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;
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;
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.
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;
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.
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;
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.
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.
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 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;
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.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 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;Wherein, described big gun hole
Longitudinal length along described initial construction sections is laid;
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.
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.
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 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.
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.