CN105604065A - Foundation fit support and peat-soil deep-foundation-pit-support high-pressure jet grouting anchoring method - Google Patents
Foundation fit support and peat-soil deep-foundation-pit-support high-pressure jet grouting anchoring method Download PDFInfo
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- CN105604065A CN105604065A CN201510899993.5A CN201510899993A CN105604065A CN 105604065 A CN105604065 A CN 105604065A CN 201510899993 A CN201510899993 A CN 201510899993A CN 105604065 A CN105604065 A CN 105604065A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- Mining & Mineral Resources (AREA)
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Abstract
The invention provides a foundation fit support. The foundation fit support comprises a slope top. A step slope is slantly arranged on one side of the slope top, a foundation pit is formed in the bottom of the step slope, a drainage ditch is formed in the slope top, soil nails are arranged on the step slope, a vertical pile hole pile and a vertical waterproof curtain pile which are adjacent are arranged in the foundation pit, the bottom of the pile hole pile and the bottom of the waterproof curtain pile are arranged below the bottom line of the foundation pit, and anchoring ropes transversely penetrate through the pile hole pile and the waterproof curtain pile, are fixedly arranged on one side of the pile hole pile and the waterproof curtain pile through anchoring-rope anchoring base plates and anchoring-rope anchoring locks, are provided with a plurality of anchoring-rope drilled holes and supporting rings and sleeved with high-pressure grouting pipes. The invention further provides a peat-soil deep-foundation-pit-support high-pressure jet grouting anchoring method. Anchored sections are subjected to high-pressure jet grouting to solidify soil bodies, and it is guaranteed that the axes of anchoring-rope forming hole construction hole channels and the construction axes of high-pressure jet grouting solidified soil bodies of the anchored sections are kept coaxial. Compared with an inner-supporting type support form, the foundation pit support in the design has the advantages that the construction period is saved, and construction cost is saved.
Description
Technical field
The invention belongs to construction engineering technical field, be specifically related to a kind of pattern foundation pit supporting structure, the invention still further relates to the method for a kind of peat soil deep foundation pit support high-pressure rotary-spray anchoring.
Background technology
Due to Yunnan Guanyuan basin peat soil foundation soil, peat soil is as a kind of special soils, its void ratio and water content are all larger, and have higher compressibility, sensitivity is high, creep properties is strong, physico-mechanical properties is poor, the physical characteristic of low bearing capacity, it can produce the unsettled feature of TERM DEFORMATION as structures ground. The building of building on this class ground, excavation of foundation pit or be subject to dynamic loading (urban road and subway), the malicious event that difference in functionality occurs to occur because of differential settlement is of common occurrence.
Summary of the invention
The object of this invention is to provide a kind of pattern foundation pit supporting structure.
Another object of the present invention is to provide the method for a kind of peat soil deep foundation pit support high-pressure rotary-spray anchoring, solve the hypodynamic problem of the plateau basin peat former construction technology anchoring of soil existing in prior art, the sedimentation of surrounding ground horizontal and vertical is alleviated, and remained in specification displacement License Value.
The first technical scheme of the present invention is, a kind of pattern foundation pit supporting structure, it is characterized in that, comprise top, slope, top, slope lopsidedness is provided with puts slope, put bottom, slope and be provided with foundation ditch, slope is provided with gutter on top, put and on slope, be provided with soil nailing, on foundation ditch, be provided with vertically adjacent stake hole stake and water-stop curtain stake, the bottom of stake hole stake and water-stop curtain stake is arranged under foundation ditch bottom line, anchor cable crosses a hole stake and water-stop curtain stake, be fixedly installed on a side of a hole stake and water-stop curtain stake by anchorage cable anchoring backing plate and anchorage cable anchoring lockset, on anchor cable, be provided with several anchor cable boring and filler rings, on anchor cable, be arranged with high-pressure slip-casting pipe.
In technique scheme, anchor cable is at least provided with 2.
