundwater Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model relates to an adopt raft foundation structure of anti prestressed anchorage of floating cable belongs to the building engineering field. The utility model discloses an anti float prestressed anchorage cable, raft foundation, seal the slip casting ductule, bed course, recess, encryption reinforcing bar net piece, drilling, preformed hole, at first oppose and float the construction drilling of prestressed anchorage cable and insert the muscle material, ligature raft foundation's reinforcing bar behind the cushion layer construction, square groove and preformed hole are reserved to the while near the anti prestressed anchorage of floating cable to arranging in the recess lower part and encrypting reinforcing bar net piece, concreting resist the stretch -draw of floating the prestressed anchorage cable more afterwards, utilizes to seal cement thick liquid that the slip casting ductule poured into the microdilatancy and until preformed hole drill way get pulp, cut a hole the recess at last and build the waterproof concrete packing after the hair is handled. The utility model discloses not only can satisfy the required withdrawal resistance of structural design through the design parameters who adjusts the anchor rope, the construction is more convenient than anti -floating pile moreover, and the time limit for a project is shorter, and its engineering cost is cheap when also resisting superficial stake than the adoption.
Description
Technical field
The utility model relates to a kind of raft foundation structure adopting anti-floating prestress anchorage cable, belongs to construction engineering technical field.
Background technology
China's most area complicated hydrogeological conditions, especially groundwater table is higher causes a lot of engineering of the ungratified problems affect of structural anti-buoyancy.The structure major part often running into this problem belongs to building engineering and underground structrue engineering.Often these anti-floating issue concerns the stability of structure.Along with the construction of more and more building engineering, underground structrue engineering, the problem of stability against floating is more and more outstanding.At present, major part adopts anti-floating pile to improve uplift resistance and make it meet anti-floating requirement.But usually there is the Practical Project that anti-floating pile is pulled out or destroys together with the soil body, therefore to adopting the raft foundation structure of anti-floating prestress anchorage cable to carry out stability analysis, adopt reasonable, economic anti-floating prestress anchorage cable, have great technological value and economic implications.
Summary of the invention
The technical problems to be solved in the utility model is: the utility model provides a kind of raft foundation structure adopting anti-floating prestress anchorage cable, it can utilize the side friction of anti-floating prestressed cable anchorage body and soil layer to improve the uplift resistance of structure, thus ensure that the stability against floating of total, efficiently solve the hypodynamic problem of resistance to plucking in high water level structure design.Its site of action, spacing and anchoring depth can adjust as required flexibly simultaneously, and construction is more convenient than anti-floating pile, and the duration is shorter, and construction costs is also than cheap during employing anti-floating pile.
When groundwater table is higher, the antifloating computation of structure does not just usually meet the demands, and now needs to arrange anti-floating system to meet the stability requirement of structure.Technical solutions of the utility model are: a kind of raft foundation structure adopting anti-floating prestress anchorage cable, comprise anti-floating prestress anchorage cable 1, raft foundation 2, sealing grouting ductule 3, bed course 4, groove 5, encryption reinforced mesh 6, boring 7, preformed hole 8, first muscle material is inserted to anti-floating prestress anchorage cable 1 construction drill 7, the slip casting of boring 7 is carried out after the anchor cable of a reserved segment length and sealing grouting ductule 3, bed course 4 construct after the reinforcing bar of colligation raft foundation 2, reserved square groove 5 and preformed hole 8 near anti-floating prestress anchorage cable 1 simultaneously, and at groove 5 lower disposed encryption reinforced mesh 6, concreting subsequently, treat that base concrete reaches the stretch-draw that 75% of design strength carries out anti-floating prestress anchorage cable 1 afterwards again, sealing grouting ductule 3 is utilized to pour into the cement grout of microdilatancy until slurry is returned in preformed hole 8 aperture, finally carry out dabbing process after-pouring waterproof concrete to groove 5 to fill.Utilize the side friction of anti-floating prestressed cable anchorage body and soil layer to improve the uplift resistance of structure, thus ensure that the stability against floating of total.
Described anti-floating prestress anchorage cable 1 bore diameter is 100 ~ 150mm; Preformed hole diameter is 100 ~ 150mm.
Described sealing grouting ductule 3 is left to bed course less than 4 500 ~ 600mm in advance, adopts the slip casting of micro-expansion cement slurries.
