CN105065004B - A kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method - Google Patents
A kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method Download PDFInfo
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- CN105065004B CN105065004B CN201510464487.3A CN201510464487A CN105065004B CN 105065004 B CN105065004 B CN 105065004B CN 201510464487 A CN201510464487 A CN 201510464487A CN 105065004 B CN105065004 B CN 105065004B
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Abstract
The invention discloses a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, the tunnel portal section using benching tunneling method from the front to the back to constructed rock tunnel is excavated；When being excavated to tunnel portal section, process is as follows：First, top bar is excavated and top preliminary bracing construction：When the top soil body to tunnel portal section is excavated, divide multiple sections that excavate to be excavated from the front to the back, respectively excavate the excavation method all same of sections and excavated with the method that weak blast is combined using mechanical slotting；When being excavated to any one excavation sections, process is as follows：Surveying setting-out, snubber machinery slotting construction, construction of explosion and muck removal transport；2nd, get out of a predicament or an embarrassing situation and excavate and bottom preliminary bracing construction.The inventive method step is simple, reasonable in design, input cost is low and realizes that convenient, using effect is good, and energy is easy, be rapidly completed tunnel portal section digging process, and can effectively reduce Harmful effects from blasting.
Description
Technical field
The invention belongs to tunnel excavation technical field of construction, more particularly, to a kind of Shallow Large Span rock tunnel Portal Section
Weak blast excavation construction method.
Background technology
In recent years, the need for due to urban construction and development, the substantial amounts of municipal tunnel work of many local government's investment constructions
Journey, due to the requirement of Special geographical position environment residing for engineering, the often tunnel in city, scenic spot, forestry reserve
Portal Section, the Harmful effects from blasting that public security organ, environmental administration and construction authorities produce to it during using drill bursting construction
Control is more strict, or even not approval uses bursting work.Harmful effects from blasting mainly have concussion of blasting, Blasting shock wave,
The slungshot that noise of blasting, blasting dust, pernicious gas and explosion are produced.Conventional safety prevention measure to stop, hide and
Security alert.It is the demolition effect for reducing Harmful effects from blasting, improving mountain tunnel Portal Section, is there is no from construction method at present
It is referential optimize and revise after construction precedent.
Requirement with current people to engineering construction safety technology, ambient influnence is improved constantly, tunnel portal section construction
Explosion produce ill-effect especially denounced by people, particularly mountain tunnel be in scenic spot, rare seeds protection forest zone or its
His sensitive position, selects a rational construction method, is in slungshot, vibration, flue dust《Shotfiring safety code》In the range of, and
Obtain bursting work security clearance most important.Nowadays, it is anti-without ripe blasting protection safety requirements and corresponding explosion
Maintaining method, reparation of being dealt with problems arising from an accident after avoiding excessive risk operation or risk operation frequently with low effect, costly non-blasting technique
The method of damage.Thus, need to design that a kind of method and step is simple, reasonable in design, input cost is low and realize convenient, using effect
Good Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, energy is easy, be rapidly completed tunnel portal section excavation
Process, and Harmful effects from blasting can be effectively reduced.
The content of the invention
The technical problems to be solved by the invention are for above-mentioned deficiency of the prior art, there is provided a kind of Shallow-buried Large-span
Degree rock tunnel Portal Section weak blast excavation construction method, its method and step is simple, reasonable in design, input cost is low and realization side
Just, using effect is good, and energy is easy, be rapidly completed tunnel portal section digging process, and can effectively reduce Harmful effects from blasting.
In order to solve the above technical problems, the technical solution adopted by the present invention is：A kind of Shallow Large Span rock tunnel hole
Section weak blast excavation construction method, it is characterised in that：Using benching tunneling method from the front to the back to the tunnel of constructed rock tunnel
Portal Section is excavated, and the tunnel cross-section of the tunnel portal section is divided into upper and lower two excavated sections；To the tunnel portal section
When being excavated, process is as follows：
Step one, top bar are excavated and top preliminary bracing construction：Along the Longitudinal extending direction of institute's construction rock tunnel, by
The top soil body before backward to the tunnel portal section is excavated, the split tunnel for scraping out type from the front to the back in digging process
The Tunnel top of road Portal Section carries out preliminary bracing；
Wherein, when the top soil body to the tunnel portal section is excavated, multiple sections that excavate are divided to carry out from the front to the back
Excavate, respectively excavate the excavation method all same of sections and excavated with the method that weak blast is combined using mechanical slotting；
When being excavated to any one excavation sections, process is as follows：
Step 101, surveying setting-out：The current excavation contour line for excavating sections is surveyed respectively on tunnel tunnel face
Amount unwrapping wire, and need the quantity for opening up borehole and the outer contour of each borehole to enter respectively on the excavated section of sections current excavation
Row determines；
It is current excavate sections excavated section be current excavated section and its be the tunnel portal section upper excavation it is disconnected
Face, the excavation contour line for currently excavating sections is the outer contour of current excavated section；
The outer contour cloth from front to back of a snubber, a circle along current excavated section is offered on current excavated section
If periphery hole and a circle or multi-turn be laid in reliever between snubber and a circle periphery hole, the snubber is located at
The middle part lower section of current excavated section；Reliever is laid from the inside to the outside described in multi-turn；The snubber be rectangular channel and its
Groove depth D=1m~1.5m, the fluting area of the snubberWherein S is current excavation
The area of section, L is the length of snubber, and H is the width of snubber, and L ＞ H；
Step 102, snubber machinery slotting construction：According to the outer contour that snubber is determined in step 101, along groove depth
Direction divides multiple slotting sections to carry out slotting construction to snubber from the front to the back；The slotting construction method of each slotting sections is homogeneous
Together；
When slotting construction is carried out to any one slotting sections, carry out slotting several times from left to right using destroyer and apply
Work；When each time carrying out snubber slotting construction, carry out striking chisel from top to bottom using the destroyer, strike chisel direction and serve as reasons
Gradually it is tilted to the right under up to and angle A=15 °~20 ° that are tilted to the right；
Step 103, construction of explosion：According to the outer contour of identified each reliever and each periphery hole in step 101, adopt
Reliever and periphery hole are drilled respectively with rig, then respectively in each reliever and each periphery hole of drilling via formations
Powder charge, detonation carries out explosion after the completion of powder charge；
Step 104, muck removal transport：The quarrel stone produced after step 103 borehole blasting is transported to by constructed rock using fortune quarrel car
Outside the tunnel portal in stone tunnel, the current digging process for excavating sections is completed；
Step 105, next excavation sections are excavated：According to the method described in step 101 to step 104, to next
Sections is excavated to be excavated；
Step 2, get out of a predicament or an embarrassing situation excavation and bottom preliminary bracing construction：Top bar excavation and top initial stage are carried out in step one
During supporting construction, the bottom soil body of the tunnel portal section is excavated from the front to the back using drilling and blasting method, digging process
In the Tunnel bottom of the split tunnel portal section for scraping out type from the front to the back carry out preliminary bracing.
A kind of above-mentioned Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that：In step 101
Described L=H+ Δ h, wherein Δ h=15cm~100cm.
A kind of above-mentioned Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that：In step 101
The hole depth all same and its hole depth d=D- Δ d, wherein Δ d=10cm~20cm of the reliever and periphery hole；Step
Multiple length for excavating sections are d in rapid one.
A kind of above-mentioned Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that：The tunnel
Two excavated sections up and down of Portal Section are respectively arch and rectangle；Current excavated section described in step 101 is arch, institute
State the area S=70m of current excavated section2~80m2And its bottom width is 30m~40m；The one circle periphery hole includes multiple
The first periphery hole and multiple laid from left to right along the arch edge line of the current excavated section break along current the excavation
The second periphery hole that the bottom margin line in face is laid from left to right, multiple first periphery holes are laid and two neighboring in uniform
Spacing between first periphery hole is 1m~1.2m, and multiple second periphery holes are laid and it is laid in together in uniform
On one straight line, the spacing between two neighboring second periphery hole is 1.7m~1.9m；The arch of the current excavated section
Edge line is line of apsides L1；
The quantity of the reliever is three circles, and the three circle relievers are laid from the inside to the outside, and the three circle relievers are by interior
The inner ring reliever being laid on line of apsides L4, line of apsides L3 and line of apsides L2, centre circle reliever and outer ring reliever are respectively to outer；Often
Enclosing the reliever includes multiple relievers being laid in from left to right on the same line of apsides；Multiple in the centre circle reliever
The reliever is 1.7m~1.9m, the outer ring reliever in the spacing between uniform laying and the two neighboring reliever
In multiple described reliever laid and spacing between the two neighboring reliever is 1.5m~1.7m in uniform；In described
Circle reliever includes two left side relievers being located on the left of snubber and two right side relievers being located on the right side of snubber,
Two left side relievers and two right side relievers are in symmetrical laying, the spacing between two left side relievers
It 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, the spacing between the line of apsides 3 and the line of apsides 4 is 2.2m~2.4m.
A kind of above-mentioned Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that：In step 102
When carrying out slotting several times from left to right using destroyer and constructing, multiple slotting construction strike chisel direction all same and its to strike chisel wide
Degree all same.
A kind of above-mentioned Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that：In step 102
Before carrying out snubber machinery slotting construction, grouting and reinforcing is first carried out to the current arch for excavating sections using advanced tubule.
A kind of above-mentioned Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that：In step 101
Spacing between the snubber bottom and current excavated section bottom is 10cm~15cm.
A kind of above-mentioned Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that：In step 103
In each reliever and each periphery hole of drilling via formations during powder charge, the charge structure of use is spaced loading, and using not
Coupling charging mode carries out powder charge；When detonation carries out explosion after the completion of powder charge, explosion is first carried out to each reliever, then to each periphery
Eye carries out explosion；When carrying out explosion to reliever and periphery hole, the blasting method of use is standing, and uses elementary errors
Blasting method carries out explosion.
A kind of above-mentioned Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that：In step
When the Tunnel top of the split tunnel portal section for scraping out type carries out preliminary bracing, multiple steel arches are first laid from the front to the back
Frame, then supporting is carried out using anchor net unit support method.
A kind of above-mentioned Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterized in that：Constructed rock
The buried depth in stone tunnel is 12m~15m and span is more than 16m.
The present invention has advantages below compared with prior art：
1st, construction method step is simple, reasonable in design and input cost is low, and it is convenient to realize.
2nd, the construction equipment that is used is simple, equipment investment low cost and manipulation is simple.
3rd, using effect is good and practical value is high, when the top soil body to tunnel portal section is excavated, is drawn using machinery
Groove is excavated with the combination excavation method that weak blast is combined, and excavation method is simple, realize that convenient and excavation construction quality is easy
In control, while non-bursting work expense reduction can be made, and can reduce bursting work ill-effect, improve effect, thus can
What the aspects such as quick evaluation grade setting, the safe precaution measure in bursting work stage for solving shotfiring safety evaluation stage were present
Problem, can especially solve the problems, such as slungshot, vibration, the flue dust of scenic spot or other sensitizing range tunnel portal section explosions, use
Mechanical assistance Blasting Excavation, structure adjusting slotting and data of explosive filled, reduce single hop explosive quantity, reduce noise, vibration, reduce and fly
Stone.During practice of construction, usage mining crusher machine device strikes the rock mass that chisel completes snubber explosion scope in hole blasting design, mechanical equivalent of light excavation
Explosion free face is formed after completing slotting, reliever and periphery hole are used and do not couple spaced loading, elementary errors standing.Through machinery
After slotting, explosion eye position, the more existing construction of explosion scheme of firer's materials'use amount are accordingly reduced, then occurrence situation shadow during explosion
Ring also corresponding reduction.After using mechanical slotting auxiliary weak blast excavation method disclosed by the invention, single hop explosive quantity is reduced,
Noise, vibration are reduced, the coverage of hazardous effects of explosion is efficiently controlled, the scene that shotfiring safety assessment is solved quickly is tested
Card, the safety precaution in bursting work stage requirement.
As shown in the above, made when the combination excavation method that weak blast is combined carries out explosion using mechanical slotting
Burst region forms closing space, when being constructed to the tunnel portal in city, scenic spot, rare seeds protection forest zone, energy
Effectively reduce Harmful effects from blasting, raising operation effect, saving cost effectiveness (CE) obvious.Such as to Portal Section position sensing and Portal Section
When the tunnel portal section of bursting work do not allowed in the range of 25m carrying out excavation construction, using mechanical equivalent of light excavation cost it is big, effect is low,
Construction quality is difficult to ensure that；And using mechanical slotting disclosed by the invention when the method that weak blast is combined is constructed, it is quick-fried
Broken ill-effect has reached the harsh security evaluation requirement in scenic spot, and efficiency of construction improves 3 times, and expense reduces more than 60%,
Can realize it is safe, reliable, environmentally friendly enter it is wide open excavate into, reach duration, the quality requirement of advance requirement, realize surrounding enviroment shadow
Ring zero complaint construction.
4th, promote the use of prospect extensively, can effectively ensure the safety of tunnel portal section construction period, quality, progress and into
This, reduces influence of the blast working to surrounding enviroment, has the advantages that safety, energy-saving and environmental protection；Through adjusting, with alone broken
Device strikes chisel to carry out excavation and compares, and reduces the expense of excavation construction, while shortening the construction period of Portal Section, realizes landscape
Area, the protection forest zone Portal Section Construction zero complaint of rare seeds, are 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 realizes that convenient, using effect is good,
Energy is easy, be rapidly completed tunnel portal section digging process, and can effectively reduce Harmful effects from blasting.
Below by drawings and Examples, technical scheme is described in further detail.
Brief description of the drawings
Fig. 1 is the construction method FB(flow block) carried out when top bar is excavated of the invention.
Fig. 2 is the borehole installation position schematic diagram on excavated section in the present invention.
Fig. 3 is that snubber of the present invention strikes chisel view.
Description of reference numerals:
1-snubber；2-periphery hole；3-reliever.
Specific embodiment
A kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method as shown in Figure 1, using upper leave from office
Tunnel portal section of the rank method from the front to the back to constructed rock tunnel is excavated, and the tunnel cross-section of the tunnel portal section is divided into
Upper and lower two excavated sections, refer to Fig. 2；When being excavated to the tunnel portal section, process is as follows：
Step one, top bar are excavated and top preliminary bracing construction：Along the Longitudinal extending direction of institute's construction rock tunnel, by
The top soil body before backward to the tunnel portal section is excavated, the split tunnel for scraping out type from the front to the back in digging process
The Tunnel top of road Portal Section carries out preliminary bracing；
Wherein, when the top soil body to the tunnel portal section is excavated, multiple sections that excavate are divided to carry out from the front to the back
Excavate, respectively excavate the excavation method all same of sections and excavated with the method that weak blast is combined using mechanical slotting；
When being excavated to any one excavation sections, process is as follows：
Step 101, surveying setting-out：The current excavation contour line for excavating sections is surveyed respectively on tunnel tunnel face
Amount unwrapping wire, and need the quantity for opening up borehole and the outer contour of each borehole to enter respectively on the excavated section of sections current excavation
Row determines；
It is current excavate sections excavated section be current excavated section and its be the tunnel portal section upper excavation it is disconnected
Face, the excavation contour line for currently excavating sections is the outer contour of current excavated section；
As shown in Fig. 2 a snubber 1, multiple are offered on current excavated section is laid in the auxiliary of the outside of snubber 1
The periphery hole 2 for helping eye 3 and multiple outer contours along current excavated section to lay from front to back, the snubber 1 is currently to open
The middle part lower section of section is dug, multiple relievers 3 are laid between snubber 1 and multiple periphery holes 2；The slotting
Eye 1 is rectangular channel and its groove depth D=1m~1.5m, the fluting area of the 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：According to the outer contour that snubber 1 is determined in step 101, along groove
Deep direction divides multiple slotting sections to carry out slotting construction to snubber 1 from the front to the back；The slotting construction method of each slotting sections is equal
It is identical；
With reference to Fig. 3, when slotting construction is carried out to any one slotting sections, carried out several times from left to right using destroyer
Slotting is constructed；When each time carrying out snubber 1 slotting construction, carry out striking chisel from top to bottom using the destroyer, strike chisel
Direction is from top to bottom gradually to be tilted to the right and angle A=15 °~20 ° that are tilted to the right；
Step 103, construction of explosion：According to the outer contour of identified each reliever 3 and each periphery hole 2 in step 101,
Reliever 3 and periphery hole 2 are drilled respectively using rig, then each reliever 3 in drilling via formations and each week respectively
Powder charge in side eye 2, detonation carries out explosion after the completion of powder charge；
Step 104, muck removal transport：The quarrel stone produced after step 103 borehole blasting is transported to by constructed rock using fortune quarrel car
Outside the tunnel portal in stone tunnel, the current digging process for excavating sections is completed；
Step 105, next excavation sections are excavated：According to the method described in step 101 to step 104, to next
Sections is excavated to be excavated；
Step 2, get out of a predicament or an embarrassing situation excavation and bottom preliminary bracing construction：Top bar excavation and top initial stage are carried out in step one
During supporting construction, the bottom soil body of the tunnel portal section is excavated from the front to the back using drilling and blasting method, digging process
In the Tunnel bottom of the split tunnel portal section for scraping out type from the front to the back carry out preliminary bracing.
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 the snubber 1 is in horizontal layout.
In the present embodiment, the hole depth all same and its hole depth d of reliever 3 described in step 101 and periphery hole 2
=D- Δ d, wherein Δ d=10cm~20cm.
Also, 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 1012.Also, the length L of the snubber 1
=3m, width H=2.8m and its groove depth D=1.2m.Thus, Δ h=20cm.
In the present embodiment, the spacing between the bottom of snubber 1 described in step 101 and current excavated section bottom is 10cm
~15cm.
During practice of construction, can according to specific needs, size and the institute of length L, width H and its groove depth D to snubber 1
The spacing stated between the bottom of snubber 1 and current excavated section bottom is adjusted respectively.
In the present embodiment, the arrangement used in the arrangement of the reliever 3 and periphery hole 2 and conventional drilling and blasting method
It is identical.
In the present embodiment, two excavated sections up and down of the tunnel portal section are respectively arch and rectangle.Step 101
Described in current excavated section be arch, the area S=70m of the current excavated section2~80m2And its bottom width is 30m
~40m；The one circle periphery hole 2 includes multiple arch edge lines along the current excavated section are laid from left to right first
The second periphery hole that periphery hole and multiple bottom margin lines along the current excavated section are laid from left to right, multiple described the
One periphery hole is 1m~1.2m, multiple second weeks in the spacing between uniform laying and two neighboring first periphery hole
Side eye is laid and it is laid on same straight line in uniform, the spacing between two neighboring second periphery hole be 1.7m~
1.9m；The arch edge line of the current excavated section is line of apsides L1.
The quantity of the reliever 3 is three circles, and the three circle relievers 3 are laid from the inside to the outside, the three circle relievers 3 by
It is interior to outer to be respectively inner ring reliever, centre circle reliever and the outer ring reliever being laid on line of apsides L4, line of apsides L3 and line of apsides L2；
Often enclosing the reliever 3 includes multiple relievers 3 being laid in from left to right on the same line of apsides；In the centre circle reliever
Multiple relievers 3 are 1.7m~1.9m, the outer ring in the spacing between uniform laying and the two neighboring reliever 3
Multiple described reliever 3 in reliever in it is uniform lay and spacing between the two neighboring reliever 3 for 1.5m~
1.7m；The inner ring reliever includes that two are located at the right side of snubber 1 positioned at the left side relievers in the left side of snubber 1 and two
Right side reliever, two left side relievers and two right side relievers are in symmetrical laying, and two left sides are auxiliary
The spacing helped between eye is 1.8m~2.2m；Spacing between the line of apsides 1 and the line of apsides 2 is 1.3m~1.5m, the line of apsides 2 and the line of apsides 3 it
Between spacing be 1.7m~1.9m, 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 the reliever 3 and periphery hole 2 is 4cm~8cm.
In the present embodiment, multiple length for excavating sections are d in step one.
In the present embodiment, the bottom soil body in step 2 from the front to the back to the tunnel portal section is excavated, excavate into
Degree is slower than the excavation progress excavated to the tunnel portal section top soil body in step one.Also, by backward in step 2
When the preceding bottom soil body to the tunnel portal section is excavated, multiple sections that excavate are divided to be excavated from the front to the back.
Before snubber machinery slotting construction is carried out in the present embodiment, in step 102, first using advanced tubule to current
The arch for excavating sections carries out grouting and reinforcing.
During practice of construction, when carrying out grouting and reinforcing to the current arch for excavating sections using advanced tubule, using routine
Per-fore pouring liquid with small pipe reinforcement means carry out grouting and reinforcing, control hole depth is noted in construction and is used small to lead in advance
The parameters such as length, spacing, outer limb, the lap of splice of pipe.
In the present embodiment, when carrying out grouting and reinforcing to the current arch for excavating sections using advanced tubule, using slip casting
The model HHV-5D of machine.
In the present embodiment, destroyer described in step 102 is hydraulic burster, also referred to as hydraulic breaking hammer；The destroyer
Power resources be pressure that excavator, loading machine or pumping plant are provided.
In the present embodiment, the destroyer is installed on the hydraulic burster on Japanese little Song PC200-6 excavators, and this is broken
Millstone is little Song digging machine disintegrating hammers PC200.
During practice of construction, it would however also be possible to employ the excavator and destroyer of other models.
In the present embodiment, when carrying out slotting construction several times from left to right using destroyer in step 102, multiple slotting is applied
Work strike chisel direction all same and its strike chisel width all same.
In the present embodiment, after the completion of the snubber 1 is constructed, the free face of explosion is formed.
In the present embodiment, in step 103 in each reliever 3 and each periphery hole 2 of drilling via formations during powder charge, the dress of use
Medicine form is spaced loading, and carries out powder charge using Uncoincided charge mode；When detonation carries out explosion after the completion of powder charge, 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, use
Blasting method is standing, and carries out explosion using short-delay blasting method.
It is because snubber 1 does not carry out bursting work thus single when carrying out construction of explosion in step 103 in the present embodiment
Individual excavation sections battering charge reduces 1/3.It is actual, the length of cyclic advance can be adjusted in work progress according to country rock situation.
Wherein, the length of cyclic advance is identical with the length that sections is excavated described in step one.
When muck removal transport is carried out in the present embodiment, in step 104, muck removal fortune is carried out using conventional flexible transport mode
It is defeated.
In muck removal transportation, using the model ZL50C of loading machine.
In the present embodiment, the Tunnel top of the split tunnel portal section for scraping out type carries out preliminary bracing in step one
When, multiple steel arch-shelfs are first laid from the front to the back, then supporting is carried out using anchor net unit support method.
The above, is only presently preferred embodiments of the present invention, and not the present invention is imposed any restrictions, every according to the present invention
Any simple modification, change and equivalent structure change that technical spirit is made to above example, still fall within skill of the present invention
In the protection domain of art scheme.
Claims (9)
1. a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method, it is characterised in that：Using up/down steps
Tunnel portal section of the method from the front to the back to constructed rock tunnel is excavated, and the tunnel cross-section of the tunnel portal section is divided into
Lower two excavated sections；When being excavated to the tunnel portal section, process is as follows：
Step one, top bar are excavated and top preliminary bracing construction：Along the Longitudinal extending direction of institute's construction rock tunnel, by backward
The preceding top soil body to the tunnel portal section is excavated, the split Tunnel for scraping out type from the front to the back in digging process
The Tunnel top of mouth section carries out preliminary bracing；
Wherein, when the top soil body to the tunnel portal section is excavated, multiple sections that excavate are divided to be excavated from the front to the back,
Respectively excavate the excavation method all same of sections and excavated with the method that weak blast is combined using mechanical slotting；To any
When individual excavation sections is excavated, process is as follows：
Step 101, surveying setting-out：The current excavation contour line for excavating sections is measured respectively on tunnel tunnel face is put
Line, and need the outer contour of the quantity for opening up borehole and each borehole to carry out respectively really on the excavated section of sections current excavation
It is fixed；
It is current excavate sections excavated section be current excavated section and its be the tunnel portal section upper excavated section, when
The excavation contour line of preceding excavated sections is the outer contour of current excavated section；
Offered on current excavated section a snubber (1), a circle along current excavated section outer contour cloth from front to back
If periphery hole (2) and a circle or multi-turn be laid in the reliever (3) that snubber (1) is enclosed between the periphery hole (2) with, institute
Snubber (1) is stated positioned at the middle part lower section of current excavated section；Reliever described in multi-turn (3) is laid from the inside to the outside；It is described
Snubber (1) is rectangular channel and its groove depth D=1m~1.5m, the fluting area of the 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
Degree, and L ＞ H；
Step 102, snubber machinery slotting construction：According to the outer contour that snubber (1) is determined in step 101, along groove depth
Direction divides multiple slotting sections to carry out slotting construction to snubber (1) from the front to the back；The slotting construction method of each slotting sections is equal
It is identical；
When slotting construction is carried out to any one slotting sections, slotting construction is carried out using destroyer several times from left to right；Often
When once carrying out snubber (1) slotting construction, carry out striking chisel from top to bottom using the destroyer, it is by upper to strike chisel direction
Gradually it is tilted to the right under and angle A=15 °~20 ° that are tilted to the right；
Step 103, construction of explosion：According to the outer contour of identified each reliever (3) and each periphery hole (2) in step 101,
Reliever (3) and periphery hole (2) are drilled respectively using rig, then respectively in each reliever (3) of drilling via formations
With each periphery hole (2) interior powder charge, detonation carries out explosion after the completion of powder charge；
Step 104, muck removal transport：The quarrel stone produced after step 103 borehole blasting is transported to by constructed rock tunnel using fortune quarrel car
Outside the tunnel portal in road, the current digging process for excavating sections is completed；
Step 105, next excavation sections are excavated：According to the method described in step 101 to step 104, to next excavation
Sections is excavated；
Step 2, get out of a predicament or an embarrassing situation excavation and bottom preliminary bracing construction：Top bar excavation and top preliminary bracing are carried out in step one
In work progress, the bottom soil body of the tunnel portal section is excavated from the front to the back using drilling and blasting method, in digging process by
The Tunnel bottom of the split tunnel portal section for scraping out type carries out preliminary bracing before backward；
Before snubber machinery slotting construction is carried out in step 102, first using advanced tubule to the current arch for excavating sections
Carry out grouting and reinforcing.
2., according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1, it is special
Levy and be：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, its
It is characterised by：The hole depth all same and its hole depth d=D- Δs of reliever described in step 101 (3) and periphery hole (2)
D, wherein Δ d=10cm~20cm；Multiple length for excavating sections are d in step one.
4. according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, its
It is characterised by：Two excavated sections up and down of the tunnel portal section are respectively arch and rectangle；It is current described in step 101
Excavated section is arch, the area S=70m of the current excavated section2~80m2And its bottom width is 30m~40m；One circle
The first periphery hole that the periphery hole (2) is laid along the arch edge line of the current excavated section from left to right including multiple and
The second periphery hole that multiple bottom margin lines along the current excavated section are laid from left to right, multiple first periphery holes
It is 1m~1.2m in the spacing between uniform laying and two neighboring first periphery hole, multiple second periphery holes are in equal
It is even laying and its be laid on same straight line, the spacing between two neighboring second periphery hole be 1.7m~1.9m；Institute
The arch edge line for stating current excavated section is line of apsides L1；
The quantity of the reliever (3) is three circles, and the three circle relievers (3) are laid from the inside to the outside, the three circle relievers (3)
Inner ring reliever, centre circle reliever and the outer ring auxiliary being laid on line of apsides L4, line of apsides L3 and line of apsides L2 are respectively from the inside to the outside
Eye；Often enclosing the reliever (3) includes multiple relievers (3) being laid in from left to right on the same line of apsides；The centre circle is auxiliary
The multiple described reliever (3) helped in eye in it is uniform lay and spacing between the two neighboring reliever (3) for 1.7m~
1.9m, the multiple described reliever (3) in the outer ring reliever is laid and between the two neighboring reliever (3) in uniform
Spacing be 1.5m~1.7m；The inner ring reliever includes two left side relievers and two being located on the left of snubber (1)
The individual right side reliever on the right side of snubber (1), two left side relievers and two right side relievers are in symmetrical
Lay, the spacing between two left side relievers is 1.8m~2.2m；Spacing between the line of apsides 1 and the line of apsides 2 for 1.3m~
1.5m, 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, its
It is characterised by：When carrying out slotting construction several times from left to right using destroyer in step 102, what multiple slotting was constructed strikes chisel side
To all same and its strike chisel width all same.
6. according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, its
It is characterised by：Spacing between (1) bottom of snubber described in step 101 and current excavated section bottom is 10cm~15cm.
7. according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, its
It is characterised by：In step 103 in each reliever (3) and each periphery hole (2) interior powder charge of drilling via formations, the charge structure of use
Spaced loading is, and powder charge is carried out using Uncoincided charge mode；When detonation carries out explosion after the completion of powder charge, first to each auxiliary
Helping eye (3) carries out explosion, then carries out explosion to each periphery hole (2)；When carrying out explosion to reliever (3) and periphery hole (2), use
Blasting method be standing, and explosion is carried out using short-delay blasting method.
8. according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, its
It is characterised by：When the Tunnel top of the split tunnel portal section for scraping out type carries out preliminary bracing in step one, first by rear
Multiple steel arch-shelfs are laid forward, then supporting is carried out using anchor net unit support method.
9. according to a kind of Shallow Large Span rock tunnel Portal Section weak blast excavation construction method described in claim 1 or 2, its
It is characterised by：The buried depth of institute's construction rock tunnel is 12m~15m and span is more than 16m.
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| CN107269284A (en) * | 2017-08-18 | 2017-10-20 | 徐工集团工程机械有限公司 | Hard rock tunnel excavation construction method |
| CN109025806A (en) * | 2018-07-26 | 2018-12-18 | 重庆交通建设(集团)有限责任公司 | Intensive living area construction method is worn under shallow-buried sector |
| CN109209443A (en) * | 2018-11-12 | 2019-01-15 | 山东大学 | A kind of construction method of breaking surrounding rock tunnel structure |
| CN110514080B (en) * | 2019-09-19 | 2022-06-10 | 中建八局第三建设有限公司 | Tunnel sublace blasting method |
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| CN101520292A (en) * | 2009-03-12 | 2009-09-02 | 路桥集团国际建设股份有限公司 | Method for excavating and blasting tunnel-type anchorage cavern |
| CN101560882B (en) * | 2009-05-14 | 2011-10-05 | 中国水电顾问集团华东勘测设计研究院 | Digging method for preventing strong or strong rock burst on active face |
| CN103344154B (en) * | 2013-07-05 | 2015-04-08 | 武汉科技大学 | Carbonaceous schist tunnel blasting method and construction method |
| CN103410519B (en) * | 2013-08-06 | 2015-04-08 | 重庆地质矿产研究院 | Rock burst-proof tunnel face structure for tunneling and rock burst-proof tunneling method |
| CN103541734B (en) * | 2013-11-01 | 2015-11-25 | 中铁四局集团有限公司 | Under wear literary composition and protect building Tunnel Blasting comprehensive shock-dampening method |
| CN103670423B (en) * | 2013-11-14 | 2016-04-06 | 中铁隧道集团有限公司 | A kind of method of tunneling on stratiform phyllite rock mass |
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