CN105970992A

CN105970992A - Construction process for superlarge-section and large-dip-angle tunnel type pile foundation

Info

Publication number: CN105970992A
Application number: CN201610378904.7A
Authority: CN
Inventors: 王高平; 余海; 董晓光; 静国锋; 胡文俊; 李昌宁; 徐永祥; 景兆德; 程小刚; 李小龙; 袁玉雷; 田建伟; 刘涛; 冯四超; 赵建民; 毕张龙
Original assignee: China Railway First Engineering Group Co Ltd; China Railway Group Ltd CREC
Current assignee: China Railway First Engineering Group Co Ltd; China Railway Group Ltd CREC; China Railway First Engineering Group Bridge Engineering Co Ltd
Priority date: 2016-05-31
Filing date: 2016-05-31
Publication date: 2016-09-28
Anticipated expiration: 2036-05-31
Also published as: CN105970992B

Abstract

The invention discloses a construction process for a supperlarge-section and large-dip-angle tunnel type pile foundation. The pile foundation to be constructed is a reinforced concrete pile. A pile hole of the reinforced concrete pile is a superlarge-section large-dip-angle tunnel hole. In construction of the pile foundation to be constructed, the process comprises the steps of firstly, pile hole construction, i.e., 101, advanced pipe shed support construction is conducted at the top of the pile hole, 102, hole mouth protection is conducted and a hole mouth support structure is constructed at a hole mouth of the pile hole, and 103, pile hole excavation construction is conducted, a full section excavation method is adopted for the pile hole excavation with a plurality of construction segments arranged from top to bottom, and a full section support structure is adopted for supporting; and secondly, pile body construction, i.e., the pile body of the reinforced concrete pile is constructed, and the construction process comprises the two steps of reinforcing cage binding and concrete spouting. The construction process for the supperlarge-section and large-dip-angle tunnel type pile foundation is simple in step, reasonable in design, low in investment cost, simple and easy to construct, good in use effect and capable of easily and fast completing the construction process of the tunnel type pile foundation, and the construction process is easy to control.

Description

Large section high inclination-angle tunnel type pile foundation construction process

Technical field

The invention belongs to pile foundation construction technical field, especially relate to a kind of large section high inclination-angle tunnel Formula pile foundation construction process.

Background technology

At present, during Bridge Pile Foundation Construction, to excavation cross-sectional area more than 100m²And inclination angle is (i.e. And the angle between horizontal plane) when constructing more than the pile foundation of 45 °, there is no the construction of a set of maturation Method is available for following.Stake hole and the Tunnel class in large section high inclination-angle tunnel due to above-mentioned pile foundation Seemingly, below this pile foundation is referred to as large section high inclination-angle tunnel type pile foundation, is called for short tunnel type pile foundation.Existing Nowadays, to excavation cross-sectional area more than 100m²And the large section that tunnel inclination maximum is 45 ° inclines greatly Time construction in tunnel, angle, inclined shaft uses New Austrian Tunneling Method to carry out excavation construction, and vertical shaft is all adopted with constructing tunnel Construct by New Austrian Tunneling Method or shield method.But during practice of construction, above two construction method all has it certainly Body limitation, to some extent existing defects and deficiency.Wherein, New Austrian Tunneling Method is by landform, geological conditions Impact is relatively big, and very big for the angle of inclination slope construction degree-of-difficulty factor more than 45 °, mechanization Degree is low, work progress difficulty.And shield method is primarily adapted for use in tunnelling works, and throwing of constructing Enter big, place and limit relatively big, be not suitable for tunnel type pile foundation excavation construction.

Nowadays, domestic to excavating cross-sectional area more than 100m²And inclination angle is (i.e. and between horizontal plane Angle) when constructing more than the pile foundation of 45 °, it is necessary to use engineering measure to guarantee construction period How Rock Slide Stability and job safety, excavate according to mining tunnel excavation operating type, and use people Work bores the quick-fried digging mode combined with small-sized machine excavator.Strengthening supporting is needed, really during actual excavation Protect the adjoining rock stability before base concrete perfusion.For reducing the excavation operation disturbance to periphery, base as far as possible Hole uses branch, point bench excavation.But the defect of following three aspects of above-mentioned excavation method existence and deficiency: 1. when section branch, point bench excavation, by reducing construction space, strengthening the modes such as internal support and carry The safety of high excavation, but narrow space causes and can not use mechanical engagement, and mechanization degree is low, greatly Reduce greatly construction speed, bring difficulty to construction；2. Bracing Process is complicated, utilizes manually installed Supporting construction, greatly reduces efficiency of construction, it is impossible to monitoring Change in surrounding rocks situation, construction safety in real time Risk is big；3. basis, dregs or quarrel stone cannot certainly be traveled out due to the big big machinery of basic slope angle Rail travel cannot be utilized to carry out muck removal, and efficiency of construction is extremely low.

Summary of the invention

The technical problem to be solved is for above-mentioned deficiency of the prior art, it is provided that one Planting large section high inclination-angle tunnel type pile foundation construction process, its processing step is simple, reasonable in design, throwing Enter low cost and easy construction, using effect good, can easy, be rapidly completed the construction of tunnel type pile foundation Process, work progress is easily controllable.

For solving above-mentioned technical problem, the technical solution used in the present invention is: a kind of large section high inclination-angle Tunnel type pile foundation construction process, it is characterised in that: constructed pile foundation is reinforced concrete pile, described steel The stake hole of rib concrete pile is large section high inclination-angle Tunnel, described large section high inclination-angle Tunnel Cross sectional area more than 100m²And its inclination angle is more than 45 °；When constructed pile foundation is constructed, Comprise the following steps:

Step one, the construction of stake hole, process is as follows:

Step 101, barrel vault advanced support are constructed: top, described stake hole is carried out barrel vault advanced support and executes Work, it is thus achieved that the barrel vault advanced support structure of construction molding；

Step 102, hole protection: in the entrance construction hole supporting construction in described stake hole；

Step 103, the wide open excavation construction of stake: use full face tunneling method, from top to bottom divide multiple construction Sections carries out excavation construction to the stake hole of constructed pile foundation, comprises the following steps:

Step 1031, initial construction sections excavation and supporting construction: use drilling and blasting method from top to bottom to institute State the initial construction sections in a hole and carry out excavation construction, and use that tunneling boring supporting construction is split scrapes out type Stake hole sections carry out supporting；

Described initial construction sections is the construction sections being positioned at topmost in multiple described construction sections；

Step 1032, next construction sections excavation and supporting construction: according to described in step 1031 Method, the next construction sections in described stake hole is excavated and supporting construction；

Step 1033, step 1032 is repeated several times, until completing all construction sections in described stake hole Excavation and supporting construction process, it is thus achieved that the described stake hole constructed；

Step 2, pile body are constructed: constructing the pile body of described reinforced concrete pile, process is as follows:

Step 201, steel reinforcement cage colligation: in the described stake hole that excavation construction completes in step one, by Under supreme described steel reinforcement cage is carried out colligation；

Step 202, filling concrete: after described steel reinforcement cage colligation completes, from the bottom to top to described Concrete perfusion in stake hole；After institute's concrete perfusion final set, complete the work progress of constructed pile foundation.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, is characterized in that: institute in step 103 State a length of 0.5m～1.5m of construction sections；

Hole supporting construction described in step 102 is annular shield wall, and described annular shield wall is cast-in-place Concrete walls and its be positioned at inside described barrel vault advanced support structure；Described annular shield wall enters described The degree of depth in stake hole is 1m～3m.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, is characterized in that: in step 1031 Described tunneling boring supporting construction is tunneling boring bracing frame and shotcrete combined retaining structure；

Described tunneling boring bracing frame and shotcrete combined retaining structure include being supported in the sections of described stake hole Tunneling boring bracing frame, the anchor pole group that the inwall of described stake hole sections is reinforced and spray in described Concrete ejection layer on the sections inwall of stake hole, the inner and described tunneling boring bracing frame of described anchor pole group It is both secured in described concrete ejection layer；

The quantity of described tunneling boring bracing frame is one or more, and multiple described tunneling boring bracing frames are along institute State a length direction for hole sections from top to bottom to lay；The outside of each described tunneling boring bracing frame is uniform It is provided with a described anchor pole group；The quantity phase of the quantity of described tunneling boring bracing frame and described anchor pole group With；The transverse shape of the ring support of described tunneling boring bracing frame and its shape and described stake hole sections Identical, described anchor pole group includes the many nearside wheel profile cloth from front to back along described tunneling boring bracing frame If anchor pole, many described anchor poles are all laid on the same transverse section of described stake hole sections；Described Tunneling boring bracing frame and the perpendicular laying of length direction in described stake hole.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, is characterized in that: described tunneling boring props up Support is all laid on same plane with the many described anchor poles being laid in outside it；In described anchor pole group The inner of many described anchor poles is each attached on same described tunneling boring bracing frame.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, is characterized in that: step one king-pile hole In work progress, also need to from top to bottom lay anchor cable group in multiple hole in described stake hole, neighbouring In two described holes, the spacing between anchor cable group is 3.5m～4.5m；In each described hole anchor cable group all with Described tunneling boring bracing frame is parallel laying；

In each described hole, anchor cable group all includes that multiple tracks is laid in the same cross-section of described stake hole sections Anchor cable on face.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, is characterized in that: many in step 103 Individual described construction sections is all laid in level；

Step 1031 use drilling and blasting method from top to bottom the initial construction sections in described stake hole is opened During excavation construction, excavated section is that level is laid.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, is characterized in that: institute in step 101 The hole stating a hole is positioned in side slope；

Described stake hole is from top to bottom divided into top excavation section, middle part excavation section and bottom excavation section；

Described top excavation section, middle part excavation section and bottom excavation section are the most from top to bottom divided into multiple described Construction sections carries out excavation construction；

The excavated section of described top excavation section is from top to bottom gradually increased, opening of described middle part excavation section Digging section the most identical, the excavated section of described bottom excavation section is from top to bottom gradually reduced.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, is characterized in that: institute in step 101 The hole stating a hole is positioned in side slope；Described barrel vault advanced support structure is along the length direction in described stake hole Carrying out laying and its length is consistent with the length in described stake hole, described barrel vault advanced support structure is positioned at institute The arch stating a hole carries out the supporting construction of supporting；

When step 101 carries out barrel vault advanced support construction, according to conventional barrel vault advanced support construction Method is constructed；

Described barrel vault advanced support structure carries out laying along the length direction in stake hole and its length and stake hole Length consistent；Described barrel vault advanced support structure includes guiding wall, the cloth being laid on side slope surface Be located at and guide arch-shaped steel frame within the walls, many by the pipe canopy pipe squeezing in side slope before backward and multiple difference The guide pipe guiding many described pipe canopy pipes, described guiding wall is positioned at the top outer in a hole； Multiple described guide pipes are installed on arch-shaped steel frame, and multiple described guide pipes are along the center of arch-shaped steel frame Line is laid from left to right, and multiple described guide pipe is all laid on same plane；Described arch Steelframe and the perpendicular laying of length direction in stake hole；Described guiding wall is concrete walls；

The length of many described pipe canopy pipes is all consistent with the longitudinal length in stake hole；Many described pipe canopy pipes Outer limb is 1 °～3 °, every described pipe canopy Guan Junyu to its guide pipe guided in coaxially Lay；

The support that two, left and right supports respectively it is provided with for two arch springings of arch-shaped steel frame in described side slope Pier, described support pier is concrete support pier；

Hole supporting construction described in step 102 is annular shield wall, and described annular shield wall is cast-in-place Concrete walls and its be positioned at inside described barrel vault advanced support structure；Described annular shield wall enters described The degree of depth in stake hole is 1m～3m, and described annular shield wall and two described support piers pour and are integrated, institute State annular shield wall be divided into upper wall body by two described support piers and be positioned under described upper wall body The lower wall body of side.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, is characterized in that: enter in step 103 Before the wide open excavation construction of row stake, also need to lay a hanging apparatus outside the hole in described stake hole；

Step 1031 use drilling and blasting method from top to bottom the initial construction sections in described stake hole is opened During excavation construction, process is as follows:

Step I, bore quick-fried: first use rig and the excavated section currently constructed on drill through big gun Hole, then powder charge in drilling through big gun hole, powder charge is detonated after completing and is carried out explosion；

Step II, muck removal, comprise the following steps:

The lifting of step II-1, excavator puts in place: use described hanging apparatus to lift excavator to currently On the excavated section constructed；

Step II-2, hopper lifting muck removal: use described hanging apparatus to lift hopper to currently being executed After on the excavated section of work, excavator described in step II-1 is used to be loaded by the quarrel stone produced after explosion In described hopper, the more described hopper using described hanging apparatus to will be equipped with quarrel stone winches to described stake hole Outside hole；

Step II-3, step II-2 are repeated several times, until being produced quarrel stone after completing step I borehole blasting Muck removal process.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, is characterized in that: described hanging apparatus For straddle truck；

The hole of stake hole described in step 101 is positioned in side slope；

The excavated section of described top excavation section is from top to bottom gradually increased, opening of described middle part excavation section Digging section the most identical, the excavated section of described bottom excavation section is from top to bottom gradually reduced；

In step 103, multiple described construction sections are all laid in level；

Step 1031 use drilling and blasting method from top to bottom the initial construction sections in described stake hole is opened During excavation construction, excavated section is that level is laid；

During step 103 carries out the wide open excavation construction of stake, also need to be in described stake hole near described lifting dress The side put from top to bottom is excavated, and excavates the super excavation area of formation；

Described super excavation area connects with inside, described stake hole and its lateral wall is vertical side walls.

The present invention compared with prior art has the advantage that

1, processing step is simple, reasonable in design and input cost is low.

2, the tunneling boring supporting construction used is simple, reasonable in design and easy construction, using effect Good, set up anchor cable group in hole simultaneously, tunneling boring supporting construction forms closed strong with anchor cable group in hole Watch box system, can effectively solve weak surrounding rock self and cannot form the problem of stable support system, change simultaneously Become conventional tunnel and reached, by preliminary bracing, the excavation technology that country rock homeostasis carries out excavating again, real Show foundation level full face tunneling.

3, realize, with anchor cable form, external support is changed into internal anchor cable by anchor cable group in multiple holes Support, significantly increase the scope of operation of excavation construction, rotate muck removal construction for excavator and provide operation Face, improves mechanized construction level, is greatly accelerated excavation operation process.Meanwhile, closing is used Looped tunneling boring bracing frame steel fiber shotcrete, the excavation improving single-pile foundation is stable Property, greatly reduce construction risk.

The excavation technology step 4, used is simple, reasonable in design and easy construction, efficiency of construction are high, Construction effect is good, uses full face tunneling mode, and excavated section is, and level is laid, it is achieved that base The horizontal full face tunneling of plinth, excavation difficulty is greatly reduced.Thus, the present invention summarizes an excavation side Method is simple, it is convenient to realize and horizontal full face tunneling side that is that have clear superiority compared with tradition New Austrian Tunneling Method Method, it is achieved easy.

5, the hanging apparatus simple in construction used, reasonable in design and dismounting simplicity, use operation letter Just, using effect good, can realize be cut stone, reinforcing bar etc. vertical transport, propose vertical lifting muck removal side Formula, can effectively solve the super large inclination angle medium-and-large-sized machinery of single-pile foundation construction cannot normally pass in and out, operation empty Between narrow and small, have bad luck the problem of quarrel stone difficulty, breach tradition rail travel muck removal construction technology, maximum Limit elevating mechanism utilization rate, improves efficiency of construction, greatly reduces construction safety risk.Meanwhile, adopt Reinforcing bar is lifted, the construction demand of on-the-spot assembling reinforcement cage in meeting stake hole by vertical lifting system.Meanwhile, The hanging apparatus used takes up room little, and can be greatly improved the efficiency of construction of single-pile foundation.Further, Vertical lifting system is positioned at above hole, is not take up place, ground, not affecting the discrepancy of hole vehicle. Use hanging apparatus carry out vertical lifting muck removal, have the advantage that 1), use muck removal hopper go out Quarrel, side's amount is big；2), hanging apparatus vertical-lift quarrel stone, muck removal speed is fast, is greatly improved work Industry efficiency；3), hanging apparatus be arranged on above hole, do not affect muck removal vehicles while passing job site, Solve the difficulty of narrow field；4), promoted the muck removal equipment such as excavator by hanging apparatus to pass in and out Chamber, reduces the explosion infringement to construction machinery；The section up and down in stake hole can be constructed, no simultaneously simultaneously Sidewalk must be set for machinery turnover chamber, solve blast working to construction machinery and construction machinery to entirely The impact of section construction；5), hanging apparatus be arranged on above hole, separated work surface, it is achieved Muck removal is worked continuously with transport, improves work efficiency, shortens the convergence time between operation；6)、 It is not take up the place, ground of job site, convenient construction machinery turnover job site, is not made by explosion The impact of industry；7), efficiently solve single-pile foundation angle of inclination big time machinery cannot directly arrive base A difficult problem within plinth, makes machinery arrive basic internal, improves mechanized construction level.

6, the steel reinforcement cage binding method step used is simple, reasonable in design and realizes easy, use Effective, use vertical lifting system to be lifted in a hole by the reinforcing bar completed in processing factory in advance Carry out colligation, it is achieved that the purpose that internal assembling reinforcement is broken the whole up into parts in stake hole, it is simple to artificial at machinery Assembling reinforcement in the chamber that equipment cannot arrive, eliminates place screwing steel bars cage and handling steel reinforcement cage Operation, the steel reinforcement cage of colligation simultaneously more conforms to the excavation line style of single-pile foundation.

7, using effect is good and practical value high, first, uses boring in side slope to beat the side of anchor cable Formula carries out pre-pressing to domatic, prevents facing upward slope and caves in；Excavation advance row barrel vault advanced support construction；Open During digging, tunneling boring supporting construction is used to carry out supporting；Further, owing to full face tunneling area is big, Pile foundation inclination angle is big, for preventing from caving in, plays anchor cable, by rock mass in stake hole top extent and left and right sidewall Safety coefficient is improved by the precompressed anchorage effect of anchor cable, thus present invention achieves " pipe canopy is advanced, Weak blast, short drilling depth (i.e. construction segmental length short), tight supporting, early close " construction principle. The present invention uses tunneling boring supporting construction to coordinate the retaining wall mode of anchor cable group in hole, and forms strong supporting body System, surrounding rock stability when full face tunneling can be effectively ensured, solve the narrow and small problem of construction space；And And, vertical lifting system is set outside hole, it is achieved machinery, the vertical trackless of quarrel stone, reinforcing bar etc. Transport, and can guarantee that machinery, quarrel freely the transporting in high inclination-angle stake hole such as stone, reinforcing bar, very big journey Having spent raising efficiency of construction, work progress is safe and reliable.Meanwhile, the present invention to excavation, muck removal, Protect and steel reinforcement cage binding method improves respectively, large section tilting single pile base can be effectively ensured The construction speed of plinth and excavation safety, can be effectively improved Mechanization Level, expand work surface, and machinery enters Go out a hole convenient；The most full face excavation coordinates strengthening supporting, improves surrounding rock stability, it is ensured that open Rock Slide Stability during digging, improves construction safety.

In sum, present invention process step is simple, reasonable in design, input cost is low and easy construction, Using effect is good, and energy is easy, be rapidly completed the work progress of tunnel type pile foundation, and work progress is prone to control System.

Below by drawings and Examples, technical scheme is described in further detail.

Accompanying drawing explanation

Fig. 1 is the process flow diagram of the present invention.

Fig. 2 is the structural representation of barrel vault advanced support structure of the present invention.

Fig. 3 is the use state reference map of hanging apparatus of the present invention.

Fig. 4 is the structural representation in construction molding stake hole of the present invention.

Fig. 5 is the structural representation of hole of the present invention supporting construction.

Fig. 6 is the structural representation of reinforced mesh of the present invention.

Description of reference numerals:

1 hole；1-1 top excavation section；Excavation section in the middle part of 1-2；

1-3 bottom excavation section；2 side slopes；3 surpass excavation area；

4-1 arch-shaped steel frame；4-2 pipe canopy pipe；4-3 guide pipe；

4-4 guides wall；5 support piers；6 annular shield walls；

7-1 stirrup；7-2 the first arch lengths of rebar；

7-3 the first bottom reinforcement bars section；7-4 the first bar connecting section；

7-5 the second bar connecting section；7-6 the second arch lengths of rebar；

7-7 the second bottom reinforcement bars section；7-8 the 3rd bar connecting section；

7-9 the 4th bar connecting section；8-1 longitudinal direction walking frame；8-11 longitudinal direction rail；

8-12 vertical supporting bar；8-13 armored concrete buttress；

8-14 skewed horizontal load bar；The horizontal walking frame of 8-2；8-3 hanging device；

8-4 rope；8-5 muck removal hopper.

Detailed description of the invention

A kind of large section high inclination-angle tunnel type pile foundation construction process as shown in Figure 1, constructed pile foundation For reinforced concrete pile, the stake hole of described reinforced concrete pile is large section high inclination-angle Tunnel 1, The cross sectional area of described large section high inclination-angle Tunnel 1 is more than 100m²And its inclination angle is more than 45 °； When constructed pile foundation is constructed, comprise the following steps:

Step one, the construction of stake hole, process is as follows:

Step 101, barrel vault advanced support are constructed: top, described stake hole is carried out barrel vault advanced support and executes Work, it is thus achieved that the barrel vault advanced support structure of construction molding, refers to Fig. 2；

Wherein, the inclination angle of described reinforced concrete pile refer to this longitudinal centre line and vertical plane it Between angle, angle between the longitudinal centre line of the most described reinforced concrete pile and plumb line.

As it is shown in figure 5, hole supporting construction described in step 102 is annular shield wall 6, described ring Shape protecting wall 6 for cast-in-place concrete wall and its be positioned at inside described barrel vault advanced support structure；Described ring It is 1m～3m that shape protecting wall 6 enters the degree of depth in described stake hole.

In the present embodiment, the cross-sectional top in described stake hole is arch.

In the present embodiment, the country rock of constructed pile foundation is mud stone weak air slaking country rock, described armored concrete The cross sectional area of stake is 310m²And the inclination angle between itself and horizontal plane is 55.19 °, described reinforcing bar The longitudinal length (i.e. diagonal length) of concrete-pile is 47 meters.Further, described reinforced concrete pile The elliptic cross-section that transverse section is 22.5m × 16.4m.

During practice of construction, a length of 0.5m～1.5m of sections of constructing described in step 103.This In embodiment, a length of 1.2m of described construction sections.

During practice of construction, can according to specific needs the length of described construction sections be adjusted accordingly.

In the present embodiment, the hole of stake hole described in step 101 is positioned in side slope 2.

In the present embodiment, in step 103, multiple described construction sections are all laid in level；

As in figure 2 it is shown, described barrel vault advanced support structure is laid along the length direction in described stake hole And its length is consistent with the length in described stake hole, described barrel vault advanced support structure is positioned at described stake hole Arch carries out the supporting construction of supporting.

Described barrel vault advanced support structure include being laid in side slope 2 domatic on guiding wall 4-4, laying In the arch-shaped steel frame 4-1 guided in wall 4-4, many before backward, squeeze into the pipe canopy pipe 4-2 in side slope 2 With multiple guide pipe 4-3 respectively many described pipe canopy pipe 4-2 guided, described guiding wall 4-4 It is positioned at the top outer in described stake hole；Multiple described guide pipe 4-3 are installed on arch-shaped steel frame 4-1, Multiple described guide pipe 4-3 lay from left to right along the centrage of arch-shaped steel frame 4-1, and multiple Described guide pipe 4-3 is all laid on same plane；Described arch-shaped steel frame 4-1 and the length in described stake hole The degree perpendicular laying in direction；Described guiding wall 4-4 is concrete walls；

The length of many described pipe canopy pipe 4-2 is all consistent with the longitudinal length in described stake hole；Described in many The outer limb of pipe canopy pipe 4-2 is 1 °～3 °, and every described pipe canopy pipe 4-2 all leads with to it To guide pipe 4-3 lay in coaxial；

It is provided with what two, the left and right, two arch springings respectively for arch-shaped steel frame 4-1 supported in described side slope 2 Support pier 5, described support pier 5 is concrete support pier.

During practice of construction, described arch-shaped steel frame 4-1 and multiple described guide pipe 4-3 all pours in guiding In wall 4-4.

In the present embodiment, described arch-shaped steel frame 4-1 uses shaped steel bending to form, and specifically uses I 18 Hot-rolled steel section bending forms.

In the present embodiment, a diameter of Φ 140mm of described guide pipe 4-3 and its wall thickness are 8mm, institute State a length of 1.5m of guide pipe 4-3.

Actual add man-hour, can according to specific needs diameter, wall thickness and the length of guide pipe 4-3 be divided Do not adjust accordingly.

In the present embodiment, reinforcing bar between described guide pipe 4-3 and arch-shaped steel frame 4-1, is used to weld Fixing.

In the present embodiment, the central angle of described guiding wall 4-4 is 145 °.

Thus, in the range of 145 ° of the top (also referred to as arch) in described stake hole, carry out pipe canopy prop up in advance Protect.

In the present embodiment, a diameter of Φ 108mm and its wall thickness of described pipe canopy pipe 4-2 are 6.5mm, A length of 47 meters of described pipe canopy pipe 4-2, between the hoop between adjacent two described pipe canopy pipe 4-2 Away from for 40cm.

During practice of construction, can according to specific needs, diameter, wall thickness and the length to described pipe canopy pipe 4-2 Circumferential distance between degree and adjacent two described pipe canopy pipe 4-2 adjusts accordingly respectively.

In the present embodiment, when utilizing pipe canopy pipe 4-2 to carry out slip casting, institute's injection slurry is cement mortar.

As it is shown in figure 5, in the present embodiment, hole supporting construction described in step 102 is annular shield Wall 6, described annular shield wall 6 for cast-in-place concrete wall and its be positioned at described barrel vault advanced support structure Inner side；It is 1m～3m that described annular shield wall 6 enters the degree of depth in described stake hole, described annular shield wall 6 pour with two described support piers 5 and to be integrated, and described annular shield wall 6 is by two described supports Pier 5 is divided into upper wall body and is positioned at the lower wall body below described upper wall body.

In the present embodiment, it is 1m and its body of wall that described annular shield wall 6 enters the degree of depth in described stake hole Thickness is 1m.

Meanwhile, hoop cracking resistance distributing bar 6-1 it is provided with in described annular shield wall 6.Further, institute State hoop cracking resistance distributing bar 6-1 and be positioned at the arch of annular shield wall 6.

In the present embodiment, before step 101 carries out barrel vault advanced support construction, also need to use in advance should To two of side slope 2, power anchor cable group treats that reinforcing area is reinforced respectively；Reinforcing area is treated described in two Respectively it is positioned at the region above two described support piers 5；Described prestress anchorage cable group includes that multiple tracks is divided Prestress anchorage cable in area inside rock mass to be reinforced described in not anchoring into, prestress anchorage cable described in multiple tracks divides Multiple rows of multiple row is laid.

So, by two described prestress anchorage cable groups, side slope 2 is carried out simplicity, effectively protects.

In the present embodiment, a length of 40m of described prestress anchorage cable and its anchoring depth are 10m, Described prestress anchorage cable is by tilting gradually downward before backward and tilt angled down is 20 °, described prestressed anchor The design anchor force of rope is 700kN.Prestress anchorage cable described in multiple tracks is arranged according to the spacing of 4m × 4m, After pulling into, irrigate M35 cement mortar.

In the present embodiment, before step 101 carries out barrel vault advanced support construction, specifically to described Before prestress anchorage cable group is constructed, first topsoil and country rock to institute's construction stake primitive period side enter respectively Row cleaning, and open up construction passage.

In the present embodiment, as shown in Figure 4, described stake hole be from top to bottom divided into top excavation section 1-1, Middle part excavation section 1-2 and bottom excavation section 1-3；

Described top excavation section 1-1, middle part excavation section 1-2 and bottom excavation section 1-3 are the most from top to bottom It is divided into multiple described construction sections to carry out excavation construction；

The excavated section of described top excavation section 1-1 is from top to bottom gradually increased, described middle part excavation section The excavated section of 1-2 is the most identical, and the excavated section of described bottom excavation section 1-3 is by up to Under be gradually reduced.

Tunneling boring supporting construction described in step 1031 is that tunneling boring bracing frame is tied with shotcrete combined supporting Structure；

The quantity of described tunneling boring bracing frame is one or more, and multiple described tunneling boring bracing frames are along institute State a length direction for hole sections from top to bottom to lay；The outside of each described tunneling boring bracing frame is uniform It is provided with a described anchor pole group；The quantity phase of the quantity of described tunneling boring bracing frame and described anchor pole group With；The transverse shape of the ring support of described tunneling boring bracing frame and its shape and described stake hole sections Identical, described anchor pole group includes the many nearside wheel profile cloth from front to back along described tunneling boring bracing frame If anchor pole, many described anchor poles are all laid on the same transverse section of described stake hole sections；Described Tunneling boring bracing frame and the perpendicular laying of length direction in described stake hole.Wherein, described stake hole sections Transverse section refers to the plane vertical with the length direction of described stake hole sections.

In the present embodiment, before step 103 carries out the wide open excavation construction of stake, also need to be in described stake hole A hanging apparatus is laid outside hole；

Step I, bore quick-fried: first use rig and the excavated section currently constructed on drill through big gun Hole, then powder charge in drilling through big gun hole, powder charge is detonated after completing and is carried out explosion；Wherein, described big gun hole Longitudinal length along described initial construction sections is laid；

Step II, muck removal, comprise the following steps:

In the present embodiment, as it is shown on figure 3, described hanging apparatus includes vertical lifting system, described vertical Straight Lift-on/Lift-off System includes the longitudinal walking frame 8-1 in two, left and right, is arranged on two described longitudinal walking frame 8-1 Go up and can carry out on two described longitudinal walking frame 8-1 horizontal walking frame 8-2 and the peace of anterior-posterior translation It is contained on horizontal walking frame 8-2 and transversely can carry out the hanging device that left and right translates by walking frame 8-2 8-3；Two described longitudinal walking frame 8-1 are vertical supporting frame and the two is laid in a hole 1 respectively The left and right sides, hole, described horizontal walking frame 8-2 is that level is laid and itself and longitudinal walking frame 8-1 Perpendicular laying；Two described longitudinal walking frame 8-1 be parallel laying and both with stake hole 1 in flat Row is laid；

It is lifted with muck removal hopper 8-5 or suspender, institute by rope 8-4 below described hanging device 8-3 State rope 8-4 in vertically to laying；Described vertical lifting system, rope 8-4 and muck removal hopper 8-5 Composition muck removal equipment, described vertical lifting system, rope 8-4 and described suspender composition vertical lifting set Standby.

Time actually used, described hanging apparatus can also be straddle truck.

In the present embodiment, described muck removal hopper 8-5 and described suspender are all lifted on hanging device 8-3's Underface.

In the present embodiment, when step II-2 carries out hopper lifting muck removal, comprise the following steps:

The reach of step II-21, horizontal walking frame level and hanging device translation: first by horizontal walking frame 8-2 is along two described longitudinal horizontal forward movements of walking frame 8-1, until laterally walking frame 8-2 is positioned at Above the excavated section currently constructed；Again hanging device 8-3 is carried out on horizontal walking frame 8-2 To left or to right translation, until hanging device 8-3 is positioned at above the excavated section currently constructed；

Step II-22, hopper are transferred: use hanging device 8-3 by muck removal hopper 8-5 lifting and under Put to the excavated section currently constructed；

Step II-23, quarrel stone bunker: use excavator described in step II-1 by generation after explosion Quarrel stone loads in muck removal hopper 8-5；

Carry on step II-24, hopper: use hanging device 8-3 by muck removal hopper 8-5 lifting and to On be promoted to above the hole in described stake hole；

Move after step II-25, horizontal walking frame level: horizontal walking frame 8-2 is described vertical along two It is moved rearwards by walking frame 8-1 level, until muck removal hopper 8-5 being moved to outside the hole in described stake hole Side；

Step II-26, quarrel stone are toppled over: be poured into described stake hole by filling quarrel stone in muck removal hopper 8-5 Hole outside.

As it is shown on figure 3, in the present embodiment, described horizontal walking frame 8-2 is by plurality of rods part assembly shape The sub-truss become.

In the present embodiment, before described longitudinal walking frame 8-1 includes that a confession horizontal walking frame 8-2 is carried out It is vertical that longitudinal rail 8-11 and Duo Gen of rear translation is supported in below longitudinal rail 8-11 from front to back Support bar 8-12；

It is mounted on bottom the left and right sides of described horizontal walking frame 8-2 carrying out along longitudinal rail 8-11 Longitudinal travelling wheel of anterior-posterior translation, described longitudinal travelling wheel is arranged on longitudinal rail 8-11.

In the present embodiment, it is supported in side slope 2 on front side of described longitudinal walking frame 8-1 and rear side supports On ground outside side slope 2.

Further, in described longitudinal walking frame 8-1, the quantity of included vertical supporting bar 8-12 is four, Four described vertical supporting bar 8-12 be respectively from front to back the first support bar, the second support bar, the Three support bars and the 4th support bar, described first support bar and the second support bar be all supported in side slope 2, Described 3rd support bar and the 4th support bar are all supported on the ground outside side slope 2.

In the present embodiment, described longitudinal walking frame 8-1 also includes two skewed horizontal load bar 8-14, two Described skewed horizontal load bar 8-14 is between described 3rd support bar and the 4th support bar；Described in two The upper end of skewed horizontal load bar 8-14 is each attached on longitudinal rail 8-11, and two described skewed horizontal load The lower end of bar 8-14 is separately fixed on described 3rd support bar and the 4th support bar.

Actual add man-hour, can according to specific needs, to vertical supporting included in longitudinal walking frame 8-1 The quantity of bar 8-12 and the installation position of each vertical supporting bar 8-12 adjust accordingly respectively.

In the present embodiment, described vertical supporting bar 8-12 and skewed horizontal load bar 8-14 is steel pipe, institute State between vertical supporting bar 8-12 and longitudinal rail 8-11 and skewed horizontal load bar 8-14 and oblique All it is fixedly connected with welding manner between strut 8-14 and longitudinal rail 8-11.

In the present embodiment, bottom every described vertical supporting bar 8-12, it is both supported upon a reinforced concrete On soil buttress 8-13, described armored concrete buttress 8-13 is that level is laid.

During actual installation, described horizontal walking frame 8-2 is provided with and carries out left and right for hanging device 8-3 The translation track of translation, described translation track is parallel laying with horizontal walking frame 8-2；Described lifting The horizontal walking mechanism carrying out left and right translation on described translation track, institute are installed bottom equipment 8-3 State horizontal walking mechanism to be arranged on described translation track.

In the present embodiment, described rope 8-4 is steel wire rope.

Owing to the angle of inclination of the present invention constructed large section tilting single-pile foundation is big, existing go out Quarrel machinery turnover chamber difficulty, need to be at the lower section part in described stake hole in order to allow muck removal machinery pass in and out chamber Build a slope the mildest, but under described stake hole, the excavation construction of section will be obstructed.Add again Upper construction site is in side slope 2, and construction site is narrow and small, muck removal machinery turnover place difficulty.In order to enable Enough meet muck removal and do not affect Construction traffic turnover construction site, needing to meet muck removal machinery and be not take up greatly Amount place, it is possible to the quarrel stone in chamber (the most described stake hole) is transported outside the venue flexiblely.It addition, Owing to the present invention constructed large section tilting single-pile foundation uses the mode of blasting rock move (i.e. to bore quick-fried Method) excavate, in blasting process, all plant equipment will be away from job site, and heavy goes out Quarrel plant equipment is the biggest to construction interference.But on described muck removal equipment of the present invention can overcome State defect and deficiency that existing muck removal machinery exists.Time actually used, the described muck removal that the present invention uses In equipment, by the muck removal vertical muck removal of hopper 8-5, and by vertical lifting system by muck removal hopper 8-5 It is transported to outside hole, then by the excavator outside hole quarrel stone is loaded on dump truck and transports field Outward.

In the present embodiment, described suspender is Steel bar hanger or supplies the level of described excavator horizontal positioned to put Horizontalization platform, the quantity of described rope 8-4 is multiple tracks.

In the present embodiment, a length of 36m of described longitudinal rail 8-11, described horizontal walking frame 8-2 The left and right sides bottom described longitudinal travelling wheel of installing driven motors to enter by two longitudinal translations respectively Row cutting.Described hanging device 8-3 is electrical hoist, described electrical hoist and rope 8-4 it Between be in transmission connection by drive mechanism.Meanwhile, described rope 8-4 bottom is provided with for lifting Described suspender or the suspension hook of muck removal hopper 8-5.

In the present embodiment, described horizontal walking mechanism is driven motor to be driven by transverse translation.

Time actually used, described longitudinal translation drives motor, described electrical hoist and described laterally flat Moving and drive motor remotely to be controlled by remote controller, operation is simple.

In the present embodiment, step II-1 use described vertical lifting equipment lift excavator to currently Time on the excavated section constructed, first described horizontal positioned platform is lifted on lifting by rope 8-4 After equipment 8-3 transfers, then the excavator that need to lift is placed horizontally on described horizontal positioned platform.

So, after in excavator lifting to the excavated section currently constructed, utilize lifting to described Quarrel stone is loaded in muck removal hopper 8-5 by the excavator in stake hole；After muck removal completes, then use described Vertical lifting equipment is by outside described excavator lifting to described stake hole.Subsequently, then to the next one construct Sections excavates, and prevents explosion from causing damage excavator.

In the present embodiment, step one is carried out in a hole work progress, when the cutting depth in described stake hole When being not more than 20m, using 2 excavators to coordinate the mode of direct muck removal, wherein an excavator will Quarrel stone in described stake hole moves on the platform outside hole, and another excavator is by the quarrel stone on platform Load in dump truck, dump truck quarrel stone is transported spoil disposal area outside the venue.When opening of described stake hole When digging the degree of depth more than 20m, it is inconvenient that excavator passes in and out described stake hole, uses described muck removal equipment to carry out Muck removal.In the present embodiment, when top excavation section 1-1 is excavated, use above-mentioned 2 excavators Coordinate the mode of direct muck removal；When middle part excavation section 1-2 and bottom excavation section 1-3 is excavated, Described muck removal equipment is used to carry out muck removal.

In the present embodiment, during step 103 carries out the wide open excavation construction of stake, also need to lean in described stake hole The side of nearly described hanging apparatus is from top to bottom excavated, and excavates the super excavation area 3 of formation；

Described super excavation area 3 connects with inside, described stake hole and its lateral wall is vertical side walls.

Further, the width of described super excavation area 3 is identical with the width in described stake hole, and super excavation area 3 Internal and described stake hole is internal to be connected.

For easy construction, quickly, in the work progress of step one king-pile hole, also need in described stake hole by Up to anchor cable group in the multiple holes of lower laying, in neighbouring two described holes, the spacing between anchor cable group is 3.5m～4.5m；In each described hole, anchor cable group is all parallel laying with described tunneling boring bracing frame；

In the present embodiment, in each described hole, anchor cable group all includes that M road is laid in described stake from left to right The anchor cable at top, hole and two symmetries are laid in the sidewall anchor cable on two, the left and right sidewall in described stake hole Structure, each described sidewall anchor cable structure all includes that N road is from top to bottom laid in the left side in described stake hole Anchor cable on wall or right side wall；Wherein, M and N is positive integer, M >=2 and N >=2；

The all anchor cables laid in described stake hole are divided into m row to lay；The institute laid in described stake hole Have anchor cable the inner to be fastenedly connected by the m road longitudinally connected reinforcing bar of anchor cable to be integrated, anchor cable described in each column Inner all with together with the longitudinally connected reinforcing bar of described anchor cable be fixedly connected, the longitudinally connected steel of described anchor cable Muscle is laid along the length direction in described stake hole；The longitudinally connected reinforcing bar of anchor cable described in m road is both secured to described In concrete ejection layer；Wherein, m=M+2N.

In the present embodiment, M=6, it is laid in a length of 40m of the anchor cable at top, described stake hole；N=3, The a length of 15m of described sidewall anchor cable structure stream line.In described hole, the quantity of anchor cable group is four, In adjacent two described holes, the spacing between anchor cable group is 4m.

During practice of construction, can according to specific needs, to anchor in the value size of M and N and described hole In the quantity of rope group and adjacent two described holes, the spacing between anchor cable group adjusts accordingly respectively.

Thus, for ensureing the safety of excavation, anchor cable group in the described multiple hole of stake in-cavity construction.It is solid Fixed the most firm, can be by the outer end of described anchor cable or the longitudinally connected Bar Anchorage of described anchor cable at described tunneling boring On bracing frame.

During actually used, by the described tunneling boring bracing frame energy in described front section supporting construction The active force at top, described stake hole is transferred to big ground foundation.

In the present embodiment, spacing between neighbouring two described tunneling boring bracing frames in described stake hole For 0.6m.Further, a length of 1.2m of described construction sections.

In the present embodiment, described tunneling boring bracing frame is uniform with the many described anchor poles being laid in outside it If at grade；In described anchor pole group, the inner of many described anchor poles is each attached to same described On tunneling boring bracing frame.Described tunneling boring bracing frame for by shaped steel bending form and head and the tail be fastenedly connected into The annular support of one.

In described stake hole lay all tunneling boring bracing frames between all longitudinally connected by multiple tracks support body Reinforcing bar is fastenedly connected and is integrated, and the longitudinally connected reinforcing bar of described support body is along the length direction cloth in described stake hole If；The each described tunneling boring bracing frame laid in described stake hole is all longitudinally connected with support body described in multiple tracks Reinforcing bar is fixing to be connected, and the longitudinally connected reinforcing bar of support body described in multiple tracks is both secured to described concrete ejection layer In.

In the present embodiment, described concrete ejection layer is steel fiber reinforced concrete jetted layers.

Further, described steel fiber reinforced concrete jetted layers is C30 steel fiber reinforced concrete jetted layers.

During practice of construction, treat described steel fiber reinforced concrete jetted layers in a described construction sections After concrete strength reaches the 70% of design strength, then excavate carrying out next construction sections.

In the present embodiment, the medial wall of each described tunneling boring bracing frame is provided with multiple for even Connecing the connection reinforcing bar of described steel reinforcement cage, multiple described connection reinforcing bars are all laid in the same of described stake hole sections On one transverse section, and multiple described connection reinforcing bar along described tunneling boring bracing frame nearside wheel profile by A-P is laid；The inner of multiple described connection reinforcing bars all extend out to outside described concrete ejection layer.

In the present embodiment, steel reinforcement cage described in step 201 includes the main muscle of multiple tracks and multiple cloth from the bottom to top If reinforced mesh, multiple tracks main ribs all lays along the length direction in described stake hole, Duo Gesuo State all perpendicular with the main ribs laying of reinforced mesh；

Described steel reinforcement cage is formed by multiple steel reinforcement cage section assemblings, and multiple described steel reinforcement cage sections are along described The length direction in stake hole is laid from bottom to up；

Before step 201 carries out steel reinforcement cage colligation, first set up for described in colligation in described stake hole The colligation platform of steel reinforcement cage, described colligation platform include bottom bracing structure and polylith be laid in described under Flat board in portion's supporting construction, described bottom bracing structure is to be set up the full hall formula formed by many steel pipes Scaffold；

Before described colligation platform is set up, use described hanging device will be used for setting up described in tie up Prick in described flat board and the described lifting steel pipes extremely described stake hole of platform.

In the present embodiment, use in described stake hole, manually set up described full hall formula scaffold, described full In hall formula scaffold, the advance of vertical rod is lm～2m, and the transfer of vertical rod is lm～2m rice, the step of vertical rod Away from for 1.40m.Described flat board is plank.Described colligation platform is one and for operative and deposits temporarily The platform of putting material.

In the present embodiment, the inner hollow of described steel reinforcement cage, described colligation platform is positioned at described steel reinforcement cage Inner side.

Further, described colligation platform is to place for the reinforcing bar placed for the reinforcing bar of steel reinforcement cage described in colligation Platform.

When step 201 carries out colligation to described steel reinforcement cage from the bottom to top, from the bottom to top to described colligation Platform carries out connecing height.

As shown in the above, for solve can in the described stake hole of tilting assembling reinforcement problem, this Invention uses described vertical lifting equipment to lift the reinforcing bar being used for steel reinforcement cage described in colligation to described stake In hole, and it is positioned on described colligation platform temporarily.Described colligation platform is for standing for reinforcing bar binding workman Vertical operation platform.

In the present embodiment, owing to described stake hole is inclined to laying, for solving described vertical lifting equipment The reinforcing bar being used for steel reinforcement cage described in colligation is lifted the lifting demand to described stake hole inside bottom, this Bright employing is backbreak mode, is specifically excavated downward vertically bottom, described stake hole, and excavates that formation is super opens Digging district 3, the reinforcing bar being used in steel reinforcement cage described in colligation can lift the inside bottom to described stake hole.

In the present embodiment, the shape of cross section in described stake hole is identical with the shape of cross section of Tunnel.

As shown in Figure 6, described reinforced mesh includes stirrup 7-1, is positioned at the inner side inside stirrup 7-1 Reinforcing bar group and be positioned at the outside reinforcing bar group outside stirrup 7-1, the shape of described stirrup 7-1 and described stake The transverse shape in hole is identical.

Described inner side reinforcing bar group includes the first arch reinforcing bar being positioned at together inside the arch wall in described stake hole Section 7-2 is positioned at the first bottom reinforcement bars section 7-3 of the bottom inside in described stake hole together with being positioned at, described Carried out even by multiple first bar connecting sections 7-4 between first arch lengths of rebar 7-2 and stirrup 7-1 Connect, multiple described first bar connecting sections 7-4 along the length direction of the first arch lengths of rebar 7-2 by front Lay after to；By multiple second steel between described first bottom reinforcement bars section 7-3 and stirrup 7-1 Muscle linkage section 7-5 is attached, and multiple described second bar connecting sections 7-5 are along the first bottom reinforcement bars section The length direction of 7-3 is laid from front to back.In the present embodiment, multiple described first bar connecting Section 7-4 is in uniformly laying, and multiple described second bar connecting section 7-5 is in uniformly laying, and adjacent two It is smaller than adjacent two described second bar connecting sections between individual described first bar connecting section 7-4 Spacing between 7-5.

Described outside reinforcing bar group includes the second arch reinforcing bar being positioned at together inside the arch wall in described stake hole Section 7-6 is positioned at the second bottom reinforcement bars section 7-7 of the bottom inside in described stake hole together with being positioned at, described Carried out even by multiple 3rd bar connecting sections 7-8 between second arch lengths of rebar 7-6 and stirrup 7-1 Connect, multiple described 3rd bar connecting sections 7-8 along the length direction of the second arch lengths of rebar 7-6 by front Lay after to；By multiple 4th steel between described second bottom reinforcement bars section 7-7 and stirrup 7-1 Muscle linkage section 7-9 is attached, and multiple described 4th bar connecting sections 7-9 are along the second bottom reinforcement bars section The length direction of 7-7 is laid from front to back.In the present embodiment, multiple described 3rd bar connecting Section 7-8 is in uniformly laying, and multiple described 4th bar connecting section 7-9 is in uniformly laying, and adjacent two It is smaller than adjacent two described 4th bar connecting sections between individual described 3rd bar connecting section 7-8 Spacing between 7-9.

Further, it is smaller than adjacent two institutes between adjacent two described first bar connecting sections 7-4 State the spacing between the 3rd bar connecting section 7-8.Multiple tracks institute in the present embodiment, in described steel reinforcement cage State main muscle length direction of stirrup 7-1 along each reinforced mesh to lay from front to back.Further, often Road main ribs is all connected to one with the stirrup 7-1 in all reinforced mesh.

Actual when carrying out colligation, first from the bottom to top multiple tracks main ribs is carried out colligation；To described in multiple tracks Main muscle carries out in process of binding, from the bottom to top multiple described reinforced mesh is carried out colligation respectively.To appointing When one described reinforced mesh carries out colligation, first stirrup 7-1 is carried out colligation；Again to described inner side steel Muscle group and described outside reinforcing bar group carry out colligation.

Nowadays, the making of pile foundation reinforcement cage is all that merogenesis completes and passes through at the scene with installation Put in stake holes (the most described stake hole) under crane, in hole after a joint steel reinforcement cage is transferred to stake holes Mouth is the most fixing, is then welded as a whole with this joint steel reinforcement cage by next joint steel reinforcement cage；So, successively Other sections steel reinforcement cages are welded and transfer to stake holes, completes the installation of steel reinforcement cage.Further, pile foundation After plinth steel reinforcement cage installation, need on pile foundation reinforcement cage mixed with intensity of colligation and pile foundation concrete Solidifying soil cushion block, to ensure the thickness of concrete cover of pile foundation reinforcement cage.But above-mentioned existing pile foundation Plinth the making and fixing of reinforcing steel bar cage method, is primarily present following defect: 1, require the stake footpath of pile foundation relatively Little, the requirement to place is bigger；2, site requirements is smooth, need to utilize crane auxiliary construction；3, stake Base is necessary for vertically downward, facilitates steel reinforcement cage to transfer；4, steel reinforcement cage often save weight should not be too big, and The stability of steel reinforcement cage itself is higher, otherwise can not lift.

The inclination angle on institute of the present invention construction stake basis is 55.19 °, a length of 47m of stake, stirrup minimum point with Peak discrepancy in elevation 12.8m.The weight of used steel reinforcement cage every meter is 8t and poor stability, for so Big steel reinforcement cage, uses the mode of precast reinforced cage not realize.Thus, use institute in step 501 The binding method stated, can be easy, quickly and high-quality completes the process of binding of described steel reinforcement cage.

Owing to the present invention excavates the inner space in the described stake hole of formation relatively greatly, thus described steel can be accommodated Bar material needed for muscle cage process of binding and various welding equipment, but due to the cross section in described stake hole Scrambling, in each reinforced mesh, bending radius and the length of stirrup 7-1 are not quite similar, use step In hole described in rapid 501, the mode of on-the-spot assembling reinforcement more can press close to the structure of pile foundation, and can have Effect ensures thickness of concrete cover and the accuracy of installation site.Further, since used main muscle Length is longer, and the weight of single main muscle and length are relatively big, use vertical lifting equipment of the present invention to hang It is easy to construction during fortune reinforcing bar；The reinforcing bar being used for steel reinforcement cage described in colligation is broken the whole up into parts simultaneously, utilize people Work in-site installation is convenient.Wherein, the reinforcing bar for steel reinforcement cage described in colligation includes main muscle, stirrup 7-1, the first arch lengths of rebar 7-2, the first bottom reinforcement bars section 7-3, the first bar connecting section 7-4, Second bar connecting section 7-5, the second arch lengths of rebar 7-6, the second bottom reinforcement bars section 7-7, the 3rd steel Muscle linkage section 7-8 and the 4th bar connecting section 7-9.

Actual when carrying out colligation, the full hall formula scaffold used not only provides operating platform for personnel, It has been that colligation and the follow-up concrete construction of steel reinforcement cage provides safeguard simultaneously.

In the present embodiment, when stirrup 7-1 is carried out colligation, stirrup 7-1 is supported along described tunneling boring Frame is curved, so can be effectively ensured the line style of construction molding large section tilting single-pile foundation with The line style of stirrup 7-1 is consistent.

Actual when carrying out steel reinforcement cage colligation, for security consideration, the reinforcing bar that described colligation platform is placed is indulged Weight must not exceed 1t, and with hanging.Described stirrup 7-1 uses segmentation to install, then welds cyclization. 3-5 people installs a stirrup 7-1 simultaneously, and with welding manner by stirrup 7-1 and described tunneling boring Bracing frame welding is firm.

In the present embodiment, a length of 9m of each described steel reinforcement cage sections.The bottom of per pass main ribs All anchored in the rock mass bottom described stake hole by L-type dowel.Further, per pass main ribs is by many Individual main muscles and joints-vital links in a speech section is spliced from the bottom to top, a length of 9m of main ribs sections, described in adjacent two Inner thread sleeve is used to be attached between main muscles and joints-vital links in a speech section.

In sum, the present invention uses large section high inclination-angle weak country rock full face tunneling support pattern. Traditional inclined shaft, tunnel excavation construction use New Austrian Tunneling Method, are roughly divided into following several: benching tunnelling method, CD Method, CRD method etc., said method all applies rock mass mechanics theoretical, to safeguard and to utilize the self-supporting of country rock Ability is basic point, and using preliminary bracing is main supporting means, carries out supporting in time, controls country rock Deform and lax, make country rock become the ingredient of support system, and by the amount to country rock and supporting Survey, monitor and instruct constructing tunnel and the method for underground engineering design construction and principle, but said method Being difficulty with tunneling boring entirety excavation construction, work efficiency is extremely low.And the present invention uses tunneling boring supporting construction The strong supporting system matched with anchor cable group in hole solves weak surrounding rock self cannot form stable The problem of watch box system, achieves the full face tunneling of large section under strong supporting system simultaneously.Wherein, Tunneling boring supporting construction includes tunneling boring bracing frame, anchor pole and concrete ejection layer.

During it addition, use New Austrian Tunneling Method that inclined shaft, tunnel are carried out excavation construction, the muck removal mode used Generally rail travel, big machinery cannot enter hole operation, and efficiency of construction is extremely low, and security risk pole Greatly, and the present invention by full face tunneling mode and utilize be set up in the described muck removal equipment outside hole Carry out vertical muck removal, it is achieved machinery, quarrel stone vertical transport, and solve high inclination-angle single-pile foundation excavation The medium-and-large-sized machinery of work progress cannot normally pass in and out, have bad luck the problem of quarrel stone difficulty, promotes to greatest extent Machinery utilization rate, improves efficiency of construction, greatly reduces construction safety risk.

The above, be only presently preferred embodiments of the present invention, not impose any restrictions the present invention, every Any simple modification, change and equivalent structure above example made according to the technology of the present invention essence Change, all still falls within the protection domain of technical solution of the present invention.

Claims

1. a large section high inclination-angle tunnel type pile foundation construction process, it is characterised in that: institute's construction stake Base is reinforced concrete pile, is provided with steel reinforcement cage in described reinforced concrete pile；Described armored concrete The stake hole of stake is large section high inclination-angle Tunnel (1), described large section high inclination-angle Tunnel (1) Cross sectional area more than 100m²And its inclination angle is more than 45 °；When constructed pile foundation is constructed, Comprise the following steps:

Step one, the construction of stake hole, process is as follows:

2., according to the large section high inclination-angle tunnel type pile foundation construction process described in claim 1, it is special Levy and be: a length of 0.5m～1.5m of sections of constructing described in step 103；

Hole supporting construction described in step 102 is annular shield wall (6), described annular shield wall (6) be cast-in-place concrete wall and its be positioned at inside described barrel vault advanced support structure；Described annular is prevented It is 1m～3m that revetment (6) enters the degree of depth in described stake hole.

3. according to the large section high inclination-angle tunnel type pile foundation construction process described in claim 1 or 2, It is characterized in that: tunneling boring supporting construction described in step 1031 is that tunneling boring bracing frame joins with shotcrete Close supporting construction；

4., according to the large section high inclination-angle tunnel type pile foundation construction process described in claim 3, it is special Levy and be: described tunneling boring bracing frame is all laid in same with the many described anchor poles being laid in outside it In plane；In described anchor pole group, the inner of many described anchor poles is each attached to same described tunneling boring and props up On support；

When step 201 carries out steel reinforcement cage colligation, described steel reinforcement cage the most respectively with in described stake hole The all tunneling boring bracing frames laid are fixedly connected；The medial wall of each described tunneling boring bracing frame On be provided with multiple bar connecting head for connecting described steel reinforcement cage, multiple described bar connecting heads Nearside wheel profile along described tunneling boring bracing frame is laid from front to back.

5., according to the large section high inclination-angle tunnel type pile foundation construction process described in claim 3, it is special Levy and be: in the work progress of step one king-pile hole, also from top to bottom need to lay multiple in described stake hole Anchor cable group in hole, in neighbouring two described holes, the spacing between anchor cable group is 3.5m～4.5m；Often In individual described hole, anchor cable group is all parallel laying with described tunneling boring bracing frame；

6. according to the large section high inclination-angle tunnel type pile foundation construction process described in claim 1 or 2, It is characterized in that: in step 103, multiple described construction sections are all laid in level；

7., according to the large section high inclination-angle tunnel type pile foundation construction process described in claim 6, it is special Levy and be: the hole of stake hole described in step 101 is positioned in side slope (2)；

Described stake hole be from top to bottom divided into top excavation section (1-1), middle part excavation section (1-2) and under Portion's excavation section (1-3)；

Described top excavation section (1-1), middle part excavation section (1-2) and bottom excavation section (1-3) Multiple described construction sections the most from top to bottom it is divided into carry out excavation construction；

The excavated section on described top excavation section (1-1) is from top to bottom gradually increased, and described middle part is opened The excavated section of the section of digging (1-2) is the most identical, the excavation of described bottom excavation section (1-3) Section is from top to bottom gradually reduced.

8. according to the large section high inclination-angle tunnel type pile foundation construction process described in claim 1 or 2, It is characterized in that: the hole of stake hole described in step 101 is positioned in side slope (2)；Described pipe canopy surpasses Front supporting construction carries out laying along the length direction in described stake hole and the length in its length and described stake hole Unanimously, described barrel vault advanced support structure is positioned at the arch in described stake hole and carries out the supporting construction of supporting；

Described barrel vault advanced support structure carry out laying along the length direction of stake hole (1) and its length with The length of stake hole (1) is consistent；It is domatic that described barrel vault advanced support structure includes being laid in side slope (2) On guiding wall (4-4), be laid in guide in wall (4-4) arch-shaped steel frame (4-1), many Pipe canopy pipe (4-2) in side slope (2) is squeezed into and multiple respectively to many described pipe canopy pipes before backward (4-2) carrying out the guide pipe (4-3) guided, described guiding wall (4-4) is positioned at a hole (1) Top outer；Multiple described guide pipes (4-3) are installed on arch-shaped steel frame (4-1), Duo Gesuo State guide pipe (4-3) to lay from left to right along the centrage of arch-shaped steel frame (4-1), and multiple Described guide pipe (4-3) is all laid on same plane；Described arch-shaped steel frame (4-1) and stake hole (1) The perpendicular laying of length direction；Described guiding wall (4-4) is concrete walls；

The length of many described pipes canopy pipe (4-2) is all consistent with the longitudinal length of stake hole (1)；Many The outer limb of described pipe canopy pipe (4-2) is 1 °～3 °, every described pipe canopy pipe (4-2) all with Its guide pipe guided (4-3) is laid in coaxial；

Two, left and right it is provided with respectively for two arch springings of arch-shaped steel frame (4-1) in described side slope (2) The support pier (5) supported, described support pier (5) is concrete support pier；

Hole supporting construction described in step 102 is annular shield wall (6), described annular shield wall (6) be cast-in-place concrete wall and its be positioned at inside described barrel vault advanced support structure；Described annular is prevented It is 1m～3m that revetment (6) enters the degree of depth in described stake hole, described annular shield wall (6) and two institutes Stating support pier (5) to pour and be integrated, described annular shield wall (6) passes through two described support piers (5) It is divided into upper wall body and is positioned at the lower wall body below described upper wall body.

9. according to the large section high inclination-angle tunnel type pile foundation construction process described in claim 1 or 2, It is characterized in that: before step 103 carries out the wide open excavation construction of stake, also need to be at the hole in described stake hole A hanging apparatus is laid in outside；

Step II, muck removal, comprise the following steps:

10. according to the large section high inclination-angle tunnel type pile foundation construction process described in claim 9, its It is characterised by: described hanging apparatus is straddle truck；

The hole of stake hole described in step 101 is positioned in side slope (2)；

The excavated section on described top excavation section (1-1) is from top to bottom gradually increased, and described middle part is opened The excavated section of the section of digging (1-2) is the most identical, the excavation of described bottom excavation section (1-3) Section is from top to bottom gradually reduced；

In step 103, multiple described construction sections are all laid in level；

During step 103 carries out the wide open excavation construction of stake, also need to be in described stake hole near described lifting dress The side put from top to bottom is excavated, and excavates the super excavation area of formation (3)；

Described super excavation area (3) connects with inside, described stake hole and its lateral wall is vertical side walls.