Described groove 5 is of a size of 500 × 500mm ~ 600 × 600mm, is 150mm ~ 200mm deeply.
The bar diameter of described encryption reinforced mesh 6 is consistent with the distribution bar of raft foundation 2, spacing 100 ~ 120mm.The distance of encryption reinforced mesh apart from groove-bottom is suitably adjusted according to waterproof measure.
The length of described anti-floating prestress anchorage cable 1 is obtained by antifloating computation formulae discovery.
According to the size of buoyancy, the site of action of reasonable Arrangement anti-floating prestress anchorage cable, can adopt the forms such as bar shaped layout, quincuncial arrangement.
According to the size of buoyancy, the length of reasonable Arrangement cable interval and anchor cable, but should avoid producing Multi anchorage effect.
The process of groove 5 place reinforcing bar is constructed by the method for construction reserved opening.
The site of action of anti-floating prestress anchorage cable 1, spacing and anchoring depth can adjust as required flexibly.
Use step of the present utility model is:
(1) pattern foundation pit supporting structure and soil excavation is completed;
(2) anti-floating prestress anchorage cable 1 construction drill 7 insert muscle material;
(3) slip casting of boring 7 is carried out after the anchor cable of reserved sufficient length and sealing grouting ductule 3;
(4) construction cushion coat 4;
(6) colligation reinforcement foundation, reserved groove 5 and preformed hole 8 near anti-floating prestress anchorage cable 1;
(7) at groove 5 lower disposed encryption reinforced mesh 6;
(7) base concrete is built;
(8) treat that base concrete reaches the stretch-draw that 75% of design strength carries out prestress anchorage cable afterwards;
(9) in sealing grouting ductule 3, the cement grout of microdilatancy is poured into until slurry is returned in the aperture of preformed hole;
(9) groove 5 place welded reinforcement, dabbing after-pouring waterproof concrete.
The beneficial effects of the utility model are:
Adopt the raft foundation structure of anti-floating prestress anchorage cable, it can utilize the side friction of resistance to plucking prestressed cable anchorage body and soil layer to improve the anti-floating power of structure, thus ensure that the stability against floating of total, efficiently solve the hypodynamic problem of resistance to plucking in high water level structure design.Its site of action, spacing and anchoring depth can adjust as required flexibly simultaneously, and construction is more convenient than anti-floating pile, and the duration is shorter, and construction costs is also than cheap during employing anti-floating pile.
Accompanying drawing explanation
Fig. 1 is the raft foundation structural profile schematic diagram that the utility model adopts anti-floating prestress anchorage cable.
Fig. 2 is the raft foundation structural plan schematic diagram that the utility model adopts anti-floating prestress anchorage cable.
Fig. 3 encrypts reinforced mesh in the raft foundation structure of the utility model employing anti-floating prestress anchorage cable to arrange schematic diagram.
Each label in Fig. 1-3: 1-anti-floating prestress anchorage cable, 2-raft foundation, 3-sealing grouting ductule, 4-bed course, 5-groove, 6-encrypts reinforced mesh, and 7-holes, 8-preformed hole,
l a -anchoring section;
l z -free segment.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail.
Embodiment 1: as Figure 1-3, a kind of raft foundation structure adopting anti-floating prestress anchorage cable, comprises anti-floating prestress anchorage cable 1, raft foundation 2, sealing grouting ductule 3, bed course 4, groove 5, encryption reinforced mesh 6, boring 7, preformed hole 8, first muscle material is inserted to anti-floating prestress anchorage cable 1 construction drill 7, the slip casting of boring 7 is carried out after the anchor cable of a reserved segment length and sealing grouting ductule 3, bed course 4 construct after the reinforcing bar of colligation raft foundation 2, reserved square groove 5 and preformed hole 8 near anti-floating prestress anchorage cable 1 simultaneously, and at groove 5 lower disposed encryption reinforced mesh 6, concreting subsequently, carry out the stretch-draw of anti-floating prestress anchorage cable 1 again, sealing grouting ductule 3 is utilized to pour into the cement grout of microdilatancy until slurry is returned in preformed hole 8 aperture, finally carry out dabbing process after-pouring waterproof concrete to groove 5 to fill.
