CN104912065A - Underwater anchor pile construction method - Google Patents
Underwater anchor pile construction method Download PDFInfo
- Publication number
- CN104912065A CN104912065A CN201510311005.0A CN201510311005A CN104912065A CN 104912065 A CN104912065 A CN 104912065A CN 201510311005 A CN201510311005 A CN 201510311005A CN 104912065 A CN104912065 A CN 104912065A
- Authority
- CN
- China
- Prior art keywords
- dowel
- anchor
- hole
- grouting
- pipe
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses an underwater anchor pile construction method. The method is suitable for reinforcing an underwater structure having the requirements of extraction resistance, sliding resistance or improvement of overall structural stability and also suitable for positioning overwater floating bodies such as ships and floating platforms. The underwater anchor pile construction method is characterized by comprising the steps of platform building, underwater hole making, filling of a quick set anchoring agent, anchor bar and grouting pipe manufacture and installation, duct mud jacking, sleeve drawing and anchor pile maintenance. The method has the advantages of being less in labor hour consumption, saving materials, being convenient to install and high in construction efficiency and reducing cost. Compared with a traditional cast-in-place concrete foundation reinforcement structure scheme, the method has the advantages of saving labor, being less in material consumption and low in construction cost, having quickness in construction and being convenient to install, safe and environmentally friendly.
Description
Technical field
The present invention relates to a kind of anchoring underwater construction method, is specifically dowel pile construction method under water.
Background technology
Anchor pile is a kind of structure of building being carried out to active enforcement.As the tensional element going deep into stratum, anchor pile one end is connected with building, and the other end gos deep into stratum, relies on the bonding rubbing action between stake and ground, strengthens antiskid and the stability against overturning of fabric structure.
Anchor pile is usually used in anchoring land building, under water anchor pile be anchor pile is applied under water with a kind of technological innovation of anchoring structure, pass through, under water with pipe bit hole, after pore-forming, to insert dowel (wire rope, reinforcing bar, presstressed reinforcing steel etc. can be adopted as required as dowel) and Grouting Pipe with special equipment during construction.The difference in specific gravity of cement paste and water (twice that the gravity that in unit volume, cement paste produces weighs close to water) is utilized to carry out underwater drainage perfusion.At the bottom of hole during grouting under pressure, in hole, water is by after cement paste extruding gradually outside tap, thus forms anchoring underwater pile body.The other end of dowel connects anchoring needs fixing structure (maybe needing the over-water floats of locating, as boats and ships, floating platform etc.), reaches the object of rock-steady structure.
Summary of the invention
The object of the invention is to overcome the deficiencies in the prior art, provide one dowel pile construction method under water at this; This method is applicable to resistance to plucking, antiskid or improves the reinforcing of structure in the water of whole structural stability demand, is also applicable to the Overwater-floating buoyancy aids such as location boats and ships, floating platform.
The present invention is achieved in that structure one dowel pile construction method under water, it is characterized in that, implements in the following manner:
(1) putting up platform, adopts floating platform method or fixed platform method;
1) floating platform method: possess navigation condition appropriate to the occasion employing ship and set up floating platform, can adopt not cracky and the floating platforms of material assembling such as sealing good oil drum when not satisfying the requirements; Design, the making of floating platform should meet safe handling demand, and platform bearer ability should lower than 2 times of construction total load;
2) fixed platform method: should directly select water outlet structure as fixed platform, platform bearer ability should not lower than 1.5 times of construction total load;
During fixed platform method oblique drilling hole, should adopt and have enough rigidity and straight steel pipe or other suitable shaped steel processing leading trucks, leading truck bottom should not easily be shifted after landing, and top should be connected and fixed with structure;
(2) pore-creating under water: geological drilling rig should be selected to carry out underwater drilling operation by with pipe bore extracting core process;
1) rig is installed on platform, with total station survey, location rig;
2) adopt geology drill sleeve with pipe boring and coring, stop with pipe when sleeve pipe sword pin embeds the basement rock 50cm degree of depth, rig continues to creep into being not less than design anchorage length;
3) drill bit of rigging down, drilling rod, retain casing pipe hole forming;
(3) the fast solidifying Anchor Agent of perfusion: when needing to adopt secondary grouting scheme, implement with step to be by the following method in the milk first:
Fast solidifying Anchor Agent ampoule is few, and material requested should weigh and use packaging plastic bags in advance, uses front on-the-spot mixing; Anchor Agent discharge tube is to discharging at the bottom of dowel stake holes, and the perfusion degree of depth should not be less than 50cm;
Method and the step of the fast solidifying Anchor Agent of discharge tube perfusion are:
