CN103174438A - Tunnel vault cavity pumping backfill construction method - Google Patents
Tunnel vault cavity pumping backfill construction method Download PDFInfo
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- CN103174438A CN103174438A CN2013101037831A CN201310103783A CN103174438A CN 103174438 A CN103174438 A CN 103174438A CN 2013101037831 A CN2013101037831 A CN 2013101037831A CN 201310103783 A CN201310103783 A CN 201310103783A CN 103174438 A CN103174438 A CN 103174438A
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Abstract
The invention provides a tunnel vault cavity pumping backfill construction method. Firstly, a plurality of steel pipes or anchor rods are inserted into front soft and weak surrounding rock along the peripheral edges of a back supported steel arch support, the steel pipes or the anchor rods are used for forming an arch-shaped forepoling simple support structure with the back profile steel arch support as a supporting point, at least two steel pipes are pre-fixed in the middle of the simple support structure to be as a backfill concrete pumping pipe, then a layer of cover plates are paved on the top face of the simple support structure, a layer of fast setting concrete is spayed upwards with the simple support structure as a framework, an upper cavity is sealed, and after the sprayed sealing concrete is set, backfill concrete with preset thickness is pumped to the top face of the simple support structure through the pumping pipe.
Description
Technical field
The present invention relates to the constructing tunnel field, be specifically related to the cavity pumping backfill of a kind of tunnel vault and process job practices, be applicable to the construction processing in the various faces that cause due to landslide or solution cavity etc. in constructing tunnel, vault, hogback cavity.
Background technology
Build speedway in the mountain area, often to carry out constructing tunnel, diversified geology disease may be met in the tunnel in tunneling process, common are tunnel vault landslide or the unfavorable geologies such as solution cavity, solutional cavity, run into above-mentioned situation, face generally all can occur and cave in backward, cause face and rear to occur not supporting section of a large section weak surrounding rock between the Support Steel bow member and face empty exposedly, and further caving in also can appear in vault, formation vault cavity, the life security that jeopardizes the constructor.In order to ensure the security of the lives and property in work progress and the tunnel rear operation security that is open to the traffic, need to process the tunnel vault cavity.Processing method commonly used is anchoring shotcrete with wire mesh at present, namely sets anchor pole on weak surrounding rock, and shotcrete with wire mesh on anchor pole is reinforced weak surrounding rock.But the method often has the vault secondary slump accident that causes casualties to occur.
Summary of the invention
The object of the invention is to the defective for present anchoring shotcrete with wire mesh method existence, provide a kind of safer, economical and practical job practices to process vault empty, make engineering construction waltz through the prominent stone of the prominent mud in molten chamber, landslide, greatly across solution cavity area, footpath, guarantee personal safety as well as the property safety.
Technical scheme of the present invention is as follows:
A kind of tunnel vault cavity pumping backfill job practices is characterized in that:
(1) the hoop edge of the steel arch frame of supporting along the rear forwards inserts many steel pipes or anchor pole in weak surrounding rock, later side's shaped steel arch is the strong point, forms the leading freely supported structure of arch between bow member and the place ahead country rock in the wings with steel pipe or anchor pole;
(2) fixing at least 2 steel pipes are as the fill concrete pumping line in advance in the middle part of described freely supported structure, and wherein 1 pumping line send pipe as main jet, and remaining is standby pumping line; The upper end of every pumping line all exceeds the end face of described freely supported structure, and wherein the height of main pumping line upper end equals to want the concrete thickness of backfill, and the upper end of standby pumping line is higher than the concrete thickness of wanting backfill; 30-50cm is exposed in the freely supported structure bottom surface in the lower end of every pumping line;
(3) at described freely supported structure end face, lay one deck cover plate;
(4) below described freely supported structure, take many steel pipes forming freely supported structure or anchor pole as skeleton, upwards spray one deck fast hardening concrete, the top cavity is sealed;
(5) after closed concrete to be sprayed solidifies, by the fill concrete of main pumping line to freely supported structure end face pumping predetermined thickness.
Further, said method is further comprising the steps of:
(6) after the concrete coagulation of backfill, by the TOC pumping one deck sand of described standby pumping line to backfill, form the vault cushion coat, play cushioning effect when being used for dropping stone above cavity.
In said method, in described step (1), the rear end of described steel pipe or anchor pole is fixed on the top, hoop edge of the steel arch frame of supporting, rear, or inserts among the edge of steel arch frame, and the front end of described steel pipe or anchor pole inserts the place ahead weak surrounding rock 1m at least; Adjacent steel pipe or the arrangement pitch of anchor pole are 20cm-30cm.
In said method, in described step (2), also be fixed with in advance at least 1 steel pipe as fill concrete height detection pipe on described freely supported structure, the height of described detector tube upper end is less than or equal to the concrete height of wanting backfill.
In said method, in described step (3), the cover plate that arch freely supported structure end face is laid adopts the wrong hole placement of two-layer reinforced mesh, or adopts plank or asbestos shingle; The specification of described reinforced mesh is 15x15cm.
In said method, in described step (4), the thickness of the closed concrete of injection is 20cm.
In said method, in described step (5), adopt the layering pumping during pumping fill concrete, every layer of pumping thickness after the first floor concrete initial set of pumping, then one deck under pumping, successively increases below 0.7m, reaches at last predetermined backfill thickness.
In said method, the concrete thickness of pumping backfill is no more than 3m.
At first the present invention carries out leading freely-supported and sprayed mortar sealing to the vault cavity; adopt subsequently pumping concrete backfill vault empty; fill concrete is in the vault place; for the weak surrounding rock section; it is the equal of the process of country rock of once manually reinventing; bow member to normal constructing tunnel forms one deck containment vessel, can guarantee construction smoothly by bad geological section, thereby guarantee constructing tunnel and operation security.
Description of drawings
Fig. 1 is the concrete schematic diagram of tunnel vault cavity pumping backfill
The specific embodiment
Below by specific embodiment, and by reference to the accompanying drawings 1, method of the present invention is described.
In tunnel excavating process, when weak surrounding rock 1 occurring, the face formation cavity that caves in backward generally all can appear, cause face and had large section not supporting section weak surrounding rock to face between the supporting bow member empty exposed, jeopardize constructor's safety.Run into above-mentioned situation, the present invention adopts following steps to process:
Step 1: the hoop edge of the steel arch frame 2 of supporting along the rear, forwards insert many steel pipes or anchor pole in weak surrounding rock, later side's shaped steel arch is the strong point, forms the leading freely supported structure 3 of arch between bow member and the place ahead country rock in the wings with steel pipe or anchor pole.
In specific implementation process, different from span between weak surrounding rock according to the rear bow member, processing mode is different, and is specific as follows:
(1) span 2-3m can adopt the steel pipe of Φ 42 * 4mm, and adjacent steel pipe arranges according to circumferential distance 30cm.The steel pipe rear end must be inserted in the middle of steel arch frame edge, or inserts from the top, and with the bow member firm welding.The steel pipe front end inserts the place ahead weak surrounding rock 1m at least.
(2) span 3-5m adopts Φ 42 * 4mm steel pipe, and adjacent steel pipe arranges according to circumferential distance 20cm, and the steel pipe rear end must be inserted in the middle of the shaped steel arch edge, or the top inserts, and with the bow member firm welding.The steel pipe front end inserts the place ahead weak surrounding rock 1.5m at least.According to on-site actual situations, can suitably adopt and insert again isometric Φ 25 reinforcing bars in steel pipe, as reinforcement.
(3) span greater than 5m, adopts Φ 51 * 8mm self-feeding anchor pile, Φ 89 * 5mm steel pipe, but the perhaps material of the continuous welding such as I16 shaped steel, according to hoop 30cm pitch arrangement, the rear end must be inserted in the middle of the shaped steel arch edge, or the top inserts, and with the bow member firm welding.Front end inserts weak surrounding rock and is no less than 2m.Insert Weak Surrounding Rock Construction, can adopt the excavator pushing tow, manually the method such as ram according to on-site actual situations.Guarantee that the on-the-spot steel and rear bow member and the place ahead country rock of supporting form a freely supported structure, can bear the gravity of next step pumping of concrete.
Step 2: at the leading freely supported structure middle part of setting up, fixing at least 2 steel pipes are as the fill concrete pumping line in advance, and wherein 1 pumping line send pipe 4 as main jet, and remaining is standby pumping line 5; The upper end of every pumping line all exceeds the end face of described freely supported structure, and wherein the height of main pumping line upper end equals to want the concrete thickness of backfill, and the upper end of standby pumping line is higher than the concrete thickness of wanting backfill; 30-50cm is exposed in the freely supported structure bottom surface in the lower end of every pumping line.
Described pumping line can adopt Φ 125 steel pipes, and the lower end welding flange is convenient to be connected with the concrete transfer pump pipe of outside.
Make default pumping line be positioned at the vault cavity center as far as possible.It is to prevent fortuitous event to cause main pump to send the pipe plug pipe that standby pumping line one is set, the 2nd, and carry out pumping sand and use after the pumping concrete backfill is completed.
Fixing at least 1 Φ 42 steel pipe also can be set in addition as pumping concrete height detection pipe 6 on freely supported structure.Detector tube 6 can be established many, and it highly divides ladder to install, and when pumping concrete construction, when the concrete height of backfill surpassed the height of certain root detector tube, this detector tube can flow out slurries.According to the situation of the detector tube of differing heights outflow slurries, can draw the thickness of pumping of concrete this moment, realize the classification pumping, effectively control pumping height.
Step 3: at described freely supported structure end face, lay one deck cover plate.
The effect of cover plate is the template of spraying closed concrete as next step, generally can adopt freely supported structure top caping double steel bar net sheet (specification 15X15cm, place in wrong hole) or plank or asbestos shingle.
Step 4: below described freely supported structure, take many steel pipes forming freely supported structure or anchor pole as skeleton, upwards spray one deck fast hardening concrete, the top cavity is sealed.
For guaranteeing constructor's safety, the constructor should not be exposed to below cavity, can adopt remote injection concrete construction, suitably strengthens and sprays blast, and increasing accelerating admixture volume is to guarantee construction effect.Generally select C25 to spray concrete, sprayed mortar thickness generally is advisable at 20cm.
Step 5: after closed concrete to be sprayed solidifies, by the fill concrete 7 of main pumping line to freely supported structure end face pumping predetermined thickness.
The concrete of backfill is selected concrete grade and slump according to different situations.The concrete that generally adopts C15-C25 to satisfy the pumping needs gets final product, and can suitably strengthen sand coarse aggregate ratio, is convenient to pumping.During at the same time with the prominent stone geological disaster situation of prominent mud, pumping concrete construction is not only cavity above the prominent mud of backfill, support the place ahead country rock and also be necessary to reinforce the prominent mudstone body in below, can select C25-C30 than high-grade concrete this moment, heighten slump between 20-25cm, allow more cement grout be seeped in prominent mudstone body under freely, reinforce the prominent stone body of prominent mud, guarantee next step excavation steadily, safety.
The concrete of backfill at the vault cavity less than 150m
3Can adopt pumping closely knit when following, greater than 150m
3Cavity, adopt overall control, pump output generally is no more than 250m
3, thickness is no more than 3m.This thickness is that freely supported structure vault highest point is to the height of fill concrete end face.
The pumping fill concrete adopts the method for hierarchical layered pumping, and one time pump output can not be excessive, and general control pumping thickness for the first time below 0.7m, after the pumping of concrete initial set, then is gone second layer pumping, controls pumping thickness by detector tube.Successively increase, reach at last expectation thickness.
Backfill layer is damaged than ratchel for preventing that cavity top from dropping, after the concrete coagulation of backfill, also can form the vault cushion coat by the TOC pumping one deck sand 8 of described standby pumping line to backfill, play cushioning effect when being used for dropping stone above cavity.
Claims (10)
1. tunnel vault cavity pumping backfill job practices is characterized in that:
(1) the hoop edge of the steel arch frame of supporting along the rear forwards inserts many steel pipes or anchor pole in weak surrounding rock, later side's shaped steel arch is the strong point, forms the leading freely supported structure of arch between bow member and the place ahead country rock in the wings with steel pipe or anchor pole;
(2) fixing at least 2 steel pipes are as the fill concrete pumping line in advance in the middle part of described freely supported structure, and wherein 1 pumping line send pipe as main jet, and remaining is standby pumping line; The upper end of every pumping line all exceeds the end face of described freely supported structure, and wherein the height of main pumping line upper end equals to want the concrete thickness of backfill, and the upper end of standby pumping line is higher than the concrete thickness of wanting backfill; 30-50cm is exposed in the freely supported structure bottom surface in the lower end of every pumping line;
(3) at described freely supported structure end face, lay one deck cover plate;
(4) below described freely supported structure, take many steel pipes forming freely supported structure or anchor pole as skeleton, upwards spray one deck fast hardening concrete, the top cavity is sealed;
(5) after closed concrete to be sprayed solidifies, by the fill concrete of main pumping line to freely supported structure end face pumping predetermined thickness.
2. tunnel vault cavity pumping backfill job practices according to claim 1, is characterized in that, further comprises:
(6) after the concrete coagulation of backfill, by the TOC pumping one deck sand of described standby pumping line to backfill, form the vault cushion coat, play cushioning effect when being used for dropping stone above cavity.
3. tunnel vault according to claim 1 and 2 cavity pumping backfill job practices, it is characterized in that: in described step (1), the rear end of described steel pipe or anchor pole is fixed on the top, hoop edge of the steel arch frame of supporting, rear, or insert among the edge of steel arch frame, the front end of described steel pipe or anchor pole inserts the place ahead weak surrounding rock 1m at least.
4. tunnel vault according to claim 1 and 2 cavity pumping backfill job practices, it is characterized in that: in described step (1), adjacent steel pipe or the arrangement pitch of anchor pole are 20cm-30cm.
5. tunnel vault according to claim 1 and 2 cavity pumping backfill job practices, it is characterized in that: in described step (2), also be fixed with in advance at least 1 steel pipe as fill concrete height detection pipe on described freely supported structure, the height of described detector tube upper end is less than or equal to the concrete height of wanting backfill.
6. tunnel vault according to claim 1 and 2 cavity pumping backfill job practices is characterized in that: in described step (3), the cover plate that arch freely supported structure end face is laid adopts two-layer reinforced mesh wrong hole to place, or employing plank or asbestos shingle.
7. tunnel vault according to claim 6 cavity pumping backfill job practices, it is characterized in that: the specification of described reinforced mesh is 15x15cm.
8. tunnel vault according to claim 1 and 2 cavity pumping backfill job practices, it is characterized in that: in described step (4), the thickness of the closed concrete of injection is 20cm.
9. tunnel vault according to claim 1 and 2 cavity pumping backfill job practices, it is characterized in that: in described step (5), adopt the layering pumping during pumping fill concrete, every layer of pumping thickness is below 0.7m, after the first floor concrete initial set of pumping, one deck under pumping, successively increase again, reaches at last predetermined backfill thickness.
10. tunnel vault according to claim 1 and 2 cavity pumping backfill job practices, it is characterized in that: the concrete thickness of pumping backfill is no more than 3m.
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| CN2013101037831A CN103174438A (en) | 2013-03-25 | 2013-03-25 | Tunnel vault cavity pumping backfill construction method |
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| CN2013101037831A CN103174438A (en) | 2013-03-25 | 2013-03-25 | Tunnel vault cavity pumping backfill construction method |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103775102A (en) * | 2014-02-11 | 2014-05-07 | 姜凌宇 | Down-the-hole drill follow-pipe hole-forming backfill concrete stable free face collapse processing construction method |
| CN103939110A (en) * | 2014-05-07 | 2014-07-23 | 中铁第一勘察设计院集团有限公司 | Strengthening system for slight cracking of existing tunnel arch portion lining |
| CN103953366A (en) * | 2014-05-20 | 2014-07-30 | 长安大学 | Middle separation wall top original lining cavity backfilling construction method when single-hole tunnel is changed into multiple arches |
| CN104196546A (en) * | 2014-08-06 | 2014-12-10 | 山东大学 | Treatment method for fault fracture zone collapse in tunnel construction process |
| CN104879136A (en) * | 2015-04-17 | 2015-09-02 | 山东大学 | Supporting and protecting system for tunnel penetrating weak and broken formations of karst cave and mounting method of supporting and protecting system |
| CN104975861A (en) * | 2015-07-21 | 2015-10-14 | 招商局重庆交通科研设计院有限公司 | Non-disturbance type supporting structure used for tunnel vault collapsed cavity processing |
| CN106894826A (en) * | 2017-05-08 | 2017-06-27 | 中国水利水电建设工程咨询中南有限公司 | The supporting construction and method for protecting support of section of being caved in a kind of hole |
| CN107701194A (en) * | 2017-09-14 | 2018-02-16 | 中铁十九局集团第二工程有限公司 | A kind of construction method repaired to tunnel after landslide |
| CN109882205A (en) * | 2019-03-28 | 2019-06-14 | 中铁二院工程集团有限责任公司 | It is a kind of to pass through large-scale suspention backfill structure and construction method without filling solution cavity tunnel |
| CN110748363A (en) * | 2019-10-10 | 2020-02-04 | 太原理工大学 | Method for treating and supporting roof caving area of roadway under loess layer |
| CN111365043A (en) * | 2020-03-11 | 2020-07-03 | 山东科技大学 | Method for treating tunnel collapse by using pavilion type support |
| CN111502748A (en) * | 2020-04-21 | 2020-08-07 | 中铁二院工程集团有限责任公司 | Construction method for backfilling foundation of railway crossing giant karst cave |
| CN113389190A (en) * | 2021-06-23 | 2021-09-14 | 武钢集团昆明钢铁股份有限公司 | Rapid treatment method for plate bottom void of narrow area of red viscous soil factory |
| CN111119938B (en) * | 2019-12-30 | 2022-02-11 | 中交路桥华南工程有限公司 | Method for processing karst cave at upper part of tunnel |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5183356A (en) * | 1988-07-23 | 1993-02-02 | Putzmeister-Werk Maschinenfabrik Gmbh | Method and device for distributing pumpable thick matter into several delivery pipes |
| CN101781990A (en) * | 2009-12-30 | 2010-07-21 | 中铁十二局集团有限公司 | Construction method for dealing with tunnel collapses |
| CN102943466A (en) * | 2012-11-14 | 2013-02-27 | 中铁十二局集团有限公司 | Construction method for miniature steel pipe concrete pile to penetrate through roadbed layer for reinforcing soft foundation construction |
-
2013
- 2013-03-25 CN CN2013101037831A patent/CN103174438A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5183356A (en) * | 1988-07-23 | 1993-02-02 | Putzmeister-Werk Maschinenfabrik Gmbh | Method and device for distributing pumpable thick matter into several delivery pipes |
| CN101781990A (en) * | 2009-12-30 | 2010-07-21 | 中铁十二局集团有限公司 | Construction method for dealing with tunnel collapses |
| CN102943466A (en) * | 2012-11-14 | 2013-02-27 | 中铁十二局集团有限公司 | Construction method for miniature steel pipe concrete pile to penetrate through roadbed layer for reinforcing soft foundation construction |
Non-Patent Citations (1)
| Title |
|---|
| 张立忠等: "土模回填泵送混凝土技术在隧道塌方处理中的应用", 《施工技术》 * |
Cited By (20)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103775102A (en) * | 2014-02-11 | 2014-05-07 | 姜凌宇 | Down-the-hole drill follow-pipe hole-forming backfill concrete stable free face collapse processing construction method |
| CN103775102B (en) * | 2014-02-11 | 2016-06-08 | 中国水利水电第五工程局有限公司 | Hidden hole drilling is stablized free face with pipe pore-forming backfill concrete and is processed landslide construction method |
| CN103939110A (en) * | 2014-05-07 | 2014-07-23 | 中铁第一勘察设计院集团有限公司 | Strengthening system for slight cracking of existing tunnel arch portion lining |
| CN103953366A (en) * | 2014-05-20 | 2014-07-30 | 长安大学 | Middle separation wall top original lining cavity backfilling construction method when single-hole tunnel is changed into multiple arches |
| CN103953366B (en) * | 2014-05-20 | 2016-03-23 | 长安大学 | Mid-board top former lining cutting cavity backfill construction method when single hole tunnel changes arcading into |
| CN104196546A (en) * | 2014-08-06 | 2014-12-10 | 山东大学 | Treatment method for fault fracture zone collapse in tunnel construction process |
| CN104196546B (en) * | 2014-08-06 | 2016-04-06 | 山东大学 | A kind of constructing tunnel process interrupt layer zone of fracture Treatment for collapse method |
| CN104879136A (en) * | 2015-04-17 | 2015-09-02 | 山东大学 | Supporting and protecting system for tunnel penetrating weak and broken formations of karst cave and mounting method of supporting and protecting system |
| CN104879136B (en) * | 2015-04-17 | 2017-05-31 | 山东大学 | Weak broken formation tunnel support system and installation method for passing through solution cavity |
| CN104975861A (en) * | 2015-07-21 | 2015-10-14 | 招商局重庆交通科研设计院有限公司 | Non-disturbance type supporting structure used for tunnel vault collapsed cavity processing |
| CN106894826A (en) * | 2017-05-08 | 2017-06-27 | 中国水利水电建设工程咨询中南有限公司 | The supporting construction and method for protecting support of section of being caved in a kind of hole |
| CN106894826B (en) * | 2017-05-08 | 2024-02-23 | 中国水利水电建设工程咨询中南有限公司 | Supporting structure and supporting method for collapse section in hole |
| CN107701194A (en) * | 2017-09-14 | 2018-02-16 | 中铁十九局集团第二工程有限公司 | A kind of construction method repaired to tunnel after landslide |
| CN109882205A (en) * | 2019-03-28 | 2019-06-14 | 中铁二院工程集团有限责任公司 | It is a kind of to pass through large-scale suspention backfill structure and construction method without filling solution cavity tunnel |
| CN109882205B (en) * | 2019-03-28 | 2024-01-19 | 中铁二院工程集团有限责任公司 | Suspension backfill structure penetrating through large filling-free karst cave tunnel and construction method |
| CN110748363A (en) * | 2019-10-10 | 2020-02-04 | 太原理工大学 | Method for treating and supporting roof caving area of roadway under loess layer |
| CN111119938B (en) * | 2019-12-30 | 2022-02-11 | 中交路桥华南工程有限公司 | Method for processing karst cave at upper part of tunnel |
| CN111365043A (en) * | 2020-03-11 | 2020-07-03 | 山东科技大学 | Method for treating tunnel collapse by using pavilion type support |
| CN111502748A (en) * | 2020-04-21 | 2020-08-07 | 中铁二院工程集团有限责任公司 | Construction method for backfilling foundation of railway crossing giant karst cave |
| CN113389190A (en) * | 2021-06-23 | 2021-09-14 | 武钢集团昆明钢铁股份有限公司 | Rapid treatment method for plate bottom void of narrow area of red viscous soil factory |
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Application publication date: 20130626 |