CN106498950B - Anchor head is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body - Google Patents

Anchor head is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body Download PDF

Info

Publication number
CN106498950B
CN106498950B CN201611194154.4A CN201611194154A CN106498950B CN 106498950 B CN106498950 B CN 106498950B CN 201611194154 A CN201611194154 A CN 201611194154A CN 106498950 B CN106498950 B CN 106498950B
Authority
CN
China
Prior art keywords
pile
anchor
lagging
anchor pole
pvc pipe
Prior art date
Application number
CN201611194154.4A
Other languages
Chinese (zh)
Other versions
CN106498950A (en
Inventor
王海涛
何永
闫帅
涂兵雄
贾金青
金慧
吴锋
张小浩
吴跃东
申佳玉
Original Assignee
大连交通大学
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by 大连交通大学 filed Critical 大连交通大学
Priority to CN201611194154.4A priority Critical patent/CN106498950B/en
Publication of CN106498950A publication Critical patent/CN106498950A/en
Application granted granted Critical
Publication of CN106498950B publication Critical patent/CN106498950B/en

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/02Foundation pits
    • E02D17/04Bordering surfacing or stiffening the sides of foundation pits

Abstract

The invention discloses Pile-Anchor Supporting for Deep Excavation system and its implementation method that a kind of anchor head is placed in pile body, the support system includes lagging pile, anchor pole, shape of a saddle cushion block, anchorage, pvc pipe, wedge and fore shaft beam;Preset pvc pipe in the lagging pile, the inner end of anchor pole is inserted into foundation pit crater wall across pvc pipe, the outer end of anchor pole is fixedly connected with anchorage, and the anchorage axis and horizontal plane have 15 °~25 ° of angle, and are consistent with anchor pole inclination angle.Present invention eliminates the waist rail in traditional pile-anchor system, loss of prestress caused by avoiding because of waist rail deformation.The power of anchor pole is directly delivered on lagging pile by the present invention, anchor pole and lagging pile can better overall coordination stress, the globality of supporting construction is more preferable, securely and reliably.Present invention eliminates a large amount of connection batten plates, welding rod, and fashioned iron steel and electricity consumption is greatly saved.The invention avoids heavy and dangerous waist rail installment works, simplify process, shorten the duration.