Another object of the present invention is to provide the method for a kind of peat soil deep foundation pit support high-pressure rotary-spray anchoring, makes above-mentioned pattern foundation pit supporting structure, comprises the following steps:
Step 1, excavation of foundation pit, to designing after lower 2 meters of the first Taoist priest's cap beam, are made anchor cable and high-pressure slip-casting pipe, adopt water drilling and the casing pipe hole forming technique that follows up becomes hole operation;
After step 2, pore-forming, follow-up sleeve pipe is temporarily placed in hole, the anchor cable of making, high-pressure slip-casting pipe are successively put into hole, high-pressure slip-casting pipe adopts 2 ㎝ steel pipes to process, high-pressure slip-casting pipe outspoken footpath 1.8 ㎜ that whitewash, at the bottom of high-pressure slip-casting pipe is mounted to hole with anchor cable, carries out once grouting normal pressure 5～10MPa pressure and fill hole, after initial set in approximately 5～10 minutes, carry out secondary high-pressure slip-casting;
Step 3, in the time that a common pressure grouting starts to solidify, start hole forming machine retreat follow-up sleeve pipe, start to start churning pipe and carry out anchoring section churning, grouting pressure hoisting velocity 20～25 ㎝ per minute, counter bore diameter 500～600 ㎜; The neat slurry of the ratio of mud 0.40～0.50, mud jacking amount >=120kg/m, until the whole churnings of anchoring section are complete.
In technique scheme, Excavation Process is specially: make slope top, slope is put in the lopsidedness setting of top, slope, puts bottom, slope foundation ditch is set, and slope arranges gutter on top, puts soil nailing is set on slope.
The invention has the beneficial effects as follows: one, this method is first carried out high-pressure rotary-spray consolidated earth mass to anchoring section for weak peat soil, then carries out anchor cable drilling construction, and bearing capacity can meet design requirement. Its two, to the advanced horizontal high voltage churning of anchoring section consolidated earth mass, ensure that anchor cable drilling construction duct axis is concentric with the maintenance of anchoring section high-pressure rotary-spray consolidated earth mass construction axis, be the critical process of anchor cable drilling construction. Its three, the support form that this Foundation Pit Support Design is compared inner support type is not only saved the duration, is saved cost, and can allow follow-up construction organization more flexible, is one and is applicable to weak peat soil Foundation Pit Support Engineering technology.
Brief description of the drawings
Fig. 1 is the structural representation of pattern foundation pit supporting structure of the present invention;
Fig. 2 is the structural representation of pattern foundation pit supporting structure high-pressure rotary-spray of the present invention anchoring;
Fig. 3 is common anchor cable finder charge-displacement curve figure;
Fig. 4 is common anchor cable finder charge-Elastic-plastic Displacement curve map;
Fig. 5 is high-pressure rotary-spray anchor cable finder charge-displacement curve;
Fig. 6 is high-pressure rotary-spray anchor cable finder charge-Elastic-plastic Displacement curve.
In figure, 1. gutter, 2. puts slope, 3. soil nailing, a 4. hole stake, 5. water-stop curtain stake, 6. anchor cable boring, 7. anchor cable, 8. high-pressure slip-casting pipe, 9. filler ring, 10. anchorage cable anchoring backing plate, 11. anchorage cable anchoring locksets, 12. foundation ditch bottom line, 13., 14..
Detailed description of the invention
Below in conjunction with detailed description of the invention, the present invention is described in detail.
The invention provides a kind of pattern foundation pit supporting structure, its structure as depicted in figs. 1 and 2, comprise top, slope 13, slope is pushed up 13 lopsidedness and is provided with and puts slope 2, put 2 bottoms, slope and be provided with foundation ditch 14, on top, slope 13, be provided with gutter 1, put and on slope 2, be provided with soil nailing 3, on foundation ditch 14, be provided with vertically adjacent stake hole stake 4 and water-stop curtain stake 5, the bottom of stake hole stake 4 and water-stop curtain stake 5 is arranged under foundation ditch bottom line 12, anchor cable 7 crosses a hole stake 4 and water-stop curtain stake 5 arranges, be fixedly installed on a side of a hole stake 4 and water-stop curtain stake 5 by anchorage cable anchoring backing plate 10 and anchorage cable anchoring lockset 11, on anchor cable 7, be provided with several anchor cable boring 6 and filler rings 9, on anchor cable 7, be arranged with high-pressure slip-casting pipe 8, anchor cable 7 is at least provided with 2.
The method that the invention provides the anchoring of a kind of peat soil deep foundation pit support high-pressure rotary-spray, adopts above-mentioned pattern foundation pit supporting structure, and the method comprises the following steps:
Step 1, excavation of foundation pit, to designing after the first Taoist priest's cap beam lower 2 meters (Guan Liang in routine techniques), are made anchor cable 7 and high-pressure slip-casting pipe 8, adopt water drilling and the casing pipe hole forming technique that follows up becomes hole operation;
After step 2, pore-forming, follow-up sleeve pipe is temporarily placed in hole, the anchor cable 7 of making, high-pressure slip-casting pipe 8 are successively put into hole, high-pressure slip-casting pipe 8 adopts 2 ㎝ steel pipes to process, high-pressure slip-casting pipe 8 outspoken footpath 1.8 ㎜ that whitewash, at the bottom of high-pressure slip-casting pipe 8 is mounted to hole with anchor cable 7, carries out once grouting normal pressure 5～10MPa pressure and fill hole, after initial set in approximately 5～10 minutes, carry out secondary high-pressure slip-casting;
Step 3, in the time that a common pressure grouting starts to solidify, start hole forming machine retreat follow-up sleeve pipe, start to start churning pipe and carry out anchoring section churning, grouting pressure hoisting velocity 20～25 ㎝ per minute, counter bore diameter 500～600 ㎜; The neat slurry of the ratio of mud 0.40～0.50, mud jacking amount >=120kg/m, until the whole churnings of anchoring section are complete.