1) after charging, discharge tube is put into hole, slowly transfer with lifting rope, must not free-falling be let alone;
2) when transferring at the bottom of discharge tube access hole, the steel pole below cylinder first contacts to earth, and stack shell continues to sink down at the bottom of hole by deadweight, simultaneously steel pole jacking drive hinge base plate to depart from the bottom of cylinder to form discharge port in cylinder, and Anchor Agent sinks at the bottom of hole;
3) slowly mention discharge tube, Anchor Agent is all poured at the bottom of hole;
4) discharge tube is proposed, outside hole, complete and be in the milk first;
(4) dowel, Grouting Pipe manufacture and installation:
1) dowel is along anchor hole axis arranged, adopts yi word pattern section to be arranged in juxtaposition during two dowels, presses triangular section and arrange during 3 dowels, presses cross-shaped cross-section and arrange during 4 dowels;
2) the dowel preparation method of anchoring section is, stringing ring (φ 6 plain bar bends) is located, and makes dowel (or dowel bundle) center and anchor hole axis substantially identical, to lock or firm with adhering with epoxy resin between adjacent dowel with wire clips is staggered;
3) materials such as pvc pipe, conduit peschel, sebific duct can be used to make Grouting Pipe, after dowel completes, the Grouting Pipe within the scope of anchoring section and dowel thin wire colligation bunchy;
4) when dowel has a quick resistance to plucking requirement, should install dowel immediately after completing grouting first, the outlet of Grouting Pipe is located at apart from Anchor Agent end face 25cm At The Height; When requiring without quick resistance to plucking, can insert dowel until at the bottom of hole after anchor pile pore-forming, the grout outlet of Grouting Pipe is located at apart from 25cm place, dowel end;
(5) hole path pressure grouting:
1) dowel installs at cannula tip the sizing device that overflows after installing;
2) with the expansion cement slurry that mortar mixer mixing is enough, grouting pump is injected;
3) grouting pump is to slip casting in anchor hole, the cement paste overflowed to the slurry mouth that overflows and the basically identical rear stopping slip casting of concentration of magma;
(6) withdrawing sleeve pipe: remove the sizing device that overflows, pull out steel sleeve section by section, should take measures in tube drawing process to avoid to take dowel out of or fag end falls into the water;
(7) anchor pile health: anchor pile is natural Health preservation in water, forbids in maintenance processes pulling at the muscle that weighs anchor, synchronously makes cement paste test specimen during slip casting, health in water.
According to the pile construction method of dowel under water of the present invention, it is characterized in that:
Described discharge tube is a kind of pressure lever type discharge tube, discharge tube is assembled by upper shell (2.1), lower shell (2.2), movable steel pole (2.3), stop nut (2.4), steel pole foot pad (2.5), steel pole leading truck (2.6), hinge type base plate (2.7), hinge steel axle (2.8), silica gel grout cover (2.9), steel collet (2.10), wherein upper shell (2.1) is connected with lower shell (2.2) hickey (2.12), stop nut (2.4) on movable steel pole (2.3) is detachable, is convenient to clean discharge tube;
Its working method is:
(1) hand-hole is transferred with lifting rope after discharge tube charging, when sinking at the bottom of hole, utilize self gravitation touch and jack-up cylinder in movable steel pole (2.3), and by steel pole (2.3) drive rise hinge base plate (2.7), base plate turns over formation discharge port under axle, and grouting agent flows at the bottom of hole.
(2), after mentioning discharge tube, steel pole (2.3) and hinge base plate (2.7) tenesmus, in cylinder, grouting agent continues to flow at the bottom of hole to completing grouting.
According to the pile construction method of dowel under water of the present invention, it is characterized in that:
Described fast solidifying Anchor Agent is mixed to join by site trial by fixing agent for anchor poles and accelerating admixture and is formed, and dowel can be made can to bear certain uplift resistance at short notice, prevent dowel from being taken out of when withdrawing sleeve pipe;
Fast solidifying Anchor Agent fixing agent for anchor poles, accelerating admixture and water modulation forms, and tries to join to carry out with requiring according to the following steps:
(1) design the volume scope of accelerating admixture, just intend 1.0 ~ 3.0% values that volume presses Anchor Agent;
(2) Anchor Agent, accelerating admixture (volume 2.0%) water mixing are mixed uniform, record suitable services denseness (with formed pasty state, fluidised form compound and dowel installs smooth and easy being as the criterion) time water supply volume;
(3) make a sample by accelerating admixture at interval of 0.5% volume, observe the duration keeping suitable services denseness, and make a record;
(4) get the match ratio meeting engineering time requirement (coagulate Anchor Agent soon from mixing and complete required engineering time prolongation 30min to installing dowel) and coagulate Anchor Agent design mixture proportion as fast.
According to the pile construction method of dowel under water of the present invention, it is characterized in that:
Described excessive sizing device is made up of PVC reducing tee (3.1), straight tube (3.2), elbow (3.3) and O type silica gel slurry check ring (3.4); Its function is to return out sleeve pipe slurries suitable for reading during centralized collection slip casting, avoids cement paste to run off and polluted river water.
Technological principle: arrange anchor pile stake position by structural stress analysis and field geology construction features, the maximum anchored force needed for calculation stability structure Overwater-floating buoyancy aids such as (or) boats and ships and anchor pile length.Geological drilling rig carries out pore-creating under water with pipe core drill hole method, inserts dowel (this engineering method adopts wire rope, also can adopt plain bars, presstressed reinforcing steel, rod iron etc. as required) and Grouting Pipe after pore-forming.The difference in specific gravity of cement paste and water (twice that the gravity that in unit volume, cement paste produces weighs close to water) is utilized to carry out underwater drainage perfusion.At the bottom of hole during grouting under pressure, in hole, water is by after cement paste extruding gradually outside tap, thus forms anchoring underwater pile body.
The invention has the advantages that: this method have consume man-hour few, save material, easy for installation, efficiency of construction is high, the advantage such as cost-saving.With traditional cast-in-place Underwater Concrete underpin structure project plan comparison, this method has the features such as saving is artificial, material consumption is few, construction costs is low, it is quick, easy for installation to construct, safety and environmental protection.
Social benefit is analyzed: anchor pile is usually used in land, and anchor pile is the application technology innovation that anchor pile is constructed under water under water, and it is at grappling Overwater-floating buoyancy aid, and particularly stablizing in water the engineering construction fields such as building structure has good application prospect.Dowel pile driving construction is quick under water, and work, material expend few, reduces engineering cost, economizes on resources, little to water pollution, and construction safety, environmental protection, have good social benefit.
The scope of application: this engineering method is applicable to resistance to plucking, antiskid or improves structure in the water of whole structural stability demand, is also applicable to the Overwater-floating buoyancy aids such as location boats and ships, floating platform.
Accompanying drawing explanation
The floating platform drilling construction method schematic diagram of Fig. 1-1
Fig. 1-2 fixed platform vertical drilling construction method schematic diagram
Fig. 1-3 fixed platform oblique drilling hole construction method schematic diagram
Fig. 1-4 is A drawings in Fig. 1-1 ~ 1-3
Fig. 2 discharge tube structure design elevation
Fig. 2-1 is A place full-page proof (pipe fitting joint) in Fig. 2
Fig. 2-2 is B full-page proofs (hickey) in Fig. 2-1
Fig. 2-3 is steel pole schematic diagrames in Fig. 2
Fig. 2-4 is II-II sectional schematic diagrams in Fig. 2-1
Fig. 2-5 is I-I generalized sections in Fig. 2
Fig. 2-6 is silicagel pad plan views
Fig. 2-7 is hinge type base plate plane figure
Fig. 2-8 is hinge type base plate elevation
Fig. 3 overflows sizing device structural representation
Fig. 4 pressure lever type discharge tube grouting construction process chart
Fig. 5 dowel section arrangement diagram
Fig. 6 anchor pile grouting process figure
Fig. 7 is dowel pile constructing process flow chart under water
Wherein: upper shell 2.1, lower shell 2.2, movable steel pole 2.3, stop nut 2.4, steel pole foot pad 2.5, steel pole leading truck 2.6, hinge type base plate 2.7, hinge steel axle 2.8, silica gel grout cover 2.9, steel collet 2.10, cord hole 2.11, hickey 2.12, reducing tee 3.1, straight tube 3.2, elbow 3.3, O type silica gel slurry check ring 3.4.
Detailed description of the invention
Below in conjunction with accompanying drawing 1-7, the present invention is described in detail, is clearly and completely described the technical scheme in the embodiment of the present invention, and obviously, described embodiment is only the present invention's part embodiment, instead of whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art, not making the every other embodiment obtained under creative work prerequisite, belong to the scope of protection of the invention.
The present invention provides one dowel pile construction method under water by innovation, the scope of application: this engineering method is applicable to resistance to plucking, antiskid or improves the reinforcing of structure in the water of whole structural stability demand, is also applicable to the Overwater-floating buoyancy aids such as location boats and ships, floating platform.
The present invention runs in the following manner:
(1) putting up platform, adopts floating platform method or fixed platform method;
1) floating platform method: possess navigation condition appropriate to the occasion employing ship and set up floating platform, can adopt not cracky and the floating platforms of material assembling such as sealing good oil drum when not satisfying the requirements; Design, the making of floating platform should meet safe handling demand, and platform bearer ability should lower than 2 times of construction total load;
2) fixed platform method: should directly select water outlet structure as fixed platform, platform bearer ability should not lower than 1.5 times of construction total load;
During fixed platform method oblique drilling hole, should adopt and have enough rigidity and straight steel pipe or other suitable shaped steel processing leading trucks, leading truck bottom should not easily be shifted after landing, and top should be connected and fixed with structure;
(2) pore-creating under water: geological drilling rig should be selected to carry out underwater drilling operation by with pipe bore extracting core process;
1) rig is installed on platform, with total station survey, location rig;
2) adopt geology drill sleeve with pipe boring and coring, stop with pipe when sleeve pipe sword pin embeds the basement rock 50cm degree of depth, rig continues to creep into being not less than design anchorage length;
3) drill bit of rigging down, drilling rod, retain casing pipe hole forming;
(3) the fast solidifying Anchor Agent of perfusion: when needing to adopt secondary grouting scheme, implement with step to be by the following method in the milk first:
Fast solidifying Anchor Agent ampoule is few, and material requested should weigh and use packaging plastic bags in advance, uses front on-the-spot mixing; Anchor Agent discharge tube is to discharging at the bottom of dowel stake holes, and the perfusion degree of depth should not be less than 50cm;
As Fig. 4, method and the step of the fast solidifying Anchor Agent of discharge tube perfusion are:
1) after charging, discharge tube is put into hole, slowly transfer with lifting rope, must not free-falling be let alone;
2) when transferring at the bottom of discharge tube access hole, the steel pole below cylinder first contacts to earth, and stack shell continues to sink down at the bottom of hole by deadweight, simultaneously steel pole jacking drive hinge base plate to depart from the bottom of cylinder to form discharge port in cylinder, and Anchor Agent sinks at the bottom of hole;
3) slowly mention discharge tube, Anchor Agent is all poured at the bottom of hole;
4) discharge tube is proposed, outside hole, complete and be in the milk first;
(4) dowel, Grouting Pipe manufacture and installation:
1) as Fig. 5, dowel, along anchor hole axis arranged, adopts yi word pattern section to be arranged in juxtaposition, presses triangular section and arrange during 3 dowels, press cross-shaped cross-section and arrange during 4 dowels during two dowels;
2) the dowel preparation method of anchoring section is, stringing ring (φ 6 plain bar bends) is located, and makes dowel (or dowel bundle) center and anchor hole axis substantially identical, to lock or firm with adhering with epoxy resin between adjacent dowel with wire clips is staggered;
3) materials such as pvc pipe, conduit peschel, sebific duct can be used to make Grouting Pipe, after dowel completes, the Grouting Pipe within the scope of anchoring section and dowel thin wire colligation bunchy;
4) when dowel has a quick resistance to plucking requirement, should install dowel immediately after completing grouting first, the outlet of Grouting Pipe is located at apart from Anchor Agent end face 25cm At The Height; When requiring without quick resistance to plucking, can insert dowel until at the bottom of hole after anchor pile pore-forming, the grout outlet of Grouting Pipe is located at apart from 25cm place, dowel end;
(5) hole path pressure grouting:
1) as Fig. 6, dowel installs at cannula tip the sizing device that overflows after installing;
2) with the expansion cement slurry that mortar mixer mixing is enough, grouting pump is injected;
3) grouting pump is to slip casting in anchor hole, the cement paste overflowed to the slurry mouth that overflows and the basically identical rear stopping slip casting of concentration of magma;
(6) withdrawing sleeve pipe: remove the sizing device that overflows, pull out steel sleeve section by section, should take measures in tube drawing process to avoid to take dowel out of or fag end falls into the water;
(7) anchor pile health: anchor pile is natural Health preservation in water, forbids in maintenance processes pulling at the muscle that weighs anchor, synchronously makes cement paste test specimen during slip casting, health in water.
The pile construction technology of dowel under water scheme of the present invention
1. the schematic design of anchor pile boring under water: if Fig. 1-1 is to 1-4, anchor pile can select floating platform method or steady job platform method to construct according to different engineering demands and execution conditions under water.Vertical drilling scheme (see Fig. 1-1) should be adopted during floating platform method construction; During the construction of steady job platform method, then can select the scheme such as vertical drilling (see Fig. 1-2) or leading truck oblique drilling hole (see Fig. 1-3) as required.
(1) rig is selected: because this technology needs to carry out underwater drilling, water pollutions can be caused when considering underwater air decline of pressure and deslagging, should not adopt and rely on compressed air to discharge the rigs such as the down-the-hole drill of boring mud, geological drilling rig should be adopted to carry out underwater drilling operation by with pipe bore extracting core process.
(2) with pipe severity control: during with pipe operation, sleeve pipe should with at the bottom of hand-hole, and on the top of anchoring section, embedding rock forms the duct of pipe (hole) wall opposing seal to pin, and during to avoid tube drawing, disturbance has completed cement paste, damage or the destruction anchoring body of perfusion.
2. anchor hole grouting program design: considering after slip casting should withdrawing sleeve pipe (preventing because of cement paste consolidation, blocking sleeve pipe) as early as possible, may drag in withdrawing sleeve pipe process pull out or the situation such as mobile dowel time, this technology adopts secondary grouting scheme to avoid this type of circumstances from happening.Wherein slip casting is first the fast solidifying Anchor Agent of perfusion within the scope of certain depth at the bottom of hole, its role is to make dowel after slip casting all completes, is formed before withdrawing sleeve pipe and can prevent dowel from being pulled out by dragging or enough uplift resistances of movement.Wherein secondary grouting for filling expansive cement (sand) slurry in dowel stake holes.
Back-grouting scheme after anchor pile pore-forming, pull out sleeve pipe before implement, technological process is: be in the milk → install dowel → secondary grouting first.
(1) discharge tube design: grouting first have employed the means of delivery of pressure lever type discharge tube (see figure 2) as Anchor Agent hand-hole of designed, designed.Discharge tube is formed by assembling parts such as upper shell, lower shell, movable steel pole and stop nut, steel pole leading truck, hinge type base plate and silica gel grout covers.Use the advantage of discharge tube feeding to be, Anchor Agent can be sent at the bottom of hole smoothly, and the period that sinks under water is not subject to water washes away loss.
(2) excessive sizing device design: as Fig. 3, the sizing device that overflows is made up of PVC reducing tee, straight tube, elbow and O type silica gel slurry check ring, its function is to return out sleeve pipe slurries suitable for reading when collecting slip casting, avoids cement paste to run off and polluted river water.
(3) fast solidifying Anchor Agent selection and mix-design require: through building site, examination is joined, fast solidifying Anchor Agent can be formed when fixing agent for anchor poles and accelerating admixture collocation being used, make dowel can bear certain uplift resistance at short notice, prevent dowel from being taken out of when withdrawing sleeve pipe.
Fast solidifying Anchor Agent fixing agent for anchor poles, accelerating admixture and water modulation forms, and tries to join to carry out with requiring according to the following steps:
1) design the volume scope of accelerating admixture, just intend 1.0 ~ 3.0% values that volume presses Anchor Agent;
2) Anchor Agent, accelerating admixture (volume 2.0%) water mixing are mixed uniform, record suitable services denseness (with formed pasty state, fluidised form compound and dowel installs smooth and easy being as the criterion) time water supply volume;
3) make a sample by accelerating admixture at interval of 0.5% volume, observe the duration keeping suitable services denseness, and make a record;
4) get the match ratio meeting engineering time requirement (coagulate Anchor Agent soon from mixing and complete required engineering time prolongation 30min to installing dowel) and coagulate Anchor Agent design mixture proportion as fast.
Engineering test example: Tian Quan river, refined (peace) health (determining) the speedway C7 contract section Jiang Jia dam bridge being undertaken the construction of construction by Road and Waterway Construction Engineering Co., Ltd. is located in Tian Quanleying township, Ya'an, bridge is many merits Interflowing area connecting line across sky full river design, and its 3# ~ 5# bridge pier in water adopts builds steel trestle, the construction of steel platform scheme.
In the piling process of trestle and platform, part steel pipe pile because of the thin and basement rock of Riverbed is hard can not effective build-in, trestle poor stability, needs to reinforce trestle.Conventional reinforcement means is cast-in-place Underwater Concrete parcel steel pipe pile at riverbed place, stake position, at the bottom of stake, namely form concrete Extended chemotherapy with stable trestle work structure, this reinforcement means operation be many, progress is slow, consumable quantity greatly, costly.Through comparing, innovation takes anchor pile technology under water and reinforces the not enough place of the embedding stake degree of depth of steel trestle.Dowel pile section about material, accelerates programming, reduces engineering cost, after scheme implementation, enhance the stability of trestle, platform structure under water, ensure that structural safety uses and bridge is paddled the smooth construction of bridge pier.
Economic and Efficiency Analysis: co-occurrence is watered Underwater Concrete underpin scheme and compared, anchor pile Scheme of Strengthening input is artificial under water, equipment, material are few, cost-saving (see table 1).Table 1: different Scheme of Strengthening Cost comparisons table
As seen from the above table, anchor pile Scheme of Strengthening cost is 59280 yuan under water, and than by cost-saving 107727 yuan of cast-in-place Underwater Concrete underpin scheme, cost savings rate is 64.5%, remarkable in economical benefits.
Social benefit is analyzed: anchor pile is usually used in land, and anchor pile is the application technology innovation that anchor pile is constructed under water under water, and it is at grappling Overwater-floating buoyancy aid, and particularly stablizing in water the engineering construction fields such as building structure has good application prospect.Dowel pile driving construction is quick under water, and work, material expend few, reduces engineering cost, economizes on resources, little to water pollution, and construction safety, environmental protection, have good social benefit.
Technical characterstic: this method have consume man-hour few, save material, easy for installation, efficiency of construction is high, the advantage such as cost-saving.With traditional cast-in-place Underwater Concrete underpin structure project plan comparison, this method has the features such as saving is artificial, material consumption is few, construction costs is low, it is quick, easy for installation to construct, safety and environmental protection.
The scope of application: this engineering method is applicable to resistance to plucking, antiskid or improves the reinforcing of structure in the water of whole structural stability demand, is also applicable to the Overwater-floating buoyancy aids such as location boats and ships, floating platform.
Technological principle: arrange anchor pile stake position by structural stress analysis and field geology construction features, the maximum anchored force needed for calculation stability structure Overwater-floating buoyancy aids such as (or) boats and ships and anchor pile length.Geological drilling rig carries out pore-creating under water with pipe core drill hole method, inserts dowel (can select wire rope, plain bars, presstressed reinforcing steel, rod iron etc. as required) and Grouting Pipe after pore-forming.The difference in specific gravity of cement paste and water (twice that the gravity that in unit volume, cement paste produces weighs close to water) is utilized to carry out underwater drainage perfusion.At the bottom of hole during grouting under pressure, in hole, water is by after cement paste extruding gradually outside tap, thus forms anchoring underwater pile body.
To the above-mentioned explanation of the disclosed embodiments, professional and technical personnel in the field are realized or uses the present invention.To be apparent for those skilled in the art to the multiple amendment of these embodiments, General Principle as defined herein can without departing from the spirit or scope of the present invention, realize in other embodiments.Therefore, the present invention can not be restricted to these embodiments shown in this article, but will meet the widest scope consistent with principle disclosed herein and features of novelty.
Claims (4)
1. a dowel pile construction method under water, is characterized in that, implements in the following manner:
(1) putting up platform, adopts floating platform method or fixed platform method;
1) floating platform method: possess navigation condition appropriate to the occasion employing ship and set up floating platform, can adopt not cracky and the floating platforms of material assembling such as sealing good oil drum when not satisfying the requirements; Design, the making of floating platform should meet safe handling demand, and platform bearer ability should lower than 2 times of construction total load;
2) fixed platform method: should directly select water outlet structure as fixed platform, platform bearer ability should not lower than 1.5 times of construction total load;
During fixed platform method oblique drilling hole, should adopt and have enough rigidity and straight steel pipe or other suitable shaped steel processing leading trucks, leading truck bottom should not easily be shifted after landing, and top should be connected and fixed with structure;
(2) pore-creating under water: geological drilling rig should be selected to carry out underwater drilling operation by with pipe bore extracting core process;
1) rig is installed on platform, with total station survey, location rig;
2) adopt geology drill sleeve with pipe boring and coring, stop with pipe when sleeve pipe sword pin embeds the basement rock 50cm degree of depth, rig continues to creep into being not less than design anchorage length;
3) drill bit of rigging down, drilling rod, retain casing pipe hole forming;
(3) the fast solidifying Anchor Agent of perfusion: when needing to adopt secondary grouting scheme, implement with step to be by the following method in the milk first:
Fast solidifying Anchor Agent ampoule is few, and material requested should weigh and use packaging plastic bags in advance, uses front on-the-spot mixing; Anchor Agent discharge tube is to discharging at the bottom of dowel stake holes, and the perfusion degree of depth should not be less than 50cm;
Method and the step of the fast solidifying Anchor Agent of discharge tube perfusion are:
1) after charging, discharge tube is put into hole, slowly transfer with lifting rope, must not free-falling be let alone;
2) when transferring at the bottom of discharge tube access hole, the steel pole below cylinder first contacts to earth, and stack shell continues to sink down at the bottom of hole by deadweight, simultaneously steel pole jacking drive hinge base plate to depart from the bottom of cylinder to form discharge port in cylinder, and Anchor Agent sinks at the bottom of hole;
3) slowly mention discharge tube, Anchor Agent is all poured at the bottom of hole;
4) discharge tube is proposed, outside hole, complete and be in the milk first;
(4) dowel, Grouting Pipe manufacture and installation:
1) dowel is along anchor hole axis arranged, adopts yi word pattern section to be arranged in juxtaposition during two dowels, presses triangular section and arrange during 3 dowels, presses cross-shaped cross-section and arrange during 4 dowels;
2) the dowel preparation method of anchoring section is, stringing ring (φ 6 plain bar bends) is located, and makes dowel (or dowel bundle) center and anchor hole axis substantially identical, to lock or firm with adhering with epoxy resin between adjacent dowel with wire clips is staggered;
3) materials such as pvc pipe, conduit peschel, sebific duct can be used to make Grouting Pipe, after dowel completes, the Grouting Pipe within the scope of anchoring section and dowel thin wire colligation bunchy;
4) when dowel has a quick resistance to plucking requirement, should install dowel immediately after completing grouting first, the outlet of Grouting Pipe is located at apart from Anchor Agent end face 25cm At The Height; When requiring without quick resistance to plucking, can insert dowel until at the bottom of hole after anchor pile pore-forming, the grout outlet of Grouting Pipe is located at apart from 25cm place, dowel end;
(5) hole path pressure grouting:
1) dowel installs at cannula tip the sizing device that overflows after installing;
2) with the expansion cement slurry that mortar mixer mixing is enough, grouting pump is injected;
3) grouting pump is to slip casting in anchor hole, the cement paste overflowed to the slurry mouth that overflows and the basically identical rear stopping slip casting of concentration of magma;
(6) withdrawing sleeve pipe: remove the sizing device that overflows, pull out steel sleeve section by section, should take measures in tube drawing process to avoid to take dowel out of or fag end falls into the water;
(7) anchor pile health: anchor pile is natural Health preservation in water, forbids in maintenance processes pulling at the muscle that weighs anchor, synchronously makes cement paste test specimen during slip casting, health in water.
2. the pile construction method of dowel under water according to claim 1, is characterized in that:
Described discharge tube is a kind of pressure lever type discharge tube, discharge tube is assembled by upper shell (2.1), lower shell (2.2), movable steel pole (2.3), stop nut (2.4), steel pole foot pad (2.5), steel pole leading truck (2.6), hinge type base plate (2.7), hinge steel axle (2.8), silica gel grout cover (2.9), steel collet (2.10), wherein upper shell (2.1) is connected with lower shell (2.2) hickey (2.12), stop nut (2.4) on movable steel pole (2.3) is detachable, is convenient to clean discharge tube;
Its working method is:
(1) hand-hole is transferred with lifting rope after discharge tube charging; when sinking at the bottom of hole, utilize self gravitation touch and jack-up cylinder in movable steel pole (2.3), and by steel pole (2.3) drive rise hinge base plate (2.7); base plate turns over formation discharge port under axle, and grouting agent flows at the bottom of hole;
(2), after mentioning discharge tube, steel pole (2.3) and hinge base plate (2.7) tenesmus, in cylinder, grouting agent continues to flow at the bottom of hole to completing grouting.
3. the pile construction method of dowel under water according to claim 1, is characterized in that:
Described fast solidifying Anchor Agent is mixed to join by site trial by fixing agent for anchor poles and accelerating admixture and is formed, and dowel can be made can to bear certain uplift resistance at short notice, prevent dowel from being taken out of when withdrawing sleeve pipe;
Fast solidifying Anchor Agent fixing agent for anchor poles, accelerating admixture and water modulation forms, and tries to join to carry out with requiring according to the following steps:
(1) design the volume scope of accelerating admixture, just intend 1.0 ~ 3.0% values that volume presses Anchor Agent;
(2) Anchor Agent, accelerating admixture (volume 2.0%) water mixing are mixed uniform, record suitable services denseness (with formed pasty state, fluidised form compound and dowel installs smooth and easy being as the criterion) time water supply volume;
(3) make a sample by accelerating admixture at interval of 0.5% volume, observe the duration keeping suitable services denseness, and make a record;
(4) get the match ratio meeting engineering time requirement (coagulate Anchor Agent soon from mixing and complete required engineering time prolongation 30min to installing dowel) and coagulate Anchor Agent design mixture proportion as fast.
4. the pile construction method of dowel under water according to claim 1, is characterized in that:
Described excessive sizing device is made up of PVC reducing tee (3.1), straight tube (3.2), elbow (3.3) and O type silica gel slurry check ring (3.4); Its function is to return out sleeve pipe slurries suitable for reading during centralized collection slip casting, avoids cement paste to run off and polluted river water.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510311005.0A CN104912065B (en) | 2015-06-09 | 2015-06-09 | Dowel pile construction method under water |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510311005.0A CN104912065B (en) | 2015-06-09 | 2015-06-09 | Dowel pile construction method under water |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104912065A true CN104912065A (en) | 2015-09-16 |
| CN104912065B CN104912065B (en) | 2017-10-24 |
Family
ID=54081470
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510311005.0A Active CN104912065B (en) | 2015-06-09 | 2015-06-09 | Dowel pile construction method under water |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104912065B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106703065A (en) * | 2016-11-17 | 2017-05-24 | 中国电建集团贵州工程公司 | Underwater construction method for rock anchor rod draught fan foundation |
| US9695563B1 (en) | 2016-05-18 | 2017-07-04 | Tsun Chow | Bricks and a method for using such bricks to build dikes in water |
| CN107378519A (en) * | 2017-09-05 | 2017-11-24 | 洛阳霍鑫机电科技有限公司 | A kind of stainless steel welded formula combined platform preparation method |
| CN108316318A (en) * | 2017-12-28 | 2018-07-24 | 中国水利水电科学研究院 | One kind stopping sizing device and its application method suitable for rock side slope supporting anchorage cable slip casting |
| CN108625365A (en) * | 2018-06-20 | 2018-10-09 | 湖南建工交通建设有限公司 | Improve prestress and cultivation stake composite structure and the construction method of steel trestle antidumping |
| CN108755695A (en) * | 2018-06-29 | 2018-11-06 | 上海二十冶建设有限公司 | Prevent the device and method of cement mixing pile jam of grouting pipe |
| CN113202118A (en) * | 2021-05-14 | 2021-08-03 | 山东中铁路桥工程有限公司 | Double-wall steel cofferdam anchoring facility under torrent bare rock condition and preparation method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DD256535A1 (en) * | 1987-01-14 | 1988-05-11 | Tech Mikroelektronik Forsch | METHOD AND DEVICE FOR INTRODUCING ANCHORAGES IN A WAITING BACKGROUND |
| CN201627180U (en) * | 2010-03-05 | 2010-11-10 | 中国水电顾问集团华东勘测设计研究院 | Reinforced structure of large fault of dam foundation of gravity dam |
| CN203080534U (en) * | 2013-01-10 | 2013-07-24 | 中国水电顾问集团华东勘测设计研究院 | Supporting structure of fractured rock mass side slope |
| CN103282271A (en) * | 2010-11-09 | 2013-09-04 | 阿克海底公司 | Subsea anchor |
| CN104563111A (en) * | 2014-12-01 | 2015-04-29 | 浙江省岩土基础公司 | Construction method for rock embedding of inclined pile |
-
2015
- 2015-06-09 CN CN201510311005.0A patent/CN104912065B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DD256535A1 (en) * | 1987-01-14 | 1988-05-11 | Tech Mikroelektronik Forsch | METHOD AND DEVICE FOR INTRODUCING ANCHORAGES IN A WAITING BACKGROUND |
| CN201627180U (en) * | 2010-03-05 | 2010-11-10 | 中国水电顾问集团华东勘测设计研究院 | Reinforced structure of large fault of dam foundation of gravity dam |
| CN103282271A (en) * | 2010-11-09 | 2013-09-04 | 阿克海底公司 | Subsea anchor |
| CN203080534U (en) * | 2013-01-10 | 2013-07-24 | 中国水电顾问集团华东勘测设计研究院 | Supporting structure of fractured rock mass side slope |
| CN104563111A (en) * | 2014-12-01 | 2015-04-29 | 浙江省岩土基础公司 | Construction method for rock embedding of inclined pile |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US9695563B1 (en) | 2016-05-18 | 2017-07-04 | Tsun Chow | Bricks and a method for using such bricks to build dikes in water |
| CN106703065A (en) * | 2016-11-17 | 2017-05-24 | 中国电建集团贵州工程公司 | Underwater construction method for rock anchor rod draught fan foundation |
| CN106703065B (en) * | 2016-11-17 | 2019-02-12 | 中国电建集团贵州工程公司 | Rock-bolt blower foundation underwater construction engineering method |
| CN107378519A (en) * | 2017-09-05 | 2017-11-24 | 洛阳霍鑫机电科技有限公司 | A kind of stainless steel welded formula combined platform preparation method |
| CN107378519B (en) * | 2017-09-05 | 2019-05-21 | 洛阳霍鑫机电科技有限公司 | A kind of stainless steel welded formula combined platform production method |
| CN108316318A (en) * | 2017-12-28 | 2018-07-24 | 中国水利水电科学研究院 | One kind stopping sizing device and its application method suitable for rock side slope supporting anchorage cable slip casting |
| CN108625365A (en) * | 2018-06-20 | 2018-10-09 | 湖南建工交通建设有限公司 | Improve prestress and cultivation stake composite structure and the construction method of steel trestle antidumping |
| CN108755695A (en) * | 2018-06-29 | 2018-11-06 | 上海二十冶建设有限公司 | Prevent the device and method of cement mixing pile jam of grouting pipe |
| CN113202118A (en) * | 2021-05-14 | 2021-08-03 | 山东中铁路桥工程有限公司 | Double-wall steel cofferdam anchoring facility under torrent bare rock condition and preparation method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104912065B (en) | 2017-10-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104912065A (en) | Underwater anchor pile construction method | |
| CN102953341B (en) | A kind of high-order trestle work structure be arranged in deep water torrent intectate steep bare rock | |
| CN101086164B (en) | Highly effective quick-speed anti-seep plugging technology for cofferdam | |
| CN101614020B (en) | Flexible bladder type anticorrosion device, anticorrosion pile and construction method using same | |
| CN202509532U (en) | Multi-rib tension type anti-floating anchor | |
| CN101413266B (en) | Processing method of interlayer defect injection concrete of drill filling pile | |
| CN102852141B (en) | Rock-socketed pipe pile foundation with pile core by concrete pouring and pile side by static pressure grouting and construction method for rock-socketed pipe pile foundation | |
| CN101812843B (en) | Centre grouted poured post-grouting pile construction methods, and grouter and grout injector used thereby | |
| CN207727600U (en) | Plugging dewatering well device | |
| CN102979039B (en) | Elevated trestle bridge construction method on covering-free steep bare rock in deepwater and rapid stream | |
| CN202509533U (en) | Single reinforcement pulling force type anti-floating anchor rod | |
| CN104818713A (en) | Profile steel cement soil pile construction method adaptive to various stratums | |
| CN102966111A (en) | Construction method for anchoring steel pipe pile on steep bare rock without covering layer in deep water and rapids | |
| CN203049443U (en) | High level trestle structure arranged on steep bare rock of deepwater torrent unsheathed layer | |
| CN108824471A (en) | A kind of deep water drift net multi-column pier foundation and its construction method | |
| CN104711975A (en) | Construction technology for long spiral cast-in-situ bored pile | |
| CN102808407A (en) | Construction method of soft-foundation reinforced concrete cast-in-place pile | |
| CN204112318U (en) | A kind of technique device improving CFG guncreting pile bearing capacity | |
| CN100554597C (en) | A kind of borehole wall-protection back cover and the method for manufacturing large diameter hollow concrete pile | |
| CN103343534A (en) | Closed precipitation method for foundation pit construction | |
| CN205653804U (en) | Slope assembled warp self -adaptation protection skeleton | |
| CN202989919U (en) | Pressure-bearing water-sand-layer anchor rod mounting structure | |
| CN206581314U (en) | Screw head muscle body posttension pile foundation | |
| CN202323934U (en) | Hole forming device for cast-in-situ triangular composite foundation pile | |
| CN106149726A (en) | The filling stable grout method of dynamic pressure animal migration sand bed base under water soil |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |