CN105065004A - Shallow-buried large-span rock tunnel portal section weak blasting excavation construction method - Google Patents
Shallow-buried large-span rock tunnel portal section weak blasting excavation construction method Download PDFInfo
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Abstract
The invention discloses a shallow-buried large-span rock tunnel portal section weak blasting excavation construction method. A benching tunneling method is adopted for excavating a tunnel portal section of a constructed rock tunnel from the back side to the front side; and during the excavation on the tunnel portal section, the processes comprises 1, upper step excavation and upper part early-stage support construction (during the excavation of an upper part soil body of the tunnel portal section, excavation is performed in a plurality of excavation sections from the back side to the front side, and each excavation section adopts the same excavation method and adopts a mechanical channeling and weak blasting combining method for excavation; during the excavation on any one excavation section, the processes include surveying and setting out, channeling construction by a channeling drilling machine, drilling blasting construction and slag discharge transportation); and 2, lower step excavating and lower part early-stage support construction. The method provided by the invention has the advantages that the steps are simple; the design is reasonable; the investment cost is low; the realization is convenient; the use effect is good; the excavation process of the tunnel port section can be simply, conveniently and fast completed; and the harmful effect of the blasting can be effectively reduced.
Description
Technical field
The invention belongs to tunnel excavation technical field of construction, especially relate to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method.
Background technology
In recent years; due to the needs of urban construction and development; the a large amount of municipal tunnel engineering of many local governments investment construction; the requirement of Special geographical position environment residing for engineering; often be in the tunnel portal section in city, scenic spot, forestry reserve; during employing drill bursting construction, public security organ, environmental administration and construction authorities control more strict to its Harmful effects from blasting produced, and even will not ratify to use bursting work.Harmful effects from blasting mainly contains the slungshot that concussion of blasting, Blasting shock wave, noise of blasting, blasting dust, pernicious gas and explosion produce.Conventional safety prevention measure is for stopping, hiding and Security alert.For reducing Harmful effects from blasting, improving the demolition effect of mountain tunnel Portal Section, there is no the construction precedent after referential optimizing and revising from construction method at present.
Along with current people improve constantly the requirement of engineering construction safety technology, ambient influnence; the ill-effect that tunnel portal section construction blasting produces especially is denounced by people; particularly mountain tunnel is in scenic spot, rare seeds protection forest zone or other sensitive positions; select a rational construction method; slungshot, vibration, flue dust are in " shotfiring safety code " scope, and it is most important to obtain bursting work security clearance.Nowadays, there is no ripe blasting protection safety requirements and the blasting protection method of correspondence, often adopt low effect, non-blasting technique costly deals with problems arising from an accident after avoiding excessive risk operation or risk operation and repair the method for damage.Thus, need design that a kind of method step is simple, reasonable in design, input cost is low and realize the Shallow Large Span rock tunnel Portal Section weak blast excavation construction method convenient, result of use is good, can easy, complete tunnel portal section digging process fast, and can Harmful effects from blasting be effectively reduced.
Summary of the invention
Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method is provided, its method step is simple, reasonable in design, input cost is low and it is convenient to realize, result of use is good, can easy, complete tunnel portal section digging process fast, and can Harmful effects from blasting be effectively reduced.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that: adopt benching tunneling method to excavate the tunnel portal section of constructed rock tunnel before backward, the tunnel cross-section of described tunnel portal section is divided into upper and lower two excavated sections; When excavating described tunnel portal section, process is as follows:
Step one, top bar excavation and top preliminary bracing construction: along the longitudinal extension direction of institute's construction rock tunnel, by excavating the top soil body of described tunnel portal section before backward, in digging process, carry out preliminary bracing by the Tunnel top of splitting the described tunnel portal section of the type of scraping out before backward;
Wherein, when excavating the top soil body of described tunnel portal section, excavated by a point multiple excavation sections before backward, all identical and method that is that all adopt mechanical slotting to combine with weak blast of the excavation method of each excavation sections is excavated; When excavating any one excavation sections, process is as follows:
Step 101, surveying setting-out: on tunnel tunnel face, respectively surveying setting-out is carried out to the excavation contour line of current excavated sections, and excavated section to current excavated sections needs the outer contour of the quantity and each borehole offering borehole to determine respectively;
The excavated section of current excavated sections is current excavated section and it is the upper excavated section of described tunnel portal section, and the excavation contour line of current excavated sections is the outer contour of current excavated section;
Current excavated section offers periphery hole and a circle that a snubber, a circle lay from front to back along the outer contour of current excavated section or multi-turn to be laid in snubber and and to enclose reliever between described periphery hole, described snubber is positioned at below the middle part of current excavated section; Described in multi-turn, reliever is laid from the inside to the outside; Described snubber is rectangular channel and its groove depth D=1m ~ 1.5m, the fluting area of described snubber
wherein S is the area of current excavated section, and L is the length of snubber, and H is the width of snubber, and L > H;
Step 102, snubber machinery slotting construction: determine the outer contour of snubber according to institute in step 101, divides a multiple slotting sections to carry out slotting construction to snubber along groove depth direction before backward; The slotting construction method of each slotting sections is all identical;
When carrying out slotting construction to any one slotting sections, destroyer is all adopted to carry out slotting construction several times from left to right; When carrying out slotting construction to snubber each time, all adopt described destroyer to carry out from top to bottom striking cutter, strike cutter direction for being from top to bottom tilted to the right gradually and angle A=15 ° of being tilted to the right ~ 20 °;
Step 103, construction of explosion: according to the outer contour of each reliever determined in step 101 and each periphery hole, rig is adopted to hole respectively to reliever and periphery hole, powder charge in each reliever and each periphery hole of drilling via formations respectively, detonates after powder charge completes and carries out explosion again;
Step 104, muck removal transport: adopt fortune quarrel car to be transported to outside the tunnel portal of constructed rock tunnel by the quarrel stone produced after step 103 borehole blasting, complete the digging process of current excavation sections;
Step 105, next excavation sections excavation: according to the method described in step 101 to step 104, next one excavation sections is excavated;
Step 2, get out of a predicament or an embarrassing situation excavation and bottom preliminary bracing construction: carry out in step one topping bar in excavation and top preliminary bracing work progress, adopting drilling and blasting method by excavating the bottom soil body of described tunnel portal section before backward, in digging process, carrying out preliminary bracing by the Tunnel bottom of splitting the described tunnel portal section of the type of scraping out before backward.
Above-mentioned a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, is characterized in that: the L=H+ Δ h described in step 101, wherein Δ h=15cm ~ 100cm.
Above-mentioned a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, is characterized in that: reliever described in step 101 and its hole depth d=D-Δ d, wherein Δ d=10cm ~ 20cm all identical with the hole depth of periphery hole; In step one, the length of multiple described excavation sections is d.
Above-mentioned a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, is characterized in that: two excavated sections up and down of described tunnel portal section are respectively arc and rectangle; Current excavated section described in step 101 is arc, the area S=70m of described current excavated section
2~ 80m
2and its bottom width is 30m ~ 40m; The described periphery hole of one circle comprises multiple the first periphery hole of laying from left to right along the arch edge line of described current excavated section and multiple the second periphery hole laid from left to right along the bottom margin line of described current excavated section, multiple described first periphery hole is in evenly to lay and spacing between adjacent two described first periphery holes is 1m ~ 1.2m, multiple described second periphery hole is in even laying and it is all laid on same straight line, and the spacing between adjacent two described second periphery holes is 1.7m ~ 1.9m; The arch edge line of described current excavated section is line of apsides L1;
The quantity of described reliever is three circles, and the described reliever of three circles is laid from the inside to the outside, and the described reliever of three circles is respectively the inner ring reliever, centre circle reliever and the outer ring reliever that are laid on line of apsides L4, line of apsides L3 and line of apsides L2 from the inside to the outside; Often enclose described reliever and include multiple reliever be laid in from left to right on the same line of apsides; Multiple described reliever in described centre circle reliever is in evenly to lay and spacing between adjacent two described relievers is 1.7m ~ 1.9m, and the multiple described reliever in the reliever of described outer ring is in evenly to lay and spacing between adjacent two described relievers is 1.5m ~ 1.7m; Described inner ring reliever comprises two and is positioned at left side reliever on the left of snubber and two right side relievers be positioned on the right side of snubber, two described left side relievers and two described right side relievers are symmetrically laid, and the spacing between two described left side relievers is 1.8m ~ 2.2m; Spacing between the line of apsides 1 and the line of apsides 2 is 1.3m ~ 1.5m, and the spacing between the line of apsides 2 and the line of apsides 3 is 1.7m ~ 1.9m, and the spacing between the line of apsides 3 and the line of apsides 4 is 2.2m ~ 2.4m.
Above-mentioned a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, is characterized in that: adopt in step 102 destroyer carry out several times from left to right slotting construction time, repeatedly slotting construction strike cutter direction all identical and its strike cutter width all identical.
Above-mentioned a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, is characterized in that: before carrying out snubber machinery slotting construction in step 102, first adopt the arch of advanced tubule to current excavation sections to carry out grouting and reinforcing.
Above-mentioned a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, is characterized in that: the spacing between bottom snubber described in step 101 and bottom current excavated section is 10cm ~ 15cm.
Above-mentioned a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that: in step 103 in each reliever of drilling via formations and each periphery hole during powder charge, the charge structure adopted is spaced loading, and all adopts Uncoincided charge mode to carry out powder charge; Detonate when carrying out explosion after powder charge completes, first explosion is carried out to each reliever, then explosion is carried out to each periphery hole; When carrying out explosion to reliever and periphery hole, the blasting method of employing is loosening blasting, and all adopts short-delay blasting method to carry out explosion.
Above-mentioned a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that: when preliminary bracing is carried out on the Tunnel top of splitting the described tunnel portal section of the type of scraping out in step one, first before backward, lay multiple steel arch-shelf, then adopt anchor net unit support method to carry out supporting.
Above-mentioned a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, is characterized in that: the buried depth of institute's construction rock tunnel is 12m ~ 15m and span is more than 16m.
The present invention compared with prior art has the following advantages:
1, construction method step is simple, reasonable in design and input cost is low, and it is convenient to realize.
2, the construction equipment adopted is simple, and equipment investment cost is low and manipulate simple and easy.
3, result of use is good and practical value is high, when the top soil body of tunnel portal section is excavated, the combination excavation method adopting mechanical slotting to combine with weak blast is excavated, excavation method is simple, realization is convenient and excavation construction quality is easy to control, non-bursting work expense can be made to reduce simultaneously, and bursting work ill-effect can be made to reduce, improve effect, thus can the evaluation grade of quick solution shotfiring safety evaluation stage arrange, the aspect Problems existing such as the safe precaution measure in bursting work stage, especially the slungshot of scenic spot or other sensitizing range tunnel portal section explosions can be solved, vibration, flue dust problem, adopt mechanical assistance Blasting Excavation, structure adjusting slotting and data of explosive filled, reduce single hop explosive quantity, reduce noise, vibration, reduce slungshot.During practice of construction, usage mining crusher machine device strikes the rock mass having cut a hole snubber explosion scope in hole blasting design, and mechanical equivalent of light excavation forms explosion free face after completing slotting, and reliever and periphery hole adopt the spaced loading that is not coupled, elementary errors loosening blasting.After mechanical slotting, explosion eye position, the corresponding minimizing of firer's materials'use amount more existing construction of explosion scheme, then occurrence situation impact also corresponding minimizing during explosion.After adopting mechanical slotting disclosed by the invention to assist weak blast excavation method, reduce single hop explosive quantity, reduce noise, vibration, the effectively influence basin of controled blasting harm effect, solve the on-site verification of shotfiring safety assessment, the safety precaution requirement in bursting work stage very soon.
As shown in the above; when explosion is carried out in the combination excavation method adopting mechanical slotting to combine with weak blast; burst region is made to form enclosure space; when tunnel portal in city, scenic spot, rare seeds protection forest zone is constructed, effectively can reduce Harmful effects from blasting, improve operation effect, successful of reducing expenses.As to Portal Section position sensing and when not allowing the tunnel portal section of bursting work to carry out excavation construction within the scope of Portal Section 25m, adopt that mechanical equivalent of light excavation cost is large, effect is low, workmanship is difficult to ensure; And the method adopting mechanical slotting disclosed by the invention to combine with weak blast is when constructing, Harmful effects from blasting reaches the security evaluation requirement of scenic spot harshness, efficiency of construction improves 3 times, expense reduces more than 60%, can realize safe, reliable, environmentally friendly enter wide open excavate into, reach require in advance duration, quality requirement, achieve surrounding enviroment affect zero complaint construction.
4, promote the use of prospect extensive, effectively can guarantee the safety of tunnel portal section construction period, quality, progress and cost, reduce the impact of blast working on surrounding enviroment, there is the advantage such as safety, energy-saving and environmental protection; Through adjusting; strike cutter with alone destroyer to carry out excavation and compare, reduce the expense of excavation construction, shorten the construction period of Portal Section simultaneously; achieve scenic spot, rare seeds protection forest zone Portal Section Construction zero complaint, be worth in scenic spot tunnel portal section construction further genralrlization and utilization.
In sum, the inventive method step is simple, reasonable in design, input cost is low and it is convenient to realize, result of use is good, can easy, complete tunnel portal section digging process fast, and can Harmful effects from blasting be effectively reduced.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1 is the construction method FB(flow block) that the present invention carries out when topping bar excavation.
Fig. 2 is the borehole installation position schematic diagram in the present invention on excavated section.
Fig. 3 be snubber of the present invention strike cutter view.
Description of reference numerals:
1-snubber; 2-periphery hole; 3-reliever.
Detailed description of the invention
A kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method as shown in Figure 1, benching tunneling method is adopted to excavate the tunnel portal section of constructed rock tunnel before backward, the tunnel cross-section of described tunnel portal section is divided into upper and lower two excavated sections, refers to Fig. 2; When excavating described tunnel portal section, process is as follows:
Step one, top bar excavation and top preliminary bracing construction: along the longitudinal extension direction of institute's construction rock tunnel, by excavating the top soil body of described tunnel portal section before backward, in digging process, carry out preliminary bracing by the Tunnel top of splitting the described tunnel portal section of the type of scraping out before backward;
Wherein, when excavating the top soil body of described tunnel portal section, excavated by a point multiple excavation sections before backward, all identical and method that is that all adopt mechanical slotting to combine with weak blast of the excavation method of each excavation sections is excavated; When excavating any one excavation sections, process is as follows:
Step 101, surveying setting-out: on tunnel tunnel face, respectively surveying setting-out is carried out to the excavation contour line of current excavated sections, and excavated section to current excavated sections needs the outer contour of the quantity and each borehole offering borehole to determine respectively;
The excavated section of current excavated sections is current excavated section and it is the upper excavated section of described tunnel portal section, and the excavation contour line of current excavated sections is the outer contour of current excavated section;
As shown in Figure 2, current excavated section offers a snubber 1, be multiplely all laid in reliever 3 outside snubber 1 and multiple periphery hole 2 laid from front to back along the outer contour of current excavated section, described snubber 1 is below the middle part of current excavated section, and multiple described reliever 3 is all laid between snubber 1 and multiple described periphery hole 2; Described snubber 1 is rectangular channel and its groove depth D=1m ~ 1.5m, the fluting area of described snubber 1
wherein S is the area of current excavated section, and L is the length of snubber 1, and H is the width of snubber 1, and L > H;
Step 102, snubber machinery slotting construction: determine the outer contour of snubber 1 according to institute in step 101, divides a multiple slotting sections to carry out slotting construction to snubber 1 along groove depth direction before backward; The slotting construction method of each slotting sections is all identical;
Composition graphs 3, when carrying out slotting construction to any one slotting sections, all adopts destroyer to carry out slotting construction several times from left to right; When carrying out slotting construction to snubber 1 each time, all adopt described destroyer to carry out from top to bottom striking cutter, strike cutter direction for being from top to bottom tilted to the right gradually and angle A=15 ° of being tilted to the right ~ 20 °;
Step 103, construction of explosion: according to the outer contour of each reliever 3 determined in step 101 and each periphery hole 2, rig is adopted to hole respectively to reliever 3 and periphery hole 2, powder charge in each reliever 3 and each periphery hole 2 of drilling via formations respectively, detonates after powder charge completes and carries out explosion again;
Step 104, muck removal transport: adopt fortune quarrel car to be transported to outside the tunnel portal of constructed rock tunnel by the quarrel stone produced after step 103 borehole blasting, complete the digging process of current excavation sections;
Step 105, next excavation sections excavation: according to the method described in step 101 to step 104, next one excavation sections is excavated;
Step 2, get out of a predicament or an embarrassing situation excavation and bottom preliminary bracing construction: carry out in step one topping bar in excavation and top preliminary bracing work progress, adopting drilling and blasting method by excavating the bottom soil body of described tunnel portal section before backward, in digging process, carrying out preliminary bracing by the Tunnel bottom of splitting the described tunnel portal section of the type of scraping out before backward.
In the present embodiment, the buried depth of institute's construction rock tunnel is 12m ~ 15m and span is more than 16m.
In the present embodiment, the cross section of described snubber 1 is that level is laid.
In the present embodiment, reliever 3 described in step 101 and its hole depth d=D-Δ d, wherein Δ d=10cm ~ 20cm all identical with the hole depth of periphery hole 2.
Further, the L=H+ Δ h described in step 101, wherein Δ h=15cm ~ 100cm.
In the present embodiment, the area S=73m of current excavated section in step 101
2.Further, length L=3m, the width H=2.8m of described snubber 1 and its groove depth D=1.2m.Thus, Δ h=20cm.
In the present embodiment, the spacing between bottom snubber 1 described in step 101 and bottom current excavated section is 10cm ~ 15cm.
During practice of construction, can according to specific needs, the spacing between bottom the length L of snubber 1, the size of width H and its groove depth D and described snubber 1 and bottom current excavated section is adjusted respectively.
In the present embodiment, described reliever 3 is identical with the arrangement adopted in conventional drilling and blasting method with the arrangement of periphery hole 2.
In the present embodiment, two excavated sections up and down of described tunnel portal section are respectively arc and rectangle.Current excavated section described in step 101 is arc, the area S=70m of described current excavated section
2~ 80m
2and its bottom width is 30m ~ 40m; The described periphery hole 2 of one circle comprises multiple the first periphery hole of laying from left to right along the arch edge line of described current excavated section and multiple the second periphery hole laid from left to right along the bottom margin line of described current excavated section, multiple described first periphery hole is in evenly to lay and spacing between adjacent two described first periphery holes is 1m ~ 1.2m, multiple described second periphery hole is in even laying and it is all laid on same straight line, and the spacing between adjacent two described second periphery holes is 1.7m ~ 1.9m; The arch edge line of described current excavated section is line of apsides L1.
The quantity of described reliever 3 is three circles, and the described reliever 3 of three circles is laid from the inside to the outside, and the described reliever 3 of three circles is respectively the inner ring reliever, centre circle reliever and the outer ring reliever that are laid on line of apsides L4, line of apsides L3 and line of apsides L2 from the inside to the outside; Often enclose described reliever 3 and include multiple reliever 3 be laid in from left to right on the same line of apsides; Multiple described reliever in described centre circle reliever 3 is in evenly to lay and spacing between adjacent two described relievers 3 is 1.7m ~ 1.9m, and the multiple described reliever 3 in the reliever of described outer ring is in evenly to lay and spacing between adjacent two described relievers 3 is 1.5m ~ 1.7m; Described inner ring reliever comprises two and is positioned at left side reliever on the left of snubber 1 and two right side relievers be positioned on the right side of snubber 1, two described left side relievers and two described right side relievers are symmetrically laid, and the spacing between two described left side relievers is 1.8m ~ 2.2m; Spacing between the line of apsides 1 and the line of apsides 2 is 1.3m ~ 1.5m, and the spacing between the line of apsides 2 and the line of apsides 3 is 1.7m ~ 1.9m, and the spacing between the line of apsides 3 and the line of apsides 4 is 2.2m ~ 2.4m.
During practice of construction, the aperture of described reliever 3 and periphery hole 2 is 4cm ~ 8cm.
In the present embodiment, in step one, the length of multiple described excavation sections is d.
In the present embodiment, by excavating the bottom soil body of described tunnel portal section before backward in step 2, excavation progress is slower than the excavation progress excavated the described tunnel portal section top soil body in step one.Further, by when excavating the bottom soil body of described tunnel portal section before backward in step 2, excavated by a point multiple excavation sections before backward.
In the present embodiment, before carrying out snubber machinery slotting construction in step 102, the arch of advanced tubule to current excavation sections is first adopted to carry out grouting and reinforcing.
During practice of construction, when adopting the arch of advanced tubule to current excavation sections to carry out grouting and reinforcing, adopt conventional per-fore pouring liquid with small pipe reinforcement means to carry out grouting and reinforcing, in construction attentional manipulation hole depth and adopt the parameter such as the length of advanced tubule, spacing, outer limb, lap length.
In the present embodiment, when adopting the arch of advanced tubule to current excavation sections to carry out grouting and reinforcing, the model adopting slurry filling machine is HHV-5D.
In the present embodiment, destroyer described in step 102 is hydraulic burster, also claims hydraulic breaking hammer; The pressure that the power resources of described destroyer are excavators, loader or pumping plant provide.
In the present embodiment, described destroyer is installed on the hydraulic burster on Japanese little Song PC200-6 excavator, and this destroyer is little Song digging machine disintegrating hammer PC200.
During practice of construction, also can adopt excavator and the destroyer of other model.
In the present embodiment, adopt in step 102 destroyer carry out several times from left to right slotting construction time, repeatedly slotting construction strike cutter direction all identical and its strike cutter width all identical.
In the present embodiment, after described snubber 1 has been constructed, form the free face of explosion.
In the present embodiment, in step 103 in each reliever 3 of drilling via formations and each periphery hole 2 during powder charge, the charge structure of employing is spaced loading, and all adopts Uncoincided charge mode to carry out powder charge; Detonate when carrying out explosion after powder charge completes, first explosion is carried out to each reliever 3, then explosion is carried out to each periphery hole 2; When carrying out explosion to reliever 3 and periphery hole 2, the blasting method of employing is loosening blasting, and all adopts short-delay blasting method to carry out explosion.
In the present embodiment, when carrying out construction of explosion in step 103, because snubber 1 does not carry out bursting work, thus single excavation sections battering charge reduces 1/3.Reality, can according to the length of country rock situation adjustment cyclic advance in work progress.Wherein, the length of cyclic advance is identical with the length excavating sections described in step one.
In the present embodiment, when carrying out muck removal transport in step 104, conventional flexible transport mode is adopted to carry out muck removal transport.
In muck removal transportation, the model adopting loader is ZL50C.
In the present embodiment, when preliminary bracing is carried out on the Tunnel top of splitting the described tunnel portal section of the type of scraping out in step one, first before backward, lay multiple steel arch-shelf, then adopt anchor net unit support method to carry out supporting.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.
Claims (10)
1. a Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that: adopt benching tunneling method to excavate the tunnel portal section of constructed rock tunnel before backward, the tunnel cross-section of described tunnel portal section is divided into upper and lower two excavated sections; When excavating described tunnel portal section, process is as follows:
Step one, top bar excavation and top preliminary bracing construction: along the longitudinal extension direction of institute's construction rock tunnel, by excavating the top soil body of described tunnel portal section before backward, in digging process, carry out preliminary bracing by the Tunnel top of splitting the described tunnel portal section of the type of scraping out before backward;
Wherein, when excavating the top soil body of described tunnel portal section, excavated by a point multiple excavation sections before backward, all identical and method that is that all adopt mechanical slotting to combine with weak blast of the excavation method of each excavation sections is excavated; When excavating any one excavation sections, process is as follows:
Step 101, surveying setting-out: on tunnel tunnel face, respectively surveying setting-out is carried out to the excavation contour line of current excavated sections, and excavated section to current excavated sections needs the outer contour of the quantity and each borehole offering borehole to determine respectively;
The excavated section of current excavated sections is current excavated section and it is the upper excavated section of described tunnel portal section, and the excavation contour line of current excavated sections is the outer contour of current excavated section;
Current excavated section offers a snubber (1), a circle to enclose along the periphery hole (2) and that the outer contour of current excavated section is laid from front to back or multi-turn is laid in snubber (1) and and encloses reliever (3) between described periphery hole (2), described snubber (1) is positioned at below the middle part of current excavated section; Reliever described in multi-turn (3) is laid from the inside to the outside; Described snubber (1) for rectangular channel and its groove depth D=1m ~ 1.5m, the fluting area of described snubber (1)
wherein S is the area of current excavated section, and L is the length of snubber (1), and H is the width of snubber (1), and L > H;
Step 102, snubber machinery slotting construction: determine the outer contour of snubber (1) according to institute in step 101, divides a multiple slotting sections to carry out slotting construction to snubber (1) along groove depth direction before backward; The slotting construction method of each slotting sections is all identical;
When carrying out slotting construction to any one slotting sections, destroyer is all adopted to carry out slotting construction several times from left to right; When carrying out slotting construction to snubber (1) each time, all adopt described destroyer to carry out from top to bottom striking cutter, strike cutter direction for being from top to bottom tilted to the right gradually and angle A=15 ° of being tilted to the right ~ 20 °;
Step 103, construction of explosion: according to the outer contour of determined each reliever (3) and each periphery hole (2) in step 101, rig is adopted to hole respectively to reliever (3) and periphery hole (2), powder charge in each reliever (3) and each periphery hole (2) of drilling via formations respectively, detonates after powder charge completes and carries out explosion again;
Step 104, muck removal transport: adopt fortune quarrel car to be transported to outside the tunnel portal of constructed rock tunnel by the quarrel stone produced after step 103 borehole blasting, complete the digging process of current excavation sections;
Step 105, next excavation sections excavation: according to the method described in step 101 to step 104, next one excavation sections is excavated;
Step 2, get out of a predicament or an embarrassing situation excavation and bottom preliminary bracing construction: carry out in step one topping bar in excavation and top preliminary bracing work progress, adopting drilling and blasting method by excavating the bottom soil body of described tunnel portal section before backward, in digging process, carrying out preliminary bracing by the Tunnel bottom of splitting the described tunnel portal section of the type of scraping out before backward.
2., according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method according to claim 1, it is characterized in that: the L=H+ Δ h described in step 101, wherein Δ h=15cm ~ 100cm.
3. according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, it is characterized in that: reliever described in step 101 (3) and its hole depth d=D-Δ d, wherein Δ d=10cm ~ 20cm all identical with the hole depth of periphery hole (2); In step one, the length of multiple described excavation sections is d.
4., according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, it is characterized in that: two excavated sections up and down of described tunnel portal section are respectively arc and rectangle; Current excavated section described in step 101 is arc, the area S=70m of described current excavated section
2~ 80m
2and its bottom width is 30m ~ 40m; The one described periphery hole of circle (2) comprises multiple the first periphery hole of laying from left to right along the arch edge line of described current excavated section and multiple the second periphery hole laid from left to right along the bottom margin line of described current excavated section, multiple described first periphery hole is in evenly to lay and spacing between adjacent two described first periphery holes is 1m ~ 1.2m, multiple described second periphery hole is in even laying and it is all laid on same straight line, and the spacing between adjacent two described second periphery holes is 1.7m ~ 1.9m; The arch edge line of described current excavated section is line of apsides L1;
The quantity of described reliever (3) is three circles, the three described reliever of circles (3) are laid from the inside to the outside, and the three described reliever of circles (3) are respectively the inner ring reliever, centre circle reliever and the outer ring reliever that are laid on line of apsides L4, line of apsides L3 and line of apsides L2 from the inside to the outside; Often enclose described reliever (3) and include multiple reliever (3) be laid in from left to right on the same line of apsides; Multiple described reliever (3) in described centre circle reliever is in evenly to lay and spacing between adjacent two described relievers (3) is 1.7m ~ 1.9m, and the multiple described reliever (3) in the reliever of described outer ring is in evenly to lay and spacing between adjacent two described relievers (3) is 1.5m ~ 1.7m; Described inner ring reliever comprises left side reliever and two the right side relievers be positioned on the right side of snubber (1) that two are positioned at snubber (1) left side, two described left side relievers and two described right side relievers are symmetrically laid, and the spacing between two described left side relievers is 1.8m ~ 2.2m; Spacing between the line of apsides 1 and the line of apsides 2 is 1.3m ~ 1.5m, and the spacing between the line of apsides 2 and the line of apsides 3 is 1.7m ~ 1.9m, and the spacing between the line of apsides 3 and the line of apsides 4 is 2.2m ~ 2.4m.
5. according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, it is characterized in that: adopt in step 102 destroyer carry out several times from left to right slotting construction time, repeatedly slotting construction strike cutter direction all identical and its strike cutter width all identical.
6. according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, it is characterized in that: before carrying out snubber machinery slotting construction in step 102, first adopt the arch of advanced tubule to current excavation sections to carry out grouting and reinforcing.
7., according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, it is characterized in that: snubber described in step 101 (1) bottom and current excavated section bottom between spacing be 10cm ~ 15cm.
8. according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, it is characterized in that: in step 103 in each reliever (3) of drilling via formations and each periphery hole (2) during powder charge, the charge structure adopted is spaced loading, and all adopts Uncoincided charge mode to carry out powder charge; Detonate when carrying out explosion after powder charge completes, first explosion is carried out to each reliever (3), then explosion is carried out to each periphery hole (2); When carrying out explosion to reliever (3) and periphery hole (2), the blasting method of employing is loosening blasting, and all adopts short-delay blasting method to carry out explosion.
9. according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, it is characterized in that: when preliminary bracing is carried out on the Tunnel top of splitting the described tunnel portal section of the type of scraping out in step one, first before backward, lay multiple steel arch-shelf, then adopt anchor net unit support method to carry out supporting.
10., according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, it is characterized in that: the buried depth of institute's construction rock tunnel is 12m ~ 15m and span is more than 16m.
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| CN105065004B (en) | 2017-07-07 |
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Effective date of registration: 20180504 Address after: 710054 North Yanta Road, Xi'an, Shaanxi Province, No. 1 Co-patentee after: Engineering Co., Ltd of Zhong Tieyiju group the 5th Patentee after: Zhongtie No.1 Bureau Group Co., Ltd. Address before: 710054 North Yanta Road, Xi'an, Shaanxi Province, No. 1 Patentee before: Zhongtie No.1 Bureau Group Co., Ltd. |