CN101230578B - Substructure of inland river dock and construction method thereof - Google Patents
Substructure of inland river dock and construction method thereof Download PDFInfo
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- CN101230578B CN101230578B CN2008100185252A CN200810018525A CN101230578B CN 101230578 B CN101230578 B CN 101230578B CN 2008100185252 A CN2008100185252 A CN 2008100185252A CN 200810018525 A CN200810018525 A CN 200810018525A CN 101230578 B CN101230578 B CN 101230578B
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Abstract
The invention relates to a cadre of the dock of freshwater and a construction method thereof; a plurality of deep-seated stirring pegs are mostly arranged below a foundation ditch and on the dock water-side face, and the deep-seated stirring pegs are led to form an underground continuous way, so as to achieve the purpose of reinforcing soft ground and being waterproof; the upper part of the deep-seated stirring peg is inserted with a reinforcing steel bar which partly exposes a peg head of the deep-seated stirring peg and welds together with the reinforcing steel bar at the bottom of the foundation, thereby further achieving the goal of reinforcing the foundation. The invention can reduce earthwork digging, avoid the troubles brought by digging the deep foundation ditch and be greatly convenient for the construction; furthermore, the invention also can reduce the dosage of armoured concrete, lower the cost of dock and shorten the constructing period.
Description
Technical field
The present invention relates to a kind of foundation structure and job practices thereof of inland terminal depot, belong to harbour Soft Ground field.
Background technology
Most of inland terminal depot all belongs to weak soil property, and this weak soil property has brought certain difficulty for the construction of navigation channel harbour.With the south of the lower reaches of the Yangtze River is example, and the stratum soil here mostly is miscellaneous fill, cohesive soil and mucky soil, and the degree of depth differs, and engineering geological conditions is relatively poor; Under such soil property situation, run into when building the inland terminal depot more than 500 tonnes that the problem of trouble is a treatment of soft ground, especially the processing of the silt soil strata of shape is moulded in convection current.
On navigation channels such as Grand Canal, Wujiang and Chang Hu Shen line, build harbour; Shi Changhui runs into bed thickness is moulded shape above 10 meters stream silt soil strata; reach the navigation requirement of 500 tonnes of boats and ships for the depth of water before the wall that guarantees harbour; the harbour basis must be arranged under water more than 3 meters, and the cutting depth of foundation ditch is at 4.5---5.0 rice.Construction subject matter is: it is very difficult one, to dig dell in stream is moulded the silt soil strata of shape; Two, in being in the deep foundation ditch with rheological formation, the rheological behavior of soil also can cause the distortion of foundation ditch, and the construction period maintenance cost after foundation ditch forms is very expensive.Therefore the excavation of deep foundation ditch and maintenance are suitable difficulties, must drop into finishing smoothly that bigger fund and energy just can guarantee to construct.
Summary of the invention
The purpose of this invention is to provide a kind of harbour foundation structure and job practices thereof that can reduce difficulty of construction and construction cost, can reduce the difficulty of excavation of foundation pit, simultaneously effective strengthening soft foundation.
For achieving the above object, the technical solution adopted in the present invention is: a kind of foundation structure of inland terminal depot, it comprises foundation ditch, branch many deep-mixed piles below described foundation ditch, the top of described deep-mixed pile is inserted with reinforcing bar, and described reinforcing bar has part to expose the pile crown of described deep-mixed pile and weld together with the reinforcing bar of foundation bottom, wherein the part deep-mixed pile is arranged on the upstream face of harbour, and many deep-mixed piles of described harbour upstream face overlap the formation diaphragm wall mutually.
The diaphragm wall of described harbour upstream face is double diaphragm wall.
The thickness of the diaphragm wall of described harbour upstream face is 100～120cm.
Another technical scheme of the present invention is: a kind of foundation construction method of inland terminal depot is characterized in that: it comprises
The location of a, deep-mixed pile: the position of below foundation ditch, determining deep-mixed pile with the upstream face of harbour;
The construction of b, deep-mixed pile: machine is in place, and stirring-head sinks down into set depth, and the ejection curing compound promotes stirring-head simultaneously, repeats to stir sinking, promotes, sprays curing compound, rises to the aperture until stirring-head;
C, stirring-head displacement make the above-mentioned deep-mixed pile that is positioned at the harbour upstream face form diaphragm wall;
D, on the top of described deep-mixed pile with inserting reinforcing bar;
E, foundation construction;
F, the pile crown of described deep-mixed pile is partly cut, and the part reinforcing bar that exposes in the described deep-mixed pile and the reinforcing bar of foundation bottom are welded together.