Wherein, Excavation Process is specially: make slope top 13, slope is pushed up 13 lopsidedness settings and put slope 2, puts 2 bottoms, slope foundation ditch 14 is set, and on top, slope 13, gutter 1 is set, and puts soil nailing 3 is set on slope 2.
Embodiment 1
1, project profile
Plan to build place and be positioned at high and new technology industrial development zone, Kunming, south depends on Hai Yuan North Road, border on Shang Yuan road (a high-new school district, little Hai source) in the west, the about 31933.49m of the total land area of project planning2, overall floorage 202579.98 ㎡, project overall planning is made up of 4 high buildings (building height 100～130m) and the annex of 1～4 floor. This project foundation ditch floor space approximately 27500 ㎡, 2 layers of basement. Support of Foundation Pit Excavation Zhou Changyue 785m, cutting depth is between 7.9～9.2m.
2, Geological condition
Distribution Quaternary system in top layer, place is manually piled up (Qml) layer, it is lower is Quaternary system punching, proluvial (Qal+pl) layer, lithology is silty clay; Quaternary system punching, the long-pending (Q in lakeal+l) layer, lithology is silty clay, clay, silt clay, cumulosol, contains cohesive soil gravelly sand, silt etc. In excavation of foundation pit depth bounds, banketing, silt clay, cumulosol be as main.
Table 1 foundation ditch soil mechanical performance index
3, Foundation Pit Support Design primary structure form
As depicted in figs. 1 and 2,0～-3.5m is put slope excavation part taking soil nail wall as main, and-3.5 following vertical cut parts are taking stake Prestressing anchor cable as main, and foundation ditch sealing is taking Deep-stirred Soil-cement stake and high-pressure rotary jet grouting pile as main. Prestress anchorage cable arranges 3 rows altogether, and anchor cable aperture 300mm adopts 3 Φ 15.2 (or 4 Φ 15.2) steel strand wires to make, design anchor force 410kN～720kN, and anchoring section lays respectively in silt clay, cumulosol, silty clay, argillic horizon. This Foundation Pit Support Design is compared the support form of inner support type and is not only saved the duration, saves cost, and can allow follow-up construction organization more flexible, is an applicable Foundation Pit Support Engineering technology.
4, construction prestressed cable thinking
Based on this Geological condition situation, how to guarantee that prestress anchorage cable can provide enough withdrawal resistances in muck soil and cumulosol layer, to reach designing requirement bearing capacity, ensureing the validity of prestress anchorage cable and the reliability of foundation pit supporting construction system, is the key technical problem that needs solution before foundation pit supporting project is implemented.
According to designing requirement and Geological condition, construction prestressed cable to be carried out in two stages, the first stage is the experimental stage, construction experiment anchor cable; The implementation phase that second stage being, according to experimental result, select best construction technology, implement engineering anchor cable.
5, construction anchor cable test
By field experiment, checking is in the bond-anchorage intensity of design anchoring soil layer (being mainly cumulosol, silty clay and clay) stream line body, thereby definite anchor cable is in the reasonability of this stratum design bearing capacity; Determine the construction technology that anchor cable construction should adopt under this Geological condition (bore process, grouting process); Determine that by test result analysis the safety coefficient of anchor cable and the distortion of anchor cable are whether in effective control range.
5.1, experimental technique and equipment
Test adopts water drilling, full duct with plumber's skill to pore-forming technique, and grouting process adopts 2 kinds of different techniques to carry out: conventional grouting process (2 slip casting) and anchoring section high-pressure rotary-spray expand body grouting process. Equipment choosing steps MDL-135D type track-mounted drill, Tianjin GPB-90 type high-pressure pump and prestress anchorage cable tensioning equipment without Sion. Material (1) steel strand wires: the high strength, low loose Φ 15.20 steel strand wires that adopt Tianjin high-tensile strength to produce; (2) without bonding pressing plate, P anchor: be approved product; (3) grouting cement: P.O42.5 level Portland cement.
Anchor cable boring adopts water drilling and 1 pore-forming of full-sleeve follow-up water jetting; Anchoring section grouting method adopts high-pressure rotary-spray reaming grouting process, grouting equipment adopts high-pressure pump and high-pressure rotary jetting apparatus, Grouting Pipe adopts 2 ㎝ steel pipes to process, outspoken footpath 1.8 ㎜ that whitewash, at the bottom of high-pressure slip-casting pipe is mounted to hole with anchor cable, after removing sleeve pipe, start churning reaming, grouting pressure 25MPa, hoisting velocity 25 ㎝ per minute, counter bore diameter 500～600 ㎜ (demonstration value). The neat slurry of the ratio of mud 0.40～0.50, mud jacking amount >=120kg/m.
Comparative example
The boring of this comparative example anchor cable adopts water drilling and 1 pore-forming of full-sleeve follow-up water jetting; The present embodiment anchoring section grouting method adopts conventional grouting process, Grouting Pipe is arranged on anchor cable body middle part in the time of establishment anchor cable, slip casting direction is from Di Xiang aperture, hole, until underflow is returned in aperture, full to ensure slurries, slip casting adopts 2 grouting methods, slip casting for the first time starts slip casting before sleeve pipe is removed in anchor cable installation, grouting pressure is that 0.5MPa slip casting for the first time finishes, remove sleeve pipe, secondary grouting, about 2 hours, is carried out in interval, the neat slurry of the pressure 5MPa ratio of mud 0.40～0.50, mud jacking amount >=120kg/m.
Interpretation of result:
1, test anchor cable is arranged:
According to Geological condition, in conjunction with on-site actual situations, choose 2 sections in Foundation Pit Support Design scheme, 5 sections, 6 section diverse locations and carry out 2 groups of contrast experiments, every group of 2 anchor cables, anchor cable basic experiment parameter list is as follows:
Table 2 is tested anchor cable parameter list
2, anchorage cable stretching achievement
Experiment anchor cable installs latter 7 days with the jack (YCW100G) of demarcating, and high-pressure oil pump (ZB4500) carries out drawing experiment. Test is carried out about the regulation of anchor pole acceptance test in (JGJ120-2012) in strict accordance with " building foundation pit supporting technical regulation ". When test, initial load is got 0.1 times to tensile capacity design load Tw of bolt shaft, and test adopts the method for many CYCLIC LOADING, it loads classification and the anchor head displacement observation time should be determined by table 2, in loading grade observation time, survey and read anchor head displacement 3 times, reaching maximum displacement is observation 10min. Termination test condition is: 1. displacement does not restrain, and anchoring body is extracted from rock-soil layer or anchoring piece is extracted from anchoring body; 2. the Test Loading Value for Loading meeting design requirement; 3.) to anchoring piece in test after the 1. anchoring piece end displacement increment that produces of one-level load exceed 2 times of upper level finder charge increment.
Table 3 result of the test summary sheet
By the experimental data of actual measurement is added up, chosen most representative two groups of experimental datas and be analyzed, can find out from table 3 and Fig. 3 to Fig. 6, the common anchor cable of comparative example can not meet designing requirement, embodiment high-pressure rotary-spray expands body anchor cable, and bearing capacity all meets design requirement. Should this determine that this engineering anchor cable construction process using high-pressure rotary-spray expands body anchor cable technique and carries out.
According to definite construction technology, complete 250 and amounted to the anchor cable construction of approximately 2000 meters, monitored data shows, all within the scope of designing requirement Deformation control 30mm, and there is not warning phenomenon in construction in Foundation Pit and vertical displacement. As can be seen here, high-pressure rotary-spray expansion body anchor cable anchoring pile support technology has been obtained good supporting effect.
Claims (4)
1. a pattern foundation pit supporting structure, is characterized in that, comprises top, slope (13), top, slope (13) lopsidednessBe provided with and put slope (2), put bottom, slope (2) and be provided with foundation ditch (14), the row of being provided with on top, slope (13)Ditch (1), puts on slope (2) and is provided with soil nailing (3), is provided with vertically adjacent on foundation ditch (14)Stake hole stake (4) and water-stop curtain stake (5), establish the bottom of stake hole stake (4) and water-stop curtain stake (5)Be placed under foundation ditch bottom line (12), anchor cable (7) crosses a hole stake (4) and water-stop curtain stake (5),By anchorage cable anchoring backing plate (10) and anchorage cable anchoring lockset (11) be fixedly installed on a hole stake (4) andOne side of water-stop curtain stake (5), is provided with several anchor cable boring (6) and filler rings on anchor cable (7)(9), on anchor cable (7), be arranged with high-pressure slip-casting pipe (8).
2. pattern foundation pit supporting structure according to claim 1, is characterized in that, described anchor cable (7) at leastBe provided with 2.
3. a method for peat soil deep foundation pit support high-pressure rotary-spray anchoring, is characterized in that, makes rightRequire the pattern foundation pit supporting structure described in 1, comprise the following steps:
Step 1, excavation of foundation pit, to designing after lower 2 meters of the first Taoist priest's cap beam, are made anchor cable (7) and high pressure injectionSlurry pipe (8), adopts water drilling to become hole operation with follow-up casing pipe hole forming technique;
After step 2, pore-forming, follow-up sleeve pipe is temporarily placed in hole, anchor cable (7), the high pressure injection of makingSlurry pipe (8) is successively put into hole, and high-pressure slip-casting pipe (8) adopts 2 ㎝ steel pipes to process, high pressure injectionSlurry pipe (8) outspoken footpath 1.8 ㎜ that whitewash, high-pressure slip-casting pipe (8) enters at the bottom of being mounted to hole with anchor cable (7)Row once grouting normal pressure 5～10MPa pressure fills hole, after initial set in approximately 5～10 minutes, carries out secondary high-pressureSlip casting;
Step 3, in the time that a common pressure grouting starts to solidify, start hole forming machine retreat follow-up sleeve pipe, startStart churning pipe and carry out anchoring section churning, grouting pressure hoisting velocity 20～25 ㎝ per minute, reaming is straightFootpath 500～600 ㎜; The neat slurry of the ratio of mud 0.40～0.50, mud jacking amount >=120kg/m, until anchorGu all churning is complete for section.
4. the method for peat soil deep foundation pit support high-pressure rotary-spray according to claim 3 anchoring, its spyLevy and be, described Excavation Process is specially: make top, slope (13), top, slope (13) lopsidednessSlope (2) is put in setting, puts bottom, slope (2) foundation ditch (14) is set, and on top, slope (13), gutter (1) is set,Put soil nailing (3) is set on slope (2).
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| CN201510899993.5A CN105604065A (en) | 2015-12-08 | 2015-12-08 | Foundation fit support and peat-soil deep-foundation-pit-support high-pressure jet grouting anchoring method |
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| CN201510899993.5A CN105604065A (en) | 2015-12-08 | 2015-12-08 | Foundation fit support and peat-soil deep-foundation-pit-support high-pressure jet grouting anchoring method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106120808A (en) * | 2016-07-28 | 2016-11-16 | 上海宝冶集团有限公司 | A kind of in the soft comprehensive support method moulded in clay foundation ditch |
| CN107237332A (en) * | 2017-06-15 | 2017-10-10 | 上海二十冶建设有限公司 | A kind of foundation pit stope support containing drifting sand layer method of use composite soil-nailed retaining wall |
| CN108149691A (en) * | 2017-12-11 | 2018-06-12 | 上海市基础工程集团有限公司 | Face the method for excavation of deep foundation pit of inner city under complicated geological |
| CN109403350A (en) * | 2018-12-18 | 2019-03-01 | 山西建筑工程集团有限公司 | Foundation pit supporting construction and foundation pit supporting method |
| CN109853556A (en) * | 2019-01-22 | 2019-06-07 | 华北有色工程勘察院有限公司 | The ultra-deep that can bear explosion influence adopts hole supporting and retaining system and its construction method |
-
2015
- 2015-12-08 CN CN201510899993.5A patent/CN105604065A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106120808A (en) * | 2016-07-28 | 2016-11-16 | 上海宝冶集团有限公司 | A kind of in the soft comprehensive support method moulded in clay foundation ditch |
| CN107237332A (en) * | 2017-06-15 | 2017-10-10 | 上海二十冶建设有限公司 | A kind of foundation pit stope support containing drifting sand layer method of use composite soil-nailed retaining wall |
| CN108149691A (en) * | 2017-12-11 | 2018-06-12 | 上海市基础工程集团有限公司 | Face the method for excavation of deep foundation pit of inner city under complicated geological |
| CN109403350A (en) * | 2018-12-18 | 2019-03-01 | 山西建筑工程集团有限公司 | Foundation pit supporting construction and foundation pit supporting method |
| CN109853556A (en) * | 2019-01-22 | 2019-06-07 | 华北有色工程勘察院有限公司 | The ultra-deep that can bear explosion influence adopts hole supporting and retaining system and its construction method |
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Application publication date: 20160525 |