Embodiment 2: as Figure 1-3, a kind of raft foundation structure adopting anti-floating prestress anchorage cable, comprises anti-floating prestress anchorage cable 1, raft foundation 2, sealing grouting ductule 3, bed course 4, groove 5, encryption reinforced mesh 6, boring 7, preformed hole 8, first muscle material is inserted to anti-floating prestress anchorage cable 1 construction drill 7, the slip casting of boring 7 is carried out after the anchor cable of a reserved segment length and sealing grouting ductule 3, bed course 4 construct after the reinforcing bar of colligation raft foundation 2, reserved square groove 5 and preformed hole 8 near anti-floating prestress anchorage cable 1 simultaneously, and at groove 5 lower disposed encryption reinforced mesh 6, concreting subsequently, carry out the stretch-draw of anti-floating prestress anchorage cable 1 again, sealing grouting ductule 3 is utilized to pour into the cement grout of microdilatancy until slurry is returned in preformed hole 8 aperture, finally carry out dabbing process after-pouring waterproof concrete to groove 5 to fill.
Described anti-floating prestress anchorage cable 1 bore diameter is 100 ~ 150mm; Preformed hole diameter is 100 ~ 150mm.
Embodiment 3: as Figure 1-3, a kind of raft foundation structure adopting anti-floating prestress anchorage cable, comprises anti-floating prestress anchorage cable 1, raft foundation 2, sealing grouting ductule 3, bed course 4, groove 5, encryption reinforced mesh 6, boring 7, preformed hole 8, first muscle material is inserted to anti-floating prestress anchorage cable 1 construction drill 7, the slip casting of boring 7 is carried out after the anchor cable of a reserved segment length and sealing grouting ductule 3, bed course 4 construct after the reinforcing bar of colligation raft foundation 2, reserved square groove 5 and preformed hole 8 near anti-floating prestress anchorage cable 1 simultaneously, and at groove 5 lower disposed encryption reinforced mesh 6, concreting subsequently, carry out the stretch-draw of anti-floating prestress anchorage cable 1 again, sealing grouting ductule 3 is utilized to pour into the cement grout of microdilatancy until slurry is returned in preformed hole 8 aperture, finally carry out dabbing process after-pouring waterproof concrete to groove 5 to fill.
Described anti-floating prestress anchorage cable 1 bore diameter is 100 ~ 150mm; Preformed hole diameter is 100 ~ 150mm.
Described sealing grouting ductule 3 is left to bed course less than 4 500 ~ 600mm in advance, adopts the slip casting of micro-expansion cement slurries.
Embodiment 4: as Figure 1-3, a kind of raft foundation structure adopting anti-floating prestress anchorage cable, comprises anti-floating prestress anchorage cable 1, raft foundation 2, sealing grouting ductule 3, bed course 4, groove 5, encryption reinforced mesh 6, boring 7, preformed hole 8, first muscle material is inserted to anti-floating prestress anchorage cable 1 construction drill 7, the slip casting of boring 7 is carried out after the anchor cable of a reserved segment length and sealing grouting ductule 3, bed course 4 construct after the reinforcing bar of colligation raft foundation 2, reserved square groove 5 and preformed hole 8 near anti-floating prestress anchorage cable 1 simultaneously, and at groove 5 lower disposed encryption reinforced mesh 6, concreting subsequently, carry out the stretch-draw of anti-floating prestress anchorage cable 1 again, sealing grouting ductule 3 is utilized to pour into the cement grout of microdilatancy until slurry is returned in preformed hole 8 aperture, finally carry out dabbing process after-pouring waterproof concrete to groove 5 to fill.
Described anti-floating prestress anchorage cable 1 bore diameter is 100 ~ 150mm; Preformed hole diameter is 100 ~ 150mm.
Described sealing grouting ductule 3 is left to bed course less than 4 500 ~ 600mm in advance, adopts the slip casting of micro-expansion cement slurries.
Described groove 5 is of a size of 500 × 500mm ~ 600 × 600mm, is 150mm ~ 200mm deeply.