Description

Anchor head is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body
Technical field
The invention belongs to geotechnical engineering field, it is related to especially relating to using the deep-foundation pit engineering of pile-anchor supporting system construction And the Pile-Anchor Supporting for Deep Excavation system and its implementation method of pile body are placed in anchor head.
Background technique
At present in the deep-foundation pit engineering using pile-anchor supporting system construction, lagging pile and anchor pole(Rope)Between connection one As using the waist rail that is made by I-steel or channel steel, by anchor pole(Rope)Be anchored on waist rail, by certain construction measure with Lagging pile connection, to guarantee the overall coordination stress of entire pile-anchor supporting system.Therefore, waist rail is as anchor pole(Rope)Pre-applied force Force transferring structure plays an important role in entire support system.Waist rail is generally welded by fashioned iron, due to waist rail length General very long so that its slenderness ratio is very big, waist rail deformation is difficult to control, and especially works as anchor pole(Rope)The change of waist rail when applying prestressing force Shape can be bigger, and the deformation of waist rail, which directly contributes prestressed loss, makes it be difficult to reach design value, this makes the peace of support system Overall coefficient is difficult to be guaranteed;Waist rail weld constructing operation condition is poor, and weldquality is difficult to ensure, easily formation weak part, It occur frequently that waist rail overall collapse or falling off, and keep support system ineffective, deep basal pit unstability is caused to be collapsed.In addition, the party Method is there is only the dosage of steel is more, and multiple tracks working procedure, constructional difficulties and the fiber crops such as need to have the positioning of waist rail, installation It is tired.Therefore having one kind to be developed can solve, safety present in existing pile-anchor supporting system is poor, cost is high, process is more, the duration The support system of the disadvantages of long.
Summary of the invention
The technical problem to be solved in the present invention:Pile-Anchor Supporting for Deep Excavation system and its embodiment party that anchor head is placed in pile body are provided Method, with solve the problems, such as present in the pile-anchor supporting system because of caused by waist rail deformation loss of prestress and safety it is poor, The disadvantages of cost is high, process is more, long in time limit reaches and improves pile-anchor supporting system overall security, reduces cost, and simplify construction Process and the purpose shortened the construction period.
The technical scheme is that:Anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system of pile body, includes at least lagging pile, anchor Bar, shape of a saddle cushion block, anchorage, pvc pipe, wedge and fore shaft beam;
Preset pvc pipe in the lagging pile, the inner end of anchor pole pass through pvc pipe be inserted into foundation pit crater wall, anchor pole it is outer End is fixedly connected with anchorage, and wedge and shape of a saddle cushion block are arranged between anchorage and lagging pile;The foundation pit crater wall injection is mixed Coagulate soil surface layer, setting soil nailing and drainage hole in the foundation pit crater wall between two adjacent lagging piles;Two adjacent lagging piles it Between foundation pit crater wall on steel mesh is set;The anchorage axis and horizontal plane have 15 ° ~ 25 ° of an angle, and with anchor pole inclination angle It is consistent.
Further, the anchor pole axis and lagging pile center line are in a vertical plane.
Further, the anchor pole is replaced with anchor cable.
Further, the vertical spacing of soil nailing in the foundation pit crater wall between two adjacent lagging piles is 1.4- 1.6m, drainage hole horizontal spacing and vertical spacing are 1.4-1.6m.
Further, the pvc pipe internal diameter is consistent with anchor hole aperture.
Further, fore shaft beam is set at the top of the lagging pile.
Further, the anchor pole has multiple, is inserted into base along multiple preset pvc pipes of lagging pile vertical direction respectively It cheats in crater wall.
Anchor head is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body, includes the following steps:
A, steel reinforcement cage is made
When making steel reinforcement cage, the pvc pipe sealed in steel reinforcement cage at the preset both ends of Soil Anchor Design depth with stopper, pvc pipe It is reliably connected by iron wire and steel reinforcement cage, guarantees that pvc pipe is consistent with Soil Anchor Design angle;It is answered at the preset pvc pipe of steel reinforcement cage Stirrup encryption is done, lagging pile arrangement of reinforcement has directionality, should strictly construct by the direction of drawings marked when steel reinforcement cage is placed.
B, prefabricated shape of a saddle cushion block
Shape of a saddle cushion block uses steel or concrete, guarantees radian at its saddle when prefabricated by prefabricated acquisition, material With used lagging pile circular arc curvature be consistent with guarantee both can perfection agree with.When geological conditions is poor, anchor pole needs When applying more high-prestressed, concrete material shape of a saddle cushion block should select high-mark cement when prefabricated and with reinforcing bar.
C, place cleaning
Place cleaning excavates surface and loosens soil layer, measures positioning, setting-out to lagging pile stake holes.
D, stake holes is dug
Borehole is carried out to projected depth according to the lagging pile hole location that step C is set.
E, steel reinforcement cage is lifted
Steel reinforcement cage is lifted, lagging pile arrangement of reinforcement has directionality, and steel reinforcement cage should be applied strictly by the direction of drawings marked when placing Work.
F, retaining wall pile concrete is poured
The casting concrete into the stake holes for install steel reinforcement cage, and conserve in time.
G, fore shaft beam is performed
After having fore shaft beam execution conditions, progress lagging pile inter-pile soil excavates and the amputation work of retaining wall pile head, mentions in time For fore shaft beam construction working face, binding is placed fore shaft beam steel reinforcement cage, formwork, casting concrete, and is conserved in time.
H, anchor pole is installed
After having excavation condition, along lagging pile excavation pit to Soil Anchor Design depth following depth, look for Stopper is got through to preset pvc pipe and drills through anchor hole;Anchor pole and slip casting, maintenance are installed in anchor hole;It is strong to reach design to cement mortar Shape of a saddle cushion block and wedge are installed after degree, tensioning fixation is carried out to anchor pole.
I, Foundation Pit wall surface is handled
To prevent inter-pile soil from falling off landslide, soil nailing is beaten into inter-pile soil, hangs steel mesh, gunite concrete surface layer;Foundation Pit Drainage hole is arranged in wall surface, does rubble loaded filter behind hole.
J, terminate
Step H-J is repeated, until completing the construction of pile-anchor supporting system.
Compared with prior art, the invention has the advantages that:
1, safe and reliable.It is pre- caused by avoiding because of waist rail deformation present invention eliminates the waist rail in traditional pile-anchor system Stress loss.The present invention is by anchor pole(Rope)Power be directly delivered on lagging pile, anchor pole(Rope)It can be better with lagging pile The globality of overall coordination stress, supporting construction is more preferable, securely and reliably.And steel waist must be passed through in traditional pile-anchor supporting system Beam could be by anchor pole(Rope)Power be transmitted on lagging pile, after soil pressure reaches certain value, local buckling and whole can occur for waist rail Body unstability and the destruction for leading to entire supporting structure system.
2, low cost.Connection structure of the invention eliminates the connection type that waist rail is used in traditional pile-anchor supporting system, A large amount of connection batten plate, welding rod are eliminated, fashioned iron steel and electricity consumption is greatly saved.
3, process is few, short time limit.The present invention saves large amount of complex due to eliminating the waist rail in traditional pile-anchor system Welding more importantly avoids the installment work of heavy and dangerous waist rail, simplifies working procedure, shortens construction work Phase.
Detailed description of the invention
Fig. 1 is the floor map of connection structure of the present invention.
Fig. 2 is connection structure detail drawing of the present invention.
Fig. 3 is the preset pvc pipe schematic diagram of steel reinforcement cage of the present invention.
Fig. 4 is inter-pile soil supporting elevation of the present invention.
Fig. 5 is inter-pile soil supporting plan view of the present invention.
Fig. 6 is present example foundation pit diagrammatic cross-section.
Fig. 7 is foundation pit elevation of the present invention.
In figure:1, lagging pile;2, anchor pole;3, shape of a saddle cushion block;4, anchorage;5, pvc pipe;6, wedge;7, fore shaft beam;8, it mixes Solidifying soil surface layer;9, soil nailing;10, steel mesh;11, bar planting;12, drainage hole;13, steel reinforcement cage.
Specific embodiment
The features of the present invention is further illustrated in the following with reference to the drawings and specific embodiments:
As shown in figs. 1-7, anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system of pile body, includes at least lagging pile 1, anchor pole 2, horse Saddle type cushion block 3, anchorage 4, pvc pipe 5, wedge 6 and fore shaft beam 7;
Preset pvc pipe 5 in the lagging pile 1, the inner end of anchor pole 2 pass through pvc pipe 5 be inserted into foundation pit crater wall, anchor pole 2 Outer end be fixedly connected with anchorage 4, wedge 6 and shape of a saddle cushion block 3 are set between anchorage 4 and lagging pile 1;The Foundation Pit Wall gunite concrete surface layer 8, setting soil nailing 9 and drainage hole 12 in the foundation pit crater wall between two adjacent lagging piles 1;Two phases Steel mesh 10 is set in the foundation pit crater wall between adjacent lagging pile 1;4 axis of anchorage and horizontal plane is with 15 ° ~ 25 ° Angle, and be consistent with 2 inclination angle of anchor pole.
Further, 2 axis of anchor pole and 1 center line of lagging pile are in a vertical plane.
Further, the anchor pole 2 is replaced with anchor cable.
Further, the vertical spacing of soil nailing 9 in the foundation pit crater wall between two adjacent lagging piles 1 is 1.4- 1.6m, 12 horizontal spacing of drainage hole and vertical spacing are 1.4-1.6m.
Further, 5 internal diameter of pvc pipe is consistent with anchor hole aperture.
Further, fore shaft beam 7 is set at the top of the lagging pile 1.
Further, the anchor pole 2 has multiple, is inserted into respectively along multiple preset pvc pipes 5 of 1 vertical direction of lagging pile Into foundation pit crater wall.
Anchor head is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body, includes the following steps:
A, steel reinforcement cage 13 is made
When making steel reinforcement cage 13, the pvc pipe 5 that preset both ends are sealed at 2 projected depth of anchor pole with stopper in steel reinforcement cage 13, Pvc pipe 5 is reliably connected by iron wire with steel reinforcement cage 13, guarantees that pvc pipe 5 is consistent with 2 design angle of anchor pole;In steel reinforcement cage 13 Stirrup encryption should be done at preset pvc pipe 5,1 arrangement of reinforcement of lagging pile has directionality, and steel reinforcement cage 13 should strictly press drawing when placing It constructs in the direction of mark.
B, prefabricated shape of a saddle cushion block 3
Shape of a saddle cushion block 3 uses steel or concrete, guarantees radian at its saddle when prefabricated by prefabricated acquisition, material With used 1 circular arc curvature of lagging pile be consistent with guarantee both can perfection agree with.When geological conditions is poor, anchor pole 2 is needed When applying more high-prestressed, concrete material shape of a saddle cushion block 3 selects high-mark cement when prefabricated and with reinforcing bar.
C, place cleaning
Place cleaning excavates surface and loosens soil layer, measures positioning, setting-out to 1 stake holes of lagging pile.
D, stake holes is dug
Borehole is carried out to projected depth according to 1 hole location of lagging pile that step C is set.
E, steel reinforcement cage 13 is lifted
Steel reinforcement cage 13 is lifted, 1 arrangement of reinforcement of lagging pile has directionality, and the side of drawings marked should be strictly pressed when steel reinforcement cage 13 is placed To construction.
F, 1 concrete of lagging pile is poured
The casting concrete into the stake holes for installing steel reinforcement cage 13, and conserve in time.
G, fore shaft beam 7 is performed
After having 7 execution conditions of fore shaft beam, progress 1 inter-pile soil of lagging pile excavates and the amputation work of 1 pile crown of lagging pile, in time 7 construction working face of fore shaft beam is provided, binding is placed fore shaft beam steel reinforcement cage, formwork, casting concrete, and conserved in time.
H, anchor pole 2 is installed
After having excavation condition, below 1 excavation pit of lagging pile to 2 projected depth of anchor pole, find preset Pvc pipe 5 gets through stopper and drills through anchor hole;Anchor pole 2 and slip casting, maintenance are installed in anchor hole;After cement mortar reaches design strength Shape of a saddle cushion block 3 and wedge 6 are installed, tensioning fixation is carried out to anchor pole 2.
I, Foundation Pit wall surface is handled
To prevent inter-pile soil from falling off landslide, soil nailing 9 is beaten into inter-pile soil, hangs steel mesh 10, gunite concrete surface layer 8;Base It cheats crater wall surface and drainage hole 12 is set, do rubble loaded filter behind hole.
J, terminate
Step H-J is repeated, until completing the construction of pile-anchor supporting system.
Case history:
The deep-foundation pit engineering poor to geological conditions, generallys use pile-anchor supporting system.As shown in fig. 6-7, this example foundation pit Deep 12.4m, 1 long 15m of lagging pile, stake diameter 0.8m, the stake spacing 1.6m of use, respectively at away from stake top 5.0m, 7.5m position Arrange two rows of anchor poles 2,15 ° of 2 inclination angle of anchor pole.
Preparation of construction work is sufficiently carried out, working face leveling excavates surface and loosens soil layer, surveys to 1 stake holes of lagging pile Amount positioning.
As shown in figure 3, to borehole operation is carried out after the positioning of hole location unwrapping wire, while carrying out the production of steel reinforcement cage 13, steel reinforcement cage 13 main reinforcements use HRB400 grades of reinforcing bars, fy=400MPa;Stirrup uses HPB300 grades of reinforcing bars, Fy=300MPa;Make steel reinforcement cage 13 When, the interior pvc pipe 5 that preset both ends are sealed at 2 projected depth of anchor pole with stopper of steel reinforcement cage 13,5 internal diameter 130mm of pvc pipe used, Consistent with anchor hole design diameter, pvc pipe 5 is reliably connected by iron wire with steel reinforcement cage 13, guarantees pvc pipe 5 and 2 design angle of anchor pole It is consistent;Stirrup encryption should be done at the preset pvc pipe 5 of steel reinforcement cage 13.Steel reinforcement cage 13 is lifted after the completion of above-mentioned two step Enter hole and perform lagging pile 1,1 arrangement of reinforcement of lagging pile has directionality, and steel reinforcement cage 13 should be applied strictly by the direction of drawings marked when placing Work.Lagging pile 1 strength grade of concrete C30, thickness of protection tier 35mm.
After having 7 execution conditions of fore shaft beam, progress 1 inter-pile soil of lagging pile excavates and pile crown amputation work, provides in time 7 construction working face of fore shaft beam carries out the binding of fore shaft beam steel reinforcement cage, places, casting concrete, strength grade of concrete C30, steel Tendon protective layer thickness 35mm.All visual concrete faces are covered with gunnysack and watered feeding within the complete 12h of concreting Shield, daily irrigation times are advisable with being able to maintain concrete surface always in moisture state, and curing time is no less than 7 days.
As shown in Figs. 1-2, along 1 excavation pit of lagging pile to 2 projected depth of anchor pole after having pit earthwork excavation condition It at the 0.5m of lower section, finds preset pvc pipe 5 and gets through stopper and drill through anchor hole, anchor pole 2, slip casting, maintenance are installed, reached to cement mortar Shape of a saddle cushion block 3 and wedge 6 are installed after to design strength, tensioning fixation is carried out to anchor pole 2.Steel strand wires use 1 × 7 seven strands, nominal Diameter 17.8mm, tensile strength 1860MPa.Anchor hole cement injection strength classes of mortar M30.
As illustrated in figures 4-5, the supporting for completing to carry out 1 inter-pile soil of lagging pile is performed to anchor pole 2, inter-pile soil is hung using soil nailing 9 6.5@, 200 × 200 steel mesh 10, soil nailing 9 use HRB400 grades of reinforcing bars, fy=400MPa, and surface layer sprays C20 pea gravel concreten, thick Spend 50mm.Mesh sheet production preferably preferentially uses welding procedure, and the overlap joint of steel mesh 10 is no less than 300mm, and mesh sheet should use bar planting 11 Such as:Expansion bolt or other means is connected firmly with lagging pile 1;Drainage hole 12 is arranged in Foundation Pit wall surface, and drainage hole 12 uses Φ 100PVC pipe, spacing are 1.5m × 1.5m, are inclined outwardly 4%, rubble loaded filter is done behind hole.
Simultaneously supporting is excavated downwards in the same way, until projected depth.
It is obvious to a person skilled in the art that invention is not limited to the details of the above exemplary embodiments, Er Qie In the case where without departing substantially from spirit or essential attributes of the invention, the present invention can be realized in other specific forms.Therefore, no matter From the point of view of which point, it should all regard example as exemplary, and be non-limiting, the scope of the present invention is by appended right It is required that rather than above description limit, it is intended that all changes that will be fallen within the meaning and scope of the equivalent elements of the claims Change is included within the present invention.Any reference signs in the claims should not be construed as limiting the involved claims.
The above, only presently preferred embodiments of the present invention, are not intended to limit the present invention, and all technologies according to the present invention are real It verifies any trickle amendment, equivalent replacement and improvement made for any of the above embodiments, should all include the guarantor in technical solution of the present invention Within the scope of shield.

Claims (7)

1. anchor head is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body, the Pile-Anchor Supporting for Deep Excavation system, until It less include lagging pile(1), anchor pole(2), shape of a saddle cushion block(3), anchorage(4), pvc pipe(5), wedge(6)And fore shaft beam(7);
The lagging pile(1)Interior preset pvc pipe(5), anchor pole(2)Inner end pass through pvc pipe(5)Be inserted into foundation pit crater wall, Anchor pole(2)Outer end and anchorage(4)It is fixedly connected, in anchorage(4)With lagging pile(1)Between wedge is set(6)With shape of a saddle pad Block(3);The foundation pit crater wall gunite concrete surface layer(8), two adjacent lagging piles(1)Between foundation pit crater wall in setting Soil nailing(9)And drainage hole(12);Two adjacent lagging piles(1)Between foundation pit crater wall on steel mesh is set(10);Described Anchorage(4)Axis and horizontal plane have 15 ° ~ 25 ° of angle, and and anchor pole(2)Inclination angle is consistent;
It is characterized in that:The implementation method includes the following steps:
A, steel reinforcement cage is made(13)
Make steel reinforcement cage(13)When, steel reinforcement cage(13)Inherent anchor pole(2)The pvc pipe that preset both ends are sealed at projected depth with stopper (5), pvc pipe(5)Pass through iron wire and steel reinforcement cage(13)It is reliably connected, guarantees pvc pipe(5)With anchor pole(2)Design angle keeps one It causes;Steel reinforcement cage(13)Interior preset pvc pipe(5)Place should do stirrup encryption, lagging pile(1)Arrangement of reinforcement has directionality, steel reinforcement cage (13)It should strictly construct by the direction of drawings marked when placement;
B, prefabricated shape of a saddle cushion block(3)
Shape of a saddle cushion block(3)By prefabricated acquisition, material uses steel or concrete, guarantee at its saddle when prefabricated radian with Used lagging pile(1)Circular arc curvature be consistent with guarantee both can perfection agree with;When geological conditions is poor, anchor pole(2) When needing to apply more high-prestressed, concrete material shape of a saddle cushion block(3)High-mark cement is selected when prefabricated and matches reinforcing bar;
C, place cleaning
Place cleaning excavates surface and loosens soil layer, to lagging pile(1)Stake holes measures positioning, setting-out;
D, stake holes is dug
The lagging pile set according to step C(1)Hole location carries out borehole to projected depth;
E, steel reinforcement cage is lifted(13)
Lift steel reinforcement cage(13), lagging pile(1)Arrangement of reinforcement has directionality, steel reinforcement cage(13)It should be strictly by drawings marked when placement Direction construction;
F, lagging pile is poured(1)Concrete
To installing steel reinforcement cage(13)Stake holes in casting concrete, and conserve in time;
G, fore shaft beam is performed(7)
Has fore shaft beam(7)After execution conditions, lagging pile is carried out(1)Inter-pile soil excavates and lagging pile(1)Pile crown amputates work, and When fore shaft beam is provided(7)Construction working face, binding are placed fore shaft beam steel reinforcement cage, formwork, casting concrete, and are conserved in time;
H, anchor pole is installed(2)
After having excavation condition, along lagging pile(1)Excavation pit is to anchor pole(2)Below projected depth, find preset Pvc pipe(5)It gets through stopper and drills through anchor hole;Anchor pole is installed in anchor hole(2)And slip casting, maintenance;It is strong to reach design to cement mortar Shape of a saddle cushion block is installed after degree(3)And wedge(6), to anchor pole(2)Carry out tensioning fixation;
I, Foundation Pit wall surface is handled
To prevent inter-pile soil from falling off landslide, soil nailing is beaten into inter-pile soil(9), hang steel mesh(10), gunite concrete surface layer(8); Drainage hole is arranged in Foundation Pit wall surface(12), rubble loaded filter is done behind hole;
J, terminate
Step H-J is repeated, until completing the construction of pile-anchor supporting system.
2. anchor head according to claim 1 is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body, feature exists In:The anchor pole(2)Axis and lagging pile(1)Center line is in a vertical plane.
3. anchor head according to claim 1 is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body, feature exists In:The anchor pole(2)It is replaced with anchor cable.
4. anchor head according to claim 1 is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body, feature exists In:Two adjacent lagging piles(1)Between foundation pit crater wall in soil nailing(9)Vertical spacing is 1.4-1.6m, draining Hole(12)Horizontal spacing and vertical spacing are 1.4-1.6m.
5. anchor head according to claim 1 is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body, feature exists In:The pvc pipe(5)Internal diameter is consistent with anchor hole aperture.
6. anchor head according to claim 1 is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body, feature exists In:The lagging pile(1)Fore shaft beam is arranged in top(7).
7. anchor head according to claim 1 is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body, feature exists In:The anchor pole(2)Have it is multiple, respectively along lagging pile(1)Multiple preset pvc pipes of vertical direction(5)It is inserted into Foundation Pit In wall.
CN201611194154.4A 2016-12-21 2016-12-21 Anchor head is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body CN106498950B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201611194154.4A CN106498950B (en) 2016-12-21 2016-12-21 Anchor head is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201611194154.4A CN106498950B (en) 2016-12-21 2016-12-21 Anchor head is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body

Publications (2)

Publication Number Publication Date
CN106498950A CN106498950A (en) 2017-03-15
CN106498950B true CN106498950B (en) 2018-11-30

Family

ID=58333588

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201611194154.4A CN106498950B (en) 2016-12-21 2016-12-21 Anchor head is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body

Country Status (1)

Country Link
CN (1) CN106498950B (en)

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108222017B (en) * 2018-02-02 2019-11-26 江苏工程职业技术学院 A kind of H profile steel anchor pole composite pile-prefabricated board wall base pit enclosure construction method
CN108487255B (en) * 2018-02-02 2019-11-26 江苏工程职业技术学院 Modified H profile steel anchor pole composite pile-prefabricated board wall base pit enclosure construction method
CN108867690B (en) * 2018-09-30 2020-07-24 中冶建工集团有限公司 Reverse construction method for pile plate retaining wall of large foundation pit
CN108999199A (en) * 2018-10-12 2018-12-14 深圳市工勘岩土集团有限公司 Combined type foundation pit supporting method
CN110453690A (en) * 2019-09-10 2019-11-15 山东建筑大学 A kind of recyclable Anchored Sheet Pile Wall for Excavation structure and construction method

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003268770A (en) * 2002-03-18 2003-09-25 Rita Sogo Kikaku:Kk Earth retaining construction method and reinforcing structure of sheet pile used for this construction method
CN1970893A (en) * 2006-07-13 2007-05-30 大连理工大学 Connecting structure for use in piled anchor supporting system and its construction method
KR20110129657A (en) * 2010-05-26 2011-12-02 이득근 Retaining wall using frame structure and method of making retaining wall using thereof
CN202323962U (en) * 2011-12-10 2012-07-11 中国建筑西南勘察设计研究院有限公司 Composite supporting structure of drainage pipe pile and soil nailing wall
CN204753604U (en) * 2015-06-11 2015-11-11 西安科技大学 A excavation supporting system for expanding soil district
CN205502023U (en) * 2016-03-17 2016-08-24 中勘冶金勘察设计研究院有限责任公司 Native protector between foundation ditch stake
CN205662920U (en) * 2016-06-08 2016-10-26 四川省建筑科学研究院 Take secret assembled precast pile in anchor rope hole
CN206408630U (en) * 2016-12-21 2017-08-15 大连交通大学 Anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system of pile body

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003268770A (en) * 2002-03-18 2003-09-25 Rita Sogo Kikaku:Kk Earth retaining construction method and reinforcing structure of sheet pile used for this construction method
CN1970893A (en) * 2006-07-13 2007-05-30 大连理工大学 Connecting structure for use in piled anchor supporting system and its construction method
KR20110129657A (en) * 2010-05-26 2011-12-02 이득근 Retaining wall using frame structure and method of making retaining wall using thereof
CN202323962U (en) * 2011-12-10 2012-07-11 中国建筑西南勘察设计研究院有限公司 Composite supporting structure of drainage pipe pile and soil nailing wall
CN204753604U (en) * 2015-06-11 2015-11-11 西安科技大学 A excavation supporting system for expanding soil district
CN205502023U (en) * 2016-03-17 2016-08-24 中勘冶金勘察设计研究院有限责任公司 Native protector between foundation ditch stake
CN205662920U (en) * 2016-06-08 2016-10-26 四川省建筑科学研究院 Take secret assembled precast pile in anchor rope hole
CN206408630U (en) * 2016-12-21 2017-08-15 大连交通大学 Anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system of pile body

Also Published As

Publication number Publication date
CN106498950A (en) 2017-03-15

Similar Documents

Publication Publication Date Title
CN104612162B (en) A kind of Deep Foundation Pit of Metro Stations excavation construction method
CN103244128B (en) A kind of big cross section Karst Tunnel double-side approach remaining core soil in advance construction method
CN106758831B (en) Across railway bridge swivel continuous beam construction method
CN104533446B (en) Construction method and its structure that a kind of big cross section Support System in Soft Rock Tunnels bilayer pre- Geological disaster prevention of preliminary bracing occurs
CN101614125B (en) Construction method of V-level surrounding rock tunnel
KR100866162B1 (en) Chair-type self-supported earth retaining wall constructing method
CN102678134B (en) Collapse and sink intrusion limit construction method for treating wind accumulated sand loess tunnel through stride shed pipe
CN102562075A (en) Large cross-section weak surrounding rock tunnel three-step and six-part short-distance construction method
CN104676110A (en) On-site overhanging protection method of high-voltage cable bailey truss under condition of excavation of foundation pit
CN102606162A (en) Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel
CN106499413B (en) A kind of Shallow-buried section tunnel stratum consolidation construction method
KR100701633B1 (en) Load dispersing plate for supporting central part of a twin tunnel and a construction method of a twin tunnel using the load dispersing plate
CN101691751B (en) Construction method for making ultra-long artificial excavating pile penetrate cave and ultra-long pile penetrating cave
CN105239586B (en) Method for supporting foundation pit by adopting support structure
CN104746517B (en) A kind of suspension roof support system of total length below artesian head
CN103306289B (en) Foundation pit piled anchor dado concrete anchor cable top beam structure and construction method thereof
CN102444142A (en) Pile group column replacement expanded basement and construction method of same
KR101696916B1 (en) Construction method of permanent wall with retaining wall combined PHC pile and steel pipe
US20050008438A1 (en) Synthetic deformed bars and retaining walls
CN106641440B (en) A kind of transverse crossing railway line underground piping jacking construction method
CN104763435B (en) Construction method of shallow-buried excavation type large cross section of tunnel in tail slag filling area
KR101244257B1 (en) Method for digging tunnel
CN103572755A (en) Prestressed concrete precast pile
CN102828518B (en) Construction method for manual hole digging support pile prestress anchor cable anchoring structure
CN104032758B (en) Extra-high reinforced construction method in discarded pit

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant