CN105464669A - Water-rich weak surrounding rock long-and-big tunnel construction method - Google Patents
Water-rich weak surrounding rock long-and-big tunnel construction method Download PDFInfo
- Publication number
- CN105464669A CN105464669A CN201510731306.9A CN201510731306A CN105464669A CN 105464669 A CN105464669 A CN 105464669A CN 201510731306 A CN201510731306 A CN 201510731306A CN 105464669 A CN105464669 A CN 105464669A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- construction
- section
- positive hole
- sections
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 409
- 239000011435 rock Substances 0.000 title claims abstract description 199
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 110
- 238000000034 method Methods 0.000 claims abstract description 94
- 230000008093 supporting effect Effects 0.000 claims abstract description 89
- 230000008569 process Effects 0.000 claims abstract description 70
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 262
- 239000010959 steel Substances 0.000 claims description 262
- 238000009423 ventilation Methods 0.000 claims description 166
- 238000009412 basement excavation Methods 0.000 claims description 158
- 239000004567 concrete Substances 0.000 claims description 68
- 238000001125 extrusion Methods 0.000 claims description 55
- 238000003825 pressing Methods 0.000 claims description 55
- 230000002787 reinforcement Effects 0.000 claims description 45
- 238000010792 warming Methods 0.000 claims description 28
- 239000000411 inducer Substances 0.000 claims description 26
- 238000009413 insulation Methods 0.000 claims description 22
- 239000002131 composite material Substances 0.000 claims description 20
- 238000012360 testing method Methods 0.000 claims description 20
- 239000004746 geotextile Substances 0.000 claims description 18
- 239000000853 adhesive Substances 0.000 claims description 12
- 230000001070 adhesive effect Effects 0.000 claims description 12
- 239000007788 liquid Substances 0.000 claims description 9
- 238000000465 moulding Methods 0.000 claims description 9
- 239000002893 slag Substances 0.000 claims description 9
- 230000008676 import Effects 0.000 claims description 8
- 238000004873 anchoring Methods 0.000 claims description 4
- 239000011150 reinforced concrete Substances 0.000 claims description 4
- 238000013461 design Methods 0.000 abstract description 16
- 230000000694 effects Effects 0.000 abstract description 12
- 230000035882 stress Effects 0.000 description 64
- 238000005507 spraying Methods 0.000 description 16
- 238000009434 installation Methods 0.000 description 10
- 238000010586 diagram Methods 0.000 description 8
- 210000003414 extremity Anatomy 0.000 description 8
- 239000004033 plastic Substances 0.000 description 7
- 229920003023 plastic Polymers 0.000 description 7
- 230000008859 change Effects 0.000 description 6
- 238000012544 monitoring process Methods 0.000 description 5
- 238000002485 combustion reaction Methods 0.000 description 4
- 238000000205 computational method Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 239000007789 gas Substances 0.000 description 4
- 239000000463 material Substances 0.000 description 4
- 239000004570 mortar (masonry) Substances 0.000 description 4
- 238000003325 tomography Methods 0.000 description 4
- 230000003519 ventilatory effect Effects 0.000 description 4
- 230000008901 benefit Effects 0.000 description 3
- 238000012937 correction Methods 0.000 description 3
- 238000011161 development Methods 0.000 description 3
- 230000018109 developmental process Effects 0.000 description 3
- 238000009826 distribution Methods 0.000 description 3
- 238000011156 evaluation Methods 0.000 description 3
- 230000013011 mating Effects 0.000 description 3
- 238000004062 sedimentation Methods 0.000 description 3
- 239000010454 slate Substances 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 241000353097 Molva molva Species 0.000 description 2
- 238000007599 discharging Methods 0.000 description 2
- 239000000428 dust Substances 0.000 description 2
- 239000004744 fabric Substances 0.000 description 2
- 238000009533 lab test Methods 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 239000002912 waste gas Substances 0.000 description 2
- 206010002660 Anoxia Diseases 0.000 description 1
- 241000976983 Anoxia Species 0.000 description 1
- 206010021143 Hypoxia Diseases 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 230000032683 aging Effects 0.000 description 1
- 230000007953 anoxia Effects 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 230000009172 bursting Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000010835 comparative analysis Methods 0.000 description 1
- 230000009918 complex formation Effects 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000007405 data analysis Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000001066 destructive effect Effects 0.000 description 1
- 238000007865 diluting Methods 0.000 description 1
- 238000010790 dilution Methods 0.000 description 1
- 239000012895 dilution Substances 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000000446 fuel Substances 0.000 description 1
- 239000003517 fume Substances 0.000 description 1
- 239000003365 glass fiber Substances 0.000 description 1
- 230000036541 health Effects 0.000 description 1
- 208000015181 infectious disease Diseases 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 230000002045 lasting effect Effects 0.000 description 1
- 210000003141 lower extremity Anatomy 0.000 description 1
- 238000013507 mapping Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000000505 pernicious effect Effects 0.000 description 1
- 231100000614 poison Toxicity 0.000 description 1
- 230000007096 poisonous effect Effects 0.000 description 1
- 229920002635 polyurethane Polymers 0.000 description 1
- 239000004814 polyurethane Substances 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000029058 respiratory gaseous exchange Effects 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a water-rich weak surrounding rock long-and-big tunnel construction method. The method includes that a tunnel inclined shaft is arranged on one side of a main tunnel of a tunnel to be constructed, the main tunnel is divided into a tunnel entry section, a tunnel exit section and a middle connecting section connected between the tunnel entry section and the tunnel exit section, the middle connecting section is divided into an inclined shaft assisting construction entry section and an inclined shaft assisting construction exit section, and each of the tunnel entry section, the tunnel exit section, the inclined shaft assisting construction entry section and the inclined shaft assisting construction exit section is divided into multiple sections for construction. A construction method of each section includes: step 1, performing geological forecasting in advance, and when a debris flow formation exists ahead, entering a step 2, or else, entering a step 3; step 2, performing stability control construction; step 3, determining a primary supporting scheme; step 4, excavating the tunnel, and performing primary supporting construction; step 5, performing secondary lining construction on the tunnel. The water-rich weak surrounding rock long-big tunnel construction method is simple in step, reasonable in design, simple and convenient to construct, good in using effect, capable of meeting construction requirements of water-rich weak surrounding rock long-and-big tunnels, short in construction period and safe in construction process.
Description
Technical field
The invention belongs to technical field of tunnel construction, especially relate to a kind of plenty water weak surrounding rock major long tunnel construction method.
Background technology
Newly-built Lan-xing Railway the second double line (hereinafter referred to as Lanzhou-Xinjiang high ferro) total length 1776Km, from western station, western Lanzhou to Urumchi Station, being that height above sea level is the highest, disposable in the world at present builds up the longest high-speed railway.In the newly-built Lan-xing Railway, tunnel, the Qilian mountains and large beam tunnel are the current high ferro tunnel that height above sea level is the highest in the world and are I grade of excessive risk Railway Tunnel, at a distance of 272m between two tunnels, position is closed on, and residing for engineering, natural environment is identical, is all in frozen ground regions.Tunnel, Qilian mountains total length 9490 meters, be located in Zhongshan District, height above sea level 3500 to 4300 meters of Qilian mountains, Qilian mountains Leng Longling tomography gauffer band, import height above rail surface is 3574 meters, and maximum buried depth reaches 823 meters; Engineering geology and complicated hydrogeological conditions, inducer circuit passes through F6, F7 tomography clastic flow area with wide-angle.Large beam tunnel total length 6550 meters, is located in the crossbeam SUBMOUNTAINOUS AREA of height above sea level 3600 to 4200 meters, and rail level elevation is 3607.4 meters; Norm al discharge rate is 1.53 ten thousand sides, maximum flooding quantity 4.58 ten thousand side; Barrel is through sandstone, slate and F5 fault belt.Tunnel, the Qilian mountains and large beam tunnel are all between the Qilian mountains of eastern Tibetan north edge, and tunnel location is positioned at Leng Long ridge fold belt, engineering geology complex structure, depth of cut is large, diastrophism is strong, structure, complex formation, dry, weathering is strong, these features cause rock crushing, and fault zone distribution is more, tomography joints development, underground water is grown, maximum flooding quantity 10.5 ten thousand m
3/ d, especially Qilian mountains entrance section of tunnel are strong rich water section, and difficulty of construction is very large and construction is very high.
The construction Difficulties of tunnel, the Qilian mountains and large beam tunnel is mainly reflected in the following aspects: the first, tunnel is located in plateau, severe cold region, very cold, and construction environment is severe; The second, major long tunnel passes through the complicated bad geological sections such as tomography clastic flow area, high ground stress soft rock stress large deformation stratum, water rich strata, water bursting factor, is the special geologic condition that tunnel construction history did not run into, and does not have successful experience can supply to use for reference; Three, tunnel is long, and the duration is tight, and construction standard is high.
Summary of the invention
Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of plenty water weak surrounding rock major long tunnel construction method is provided, its method step is simple, reasonable in design and easy construction, result of use are good, the construction requirement of plenty water weak surrounding rock major long tunnel can be met, construction period is short, and work progress safety.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of plenty water weak surrounding rock major long tunnel construction method, is characterized in that: the length of institute's construction tunnel is greater than 5km and its excavated section is greater than 50m
2; The Zheng Dong side of institute's construction tunnel is provided with tunnel slope; Described positive hole is divided into entrance section of tunnel, tunnel outlet section and is connected to the middle part linkage section between entrance section of tunnel and tunnel outlet section, described tunnel slope is crossing with described middle part linkage section and intersection therebetween is inclined shaft intersection, described middle part linkage section be inclined shaft auxiliary construction section and its with described inclined shaft intersection for boundary is divided into inclined shaft auxiliary construction inducer and inclined shaft auxiliary construction outlet section, described entrance section of tunnel, inclined shaft auxiliary construction inducer, inclined shaft auxiliary construction outlet section and tunnel outlet section along positive hole longitudinal extension direction by after march forward row lay;
When institute's construction tunnel is constructed, the import and export of institute's construction tunnel go into operation simultaneously, and while entrance section of tunnel and tunnel outlet section are constructed respectively, respectively inclined shaft auxiliary construction inducer and inclined shaft auxiliary construction outlet section are constructed by tunnel slope; Described entrance section of tunnel, tunnel outlet section, inclined shaft auxiliary construction inducer are all identical with the construction method of inclined shaft auxiliary construction outlet section, divide equally multiple sections by first to after construct, the construction method of multiple described sections is all identical; When any one sections is constructed, comprise the following steps:
Step one, advance geologic prediction: adopt advanced geology prediction system to carry out advance geologic prediction to current constructed sections, and according to advance geologic prediction result, judge whether the front of tunnel heading of current constructed sections exists clastic flow stratum: when judging to show that described front of tunnel heading exists clastic flow stratum, enter step 2; Otherwise, enter step 3;
Step 2, stability control construction: first on rear side of the face of current constructed sections, construct one and described face is carried out to the block wall of shutoff; Afterwards, advance support is carried out to current constructed sections, and the advance water discharge passage for reducing the head pressure on clastic flow stratum is installed; Described advance water discharge passage is inclined upwardly gradually before backward, and the front end of described advance water discharge passage stretches to clastic flow stratum and its rear end is positioned on rear side of described face;
Step 3, preliminary bracing scheme are determined: to the rock mass strength Rb of current constructed sections country rock and the maximally stress σ of country rock inside
maxtest respectively, and calculate the strength-stress ratio of current constructed sections country rock
again according to the strength-stress ratio calculated
the preliminary bracing scheme of current constructed sections is determined: when
time, the preliminary bracing scheme adopted is that grid steel frame encircles combined supporting scheme with cover; When
during > 0.3, the preliminary bracing scheme adopted is profile steel frame supporting scheme;
Step 4, tunnel excavation and preliminary bracing construction: along longitudinal extension direction, tunnel, before backward, excavation construction is carried out to current constructed sections; In excavation construction process, according to the preliminary bracing scheme of current constructed sections determined in step 3, before backward, carrying out preliminary bracing to excavating the Tunnel formed, and obtaining Tunnel system;
Wherein, when preliminary bracing scheme determined in step 3 is profile steel frame supporting scheme, the Tunnel system obtained is profile steel frame support system; Described profile steel frame support system comprises many Pin carry out supporting profile steel frame to described Tunnel, the structure of profile steel frame described in many Pin all identical and its along longitudinal extension direction, tunnel by after march forward row lay; Profile steel frame described in many Pin is in evenly laying;
When preliminary bracing scheme determined in step 3 is grid steel frame and cover encircles combined supporting scheme, the Tunnel system obtained is that grid steel frame encircles Composite Supporting System with cover; Described grid steel frame and cover encircle Composite Supporting System and comprise many Pin and carry out the grid steel frame of supporting and many Pin to described Tunnel and to overlap the shaped steel that the arch wall of described Tunnel carries out supporting and encircle, the structure of grid steel frame described in many Pin all identical and its along longitudinal extension direction, tunnel by after march forward row lay, described in many Pin shaped steel cover arch structure all identical and its along longitudinal extension direction, tunnel by after march forward row lay; Grid steel frame described in many Pin is evenly lay, and described in many Pin, shaped steel cover arch is evenly lay, and doubly, wherein M is positive integer and M=1,2 or 3 to the M that the spacing described in adjacent two Pin in front and back between shaped steel cover arch is spacing between grid steel frame described in adjacent two Pin in front and back;
Step 5, Tunnel Second Lining Construction: carry out in preliminary bracing process to excavating the Tunnel formed before backward in step 4, before backward, Second Lining Construction is carried out to described Tunnel along longitudinal extension direction, tunnel, and obtain the Tunnel Second Lining structure of construction molding; Described Tunnel Second Lining structure is positioned at inside Tunnel system and it is reinforced concrete lining layer.
Above-mentioned plenty water weak surrounding rock major long tunnel construction method, is characterized in that: after carrying out advance support to current constructed sections in step 2, obtains advance support structure; Described advance support structure comprises barrel vault advanced support structure and the per-fore pouring liquid with small pipe ruggedized construction of the arch wall of current constructed sections being carried out to supporting; Described barrel vault advanced support structure comprises multiple tube shed grouting pipe laid from left to right along the excavation contour line of current constructed sections, multiple described tube shed grouting Guan Jun is positioned on same tunnel cross section and its length is 15m ~ 25m, and described tube shed grouting pipe is steel pipe and its external diameter is Φ 100mm ~ Φ 120mm; Multiple described tube shed grouting pipe comprises one and is positioned at middle part steel pipe on tunnel center line, is multiplely all positioned at left side steel pipe on the left of described tunnel center line and multiple right side steel pipe be all positioned on the right side of described tunnel center line, and multiple described left side steel pipe and multiple described right sides steel pipe are symmetrically laid; Described per-fore pouring liquid with small pipe ruggedized construction comprises multiple pre-grouting pipe laid from left to right along the excavation contour line of current constructed sections, multiple described pre-grouting Guan Jun is positioned on same tunnel cross section and its length is 6m ~ 10m, described pre-grouting pipe be tube wall has multiple injected hole steel floral tube and its external diameter is Φ 38mm ~ Φ 45mm; Described tube shed grouting pipe and pre-grouting pipe are in being laid staggeredly; The outer limb of multiple described tube shed grouting pipe and multiple described pre-grouting pipe is all not more than 15 °;
Described advance water discharge passage comprises and is multiplely laid in the first advance water discharge pipe above current constructed sections arch and multiple the second advance water discharge pipe be laid in from left to right above current constructed sections arch from left to right, and multiple described first advance water discharge pipe lays respectively at above multiple described second advance water discharge pipe; Multiple described first advance water discharge pipe and multiple described second advance water discharge Guan Jun are that the front end of multiple described first advance water discharge pipe and multiple described second advance water discharge pipe all stretches in clastic flow stratum by acclivitous steel pipe gradually before backward; The outer limb of described first advance water discharge pipe and the second advance water discharge pipe is 40 ° ~ 50 °, and the external diameter of described first advance water discharge pipe is Φ 100mm ~ Φ 120mm, and the external diameter of described second advance water discharge pipe is Φ 38mm ~ Φ 45mm.
Above-mentioned plenty water weak surrounding rock major long tunnel construction method, it is characterized in that: when each sections in the tunnel portal section on rear side of entrance section of tunnel and the tunnel portal section on front side of tunnel outlet section is constructed, in step 5 before Tunnel Second Lining Construction, also need inside Tunnel system construction waterproof insulation layer, described Tunnel Second Lining structure is positioned at inside described water-proof heat-insulation layer; Described water-proof heat-insulation layer comprises that one deck form concrete be positioned at inside Tunnel system props up sheath, one deck is pasted and fixed on that form concrete props up geotextiles inside sheath, the first splash guard inside geotextiles of mating formation, the second splash guard of being positioned at the warming plate inside described first splash guard and mating formation inside warming plate, supported by the backward front arch support laid along longitudinal extension direction, tunnel by multiple bottom described second splash guard, the structure of multiple described arch support is all identical; Described geotextiles is pasted and fixed on form concrete by bonding adhesive and props up inside sheath; Be provided with multiple tracks inside described first splash guard along the circumferential direction to lay and for the longitudinal steel wire of fixing warming plate, longitudinal steel wire described in multiple tracks is all laid along longitudinal extension direction, tunnel, and warming plate is pasted and fixed on inside the first splash guard by described bonding adhesive; Described second splash guard is pasted and fixed on inside warming plate by described bonding adhesive.
Above-mentioned plenty water weak surrounding rock major long tunnel construction method, is characterized in that: carrying out in preliminary bracing process to excavating the Tunnel formed before backward in step 4, also needing to construct to tunnel longitudinal reinforcement structure before backward along longitudinal extension direction, tunnel;
Described tunnel longitudinal reinforcement structure comprises the longitudinal reinforcement beam that multiple tracks is laid along tunnel longitudinal extension method, and longitudinal reinforcement beam described in multiple tracks is laid from left to right along the arch wall excavation contour line of current constructed sections; Described longitudinal reinforcement beam is shaped steel, and longitudinal reinforcement beam described in per pass is spliced before backward by multiple longitudinal reinforcement girder segment;
When Tunnel system is described profile steel frame support system, longitudinal reinforcement beam described in per pass is all fastenedly connected with profile steel frame described in many Pin, and profile steel frame described in many Pin is fastenedly connected by longitudinal reinforcement beam described in multiple tracks and is integrated;
When to be described grid steel frame encircle Composite Supporting System with cover to Tunnel system, longitudinal reinforcement beam described in per pass is all fastenedly connected with grid steel frame described in many Pin, and grid steel frame described in many Pin is fastenedly connected by longitudinal reinforcement beam described in multiple tracks and is integrated;
When Second Lining Construction being carried out to described Tunnel in step 5, construct when the rate of deformation of described Tunnel is less than 5mm/d; The thickness of described Tunnel Second Lining structure is 50cm ~ 60cm.
Above-mentioned plenty water weak surrounding rock major long tunnel construction method, is characterized in that: the strength-stress ratio calculating current constructed sections country rock in step 3
after, also need the strength-stress ratio according to calculating
the extrusion pressing type large deformation grade of current constructed sections country rock is determined; Described extrusion pressing type large deformation grade comprises four grades, and four grades are respectively without large deformation, slight large deformation, medium large deformation and serious large deformation from low to high;
When the extrusion pressing type large deformation grade of current constructed sections country rock is determined, when
time, illustrate that the extrusion pressing type large deformation grade of current constructed sections country rock is without large deformation; When
time, illustrate that the extrusion pressing type large deformation grade of current constructed sections country rock is slight large deformation; When
time, illustrate that the extrusion pressing type large deformation grade of current constructed sections country rock is medium large deformation; When
time, illustrate that the extrusion pressing type large deformation grade of current constructed sections country rock is serious large deformation.
Above-mentioned plenty water weak surrounding rock major long tunnel construction method, is characterized in that: before carrying out tunnel excavation and supporting construction in step 4, also needs to determine the tunnel deformation allowance of current constructed sections; Further, according to the extrusion pressing type large deformation grade of determined current constructed sections country rock, the deformation allowance of current constructed sections is determined; Determined deformation allowance comprises arch, tunnel deformation allowance C
1with tunnel abutment wall deformation allowance C
2; Wherein, arch, tunnel deformation allowance C
1=50mm ~ 530mm, tunnel abutment wall deformation allowance
Δ C=1mm ~ 30mm; Further, the extrusion pressing type large deformation grade of current constructed sections country rock is higher, arch, tunnel deformation allowance C
1, tunnel abutment wall deformation allowance C
2all larger with the value of Δ C;
By when carrying out excavation construction to current constructed sections before backward in step 4, carry out excavation construction according to determined tunnel deformation allowance.
Above-mentioned plenty water weak surrounding rock major long tunnel construction method, is characterized in that: profile steel frame described in step 4 comprises the shaped steel arch arch wall of described Tunnel being carried out to supporting; Spacing described in adjacent two Pin in front and back between profile steel frame is 0.4m ~ 0.8m, and described profile steel frame is the steelframe be bent to form by H profile steel;
Grid steel frame described in step 4 comprises the grillage arch wall of described Tunnel being carried out to supporting; Spacing described in adjacent two Pin in front and back between grid steel frame is 0.4m ~ 0.6m; The described shape of shaped steel cover arch and the shape of grillage, and described in every Pin, shaped steel cover arch is all supported in inside grillage described in a Pin;
In step 4 to described grid steel frame and cover encircle combined supporting scheme construct time, along longitudinal extension direction, tunnel by backward front at described Tunnel Nei Zhili grillage; And carry out in a vertical process to grillage, before backward, overlap arch at described Tunnel Nei Zhili shaped steel along longitudinal extension direction, tunnel; Further, the grillage Zhi Li of shaped steel cover arch side in the inner all in place described in every Pin completes after 7 days and carries out Zhi Li;
A supporting steel plate laid in level is provided with and anchoring is all carried out by many lock pin anchor tubes in the left and right sides of the two bottom the left and right sides arch springing of described shaped steel arch and grillage.
Above-mentioned plenty water weak surrounding rock major long tunnel construction method, it is characterized in that: profile steel frame described in step 4 is the full-annular type steelframe described Tunnel being carried out to supporting, described profile steel frame also comprises the tunnel bottom shape steel bracket bottom of described Tunnel being carried out to supporting, and the two ends of described tunnel bottom shape steel bracket are fastenedly connected with two arch springings of described shaped steel arch respectively;
Grid steel frame described in step 4 and cover encircle Composite Supporting System also comprise multiple lay respectively at shaped steel described in many Pin overlap encircle immediately below and the bottom of described Tunnel is carried out to the tunnel bottom steelframe of supporting, the two ends of described tunnel bottom steelframe are overlapped two arch springings encircleed respectively and are fastenedly connected with shaped steel; Described in every Pin, shaped steel cover arch all forms with the tunnel bottom steelframe be positioned at immediately below it full-annular type steelframe described Tunnel being carried out to supporting;
There is the empty slag that a layer thickness is 20cm ~ 30cm the bottom of Tunnel described in step 4, carry out in excavation construction process to current constructed sections before backward, the described slag that needs bottom described Tunnel is cleared up before backward along longitudinal extension direction, tunnel, and bottom described Tunnel, lay the concrete that a layer thickness is 20cm ~ 30cm, form concrete cushion; Described tunnel bottom steelframe is positioned on described concrete cushion.
Above-mentioned plenty water weak surrounding rock major long tunnel construction method, it is characterized in that: described inclined shaft auxiliary construction outlet section is the prominent tunnel construction sections gushed a little of existence one, described inclined shaft auxiliary construction outlet section with roundabout flat lead crossing, intersection is led for flat in described roundabout flat intersection of leading between inclined shaft auxiliary construction outlet section, describedly prominently to gush a little and the described distance led between intersection of putting down is not more than 200m; Described roundabout flat leading comprises the inlet side being positioned at inclined shaft auxiliary construction outlet section side and puts down that the outlet side leading and be positioned at inclined shaft auxiliary construction outlet section opposite side is flat leads, and described inlet side is put down to lead to put down with outlet side and led inside and to communicate and junction is therebetween describedly flatly lead intersection; Described inlet side is flat leads and is positioned at that outlet side is flat leads rear side, described inlet side is put down and is led as trapezoidal and it is by being the middle part pilot tunnel of parallel laying and the front side pilot tunnel be connected between pilot tunnel rear and front end, middle part and positive hole and rear side pilot tunnel with positive hole, described outlet side is put down and is led by being the first pilot tunnel of parallel laying and the second pilot tunnel be positioned on rear side of the first pilot tunnel with positive hole, and described second pilot tunnel and front side pilot tunnel are laid on the same line; Described inclined shaft auxiliary construction outlet section side is provided with drain cavern, described drain cavern is crossing with inclined shaft auxiliary construction outlet section and intersection therebetween is drain cavern intersection, and the intersection between described first pilot tunnel and inclined shaft auxiliary construction outlet section is pilot tunnel intersection; Described inclined shaft intersection, described drain cavern intersection, described pilot tunnel intersection, prominent gush a little and described flat lead intersection along positive hole longitudinal extension direction by after the row that marches forward lay, described inclined shaft auxiliary construction outlet section with described inclined shaft intersection, described drain cavern intersection, described pilot tunnel intersection, prominently to gush a little and described putting down is led intersection for boundary be divided into the first positive hole section, the second positive hole section, the 3rd positive hole section, the 4th positive hole section and the 5th positive hole section before backward;
Wherein, carry out in excavation construction process to entrance section of tunnel, adopt inlet side ventilation fan to carry out forced ventilation, and blown by the first air chimney be laid in the Tunnel that excavated in entrance section of tunnel; Described inlet side ventilation fan is positioned at outside the import in positive hole;
Carry out in excavation construction process to tunnel outlet section, adopt outlet side ventilation fan to carry out forced ventilation, and blown by the second air chimney be laid in the Tunnel that excavated in tunnel outlet section; Described outlet side ventilation fan is positioned at outside the outlet in positive hole;
Carry out in excavation construction process to tunnel slope, the first ventilation fan and/or the second ventilation fan is adopted to carry out forced ventilation, and by being laid in the 3rd air chimney in the Tunnel that excavated in tunnel slope and/or the 4th air chimney is blown, the air intake of described 3rd air chimney is connected with the air outlet of the first ventilation fan, and the air intake of the 4th air chimney is connected with the air outlet of the second ventilation fan; Described first ventilation fan and the second ventilation fan are all positioned at outside the hole of tunnel slope;
Carry out in excavation construction process to inclined shaft auxiliary construction inducer, adopt the first ventilation fan to carry out forced ventilation, and blown by the 3rd air chimney be laid in the Tunnel that excavated in tunnel slope and inclined shaft auxiliary construction inducer;
When carrying out excavation construction to inclined shaft auxiliary construction outlet section, process is as follows:
Step 101, the first positive hole section excavation construction: before backward, excavation construction is carried out to the first positive hole section, adopt the second ventilation fan to carry out forced ventilation in excavation construction process, and blown by the 4th air chimney be laid in Tunnel that tunnel slope and the first positive hole Duan Zhongyi excavated;
Step 102, the first relay air compartment construction: after the first positive hole section excavation construction completes, to construct the first relay air compartment at the rear side of described drain cavern intersection, described first relay air compartment is built with the first relay air blower, the second relay air blower and the 3rd relay air blower, and the air outlet of described 4th air chimney communicates with the first relay air compartment inside;
Step 103, the second positive hole section and drain cavern excavation construction: after described first relay air compartment has been constructed, before backward, excavation construction is carried out to the second positive hole section, adopt the second ventilation fan and the first relay air blower or the second relay air blower to carry out forced ventilation in excavation construction process, and blown by the five-way airduct that is laid in the 4th air chimney in tunnel slope and the first positive hole section and be laid in Tunnel that the second positive hole Duan Zhongyi excavated or the 7th air chimney; The air intake of described five-way airduct is connected with the air outlet of the first relay air blower, and the air intake of described 7th air chimney is connected with the air outlet of the second relay air blower;
Simultaneously, before backward, excavation construction is carried out to drain cavern, the second ventilation fan and the 3rd relay air blower is adopted to carry out forced ventilation in excavation construction process, and by being laid in the 4th air chimney in tunnel slope and the first positive hole section and the 6th air chimney be laid in the Tunnel that excavated in drain cavern is blown; The air intake of described 6th air chimney is connected with the air outlet of the 3rd relay air blower;
Step 104, the 3rd positive hole section and inlet side are flat leads excavation construction: before backward, carry out excavation construction to the 3rd positive hole section, adopt the second ventilation fan and the second relay air blower to carry out forced ventilation in excavation construction process, and blown with the 7th air chimney be laid in the second positive hole section by the 4th air chimney be laid in tunnel slope and the first positive hole section; The air intake of described 7th air chimney is connected with the air outlet of the second relay air blower;
Simultaneously, before backward, excavation construction is carried out to flat the leading of inlet side, adopt the second ventilation fan and the first relay air blower to carry out forced ventilation in excavation construction process, and by be laid in the 4th air chimney in tunnel slope and the first positive hole section and be laid in the second positive hole section and inlet side put down lead in five-way airduct in the Tunnel that excavated blow;
Step 105, outlet side are flat leads and the 5th section rear end, positive hole sections excavation construction: described inlet side is put down and led after excavation construction completes, before backward, excavation construction is carried out to flat the leading of outlet side, adopt the second ventilation fan and the second relay air blower to carry out forced ventilation in excavation construction process, and by be laid in the 4th air chimney in tunnel slope and the first positive hole section and be laid in the second positive hole section, inlet side put down lead to put down with outlet side lead in the 7th air chimney in the Tunnel that excavated blow;
Described 5th positive hole section is divided into rear end sections and is positioned at the front side sections on front side of the sections of described rear end; And, described inlet side is flat leads after excavation construction completes, before backward, excavation construction is carried out to described rear end sections, adopt the second ventilation fan and the first relay air blower to carry out forced ventilation in excavation construction process, and by be laid in the 4th air chimney in tunnel slope and the first positive hole section and be laid in the second positive hole section, inlet side puts down the five-way airduct of leading with in the Tunnel that excavated in the sections of described rear end and blows;
Step 106, the second relay air compartment construction: after described rear end sections excavation construction completes, hold construction the second relay air compartment in sections in the rear, described second relay air compartment is built with the 4th relay air blower and the 5th relay air blower, and the air outlet of described five-way airduct communicates with the second relay air compartment inside; Described second relay air compartment is positioned at described flat front side of leading intersection; The air outlet of described five-way airduct communicates with the second relay air compartment inside;
Step 107, sections and the 4th positive hole section excavation construction on front side of 5th positive hole section: after described second relay air compartment has been constructed, before backward, excavation construction is carried out to described front side sections, the second ventilation fan is adopted in excavation construction process, first relay air blower and the 4th relay air blower carry out forced ventilation, and by being laid in the 4th air chimney in tunnel slope and the first positive hole section, be laid in the second positive hole section, the 8th air chimney that inlet side is put down in the Tunnel of leading and having excavated in the sections of described front side with the five-way airduct in the sections of described rear end and being laid in is blown, the air intake of described 8th air chimney is connected with the air intake of the 4th relay air blower,
Simultaneously, by after forward direction, excavation construction is carried out to the 4th positive hole section, adopt the second ventilation fan, the first relay air blower and the 5th relay air blower to carry out forced ventilation in excavation construction process, and by being laid in the 4th air chimney in tunnel slope and the first positive hole section, be laid in the second positive hole section, inlet side puts down to lead and blows with the five-way airduct in the sections of described rear end and the 9th air chimney be laid in Tunnel that described rear end sections and the 4th positive hole Duan Zhongyi excavated; The air intake of described 9th air chimney is connected with the air intake of the 5th relay air blower.
Above-mentioned plenty water weak surrounding rock major long tunnel construction method, is characterized in that: described in the first relay air compartment described in step 102 and step 106, the second relay air compartment is all the containment housing by Plate Welding.
The present invention compared with prior art has the following advantages:
1, construction method step is simple, reasonable in design and realize convenient, workable, drops into construction cost lower.
2, for clastic flow formation tunnel, before excavation, advanced line stabilization controls construction, can meet the construction requirement passing through clastic flow formation tunnel, work progress safety.And, the clastic flow stability control construction method adopted is simple, reasonable in design and stability control effects is good, mainly comprise to advance support structure, for reducing the head pressure on front of tunnel heading clastic flow stratum advance water discharge passage and face is carried out to the block wall of shutoff, by block wall, face to be carried out in time like this, effectively shutoff; Further, by advance water discharge passage, the current in clastic flow stratum are drawn, thus reach the object reducing face excavation place hydraulic pressure; Meanwhile, the mode adopting pipe canopy and per-fore pouring liquid with small pipe to reinforce to combine effectively is reinforced all gusset rocks of face.During practice of construction, carry out in time by block wall to face, effective shutoff prevents that face generation clastic flow is prominent gushes situation, and the hydraulic pressure at face excavation place is reduced by advance water discharge passage, adopt pipe canopy to reinforce with per-fore pouring liquid with small pipe the mode combined effectively to reinforce arch wall simultaneously, thus the stability of clastic flow formation tunnel can effectively be controlled, safety factor is high, and difficulty of construction is less, construction period is short, be particularly useful for the non-full section of tunnel of clastic flow distribution area but distribution area accounts for tunnel cross section area more than 50% and the longitudinal length constructing tunnel process that is less than 5 meters.
3, water-proof heat-insulation layer is laid to the Portal Section in tunnel, the constructing tunnel requirement of frigid plateau region can be met.And, the fixing mode combined with arch support of stickup is adopted to construct to water-proof heat-insulation layer, speed of application is fast, efficiency of construction is high and construction quality is easy to ensure, can effectively solve because Tunnel system or form concrete prop up rigid element sheath not being arranged and effectively can bear water-proof heat-insulation layer weight, cause the water-proof heat-insulation layer vault of construction molding to come to nothing and sink serious, and entering secondary lining headroom and cause the mass defects such as the concrete thickness of secondary lining is not enough.Simultaneously, the construction quality of water-proof heat-insulation layer is easy to ensure, construction quality is high and result of use good, practical value is high, the water-proof heat-insulation layer reasonable in design of construction molding and result of use is good, adopt the structure of warming plate and inside and outside two splash guards, and prop up inside sheath at form concrete and lay one deck geotextiles, secondary lining and form concrete is made to prop up sheath and preliminary bracing system is completely isolated, reduce the exchange heat in Tunnel and between stratum, play protection of permafrost, prevent water seepage of tunnel, prevent the effects such as frost failure, effectively can solve the disease problem that around the body of hole, country rock Frozen-thawed cycled produces liner structure, make the tunnel lining structure excellent in durability of construction molding and service life long.
4, the soft rock tunnel large deformation control method step adopted is simple, reasonable in design and input cost is low, it is convenient to realize, result of use is good, adopt " distortion is stopped, first soft rear just, lining cutting strengthens " mode that combines control effectively to soft rock large deformation, guarantee safety for tunnel engineering, significantly reduce construction risk.Meanwhile, take large arch springing, long lock pin anchor tube, steel waistband, wet shotcreting, Second Lining Construction time controling, inverted arch to need a series of ancillary methods such as slag altering fill in construction, further soft rock large deformation is control effectively.Steel concrete secondary lining applies according to Monitoring During The Access result in good time, realizes the effect resisting portion deforms pressure, this serious deformation support system of the control of common formation system.Due to high ground stress soft rock stress tunnel to build difficulty large, work progress risk is high, very easily large deformation is there is under the effect of high-ground stress and water, employing the present invention effectively can solve the difficult problem in high ground stress soft rock stress constructing tunnel process, can easy, the tunnel excavation that completes high-ground stress Support System in Soft Rock Tunnels fast and supporting construction process and work progress safety, reliable, for the design and construction of follow-up soft rock tunnel has been gained most valuable experience, and provide actual parameter for theoretical research.The present invention proposes the grade scale of soft rock tunnel large deformation, and follow the supporting principle of " allowing while anti-, first soft rear firm ", draw effective supporting control measure, and propose rational deformation allowance, overcome the difficult problem once perplexing construction driving, ensure safety for tunnel engineering and progress.Tunnel lining structure is stablized, and operation steadily, does not occur the abnormal conditions such as distortion, effectively can solve a high ground stress soft rock stress large deformation construction control difficult problem, and can control effectively to soft rock large deformation, and work progress safely, reliably.
Actual when carrying out constructing tunnel, be divided into multiple sections to construct respectively, and when excavation construction is carried out to each sections, all according to the extrusion pressing type large deformation grade of determined current constructed sections, deformation allowance determined; Determined deformation allowance is reasonable, and more meets engineering reality.Meanwhile, the extrusion pressing type large deformation grade according to determined current constructed sections is determined Tunnel scheme, thus can meet the Tunnel demand of each sections.
5, before tunnel excavation construction, first country rock extrusion pressing type large deformation grade is determined, the extrusion pressing type large deformation grade scale adopted is reasonable in design, according to test and the extrusion pressing type large deformation grade of the strength stress comparison country rock calculated is determined, and the extrusion pressing type large deformation grade of country rock is divided into four grades, namely without large deformation, slight large deformation, medium large deformation and serious large deformation, actual classification is easy, it is convenient to realize, workable, and determined extrusion pressing type large deformation grade accurately can reflect four kinds of degree large deformation situations of country rock, more meet engineering reality.
6, the tunnel deformation allowance defining method adopted simple, reasonable in design and use easy and simple to handle, result of use good, mode of occupation is flexible, effectively can solve a deformation allowance determination difficult problem for high-ground stress Support System in Soft Rock Tunnels, can effectively be suitable in determining to high-ground stress and the deformation allowance of the large-deformation tunnel in soft rock under stress condition highly, determined deformation allowance is reasonable, effectively can solve the problems such as tunnel deformation allowance is inadequate, backbreak in tunnel, effectively safety for tunnel engineering can be ensured, and significantly construction cost can be reduced.Actual when determining, only need measure the strength-stress ratio of country rock in advance, just can accurately determine tunnel excavation deformation allowance, and can by the actual large deformation situation of country rock with adopt and excavate deformation allowance and be effectively combined, make determined deformation allowance more meet engineering reality.Thus, can easy, fast and accurately determine tunnel excavation deflection.
7, according to the extrusion pressing type large deformation grade of determined current constructed sections country rock, the preliminary bracing scheme of current constructed sections is determined; Wherein, when the extrusion pressing type large deformation grade of current constructed sections country rock is without large deformation or slight large deformation, the preliminary bracing scheme adopted is profile steel frame supporting scheme; When the extrusion pressing type large deformation grade of current constructed sections country rock be medium large deformation or serious large deformation time, the preliminary bracing scheme adopted is that grid steel frame encircles combined supporting scheme with cover.Thus, adopt the present invention can not only determine the suitable preliminary bracing scheme adopted easy, fast, and the actual large deformation situation of determined preliminary bracing scheme and country rock adapts, thus effectively can carry out supporting to Tunnel, preliminary bracing effect is better.
8, the grid steel frame adopted and cover encircle that Composite Supporting System structure is simple, reasonable in design and easy construction, result of use are good, effectively can control serious deformation, ensure that tunnel structure safety.For the sections that country rock extrusion pressing type large deformation grade is medium large deformation or serious large deformation, adopt grid steel frame to encircle Composite Supporting System with cover and carry out preliminary bracing, first soft just rear, its structure stress is more reasonable, drag can be provided in time, more adapt to the ageing feature of being out of shape in high ground stress soft rock stress constructing tunnel process; Simultaneously saving steel material, cost are low; Rationally, effectively control to become anti-collapse measure.
9, adopt that roundabout flat guide structure is simple, installation position rationally and easy construction, result of use are good, flat lead service incline auxiliary construction outlet section by roundabout and carry out excavation construction, can easyly avoid dashes forward gushes a little, to prominent construction of gushing a present position be placed on the 3rd positive hole section and the 4th positive hole section through time carry out, thus effectively can solve construction and to be obstructed problem.Further, tunnel ventilation demand can be met by described roundabout flat leading.
10, work progress is easy to control, and the construction period is short and efficiency of construction is high, can meet to exist prominent to gush that plateau long tunnel is a little easy, rapid construction demand, and work progress safely, reliably.Adopt two relay air compartments to carry out relay ventilation, the installation position of two relay air compartments is reasonable, can meet multiple actual ventilation requirement needing airway.Further, the relay plenum chamber structure adopted is simple, reasonable in design and convenience is laid in processing and fabricating and installation, and result of use is good, can realize the multi-stage relay of blower fan.During practice of construction, fresh air can be supplied, get rid of dust and various poisonous and harmful substance for each scope of operation in airway that needs, create good work situation, ensure the health and safety of constructor, maintain the aerobic environment that electromechanical equipment normally runs.Further, adopt forced ventilation, can get rid of the foul atmosphere of work plane soon, dismounting is simple, and the used time is the shortest, minimum to normal construction infection.Adopt forced ventilation, must ensure that there are enough total ventilations in each airway that needs for basic demand, unidirectional in conjunction with this plateau long distance tunnel, the feature of roadway construction more than only, select variable speed air mover and strengthen plastic cloth airduct with diameter PVC, and the blower fan relay method of forgoing traditional, the large air compartment of totally enclosed relay is set, in the mode of concentrated series connection, achieve the parallel installation of every bar breathing line fan and airduct, ventilation effect is good, energy-conserving and environment-protective, strong guarantee tunnel excavation work progress normal progression, effectively can shorten the construction period, there is good Social and economic benef@.
In sum, the inventive method step is simple, reasonable in design and easy construction, result of use are good, and can meet the construction requirement of plenty water weak surrounding rock major long tunnel, the construction period is short, and work progress safety.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1 is construction method FB(flow block) when adopting the present invention to construct to a tunnel sections.
The installation position schematic diagram of Fig. 2 construct by the present invention positive hole and tunnel slope.
Fig. 3-1 for the present invention carry out stability control construction time Construction State schematic diagram.
Fig. 3-2 is tube shed grouting pipe of the present invention and the installation position schematic diagram of pre-grouting pipe on face.
Fig. 3-3 is the installation position schematic diagram of gutter distributed areas on face of the present invention.
Fig. 4-1 is the Construction State schematic diagram of water-proof heat-insulation layer of the present invention.
Fig. 4-2 is the partial approach schematic diagram at A place in Fig. 4-1.
Fig. 5 is that grid steel frame of the present invention encircles the structural representation of Composite Supporting System with cover.
The Construction State schematic diagram of Fig. 6 when to be the present invention carry out excavation construction to inclined shaft auxiliary construction outlet section.
The ventilation state schematic diagram of Fig. 7 when to be the present invention carry out excavation construction to inclined shaft auxiliary construction outlet section.
Description of reference numerals:
1-tunnel slope; 2-positive hole; 2-1-entrance section of tunnel;
2-2-tunnel outlet section; 2-3-inclined shaft auxiliary construction inducer;
2-4-inclined shaft auxiliary construction outlet section; 2-41-the first positive hole section; 2-42-the second positive hole section;
2-43-three positive hole section; 2-44-four positive hole section; 2-45-five positive hole section;
3-dash forward and gush a little; 4-drain cavern; 5-inlet side is flat leads;
5-1-middle part pilot tunnel; 5-2-front side pilot tunnel; 5-3-rear side pilot tunnel;
6-outlet side is flat leads; 6-1-the first pilot tunnel; 6-2-the second pilot tunnel;
7-inlet side ventilation fan; 8-outlet side ventilation fan; 9-1-the first ventilation fan;
9-2-the second ventilation fan; 10-1-the first air chimney; 10-2-the second air chimney;
10-3-the 3rd air chimney; 10-4-the 4th air chimney; 10-5-the five-way airduct;
10-6-the 6th air chimney; 10-7-the 7th air chimney; 10-8-the 8th air chimney;
10-9-the 9th air chimney; 11-the first relay air compartment;
11-1-the first relay air blower; 11-2-the second relay air blower;
11-3-the 3rd relay air blower; 12-the second relay air compartment;
12-1-the 4th relay air blower; 12-2-the 5th relay air blower;
13-the first through-plane; 14-the second through-plane; 15-2-anchor pole;
15-3-tube shed grouting pipe; 15-4-pre-grouting pipe; 15-5-block wall;
15-6-the first advance water discharge pipe; 15-7-the second advance water discharge pipe;
15-8-clastic flow stratum; 15-9-gutter distributed areas;
16-2-grillage; 16-3-shaped steel cover arch;
16-4-Tunnel system; 16-5-the second concrete ejection layer;
The longitudinal connecting reinforcement of 16-6-the second; 16-7-tunnel bottom steelframe;
17-2-form concrete props up sheath; 17-3-the first splash guard; 17-4-warming plate;
17-5-the second splash guard; 17-8-basal layer; 17-10-geotextiles;
17-11-arch support.
Detailed description of the invention
As shown in Figure 1 and Figure 2, a kind of plenty water weak surrounding rock major long tunnel construction method of the present invention, the length of institute's construction tunnel is greater than 5km and its excavated section is greater than 50m
2, the side, positive hole 2 of institute's construction tunnel is provided with tunnel slope 1, described positive hole 2 is divided into entrance section of tunnel 2-1, tunnel outlet section 2-2 and the middle part linkage section be connected between entrance section of tunnel 2-1 and tunnel outlet section 2-2, described tunnel slope 1 is crossing with described middle part linkage section and intersection therebetween is inclined shaft intersection, described middle part linkage section be inclined shaft auxiliary construction section and its with described inclined shaft intersection for boundary is divided into inclined shaft auxiliary construction inducer 2-3 and inclined shaft auxiliary construction outlet section 2-4, described entrance section of tunnel 2-1, inclined shaft auxiliary construction inducer 2-3, inclined shaft auxiliary construction outlet section 2-4 and tunnel outlet section 2-2 along positive hole 2 longitudinal extension direction by after march forward row lay,
When institute's construction tunnel is constructed, the import and export of institute's construction tunnel go into operation simultaneously, and while entrance section of tunnel 2-1 and tunnel outlet section 2-2 is constructed respectively, respectively inclined shaft auxiliary construction inducer 2-3 and inclined shaft auxiliary construction outlet section 2-4 is constructed by tunnel slope 1; Described entrance section of tunnel 2-1, tunnel outlet section 2-2, inclined shaft auxiliary construction inducer 2-3 are all identical with the construction method of inclined shaft auxiliary construction outlet section 2-4, divide equally multiple sections by first to after construct, the construction method of multiple described sections is all identical; As shown in Figure 1, when any one sections is constructed, comprise the following steps:
Step one, advance geologic prediction: adopt advanced geology prediction system to carry out advance geologic prediction to current constructed sections, and according to advance geologic prediction result, judge whether the front of tunnel heading of current constructed sections exists clastic flow stratum 15-8: when judging to show that described front of tunnel heading exists clastic flow stratum 15-8, enter step 2; Otherwise, enter step 3;
Step 2, stability control construction: first on rear side of the face of current constructed sections, construct one and described face is carried out to the block wall 15-5 of shutoff; Afterwards, advance support is carried out to current constructed sections, and the advance water discharge passage for reducing the head pressure of clastic flow stratum 15-8 is installed; Described advance water discharge passage is inclined upwardly gradually before backward, and the front end of described advance water discharge passage stretches to clastic flow stratum 15-8 and its rear end is positioned on rear side of described face;
Step 3, preliminary bracing scheme are determined: to the rock mass strength Rb of current constructed sections country rock and the maximally stress σ of country rock inside
maxtest respectively, and calculate the strength-stress ratio of current constructed sections country rock
again according to the strength-stress ratio calculated
the preliminary bracing scheme of current constructed sections is determined: when
time, the preliminary bracing scheme adopted is that grid steel frame encircles combined supporting scheme with cover; When
during > 0.3, the preliminary bracing scheme adopted is profile steel frame supporting scheme;
Step 4, tunnel excavation and preliminary bracing construction: along longitudinal extension direction, tunnel, before backward, excavation construction is carried out to current constructed sections; In excavation construction process, according to the preliminary bracing scheme of current constructed sections determined in step 3, before backward, carrying out preliminary bracing to excavating the Tunnel formed, and obtaining Tunnel system 16-4;
Wherein, when preliminary bracing scheme determined in step 3 is profile steel frame supporting scheme, the Tunnel system 16-4 obtained is profile steel frame support system; Described profile steel frame support system comprises many Pin carry out supporting profile steel frame to described Tunnel, the structure of profile steel frame described in many Pin all identical and its along longitudinal extension direction, tunnel by after march forward row lay; Profile steel frame described in many Pin is in evenly laying;
When preliminary bracing scheme determined in step 3 is grid steel frame and cover encircles combined supporting scheme, the Tunnel system 16-4 obtained is that grid steel frame encircles Composite Supporting System with cover; As shown in Figure 5, described grid steel frame and cover encircle Composite Supporting System and comprise many Pin and carry out the grid steel frame of supporting and many Pin to described Tunnel and to overlap the shaped steel that the arch wall of described Tunnel carries out supporting and encircle 16-3, the structure of grid steel frame described in many Pin all identical and its along longitudinal extension direction, tunnel by after march forward row lay, described in many Pin shaped steel cover arch 16-3 structure all identical and its along longitudinal extension direction, tunnel by after march forward row lay; Grid steel frame described in many Pin is in evenly laying, and shaped steel cover arch 16-3 described in many Pin is in evenly laying, before and after spacing described in adjacent two Pin between shaped steel cover arch 16-3 be before and after between grid steel frame described in adjacent two Pin spacing M doubly, wherein M is positive integer and M=1,2 or 3;
Step 5, Tunnel Second Lining Construction: carry out in preliminary bracing process to excavating the Tunnel formed before backward in step 4, before backward, Second Lining Construction is carried out to described Tunnel along longitudinal extension direction, tunnel, and obtain the Tunnel Second Lining structure of construction molding; Described Tunnel Second Lining structure is positioned at inside Tunnel system 16-4 and it is reinforced concrete lining layer.
In the present embodiment, the length of each described sections is 50m ~ 1000m.
During practice of construction, can according to specific needs, the length of each described sections be adjusted accordingly.
In the present embodiment, by when carrying out excavation construction to current constructed sections before backward, three bench cut methods are adopted to excavate.Further, three step Temporary invert methods are specifically adopted.
As shown in Fig. 3-1, Fig. 3-2 and Fig. 3-3, after advance support being carried out to current constructed sections in step 2, obtain advance support structure; Described advance support structure comprises barrel vault advanced support structure and the per-fore pouring liquid with small pipe ruggedized construction of the arch wall of current constructed sections being carried out to supporting; Described barrel vault advanced support structure comprises multiple tube shed grouting pipe 15-3 laid from left to right along the excavation contour line of current constructed sections, multiple described tube shed grouting pipe 15-3 is all positioned on same tunnel cross section and its length is 15m ~ 25m, and described tube shed grouting pipe 15-3 is steel pipe and its external diameter is Φ 100mm ~ Φ 120mm; Multiple described tube shed grouting pipe 15-3 comprises one and is positioned at middle part steel pipe on tunnel center line, is multiplely all positioned at left side steel pipe on the left of described tunnel center line and multiple right side steel pipe be all positioned on the right side of described tunnel center line, and multiple described left side steel pipe and multiple described right sides steel pipe are symmetrically laid; Described per-fore pouring liquid with small pipe ruggedized construction comprises multiple pre-grouting pipe 15-4 laid from left to right along the excavation contour line of current constructed sections, multiple described pre-grouting pipe 15-4 is all positioned on same tunnel cross section and its length is 6m ~ 10m, described pre-grouting pipe 15-4 be tube wall has multiple injected hole steel floral tube and its external diameter is Φ 38mm ~ Φ 45mm; Described tube shed grouting pipe 15-3 and pre-grouting pipe 15-4 is in being laid staggeredly; The outer limb of multiple described tube shed grouting pipe 15-3 and multiple described pre-grouting pipe 15-4 is all not more than 15 °;
Described advance water discharge passage comprises and is multiplely laid in the first advance water discharge pipe 15-6 above current constructed sections arch from left to right and multiple the second advance water discharge pipe 15-7 be laid in from left to right above current constructed sections arch, multiple described first advance water discharge pipe 15-6 lay respectively at above multiple described second advance water discharge pipe 15-7; Multiple described first advance water discharge pipe 15-6 and multiple described second advance water discharge pipe 15-7 is all for by acclivitous steel pipe gradually before backward, and the front end of multiple described first advance water discharge pipe 15-6 and multiple described second advance water discharge pipe 15-7 all stretches in the 15-8 of clastic flow stratum; The outer limb of described first advance water discharge pipe 15-6 and the second advance water discharge pipe 15-7 is 40 ° ~ 50 °, and the external diameter of described first advance water discharge pipe 15-6 is Φ 100mm ~ Φ 120mm, and the external diameter of described second advance water discharge pipe 15-7 is Φ 38mm ~ Φ 45mm.
Composition graphs 3-3, on described face, multiple described first advance water discharge pipe 15-6 and multiple described second advance water discharge pipe 15-7 is all laid in the 15-9 of gutter distributed areas, described gutter distributed areas 15-9 by be positioned at current construction sections arch above arc area.In the present embodiment, multiple described first advance water discharge pipe 15-6 lays from left to right along the top edge line of described gutter distributed areas 15-9, and multiple described second advance water discharge pipe 15-7 lays from left to right along the lower limb line of described gutter distributed areas 15-9.
In the present embodiment, the length of described first advance water discharge pipe 15-6 is 15m ~ 25m, and the length of described second advance water discharge pipe 15-7 is 6m ~ 10m.
And, the rear end of multiple described first advance water discharge pipe 15-6 is all positioned on same tunnel cross section, the rear end of multiple described second advance water discharge pipe 15-7 is all positioned on same tunnel cross section, and the rear end of multiple described first advance water discharge pipe 15-6 is all positioned on rear side of the rear end of multiple described second advance water discharge pipe 15-7.
In the present embodiment, the outer limb of described first advance water discharge pipe 15-6 and the second advance water discharge pipe 15-7 is 45 °.Further, the external diameter of described first advance water discharge pipe 15-6 is Φ 108mm, and the external diameter of described second advance water discharge pipe 15-7 is Φ 42mm.
During practice of construction, can according to specific needs, the external diameter of the first advance water discharge pipe 15-6 and the second advance water discharge pipe 15-7, length and outer limb are adjusted accordingly respectively.
In the present embodiment, multiple described tube shed grouting pipe 15-3 is in evenly laying, and multiple described pre-grouting pipe 15-4 is in evenly laying, the circumferential distance between adjacent two described tube shed grouting pipe 15-3 is identical with the circumferential distance between adjacent two described pre-grouting pipe 15-4.
Further, the identical length of multiple described tube shed grouting pipe 15-3 is same, and the identical length of multiple described pre-grouting pipe 15-4 is same; Spacing between adjacent two described tube shed grouting pipe 15-3 rear ends and the spacing between adjacent two described pre-grouting pipe 15-4 rear ends are 50cm ~ 80cm.In the present embodiment, the spacing between adjacent two described tube shed grouting pipe 15-3 rear ends and the spacing between adjacent two described pre-grouting pipe 15-4 rear ends are 60cm.
In the present embodiment, the outer limb of multiple described tube shed grouting pipe 15-3 and multiple described pre-grouting pipe 15-4 is 8 ° ~ 10 °.Multiple described tube shed grouting pipe 15-3 and multiple described pre-grouting pipe 15-4 is all laid on the arch wall of institute's construction tunnel 1.
Further, the outer limb homogeneous phase of multiple described tube shed grouting pipe 15-3 and multiple described pre-grouting pipe 15-4 is same.
In the present embodiment, the external diameter of described tube shed grouting pipe 15-3 is Φ 108mm, and the external diameter of described pre-grouting pipe 15-4 is Φ 42mm.
Further, the wall thickness of described tube shed grouting pipe 15-3 is 4mm ~ 6mm, and the wall thickness of described pre-grouting pipe 15-4 is 3mm ~ 4mm.
During practice of construction, can according to specific needs, the external diameter of tube shed grouting pipe 15-3 and pre-grouting pipe 15-4 and wall thickness are adjusted respectively.
In the present embodiment, the 15-5 of block wall described in step 2 is concrete wall, described concrete wall are divided into upper wall body and are positioned at immediately below described upper wall body and the lower wall body stretched to below described face, the cross-sectional structure of described upper wall body and size all with the structure of described face and measure-alike, the height of described lower wall body is 0.5m ~ 1.2m.Further, the thickness of described concrete wall 15-2 is 1.5m ~ 2.5m.
Be provided with many anchor pole 15-2 on front side of described face, many described anchor pole 15-2 all carry out laying along longitudinal extension direction, tunnel and it is all in parallel laying, and many described anchor pole 15-2 are quincunx laying and its length is 8m ~ 12m.
Further, many described anchor pole 15-2 are glass fiber anchor pole, and the spacing between adjacent two described anchor pole 15-2 is 1m ~ 1.5m.
In the present embodiment, the spacing between adjacent two described anchor pole 15-2 is 1.2m.During practice of construction.According to specific needs, the spacing between adjacent two described anchor pole 15-2 can be adjusted accordingly.
When practical stability controls construction, first construct many described anchor pole 15-2 on described face, and after many described anchor pole 15-2 have constructed, construct block wall 15-5 on rear side of described face, and carry out shutoff by block wall 15-5 to described face; Afterwards, on rear side of described face, the advance water discharge passage of the head pressure for reducing described front of tunnel heading clastic flow stratum 15-8 is constructed; Then, described barrel vault advanced support structure and described per-fore pouring liquid with small pipe ruggedized construction are constructed respectively.
In the present embodiment, when each sections in tunnel portal section on front side of tunnel portal section on rear side of entrance section of tunnel 2-1 and tunnel outlet section 2-2 is constructed, in step 5 before Tunnel Second Lining Construction, also need inside Tunnel system 16-4 construction waterproof insulation layer, described Tunnel Second Lining structure is positioned at inside described water-proof heat-insulation layer.As Fig. 4-1, shown in Fig. 4-2, described water-proof heat-insulation layer comprises one deck form concrete be positioned at inside Tunnel system 16-4 and props up sheath 17-2, one deck is pasted and fixed on form concrete and props up geotextiles 17-10 inside sheath 17-2, the the first splash guard 17-3 mated formation inside geotextiles 17-10, the the second splash guard 17-5 being positioned at the warming plate 17-4 inside described first splash guard 17-3 and mating formation inside warming plate 17-4, supported by the backward front arch support 17-11 laid along longitudinal extension direction, tunnel by multiple bottom described second splash guard 17-5, the structure of multiple described arch support 17-11 is all identical, described geotextiles 17-10 is pasted and fixed on form concrete by bonding adhesive and props up inside sheath 17-2, be provided with multiple tracks inside described first splash guard 17-3 along the circumferential direction to lay and for the longitudinal steel wire of fixing warming plate 17-4, longitudinal steel wire described in multiple tracks is all laid along longitudinal extension direction, tunnel, and warming plate 17-4 is pasted and fixed on inside the first splash guard 17-3 by described bonding adhesive, described second splash guard 17-5 is pasted and fixed on inside warming plate 17-4 by described bonding adhesive.
In the present embodiment, the length of described tunnel portal section is 400m ~ 800m.
In the present embodiment, be provided with multiple plastic washer inside described geotextiles 17-10, multiple described plastic washer is all lifted between geotextiles 17-10 and the first splash guard 17-3.
During practice of construction, multiple described plastic washer divides many rows to lay from front to back along longitudinal extension direction, tunnel.
In the present embodiment, described arch support 17-11 is shape steel bracket.
Further, the spacing between adjacent two the described arch support 17-11 in front and back is 1.5m ~ 2.5m.
In the present embodiment, the spacing between adjacent two the described arch support 17-11 in front and back is 2m.
During practice of construction, can according to specific needs, the spacing between adjacent two the described arch support 17-11 in front and back be adjusted accordingly.
In the present embodiment, described warming plate 17-4 is fixed on described longitudinal steel wire by the colligation of colligation silk.
Further, longitudinal steel wire described in per pass is all fixed on form concrete by expansion bolt and props up on sheath 17-2.
In the present embodiment, longitudinal steel wire described in per pass is spliced by multiple steel wire sections, and multiple described steel wire sections is laid from front to back along the longitudinal extension direction of described tunnel portal section.
When actual laying is installed, spacing between adjacent two described longitudinal steel wires inside the arch of described tunnel portal section is 40cm ~ 60cm, and the spacing between the adjacent two described longitudinal steel wires inside the left and right sides arch wall of described tunnel portal section is 80cm ~ 120cm.
During practice of construction, according to specific needs, the spacing between the spacing between the adjacent two described longitudinal steel wires inside the arch of described tunnel portal section and the adjacent two described longitudinal steel wires inside the left and right sides arch wall of described tunnel portal section can be adjusted accordingly.
In the present embodiment, the thickness that described form concrete props up sheath 17-2 is 25cm ~ 35cm.
Further, described warming plate 17-4 is polyurethane thermal insulation board and its thickness is 3cm ~ 8cm.
During practice of construction, described warming plate 17-4 also can adopt the warming plate of other material.
In the present embodiment, the thickness of described warming plate 17-4 is 5cm.During practice of construction, can according to specific needs, the thickness of warming plate 17-4 be adjusted accordingly.
Meanwhile, the bottom of described tunnel portal section is provided with basal layer 17-8, and described basal layer 17-8 is provided with inverted arch, and the left and right sides that described form concrete props up sheath 17-2 is all supported on basal layer 17-8.
In practice of construction process, after described water-proof heat-insulation layer has been constructed, adopt working jumbo for tunnel lining to construct to described Tunnel Second Lining structure inside the described water-proof heat-insulation layer of having constructed before backward, described water-proof heat-insulation layer props up between sheath 17-2 and Tunnel Second Lining structure at form concrete.During practice of construction, when the steel wire sections of described longitudinal steel wire is fixed, the form concrete that the front end of described steel wire sections is fixed on construction molding is propped up on sheath 17-2 by expansion bolt described in another by the Tunnel Second Lining structure that the rear end of described steel wire sections can be fixed on construction molding by a described expansion bolt.
In the present embodiment, the length of described steel wire sections is identical with the longitudinal length of described working jumbo for tunnel lining.Longitudinal steel wire described in multiple tracks is divided into many group steel wire sections along longitudinal extension direction, tunnel before backward, often organizes in described steel wire sections and includes multiple steel wire sections along the circumferential direction laid.
During practice of construction, along longitudinal extension direction, tunnel, before backward, divide a multiple construction sections to construct to described water-proof heat-insulation layer, the longitudinal length of each described construction sections is all identical with the longitudinal length of described working jumbo for tunnel lining, and the construction method of multiple described construction sections is all identical.Wherein, when the described water-proof heat-insulation layer of any one construction sections is constructed, all first dust on sheath 17-2 inner surface propped up to the form concrete of construction molding and water stainly to clear up respectively, bonding adhesive described in uniform application one deck on the inner surface propping up sheath 17-2 again at form concrete, and geotextiles 17-10 is laid; After geotextiles 17-10 has laid, multiple described plastic washer is laid inside geotextiles 17-10, described plastic washer props up on sheath 17-2 by clench nail nail at form concrete, bonding adhesive described in uniform application one deck on geotextiles 17-10, lays the first splash guard 17-3 subsequently inside geotextiles 17-10 again; After the first splash guard 17-3 has laid, with turnbuckle, respectively installation is fixed to the multiple described steel wire sections in longitudinal steel wire described in a group, and using longitudinal steel wire described in of installation group as the longitudinal bracing of warming plate 17-4 installation process, then warming plate 17-4 is installed; After warming plate 17-4 installation, bonding adhesive described in uniform application one deck on the inner surface of warming plate 17-4, then inside warming plate 17-4, lay the second splash guard 17-5; After described second splash guard 17-5 has laid, bottom the second splash guard 17-5, arch support 17-11 is installed and has supported.
In the present embodiment, carrying out in preliminary bracing process to excavating the Tunnel formed before backward in step 4, also needing to construct to tunnel longitudinal reinforcement structure before backward along longitudinal extension direction, tunnel;
Described tunnel longitudinal reinforcement structure comprises the longitudinal reinforcement beam that multiple tracks is laid along tunnel longitudinal extension method, and longitudinal reinforcement beam described in multiple tracks is laid from left to right along the arch wall excavation contour line of current constructed sections; Described longitudinal reinforcement beam is shaped steel, and longitudinal reinforcement beam described in per pass is spliced before backward by multiple longitudinal reinforcement girder segment;
When Tunnel system 16-4 is described profile steel frame support system, longitudinal reinforcement beam described in per pass is all fastenedly connected with profile steel frame described in many Pin, and profile steel frame described in many Pin is fastenedly connected by longitudinal reinforcement beam described in multiple tracks and is integrated;
When to be described grid steel frame encircle Composite Supporting System with cover to Tunnel system 16-4, longitudinal reinforcement beam described in per pass is all fastenedly connected with grid steel frame described in many Pin, and grid steel frame described in many Pin is fastenedly connected by longitudinal reinforcement beam described in multiple tracks and is integrated.
In the present embodiment, when Second Lining Construction being carried out to described Tunnel in step 5, construct when the rate of deformation of described Tunnel is less than 5mm/d; The thickness of described Tunnel Second Lining structure is 50cm ~ 60cm.
Actual carry out tunnel deformation monitoring time, monitor from Tunnel system 16-4 has constructed just, and monitoring time is no less than three months.Further, tunnel deformation monitoring method is conveniently monitored.
In the present embodiment, in step 3, calculate the strength-stress ratio of current constructed sections country rock
after, also need the strength-stress ratio according to calculating
the extrusion pressing type large deformation grade of current constructed sections country rock is determined; Described extrusion pressing type large deformation grade comprises four grades, and four grades are respectively without large deformation, slight large deformation, medium large deformation and serious large deformation from low to high;
When the extrusion pressing type large deformation grade of current constructed sections country rock is determined, when
time, illustrate that the extrusion pressing type large deformation grade of current constructed sections country rock is without large deformation; When
time, illustrate that the extrusion pressing type large deformation grade of current constructed sections country rock is slight large deformation; When
time, illustrate that the extrusion pressing type large deformation grade of current constructed sections country rock is medium large deformation; When
time, illustrate that the extrusion pressing type large deformation grade of current constructed sections country rock is serious large deformation.
In conjunction with the statistics of field geology sketch and failure and deformation of surrounding rocks, draw extrusion pressing type large deformation grade scale table, refer to table 1:
Table 1 extrusion pressing type large deformation grade scale table
In the present embodiment, when
time, illustrate that current constructed sections is high ground stress soft rock stress tunnel.Correspondingly, when
time, illustrate that current constructed sections is not high ground stress soft rock stress tunnel.
Thus, high-ground stress is a relative concept, is relative Surrounding Rock Strength (i.e. Rock Mass intensity).That is, just soft rock large deformation may be there is when the ratio (i.e. strength-stress ratio) of the maximally stress of Surrounding Rock Strength and country rock inside reaches certain level.Research shows, when strength-stress ratio is less than 0.3 ~ 0.5, can produces and be twice above distortion than normal tunnel.Therefore, using the ratio (i.e. strength-stress ratio) of Surrounding Rock Strength and maximally stress as an Appreciation gist of large deformation classification be reasonable.Wherein, rock mass strength is denoted as Rb; Herein, rock mass strength is rock mass uniaxial compressive strength.The maximally stress of country rock inside is denoted as σ
max, also referred to as major principal stress.
Simple high-ground stress and simple soft rock all not necessarily produce the feature of large deformation, and when both actings in conjunction, this feature is just embodied, and only have high ground stress soft rock stress tunnel just can produce extrusion pressing type large deformation." extrusion pressing type large deformation " betides country rock relax stage, and deformation process is very complicated.Wherein, the weak surrounding rock distortion with heavily stressed background is called " extrusion pressing type " large deformation, and namely the weak surrounding rock of condition of high ground stress is deformed into extrusion pressing type large deformation.ISRM (being called for short ISRM) " tunnel squeezing rock Professional Committee " has done as given a definition to country rock Squeezing ground: " extrusion pressing type " refers to that country rock has the large deformation of timeliness; Its distortion has obvious advantage position and direction, can occur in the construction stage, also may continue the long period.The essence of distortion is that shear stress in rock mass transfinites and the shearing that causes is wriggled, and these distortion mainly can be summarized as following several feature: the speed of the first, being out of shape is fast; The second, deflection is large; Three, the time that distortion is lasting is long; Four, distortion has obvious advantage position and direction.At present, the failure mechanism that extrusion pressing type large deformation tunnel compares accreditation has following three kinds: shear failure, bending failure and a shearing and slide and split destruction completely.
In underground rock, owing to there is the surrounding rock body that stress state changes by excavation affects, be called country rock.Rock mass strength evaluates an important indicator of rock mass mechanics, and it is significant to the stability of evaluation engineering rock mass.More Mohr-Coulomb (i.e. Mohr-Coulomb) strength theory etc. of present utilization is premised on the isotropism supposing rock mass strength, and this exists significant limitation to the application of this anisotropic material of slate.Hoek and Brown is on the basis of Mohr-Coulomb strength theory, intensity parameter m and s is proposed respectively at 1980 and 1988, the stress of the plane of fracture is associated with c, p value, form instantaneous strength concept and rock mass non-linear criterion of strength, for the different destructive processs researching and analysing slate provide applicable criterion of strength (i.e. Hoek-Brown strength criterion).
In the present embodiment, when the rock mass strength Rb of current constructed sections country rock is tested, laboratory test is carried out by boring sample to on-the-spot institute, test draws the country rock basic mechanical parameter of current constructed sections, and calculates rock mass strength Rb according to testing the country rock basic mechanical parameter drawn; The rock mass strength Rb of current constructed sections country rock is rock mass uniaxial compressive strength.
Further, when rock mass strength Rb is calculated, calculate according to Mohr-Coulomb strength theory or Hoek-Brown strength criterion.
Wherein, when rock mass strength Rb being calculated according to Mohr-Coulomb strength theory, first on-the-spot country rock is sampled, adopt RMT-150C rock mechanics experiment machine to carry out single shaft and triaxial test to rock sample again, triaxial test confined pressure gets 1MPa, 2MPa, 4MPa, 8MPa and 16MPa respectively.Again by calculating single shaft and triaxial test data analysis, obtain the rock mechanics parameters of tunnel surrounding.
In the present embodiment, according to formula
(1-1) country rock uniaxial compressive strength σ, is calculated
cm; In formula, c is the rock mass cohesion of country rock,
for the rock mass angle of internal friction of country rock, the σ calculated
cm=rock mass strength Rb.Thus, by laboratory test, first test out rock mass cohesion c and the rock mass angle of internal friction of current constructed sections country rock
these two country rock basic mechanical parameters, then calculate country rock uniaxial compressive strength σ according to formula (1-1)
cm.
And when rock mass strength Rb being calculated according to Hoek-Brown strength criterion, Hoek-Brown by " strength-stress ratio " called after " the extruding factor ", the extruding factor of country rock
σ
cmfor rock mass uniaxial compressive strength, P
0for country rock maximally stress and P
0=σ
max, adopt N
cknowledge is sentenced to the extruding degree (being namely out of shape magnitude, speed and slip region scope) of country rock.Wherein, P
0for country rock maximally stress, also referred to as major principal stress.
Rock mass uniaxial compressive strength σ
cmbe actually comprehensive, to reflect to a generalization rock mass strength parameter, due to the complexity of rock mass structure, be overall merit rock mass strength, Hoek-Brown gives the design formulas of sillar uniaxial compressive strength:
In practical engineering application, a large amount of rock mass strength tests is not still carried out or is not also completed, in order to determine the intensity parameter m of rock
i, by Hoek provide " by rock group determination strength of intact rock parameter m
i" search m in table
iapproximation; m
ivalue higher, corresponding crystalline particle occlusion is tightr and rub larger.
GSI is the Geological stength index of Rock Mass, and the span of GSI is from 0 (extreme difference rock mass) to 100 (rockmass).In the present embodiment, GSI carries out correspondence and chooses from the GSI value table (Roclab, 2002) of Hoek-Brown criterion.
In the present embodiment, to the maximally stress σ of country rock inside in step one
maxwhen testing, hydraulic fracturing is adopted to test.
Further, after adopting the geostatic stress of hydraulic fracturing to current constructed sections country rock inside to test, the maximally stress of current constructed sections country rock inside is drawn according to test result.
During practice of construction, to the maximally stress σ of country rock inside
maxwhen testing, the method such as stress restoration, stress relief method (mainly comprising boring deformation method and borehole strain method), geophysical method (mainly comprising wave velocity method, x-ray method and acoustic-emission), geological mapping method also can be adopted to test.
In the present embodiment, before carrying out tunnel excavation and supporting construction in step 4, also need to determine the tunnel deformation allowance of current constructed sections; Further, according to the extrusion pressing type large deformation grade of determined current constructed sections country rock, the deformation allowance of current constructed sections is determined; Determined deformation allowance comprises arch, tunnel deformation allowance C
1with tunnel abutment wall deformation allowance C
2; Wherein, arch, tunnel deformation allowance C
1=50mm ~ 530mm, tunnel abutment wall deformation allowance
Δ C=1mm ~ 30mm; Further, the extrusion pressing type large deformation grade of current constructed sections country rock is higher, arch, tunnel deformation allowance C
1, tunnel abutment wall deformation allowance C
2all larger with the value of Δ C;
By when carrying out excavation construction to current constructed sections before backward in step 4, carry out excavation construction according to determined tunnel deformation allowance.
In the present embodiment, when the extrusion pressing type large deformation grade of current constructed sections country rock is serious large deformation, arch, tunnel deformation allowance C
1=470mm ~ 530mm, tunnel abutment wall deformation allowance C
2=260mm ~ 275mm.
Herein, when the extrusion pressing type large deformation grade of current constructed sections country rock is serious large deformation, arch, tunnel deformation allowance C
1=500mm, tunnel abutment wall deformation allowance C
2=270mm.
Further, when the extrusion pressing type large deformation grade of current constructed sections country rock is medium large deformation, arch, tunnel deformation allowance C
1=300mm ~ 510mm.Correspondingly, tunnel abutment wall deformation allowance C
2=240mm ~ 255mm.In the present embodiment, arch, tunnel deformation allowance C
1be specially 480mm, tunnel abutment wall deformation allowance C
2=250mm.
In the present embodiment, when the extrusion pressing type large deformation grade of current constructed sections country rock is without large deformation, arch, tunnel deformation allowance C
1=50mm ~ 150mm; When the extrusion pressing type large deformation grade of current constructed sections country rock is slight large deformation, arch, tunnel deformation allowance C
1=150mm ~ 250mm.
Further, when the extrusion pressing type large deformation grade of current constructed sections country rock is without large deformation, tunnel abutment wall deformation allowance C
2=30mm ~ 80mm; When the extrusion pressing type large deformation grade of current constructed sections country rock is slight large deformation, tunnel abutment wall deformation allowance C
2=80mm ~ 140mm.
During practice of construction, can according to specific needs, to arch, tunnel deformation allowance C
1with tunnel abutment wall deformation allowance C
2value size adjust accordingly.
In the present embodiment, according to the deformation allowance of determined current constructed sections in step 4, and along longitudinal extension direction, tunnel by when carrying out excavation construction to current constructed sections before backward, according to arch, determined tunnel deformation allowance C
1with tunnel abutment wall deformation allowance C
2, before backward, excavation construction is carried out to current constructed sections.Further, because tunnel deformation allowance is the pre-allowance being done by design excavation line suitably to expand.Thus, when carrying out excavation construction to current constructed sections, according to arch, determined tunnel deformation allowance C
1with tunnel abutment wall deformation allowance C
2, to arch, the tunnel excavation contour line designed in advance and left and right, tunnel dual-side wall excavation contour line respectively to outer expansion.
In the present embodiment, to rock mass strength Rb and maximally stress σ
maxtest, test draws Rb and σ
maxunit all identical and the two unit is MPa.
In the present embodiment, profile steel frame described in step 4 comprises the shaped steel arch arch wall of described Tunnel being carried out to supporting; Spacing described in adjacent two Pin in front and back between profile steel frame is 0.4m ~ 0.8m, and described profile steel frame is the steelframe be bent to form by H profile steel;
Grid steel frame described in step 4 comprises the grillage 16-2 arch wall of described Tunnel being carried out to supporting; Spacing described in adjacent two Pin in front and back between grid steel frame is 0.4m ~ 0.6m; The described shaped steel cover arch shape of 16-3 and the shape of grillage 16-2, and described in every Pin, shaped steel cover arch 16-3 is all supported in inside grillage 16-2 described in a Pin;
In step 4 to described grid steel frame and cover encircle combined supporting scheme construct time, along longitudinal extension direction, tunnel by backward front at described Tunnel Nei Zhili grillage 16-2; And carry out in a vertical process to grillage 16-2, before backward, overlap arch 16-3 at described Tunnel Nei Zhili shaped steel along longitudinal extension direction, tunnel; Further, the grillage 16-2 of shaped steel cover arch 16-3 side in the inner all in place described in every Pin props up to have stood after 7 days and carries out Zhi Li.
In the present embodiment, the spacing described in adjacent two Pin in front and back between profile steel frame is 0.6m, and the spacing described in adjacent two Pin in front and back between grid steel frame is 0.5m.Further, described H profile steel is H175 shaped steel.The steel bar meter that described grid steel frame is Φ 25mm by diameter forms.
Adopt the method for country rock contact and the test of steelframe internal stress and comparative analysis, supporting effect profile steel frame support system, grid steel frame support system and grid steel frame and cover being encircleed to Composite Supporting System is analyzed, draw: the first, in high ground stress soft rock stress tunnel support, the effect of contraction of profile steel frame support system to sedimentation and horizontal movement is stronger, especially set up the initial stage in supporting, its Deformation control is better.But along with passage of time, the distortion of profile steel frame support system sets up after two months (before performing to two linings) still without obvious convergent tendency in supporting, and repeatedly present step liter in process and to rise trend.Correspondingly, pressure from surrounding rock that supporting and protection structure is born is comparatively large, and steelframe internal stress is larger; After secondary lining applies, surrouding rock deformation is still continuing, and two lining structures also will bear part pressure from surrounding rock.The second, grid steel frame support system belongs to flexible support system, its initial stage arch deformation after 7d is set up in supporting adds up maximum value and reaches 350mm, supporting deformation is obvious and development is rapid, can discharge surrouding rock stress and distortion under large ground pressure preferably, its structural internal force and deformation sharply will increase and can not restrain.Three, shaped steel cover arch 16-3 is set up in grid steel frame supporting after setting up 7d, and using the rigid protection as later stage resistance to deformation, its distortion tense curve presents obvious convergent tendency.Section country rock-preliminary bracing Contact pressure actual measurement maximum value is positioned at vault place, meets the tension of steel, measuring body ultimate strength requirement, and thus, grid steel frame encircles Composite Supporting System with cover and effectively controls distortion, ensure that tunnel structure safety.
In the present embodiment, profile steel frame described in step 4 is the full-annular type steelframe described Tunnel being carried out to supporting, described profile steel frame also comprises the tunnel bottom shape steel bracket bottom of described Tunnel being carried out to supporting, and the two ends of described tunnel bottom shape steel bracket are fastenedly connected with two arch springings of described shaped steel arch respectively;
Grid steel frame described in step 4 and cover encircle Composite Supporting System and also comprise and multiplely lay respectively at shaped steel described in many Pin and overlap the tunnel bottom steelframe 16-7 carrying out supporting immediately below arch 3 and to the bottom of described Tunnel, and the two ends of described tunnel bottom steelframe 16-7 are overlapped two arch springings encircleing 16-3 respectively and are fastenedly connected with shaped steel; Described in every Pin, shaped steel cover arch 16-3 all forms with the tunnel bottom steelframe 16-7 be positioned at immediately below it full-annular type steelframe described Tunnel being carried out to supporting.In the present embodiment, described tunnel bottom steelframe 16-7 is shaped steel frame.
Further, the support system of profile steel frame described in step 4 also comprises the first concrete spraying support structure; When described profile steel frame support system is constructed, along longitudinal extension direction, tunnel by before backward described in described Tunnel Nei Zhili profile steel frame; And carry out, in a vertical process, constructing to described first concrete spraying support structure before backward along longitudinal extension direction, tunnel to described profile steel frame; Described first concrete spraying support structure comprises the first concrete ejection layer formed by the concrete be injected on described Tunnel inwall, and profile steel frame described in many Pin is all positioned at outside described first concrete ejection layer;
In step 4, described in every Pin, shaped steel cover arch 16-3 is all supported in inside grid steel frame described in a Pin; Described grid steel frame encircles Composite Supporting System with cover and also comprises the second concrete spraying support structure 5; To described grid steel frame with cover encircle Composite Supporting System construct time, along longitudinal extension direction, tunnel by before backward described in described Tunnel Nei Zhili grid steel frame and shaped steel overlap arch 16-3, described in every Pin, the grillage 16-2 of shaped steel cover arch 3 side in the inner all in place props up to have stood after 7 days and carries out Zhi Li; And in described grid steel frame and shaped steel cover arch 3 vertical processes, described second concrete spraying support structure is constructed before backward along longitudinal extension direction, tunnel; Described second concrete spraying support structure comprises the second concrete ejection layer 16-5 formed by the concrete be injected on described Tunnel inwall, and grid steel frame described in many Pin is all fixed in the second concrete ejection layer 16-5, described in many Pin, shaped steel cover arch 16-3 is all positioned at inside the second concrete ejection layer 5.
During practice of construction, the thickness of described second concrete ejection layer 16-5 is 28cm ~ 32cm; Spacing described in adjacent two Pin in front and back between profile steel frame is 0.6m, and the spacing described in adjacent two Pin in front and back between grid steel frame is 0.5m, and the spacing described in adjacent two Pin in front and back between shaped steel cover arch 16-3 is 1m; Described shaped steel cover arch 3 is the bow member be bent to form by i iron.Thus, M=2.
In the present embodiment, the thickness of described second concrete ejection layer 16-5 is 30cm.
In the present embodiment, when preliminary bracing is carried out to described high ground stress soft rock stress tunnel, described profile steel frame support system also comprises first longitudinal connecting reinforcement that multiple tracks connects profile steel frame described in many Pin, described in multiple tracks, first longitudinal connecting reinforcement is all laid along longitudinal extension direction, tunnel, and described in multiple tracks, first longitudinal connecting reinforcement is laid from left to right along the arch wall excavation contour line of current constructed sections; Described first concrete spraying support structure is adopt concrete spraying method to carry out tunneling boring to described Tunnel to spray the concrete ejection layer formed, and described in profile steel frame described in many Pin and multiple tracks, first longitudinal connecting reinforcement is all fixed in described first concrete spraying support structure;
Described grid steel frame and cover encircle Composite Supporting System and also comprise the 3rd concrete spraying support structure and multiple tracks overlaps the second longitudinal connecting reinforcement 16-6 encircleing 16-3 and multiple described tunnel bottom steelframe 16-7 and be connected to shaped steel described in many Pin, described in multiple tracks, second longitudinal connecting reinforcement 16-6 all lays along longitudinal extension direction, tunnel, and described in multiple tracks, second longitudinal connecting reinforcement 16-6 lays from left to right along the excavation contour line of current constructed sections; Described second concrete spraying support structure 16-5 and described 3rd concrete spraying support structure are and adopt concrete spraying method to carry out to described Tunnel the concrete ejection layer that tunneling boring sprays formation, and described in many Pin, described in shaped steel cover arch 16-3, multiple described tunnel bottom steelframe 16-7 and multiple tracks, second longitudinal connecting reinforcement 16-6 is all fixed in described 3rd concrete spraying support structure.
Further, when current constructed sections is not high ground stress soft rock stress tunnel, the first concrete spraying support structure and the second concrete spraying support structure are all replaced with bolt-mesh-spurting supporting structure.
As shown in the above, for high ground stress soft rock stress tunnel, under high ground stress soft rock stress extrusion pressing type large deformation condition, the effect of anchor pole (yet claiming system anchor bolt) to the distortion of control weak surrounding rock is not clearly, and the axle power of anchor pole is very little, only account for 2% effect of steel ultimate strength; Anchor pole is little to the effect of its structural stability in high ground stress soft rock stress extrusion pressing type large deformation tunnel.Further, according to site operation situation, anchor pole often circulates to apply at least needs 2h, and preliminary bracing has often circulated needs about 16h total time; If cancellation anchor bolt construction, then can close country rock by sprayed mortar in time, can also reduction of erection time greatly.Meanwhile, when high ground stress soft rock stress tunnel partial excavation method is constructed, because construction space is narrow and small, often anchor pole difficulty when arch performs is comparatively large, radial direction cannot apply, usually close to level, cannot meet design requirement.In addition, system anchor bolt price accounts for about 10.6% of constructing tunnel cost, if cancel system anchor bolt, can reduce engineering cost.
In the present embodiment, described longitudinal reinforcement structure, also referred to as steel waistband, can improve the general stability of support system, prevent longitudinal strain.
Actually add man-hour, described profile steel frame and described grid steel frame are spliced by multiple steelframe sections, and multiple described steelframe sections is laid from left to right along the excavation contour line of described Tunnel.
Further, the stitching portion in described profile steel frame or described grid steel frame between adjacent two described steelframe sections, vault lay respectively with left and right sides haunch together with described longitudinal reinforcement beam.In the present embodiment, described longitudinal reinforcement beam is I18 shaped steel.
In the present embodiment, in order to ensure tunnel clearance, resist huge deformation pressure, the secondary lining of high-ground stress section adopts reinforced concrete structure, and concrete thickness is 55cm.For large deformation surrounding rock tunnel, deflection is large, and convergence rate is slow, reach far away code requirement convergent deformation speed time preliminary bracing just unstable failure.Therefore, in conjunction with deformation monitoring law-analysing, determine that rational secondary lining applies opportunity most important for large deformation surrounding rock tunnel.
Further, the construction speed of described secondary lining distance face 35m ~ 40m, allows secondary lining receiving portion point deformation pressure, effectively controls the development of large deformation.
In the present embodiment, be provided with a supporting steel plate laid in level bottom the left and right sides arch springing of described shaped steel arch and grillage 16-2 and anchoring is all carried out by many lock pin anchor tubes in the left and right sides of the two.
Actually add man-hour, described supporting steel plate is of a size of 40cm × 50cm × 2cm, and this supporting steel plate makes shaped steel arch and grillage 16-2 form large arch springing, effectively can increase base bearing capacity, reduces the sedimentation of steelframe.
In this city embodiment, for preventing the bottomed unstability of steelframe, the vault left and right sides of described shaped steel arch and grillage 16-2 arranges the lock pin anchor tube slip casting anchoring that one group of diameter is Φ 42mm respectively, and the length of lock pin anchor tube is 6m; For in preventing, get out of a predicament or an embarrassing situation excavation time, upper, middle step steelframe sedimentation sudden change, upper, middle bench floor both sides respectively adopt 4 diameters to be that the ductule of Φ 42mm carries out lock pin, lock pin anchor tube and are reliably connected with steelframe.Described lock pin anchor tube set Angle ambiguity at tiltedly lower 30 ° ~ 45 °.
In the present embodiment, there is the empty slag that a layer thickness is 20cm ~ 30cm the bottom of Tunnel described in step 4, carry out in excavation construction process to current constructed sections before backward, the described slag that needs bottom described Tunnel is cleared up before backward along longitudinal extension direction, tunnel, and bottom described Tunnel, lay the concrete that a layer thickness is 20cm ~ 30cm, form concrete cushion; Described tunnel bottom steelframe 7 is positioned on described concrete cushion.
During practice of construction, carry out labor cleaning, change and fill out C30 concrete the described slag that needs, substrate is changed and is filled out longitudinal length and be not more than 3m, staggers construction in the left and right sides.Change after completing into and carry out inverted arch preliminary bracing steelframe (i.e. tunnel bottom steelframe 7) construction, ensure, without empty slag at the bottom of tunnel, to reduce tunnel subsidence, distortion.
In the present embodiment, described first concrete ejection layer, the second concrete ejection layer 16-5 and the 3rd concrete ejection layer all adopt wet shot method, in conjunction with the feature in soft rock high-ground stress tunnel, for improving the early strength of sprayed mortar, optimize sprayed mortar match ratio, by field trial, realize the compressive strength of institute's sprayed mortar being reached more than 5MPa in 3 hours and reaching more than 10MPa in 8 hours.
In the present embodiment, described inclined shaft auxiliary construction outlet section 2-4 be existence one prominent gush a little 3 tunnel construction sections, described inclined shaft auxiliary construction outlet section 2-4 with roundabout flat lead crossing, intersection is led for flat in described roundabout flat intersection of leading between inclined shaft auxiliary construction outlet section 2-4, described prominent gush a little 3 and the described distance led between intersection of putting down be not more than 200m; Described roundabout flat leading comprises the inlet side being positioned at inclined shaft auxiliary construction outlet section 2-4 side and puts down and lead 5 and be positioned at that the outlet side of inclined shaft auxiliary construction outlet section 2-4 opposite side is flat leads 6, described inlet side put down lead 5 and outlet side put down and lead 6 inside and to communicate and junction is therebetween describedly flatly lead intersection; Described inlet side is flat leads 5 and is positioned at that outlet side is flat leads on rear side of in the of 6, described inlet side put down lead 5 for trapezoidal and its by with the middle part pilot tunnel 5-1 of positive hole 2 in parallel laying and the front side pilot tunnel 5-2 be connected between pilot tunnel 5-1 rear and front end, middle part and positive hole 2 and rear side pilot tunnel 5-3, described outlet side is put down and is led 6 by being the first pilot tunnel 6-1 of parallel laying and the second pilot tunnel 6-2 be positioned on rear side of the first pilot tunnel 6-1 with positive hole 2, and described second pilot tunnel 6-2 and front side pilot tunnel 5-2 lays on the same line; Described inclined shaft auxiliary construction outlet section 2-4 side is provided with drain cavern 4, described drain cavern 4 is crossing with inclined shaft auxiliary construction outlet section 2-4 and intersection therebetween is drain cavern intersection, and the intersection between described first pilot tunnel 6-1 and inclined shaft auxiliary construction outlet section 2-4 is pilot tunnel intersection; Described inclined shaft intersection, described drain cavern intersection, described pilot tunnel intersection, prominent gush a little 3 and described flat lead intersection along positive hole 2 longitudinal extension direction by after the row that marches forward lay, described inclined shaft auxiliary construction outlet section 2-4 with described inclined shaft intersection, described drain cavern intersection, described pilot tunnel intersection, prominent gush a little 3 and described putting down lead intersection for boundary be divided into the first positive hole section 2-41, the second positive hole section 2-42, the 3rd positive hole section 2-43, the positive hole section 2-45 of the 4th positive hole section 2-44 and the 5th before backward.
Wherein, carry out in excavation construction process to entrance section of tunnel 2-1, adopt inlet side ventilation fan 7 to carry out forced ventilation, and blown by the first air chimney 10-1 be laid in the Tunnel that excavated in entrance section of tunnel 2-1; Described inlet side ventilation fan 7 is positioned at outside the import in positive hole 2.
Carry out in excavation construction process to tunnel outlet section 2-2, adopt outlet side ventilation fan 8 to carry out forced ventilation, and blown by the second air chimney 10-2 be laid in the Tunnel that excavated in tunnel outlet section 2-2; Described outlet side ventilation fan 8 is positioned at outside the outlet in positive hole 2.
Carry out in excavation construction process to tunnel slope 1, the first ventilation fan 9-1 and/or the second ventilation fan 9-2 is adopted to carry out forced ventilation, and blow by being laid in the 3rd air chimney 10-3 in the Tunnel that excavated in tunnel slope 1 and/or the 4th air chimney 10-4, the air intake of described 3rd air chimney 10-3 is connected with the air outlet of the first ventilation fan 9-1, and the air intake of the 4th air chimney 10-4 is connected with the air outlet of the second ventilation fan 9-2; Described first ventilation fan 9-1 and the second ventilation fan 9-2 is all positioned at outside the hole of tunnel slope 1.
Carry out in excavation construction process to inclined shaft auxiliary construction inducer 2-3, adopt the first ventilation fan 9-1 to carry out forced ventilation, and blown by the 3rd air chimney 10-3 be laid in the Tunnel that excavated in tunnel slope 1 and inclined shaft auxiliary construction inducer 2-3.
When carrying out excavation construction to inclined shaft auxiliary construction outlet section 2-4, process is as follows:
Step 101, the first positive hole section excavation construction: before backward, excavation construction is carried out to the first positive hole section 2-41, adopt the second ventilation fan 9-2 to carry out forced ventilation in excavation construction process, and blown by the 4th air chimney 10-4 be laid in the Tunnel that excavated in tunnel slope 1 and the first positive hole section 2-41;
Step 102, the first relay air compartment construction: after the first positive hole section 2-41 excavation construction completes, to construct the first relay air compartment 11 at the rear side of described drain cavern intersection, described first relay air compartment 11 is built with the first relay air blower 11-1, the second relay air blower 11-2 and the 3rd relay air blower 11-3, and the air outlet of described 4th air chimney 10-4 communicates with the first relay air compartment 11 inside;
Step 103, the second positive hole section and drain cavern excavation construction: after described first relay air compartment 11 has been constructed, before backward, excavation construction is carried out to the second positive hole section 2-42, adopt the second ventilation fan 9-2 and the first relay air blower 11-1 or the second relay air blower 11-2 to carry out forced ventilation in excavation construction process, and blown by the five-way airduct 10-5 that is laid in the 4th air chimney 10-4 in tunnel slope 1 and the first positive hole section 2-41 and be laid in the Tunnel that excavated in the second positive hole section 2-42 or the 7th air chimney 10-7; The air intake of described five-way airduct 10-5 is connected with the air outlet of the first relay air blower 11-1, and the air intake of described 7th air chimney 10-7 is connected with the air outlet of the second relay air blower 11-2;
Simultaneously, before backward, excavation construction is carried out to drain cavern 4, the second ventilation fan 9-2 and the 3rd relay air blower 11-3 is adopted to carry out forced ventilation in excavation construction process, and by being laid in the 4th air chimney 10-4 in tunnel slope 1 and the first positive hole section 2-41 and the 6th air chimney 10-6 be laid in the Tunnel that excavated in drain cavern 4 blows; The air intake of described 6th air chimney 10-6 is connected with the air outlet of the 3rd relay air blower 11-3;
Step 104, the 3rd positive hole section and inlet side are flat leads excavation construction: before backward, carry out excavation construction to the 3rd positive hole section 2-43, adopt the second ventilation fan 9-2 and the second relay air blower 11-2 to carry out forced ventilation in excavation construction process, and blown with the 7th air chimney 10-7 be laid in the second positive hole section 2-42 by the 4th air chimney 10-4 be laid in tunnel slope 1 and the first positive hole section 2-41; The air intake of described 7th air chimney 10-7 is connected with the air outlet of the second relay air blower 11-2;
Simultaneously, lead 5 by before backward carry out excavation construction to inlet side is flat, adopt the second ventilation fan 9-2 and the first relay air blower 11-1 to carry out forced ventilation in excavation construction process, and blow by being laid in the 4th air chimney 10-4 in tunnel slope 1 and the first positive hole section 2-41 and being laid in the five-way airduct 10-5 that the second positive hole section 2-42 and inlet side put down in the Tunnel of leading and having excavated in 5;
Step 105, outlet side are flat leads and the 5th section rear end, positive hole sections excavation construction: described inlet side is put down and led after 5 excavation constructions complete, lead 6 by before backward carry out excavation construction to outlet side is flat, adopt the second ventilation fan 9-2 and the second relay air blower 11-2 to carry out forced ventilation in excavation construction process, and by be laid in the 4th air chimney 10-4 in tunnel slope 1 and the first positive hole section 2-41 and be laid in the second positive hole section 2-42, inlet side put down lead 5 and the 7th air chimney 10-7 that puts down in the Tunnel of leading and having excavated in 6 of outlet side blow;
Described 5th positive hole section 2-45 is divided into rear end sections and is positioned at the front side sections on front side of the sections of described rear end; And, described inlet side is flat leads after 5 excavation constructions complete, before backward, excavation construction is carried out to described rear end sections, adopt the second ventilation fan 9-2 and the first relay air blower 11-1 to carry out forced ventilation in excavation construction process, and by be laid in the 4th air chimney 10-4 in tunnel slope 1 and the first positive hole section 2-41 and be laid in the second positive hole section 2-42, five-way airduct 10-5 that inlet side is put down in the Tunnel of leading and having excavated in 5 and described rear end sections blows;
Step 106, the second relay air compartment construction: after described rear end sections excavation construction completes, hold construction the second relay air compartment 12 in sections in the rear, described second relay air compartment 12 communicates with the second relay air compartment 12 inside built with the air outlet of the 4th relay air blower 12-1 and the 5th relay air blower 12-2, described five-way airduct 10-5; Described second relay air compartment 12 is positioned at described flat front side of leading intersection; The air outlet of described five-way airduct 10-5 communicates with the second relay air compartment 12 inside;
Step 107, sections and the 4th positive hole section excavation construction on front side of 5th positive hole section: after described second relay air compartment 12 has been constructed, before backward, excavation construction is carried out to described front side sections, the second ventilation fan 9-2 is adopted in excavation construction process, first relay air blower 11-1 and the 4th relay air blower 12-1 carries out forced ventilation, and by being laid in the 4th air chimney 10-4 in tunnel slope 1 and the first positive hole section 2-41, be laid in the second positive hole section 2-42, inlet side is put down the 8th air chimney 10-8 led in 5 Tunnels excavated in the sections of described front side with the five-way airduct 10-5 and being laid in the sections of described rear end and is blown, the air intake of described 8th air chimney 10-8 is connected with the air intake of the 4th relay air blower 12-1,
Simultaneously, by after forward direction, excavation construction is carried out to the 4th positive hole section 2-44, adopt the second ventilation fan 9-2, the first relay air blower 11-1 and the 5th relay air blower 12-2 to carry out forced ventilation in excavation construction process, and by being laid in the 4th air chimney 10-4 in tunnel slope 1 and the first positive hole section 2-41, be laid in the second positive hole section 2-42, inlet side puts down the 9th air chimney 10-9 led in 5 Tunnels excavated in described rear end sections and the 4th positive hole section 2-44 with the five-way airduct 10-5 in the sections of described rear end and being laid in and blows; The air intake of described 9th air chimney 10-9 is connected with the air intake of the 5th relay air blower 12-2.
As shown in Figure 2, when ventilation construction is carried out to constructed plateau long tunnel, inlet side ventilation fan 7 and outlet side ventilation fan 8 are installed respectively in import first in positive hole 2 and outlet outside, and outside the hole of tunnel slope 1, two inclined shaft hole ventilation fans are installed, two described inclined shaft hole ventilation fans are respectively the first ventilation fan 9-1 and the second ventilation fan 9-2.
Wherein, the ventilation Construction State of entrance section of tunnel 2-1 and tunnel outlet section 2-2 refers to Fig. 2, Fig. 2 and Fig. 7 hollow core arrow represents that fresh air flows to, and filled arrows represents that foul atmosphere flows to.
During practice of construction, cause repeatedly gushing water, there is great change in the hydrogeologys such as prominent stone, especially once repeatedly there is fairly large gushing water thumping stone event and cause construction to be obstructed in Way out, construction method as shown in Figure 2 need be adjusted, and establish described roundaboutly flat to lead newly, thus establish newly and multiplely need airway, multiple described airway that needs is dead face, and each dead face distance hole (specifically the hole of tunnel slope 1) distance, fork branch wind loss is large, thus both energy-conserving and environment-protective to be accomplished, more can not affect the normal construction at major long tunnel scene, ventilation difficulty of construction is larger.Ventilation construction mainly contains two hang-ups: one is that high altitude anoxia internal combustion apparatus efficiency declines, and vehicle fleet size increases; Machinery fuel combustion is insufficient, and in emission, pernicious gas content increases, and adds environment pollution, then increases ventilation difficulty; Two is long Distance Ventilations in long tunnel tunnel more than only under plateau, low pressure, anaerobic environment, and ventilation difficulty strengthens, and ventilation equipment performance indications reduce, and use number of devices to increase, power increases.
In the present embodiment, described inlet side is put down and is led the left side that 5 are positioned at positive hole 2.
In the present embodiment, described drain cavern 4 for high-order drain cavern and itself and outlet side put down and lead 6 and be positioned at the same side.
In the present embodiment, described tunnel outlet section 2-2 side is also provided with that outlet section is flat leads, and described outlet section is put down and led as being the pilot tunnel of parallel laying with tunnel outlet section 2-2 and itself and the first pilot tunnel 6-1 are located along the same line;
Carry out in excavation construction process to tunnel outlet section 2-2, synchronously by after forward direction, excavation construction is carried out to flat the leading of described outlet section, adopt in excavation construction process and be laid in the 3rd ventilation fan that described outlet section puts down outside the hole of leading and carry out forced ventilation, and by be laid in described outlet section put down lead in the tenth air chimney in the Tunnel that excavated blow.
In the present embodiment, described inlet side ventilation fan 7, outlet side ventilation fan 8, first ventilation fan 9-1, the second ventilation fan 9-2, the first relay air blower 11-1, the second relay air blower 11-2, the 3rd relay air blower 11-3, the 4th relay air blower 12-1 and the 5th relay air blower 12-2 are axial fan, the air intake of described first air chimney 10-1 is connected with the air outlet of inlet side ventilation fan 7, and the air intake of described second air chimney 10-2 is connected with the air outlet of outlet side ventilation fan 8.
In the present embodiment, before excavation construction is carried out to inclined shaft auxiliary construction outlet section 2-4, first to inclined shaft auxiliary construction positive hole section, described roundabout putting down is led, roundabout putting down leads auxiliary positive hole inducer, the roundabout flat ventilation length leading auxiliary positive hole outlet section and described drain cavern 4 calculates respectively, wherein said inclined shaft auxiliary construction positive hole section is by the first positive hole section 2-41, the positive hole section 2-43 of second positive hole section 2-42 and the 3rd is formed by connecting and its ventilation length is tunnel slope 1 and the first positive hole section 2-41, the length sum of the positive hole section 2-43 of the second positive hole section 2-42 and the 3rd, described roundabout flat lead by inlet side put down lead 5 and outlet side put down lead 6 be formed by connecting and its ventilation length is tunnel slope 1 with inlet side put down lead 5 and outlet side equal the length sum leading 6, described roundabout flat auxiliary positive hole inducer of leading is the 4th positive hole section 2-44 and its ventilation length is tunnel slope 1, first positive hole section 2-41, second positive hole section 2-42, inlet side is put down and is led 5 and the 4th length sum of positive hole section 2-44, describedly roundaboutly flat lead the positive hole section 2-45 of auxiliary positive hole outlet Duan Wei five and its ventilation length is tunnel slope 1, first positive hole section 2-41, second positive hole section 2-42, inlet side is put down and is led 5 and the 5th length sum of positive hole section 2-45, the ventilation length of described drain cavern 4 is tunnel slope 1, the length sum of the first positive hole section 2-41 and drain cavern 4.
And, before excavation construction is carried out to inclined shaft auxiliary construction outlet section 2-4, also need described inclined shaft auxiliary construction positive hole section, describedly roundaboutly flat to lead, describedly roundaboutly flatly lead auxiliary positive hole inducer, described roundabout flat ventilation volume of leading auxiliary positive hole outlet section and described drain cavern 4 calculates; Described 3rd air chimney 10-3, the 4th air chimney 10-4, five-way airduct 10-5, the 6th air chimney 10-6, the 7th air chimney 10-7, the 8th air chimney 10-8 and the 9th air chimney 10-9 are flexible duct, and before carrying out excavation construction to inclined shaft auxiliary construction outlet section 2-4, also need to calculate the blast of described flexible duct.
During practice of construction, the computational methods of the computational methods of described ventilation volume and the blast to described flexible duct, are the conventional computational methods that tunnel ventilation construction adopts.
According to " Railway Tunnel Construction Technology guide " operating environment standard, in conjunction with on-site actual situations, ventilation volume calculates and divides four kinds, namely by allowing minimum wind speed required airflow to calculate face air volume Q1 in hole, by number required airflow evaluation work face air quantity Q2 maximum in hole, by getting rid of blasting fume required airflow evaluation work face air quantity Q3, calculating by getting rid of engine exhaust gas required airflow in hole the total ventilation Q4 diluting internal combustion apparatus discharging waste gas, in Q1, Q2, Q3 and Q4, choosing maximum value Maximum Ventilatory Volume the most.Consider the increase of plateau tunnel along with height above sea level, atmospheric pressure reduces, and the gas molecula number in unit volume reduces, rarefaction of air, and air is the influence factor such as rate and density reduction heavily, carries out heavily rate correction, be specifically in heavily rate correction factor to Maximum Ventilatory Volume, described in
In the present embodiment, described inclined shaft auxiliary construction positive hole section, describedly roundaboutly flat to lead, describedly roundaboutly flatly lead auxiliary positive hole inducer, described roundabout flat auxiliary positive hole outlet section and the described drain cavern 4 of leading is and needs airway and its ventilation volume computational methods are all identical;
When calculating needing the ventilation volume in airway described in any one, comprise the following steps:
Step 2011, face air volume Q1 calculate: calculate the described face air volume Q1 in airway that needs, and described face air volume Q1 is by the described ventilation needing to allow minimum wind speed to calculate in the hole in airway;
Step 2012, face air volume Q2 calculate: calculate the described face air volume Q2 in airway that needs, and described face air volume Q2 is the required airflow calculated by number maximum in hole;
Step 2013, face air volume Q3 calculate: calculate the described face air volume Q3 in airway that needs, and described face air volume Q3 is by getting rid of the required airflow that in hole, engine exhaust gas calculates;
Step 2014, face air volume Q4 calculate: calculate the described face air volume Q4 in airway that needs, and described face air volume Q4 is the total ventilation calculated by dilution internal combustion apparatus discharging waste gas;
Step 2015, from face air volume Q1, Q2, Q3 and Q4 of calculating, choose maximum value as Maximum Ventilatory Volume;
Step 2016, heavily rate correction is carried out to the Maximum Ventilatory Volume drawn in step 2015.
The flowing resistance loss of described flexible duct comprises friction loss and local resistance loss two parts.Wherein, when calculating friction loss, pipeline air quantity should get the geometrical mean of ventilation fan and face air volume.Herein, local resistance loss is reduced to 12% of friction loss.Full design pressure >=the 1000Pa of institute's employing axial fan.
Wherein, axial fan, also claims axial flow blower.
In the present embodiment, the diameter of described flexible duct is Φ 1.8m, and described flexible duct is the airduct that PVC enhancing plastic cloth is made, and its finish is high, and flowing frictional resistance coefficient is little, high-strength, low-resistance.Lay flat, straight, suitable, particularly entered the pipeline in each tunnel by bifurcation mouth, hang smoothness at turning, do not turn dead angle.Substitute successively by a construction content difference point time point section during field operation, both reached energy-conserving and environment-protective, reduced the object of leaking out, in turn ensure that normal construction is unaffected.
In the present embodiment, described inclined shaft auxiliary construction positive hole section, describedly roundaboutly flat to lead, describedly roundaboutly flatly lead auxiliary positive hole inducer, described roundabout flat auxiliary positive hole outlet section and the described drain cavern 4 of leading is and needs airway; Before excavation construction is carried out to inclined shaft auxiliary construction outlet section 2-4, according to five that calculate described ventilation volume and the ventilation length needing airway, and in conjunction with the blast of described flexible duct, the quantity of institute's employing axial fan and the power of each axial fan in described inlet side ventilation fan 7, outlet side ventilation fan 8, first ventilation fan 9-1, the second ventilation fan 9-2, the first relay air blower 11-1, the second relay air blower 11-2, the 3rd relay air blower 11-3, the 4th relay air blower 12-1 and the 5th relay air blower 12-2 are determined.
As shown in Figure 7, relay air feed in airway is needed by the first relay air compartment 11 to each.Needing wind supply quantity according to described first relay air compartment 11, is 11944m by (i.e. the hole of tunnel slope 1) outside hole to the wind supply quantity that needs of the first relay air compartment 11 air feed
3/ min, air loss is 7993Pa, and be thus 2 × 200kw axial flow blower at hole arranged outside two power of tunnel slope 1, maximum wind pressure is 10648Pa; By outside hole by relay to face air feed, meet instructions for use.Thus, the power of the first ventilation fan 9-1 and the second ventilation fan 9-2 is 2 × 200Kw, and maximum quantity of wind can be provided to be 12584m
3/ min.
For described inclined shaft auxiliary construction positive hole section, when specifically carrying out ventilation construction to the positive hole section 2-43 of the second positive hole section 2-42 and the 3rd, by the first relay air compartment 11 air feed, be 370m apart from face maximum ventilation distance, need wind supply quantity to be 4349m
3/ min, air loss is 1000Pa.In the first relay air compartment 11, lay 1 power is the axial flow blower of 2 × 110kw, and blower fan can provide maximum quantity of wind 4682m
3/ min > 4349m
3/ min; Maximum wind pressure 4069Pa > 1000Pa, meets instructions for use.Thus, the second relay air blower 11-2 comprises the axial flow blower that 1 power is 2 × 110kw.
Lead auxiliary positive hole inducer for described roundabout putting down, described second relay air compartment 12 is 600m apart from the distance of the first relay air compartment 11, and the wind supply quantity that needs between the second relay air compartment 12 and the first relay air compartment 11 is 4514m
3/ min, air loss is 4004Pa.Thus, in the first relay air compartment 11, lay 1 power is 2 × 110kw axial flow blower (namely the first relay air blower 11-1 comprises the axial flow blower that 1 power is 2 × 110kw), and blower fan can provide maximum quantity of wind 4682m
3/ min, maximum wind pressure is 4069Pa, meets instructions for use.Meanwhile, the ventilation distance (also claiming ventilation length) of the second relay air compartment 12 is 134m, needs wind supply quantity to be 4192m
3/ min, air loss 845Pa.Thus, in the second relay air compartment 12 lay 1 power be the axial flow blower of 2 × 110kw, by outside hole by relay to face air feed, meet instructions for use, namely the 5th relay air blower 12-2 comprises 1 power is the axial flow blower of 2 × 110kw.
Lead auxiliary positive hole outlet section for described roundabout putting down, the ventilation distance of the second relay air compartment 12 is 295m, needs wind supply quantity to be 4298m
3/ min, air loss is 1907Pa.Thus, in the second relay air compartment 12 lay 1 power be the axial flow blower of 2 × 110kw, by outside hole by relay to face air feed, meet instructions for use, namely the 4th relay air blower 12-1 comprises 1 power is the axial flow blower of 2 × 110kw.
Lead for described roundabout putting down, the ventilation distance (also claiming ventilation length) of described first relay air compartment 11 is 900m, needs wind supply quantity to be 2569m
3/ min, air loss is 1881Pa.Thus, in the first relay air compartment 11, lay 1 power is 2 × 110Kw axial flow blower, and namely the second relay air blower 11-2 comprises the axial flow blower that 1 power is 2 × 110kw.
For described drain cavern 4, the ventilation distance of described first relay air compartment 11 is 727m for needing wind supply quantity
3/ min, air loss is 2452Pa.Thus, in the first relay air compartment 11, lay 1 power is the axial flow blower of 2 × 55kw, and blower fan can provide maximum quantity of wind to be 1399m
3/ min, maximum wind pressure is 2533Pa.Thus, described 3rd relay air blower 11-3 comprises 1 power is the axial flow blower of 2 × 55kw.
In the present embodiment, for improving air circulation circuit in hole, accelerate air circulation effect, described inclined shaft crossing is provided with jet blower.
Further, the power of described jet blower is 55kw.
Actual when using, described in the first relay air compartment 11 described in step 102 and step 106, the second relay air compartment 12 is all the containment housing by Plate Welding.
Further, described first relay air compartment 11 and the second relay air compartment 12 are all parallel laying with ventilating duct.By the first relay air compartment 11 and the second relay air compartment 12, realize the series connection of axial fan, realize blower fan multi-stage relay, to face air feed, instructions for use is met by concentrating the relay air compartment (i.e. the first relay air compartment 11 and the second relay air compartment 12) of series connection by (namely the hole of leading 1 is put down in tunnel) outside hole.
Actually add man-hour, described containment housing is rectangular box body, and the length of described rectangular box body is 8m ~ 10m, width is 2m ~ 3m and it is highly 4m ~ 5m.
In the present embodiment, the length of described rectangular box body is 9m, width is 2.5m and it is highly 4.5m, and the Plate Welding that this rectangular box body is 2cm by thickness forms.
As shown in Figure 6, the through-plane between the positive hole section 2-45 of described tunnel outlet section 2-2 and the 5th is the first through-plane 13, and it is the second through-plane 14 that described outlet section equals the through-plane led between the first pilot tunnel 6-1.
In the present embodiment, described prominent gushing 3 is a little the location point of generation tunnel gushing water and/or prominent mud.And, described prominent a little 3 present positions of gushing are through-plane between the positive hole section 2-44 of the 3rd positive hole section 2-43 and the 4th, to prominent construction of gushing a little 3 present positions be placed on the positive hole section 2-44 of the 3rd positive hole section 2-43 and the 4th through time carry out, thus effectively can solve construction and to be obstructed problem.Further, tunnel ventilation demand can be met by described roundabout flat leading.
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 plenty water weak surrounding rock major long tunnel construction method, is characterized in that: the length of institute's construction tunnel is greater than 5km and its excavated section is greater than 50m
2, positive hole (2) side of institute's construction tunnel is provided with tunnel slope (1), described positive hole (2) is divided into entrance section of tunnel (2-1), tunnel outlet section (2-2) and the middle part linkage section be connected between entrance section of tunnel (2-1) and tunnel outlet section (2-2), described tunnel slope (1) is crossing with described middle part linkage section and intersection therebetween is inclined shaft intersection, described middle part linkage section be inclined shaft auxiliary construction section and its with described inclined shaft intersection for boundary is divided into inclined shaft auxiliary construction inducer (2-3) and inclined shaft auxiliary construction outlet section (2-4), described entrance section of tunnel (2-1), inclined shaft auxiliary construction inducer (2-3), the longitudinal extension direction of inclined shaft auxiliary construction outlet section (2-4) and tunnel outlet section (2-2) Yan Zhengdong (2) by after the row that marches forward lay,
When institute's construction tunnel is constructed, the import and export of institute's construction tunnel go into operation simultaneously, and while entrance section of tunnel (2-1) and tunnel outlet section (2-2) are constructed respectively, respectively inclined shaft auxiliary construction inducer (2-3) and inclined shaft auxiliary construction outlet section (2-4) are constructed by tunnel slope (1); Described entrance section of tunnel (2-1), tunnel outlet section (2-2), inclined shaft auxiliary construction inducer (2-3) are all identical with the construction method of inclined shaft auxiliary construction outlet section (2-4), divide equally multiple sections by first to after construct, the construction method of multiple described sections is all identical; When any one sections is constructed, comprise the following steps:
Step one, advance geologic prediction: adopt advanced geology prediction system to carry out advance geologic prediction to current constructed sections, and according to advance geologic prediction result, judge whether the front of tunnel heading of current constructed sections exists clastic flow stratum (15-8): when judging to show that described front of tunnel heading exists clastic flow stratum (15-8), enter step 2; Otherwise, enter step 3;
Step 2, stability control construction: first on rear side of the face of current constructed sections, construct one and described face is carried out to the block wall (15-5) of shutoff; Afterwards, advance support is carried out to current constructed sections, and the advance water discharge passage for reducing the head pressure of clastic flow stratum (15-8) is installed; Described advance water discharge passage is inclined upwardly gradually before backward, and the front end of described advance water discharge passage stretches to clastic flow stratum (15-8) and its rear end is positioned on rear side of described face;
Step 3, preliminary bracing scheme are determined: to the rock mass strength Rb of current constructed sections country rock and the maximally stress σ of country rock inside
maxtest respectively, and calculate the strength-stress ratio of current constructed sections country rock
again according to the strength-stress ratio calculated
the preliminary bracing scheme of current constructed sections is determined: when
time, the preliminary bracing scheme adopted is that grid steel frame encircles combined supporting scheme with cover; When
time, the preliminary bracing scheme adopted is profile steel frame supporting scheme;
Step 4, tunnel excavation and preliminary bracing construction: along longitudinal extension direction, tunnel, before backward, excavation construction is carried out to current constructed sections; In excavation construction process, according to the preliminary bracing scheme of current constructed sections determined in step 3, before backward, carrying out preliminary bracing to excavating the Tunnel formed, and obtaining Tunnel system (16-4);
Wherein, when preliminary bracing scheme determined in step 3 is profile steel frame supporting scheme, the Tunnel system (16-4) obtained is profile steel frame support system; Described profile steel frame support system comprises many Pin carry out supporting profile steel frame to described Tunnel, the structure of profile steel frame described in many Pin all identical and its along longitudinal extension direction, tunnel by after march forward row lay; Profile steel frame described in many Pin is in evenly laying;
When to be grid steel frame encircle combined supporting scheme with cover to preliminary bracing scheme determined in step 3, the Tunnel system (16-4) obtained encircles Composite Supporting System with overlapping for grid steel frame; Described grid steel frame and cover encircle Composite Supporting System and comprise many Pin and carry out the grid steel frame of supporting and many Pin to described Tunnel and to overlap the shaped steel that the arch wall of described Tunnel carries out supporting and encircle (16-3), the structure of grid steel frame described in many Pin all identical and its along longitudinal extension direction, tunnel by after march forward row lay, described in many Pin shaped steel cover arch (16-3) structure all identical and its along longitudinal extension direction, tunnel by after march forward row lay; Grid steel frame described in many Pin is in evenly laying, and shaped steel cover arch (16-3) described in many Pin is in evenly laying, before and after spacing described in adjacent two Pin between shaped steel cover arch (16-3) be before and after between grid steel frame described in adjacent two Pin spacing M doubly, wherein M is positive integer and M=1,2 or 3;
Step 5, Tunnel Second Lining Construction: carry out in preliminary bracing process to excavating the Tunnel formed before backward in step 4, before backward, Second Lining Construction is carried out to described Tunnel along longitudinal extension direction, tunnel, and obtain the Tunnel Second Lining structure of construction molding; Described Tunnel Second Lining structure is positioned at Tunnel system (16-4) inner side and it is reinforced concrete lining layer.
2. according to plenty water weak surrounding rock major long tunnel construction method according to claim 1, it is characterized in that: after advance support being carried out to current constructed sections in step 2, obtain advance support structure; Described advance support structure comprises barrel vault advanced support structure and the per-fore pouring liquid with small pipe ruggedized construction of the arch wall of current constructed sections being carried out to supporting; Described barrel vault advanced support structure comprises multiple tube shed grouting pipe (15-3) laid from left to right along the excavation contour line of current constructed sections, multiple described tube shed grouting pipe (15-3) is all positioned on same tunnel cross section and its length is 15m ~ 25m, and described tube shed grouting pipe (15-3) is for steel pipe and its external diameter is Φ 100mm ~ Φ 120mm; Multiple described tube shed grouting pipe (15-3) comprises one and is positioned at middle part steel pipe on tunnel center line, is multiplely all positioned at left side steel pipe on the left of described tunnel center line and multiple right side steel pipe be all positioned on the right side of described tunnel center line, and multiple described left side steel pipe and multiple described right sides steel pipe are symmetrically laid; Described per-fore pouring liquid with small pipe ruggedized construction comprises multiple pre-grouting pipe (15-4) laid from left to right along the excavation contour line of current constructed sections, multiple described pre-grouting pipe (15-4) is all positioned on same tunnel cross section and its length is 6m ~ 10m, and described pre-grouting pipe (15-4) is for tube wall having the steel floral tube of multiple injected hole and its external diameter is Φ 38mm ~ Φ 45mm; Described tube shed grouting pipe (15-3) and pre-grouting pipe (15-4) are in being laid staggeredly; The outer limb of multiple described tube shed grouting pipe (15-3) and multiple described pre-grouting pipe (15-4) is all not more than 15 °;
Described advance water discharge passage comprises and is multiplely laid in the first advance water discharge pipe (15-6) above current constructed sections arch and multiple the second advance water discharge pipe (15-7) be laid in from left to right above current constructed sections arch from left to right, and multiple described first advance water discharge pipe (15-6) lays respectively at multiple described second advance water discharge pipe (15-7) top; Multiple described first advance water discharge pipe (15-6) and multiple described second advance water discharge pipe (15-7) are all for by acclivitous steel pipe gradually before backward, and the front end of multiple described first advance water discharge pipe (15-6) and multiple described second advance water discharge pipe (15-7) all stretches in clastic flow stratum (15-8); The outer limb of described first advance water discharge pipe (15-6) and the second advance water discharge pipe (15-7) is 40 ° ~ 50 °, the external diameter of described first advance water discharge pipe (15-6) is Φ 100mm ~ Φ 120mm, and the external diameter of described second advance water discharge pipe (15-7) is Φ 38mm ~ Φ 45mm.
3. according to the plenty water weak surrounding rock major long tunnel construction method described in claim 1 or 2, it is characterized in that: when each sections in the tunnel portal section of entrance section of tunnel (2-1) rear side and the tunnel portal section of tunnel outlet section (2-2) front side is constructed, in step 5 before Tunnel Second Lining Construction, also need at Tunnel system (16-4) inner side construction waterproof insulation layer, described Tunnel Second Lining structure is positioned at inside described water-proof heat-insulation layer, described water-proof heat-insulation layer comprise one deck be positioned at Tunnel system (16-4) inner side form concrete prop up sheath (17-2), one deck is pasted and fixed on the geotextiles (17-10) that form concrete props up sheath (17-2) inner side, mat formation at first splash guard (17-3) of geotextiles (17-10) inner side, be positioned at the warming plate (17-4) of described first splash guard (17-3) inner side and mat formation at second splash guard (17-5) of warming plate (17-4) inner side, described second splash guard (17-5) bottom is supported by the backward front arch support (17-11) laid along longitudinal extension direction, tunnel by multiple, the structure of multiple described arch support (17-11) is all identical, described geotextiles (17-10) is pasted and fixed on form concrete by bonding adhesive and props up sheath (17-2) inner side, described first splash guard (17-3) inner side is provided with multiple tracks and along the circumferential direction lays and for the longitudinal steel wire of fixing warming plate (17-4), longitudinal steel wire described in multiple tracks is all laid along longitudinal extension direction, tunnel, and warming plate (17-4) is pasted and fixed on the first splash guard (17-3) inner side by described bonding adhesive, described second splash guard (17-5) is pasted and fixed on warming plate (17-4) inner side by described bonding adhesive.
4. according to the plenty water weak surrounding rock major long tunnel construction method described in claim 1 or 2, it is characterized in that: carrying out in preliminary bracing process to excavating the Tunnel formed before backward in step 4, also needing to construct to tunnel longitudinal reinforcement structure before backward along longitudinal extension direction, tunnel;
Described tunnel longitudinal reinforcement structure comprises the longitudinal reinforcement beam that multiple tracks is laid along tunnel longitudinal extension method, and longitudinal reinforcement beam described in multiple tracks is laid from left to right along the arch wall excavation contour line of current constructed sections; Described longitudinal reinforcement beam is shaped steel, and longitudinal reinforcement beam described in per pass is spliced before backward by multiple longitudinal reinforcement girder segment;
When Tunnel system (16-4) is for described profile steel frame support system, longitudinal reinforcement beam described in per pass is all fastenedly connected with profile steel frame described in many Pin, and profile steel frame described in many Pin is fastenedly connected by longitudinal reinforcement beam described in multiple tracks and is integrated;
When Tunnel system (16-4) encircles Composite Supporting System for described grid steel frame with cover, longitudinal reinforcement beam described in per pass is all fastenedly connected with grid steel frame described in many Pin, and grid steel frame described in many Pin is fastenedly connected by longitudinal reinforcement beam described in multiple tracks and is integrated;
When Second Lining Construction being carried out to described Tunnel in step 5, construct when the rate of deformation of described Tunnel is less than 5mm/d; The thickness of described Tunnel Second Lining structure is 50cm ~ 60cm.
5. according to the plenty water weak surrounding rock major long tunnel construction method described in claim 1 or 2, it is characterized in that: the strength-stress ratio calculating current constructed sections country rock in step 3
after, also need the strength-stress ratio according to calculating
the extrusion pressing type large deformation grade of current constructed sections country rock is determined; Described extrusion pressing type large deformation grade comprises four grades, and four grades are respectively without large deformation, slight large deformation, medium large deformation and serious large deformation from low to high;
When the extrusion pressing type large deformation grade of current constructed sections country rock is determined, when
time, illustrate that the extrusion pressing type large deformation grade of current constructed sections country rock is without large deformation; When
time, illustrate that the extrusion pressing type large deformation grade of current constructed sections country rock is slight large deformation; When
time, illustrate that the extrusion pressing type large deformation grade of current constructed sections country rock is medium large deformation; When
time, illustrate that the extrusion pressing type large deformation grade of current constructed sections country rock is serious large deformation.
6. according to plenty water weak surrounding rock major long tunnel construction method according to claim 5, it is characterized in that: before carrying out tunnel excavation and supporting construction in step 4, also need to determine the tunnel deformation allowance of current constructed sections; Further, according to the extrusion pressing type large deformation grade of determined current constructed sections country rock, the deformation allowance of current constructed sections is determined; Determined deformation allowance comprises arch, tunnel deformation allowance C
1with tunnel abutment wall deformation allowance C
2; Wherein, arch, tunnel deformation allowance C
1=50mm ~ 530mm, tunnel abutment wall deformation allowance
Δ C=1mm ~ 30mm; Further, the extrusion pressing type large deformation grade of current constructed sections country rock is higher, arch, tunnel deformation allowance C
1, tunnel abutment wall deformation allowance C
2all larger with the value of Δ C;
By when carrying out excavation construction to current constructed sections before backward in step 4, carry out excavation construction according to determined tunnel deformation allowance.
7. according to the plenty water weak surrounding rock major long tunnel construction method described in claim 1 or 2, it is characterized in that: profile steel frame described in step 4 comprises the shaped steel arch arch wall of described Tunnel being carried out to supporting; Spacing described in adjacent two Pin in front and back between profile steel frame is 0.4m ~ 0.8m, and described profile steel frame is the steelframe be bent to form by H profile steel;
Grid steel frame described in step 4 comprises the grillage (16-2) arch wall of described Tunnel being carried out to supporting; Spacing described in adjacent two Pin in front and back between grid steel frame is 0.4m ~ 0.6m; The described shaped steel cover arch shape of (16-3) and the shape of grillage (16-2), and shaped steel cover arch (16-3) described in every Pin is all supported in grillage (16-2) inner side described in a Pin;
In step 4 to described grid steel frame and cover encircle combined supporting scheme construct time, along longitudinal extension direction, tunnel by backward front described Tunnel Nei Zhili grillage (16-2); And carry out in a vertical process to grillage (16-2), before backward, overlap arch (16-3) at described Tunnel Nei Zhili shaped steel along longitudinal extension direction, tunnel; Further, grillage (16-2) Zhi Li of shaped steel cover arch (16-3) side in the inner all in place described in every Pin completes after 7 days and carries out Zhi Li;
A supporting steel plate laid in level is provided with and anchoring is all carried out by many lock pin anchor tubes in the left and right sides of the two bottom the left and right sides arch springing of described shaped steel arch and grillage (16-2).
8. according to plenty water weak surrounding rock major long tunnel construction method according to claim 7, it is characterized in that: profile steel frame described in step 4 is the full-annular type steelframe described Tunnel being carried out to supporting, described profile steel frame also comprises the tunnel bottom shape steel bracket bottom of described Tunnel being carried out to supporting, and the two ends of described tunnel bottom shape steel bracket are fastenedly connected with two arch springings of described shaped steel arch respectively;
Grid steel frame described in step 4 and cover encircle Composite Supporting System and also comprise and multiplely lay respectively at shaped steel described in many Pin and overlap the tunnel bottom steelframe (16-7) encircleing and carry out supporting immediately below (16-3) and to the bottom of described Tunnel, and the two ends of described tunnel bottom steelframe (16-7) are overlapped two arch springings encircleing (16-3) respectively and are fastenedly connected with shaped steel; Described in every Pin, shaped steel cover arch (16-3) all forms with the tunnel bottom steelframe (16-7) be positioned at immediately below it full-annular type steelframe described Tunnel being carried out to supporting;
There is the empty slag that a layer thickness is 20cm ~ 30cm the bottom of Tunnel described in step 4, carry out in excavation construction process to current constructed sections before backward, the described slag that needs bottom described Tunnel is cleared up before backward along longitudinal extension direction, tunnel, and bottom described Tunnel, lay the concrete that a layer thickness is 20cm ~ 30cm, form concrete cushion; Described tunnel bottom steelframe (16-7) is positioned on described concrete cushion.
9. according to the plenty water weak surrounding rock major long tunnel construction method described in claim 1 or 2, it is characterized in that: the tunnel construction sections that described inclined shaft auxiliary construction outlet section (2-4) gushes point (3) for existence one is prominent, described inclined shaft auxiliary construction outlet section (2-4) with roundabout flat lead crossing, intersection is led for flat in described roundabout flat intersection of leading between inclined shaft auxiliary construction outlet section (2-4), describedly prominently gushes point (3) and the described flat distance led between intersection is not more than 200m, described roundabout flat leading comprises that the inlet side being positioned at inclined shaft auxiliary construction outlet section (2-4) side is flat leads (5) and be positioned at that the outlet side of inclined shaft auxiliary construction outlet section (2-4) opposite side is flat leads (6), and described inlet side is flat leads (5) and outlet side and put down and lead (6) inside and to communicate and junction is therebetween that described putting down leads intersection, described inlet side is flat leads (5) and is positioned at that outlet side is flat leads (6) rear side, described inlet side is flat lead (5) for trapezoidal and its by with positive hole (2) middle part pilot tunnel (5-1) in parallel laying and the front side pilot tunnel (5-2) be connected between pilot tunnel (5-1) rear and front end, middle part and Zheng Dong (2) and rear side pilot tunnel (5-3), described outlet side is flat lead (6) by with positive hole (2) first pilot tunnel (6-1) in parallel laying and the second pilot tunnel (6-2) be positioned on rear side of the first pilot tunnel (6-1), described second pilot tunnel (6-2) and front side pilot tunnel (5-2) are laid on the same line, described inclined shaft auxiliary construction outlet section (2-4) side is provided with drain cavern (4), described drain cavern (4) is crossing with inclined shaft auxiliary construction outlet section (2-4) and intersection therebetween is drain cavern intersection, and the intersection between described first pilot tunnel (6-1) and inclined shaft auxiliary construction outlet section (2-4) is pilot tunnel intersection, described inclined shaft intersection, described drain cavern intersection, described pilot tunnel intersection, prominent gush point (3) and described flat lead intersection along positive hole (2) longitudinal extension direction by after to march forward row laying, described inclined shaft auxiliary construction outlet section (2-4) is with described inclined shaft intersection, described drain cavern intersection, described pilot tunnel intersection, prominent gush point (3) and describedly put down that to lead intersection be that boundary is divided into the first positive hole section (2-41) before backward, second positive hole section (2-42), 3rd positive hole section (2-43), 4th positive hole section (2-44) and the 5th positive hole section (2-45),
Wherein, carry out in excavation construction process to entrance section of tunnel (2-1), adopt inlet side ventilation fan (7) to carry out forced ventilation, and blown by the first air chimney (10-1) be laid in the Tunnel that excavated in entrance section of tunnel (2-1); Described inlet side ventilation fan (7) is positioned at outside the import of positive hole (2);
Carry out in excavation construction process to tunnel outlet section (2-2), adopt outlet side ventilation fan (8) to carry out forced ventilation, and blown by the second air chimney (10-2) be laid in the Tunnel that excavated in tunnel outlet section (2-2); Described outlet side ventilation fan (8) is positioned at outside the outlet of positive hole (2);
Carry out in excavation construction process to tunnel slope (1), the first ventilation fan (9-1) and/or the second ventilation fan (9-2) is adopted to carry out forced ventilation, and by being laid in the 3rd air chimney (10-3) in the Tunnel that excavated in tunnel slope (1) and/or the 4th air chimney (10-4) is blown, the air intake of described 3rd air chimney (10-3) is connected with the air outlet of the first ventilation fan (9-1), and the air intake of the 4th air chimney (10-4) is connected with the air outlet of the second ventilation fan (9-2); Described first ventilation fan (9-1) and the second ventilation fan (9-2) are all positioned at outside the hole of tunnel slope (1);
Carry out in excavation construction process to inclined shaft auxiliary construction inducer (2-3), adopt the first ventilation fan (9-1) to carry out forced ventilation, and blown by the 3rd air chimney (10-3) be laid in the Tunnel that excavated in tunnel slope (1) and inclined shaft auxiliary construction inducer (2-3);
When carrying out excavation construction to inclined shaft auxiliary construction outlet section (2-4), process is as follows:
Step 101, the first positive hole section excavation construction: before backward, excavation construction is carried out to the first positive hole section (2-41), adopt the second ventilation fan (9-2) to carry out forced ventilation in excavation construction process, and blown by the 4th air chimney (10-4) be laid in the Tunnel that excavated in tunnel slope (1) and the first positive hole section (2-41);
Step 102, the first relay air compartment construction: after the first positive hole section (2-41) excavation construction completes, to construct the first relay air compartment (11) at the rear side of described drain cavern intersection, described first relay air compartment (11) is built with the first relay air blower (11-1), the second relay air blower (11-2) and the 3rd relay air blower (11-3), and the air outlet of described 4th air chimney (10-4) communicates with the first relay air compartment (11) inside;
Step 103, second positive hole section and drain cavern excavation construction: after described first relay air compartment (11) has been constructed, before backward, excavation construction is carried out to the second positive hole section (2-42), the second ventilation fan (9-2) and the first relay air blower (11-1) or the second relay air blower (11-2) is adopted to carry out forced ventilation in excavation construction process, and five-way airduct (10-5) in the Tunnel excavated in the second positive hole section (2-42) by the 4th air chimney (10-4) that is laid in tunnel slope (1) and the first positive hole section (2-41) and being laid in or the 7th air chimney (10-7) are blown, the air intake of described five-way airduct (10-5) is connected with the air outlet of the first relay air blower (11-1), and the air intake of described 7th air chimney (10-7) is connected with the air outlet of the second relay air blower (11-2),
Simultaneously, before backward, excavation construction is carried out to drain cavern (4), adopt the second ventilation fan (9-2) and the 3rd relay air blower (11-3) to carry out forced ventilation in excavation construction process, and the 6th air chimney (10-6) in the Tunnel excavated in drain cavern (4) by the 4th air chimney (10-4) that is laid in tunnel slope (1) and the first positive hole section (2-41) and being laid in is blown; The air intake of described 6th air chimney (10-6) is connected with the air outlet of the 3rd relay air blower (11-3);
Step 104, the 3rd positive hole section and inlet side are flat leads excavation construction: before backward, carry out excavation construction to the 3rd positive hole section (2-43), adopt the second ventilation fan (9-2) and the second relay air blower (11-2) to carry out forced ventilation in excavation construction process, and blow with the 4th air chimney (10-4) in the first positive hole section (2-41) and the 7th air chimney (10-7) be laid in the second positive hole section (2-42) by being laid in tunnel slope (1); The air intake of described 7th air chimney (10-7) is connected with the air outlet of the second relay air blower (11-2);
Simultaneously, lead (5) by before backward carry out excavation construction to inlet side is flat, the second ventilation fan (9-2) and the first relay air blower (11-1) is adopted to carry out forced ventilation in excavation construction process, and by the 4th air chimney (10-4) that is laid in tunnel slope (1) and the first positive hole section (2-41) be laid in the five-way airduct (10-5) that the second positive hole section (2-42) and inlet side put down in the Tunnel of leading and having excavated in (5) and blow;
Step 105, outlet side is flat leads and the 5th section rear end, positive hole sections excavation construction: described inlet side is put down and led after (5) excavation construction completes, lead (6) by before backward carry out excavation construction to outlet side is flat, the second ventilation fan (9-2) and the second relay air blower (11-2) is adopted to carry out forced ventilation in excavation construction process, and by the 4th air chimney (10-4) that is laid in tunnel slope (1) and the first positive hole section (2-41) be laid in the second positive hole section (2-42), inlet side is flat leads flat 7th air chimney (10-7) of leading in the Tunnel that excavated in (6) of (5) and outlet side and blows,
Described 5th positive hole section (2-45) is divided into rear end sections and is positioned at the front side sections on front side of the sections of described rear end; And, described inlet side is flat leads after (5) excavation construction completes, before backward, excavation construction is carried out to described rear end sections, adopt the second ventilation fan (9-2) and the first relay air blower (11-1) to carry out forced ventilation in excavation construction process, and by the 4th air chimney (10-4) that is laid in tunnel slope (1) and the first positive hole section (2-41) and be laid in the second positive hole section (2-42), five-way airduct (10-5) that inlet side is put down in the Tunnel of leading and having excavated in (5) and described rear end sections blows;
Step 106, the second relay air compartment construction: after described rear end sections excavation construction completes, hold construction the second relay air compartment (12) in sections in the rear, described second relay air compartment (12) is built with the 4th relay air blower (12-1) and the 5th relay air blower (12-2), and the air outlet of described five-way airduct (10-5) communicates with the second relay air compartment (12) inside; Described second relay air compartment (12) is positioned at described flat front side of leading intersection; The air outlet of described five-way airduct (10-5) communicates with the second relay air compartment (12) inside;
Step 107, sections and the 4th positive hole section excavation construction on front side of 5th positive hole section: after described second relay air compartment (12) has been constructed, before backward, excavation construction is carried out to described front side sections, the second ventilation fan (9-2) is adopted in excavation construction process, first relay air blower (11-1) and the 4th relay air blower (12-1) carry out forced ventilation, and by being laid in tunnel slope (1) and the 4th air chimney (10-4) in the first positive hole section (2-41), be laid in the second positive hole section (2-42), inlet side is flat leads (5) and the five-way airduct (10-5) in the sections of described rear end and the 8th air chimney (10-8) be laid in the Tunnel that excavated in the sections of described front side is blown, the air intake of described 8th air chimney (10-8) is connected with the air intake of the 4th relay air blower (12-1),
Simultaneously, by after forward direction, excavation construction is carried out to the 4th positive hole section (2-44), the second ventilation fan (9-2) is adopted in excavation construction process, first relay air blower (11-1) and the 5th relay air blower (12-2) carry out forced ventilation, and by being laid in tunnel slope (1) and the 4th air chimney (10-4) in the first positive hole section (2-41), be laid in the second positive hole section (2-42), inlet side is flat leads (5) and the five-way airduct (10-5) in the sections of described rear end and the 9th air chimney (10-9) be laid in the Tunnel that excavated in described rear end sections and the 4th positive hole section (2-44) is blown, the air intake of described 9th air chimney (10-9) is connected with the air intake of the 5th relay air blower (12-2).
10. according to plenty water weak surrounding rock major long tunnel construction method according to claim 9, it is characterized in that: described in the first relay air compartment (11) described in step 102 and step 106, the second relay air compartment (12) is all the containment housing by Plate Welding.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510731306.9A CN105464669B (en) | 2015-10-31 | 2015-10-31 | Plenty water weak surrounding rock major long tunnel construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510731306.9A CN105464669B (en) | 2015-10-31 | 2015-10-31 | Plenty water weak surrounding rock major long tunnel construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105464669A true CN105464669A (en) | 2016-04-06 |
| CN105464669B CN105464669B (en) | 2017-11-14 |
Family
ID=55602774
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510731306.9A Active CN105464669B (en) | 2015-10-31 | 2015-10-31 | Plenty water weak surrounding rock major long tunnel construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105464669B (en) |
Cited By (21)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105822311A (en) * | 2016-05-17 | 2016-08-03 | 中铁十五局集团有限公司 | In-situ extension construction structure and method for extra-large-section tunnel with opening formed inside to enlarge working face |
| CN106014423A (en) * | 2016-06-24 | 2016-10-12 | 西安科技大学 | Short-distance coal seam roadway excavating and supporting method |
| CN106801405A (en) * | 2017-02-28 | 2017-06-06 | 中国电建集团华东勘测设计研究院有限公司 | A kind of method of underground rich water with the multiple issue pre-treatments of hole section |
| CN107237638A (en) * | 2017-06-28 | 2017-10-10 | 厦门理工学院 | Both wired concealed tunneling structure and its construction method are worn under a kind of |
| CN108086983A (en) * | 2017-12-18 | 2018-05-29 | 西安科技大学 | A kind of unsymmetrial loading tunnel construction method |
| CN108119162A (en) * | 2017-12-18 | 2018-06-05 | 西安科技大学 | A kind of unsymmetrial loading tunnel sidewall stability controls construction method |
| CN108166981A (en) * | 2017-12-31 | 2018-06-15 | 中铁十九局集团第二工程有限公司 | Tunnel soft rock large deformation section construction technology |
| CN108222979A (en) * | 2017-12-29 | 2018-06-29 | 中铁二局第工程有限公司 | Rich water karst waterproof and Drainage Construction of Tunnel method |
| CN108536927A (en) * | 2018-03-22 | 2018-09-14 | 广西信达高速公路有限公司 | A method of estimation deep tunnel equivalent cross-section is prominent to gush disaster earthquake intensity |
| CN109812270A (en) * | 2019-03-22 | 2019-05-28 | 贵州智华建设工程有限责任公司 | A kind of supporting construction and its construction method of Tunnel Passing rich water filled-type solution cavity |
| CN110284890A (en) * | 2019-07-16 | 2019-09-27 | 中铁五局集团第四工程有限责任公司 | A kind of clast stream formation tunnel excavation construction method and structure |
| CN110318762A (en) * | 2019-07-25 | 2019-10-11 | 中冶建工集团有限公司 | Advanced support method in hole at shallow buried covered excavation unsymmetrial loading tunnel roof fall |
| CN110512476A (en) * | 2019-09-05 | 2019-11-29 | 北京建工土木工程有限公司 | Soft base two-wire track laying method in a kind of Double Multi-Arch rich water tunnel |
| CN110685710A (en) * | 2019-11-01 | 2020-01-14 | 中建八局轨道交通建设有限公司 | Secondary lining construction method and system for intersection of main tunnel and double-layer construction transverse channel |
| CN110905562A (en) * | 2019-12-18 | 2020-03-24 | 黄河勘测规划设计研究院有限公司 | Advanced drainage support reinforcing method for surrounding rock of soil tunnel |
| CN110905530A (en) * | 2019-12-10 | 2020-03-24 | 中铁二十局集团第二工程有限公司 | Stability control construction method for water-rich soft rock tunnel penetrating fault fracture zone |
| CN111677530A (en) * | 2020-06-04 | 2020-09-18 | 中铁六局集团太原铁路建设有限公司 | Safe construction method for three-step temporary inverted arch at tunnel through section |
| CN112377208A (en) * | 2020-11-10 | 2021-02-19 | 中交一公局第五工程有限公司 | Construction method for shallow-buried bias tunnel portal |
| CN113153365A (en) * | 2021-03-16 | 2021-07-23 | 中铁四局集团第五工程有限公司 | Cross tunneling rapid construction method suitable for water-rich ventilation inclined shaft |
| CN113187512A (en) * | 2021-04-27 | 2021-07-30 | 中铁建云南交通建设管理有限公司 | Grouting and drainage construction method for large-scale water burst and mud outburst of karst tunnel |
| CN113863981A (en) * | 2021-11-16 | 2021-12-31 | 中国建筑第七工程局有限公司 | Water draining method for water burst of water-rich karst tunnel |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101798930A (en) * | 2010-03-24 | 2010-08-11 | 中铁十二局集团有限公司 | Rapid construction method of high-pressure water-rich fault zone of tunnel |
| CN102278142A (en) * | 2011-05-04 | 2011-12-14 | 中铁隧道集团二处有限公司 | Vacuum lightweight well-point dewatering method |
| CN102996133A (en) * | 2012-07-02 | 2013-03-27 | 中铁二十三局集团第四工程有限公司 | Construction method applicable to intersection between inclined shaft and slant hole of weak surrounding rock tunnel |
| CN103628915A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Dewatering and drainage method for large-section water-rich saturation fine-silt tunnel |
-
2015
- 2015-10-31 CN CN201510731306.9A patent/CN105464669B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101798930A (en) * | 2010-03-24 | 2010-08-11 | 中铁十二局集团有限公司 | Rapid construction method of high-pressure water-rich fault zone of tunnel |
| CN102278142A (en) * | 2011-05-04 | 2011-12-14 | 中铁隧道集团二处有限公司 | Vacuum lightweight well-point dewatering method |
| CN102996133A (en) * | 2012-07-02 | 2013-03-27 | 中铁二十三局集团第四工程有限公司 | Construction method applicable to intersection between inclined shaft and slant hole of weak surrounding rock tunnel |
| CN103628915A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Dewatering and drainage method for large-section water-rich saturation fine-silt tunnel |
Non-Patent Citations (4)
| Title |
|---|
| 任少强 等: "碎屑流地层大断面铁路隧道施工技术研究", 《土木工程学报》 * |
| 张德华 等: "高地应力软岩隧道中型钢与格栅支护适应性现场对比试验研究", 《岩石力学与工程学报》 * |
| 柴聚奎: "祁连山隧道硫磺沟斜井碎屑流地层围岩施工技术研究", 《中国优秀硕士学位论文全文数据库 工程科技II辑》 * |
| 王永顺 等: "兰新第二双线祁连山隧道施工关键技术", 《铁道建筑》 * |
Cited By (28)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105822311A (en) * | 2016-05-17 | 2016-08-03 | 中铁十五局集团有限公司 | In-situ extension construction structure and method for extra-large-section tunnel with opening formed inside to enlarge working face |
| CN105822311B (en) * | 2016-05-17 | 2018-01-02 | 中铁十五局集团有限公司 | The Super-large-section tunnel enlarging constructing structure in situ and construction method of the inside opening increase scope of operation |
| CN106014423A (en) * | 2016-06-24 | 2016-10-12 | 西安科技大学 | Short-distance coal seam roadway excavating and supporting method |
| CN106014423B (en) * | 2016-06-24 | 2018-05-11 | 西安科技大学 | The excavation and method for protecting support of a kind of shallow coal level lane |
| CN106801405A (en) * | 2017-02-28 | 2017-06-06 | 中国电建集团华东勘测设计研究院有限公司 | A kind of method of underground rich water with the multiple issue pre-treatments of hole section |
| CN107237638A (en) * | 2017-06-28 | 2017-10-10 | 厦门理工学院 | Both wired concealed tunneling structure and its construction method are worn under a kind of |
| CN108086983A (en) * | 2017-12-18 | 2018-05-29 | 西安科技大学 | A kind of unsymmetrial loading tunnel construction method |
| CN108119162A (en) * | 2017-12-18 | 2018-06-05 | 西安科技大学 | A kind of unsymmetrial loading tunnel sidewall stability controls construction method |
| CN108086983B (en) * | 2017-12-18 | 2019-05-14 | 西安科技大学 | A kind of unsymmetrial loading tunnel construction method |
| CN108119162B (en) * | 2017-12-18 | 2019-05-14 | 西安科技大学 | A kind of unsymmetrial loading tunnel sidewall stability control construction method |
| CN108222979A (en) * | 2017-12-29 | 2018-06-29 | 中铁二局第工程有限公司 | Rich water karst waterproof and Drainage Construction of Tunnel method |
| CN108222979B (en) * | 2017-12-29 | 2019-11-22 | 中铁二局第一工程有限公司 | Rich water karst waterproof and Drainage Construction of Tunnel method |
| CN108166981A (en) * | 2017-12-31 | 2018-06-15 | 中铁十九局集团第二工程有限公司 | Tunnel soft rock large deformation section construction technology |
| CN108536927A (en) * | 2018-03-22 | 2018-09-14 | 广西信达高速公路有限公司 | A method of estimation deep tunnel equivalent cross-section is prominent to gush disaster earthquake intensity |
| CN109812270A (en) * | 2019-03-22 | 2019-05-28 | 贵州智华建设工程有限责任公司 | A kind of supporting construction and its construction method of Tunnel Passing rich water filled-type solution cavity |
| CN110284890A (en) * | 2019-07-16 | 2019-09-27 | 中铁五局集团第四工程有限责任公司 | A kind of clast stream formation tunnel excavation construction method and structure |
| CN110318762A (en) * | 2019-07-25 | 2019-10-11 | 中冶建工集团有限公司 | Advanced support method in hole at shallow buried covered excavation unsymmetrial loading tunnel roof fall |
| CN110512476A (en) * | 2019-09-05 | 2019-11-29 | 北京建工土木工程有限公司 | Soft base two-wire track laying method in a kind of Double Multi-Arch rich water tunnel |
| CN110685710A (en) * | 2019-11-01 | 2020-01-14 | 中建八局轨道交通建设有限公司 | Secondary lining construction method and system for intersection of main tunnel and double-layer construction transverse channel |
| CN110905530A (en) * | 2019-12-10 | 2020-03-24 | 中铁二十局集团第二工程有限公司 | Stability control construction method for water-rich soft rock tunnel penetrating fault fracture zone |
| CN110905562A (en) * | 2019-12-18 | 2020-03-24 | 黄河勘测规划设计研究院有限公司 | Advanced drainage support reinforcing method for surrounding rock of soil tunnel |
| CN111677530A (en) * | 2020-06-04 | 2020-09-18 | 中铁六局集团太原铁路建设有限公司 | Safe construction method for three-step temporary inverted arch at tunnel through section |
| CN111677530B (en) * | 2020-06-04 | 2022-04-26 | 中铁六局集团太原铁路建设有限公司 | Safe construction method for three-step temporary inverted arch at tunnel through section |
| CN112377208A (en) * | 2020-11-10 | 2021-02-19 | 中交一公局第五工程有限公司 | Construction method for shallow-buried bias tunnel portal |
| CN113153365A (en) * | 2021-03-16 | 2021-07-23 | 中铁四局集团第五工程有限公司 | Cross tunneling rapid construction method suitable for water-rich ventilation inclined shaft |
| CN113187512A (en) * | 2021-04-27 | 2021-07-30 | 中铁建云南交通建设管理有限公司 | Grouting and drainage construction method for large-scale water burst and mud outburst of karst tunnel |
| CN113863981A (en) * | 2021-11-16 | 2021-12-31 | 中国建筑第七工程局有限公司 | Water draining method for water burst of water-rich karst tunnel |
| CN113863981B (en) * | 2021-11-16 | 2023-08-18 | 中国建筑第七工程局有限公司 | Water draining method for water-rich karst tunnel water burst |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105464669B (en) | 2017-11-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105464669A (en) | Water-rich weak surrounding rock long-and-big tunnel construction method | |
| CN104453921B (en) | A kind of Soft Rock Tunnel Excavation construction technology | |
| CN101994513B (en) | Method for constructing tunnel by finishing full section curtain grouting from upper-half section | |
| CN104074525B (en) | Full-face pouring, rectangular horizontal are freezed and pipe canopy joint reinforcement structure and method | |
| CN106437726B (en) | Shallow-depth-excavation tunnel crosses ground fissure crushed zone construction method | |
| CN106246194B (en) | The reinforcing Treatment Methods of tunnel roof fall wall caving | |
| CN108397201A (en) | The safe construction method of rock tunnel(ling) machine | |
| Meng et al. | Support technology for mine roadways in extreme weakly cemented strata and its application | |
| CN107091095A (en) | Existing tunnel MJS engineering methods stake reinforcement system and construction method are worn under water-rich sand layer shield | |
| CN103711492B (en) | A kind of jacking-type cable sleeve channel construction method | |
| CN105781573A (en) | Railway down-traversing highway tunnel double-layer casing pipe reinforcement double-pipe shed follow-pipe drilling construction method | |
| CN104612713A (en) | Super-shallow-buried section tunnel construction method | |
| CN115182737B (en) | Vertical orthogonal ejection type air duct structure of deeply buried subway station and construction method | |
| CN105909263A (en) | Eolian sand stratum highway tunnel structure and construction method thereof | |
| CN109296371A (en) | MJS method and horizontal freezing joint reinforcement pressure-bearing rich water arenaceous stratum overlap the system and its construction method that section is worn under station | |
| CN113266373A (en) | Freezing wall and cement reinforcement combined enclosure system in large-section tunnel construction and excavation method thereof | |
| Zhou et al. | Comprehensive review of artificial ground freezing applications to urban tunnel and underground space engineering in China in the last 20 years | |
| CN111677530B (en) | Safe construction method for three-step temporary inverted arch at tunnel through section | |
| CN205805546U (en) | A kind of drift-sand stratum highway tunnel structure | |
| CN109977480A (en) | Door opening shape section lining concrete temperature controlled anticracking tensile stress safety coefficient control design case method | |
| CN109668747B (en) | Mechanical method connection channel heading machine receiving model test platform and test method thereof | |
| CN208816132U (en) | Collapsible loess combination land pebble stratum tunneling air duct connects the ventilating shaft of shield tunnel | |
| CN106051452B (en) | A kind of energy storage being arranged in pile foundation and detecting system | |
| Lunardi et al. | The evolution of reinforcement of the advance core using fibre-glass elements | |
| CN107269283A (en) | A kind of big cross section tunneling subway station and running tunnel insertion construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |