CN205822234U - Mountain highway tunnel cap excavation method soil arch loose tool plate Tiebar structure - Google Patents

Abstract

nullThe utility model discloses a kind of mountain highway tunnel cap excavation method soil arch loose tool plate Tiebar structure，Belong to digging method construction field, mountain highway tunnel，Soil arch loose tool plate Tiebar structure therein mainly includes being arranged on soil arch tire by steel form、Plank sheathing、Steel form tie-rod、The set arch template that tie-rod sleeve pipe and channel-section steel backing plate are constituted，And it is upper to be arranged on two couple bottom steel form and plank sheathing、Lower link，Formation set arch concrete is poured between plank sheathing and steel form，Pour secondary lining concrete the most again，This mountain highway tunnel cap excavation method soil arch loose tool plate Tiebar structure has simple structure、Easy to use、Safe and reliable、Low cost、The advantages such as construction material recycling，The engineering quantity of digging method construction tunnel slope excavation can be advantageously reduced in conjunction with corresponding construction method，Save spoil ground，Also there is the effect of energy-saving and emission-reduction，Economic benefit and social benefit are notable.

Description

Mountain highway tunnel cap excavation method soil arch loose tool plate Tiebar structure

Technical field

This utility model relates to a kind of digging method construction field, mountain highway tunnel, specifically refers to mountain highway tunnel lid and digs Method soil arch loose tool plate Tiebar structure.

Background technology

Vcehicular tunnel cap excavation method be faced down by ground and be excavated to certain depth after, by top seal, remaining bottom engineering Construct under the top cover closed.Mountain highway tunnel need to pass through under valley floor and the mountain ridge, and valley floor is shallower due to cover layer, ground Matter condition changes greatly, therefore valley floor constructing tunnel difficulty is typically big than tunnel under the mountain ridge.The valley floor being commonly encountered in engineering covers Cap rock is relatively thin, and tunnel segment height is the soil layer that geology is poor, is below the weathered rock formation that geology is the best, encircles loose tool frequently with soil Sleeve-board arch supporting is inverse digs method construction, such as " the sheltered reverse excavation soil loose tool that disclosed China Patent No. is 201110451019.4 Construction method ", the native loose tool that it proposes i.e. soil arch tire construction method arch rise left in advance method solves soil arch tire consolidating settlement Problem, but soil arch tire and set arch steel form monolithic stability can not be solved, as supported soil arch in the side slope both sides of excavation with steel beam column The set arch template of tire, slope soil deformation is wayward, and soil arch tire and set arch steel form monolithic stability are also difficult to ensure that, there is peace Full hidden danger；And " mountain tunnel stake arch cap excavation method comprehensive support structure " that disclosed China Patent No. is 201420739014.0, It is the drilled pile measure using two rows to be parallel to each other, then expense is the highest, and also is difficult to reuse construction material.

Summary of the invention

Technical problem to be solved in the utility model be to overcome the defect of prior art and provide a kind of simple structure, Esy to use, safe and reliable, the mountain highway tunnel cap excavation method soil arch tire form tie knot of low cost, construction material recycling Structure.

Technical problem of the present utility model is achieved through the following technical solutions:

A kind of mountain highway tunnel cap excavation method soil arch loose tool plate Tiebar structure, excavates including being faced down by ground and repairs arching The soil arch tire of shape and both sides domatic, soil arch tire and domatic between reservation operations space, described soil arch tire outer surface is reserved Settling amount also lays medium coarse sand bed course, is all preset with set skewback plinth at the both sides arch springing of soil arch tire, and the outer surface of soil arch tire is provided with The a plurality of plank sheathing being laid on medium coarse sand bed course according to soil arch the form of the foetus shape and the steel form being arranged on plank sheathing outer layer, this wooden model Plate and steel form are encircleed the vault of tire by set skewback plinth top parcel to soil；It is provided with many at the bottom of described plank sheathing to encircle outside tire along soil Surface configuration makees the channel-section steel backing plate that a determining deviation is arranged, and the concave part of every channel-section steel backing plate all embeds in medium coarse sand bed course, every On channel-section steel backing plate, spacing arranges multiple boring in quincuncial arrangement；Fix even with set skewback plinth top bottom described steel form Connecing, concreting hole is reserved at steel form top；Described steel form outer surface penetrates many steel form tie-rods, every steel form Tie-rod sequentially passes through plank sheathing again and passes from the boring of channel-section steel backing plate, and the two ends of this steel form tie-rod are separately fixed at steel form With on channel-section steel backing plate, the steel form tie-rod between steel form and plank sheathing is externally provided with tie-rod sleeve pipe, this tie-rod sleeve pipe and punching block Plate, the seam crossing of plank sheathing seal, and described steel form, plank sheathing, steel form tie-rod, tie-rod sleeve pipe and channel-section steel backing plate constitute set Arch template, pours formation set arch concrete between plank sheathing and steel form；It is provided with two bottom described steel form and plank sheathing To upper connecting rod and lower link, the every pair of upper connecting rod sequentially pass through wherein the steel form of side, plank sheathing and soil arch tire duct and from separately Plank sheathing and the steel form of side pass, and the upper connecting rod between steel form and plank sheathing is externally provided with casing tube of tension rod, this drag link sleeve Pipe seals with the seam crossing of steel form, plank sheathing；Every pair of lower link sequentially passes through the wherein steel form of side, plank sheathing and soil arch Tire duct and pass from plank sheathing and the steel form of opposite side, the lower link between steel form and plank sheathing is externally provided with drag link sleeve Pipe, this casing tube of tension rod seals with the seam crossing of steel form, plank sheathing；Described steel form outer surface is provided with connection fastening upper connecting rod Or the wedge backing plate of lower link, stay-bolt.

Described plank sheathing is the bar shaped plank with some strength, and length direction is along soil arch tire annular configuration, neighboring trees Mutual embedded squeezing between template, water-tight spillage, a plurality of plank sheathing laid after profile and set arch concrete bottom shape phase With, plank sheathing is along every element length S=10～12m of tunnel axis, from the vault of set skewback plinth top parcel to soil arch tire；Institute Channel-section steel backing plate every element length S=10～12m stated, length direction is along tunnel axis layout, every unit 10～20,10～20 The channel-section steel of number specification, the length of every plank sheathing is identical with the gap length of channel-section steel backing plate, i.e. the girth joint of every plank sheathing Center in channel-section steel top width；Described steel form tie-rod a diameter of 18～25mm round bar, tie-rod bolt fastening steel form With channel-section steel backing plate, steel form tie-rod length=set arch concrete thickness+steel form thickness+plank sheathing thickness+channel-section steel plate thickness+2 Bolt regular length, every channel-section steel backing plate use steel form tie-rod and tie-rod sleeve pipe 5～7, this tie-rod sleeve pipe is PVC set Pipe, internal diameter is identical with steel form tie-rod diameter, length with overlap that to encircle concrete thickness identical, wall thickness 2～3mm, have certain firm Degree, does not bends under tie-rod bolt fastens, and seals water-tight spillage with steel form bottom surface and plank sheathing end face adhesive tape or clay.

Described steel form reserves the Application in Pre-camber of 3～5cm according to the upper top face profiles of set arch concrete, for steel die Plate, peripheral solder I-steel or channel-section steel are strengthened enclosing purlin, and this steel form is S=10～12m along the element length of tunnel axis, punching block The height of set arch concrete is formed, from the arch of set skewback plinth top parcel to soil arch tire between bottom surface and the end face of plank sheathing of plate Top, bottom steel form, the fastening of pre-buried steel part bolt or electric welding with set skewback plinth are fixed.

Described upper connecting rod is prestressing force spiral and makes mutually isostructural pull bar with lower link, diameter 25～ 32mm；Described upper connecting rod upper row's upper connecting rod preformed hole, casing tube of tension rod, plank sheathing preformed hole and the rig from steel form successively The soil arch tire duct got out is worn to the lower row's upper connecting rod preformed hole on plank sheathing preformed hole, casing tube of tension rod and the steel form of opposite side Go out；The described lower link upper row's lower link preformed hole from steel form successively, casing tube of tension rod, plank sheathing preformed hole and rig bore The soil arch tire duct gone out is worn to the lower row's lower link preformed hole on plank sheathing preformed hole, casing tube of tension rod and the steel form of opposite side Go out；Described casing tube of tension rod is pvc pipe, and internal diameter is identical with upper and lower pull bar diameter, wall thickness 2～3mm；On described wedge backing plate Being provided with the duct more than pull bar diameter 1～2mm, wedge backing plate outer surface is vertical with pull bar, in order to stretch-draw pull bar and anchoring rod Accurately stress；Described casing tube of tension rod is close to steel form, plank sheathing, the not spillage when pouring set arch concrete, set arch coagulation After soil solidification, when removing upper and lower pull bar, pull bar is easily extracted out from casing tube of tension rod；Preformed hole on described steel form, soil arch tire The often joint steel form centre position of duct and plank sheathing preformed hole both vertically and horizontally sets two row's preformed holes, for upper row Pull-up rod aperture, the drop-down rod aperture of upper row and lower row pull up rod aperture, lower row's tie rod hole, and the upper and lower tie rod hole level interval often arranged is, vertical interval is, the average height of two row's preformed holes with Set skewback plinth apical side height isValue regarding soil arch tire soil nature depending on, soil property preferably gets the small value, soil Poor the taking large values of matter；Described upper connecting rod and lower link are formed by connecting by more piece prestressing force spiral adapter, often save Length by the working place between side slope and soil arch tire depending on, a length of 2～5m, upper connecting rod or lower link wedge backing plate, Reserved jack tension length outside stay-bolt.

Described pull bar the most all make diagonally disposed, between pull bar vertical direction and horizontal plane Angle is, horizontal direction becomes with tunnel longitudinal axisAngle.

Described set arch concrete is the primary load bearing structure of digging method construction, according to tunnel structure scale, execution conditions Set reinforcing bar with geological environment or do not set reinforcing bar, and being cast in the space between plank sheathing and steel form.

When described soil arch tire is to start to be excavated to the best weathered rock formation of geology from ground, reserved set arch concrete construction In the range of the soil body, and as the bow member of steel form；When mechanical equivalent of light excavation to set encircles the steel form shaped neighborhood needed for concrete, in advance Stay certain undisturbed soil, then repair with hand excavation, so as not to the disturbance original state soil body and reduce the bearing capacity of the soil body；Depending on soil arch tire The characteristic of the soil body, soil arch tire end face is reserved 2～3cm settling heights, and is laid medium coarse sand bed course 1～2cm；Described side slope be from When ground starts to be excavated to after certain depth as weathered rock formation that geology is the best, in addition to being retained as the soil body of soil arch tire, its More than to excavate into guarantee homeostatic domatic, leave working place between this domatic and native arch tire.

Described set skewback plinth is the bottom support of steel form, for cement concrete constructions, the most pre-buried some and The steel built-in fitting of spacing, makees to install use bottom steel form；The ground vertical bearing capacity of described set skewback plinth meets cap excavation method Set arch concrete and the load requirement of set arch template.

Compared with prior art, this utility model devises a kind of mountain highway tunnel cap excavation method soil arch tire form tie knot Structure, this structure mainly includes being arranged on soil arch tire by steel form, plank sheathing, steel form tie-rod, tie-rod sleeve pipe and channel-section steel backing plate The set arch template constituted, and is arranged on the upper and lower pull bar of two couple bottom steel form and plank sheathing, plank sheathing and steel form it Between pour formation set arch concrete, pour secondary lining concrete the most again, this mountain highway tunnel cap excavation method soil arch loose tool Plate Tiebar structure has the advantages such as simple structure, esy to use, safe and reliable, low cost, construction material recycling, in conjunction with Corresponding construction method can advantageously reduce the engineering quantity of digging method construction tunnel slope excavation, saves spoil ground, also has The effect of energy-saving and emission-reduction, economic benefit and social benefit are notable.

Accompanying drawing explanation

Fig. 1 is structural facades schematic diagram of the present utility model.

Fig. 2 is the top view of Fig. 1.

Fig. 3 is enlarged drawing at the A of Fig. 1.

Fig. 4 is I-I, II-II rod anchor profile of Fig. 1.

Fig. 5 is that the Force Calculation of soil arch tire set arch template and pull bar is graphic.

Detailed description of the invention

By above-mentioned accompanying drawing, this utility model embodiment will be elaborated again below.

As shown in Fig. 1 ~ Fig. 5,1. set skewback plinth, 2. side slope, 3. soil arch tire, 4. plank sheathing, 5. steel form, 51. liang of rows are in advance Box out, 52. casing tube of tension rods, 53. steel form tie-rods, 54. channel-section steel backing plates, 55. tie-rod bolts, 56. tie-rod sleeve pipes, 61. upper connecting rods, 62. lower links, 63. wedge backing plates, 64. stay-bolts, 7. set arch concrete, 8. secondary lining concrete, 9. ground, 10. etc. Effect pull bar axis, 11. stretch subsiding crack, 12. settling amounts.

Mountain highway tunnel cap excavation method soil arch loose tool plate Tiebar structure, belongs to digging method construction field, mountain highway tunnel, Mainly formed by ground, side slope 2, soil arch tire 3, set skewback plinth 1, the set arch structure such as concrete seven and secondary lining concrete eight, Also include the set arch template being made up of steel form 5, plank sheathing 4, steel form tie-rod 53, tie-rod sleeve pipe 56 and channel-section steel backing plate 54 etc., I.e. template system, and the pull bar of two groups of structures, i.e. upper connecting rod 61 and lower link 62.

Described ground is vcehicular tunnel when passing through valley floor, and ground less than 9 is the overlying soil that geology is poor, is then ground The weathered rock formation that matter is the best, ground vertical bearing capacity meets cap excavation method set arch concrete and the requirement of template system load.

Described side slope 2 be after ground 9 starts to be excavated to certain depth for weathered rock formation that geology is the best time, except retaining Outside the soil body as soil arch tire 3, it is homeostatic domatic that remaining excavates into guarantee, leaves certain between domatic and native arch tire 3 Construction operation space.

When described soil arch tire 3 be to start to be excavated to the best weathered rock formation of geology from ground, it is reserved for set and encircles concrete seven The soil body in the range of the set arch template of construction, using the bow member as steel form 5；Mechanical equivalent of light excavation encircles the punching block needed for concrete to set During plate 5 shaped neighborhood, reserved certain undisturbed soil, then repair with hand excavation, in order to avoid the disturbance original state soil body and reduce the soil body Bearing capacity, depending on the characteristic of soil arch tire 3 soil body, end face generally reserves 2～3cm settling heights, spreads medium coarse sand bed course 1～2cm.

Described plank sheathing 4 is bar shaped plank, and length direction is along soil arch tire 3 annular configuration, and a plurality of plank sheathing encircles according to soil The top surface shape of tire 3 spacing successively is laid on the medium coarse sand bed course of soil arch tire, and plank sheathing 4 end is every along soil arch tire external surface shape Laying many channel-section steel backing plates 54 every certain altitude, the concave part of every channel-section steel backing plate all embeds in medium coarse sand bed course, many channel-section steels On backing plate 54, boring forms quincunx cloth hole at a certain distance, penetrates steel form tie-rod 53, steel form from steel form 5 outer surface The tie-rod sleeve pipe 56 that steel form tie-rod 53 overcoat PVC material between 5 and plank sheathing 4 is made, tie-rod sleeve pipe and steel form 5, wood The water-tight spillage of template 4 seam crossing, steel form tie-rod 53 two ends tie-rod bolt 55 is separately fixed at steel form 5, channel-section steel backing plate 54 outer surfaces, i.e. form set arch template, the i.e. template system that can pour set arch concrete seven；Plank sheathing 4 is to have some strength , between neighboring trees template 4, mutual embedded squeezing seals, water-tight spillage, the profile after having laid and set arch concrete seven bottom surface phase With, plank sheathing 4, along every element length S=10～12m of tunnel axis, encircles the arch springing parcel of tire 3 from set skewback plinth 1 top, i.e. soil To vault；Every element length 10～12m of channel-section steel backing plate 54, length direction along tunnel axis arrange, every unit 10～20, Use the channel-section steel of 10～No. 20 specifications；The length of every forestick template 4 is identical with the gap length of channel-section steel backing plate 54；Steel form tie-rod 53 employing a diameter of 18～the round bars of 25mm, tie-rod bolt 55 fastens steel form 5 and channel-section steel backing plate 54, and steel form tie-rod 53 is long Degree=set arch concrete thickness+steel form thickness+plank sheathing thickness+channel-section steel plate thickness+2 bolt regular length, every channel-section steel Backing plate 54 uses steel form tie-rod 53 and tie-rod sleeve pipe 5～7；The internal diameter of tie-rod sleeve pipe 56 and steel form tie-rod 53 diameter phase With, length is identical with set arch concrete seven thickness, and wall thickness 2～3mm has certain rigidity, do not scratches under tie-rod bolt 55 fastens Song, seals water-tight spillage with steel form 5 bottom surface and plank sheathing 4 end face adhesive tape or clay, plays fixed cover arch concrete seven and sets When meter space and dismounting steel form tie-rod, steel form tie-rod 53 is viscous to be overlapped arch concrete and extracts out smoothly.

Described steel form 5 reserves the Application in Pre-camber of 3～5cm according to the upper top face profiles of set arch concrete seven, for steel Template, peripheral solder I-steel or channel-section steel strengthen enclosing purlin, and identical with plank sheathing is all to be S=10 along the every element length of tunnel axis ～12m, form the height of set arch concrete seven between bottom surface and the end face of plank sheathing 4 of steel form 5, from set skewback plinth 1 top i.e. The set arch concrete seven exterior sheathing that the arch springing parcel of soil arch tire 3 overarches to domeshape, bottom steel form 5 with in set skewback plinth 1 The fastening of pre-buried steel part bolt or electric welding；The concreting hole of several certain size is reserved at steel form 5 top, treats coagulation Soil has poured rear enclosed.

Described set arch concrete seven is the primary load bearing structure of digging method construction, according to tunnel structure scale, execution conditions Reinforcing bar can be set with geological environment or not set reinforcing bar；Set arch concrete seven is cast between steel form 5 and plank sheathing 4, and bottom surface is not Can invade in the secondary lining concrete eight boundary of construction in later period；Every unit set arch a length of S=10～12m of concrete seven, every unit Between stay 1～2cm to stretch subsiding crack 11, flexible subsiding crack is embedded in rubber strip or other flexible filler, plays allowing every unit Set arch concrete seven sedimentation flexible and water-tight；Preformed hole after steel form tie-rod 53 and pull bar dismounting, at construction in later period secondary During lining concrete 8, serosity is emerged in preformed hole, has both played the closing watertight effect of preformed hole, moreover it is possible to make to pour secondary Lining concrete 8 has vent cap, and the degree of compaction and the beneficially secondary lining concrete that improve secondary lining concrete encircle with set Concrete is close to.

Described upper and lower pull bar is prestressing force spiral and makes mutually isostructural pull bar, diameter 25～32mm, pull-up Bar 61 passes the upper row's upper connecting rod preformed hole steel form, casing tube of tension rod 52, plank sheathing from the outer surface side of steel form 5 successively The soil arch tire duct that preformed hole and rig get out is to the lower row on the plank sheathing preformed hole of opposite side, casing tube of tension rod 52, steel form 5 Pull-up rod aperture passes；Lower link 62 is reserved through the upper row's lower link steel form 5 from the outer surface side of steel form 5 successively The soil arch tire duct that hole, casing tube of tension rod 52, plank sheathing preformed hole and rig get out is to the plank sheathing preformed hole of opposite side, drag link sleeve Lower row's lower link preformed hole on pipe 52, steel form 5 passes；Casing tube of tension rod 52 is pvc pipe, and internal diameter is identical with pull bar diameter, wall thickness 2 ～3mm；Again the wedge backing plate 63 being provided with duct is pierced into pull bar, be placed on steel form 5 outer surface, with stay-bolt 64 fastening pull rod； The duct that described wedge backing plate 63 is provided with is more than pull bar diameter 1～2mm, and wedge backing plate 63 outer surface is vertical with pull bar, in order to Stretch-draw pull bar and the accurate stress of anchoring rod；Described casing tube of tension rod 52 and the preformed hole on steel form 5 and plank sheathing preformed hole Being close to, the not spillage when pouring set arch concrete seven, after set arch concrete setting, when removing pull bar, pull bar is from casing tube of tension rod 52 Easily extract out；Preformed hole on described steel form 5, that steel form centre position is often saved with plank sheathing preformed hole in soil arch tire duct is vertical Direction and horizontal direction respectively set two row's preformed holes 51, be referred to as upper row's pull-up rod aperture, the drop-down rod aperture of upper row and lower row pull up rod aperture, under Row's tie rod hole, holes level interval is, vertical interval is, Two row's preformed hole 51 average heights with set skewback plinth apical side height areValue regard soil arch tire 3 soil nature and Fixed, soil property preferably gets the small value, poor the taking large values of soil property；Described upper connecting rod 61 and lower link 62 can be by more piece prestressing force spiral shells Stricture of vagina reinforcing bar adapter is formed by connecting, and depending on the length often saved is by the working place between side slope 2 and soil arch tire 3, the most often saves A length of 2～5m, upper connecting rod 61 or lower link 62 are in the outer reserved jack tension length of wedge backing plate 63 and stay-bolt 64.

Two described row's preformed hole 51 average heights with set skewback plinth 1 apical side height areValue by the soil property of side slope 2, Construction environment, construction equipment and construction technology determine, owing to soil arch tire duct is formed by drill hole of drilling machine, implementing boring needs certain Working place, in Practical Project, reserved soil arch tire is the least with the distance of side slope 2, and excessive distance is by increase excavation limit The engineering quantity on slope, in order to have suitable space when making drill hole of drilling machine operation and place pull bar, rig is holed from upper row's preformed hole To lower row's preformed hole, every pair of upper and lower pull bar is also worn to lower row's preformed hole from upper row's preformed hole, reaches to reduce the mesh of working place 's.

Described pull bar, in addition to vertical direction is diagonally disposed, the most diagonally disposed, pull bar vertical direction with Angle between horizontal plane is, horizontal direction becomes with tunnel longitudinal axisAngle, also for make drill hole of drilling machine operation and There is suitable space when placing pull bar, reduce the engineering quantity of excavation slope 2；The quantity of pull bar is computed by soil arch tire 3 soil property Determine, to strengthen stability when soil arch tire, steel form, set arch concreting.

The computation model of mountain highway tunnel cap excavation method soil arch loose tool plate Tiebar structure is: every pair of upper and lower pull bar average It is highly that two row's preformed hole 51 average heights are with set skewback plinth 1 apical side height, and make with steel form 5 junction node B, C For pull bar and the Equivalent Calculation rise of steel form circular shaft line, B, C are the equivalent arch springing of steel form arch.Due to soil arch tire and tunnel Road arch is three circle built-up arches, and steel template system is thin sheet casing, for being stacked in the flexibly base enclosure of band pull bar, essence on soil arch tire True calculating need to calculate with three-dimensional finite element.When working out the tentative programme stage, in order to accelerate calculating progress raising work Efficiency, does not lose safety, is simplified by upper and lower to steel form and every pair pull bar and cuts with scissors skene arch calculating as band pull bar two, such as Fig. 1 institute Showing, the average height of every pair of upper and lower pull bar is as equivalence pull bar, i.e. equivalence pull bar axis 10 position, at set arch concrete seven and set The upper and lower pull bar equivalence pulling force of set skewback plinth vertical reaction, horizontal reacting force and every pair under the load actions such as arch template is by following formula meter Calculate:

Formula one,

Formula two,

In formula one, formula two

It is respectively steel form B, C arch springing under the load action of set arch concrete seven and set arch template Vertical reaction, owing to structure and load are symmetrical,；

It is respectively steel form B, C arch springing under the load action of set arch concrete seven and set arch template Horizontal reacting force, the equivalent pulling force of i.e. every pair upper and lower pull bar, owing to structure and load are symmetrical,；

It is respectively set arch concrete seven and the load intensity of set arch template,；

Every pair of upper and lower pull bar in the range of a computing unit length along tunnel axis,；

The circular shaft line radius of steel form 5,；

The circular shaft line rise of steel form 5,；

The circular shaft line equivalence rise of steel form 5, i.e. the average height of every pair of pull bar saves with steel form junction Point C, as pull bar and the Equivalent Calculation rise of steel form circular shaft line,For overlapping the height of skewback plinth end face extremely equivalence arch springing,, then Equivalent Calculation rise is

For the equivalent central angle of steel form circular shaft line half arc,；Vertical with lower link 62 center for upper connecting rod 61 in same row Spacing, value regarding soil arch tire 3 soil nature depending on,The distance of skewback plinth 1 end face is extremely overlapped, by lower link for lower row's lower link center Inclination conditions and the convenient construction of 62 determine；Unit isMeter,For punching block The central angle of plate circular shaft line half arc,；

Steel form circular shaft line is equivalent across footpath,, the average height of i.e. every pair upper and lower pull bar is with steel form even Connect the distance between place node BC,,

Set skewback plinth 1 and steel form 5 junction arch springing across footpath,；

Equivalence ratio of rise to span, i.e. steel form circular shaft line equivalence riseWith the equivalence of steel form circular shaft line across footpathRatio,；

The correction factor that the steel form axial deformation of distance affects shared by every pair of upper and lower pull bar,

Coefficient in formula is

The elastic modelling quantity of the steel form material of distance shared by the every pair of upper and lower pull bar,；

The steel form cross sectional moment of inertia of distance shared by every pair of upper and lower pull bar,；

Every pair of upper and lower pull bar is in the range of a computing unit length along tunnel axisSteel form cross section It is long-pending,；

The equivalent elastic modulus of every pair of upper and lower rod material,；

The equivalent cross-sectional area of every pair of upper and lower pull bar,；

Calculating for convenience, table 1 lists each ratio of rise to spanSet arch concrete and set arch template load action under steel Template arch springing horizontal reacting force coefficient, each shelves ratio of rise to spanIntermediate value interpolation calculation；

Steel form arch springing horizontal reacting force coefficient table under the load action of table 1 set arch concrete and set arch template

In table 1

Coefficient,

Under the load action of set arch concrete and set arch template, along a computing unit of tunnel axisLong Spend the pulling force that every pull bar is shared,；

Horizontal sextant angle between pull bar and tunnel longitudinal axis,；

Horizontal range between every pair of pull bar,；

Every pair of upper and lower pull bar and the angle of tunnel horizontal plane,

；

The sectional area of pull bar,；

Prestressing force spiral pull bar proof stress,。

Under the load action of set arch concrete seven and set arch template, between set skewback plinth 7 and ground, frictional resistance assume responsibility for portion Divide horizontal force, do not count as safety stock.

It addition, the construction method combining this mountain highway tunnel cap excavation method soil arch loose tool plate Tiebar structure mainly includes as follows Step:

Step one, draft mountain highway tunnel cap excavation method soil arch loose tool plate Tiebar structure scheme:

1. according to geological drilling data and the design drawing in digging method construction location, the side slope that need to excavate and soil arch tire are drafted Contour line, calculates soil arch tire anticipated settlement；

2. plank sheathing 4, channel-section steel backing plate 54, steel form 5 size and rod material model, diameter, layout quantity and shape are just intended Formula；

3. the bearing capacity of set skewback plinth 1 is calculated according to formula one, according to formula two tentative calculation rod material model, diameter, cloth Put quantity and form, until meeting requirement；

4. compare the indexs such as safe, applicable, economy, duration with other set arch concrete seven Analysis on construction schemes, select most preferably Scheme, if this programme is that preferred plan carries out lower step calculating again；

5. soil arch tire 3, steel form 5 and pull bar stressing conditions are checked, until meeting requirement by three-dimensional finite element computed in software；

Step 2, make plank sheathing 4, channel-section steel backing plate 54, steel form 5 and pull bar needed for accessory and carry out preparation of construction work Make:

1. make plank sheathing 4, steel form, at steel form 5 vault, reserve 10～15cm diameter concreting holes 2～3, Making pull bar, often joint pull bar length meets arrangement and method for construction requirement, and check qualified；

2. selecting required construction machinery, pull bar preformed hole boring drill uses the drilling rod of band sleeve, often joint drilling rod and set The length of cylinder is identical with arrangement and method for construction, verifies punching jacking equipment；

Step 3, excavation slope and soil arch tire:

1. in-site measurement setting-out, buries sedimentation and control of horizontal displacement point underground；

2. mechanical equivalent of light excavation side slope 2 and soil arch tire 3, and check geology and meet situation, as geological conditions has large change, need to adjust Whole arrangement and method for construction；

3. soil arch tire mechanical equivalent of light excavation to design shape reserves 10～30cm thickness, stops mechanical equivalent of light excavation, repaiies with hand excavation Whole soil arch tire, in order to avoid the disturbance original state soil body, the soil arch tire settlement reservation height that calculation review determines；

Step 4, casting concrete set skewback plinth:

1. after template marches into the arena passed examination, cleaning out, uniform brushing releasing agent, hand fit's truck crane carries out assembly, And prevent, at seam crossing filling grout stop belt, the mud that leaks；

2. reinforcing bar and steel form installation of embedded parts, and quality inspection is qualified；

3. use C30 pump concrete, by mixing plant centralized mixing, carry with concrete transport vehicle, by automotive pump pump In sending importing mould, water to smash and guarantee concrete supply seriality, disposably water the type of being pounded, it is to avoid cold stubble phenomenon occurs, waters and smash employing Top and bottom process, every layer thickness controls within 30cm, and must complete upper strata before lower floor's initial set and pour；

Step 5, power auger pull bar preformed hole:

1. surveying and locating on soil arch tire, is accurately positioned pull bar preformed hole position；

2., at the side rigging up of drawbar height, after a pull bar preformed hole has been holed, drilling rod is first extracted out, and in time Penetrating pull bar, often joint pull bar is connected firmly by pull rod coupling each other, more slowly drilling rod sleeve is extracted in rotation, in order to avoid loosening The soil body, completes soil arch awl hole one by one and pull bar penetrates until completing；

3. at soil arch tire upper berth medium coarse sand bed course 1～2cm；

The whole set arch template of step 6, mounting groove billet, plank sheathing and steel form:

1. surveying and locating locating slot billet position is accurate；

2. mounting groove billet 54, plank sheathing 4 to vault, channel-section steel backing plate 54 and wooden model are started from both sides soil arch tire 3 arch springing Plate preformed hole penetrates steel form tie-rod 53, and fastens the tie-rod bolt 55 being connected with channel-section steel backing plate, channel-section steel backing plate 54 concave part Embed in the medium coarse sand bed course of soil arch tire, steel form tie-rod 53 is inserted in tie-rod sleeve pipe 56, and check detection plank sheathing 4 matter is installed Amount meets the requirements；

3. start steel form 5 to vault is installed from both sides soil arch tire 3 arch springing, in the preformed hole on steel form, pierce into steel form Tie-rod 53, tie-rod sleeve pipe 56 seals with plank sheathing 4, steel form 5 junction adhesive tape or clay；Rod outer sleeve enters PVC drag link sleeve Pipe 52, PVC casing tube of tension rod and plank sheathing 4, steel form 5 junction adhesive tape or clay seal, and check detection steel form 5 and install Satisfactory quality；

4. the tie-rod bolt 55 being connected with steel form is fastened；

5. the wedge backing plate 63 of tie rod end is installed, tentatively screws the stay-bolt 64 of every pair of upper and lower pull bar；

Step 7, punching jack tension pull bar:

1. in the side that drawbar height is high, punching jack tension pull bar is installed；

2. stressing sequence: tension stress starts to be gradually increased to prestressing force spiral proof stress from 0's 1.05 times, holding lotus 5min, tension stress retreats to 0, then is stretched to, screw anchoring rod bolt；

Stretch-draw anchoring rod bolt are until completing the most one by one；

4. checking that soil arch tire 3 and steel form 5 conjugate situation, need to meet monolithic stability requirement, deformation is within permissible range；

Step 8, pour set arch concrete:

1. several form vibrators are installed, it is ensured that the jolt ramming effect of set arch concrete outside steel form；

2. concrete delivery truck transport concrete is to on-the-spot, reserves at pump truck concrete delivery pipe access steel form vault In concreting hole, prevent concrete from producing isolation with altering a blanking, and ensure template uniform force, do not deform；

3. guarantee the seriality that casting concrete is supplied, disposably water the type of being pounded, it is to avoid cold stubble phenomenon occurs, waters and smash employing Top and bottom process, every layer thickness controls within 30cm, and must complete upper strata before lower floor's initial set and pour；

4. the concreting of set arch spreads geotextiles watering maintenance 7 days after completing；

Step 8, dismounting steel form

1. start to remove one by one the tie-rod bolt 55 of steel form tie-rod 53 from vault, and remove relevant steel form 5；

Remove stay-bolt 64 the most one by one, extract pull bar out from eminence, remove whole steel form 5；

3. steel form 5, pull bar and the accessory removed are concentrated and are placed, and forward next unit construction set to through the maintaining Later Zhou Dynasty, one of the Five Dynasties Arch concrete uses；

4., after the set arch concrete seven of two unit has been constructed, stretching between the set arch concrete seven of two unit is heavy Filled rubber bar in fall seam 11；

Step 9, earthing fill out lid set arch concrete

After all the concrete construction of set arch completes, earthing fills out more than 2nd/3 of lid set arch concrete seven total height Or meet design requirement, symmetrical, compaction in layers.

In step 10, soil arch tire 3, the Other Engineering content such as other weathered rock formations excavation and secondary lining concrete eight construction:

1., from the beginning of soil arch tire 3 top, layering is drawn step by step and is dug the soil arch tire soil body in set arch concrete seven, is transported to outside the venue；

2. remove the tie-rod bolt 55 of steel form tie-rod 53, unload channel-section steel backing plate 54, extract steel form tie-rod 53 out, remove wood Template 4；

3. complete whole tunnel and need other weathered rock formations of excavation, do not owe to dig；

4. surveying and locating sets up secondary lining concrete lining trolley template, pours secondary lining concrete eight；

5. constructed road surface and other project content in tunnel；

In whole operational procedures, the soil body and horizontal displacement of slope and sedimentation detection put in place, and feed back testing result in time, Arrangement and method for construction is adjusted in time, it is ensured that construction safety and construction quality if any abnormal.

Embodiment described in the utility model is merely to illustrate this utility model rather than limits scope of the present utility model. It should be further understood that after having read the content that this utility model is lectured, those skilled in the art can be to this utility model Making various changes or modifications, these equivalent form of values fall within the application appended claims limited range equally.

Claims (7)

1. a mountain highway tunnel cap excavation method soil arch loose tool plate Tiebar structure, excavates downwards including by ground (9) and is trimmed to Soil arch tire (3) and domatic (2) of both sides of arch, reservation operations space between soil arch tire (3) and domatic (2), its feature exists In:

A, described soil arch tire (3) outer surface anticipated settlement (12) also lay medium coarse sand bed course, the both sides arch springing of soil arch tire (3) Place all be preset with set skewback plinth (1), soil arch tire (3) outer surface be provided with a plurality of according to soil arch tire (3) shape be laid on medium coarse sand Plank sheathing (4) on bed course and be arranged on the steel form (5) of plank sheathing outer layer, this plank sheathing (4) and steel form (5) are by set arch (1) top, basis parcel encircles the vault of tire (3) to soil；

B, described plank sheathing (4) end, be provided with many and make, along soil arch tire (3) external surface shape, the channel-section steel backing plate (54) that spacing is arranged, The concave part of every channel-section steel backing plate all embeds in medium coarse sand bed course, and the every upper spacing of channel-section steel backing plate (54) arranges multiple in quincunx The boring arranged；Described steel form (5) bottom is fixing with set skewback plinth (1) top to be connected, and coagulation is reserved at steel form (5) top Soil pouring hole；Described steel form (5) outer surface penetrates many steel form tie-rods (53), and every steel form tie-rod sequentially passes through again Plank sheathing (4) and pass from the boring of channel-section steel backing plate (54), the two ends of this steel form tie-rod (53) are separately fixed at steel form (5) With on channel-section steel backing plate (54), the steel form tie-rod (53) between steel form (5) and plank sheathing (4) is externally provided with tie-rod sleeve pipe (56), this tie-rod sleeve pipe and steel form (5), the seam crossing of plank sheathing (4) seal, described steel form (5), plank sheathing (4), steel Template tie-rod (53), tie-rod sleeve pipe (56) and channel-section steel backing plate (54) constitute set arch template, plank sheathing (4) and steel form (5) it Between pour formation set arch concrete (7)；

C, described steel form (5) and plank sheathing (4) bottom are provided with two pairs of upper connecting rods (61) and lower link (62), every pair of upper connecting rod (61) sequentially pass through the steel form (5) of wherein side, plank sheathing (4) and soil arch tire duct and from the plank sheathing (4) of opposite side and Steel form (5) passes, and the upper connecting rod (61) between steel form (5) and plank sheathing (4) is externally provided with casing tube of tension rod (52), this pull bar Sleeve pipe seals with the seam crossing of steel form (5), plank sheathing (4)；Every pair of lower link (62) sequentially passes through the steel form of wherein side (5), plank sheathing (4) and soil encircle tire duct and pass from plank sheathing (4) and the steel form (5) of opposite side, at steel form (5) and wood Lower link (62) between template (4) is externally provided with casing tube of tension rod (52), this casing tube of tension rod and steel form (5), the connecing of plank sheathing (4) Seal at seam；Described steel form (5) outer surface is provided with connection fastening upper connecting rod (61) or the wedge backing plate of lower link (62) (63), stay-bolt (64).

Mountain highway tunnel the most according to claim 1 cap excavation method soil arch loose tool plate Tiebar structure, it is characterised in that described Plank sheathing (4) be the bar shaped plank with some strength, length direction along soil arch tire (3) annular configuration, neighboring trees template (4) Between mutually embedded squeezing, water-tight spillage, the profile after a plurality of plank sheathing (4) has been laid encircles concrete (7) bottom shape with set Identical, plank sheathing (4) is along every element length S=10～12m of tunnel axis, from set skewback plinth (1) top parcel to soil arch tire (3) vault；Every element length S=10～12m of described channel-section steel backing plate (54), length direction is along tunnel axis layout, every unit 10～20, the channel-section steel of 10～No. 20 specifications, the length of every plank sheathing (4) is identical with the gap length of channel-section steel backing plate (54)； Described steel form tie-rod (53) a diameter of 18～25mm round bar, tie-rod bolt (55) fastening steel form (5) and channel-section steel backing plate (54), steel form tie-rod (53) length=set arch concrete thickness+steel form thickness+plank sheathing thickness+channel-section steel plate thickness+2 Bolt regular length, every channel-section steel backing plate (54) use steel form tie-rod (53) and tie-rod sleeve pipe 5～7, this tie-rod sleeve pipe (56) being PVC sleeve pipe, internal diameter is identical with steel form tie-rod (53) diameter, and length is identical with set arch concrete (7) thickness, wall thickness 2 ～3mm, there is certain rigidity, do not bend under tie-rod bolt (55) fastens, push up with steel form (5) bottom surface and plank sheathing (4) Face adhesive tape or clay seal water-tight spillage.

Mountain highway tunnel the most according to claim 1 cap excavation method soil arch loose tool plate Tiebar structure, it is characterised in that described Steel form (5) reserve according to the upper top face profiles of set arch concrete (7) 3～5cm Application in Pre-camber, for steel template, outward Enclosing welding H-bar or channel-section steel is strengthened enclosing purlin, this steel form (5) is S=10～12m along the element length of tunnel axis, steel form (5) form the height of set arch concrete (7) between bottom surface and the end face of plank sheathing (4), wrap up extremely from set skewback plinth (1) top The vault of soil arch tire (3), steel form (5) bottom is fixed with the fastening of pre-buried steel part bolt or electric welding of overlapping skewback plinth (1).

Mountain highway tunnel the most according to claim 1 cap excavation method soil arch loose tool plate Tiebar structure, it is characterised in that described Upper connecting rod (61) be prestressing force spiral with lower link (62) and make mutually isostructural pull bar, diameter 25～32mm；Institute The upper connecting rod (61) the stated upper row's upper connecting rod preformed hole from steel form (5) successively, casing tube of tension rod (52), plank sheathing preformed hole and The soil that rig gets out encircles on the lower row to plank sheathing preformed hole, casing tube of tension rod (52) and the steel form (5) of opposite side of the tire duct Pull bar preformed hole passes；Described lower link (62) the upper row's lower link preformed hole from steel form (5), casing tube of tension rod successively (52) the soil arch tire duct that, plank sheathing preformed hole and rig get out to the plank sheathing preformed hole of opposite side, casing tube of tension rod (52) and Lower row's lower link preformed hole on steel form (5) passes；Described casing tube of tension rod (52) is pvc pipe, and internal diameter is straight with upper and lower pull bar Footpath is identical, wall thickness 2～3mm；Described wedge backing plate (63) is provided with the duct more than pull bar diameter 1～2mm, wedge backing plate (63) outer surface is vertical with pull bar, in order to stretch-draw pull bar and the accurate stress of anchoring rod；Described casing tube of tension rod (52) and punching block Plate (5), plank sheathing (4) are close to, the not spillage when pouring set arch concrete (7), after set arch concrete (7) solidification, remove upper and lower During pull bar, pull bar is easily extracted out from casing tube of tension rod (52)；Preformed hole, soil arch tire duct and wooden model on described steel form (5) Often joint steel form (5) centre position of plate preformed hole both vertically and horizontally sets two row's preformed holes (51), on upper row Tie rod hole, the drop-down rod aperture of upper row and lower row pull up rod aperture, lower row's tie rod hole, and the upper and lower tie rod hole level interval often arranged is, vertical interval is, the average height of two row's preformed holes (51) with Set skewback plinth (1) apical side height isValue regarding soil arch tire (3) soil nature depending on, soil property preferably takes little Value, poor the taking large values of soil property；Described upper connecting rod (61) and lower link (62) are by more piece prestressing force spiral adapter It is formed by connecting, depending on the length often saved is by the working place between side slope (2) and soil arch tire (3), a length of 2～5m, upper connecting rod Or lower link (62) reserves outward jack tension length at wedge backing plate (63), stay-bolt (64) (61).

Mountain highway tunnel the most according to claim 4 cap excavation method soil arch loose tool plate Tiebar structure, it is characterised in that described Pull bar the most all making diagonally disposed, the angle between pull bar vertical direction and horizontal plane is, water Square become to tunnel longitudinal axisAngle.

Mountain highway tunnel the most according to claim 1 cap excavation method soil arch loose tool plate Tiebar structure, it is characterised in that described Set arch concrete (7) be the primary load bearing structure of digging method construction, be cast in the sky between plank sheathing (4) and steel form (5) In.

Mountain highway tunnel the most according to claim 1 cap excavation method soil arch loose tool plate Tiebar structure, it is characterised in that described The bottom support that set skewback plinth (1) is steel form (5), for cement concrete constructions, the most pre-buried some and spacing Steel built-in fitting, makees to install steel form (5) bottom and uses；The ground vertical bearing capacity of described set skewback plinth (1) meets cap excavation method Set arch concrete (7) and the load requirement of set arch template.