Embodiment 5: as Figure 1-3, a kind of raft foundation structure adopting anti-floating prestress anchorage cable, comprises anti-floating prestress anchorage cable 1, raft foundation 2, sealing grouting ductule 3, bed course 4, groove 5, encryption reinforced mesh 6, boring 7, preformed hole 8, first muscle material is inserted to anti-floating prestress anchorage cable 1 construction drill 7, the slip casting of boring 7 is carried out after the anchor cable of a reserved segment length and sealing grouting ductule 3, bed course 4 construct after the reinforcing bar of colligation raft foundation 2, reserved square groove 5 and preformed hole 8 near anti-floating prestress anchorage cable 1 simultaneously, and at groove 5 lower disposed encryption reinforced mesh 6, concreting subsequently, carry out the stretch-draw of anti-floating prestress anchorage cable 1 again, sealing grouting ductule 3 is utilized to pour into the cement grout of microdilatancy until slurry is returned in preformed hole 8 aperture, finally carry out dabbing process after-pouring waterproof concrete to groove 5 to fill.
Described anti-floating prestress anchorage cable 1 bore diameter is 100 ~ 150mm; Preformed hole diameter is 100 ~ 150mm.
Described sealing grouting ductule 3 is left to bed course less than 4 500 ~ 600mm in advance, adopts the slip casting of micro-expansion cement slurries.
Described groove 5 is of a size of 500 × 500mm ~ 600 × 600mm, is 150mm ~ 200mm deeply.
The bar diameter of described encryption reinforced mesh 6 is consistent with the distribution bar of raft foundation 2, spacing 100 ~ 120mm.
Embodiment 6: as Figure 1-3, a kind of raft foundation structure adopting anti-floating prestress anchorage cable, when groundwater table is higher, the antifloating computation of structure does not just usually meet the demands, and now needs to arrange anti-floating system to meet the stability requirement of structure.Employing anti-floating prestress anchorage cable 1 anchoring body provides the uplift resistance needed for structural anti-buoyancy.The distribution bar that raft foundation adopts is the reinforcing bar of Ф 12150.First in time muscle material is inserted to anti-floating prestress anchorage cable 1 construction drill 7, after the anchor cable of reserved sufficient length and sealing grouting ductule 3, carry out the slip casting of holing.Bed course 4 construct after the reinforcing bar of colligation raft foundation 2, simultaneously reserved square groove 5 and preformed hole 8 near anti-floating prestress anchorage cable 1, and at the encryption of groove 5 lower disposed reinforced mesh 6, subsequently concreting.Treat that base concrete reaches the stretch-draw that 75% of design strength carries out prestress anchorage cable afterwards, utilize sealing grouting ductule 3 to pour into the cement grout of microdilatancy until slurry is returned in preformed hole 8 aperture, finally dabbing process after-pouring waterproof concrete is carried out to groove 5 and fill.Utilize the side friction of resistance to plucking prestress anchorage cable 1 anchoring body and soil layer to improve the anti-floating power of structure, thus ensure that the stability against floating of total.The thick 600mm of design raft foundation, anti-floating prestress anchorage cable drilling diameter is 150mm, and obtaining anchor cable length by antifloating computation formulae discovery is 15m.As Fig. 2 bar shaped is arranged, longitudinal pitch is 1.5m, and horizontal spacing is 1.5m.The prestressing force that anchor cable applies is 200kN.Groove size is 500 × 500mm, is 200mm deeply.Preformed hole diameter is 150mm.Encryption reinforced mesh equilateral triangle is arranged, adopts the reinforcing bar of Ф 12150 consistent with basic distribution bar, and encryption reinforced mesh is apart from groove-bottom 10mm, reinforced mesh inside reinforcing bar apart from hole 20mm.
Embodiment 7: as Figure 1-3, a kind of raft foundation structure adopting anti-floating prestress anchorage cable, when groundwater table is higher, the antifloating computation of structure does not just usually meet the demands, and now needs to arrange anti-floating system to meet the stability requirement of structure.Employing anti-floating prestress anchorage cable 1 anchoring body provides the uplift resistance needed for structural anti-buoyancy.The distribution bar that raft foundation adopts is the reinforcing bar of Ф 12100.First in time muscle material is inserted to anti-floating prestress anchorage cable 1 construction drill 7, after the anchor cable of reserved sufficient length and sealing grouting ductule 3, carry out the slip casting of holing.Bed course 4 construct after the reinforcing bar of colligation raft foundation 2, simultaneously reserved square groove 5 and preformed hole 8 near anti-floating prestress anchorage cable 1, and at the encryption of groove 5 lower disposed reinforced mesh 6, subsequently concreting.Treat that base concrete reaches the stretch-draw that 75% of design strength carries out prestress anchorage cable afterwards, utilize sealing grouting ductule 3 to pour into the cement grout of microdilatancy until slurry is returned in preformed hole 8 aperture, finally dabbing process after-pouring waterproof concrete is carried out to groove 5 and fill.Utilize the side friction of resistance to plucking prestress anchorage cable 1 anchoring body and soil layer to improve the anti-floating power of structure, thus ensure that the stability against floating of total.The thick 700mm of design raft foundation, resistance to plucking prestress anchorage cable drilling diameter is 120mm, and obtaining anchor cable length by antifloating computation formulae discovery is 20m.As Fig. 2 bar shaped is arranged, level interval is 2m, and vertical spacing is 2m.The prestressing force that anchor cable applies is 250kN.Groove size is 550 × 550mm, is 200mm deeply.Preformed hole diameter is 120mm.Encryption reinforced mesh equilateral triangle is arranged, adopts the reinforcing bar of Ф 12100 consistent with basic distribution bar, and encryption reinforced mesh is apart from groove-bottom 10mm, reinforced mesh inside reinforcing bar apart from hole 20mm.
By reference to the accompanying drawings specific embodiment of the utility model is explained in detail above, but the utility model is not limited to above-described embodiment, in the ken that those of ordinary skill in the art possess, various change can also be made under the prerequisite not departing from the utility model aim.
Claims (5)
1. adopt a raft foundation structure for anti-floating prestress anchorage cable, it is characterized in that: comprise anti-floating prestress anchorage cable (1), raft foundation (2), sealing grouting ductule (3), bed course (4), groove (5), encryption reinforced mesh (6), boring (7), preformed hole (8), first muscle material is inserted to anti-floating prestress anchorage cable (1) construction drill (7), to carry out after the anchor cable of a reserved segment length and sealing grouting ductule (3) holing the slip casting of (7), the reinforcing bar of colligation raft foundation (2) after bed course (4) construction, reserved square groove (5) and preformed hole (8) near anti-floating prestress anchorage cable (1) simultaneously, and in groove (5) lower disposed encryption reinforced mesh (6), concreting subsequently, carry out the stretch-draw of anti-floating prestress anchorage cable (1) again, sealing grouting ductule (3) is utilized to pour into the cement grout of microdilatancy until slurry is returned in preformed hole (8) aperture, finally carry out dabbing process after-pouring waterproof concrete to groove (5) to fill.
2. the raft foundation structure of employing anti-floating prestress anchorage cable according to claim 1, is characterized in that: described anti-floating prestress anchorage cable (1) bore diameter is 100 ~ 150mm; Preformed hole diameter is 100 ~ 150mm.
3. the raft foundation structure of employing anti-floating prestress anchorage cable according to claim 1, is characterized in that: described sealing grouting ductule (3) is left to bed course (4) 500 ~ 600mm below in advance, adopts the slip casting of micro-expansion cement slurries.
4. the raft foundation structure of employing anti-floating prestress anchorage cable according to claim 1, it is characterized in that: described groove (5) is of a size of 500 × 500mm ~ 600 × 600mm, is 150mm ~ 200mm deeply.
5. the raft foundation structure of employing anti-floating prestress anchorage cable according to claim 1, is characterized in that: the bar diameter of described encryption reinforced mesh (6) is consistent with the distribution bar of raft foundation (2), spacing 100 ~ 120mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520649110.0U CN205024710U (en) | 2015-08-26 | 2015-08-26 | Adopt raft foundation structure of anti prestressed anchorage of floating cable |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520649110.0U CN205024710U (en) | 2015-08-26 | 2015-08-26 | Adopt raft foundation structure of anti prestressed anchorage of floating cable |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205024710U true CN205024710U (en) | 2016-02-10 |
Family
ID=55257255
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201520649110.0U Expired - Fee Related CN205024710U (en) | 2015-08-26 | 2015-08-26 | Adopt raft foundation structure of anti prestressed anchorage of floating cable |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN205024710U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107460790A (en) * | 2017-07-22 | 2017-12-12 | 中铁二院工程集团有限责任公司 | A kind of non-fragment orbit railway swelling rock chasm structuref and construction method |
| CN109944243A (en) * | 2019-04-02 | 2019-06-28 | 中国建筑西南勘察设计研究院有限公司 | Postposition anti-float anchor rod construction method |
| CN111042843A (en) * | 2019-12-16 | 2020-04-21 | 中铁十四局集团大盾构工程有限公司 | Pre-anchoring method for underground excavated tunnel |
| CN115126015A (en) * | 2022-06-23 | 2022-09-30 | 河南省诚建检验检测技术股份有限公司 | Construction method of underground garage foundation anti-floating reinforcement comprehensive treatment system |
-
2015
- 2015-08-26 CN CN201520649110.0U patent/CN205024710U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107460790A (en) * | 2017-07-22 | 2017-12-12 | 中铁二院工程集团有限责任公司 | A kind of non-fragment orbit railway swelling rock chasm structuref and construction method |
| CN109944243A (en) * | 2019-04-02 | 2019-06-28 | 中国建筑西南勘察设计研究院有限公司 | Postposition anti-float anchor rod construction method |
| CN111042843A (en) * | 2019-12-16 | 2020-04-21 | 中铁十四局集团大盾构工程有限公司 | Pre-anchoring method for underground excavated tunnel |
| CN115126015A (en) * | 2022-06-23 | 2022-09-30 | 河南省诚建检验检测技术股份有限公司 | Construction method of underground garage foundation anti-floating reinforcement comprehensive treatment system |
| CN115126015B (en) * | 2022-06-23 | 2024-06-04 | 河南省诚建检验检测技术股份有限公司 | Construction method of anti-floating reinforcement comprehensive treatment system for underground garage foundation |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103967031B (en) | A kind of caisson of consolidated subsoil and stake combination foundation and construction method thereof | |
| CN105672348A (en) | Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region | |
| CN205024710U (en) | Adopt raft foundation structure of anti prestressed anchorage of floating cable | |
| CN203213136U (en) | Caisson and pile combined foundation of consolidated subsoil | |
| CN107965325B (en) | A kind of small interval shallow tunnel just branch arch replacement construction method | |
| CN105201001B (en) | Composite seepage-proofing structure of large karst cave in karst region and construction method thereof | |
| CN105298516A (en) | Combined supporting structure of steel pipe pile steel-bar-embedded tunnel composite lining used for soft foundation | |
| CN107503362A (en) | A kind of compound antiskid piling wall retaining structure and construction method suitable for reservoir stability | |
| CN207512752U (en) | A kind of tall earth fill supporting construction | |
| CN104790412B (en) | Big width foundation pit supporting construction in the case of artesian water | |
| CN101812843A (en) | Centre grouted poured post-grouting pile construction methods, and grouter and grout injector used thereby | |
| CN103603369A (en) | Construction method of anchor pile counterfort retaining wall | |
| CN110984171A (en) | Steel pipe pile grouting combined waist beam anchor rod supporting method | |
| CN207211165U (en) | A kind of compound antiskid piling wall retaining structure suitable for reservoir stability | |
| CN108005094A (en) | Pier and pier top beam section construction method in naked rock river bed water | |
| CN103806433A (en) | Foundation backfill reinforcement method | |
| CN205225280U (en) | A combined supporting structure that is used for steel -pipe pile bar planting tunnel composite lining of soft base | |
| CN112081155A (en) | Reinforcing and lifting method for bar-shaped or box-shaped foundation building | |
| CN102425155A (en) | Method for reinforcing overlying shallow rockmass in mined-out area | |
| CN204000848U (en) | A kind of socketed pile for subaqueous construction | |
| CN206971247U (en) | Concrete toe board foundation reinforcing structure arranged on unloading rock mass | |
| CN110805049B (en) | Construction method of mountain slope ultra-thickness spray anchor permanent supporting structure | |
| CN202672132U (en) | Reinforcing structure for basement backfilling | |
| CN201502065U (en) | Anchor rod joint excavation compound basis | |
| CN203891047U (en) | Equipment equipped with steel platform for foundation construction of land bridge |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160210 Termination date: 20170826 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |