CN105970992B

CN105970992B - Large section high inclination-angle tunnel type pile foundation construction process

Info

Publication number: CN105970992B
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; China Railway First Engineering Group Bridge Engineering Co Ltd
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: 2018-07-03
Anticipated expiration: 2036-05-31
Also published as: CN105970992A

Abstract

The invention discloses a kind of large section high inclination-angle tunnel type pile foundation construction process, pile foundation of constructing is reinforced concrete pile, and the stake hole of reinforced concrete pile is large section high inclination-angle Tunnel；During to constructed pile foundation construction, including step：First, stake hole is constructed, and process is as follows：101st, barrel vault advanced support is constructed：To carrying out barrel vault advanced support construction at the top of stake hole；102nd, hole is protected：Entrance construction hole supporting construction in stake hole；103rd, the wide open excavation construction of stake：Multiple construction segments is from top to bottom divided to carry out excavation construction to stake hole using full face tunneling method, and supporting is carried out using tunneling boring supporting construction；2nd, pile body is constructed：It constructs to the pile body of reinforced concrete pile, including steel reinforcement cage binding and two steps of filling concrete.Present invention process step is simple, reasonable design, input cost is low and easy construction, using effect are good, and energy is easy, the work progress of tunnel type pile foundation is rapidly completed, and work progress is easily controllable.

Description

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

Technical field

The invention belongs to pile foundation construction technical fields, are applied more particularly, to a kind of large section high inclination-angle tunnel type pile foundation Work technique.

Background technology

At present, during Bridge Pile Foundation Construction, it is more than 100m to excavating cross-sectional area²And inclination angle is (i.e. between horizontal plane Angle) pile foundation more than 45 ° is when being constructed, without a set of maturation construction method for following.Due to above-mentioned pile foundation Stake hole is similar with the Tunnel in large section high inclination-angle tunnel, and the pile foundation is known as large section high inclination-angle tunnel type stake below Base, abbreviation tunnel type pile foundation.Nowadays, it is more than 100m to excavating cross-sectional area²And the large section that tunnel inclination maximum is 45 ° When high inclination-angle tunnel is constructed, inclined shaft carries out excavation construction using New Austrian Tunneling Method, vertical shaft and constructing tunnel using New Austrian Tunneling Method or Shield method is constructed.But during practice of construction, above two construction method has its own limitation, exists lack to some extent It falls into and insufficient.Wherein, New Austrian Tunneling Method is affected by landform, geological conditions, and is more than 45 ° of slope construction for angle of inclination Degree-of-difficulty factor is very big, and mechanization degree is low, and work progress is difficult.And shield method is primarily adapted for use in tunnelling works, and applies Work input is big, place limitation is larger, is not suitable for tunnel type pile foundation excavation construction.

Nowadays, it is domestic to be more than 100m to excavating cross-sectional area²And inclination angle (angle i.e. between horizontal plane) more than 45 ° Pile foundation when being constructed, it is necessary to use engineering measure to ensure the Rock Slide Stability and job safety of construction period, mostly according to ore deposit Mountain tunnel excavation operating type is excavated, and is used and manually bored the quick-fried digging mode being combined with small-sized machine excavator.It is real Border needs strengthening supporting when excavating, it is ensured that the adjoining rock stability before base concrete perfusion.Operation is excavated to periphery to reduce to the greatest extent Disturbance, foundation pit use branch, divide bench excavation.But there are the defects of following three aspect and deficiency for above-mentioned excavation method：1. section When dividing bench excavation, excavation safety is improved by reducing construction space, increasing the modes such as support in vivo for branch, but space Narrow to cause that mechanical engagement is used, mechanization degree is low, greatly reduces construction speed, and difficulty is brought to construction；② Bracing Process is complicated, using manually installed supporting construction, greatly reduces construction efficiency, can not monitor Change in surrounding rocks feelings in real time Condition, construction safety risk are big；3. since the big big machinery of basic slope angle can not travel out basis certainly, dregs or quarrel stone can not Muck removal is carried out using rail travel, construction efficiency is extremely low.

Invention content

In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that provide a kind of large section High inclination-angle tunnel type pile foundation construction process, processing step is simple, reasonable design, input cost are low and easy construction, uses effect Fruit is good, and energy is easy, the work progress of tunnel type pile foundation is rapidly completed, and work progress is easily controllable.

In order to solve the above technical problems, the technical solution adopted by the present invention is：A kind of large section high inclination-angle tunnel type stake Base construction technology, it is characterised in that：Constructed pile foundation is reinforced concrete pile, and the stake hole of the reinforced concrete pile is broken for super large Face high inclination-angle Tunnel, the cross sectional area of the large section high inclination-angle Tunnel are more than 100m²And its inclination angle is more than 45 °； When constructing to constructed pile foundation, include the following steps：

Step 1: stake hole is constructed, process is as follows：

Step 101, barrel vault advanced support construction：To carrying out barrel vault advanced support construction at the top of the stake hole, constructed Molding barrel vault advanced support structure；

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

Step 103, the wide open excavation construction of stake：Using full face tunneling method, from top to bottom divide multiple construction segments to being constructed The stake hole of pile foundation carries out excavation construction, includes the following steps：

Step 1031, initial construction segment is excavated and supporting construction：Using drilling and blasting method from top to bottom to the first of the stake hole Begin construction segment progress excavation construction, and carries out supporting using the split molding stake hole segment of digging of tunneling boring supporting construction；

Construction segment of the initial construction segment to be located at topmost in multiple construction segments；

Step 1032, next construction segment is excavated and supporting construction：According to the method described in step 1031, to described Next construction segment in stake hole is excavated and supporting construction；

Step 1032 is repeated several times in step 1033, until completing the excavation of all construction segments and supporting in the stake hole Work progress obtains the stake hole that construction is completed；

Step 2: pile body is constructed：It constructs to the pile body of the reinforced concrete pile, process is as follows：

Step 201, steel reinforcement cage binding：In the stake hole that excavation construction is completed in step 1, from the bottom to top to described Steel reinforcement cage is bound；

Step 202, filling concrete：After the completion for the treatment of the steel reinforcement cage binding, it is perfused from the bottom to top into the stake hole mixed Solidifying soil；After institute's concrete perfusion final set, the work progress of pile foundation of constructing is completed.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, it is characterized in that：Construction segment described in step 103 Length is 0.5m~1.5m；

Hole supporting construction described in step 102 is annular shield wall, the annular shield wall for cast-in-place concrete wall and It is located on the inside of the barrel vault advanced support structure；The depth that the annular shield wall enters the stake hole is 1m~3m.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, it is characterized in that：Tunneling boring branch described in step 1031 Protection structure is tunneling boring supporting rack and shotcrete combined retaining structure；

The tunneling boring supporting rack includes the tunneling boring branch being supported in the segment of the stake hole with shotcrete combined retaining structure Support, the anchor pole group reinforced to the inner wall of stake hole segment and injection are sprayed in the concrete on the inner wall of stake hole segment Layer is penetrated, the inner end of the anchor pole group and the tunneling boring supporting rack are both secured in the concrete ejection layer；

The quantity of the tunneling boring supporting rack is one or more, and multiple tunneling boring supporting racks are along stake hole segment Length direction from top to bottom lay；An anchor pole group is laid on the outside of each tunneling boring supporting rack；It is described The quantity of tunneling boring supporting rack is identical with the quantity of the anchor pole group；The ring support of the tunneling boring supporting rack and its shape with The transverse shape of stake hole segment is identical, and the anchor pole group includes the inside contour line more along the tunneling boring supporting rack The anchor pole laid from front to back, the more anchor poles are laid on the same cross section of stake hole segment；It is described complete disconnected Face supporting rack and the perpendicular laying of length direction in the stake hole.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, it is characterized in that：The tunneling boring supporting rack is with laying The more anchor poles on the outside of it are laid on same plane；The inner end of the more anchor poles is fixed in the anchor pole group On the same tunneling boring supporting rack.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, it is characterized in that：In step 1 in the work progress of stake hole, Need to also from top to bottom lay anchor cable group in multiple holes in the stake hole, in neighbouring two holes between anchor cable group between Away from for 3.5m~4.5m；Anchor cable group is in parallel laying with the tunneling boring supporting rack in each hole；

Anchor cable group includes the anchor cable that multiple tracks is laid on the same cross section of stake hole segment in each hole.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, it is characterized in that：Multiple construction sections in step 103 Duan Juncheng horizontal layouts；

When from top to bottom carrying out excavation construction to the initial construction segment in the stake hole using drilling and blasting method in step 1031, open It is in horizontal layout to dig section.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, it is characterized in that：The hole of stake hole described in step 101 In side slope；

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

The top excavation section, middle part excavation section and lower part excavation section be from top to bottom divided into it is multiple it is described construction segments into Row excavation construction；

The excavated section of the top excavation section from top to bottom gradually increases, and the excavated section of the middle part excavation section is by upper To lower all same, the excavated section of the lower part excavation section is from top to bottom gradually reduced.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, it is characterized in that：The hole of stake hole described in step 101 In side slope；The length direction in the barrel vault advanced support structure along the stake hole is laid and its length and the stake hole Length it is consistent, the barrel vault advanced support structure be located at the stake hole arch carry out supporting supporting construction；

When barrel vault advanced support construction is carried out in step 101, applied according to conventional barrel vault advanced support construction method Work；

The length direction in barrel vault advanced support structure along the stake hole is laid and its length is consistent with the length in stake hole； The barrel vault advanced support structure includes the guidings wall being laid on side slope surface, is laid in guiding arch-shaped steel frame within the walls, is more The pipe canopy pipe and multiple guide pipes that the pipe canopy pipe is oriented to more respectively that root is squeezed into from the front to the back in side slope, it is described to lead It is located at the top outer in stake hole to wall；Multiple guide pipes are installed on arch-shaped steel frame, and multiple guide pipes are along arch The center line of steelframe is laid from left to right, and multiple guide pipes are laid on same plane；The arch-shaped steel frame With the perpendicular laying of length direction in stake hole；The guiding wall is concrete walls；

The length of the more pipe canopy pipes is consistent with the longitudinal length in stake hole；The outer limb of the more pipe canopy pipes is 1 °~3 °, the guide pipe that the every pipe canopy Guan Junyu is oriented to it is laid in coaxial；

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

Hole supporting construction described in step 102 is annular shield wall, the annular shield wall for cast-in-place concrete wall and It is located on the inside of the barrel vault advanced support structure；The depth that the annular shield wall enters the stake hole is 1m~3m, described Annular shield wall is poured with two support piers and is integrated, and the annular shield wall is divided into top by two support piers Wall and the lower wall body below the upper wall body.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, it is characterized in that：The wide open digging of stake is carried out in step 103 to apply Before work, a hanging apparatus need to be also laid on the outside of the hole in the stake hole；

When from top to bottom carrying out excavation construction to the initial construction segment in the stake hole using drilling and blasting method in step 1031, mistake Journey is as follows：

Step I, brill are quick-fried：First using drilling device and the excavated section currently constructed on drill through blasthole, then boring Powder charge in blasthole is taken, detonates after the completion of powder charge and carries out explosion；

Step II, muck removal, include the following steps：

Step II -1, excavator lifting are in place：Excavator is lifted to what is currently constructed using the hanging apparatus and is opened It digs on section；

Step II -2, hopper lifting muck removal：Hopper is lifted to the excavation currently constructed using the hanging apparatus and is broken After on face, the quarrel stone generated after explosion is packed into the hopper using excavator described in step II -1, then hangs described in using The hopper equipped with quarrel stone is hung on the outside of the hole in the stake hole by assembling device；

Step II -2 are repeated several times in step II -3, the muck removal process of produced quarrel stone after completing step I borehole blasting.

Above-mentioned large section high inclination-angle tunnel type pile foundation construction process, it is characterized in that：The hanging apparatus is gantry crane；

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

The excavated section of the top excavation section from top to bottom gradually increases, and the excavated section of the middle part excavation section is by upper To lower all same, the excavated section of the lower part excavation section is from top to bottom gradually reduced；

Multiple construction segments are in horizontal layout in step 103；

When from top to bottom carrying out excavation construction to the initial construction segment in the stake hole using drilling and blasting method in step 1031, open It is in horizontal layout to dig section；

Step 103 carry out the wide open excavation construction of stake during, need to also the stake hole close to the side of the hanging apparatus by It is excavated under, and excavates and to form super excavation area；

It is connected inside the super excavation area and the stake hole and its lateral wall is vertical side walls.

Compared with the prior art, the present invention has the following advantages：

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

2nd, used tunneling boring supporting construction is simple, reasonable design and easy construction, using effect are good, while adds hole Interior anchor cable group, tunneling boring supporting construction form closed strong supporting system with anchor cable group in hole, can effectively solve weak surrounding rock certainly Body can not form the problem of stable support system, while change conventional tunnel and reach country rock homeostasis again by preliminary bracing The excavation technology excavated realizes foundation level full face tunneling.

3rd, it is realized by anchor cable group in multiple holes and external support is changed into internal cable support in the form of anchor cable, greatly greatly The big work surface of excavation construction, rotates muck removal construction for excavator and provides work surface, and it is horizontal to improve mechanized construction, greatly Big accelerate excavates operation process.Meanwhile using the tunneling boring supporting rack and steel fiber shotcrete of closing cyclization, to improve The excavation stability of single-pile foundation, greatly reduces construction risk.

4th, used excavation technology step is simple, reasonable design and easy construction, construction efficiency are high, construction effect is good, Using full face tunneling mode, and excavated section realizes foundation level full face tunneling, it is big to excavate difficulty in horizontal layout Width reduces.Thus, the present invention summarizes that an excavation method is simple, it is convenient to realize and has with traditional New Austrian Tunneling Method compared with significantly excellent The horizontal full face tunneling method of gesture is realized easy.

5th, used hanging apparatus is simple in structure, reasonable design and is dismounted easily, is easy to use, using effect It is good, it can realize the vertical transport of quarrel stone, reinforcing bar etc., propose vertical lifting muck removal mode, can effectively solve super large inclination angle single pile base Plinth is constructed, and medium-and-large-sized machinery can not be passed in and out normally, working space is narrow, have bad luck the problem of quarrel stone is difficult, breach traditional rail fortune Output quarrel construction technology, elevating mechanism utilization rate, improves construction efficiency, greatly reduces construction safety risk to greatest extent.Meanwhile Reinforcing bar is lifted using vertical lifting system, meets the construction demand of live banding steel cage in stake hole.Meanwhile used lifting Device occupies little space, and can greatly improve the construction efficiency of single-pile foundation.Also, vertical lifting system is located above hole, Ground place is not take up, does not influence the discrepancy of hole vehicle.Vertical lifting muck removal is carried out using hanging apparatus, is had following excellent Point：1), using muck removal hopper muck removal, side's amount is greatly；2), hanging apparatus vertical-lift quarrel stone, muck removal speed is fast, greatly improves work Industry efficiency；3), hanging apparatus is mounted on above hole, does not influence muck removal vehicles while passing construction site, solves narrow field It is difficult；4) the muck removals equipment such as excavator, are promoted by hanging apparatus and pass in and out chamber, reduce damage of the explosion to construction machinery；Together When stake hole section up and down can construct simultaneously, it is not necessary to for machinery disengaging chamber set sidewalk, solve blast working to construction machine The influence that tool and construction machinery construct to tunneling boring；5), hanging apparatus is mounted on above hole, has been detached working face, has been realized out Quarrel is worked continuously with transport, is improved work efficiency, is shortened the convergence time between process；6), it is not take up construction site Ground place facilitates construction machinery to pass in and out construction site, is not influenced by bursting work also；7) single-pile foundation, is efficiently solved Machinery can not directly reach the problem of basic internal when angle of inclination is big, and machinery is made to reach basic internal, mechanization is improved and applies Work is horizontal.

6th, used steel reinforcement cage binding method step is simple, reasonable design and realization are easy, using effect is good, using vertical Straight Lift-on/Lift-off System, which lifts the reinforcing bar to complete in advance in processing factory in hole, to be bound, and is realized and is tied up inside stake hole It wire-ties the purpose to break the whole up into parts, convenient for assembling reinforcement in the chamber that can not manually be reached in mechanical equipment, eliminates place and add The process of work steel reinforcement cage and handling steel reinforcement cage, while the steel reinforcement cage bound is more in line with the excavation line style of single-pile foundation.

7th, using effect is good and practical value is high, first, using in side slope drilling play anchor cable by the way of to slope surface progress Pre-pressing is prevented from facing upward slope and be caved in；Barrel vault advanced support construction is carried out before excavating；In digging process, using tunneling boring supporting construction Carry out supporting；Also, since full face tunneling area is big, pile foundation inclination angle is big, caves in prevent, in stake hole top extent and left and right Anchor cable is played in side wall, by rock mass by the precompressed anchorage effect raising safety coefficient of anchor cable, thus the present invention realizes that " pipe canopy surpasses Before, weak blast, short drilling depth (construct segmental length short), tight supporting, early closing " construction principle.The present invention uses tunneling boring The retaining wall mode of anchor cable group in supporting construction cooperation hole, and strong supporting system is formed, country rock when full face tunneling can be effectively ensured Stability solves the problems, such as that construction space is narrow；Also, on the outside of hole set vertical lifting system, realize machinery, quarrel stone, The vertical flexible transport of reinforcing bar etc., and can guarantee freely the transporting in high inclination-angle stake hole such as machinery, quarrel stone, reinforcing bar, very big journey Raising construction efficiency is spent, work progress is safe and reliable.Meanwhile the present invention is to excavation, muck removal, supporting and steel reinforcement cage binding side Method is improved respectively, and the construction speed of large section tilting single-pile foundation can be effectively ensured and excavate safety, can effectively carry High Mechanization Level, expands working face, and machinery disengaging stake hole is convenient；Full face simultaneously to excavate cooperation strengthening supporting, raising is enclosed Rock stability ensures the Rock Slide Stability in digging process, improves construction safety.

In conclusion present invention process step is simple, reasonable design, input cost is low and easy construction, using effect are good, Energy is easy, the work progress of tunnel type pile foundation is rapidly completed, and work progress is easily controllable.

Below by drawings and examples, technical scheme of the present invention is described in further detail.

Description of the drawings

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

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

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

Fig. 4 is the structure diagram in construction molding stake hole of the present invention.

Fig. 5 is the structure diagram of hole supporting construction of the present invention.

Fig. 6 is the structure diagram of reinforced mesh of the present invention.

Reference sign:

1-stake hole；1-1-top excavation section；1-2-middle part excavation section；

1-3-lower part excavation section；2-side slope；3-super excavation area；

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

4-4-guiding wall；5-support pier；6-annular shield wall；

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

The bottom reinforcement bars sections of 7-3-first；The bar connecting sections of 7-4-first；

The bar connecting sections of 7-5-second；The arch lengths of rebar of 7-6-second；

The bottom reinforcement bars sections of 7-7-second；7-8-third bar connecting section；

The bar connecting sections of 7-9-the 4th；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；8-2-transverse direction walking frame；8-3-hanging device；

8-4-rope；8-5-muck removal hopper.

Specific embodiment

A kind of large section high inclination-angle tunnel type pile foundation construction process as shown in Figure 1, pile foundation of constructing are reinforced concrete Native stake, the stake hole of the reinforced concrete pile are large section high inclination-angle Tunnel 1, the large section high inclination-angle Tunnel 1 Cross sectional area be more than 100m²And its inclination angle is more than 45 °；When constructing to constructed pile foundation, include the following steps：

Step 1: stake hole is constructed, process is as follows：

Step 101, barrel vault advanced support construction：To carrying out barrel vault advanced support construction at the top of the stake hole, constructed Molding barrel vault advanced support structure, refers to Fig. 2；

Wherein, the inclination angle of the reinforced concrete pile refers to the angle between the longitudinal centre line of this and vertical plane, Angle between the longitudinal centre line and plumb line of i.e. described reinforced concrete pile.

As shown in figure 5, hole supporting construction described in step 102 is annular shield wall 6, the annular shield wall 6 is existing Poured concrete wall and its be located on the inside of the barrel vault advanced support structure；The annular shield wall 6 enters the depth in the stake hole For 1m~3m.

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

In the present embodiment, the country rock of pile foundation of constructing is the weak weathering country rock of mud stone, the cross section of the reinforced concrete pile Area is 310m²And its inclination angle between horizontal plane is 55.19 °, longitudinal length (the i.e. oblique length of the reinforced concrete pile Degree) it is 47 meters.Also, the elliptic cross-section that the cross section of the reinforced concrete pile is 22.5m × 16.4m.

During practice of construction, the length of construction segment described in step 103 is 0.5m~1.5m.In the present embodiment, institute The length for stating construction segment is 1.2m.

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

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

In the present embodiment, multiple construction segments are in horizontal layout in step 103；

As shown in Fig. 2, the length direction in the barrel vault advanced support structure along the stake hole laid and its length with The length in the stake hole is consistent, and the barrel vault advanced support structure is located at the supporting construction of the arch progress supporting in the stake hole.

The barrel vault advanced support structure includes the guiding wall 4-4 being laid in 2 slope surface of side slope, is laid in guiding wall 4-4 Interior arch-shaped steel frame 4-1, the more pipe canopy pipe 4-2 squeezed into from the front to the back in side slope 2 and multiple pipe canopy pipes to more respectively The guide pipe 4-3, the guiding wall 4-4 that 4-2 is oriented to are located at the top outer in the stake hole；Multiple guide pipe 4-3 It being installed on arch-shaped steel frame 4-1, multiple guide pipe 4-3 are laid from left to right along the center line of arch-shaped steel frame 4-1, And multiple guide pipe 4-3 are laid on same plane；The arch-shaped steel frame 4-1 and the length direction in the stake hole are in hang down It is straight to lay；The guiding wall 4-4 is concrete walls；

The length of the more pipe canopy pipe 4-2 is consistent with the longitudinal length in the stake hole；More pipe canopy pipe 4-2's Outer limb is 1 °~3 °, and the every pipe canopy pipe 4-2 is laid with the guide pipe 4-3 being oriented to it in coaxial；

The support pier 5 that left and right two supports respectively for two arch springings of arch-shaped steel frame 4-1, institute are provided in the side slope 2 Support pier 5 is stated as concrete support pier.

During practice of construction, the arch-shaped steel frame 4-1 and multiple guide pipe 4-3 are poured in guiding wall 4-4.

In the present embodiment, the arch-shaped steel frame 4-1 is bent using shaped steel, is specifically bent using 18 hot-rolled steel sections of I It forms.

In the present embodiment, a diameter of Φ 140mm of the guide pipe 4-3 and its wall thickness are 8mm, the guide pipe 4-3's Length is 1.5m.

During actual processing, the diameter, wall thickness and length of guide pipe 4-3 accordingly can be adjusted respectively according to specific needs It is whole.

In the present embodiment, it is welded and fixed between the guide pipe 4-3 and arch-shaped steel frame 4-1 using reinforcing bar.

In the present embodiment, the central angle for being oriented to wall 4-4 is 145 °.

Thus, carry out barrel vault advanced support in the range of 145 ° of the top in the stake hole (also referred to as arch).

In the present embodiment, a diameter of Φ 108mm and its wall thickness of the pipe canopy pipe 4-2 are 6.5mm, the pipe canopy pipe 4-2 Length for 47 meters, the circumferential spacing between adjacent two pipe canopy pipe 4-2 is 40cm.

It, can according to specific needs, to diameter, wall thickness and the length and adjacent two of the pipe canopy pipe 4-2 during practice of construction Circumferential spacing between pipe canopy pipe 4-2 described in root adjusts accordingly respectively.

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

As shown in figure 5, in the present embodiment, hole supporting construction described in step 102 is annular shield wall 6, the annular Protecting wall 6 for cast-in-place concrete wall and its be located at the barrel vault advanced support structure inside；Described in the annular shield wall 6 enters The depth in stake hole is 1m~3m, and the annular shield wall 6 is poured with two support piers 5 and is integrated, the annular shield wall 6 Divide the lower wall body for upper wall body and below the upper wall body by two support piers 5.

In the present embodiment, the depth that the annular shield wall 6 enters the stake hole is 1m and its thickness of wall body is 1m.

Meanwhile circumferential cracking resistance distributing bar 6-1 is provided in the annular shield wall 6.Also, the circumferential direction cracking resistance construction Reinforcing bar 6-1 is located at the arch of annular shield wall 6.

In the present embodiment, before carrying out barrel vault advanced support construction in step 101, also need using prestress anchorage cable group opposite side Two of slope 2 treat that reinforcing area is reinforced respectively；It is respectively to be located on two support piers 5 that reinforcing area is treated described in two The region of side；The prestress anchorage cable group includes the prestressed anchor that multiple tracks is anchored into respectively in the area inside rock mass to be reinforced Rope, the multiple rows of multiple row of prestress anchorage cable described in multiple tracks point are laid.

In this way, carry out easy, effective protection by two prestress anchorage cable group side slopes 2.

In the present embodiment, the length of the prestress anchorage cable is 40m and its anchoring depth is 10m, the prestressed anchor Rope tilts gradually downward from the front to the back and tilt angled down is 20 °, and the design anchor force of the prestress anchorage cable is 700kN.Multiple tracks The prestress anchorage cable according to 4m × 4m spacing arrange, after the completion of drawing, be perfused M35 cement mortar.

In the present embodiment, before carrying out barrel vault advanced support construction in step 101, specifically to the prestress anchorage cable group Before being constructed, first the topsoil and country rock of institute's construction stake primitive period side are cleared up, and open up construction channel respectively.

In the present embodiment, as shown in figure 4, the stake hole is from top to bottom divided into top excavation section 1-1, middle part excavation section 1-2 With lower part excavation section 1-3；

The top excavation section 1-1, middle part excavation section 1-2 and lower part excavation section 1-3 are from top to bottom divided into multiple described Construction segment carries out excavation construction；

The excavated section of the top excavation section 1-1 from top to bottom gradually increases, and the excavation of the middle part excavation section 1-2 breaks From top to bottom all same, the excavated section of the lower part excavation section 1-3 are from top to bottom gradually reduced in face.

Tunneling boring supporting construction described in step 1031 is tunneling boring supporting rack and shotcrete combined retaining structure；

The quantity of the tunneling boring supporting rack is one or more, and multiple tunneling boring supporting racks are along stake hole segment Length direction from top to bottom lay；An anchor pole group is laid on the outside of each tunneling boring supporting rack；It is described The quantity of tunneling boring supporting rack is identical with the quantity of the anchor pole group；The ring support of the tunneling boring supporting rack and its shape with The transverse shape of stake hole segment is identical, and the anchor pole group includes the inside contour line more along the tunneling boring supporting rack The anchor pole laid from front to back, the more anchor poles are laid on the same cross section of stake hole segment；It is described complete disconnected Face supporting rack and the perpendicular laying of length direction in the stake hole.Wherein, the cross section of stake hole segment refer to it is described The vertical plane of length direction of stake hole segment.

In the present embodiment, before carrying out the wide open excavation construction of stake in step 103, it need to also be laid on the outside of the hole in the stake hole One hanging apparatus；

Step I, brill are quick-fried：First using drilling device and the excavated section currently constructed on drill through blasthole, then boring Powder charge in blasthole is taken, detonates after the completion of powder charge and carries out explosion；Wherein, longitudinal length of the blasthole along the initial construction segment It is laid in direction；

Step II, muck removal, include the following steps：

In the present embodiment, as shown in figure 3, the hanging apparatus includes vertical lifting system, the vertical lifting system packet Include longitudinal walking frame 8-1 in left and right two, upper mounted on two longitudinal walking frame 8-1 and can be in two longitudinal direction walking frames On 8-1 carry out anterior-posterior translation lateral walking frame 8-2 and on lateral walking frame 8-2 and can transversely walking frame 8-2 into The hanging device 8-3 of row left and right translation；Two longitudinal direction walking frame 8-1 are vertical supporting frame and the two is laid in stake respectively At left and right sides of the hole in hole 1, the transverse direction walking frame 8-2 is in horizontal layout and itself and longitudinal perpendicular layings of walking frame 8-1；Two A longitudinal walking frame 8-1 is in parallel laying with stake hole 1 in parallel laying and the two；

Muck removal hopper 8-5 or suspender are lifted with by rope 8-4 below the hanging device 8-3, the rope 8-4 is in perpendicular Directly to laying；The vertical lifting system, rope 8-4 and muck removal hopper 8-5 composition muck removal equipment, the vertical lifting system, Rope 8-4 and suspender composition vertical lifting equipment.

In actual use, the hanging apparatus may be gantry crane.

In the present embodiment, the muck removal hopper 8-5 and the suspender are lifted on the underface of hanging device 8-3.

When hopper lifting muck removal is carried out in the present embodiment, in step II -2, include the following steps：

Step II -21, lateral walking frame level Forward and hanging device translation：First by lateral walking frame 8-2 along two institutes Longitudinal horizontal forward movements of walking frame 8-1 are stated, until lateral walking frame 8-2 is located above the excavated section currently constructed；Again Hanging device 8-3 is translated to the left on lateral walking frame 8-2 or to right translation, until hanging device 8-3 is located at currently Above the excavated section constructed；

Step II -22, hopper decentralization：Muck removal hopper 8-5 is lifted and transferred to current using hanging device 8-3 and is constructed Excavated section on；

Step II -23, quarrel stone bunker：The quarrel stone generated after explosion is packed by muck removal using excavator described in step II -1 In hopper 8-5；

It is carried in step II -24, hopper：Muck removal hopper 8-5 is lifted using hanging device 8-3 and is up-shifted to the stake Above the hole in hole；

It is moved after step II -25, lateral walking frame level：By lateral walking frame 8-2 along two longitudinal walking frame 8-1 water It is flat to move backward, until muck removal hopper 8-5 is moved on the outside of the hole in the stake hole；

Step II -26, quarrel stone are toppled over：Quarrel stone will be filled in muck removal hopper 8-5 to be poured on the outside of the hole in the stake hole.

As shown in figure 3, in the present embodiment, the transverse direction walking frame 8-2 is the sub-truss formed by plurality of rods part assembly.

In the present embodiment, the longitudinal direction walking frame 8-1 includes a longitudinal direction that anterior-posterior translation is carried out for lateral walking frame 8-2 Rail 8-11 and Duo Gen are supported in the vertical supporting bar 8-12 below longitudinal rail 8-11 from front to back；

The left and right sides bottom of the transverse direction walking frame 8-2 is mounted on rail 8-11 along longitudinal direction and carries out the vertical of anterior-posterior translation To travelling wheel, the longitudinal direction travelling wheel is mounted on longitudinal rail 8-11.

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

Also, the quantity of included vertical supporting bar 8-12 is four in the longitudinal direction walking frame 8-1, and four described vertical Supporting rod 8-12 from front to back be respectively first support bar, second support bar, third supporting rod and the 4th supporting rod, described first Supporting rod and second support bar are supported in side slope 2, and the third supporting rod and the 4th supporting rod are supported in 2 outside of side slope Ground on.

In the present embodiment, the longitudinal direction walking frame 8-1 further includes two skewed horizontal load bar 8-14, two skewed horizontal loads Bar 8-14 is between the third supporting rod and the 4th supporting rod；The upper end of two skewed horizontal load bar 8-14 is each attached to On longitudinal rail 8-11, and the lower end of two skewed horizontal load bar 8-14 is separately fixed at the third supporting rod and the 4th On strut.

It, can according to specific needs, to the quantity of vertical supporting bar 8-12 included in longitudinal walking frame 8-1 during actual processing And the installation position of each vertical supporting bar 8-12 adjusts accordingly respectively.

In the present embodiment, the vertical supporting bar 8-12 and skewed horizontal load bar 8-14 are steel pipe, the vertical supporting bar Between 8-12 and longitudinal direction rail 8-11 and skewed horizontal load bar 8-14 and between skewed horizontal load bar 8-14 and longitudinal rail 8-11 It is fixedly connected with welding manner.

In the present embodiment, the every vertical supporting bar 8-12 bottom is both supported upon an armored concrete buttress 8-13 On, the armored concrete buttress 8-13 is in horizontal layout.

During actual installation, the translation rail that left and right translation is carried out for hanging device 8-3 is provided on the transverse direction walking frame 8-2 Road, the translation track are in parallel laying with lateral walking frame 8-2；The hanging device 8-3 bottoms are equipped in the translation The lateral walking mechanism of left and right translation is carried out on track, the transverse direction walking mechanism is mounted on the translation track.

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

Since the angle of inclination of large section tilting single-pile foundation of the invention of constructing is big, existing muck removal machinery disengaging Chamber is difficult, in order to allow muck removal machinery disengaging chamber that need to build a more gentle slope in the lower section part in the stake hole, But the excavation construction of section will be obstructed under the stake hole.Along with construction site is in side slope 2, construction site is narrow, muck removal Machinery disengaging place is difficult.In order to meet muck removal and do not influence Construction traffic disengaging construction site, need to meet mucker Tool is not take up a large amount of places, flexiblely can transport the quarrel stone in chamber (i.e. described stake hole) outside the venue.In addition, due to this It invents large section tilting single-pile foundation (i.e. drilling and blasting method) by the way of blasting rock move of constructing to be excavated, in explosion All mechanical equipments will interfere construction very big far from construction site, bulky muck removal mechanical equipment in journey.But the present invention The used muck removal equipment can overcome defect and deficiency existing for above-mentioned existing muck removal machinery.In actual use, it is of the invention In the muck removal equipment used, by the vertical muck removals of muck removal hopper 8-5, and pass through vertical lifting system by muck removal hopper 8-5 It is transported to outside hole, then quarrel stone is loaded on dump truck by the excavator on the outside of hole and is transported outside the venue.

In the present embodiment, the suspender is for Steel bar hanger or for the horizontal positioned horizontal positioned platform of the excavator, institute The quantity for stating rope 8-4 is multiple tracks.

In the present embodiment, the length of the longitudinal direction rail 8-11 is 36m, the left and right sides bottom of the transverse direction walking frame 8-2 Longitudinal travelling wheel of portion's installation is driven respectively by two longitudinal translation driving motors.The hanging device 8-3 is electricity Dynamic hoist engine, is sequentially connected between the electrical hoist and rope 8-4 by transmission mechanism.Meanwhile the rope 8-4 Bottom end is provided with the suspension hook for lifting the suspender or muck removal hopper 8-5.

In the present embodiment, the transverse direction walking mechanism is driven by transverse translation driving motor.

In actual use, the longitudinal translation driving motor, the electrical hoist and the transverse translation driving motor Remote control is carried out by remote controler, operation is simple.

Excavator is lifted to what is currently constructed using the vertical lifting equipment in the present embodiment, in step II -1 and is opened When digging on section, after the horizontal positioned platform first is lifted on hanging device 8-3 decentralizations by rope 8-4, then it will need to lift Excavator be placed horizontally on the horizontal positioned platform.

In this way, after excavator is lifted to the excavated section currently constructed, lifting to the digging in the stake hole is utilized Pick machine will be cut in stone loading muck removal hopper 8-5；After the completion for the treatment of muck removal, then the vertical lifting equipment is used to hang the excavator It is filled on the outside of the stake hole.Then, then to next construction segment it excavates, prevents explosion from being damaged to excavator.

It is carried out in the present embodiment, in step 1 in the work progress of stake hole, when the cutting depth in the stake hole is not more than 20m When, in a manner that 2 excavators coordinate direct muck removal, wherein an excavator moves to the quarrel stone in the stake hole outside hole On the platform of side, the quarrel stone on platform is fitted into dump truck by another excavator, is transported quarrel stone outside the venue by dump truck Spoil disposal area.When the cutting depth in the stake hole is more than 20m, excavator passes in and out the stake hole inconvenience, using the muck removal Equipment carries out muck removal.In the present embodiment, when being excavated to top excavation section 1-1, directly gone out using the cooperation of above-mentioned 2 excavators The mode of quarrel；When being excavated to middle part excavation section 1-2 and lower part excavation section 1-3, muck removal is carried out using the muck removal equipment.

It, need to also be in the stake hole close to the lifting dress during step 103 carries out the wide open excavation construction of stake in the present embodiment The side put from top to bottom is excavated, and is excavated and to be formed super excavation area 3；

It is connected inside the super excavation area 3 and the stake hole and its lateral wall is vertical side walls.

Also, the width of the super excavation area 3 is of same size with the stake hole, and 3 inside of super excavation area and the stake It is connected inside hole.

For easy construction, quick, in step 1 in the work progress of stake hole, need to also from top to bottom be laid in the stake hole more Anchor cable group in a hole, the spacing in neighbouring two holes between anchor cable group are 3.5m~4.5m；Anchor in each hole Suo Zujun is in parallel laying with the tunneling boring supporting rack；

In the present embodiment, anchor cable group includes the anchor that M roads are laid in from left to right at the top of the stake hole in each hole Rope and two side wall anchor cable structures being symmetrically laid in the left and right two side walls in the stake hole, each side wall anchor cable structure Include the anchor cable that N roads are from top to bottom laid on the left side wall or right side wall in the stake hole；Wherein, M and N is positive integer, M >=2 and N >=2；

All anchor cables laid in the stake hole are divided into m row and are laid；All anchor cable inner ends laid in the stake hole It is fastenedly connected and is integrated by the m roads longitudinally connected reinforcing bar of anchor cable, the inner end of anchor cable described in each column is longitudinal with the anchor cable together Connection reinforcing bar is fixedly connected, and the longitudinally connected reinforcing bar of anchor cable is laid along the length direction in the stake hole；Anchor cable described in m roads Longitudinally connected reinforcing bar is both secured in the concrete ejection layer；Wherein, m=M+2N.

In the present embodiment, M=6, the length for being laid in the anchor cable at the top of the stake hole is 40m；N=3, the side wall anchor cable The length of structure stream line is 15m.The quantity of anchor cable group is four in the hole, in the two neighboring hole between anchor cable group Spacing is 4m.

During practice of construction, can according to specific needs, in the value size and the hole to M and N the quantity of anchor cable group and Spacing in the two neighboring hole between anchor cable group adjusts accordingly respectively.

Thus, for the safety for ensureing to excavate, the anchor cable group in the multiple holes of stake in-cavity construction.To be fixed, can incite somebody to action The outer end of the anchor cable or the longitudinally connected Bar Anchorage of the anchor cable are on the tunneling boring supporting rack.

It in actual use, can be by the stake hole by the tunneling boring supporting rack in the preceding section supporting construction The active force at top is transferred to big ground foundation.

In the present embodiment, the spacing in the stake hole between neighbouring two tunneling boring supporting racks is 0.6m.And And the length of the construction segment is 1.2m.

In the present embodiment, the tunneling boring supporting rack is laid in same flat with the more anchor poles being laid on the outside of it On face；The inner end of the more anchor poles is each attached on the same tunneling boring supporting rack in the anchor pole group.It is described complete disconnected Face supporting rack is to be formed by shaped steel bending and be fastenedly connected the annular support being integrated from beginning to end.

Connected between all tunneling boring supporting racks laid in the stake hole by the longitudinally connected reinforcing bar fastening of multiple tracks frame body One is connected in, the longitudinally connected reinforcing bar of frame body is laid along the length direction in the stake hole；The each institute laid in the stake hole It states tunneling boring supporting rack to be fixedly connected with the longitudinally connected reinforcing bar of frame body described in multiple tracks, the longitudinally connected reinforcing bar of frame body described in multiple tracks is equal It is fixed in the concrete ejection layer.

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

Also, the steel fiber reinforced concrete jetted layers are C30 steel fiber reinforced concrete jetted layers.

During practice of construction, the concrete strength of the steel fiber reinforced concrete jetted layers in a construction segment is treated After reach design strength 70%, then excavated to carrying out next construction segment.

In the present embodiment, it is both provided on the madial wall of each tunneling boring supporting rack multiple for connecting the reinforcing bar The connection reinforcing bar of cage, multiple connection reinforcing bars are laid on the same cross section of stake hole segment, and multiple described Connection reinforcing bar is laid from front to back along the inside contour line of the tunneling boring supporting rack；It stretches the inner end of multiple connection reinforcing bars Go out to the concrete ejection layer.

In the present embodiment, steel reinforcement cage described in step 201 includes multiple tracks main reinforcement and multiple bar-mat reinforcements laid from the bottom to top Piece, multiple tracks main ribs are laid along the length direction in the stake hole, and multiple reinforced mesh are in main ribs Vertical runs；

The steel reinforcement cage is formed by multiple steel reinforcement cage section assemblings, length of multiple steel reinforcement cage segments along the stake hole It is laid from bottom to up in direction；

Before carrying out steel reinforcement cage binding in step 201, first set up to bind tying up for the steel reinforcement cage in the stake hole Platform is pricked, the binding platform is laid in the tablet on the bottom bracing structure including bottom bracing structure and polylith, described Bottom bracing structure is that the full hall formula scaffold formed is set up by more steel pipes；

To it is described binding platform set up before, using the hanging device by for set up it is described binding platform institute It states in tablet and the lifting steel pipes to the stake hole.

In the present embodiment, using manually setting up the full hall formula scaffold, the full hall formula scaffold in the stake hole The advance of middle upright bar is lm~2m, and the transfer of upright bar is lm~2m meters, and the step pitch of upright bar is 1.40m.The tablet is plank.Institute Binding platform is stated as one for operation and the platform of interim material stored.

In the present embodiment, the inner hollow of the steel reinforcement cage, the binding platform is located on the inside of the steel reinforcement cage.

Also, the binding platform is the reinforcing bar placement platform for supplying to place for the reinforcing bar for binding the steel reinforcement cage.

When being bound from the bottom to top to the steel reinforcement cage in step 201, the binding platform is connect from the bottom to top It is high.

As shown in the above, for solve the problems, such as can the assembling reinforcement in the stake hole of tilting, the present invention use institute Stating vertical lifting equipment will lift to the stake hole, and be positioned over the binding temporarily for binding the reinforcing bar of the steel reinforcement cage On platform.The binding platform is the construction platform stood for steel flxer people.

In the present embodiment, since the stake hole is inclined to laying, it will be used to bind to solve the vertical lifting equipment The reinforcing bar of the steel reinforcement cage is lifted to the lifting demand of stake hole inside bottom, and the present invention specifically will using mode of backbreaking Stake hole lower part is excavated downward vertically, and is excavated and to be formed super excavation area 3, is used in and is bound the reinforcing bar of the steel reinforcement cage and can lift To the inside bottom in the stake hole.

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

As shown in fig. 6, the reinforced mesh includes stirrup 7-1, the inside reinforcing bar group on the inside of stirrup 7-1 and positioned at hoop Outside reinforcing bar group on the outside of muscle 7-1, the shape of the stirrup 7-1 are identical with the transverse shape in the stake hole.

The inside reinforcing bar group includes being located at the first arch lengths of rebar 7-2 on the inside of the arch wall in the stake hole together and be located at It is located at the first bottom reinforcement bars section 7-3, the first arch lengths of rebar 7-2 and stirrup 7-1 of the bottom inside in the stake hole together Between be attached by multiple first bar connecting section 7-4, multiple first bar connecting section 7-4 are along the first arch reinforcing bar The length direction of section 7-2 is laid from front to back；Pass through multiple between the first bottom reinforcement bars section 7-3 and stirrup 7-1 Two bar connecting section 7-5 are attached, length sides of multiple second bar connecting section 7-5 along the first bottom reinforcement bars section 7-3 To being laid from front to back.In the present embodiment, multiple first bar connecting section 7-4 are in uniformly distributed and multiple described Second bar connecting section 7-5 is in uniformly distributed, and adjacent two are smaller than between the two neighboring first bar connecting section 7-4 Spacing between a second bar connecting section 7-5.

The outside reinforcing bar group includes being located at the second arch lengths of rebar 7-6 on the inside of the arch wall in the stake hole together and be located at It is located at the second bottom reinforcement bars section 7-7, the second arch lengths of rebar 7-6 and stirrup 7-1 of the bottom inside in the stake hole together Between be attached by multiple third bar connecting section 7-8, multiple third bar connecting section 7-8 are along the second arch reinforcing bar The length direction of section 7-6 is laid from front to back；Pass through multiple between the second bottom reinforcement bars section 7-7 and stirrup 7-1 Four bar connecting section 7-9 are attached, length sides of multiple 4th bar connecting section 7-9 along the second bottom reinforcement bars section 7-7 To being laid from front to back.In the present embodiment, multiple third bar connecting section 7-8 are in uniformly distributed and multiple described 4th bar connecting section 7-9 is in uniformly distributed, and adjacent two are smaller than between the two neighboring third bar connecting section 7-8 Spacing between a 4th bar connecting section 7-9.

Also, it is smaller than the two neighboring third reinforcing bar between the two neighboring first bar connecting section 7-4 Spacing between linkage section 7-8.In the present embodiment, multiple tracks main ribs in the steel reinforcement cage stirrup 7- along each reinforced mesh 1 length direction is laid from front to back.Also, per pass main ribs are fixed with the stirrup 7-1 in all reinforced mesh It is connected as one.

When actually being bound, first multiple tracks main ribs are bound from the bottom to top；Multiple tracks main ribs are tied up During bundle, multiple reinforced mesh are bound respectively from the bottom to top.Reinforced mesh any one described is bound When, first stirrup 7-1 is bound；The inside reinforcing bar group and the outside reinforcing bar group are bound again.

Nowadays, pile foundation reinforcement cage making and installation be all that merogenesis completes and passes through and put under crane at the scene In stake holes (the also referred to as stake hole), fixed in time at hole after a section steel reinforcement cage is transferred into stake holes, then by next section steel Muscle cage is welded as a whole with the section steel reinforcement cage；In this way, steel reinforcement cage is welded and transferred into stake holes by other segments successively, steel is completed The installation of muscle cage.Also, pile foundation reinforcement cage need to be bound with pile foundation concrete with strong on pile foundation reinforcement cage after installation is complete The concrete pad of degree, to ensure the thickness of concrete cover of pile foundation reinforcement cage.But above-mentioned existing pile foundation reinforcement cage Making and installation method, are primarily present following defect：1st, the stake diameter for requiring pile foundation is smaller, and the requirement to place is larger；2nd, field Ground requires smooth, need to utilize crane auxiliary construction；3rd, pile foundation is necessary for vertically downward, steel reinforcement cage being facilitated to transfer；4th, steel reinforcement cage is every Saving weight should not be too big, and the high stability of steel reinforcement cage in itself, otherwise cannot lift.

The inclination angle of pile foundation of the invention of constructing is 55.19 °, a length of 47m of stake, stirrup minimum point and peak height difference 12.8m.The weight of used every meter of steel reinforcement cage is 8t and stability is poor, for so big steel reinforcement cage, using precast reinforced cage Mode can not achieve.Thus, it, can easy, the quick and high quality completion steel using the binding method described in step 501 The process of binding of muscle cage.

Since the inner space that the present invention excavates the stake hole formed is larger, thus the steel reinforcement cage can be accommodated and bound The bar material of Cheng Suoxu and various welding equipments, but the scrambling of the cross section due to the stake hole, in each reinforced mesh The bending radius and length of stirrup 7-1 is not quite similar, and more can by the way of assembling reinforcement live in the hole described in step 501 Close to the construction of pile foundation, and the accuracy of thickness of concrete cover and installation site can be effectively ensured.In addition, by being adopted Longer with the length of main reinforcement, the weight and length of single main reinforcement are larger, using vertical lifting equipment handling reinforcing bar of the present invention When convenient for construction；It will break the whole up into parts simultaneously for binding the reinforcing bar of the steel reinforcement cage, it is easier for installation using manual site.Its In, include main reinforcement, stirrup 7-1, the first arch lengths of rebar 7-2, the first bottom reinforcement bars section for binding the reinforcing bar of the steel reinforcement cage 7-3, the first bar connecting section 7-4, the second bar connecting section 7-5, the second arch lengths of rebar 7-6, the second bottom reinforcement bars section 7-7, Third bar connecting section 7-8 and the 4th bar connecting section 7-9.

When actually being bound, used full hall formula scaffold not only provides operating platform, while to complete for personnel The binding of steel reinforcement cage and subsequent concrete construction provide safeguard.

In the present embodiment, when being bound to stirrup 7-1, stirrup 7-1 is bent along the tunneling boring supporting rack, this The line style that construction molding large section tilting single-pile foundation can be effectively ensured in sample is consistent with the line style of stirrup 7-1.

It is security consideration during practical progress steel reinforcement cage binding, the reinforcing bar placed on the binding platform, which indulges weight, to be surpassed Cross 1t, and with with hanging.The stirrup 7-1 is installed using segmentation, then welds cyclization.3-5 people installs a stirrup 7- simultaneously 1, and it is with welding manner that stirrup 7-1 and tunneling boring supporting rack welding is firm.

In the present embodiment, the length of each steel reinforcement cage segment is 9m.The bottom end of per pass main ribs passes through L-type anchor Muscle is anchored into the rock mass of stake hole bottom.Also, per pass main ribs are spliced from the bottom to top by multiple main reinforcement segments, The length of main ribs segment is 9m, is attached between two neighboring main ribs segment using inner thread sleeve.

In conclusion the present invention uses the weak country rock full face tunneling support pattern of large section high inclination-angle.Traditional inclined shaft, Tunnel excavation construction is roughly divided into following several using New Austrian Tunneling Method：Benching tunnelling method, CD methods, CRD methods etc., the above method apply rock Physical theory, using safeguard and using country rock self-bearing ability as basic point, use preliminary bracing as main supporting means, in time into Row supporting controls the deformation and relaxation of country rock, country rock is made to become the component part of support system, and by country rock and supporting Measure, monitor method and principle constructing tunnel and underground engineering design to be instructed to construct, but the above method be difficult to realize it is complete disconnected Face entirety excavation construction, work efficiency are extremely low.And the present invention is using tunneling boring supporting construction and the matched strong supporting of anchor cable group in hole System solves the problems, such as that weak surrounding rock itself can not form stable support system, while realize super large under strong supporting system The full face tunneling of section.Wherein, tunneling boring supporting construction includes tunneling boring supporting rack, anchor pole and concrete ejection layer.

In addition, when carrying out excavation construction to inclined shaft, tunnel using New Austrian Tunneling Method, used muck removal mode is generally rail fortune Defeated, big machinery can not be into hole operation, and construction efficiency is extremely low, and security risk is very big, and the present invention passes through full face tunneling side Formula simultaneously carries out vertical muck removal using the muck removal equipment being set up on the outside of hole, realizes machinery, quarrel stone vertical transport, and solve Big machinery can not be passed in and out normally, have bad luck the problem of quarrel stone is difficult, maximum limit during high inclination-angle single-pile foundation excavation construction Elevating mechanism utilization rate is spent, construction efficiency is improved, greatly reduces construction safety risk.

The above is only presently preferred embodiments of the present invention, not the present invention is imposed any restrictions, every according to the present invention Any simple modification, change and the equivalent structure that technical spirit makees above example change, and still fall within skill of the present invention In the protection domain of art scheme.

Claims

1. a kind of large section high inclination-angle tunnel type pile foundation construction process, it is characterised in that：Constructed pile foundation is armored concrete , it is provided with steel reinforcement cage in the reinforced concrete pile；The stake hole of the reinforced concrete pile is large section high inclination-angle tunnel Hole (1), the cross sectional area of the large section high inclination-angle Tunnel (1) are more than 100m²And its inclination angle is more than 45 °；To being applied When work pile foundation is constructed, include the following steps：

Step 1: stake hole is constructed, process is as follows：

Step 101, barrel vault advanced support construction：To carrying out barrel vault advanced support construction at the top of the stake hole, construction molding is obtained Barrel vault advanced support structure；

Step 103, the wide open excavation construction of stake：Using full face tunneling method, from top to bottom divide multiple construction segments to constructed pile foundation Stake hole carry out excavation construction, include the following steps：

Step 1031, initial construction segment is excavated and supporting construction：From top to bottom the initial of the stake hole is applied using drilling and blasting method Work segment carries out excavation construction, and carries out supporting using the split molding stake hole segment of digging of tunneling boring supporting construction；

Step 1032, next construction segment is excavated and supporting construction：According to the method described in step 1031, to the stake hole Next construction segment excavated and supporting construction；

Step 1032 is repeated several times in step 1033, until completing the excavation and supporting construction of all construction segments in the stake hole Process obtains the stake hole that construction is completed；

Step 201, steel reinforcement cage binding：In the stake hole that excavation construction is completed in step 1, from the bottom to top to the reinforcing bar Cage is bound；

Step 202, filling concrete：After the completion for the treatment of steel reinforcement cage binding, the concrete perfusion into the stake hole from the bottom to top； After institute's concrete perfusion final set, the work progress of pile foundation of constructing is completed；

The tunneling boring supporting rack and shotcrete combined retaining structure include the tunneling boring supporting rack being supported in the segment of the stake hole, The anchor pole group reinforced to the inner wall of stake hole segment and injection in the concrete ejection layer on the inner wall of stake hole segment, The inner end of the anchor pole group and the tunneling boring supporting rack are both secured in the concrete ejection layer；

The quantity of the tunneling boring supporting rack is one or more, length of multiple tunneling boring supporting racks along stake hole segment It from top to bottom lays in degree direction；An anchor pole group is laid on the outside of each tunneling boring supporting rack；It is described complete disconnected The quantity of face supporting rack is identical with the quantity of the anchor pole group；The ring support of the tunneling boring supporting rack and its shape with it is described The transverse shape of stake hole segment is identical, and the anchor pole group includes the more inside contour lines along the tunneling boring supporting rack by preceding To the anchor pole of rear laying, the more anchor poles are laid on the same cross section of stake hole segment；The tunneling boring branch Support and the perpendicular laying of length direction in the stake hole；

The tunneling boring supporting rack is laid on same plane with the more anchor poles being laid on the outside of it；The anchor pole group In the inner ends of the more anchor poles be each attached on the same tunneling boring supporting rack；

When step 201 carries out steel reinforcement cage binding, the steel reinforcement cage from the bottom to top respectively with laid in the stake hole it is all complete disconnected Face supporting rack is fixedly connected；It is both provided on the madial wall of each tunneling boring supporting rack multiple for connecting the steel The bar connecting head of muscle cage, multiple bar connecting heads carry out from front to back along the inside contour line of the tunneling boring supporting rack It lays.

2. large section high inclination-angle tunnel type pile foundation construction process described in accordance with the claim 1, it is characterised in that：Step 103 Described in construction segment length be 0.5m~1.5m；

Hole supporting construction described in step 102 is annular shield wall (6), and the annular shield wall (6) is cast-in-place concrete wall And it is located on the inside of the barrel vault advanced support structure；The depth that the annular shield wall (6) enters the stake hole is 1m~3m.

3. large section high inclination-angle tunnel type pile foundation construction process described in accordance with the claim 1, it is characterised in that：In step 1 In the work progress of stake hole, anchor cable group in multiple holes, neighbouring two holes need to be also from top to bottom laid in the stake hole Spacing between interior anchor cable group is 3.5m~4.5m；Anchor cable group is in parallel cloth with the tunneling boring supporting rack in each hole If；

4. according to the large section high inclination-angle tunnel type pile foundation construction process described in claims 1 or 2, it is characterised in that：Step Multiple construction segments are in horizontal layout in 103；

When from top to bottom carrying out excavation construction to the initial construction segment in the stake hole using drilling and blasting method in step 1031, excavate disconnected Face is in horizontal layout.

5. according to the large section high inclination-angle tunnel type pile foundation construction process described in claim 4, it is characterised in that：Step 101 Described in the hole in stake hole be located in side slope (2)；

The stake hole is from top to bottom divided into top excavation section (1-1), middle part excavation section (1-2) and lower part excavation section (1-3)；

The top excavation section (1-1), middle part excavation section (1-2) and lower part excavation section (1-3) are from top to bottom divided into multiple institutes It states construction segment and carries out excavation construction；

The excavated section of the top excavation section (1-1) from top to bottom gradually increases, and the excavation of the middle part excavation section (1-2) breaks From top to bottom all same, the excavated section of the lower part excavation section (1-3) are from top to bottom gradually reduced in face.

6. according to the large section high inclination-angle tunnel type pile foundation construction process described in claims 1 or 2, it is characterised in that：Step The hole of stake hole described in 101 is located in side slope (2)；The barrel vault advanced support structure is carried out along the length direction in the stake hole It lays and its length is consistent with the length in the stake hole, the arch that the barrel vault advanced support structure is located at the stake hole is propped up The supporting construction of shield；

When barrel vault advanced support construction is carried out in step 101, construct according to conventional barrel vault advanced support construction method；

The length direction of the barrel vault advanced support structure along stake hole (1) is laid and the length one in its length and stake hole (1) It causes；The barrel vault advanced support structure includes the guiding wall (4-4) being laid in side slope (2) slope surface, is laid in guiding wall (4-4) Interior arch-shaped steel frame (4-1), more pipe canopy pipes (4-2) squeezed into from the front to the back in side slope (2) and multiple respectively to described in more The guide pipe (4-3) that pipe canopy pipe (4-2) is oriented to, the top outer for being oriented to wall (4-4) positioned at stake hole (1)；Multiple institutes It states guide pipe (4-3) to be installed on arch-shaped steel frame (4-1), center of multiple guide pipes (4-3) along arch-shaped steel frame (4-1) Line is laid from left to right, and multiple guide pipes (4-3) are laid on same plane；The arch-shaped steel frame (4-1) With the perpendicular laying of length direction of stake hole (1)；The guiding wall (4-4) is concrete walls；

The length of the more pipe canopy pipes (4-2) is consistent with the longitudinal length of stake hole (1)；More pipe canopy pipes (4-2) Outer limb is 1 °~3 °, and the every pipe canopy pipe (4-2) is laid with the guide pipe (4-3) being oriented to it in coaxial；

The support pier (5) that left and right two supports respectively for two arch springings of arch-shaped steel frame (4-1) is provided on the side slope (2), The support pier (5) is concrete support pier；

Hole supporting construction described in step 102 is annular shield wall (6), and the annular shield wall (6) is cast-in-place concrete wall And it is located on the inside of the barrel vault advanced support structure；The depth that the annular shield wall (6) enters the stake hole is 1m~3m, The annular shield wall (6) pours with two support piers (5) and is integrated, and the annular shield wall (6) passes through described in two Support pier (5) is divided into upper wall body and the lower wall body below the upper wall body.

7. according to the large section high inclination-angle tunnel type pile foundation construction process described in claims 1 or 2, it is characterised in that：Step Before carrying out the wide open excavation construction of stake in 103, a hanging apparatus need to be also laid on the outside of the hole in the stake hole；

When from top to bottom carrying out excavation construction to the initial construction segment in the stake hole using drilling and blasting method in step 1031, process is such as Under：

Step I, brill are quick-fried：First using drilling device and the excavated section currently constructed on drill through blasthole, then drilling through big gun Powder charge in hole detonates after the completion of powder charge and carries out explosion；

Step II, muck removal, include the following steps：

Step II -1, excavator lifting are in place：Excavator is lifted to the excavation currently constructed using the hanging apparatus and is broken On face；

Step II -2, hopper lifting muck removal：Hopper is lifted to the excavated section currently constructed using the hanging apparatus Afterwards, the quarrel stone generated after explosion is packed into the hopper using excavator described in step II -1, then is filled using the lifting It puts and the hopper equipped with quarrel stone is hung on the outside of the hole in the stake hole；

8. according to the large section high inclination-angle tunnel type pile foundation construction process described in claim 7, it is characterised in that：The lifting Device is gantry crane；

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

The excavated section of the top excavation section (1-1) from top to bottom gradually increases, and the excavation of the middle part excavation section (1-2) breaks From top to bottom all same, the excavated section of the lower part excavation section (1-3) are from top to bottom gradually reduced in face；

Multiple construction segments are in horizontal layout in step 103；

When from top to bottom carrying out excavation construction to the initial construction segment in the stake hole using drilling and blasting method in step 1031, excavate disconnected Face is in horizontal layout；

Step 103 carry out the wide open excavation construction of stake during, need to also the stake hole close to the side of the hanging apparatus by up to Under excavated, and excavate and to form super excavation area (3)；

It is connected inside the super excavation area (3) and the stake hole and its lateral wall is vertical side walls.