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 PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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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
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.
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| 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 |
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