The diaphragm wall of described harbour upstream face is double diaphragm wall, and the thickness of the diaphragm wall of described harbour upstream face is 100～120cm.
The lap width of described diaphragm wall adjacent studs when construction is more than 10 centimetres.
In step f, described cutting highly is 40 to 75 centimetres.
Be inserted with many reinforcing bars in the described deep-mixed pile, and described reinforcing bar is root shape layout in described deep-mixed pile.
Described curing compound is a portland cement, and the water/binder ratio of described curing compound is 1: 1～1.5: 1.
The present invention's advantage compared with prior art: the present invention utilizes deep-mixed pile that double-deck protecting wall is set below foundation ditch, wherein the diaphragm wall of harbour upstream face is the double action that plays dash and load-bearing, the deep-mixed pile of back then is the effect of mainly playing load-bearing, plays effects such as certain antiskid is moving, dash simultaneously.The present invention is originally as the deep-mixed pile of the pit maintenance soil part as permanent body of wall, raise the height of foundation of reinforced concrete wall, therefore significantly reduced soil excavation (only for conventional design about 20%), the trouble of thoroughly having avoided deep pit digging to bring greatly facilitates construction; Significantly reduced the consumption (be about conventional design 1/3) of steel concrete, not only reduced the harbour cost about half, also shortened the construction period, made it shorten to 1.5 months from 3 months of routine.
Description of drawings
Accompanying drawing 1 is the schematic diagram of the inland terminal depot in the embodiments of the invention one;
Accompanying drawing 2 is the deep-mixed pile schematic diagram of arranging;
Accompanying drawing 4 is the schematic diagram of the inland terminal depot in the embodiments of the invention two;
Wherein: 1, horsestone steel bar concrete; 2, basis; 3, foundation ditch; 4, roadbed; 5, road surface; 6, gutter; 7, deep-mixed pile; 8, reinforcing bar; 9, old revetment;
The specific embodiment
Accompanying drawing 1 to accompanying drawing 3 is embodiments of the invention one, it discloses a kind of foundation structure of inland terminal depot, it comprises foundation ditch 3, be distributed in the many deep-mixed piles 7 of described foundation ditch 3 belows, be arranged on the many deep-mixed piles 7 of harbour upstream face, the top of described deep-mixed pile 7 is inserted with reinforcing bar 8, and described reinforcing bar 8 has part to expose the pile crown of described deep-mixed pile 7 and weld together with the reinforcing bar of basic 2 bottoms, wherein, the many deep-mixed piles 7 of described harbour upstream face overlap joint mutually form diaphragm wall, this diaphragm wall is when construction, the lap width of adjacent deep-mixed pile 7 is not less than 10 centimetres, for guarantee effectively to block water and resistance wall after soil pressure, the diaphragm wall of described harbour upstream face preferably adopts double diaphragm wall system, and all the other deep-mixed piles that are positioned at foundation ditch 3 belows then 7 can be designed to single pile formula or platoon formula according to actual carrying capacity.Wherein the diaphragm wall of harbour upstream face is the double action that plays dash and load-bearing, and the deep-mixed pile of back then is the effect of mainly playing load-bearing, plays effects such as certain antiskid is moving, dash simultaneously.
The thickness of the diaphragm wall of described harbour upstream face is 100～120cm.
Below structure of the present invention and job practices are at large described:
The construction machinery of deep-mixed pile 7 is selected diaxon machine or single shaft machine for use, and the stake footpath is 50 centimetres, and 70 centimetres of diameters are stirred in spray, and the wheelbase of diaxon machine is 50 centimetres.Construct according to following step:
The location of a, deep-mixed pile 7: below foundation ditch 3, determine the position of deep-mixed pile 7, can realize by linear location and elevation location with the harbour upstream face of foundation ditch 3 peripheries;
The construction of b, deep-mixed pile 7: machine is in place, and stirring-head sinks down into set depth, and the ejection curing compound promotes stirring-head simultaneously; Repeat to stir sinking, promote, spray curing compound, rise to the aperture until stirring-head;
C, stirring-head or mixer displacement make the above-mentioned deep-mixed pile 7 that is positioned at the harbour upstream face form diaphragm wall;
D, on the top of described deep-mixed pile 7 with inserting reinforcing bar 8;
E, basis 2 constructions;
F, the pile crown of described deep-mixed pile 7 is partly cut, and the part reinforcing bar 8 that exposes in the described deep-mixed pile 7 reinforcing bar with basic 2 bottoms is welded together.
The dock crash-proof part of the force still is designed to steel concrete, it is the horsestone steel bar concrete 1 in the accompanying drawing 1, basis 2 is a reinforced concrete wall, above-mentioned horsestone steel bar concrete 1 uses 12 millimeters of diameters, 30 * 30 reinforced mesh, above-mentioned basic 2 use 14 millimeters of diameters, 30 * 30 reinforced mesh, backfill railway ballast in the foundation ditch 3, the railway ballast upside wraps up with geotextiles, insert 6%～8% rendzinas and do roadbed 4, road surface pavement 5 on the roadbed 4, and road surface 5 is 12 millimeters of application diameters, 30 * 30 reinforced mesh too, from foundation ditch 3 to a PVC gutter 6 is set the harbour upstream face.
Wherein the essentials for Construction Control of deep-mixed pile 7 is as follows:
1, the curing compound of rotary churning pile slurries can be selected Portland cement for use 32.5, No. 42.5, and the water/binder ratio of this cement grout should elect 1: 1 as according to the needs of soil stabilization intensity～and 1.5: 1.Also can add chemical auxiliary material and admixtures such as water glass in the cement grout, and Admixtures such as rapid hardening, strong, suspension early because the harbour engineering is nearly water operation, so the water/binder ratio of these chemical auxiliary material generally get 0.8: 1～1: 1 proper.
2, rig is laid and should be guaranteed enough planeness and verticality, and the drilling rod gradient must not be greater than 1%, and the deviation of boring Kong Weiyu design attitude must not be greater than 50mm.
3, cement paste is mixed the system system and should be furnished with reliable metering device; The whitewashing system should be equipped with checkout gears such as flowmeter, pressure gauge; In the whitewashing process, control device and measure should be arranged to hoisting velocity.Reply slurry flow, spray pressure, nozzle hoisting velocity etc. are demarcated before the construction.
4, cement paste should stir in last hour of churning, and leakage amount should be controlled at 10～25% in the churning process.Adjacent two pile driving constructions should be not less than 48 hours blanking time; If the deep-mixed pile 7 of foundation ditch 3 belows and harbour upstream face all makes diaphragm wall, construction continuously when then constructing.
5, the rotation of drilling rod and lifting must not interrupted continuously in the formation of pile, and when dismounting drilling rod continued spray, the Grouting Pipe lap length must not be less than 10cm;
6, the construction of inserting reinforcing bar 8 must be closelyed follow rig, must finish in 1 hour behind the pile, and the degree of depth of insertion must meet design requirement, and generally is advisable with 1/3～2/3 of deep-mixed pile 7 height; For the basis 2 that makes deep-mixed pile 7 and upper strata can be better in conjunction with and resistance wall after the needs of soil body lateral pressure, can be in deep-mixed pile 7 close slotting reinforcing bar 8, direction of insertion distributes along the root shape that axially is of deep-mixed pile 7.
7, first of the harbour upstream face genuine down diaphragm wall, for can guarantee effectively to block water and resistance wall after soil pressure, should adopt double diaphragm wall system, thickness is 100～120cm; The diaphragm wall of foundation ditch 3 belows then can be designed to single pile formula or platoon formula according to actual carrying capacity.
8, deep-mixed pile 7 pile crowns partly cut 40 to 75 centimetres, cut 50 centimetres high usually; The reinforcing bar 8 that inserts deep-mixed pile 7 welds together with basic 2 reinforcing bars, can be convenient to like this combine better with harbour basis 2, strengthens the globality of harbour.
Accompanying drawing 4 is embodiments of the invention two, and it is to construct on the basis of old harbour revetment, can reduce construction cost.During construction, at first directly the body of wall of old revetment 9 is reinforced with deep-mixed pile 7, diaphragm wall can be provided with bilayer or individual layer, after forming certain intensity its body of wall with old revetment 9 (ordinary water level is following) is connected as a single entity, make it to become the combined wall of upstream face, mainly bear the dash effect, subsequent processing steps and embodiment one are basic identical.The old revetment segmentation of newly-built harbour basis, the intersegmental 2 centimeter of polyethylene settlement joint of establishing, turning point is established settlement joint equally.1.5 meters platform, 1.0 meters of platform heights are stayed in dredging before the wall.Embodiment two and routine are beaten the castinplace pile processing mode and are compared funds and saved 1/3rd, and advantage economically is fairly obvious, and the construction period also has only half of conventional method.
Claims (7)
1. the foundation structure of an inland terminal depot, it is characterized in that: it comprises foundation ditch, be distributed in described foundation ditch below many deep-mixed piles, be arranged on many deep-mixed piles of harbour upstream face, top at described deep-mixed pile is provided with the basis, top, described basis is provided with the horsestone steel bar concrete, the top of described deep-mixed pile is inserted with reinforcing bar, and described reinforcing bar has part to expose the pile crown of described deep-mixed pile and weld together with the reinforcing bar of foundation bottom; Wherein, many deep-mixed piles of described harbour upstream face overlap the formation diaphragm wall mutually, this diaphragm wall is when construction, the lap width of adjacent deep-mixed pile is not less than 10 centimetres, for guarantee effectively to block water and resistance wall after soil pressure, described diaphragm wall adopts double diaphragm wall system, many deep-mixed piles that are positioned at described foundation ditch below then are designed to single pile formula or platoon formula according to actual carrying capacity, wherein said diaphragm wall is the double action that plays dash and load-bearing, many deep-mixed piles of described foundation ditch below then are the effects of playing load-bearing, and it is moving also to play antiskid simultaneously, the dash effect.
2. the foundation structure of inland terminal depot according to claim 1, it is characterized in that: the thickness of the diaphragm wall of described harbour upstream face is 100～120cm.
3. the job practices of the foundation structure of an inland terminal depot as claimed in claim 1, it is characterized in that: it comprises
The location of a, deep-mixed pile: the position of below foundation ditch, determining deep-mixed pile with the upstream face of harbour;
The construction of b, deep-mixed pile: machine is in place, and stirring-head sinks down into set depth, and the ejection curing compound promotes stirring-head simultaneously, repeats to stir sinking, promotes, sprays curing compound, rises to the aperture until stirring-head;
C, stirring-head displacement make the above-mentioned deep-mixed pile that is positioned at the harbour upstream face form diaphragm wall;
D, on the top of described deep-mixed pile with inserting reinforcing bar;
E, carry out foundation construction;
F, the pile crown of described deep-mixed pile is partly cut, and the part reinforcing bar that exposes in the described deep-mixed pile and the reinforcing bar of foundation bottom are welded together.
4. the foundation construction method of inland terminal depot according to claim 3, its feature also is: the thickness of the diaphragm wall of described harbour upstream face is 100～120cm.
5. the foundation construction method of inland terminal depot according to claim 3, its feature also is: in step f, described cutting highly is 40 to 75 centimetres.
6. the foundation construction method of inland terminal depot according to claim 3, its feature also is: be inserted with many described reinforcing bars in the described deep-mixed pile, and described reinforcing bar is the root shape and arranges in described deep-mixed pile.
7. the foundation construction method of inland terminal depot according to claim 3, its feature also is: described curing compound is a portland cement, and the water/binder ratio of described curing compound is 1: 1～1.5: 1.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008100185252A CN101230578B (en) | 2008-02-20 | 2008-02-20 | Substructure of inland river dock and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008100185252A CN101230578B (en) | 2008-02-20 | 2008-02-20 | Substructure of inland river dock and construction method thereof |
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| Publication Number | Publication Date |
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| CN101230578A CN101230578A (en) | 2008-07-30 |
| CN101230578B true CN101230578B (en) | 2010-10-27 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2008100185252A Expired - Fee Related CN101230578B (en) | 2008-02-20 | 2008-02-20 | Substructure of inland river dock and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114875841B (en) * | 2022-04-18 | 2023-05-23 | 中铁上海设计院集团有限公司 | River revetment reconstruction method for adjacent railway bridge piers |
| CN115478512B (en) * | 2022-10-21 | 2024-02-06 | 中交第三航务工程勘察设计院有限公司 | Portal rigid frame wharf structure and construction method thereof |
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Granted publication date: 20101027 Termination date: 20130220 |