CN102704939B - Combined steel temporary supporting excavation method for tunnel with extra-large section - Google Patents
Combined steel temporary supporting excavation method for tunnel with extra-large section Download PDFInfo
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- CN102704939B CN102704939B CN201210212451.2A CN201210212451A CN102704939B CN 102704939 B CN102704939 B CN 102704939B CN 201210212451 A CN201210212451 A CN 201210212451A CN 102704939 B CN102704939 B CN 102704939B
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Abstract
The invention discloses a combined steel temporary supporting excavation method for a tunnel with an extra-large section. The combined steel temporary supporting excavation method comprises the following steps of: firstly excavating and supporting left and right upper pilot tunnels; secondly excavating and supporting left and right middle pilot tunnels, and left and right lower pilot tunnels, and excavating a pilot tunnel on the left lower part of the tunnel section; thirdly, setting temporary mid-partition supports and temporary steel supports for all parts; and finally, dismounting the temporary combined upright post steel supports of the left upper pilot tunnel and the right upper pilot tunnel, and pouring the second liner reinforced concrete, excavating core soil and carrying out inverted arch construction to the middle part of the tunnel. The combined steel temporary supporting excavation method uses a combined steel support to replace a temporary excavation method of the core soil, solves the technical difficulties that the excavation period is long, the construction quality cannot be ensured, the construction is difficult, and the like, and also solves the technical problems of ensuring the quick construction for the super-large section and the construction quality. A steel truss is used to replace the construction for the upper core soil, so that not only the construction safety of the tunnel can be improved, but also the tunnel excavation and the support speed can be quickened.
Description
Technical field
The present invention relates to a kind of engineering construction method, particularly a kind of extra-large cross-section tunnel combination shaped steel temporary supporting excavation method.
Background technology
For the large cross-section tunnel that is positioned at downtown area, city central authorities, shallow buried covered excavation, safe construction is emphasis.The common excavation method of extra-large cross-section bored tunnel is that branch carries out by large section minute left and right sidewall, and extra-large cross-section tunnel excavation construction method is mainly the construction of double side wall pilot tunnel method.This construction method is mainly tunnel excavation to be divided into nine times excavate, safety when this kind of excavation method excavation can guarantee to excavate, but there is following deficiency: 1, excavating sequences is many, and working procedure is complicated, long in time limit.2, quality is difficult to be guaranteed: because two base tunnels hole, left and right is difficult to remain on same straight line when Core Soil excavate because separated, seal into the bow member of ring by Core Soil, cause the bow member sometimes cannot closure; 3, be unfavorable for the outward transport of slagging tap in tunnel, because of excavation with guide pit section narrower, vehicle tissue and difficulty thereof.In view of extra-large cross-section tunnel and Double sidewall pilot tunnel method working procedure steel arch framves many, each section are difficult to seal into ring, quality, cannot guarantee, the deficiency such as construction organization difficulty.
Therefore be badly in need of that a kind of excavation duration is short, construction quality is high and the easy extra-large cross-section tunnel driving method of construction organization.
Summary of the invention
In view of this, technical problem to be solved by this invention is to provide that a kind of excavation duration is short, construction quality is high and construction organization is easy to extra-large cross-section tunnel driving method.
The object of the invention is to propose a kind of extra-large cross-section tunnel combination shaped steel temporary supporting excavation method.
The object of the present invention is achieved like this:
Extra-large cross-section provided by the invention tunnel combination shaped steel temporary supporting excavation method, comprises the following steps:
The 1st step: upper left pilot drive and supporting at tunnel cross-section upper left quarter excavation pilot tunnel, until then the vault of tunnel cross-section arranges interim mid-board supporting at upper left pilot tunnel, arrange the interim type steel support in upper left simultaneously;
The 2nd step: upper right pilot drive and supporting, at tunnel cross-section upper right quarter excavation pilot tunnel, until the vault of tunnel cross-section; Then at upper right pilot tunnel, interim mid-board supporting is set, removes the pilot tunnel mid-board supporting of interim upper left, the interim type steel support in upper right is set simultaneously;
The 3rd step: left pilot drive and supporting, at the left portion of tunnel cross-section excavation pilot tunnel, then at left pilot tunnel, interim mid-board supporting is set, left interim type steel support is set simultaneously;
The 4th step: right pilot drive and supporting, at tunnel cross-section right middle excavation pilot tunnel, then at right pilot tunnel, interim mid-board supporting is set, right interim type steel support is set simultaneously;
The 5th step: lower-left pilot drive and supporting, at tunnel cross-section lower left quarter excavation pilot tunnel, then at lower-left pilot tunnel, interim mid-board supporting is set, the interim type steel support in lower-left is set simultaneously;
The 6th step: bottom right pilot drive and supporting, at tunnel cross-section right lower quadrant excavation pilot tunnel, then at bottom right pilot tunnel, interim mid-board supporting is set, the interim type steel support in bottom right is set simultaneously;
The 7th step: the temporary assembly type column steel of removing upper left pilot tunnel and upper right pilot tunnel supports;
The 8th step: two lining steel bar concretes are built;
The 9th step: Core Soil excavation, first carry out Core Soil middle part excavation, complete after the soil excavation of core middle part, then carry out Core Soil bottom excavation;
The 10th step: middle part, tunnel inverted arch construction;
Further, the interim type steel support in described upper left comprise the interim type steel support of upper left wall along tunnel wall setting, be arranged at the left combination type steel support between Core Soil top and tunnel vault and be horizontally set at tunnel wall and Core Soil between the laterally interim type steel support in upper left; The interim type steel support in described upper right comprise the interim type steel support of upper right wall along tunnel wall setting, be arranged at the upper right combination type steel support between Core Soil top and tunnel vault and be horizontally set at tunnel wall and Core Soil between the laterally interim type steel support in upper right.
Further, described left interim type steel support comprises the interim type steel support of left wall along tunnel wall setting, the left steel that is arranged at Core Soil middle part supports and be horizontally set at the left laterally interim type steel support between tunnel wall and Core Soil; The right steel that described right interim type steel support comprises the interim type steel support of right wall along tunnel wall setting, be arranged at Core Soil middle part supports and is horizontally set at the right laterally interim type steel support between tunnel wall and Core Soil.
Further, the interim type steel support in described lower-left comprises the interim type steel support of lower-left wall and the lower-left steel support that is arranged at Core Soil bottom along tunnel wall setting; The interim type steel support in described bottom right comprises the interim type steel support of bottom right wall and the bottom right steel support that is arranged at Core Soil bottom along tunnel wall setting.
Further, also comprise and gather vertical axis power, supporting stress and the axis force of anchor signal that described various steel supports.
The invention has the advantages that: the present invention adopts combination type steel support to substitute the interim excavation method of Core Soil, the technical barriers such as excavation is long in time limit, construction quality cannot guarantee, construction organization difficulty have been solved, for realizing the rapid construction of extra-large cross-section, the technical problem that construction quality can be guaranteed.For large section tunnel, on top, utilize the one-sided wall construction of steel truss replacement top Core Soil, and auxiliary construction measure and operation.Steel truss replaces the construction of top Core Soil, not only can improve the safety of constructing tunnel, and accelerate tunnel excavation and support speed, for carrying out as early as possible Tunnel Second Lining, provide precondition, obtain significant economic worth and social effect, there is great engineering significance.
The more traditional double side wall pilot tunnel method of this invention has following advantage: 1, construction speed is obviously accelerated; 2, can make the type steel support of each section all seal into ring, guarantee the construction quality of Tunnel, simultaneously for two linings of constructing as early as possible provide condition; 3, take down as early as possible Core Soil and be conducive to on-the-spot traffic organization and transportation; 4, reduce the consumption of temporary steel support, be beneficial to saving steel consumption.
In the work progress in whole tunnel, utilize monitoring means, collect vertical steel axial force of the supports, preliminary bracing stress, axis force of anchor etc., implement dynamic monitoring for the safety of monitoring at any time tunnel, and provide foundation for post analysis deal with data, further prioritization scheme, simultaneously for other similar engineerings provide reference.
Other advantage of the present invention, target and feature will be set forth to a certain extent in the following description, and to a certain extent, based on will be apparent to those skilled in the art to investigating below, or can be instructed from the practice of the present invention.The objects and other advantages of the present invention can be passed through manual below, claims, and in accompanying drawing, specifically noted structure realizes and obtains.
Accompanying drawing explanation
In order to make the object, technical solutions and advantages of the present invention clearer, below in conjunction with accompanying drawing, the present invention is described in further detail, wherein:
The extra-large cross-section tunnel combination shaped steel temporary supporting excavation method flow chart that Fig. 1 provides for the embodiment of the present invention;
The type steel support structure drawing that Fig. 2 provides for the embodiment of the present invention;
The extra-large cross-section combination shaped steel temporary supporting excavation method sequence of excavation figure that Fig. 3 provides for the embodiment of the present invention;
The vertical supporting working drawing that Fig. 4 provides for the embodiment of the present invention;
Excavation and supporting construction figure that Fig. 5 tops bar for the left pilot tunnel that the embodiment of the present invention provides;
Excavation and the supporting construction figure of step in the right pilot tunnel that Fig. 6 provides for the embodiment of the present invention;
The interim column steel supporting removal working drawing that Fig. 7 provides for the embodiment of the present invention.
Wherein, first steel supports 1, second steel and supports 2, the 3rd steel supports 3, steel arch frame 4, channel steel support 5.
The specific embodiment
Below with reference to accompanying drawing, the preferred embodiments of the present invention are described in detail; Should be appreciated that preferred embodiment is only for the present invention is described, rather than in order to limit the scope of the invention.
The extra-large cross-section tunnel combination shaped steel temporary supporting excavation method flow chart that Fig. 1 provides for the embodiment of the present invention; The type steel support structure drawing that Fig. 2 provides for the embodiment of the present invention, the extra-large cross-section combination shaped steel temporary supporting excavation method sequence of excavation figure that Fig. 3 provides for the embodiment of the present invention, as shown in the figure: extra-large cross-section provided by the invention tunnel combination shaped steel temporary supporting excavation method, comprises the following steps:
First by ansys finite element software, set up the operating mode of its tunnel excavation, analyze each the most unfavorable processing condition in tunnel excavation process, find out maximum stress, for determining of support parameters, after determining, again apply the reasonability that each parameter is determined in finite element analysis, finally determine various vertical steels supports, laterally steel support, preliminary bracing parameter that steel truss replaces Core Soil, arrive optimized design, cost-saving.Then carry out following steps:
(1) left pilot tunnel is topped bar excavation and supporting
Before excavation, first perform this tunnel top advance anchor bolt, after excavation, perform immediately this place's preliminary bracing and temporary lining
(2) the interim column steel of left pilot tunnel supports
Until left pilot tunnel, top bar after excavation excavation 3m, start to perform vertical temporary steel support.
First step machinery levelling place, formwork erection, builds the thick fast hard C25 concrete apart from the wide 10cm of center line 2.5m;
Second step completely spreads the thick billet of the wide 2cm of 2m on blinding concrete, adopts carrier loader to be transported to stand place, the auxiliary handling of crane;
The 3rd step performs first steel and supports 1 for vertical supporting, vertical supporting working drawing as shown in Figure 4, and guarantee vertical, because tunnel excavation height cannot be accomplished very accurate, after vertical good to i iron, column is too short cannot contact vault time, and the steel plate that adds 400 * 400 * 20mm on the top of i iron is carved son, steel support is closely connected with the space between steel arch frame, and steel plate piece number is determined by on-site actual situations;
The 4th step performs second steel and supports 2 for vertical supporting, and guarantee vertical, because tunnel excavation height cannot be accomplished very accurate, after standing well to i iron, column is too short cannot contact vault time, the steel plate that adds 400 * 400 * 20mm on the top of i iron is carved son, and steel support is closely connected with the space between steel arch frame 4, and steel plate piece number is determined by on-site actual situations;
The 5th step performs horizontal connection and bridging (from the bottom to top); First steel supports between 1 and second steel support 2 and connects by a plurality of channel steel supports 5;
The 6th step performs longitudinal connection and bridging (from the bottom to top).
(3) right pilot tunnel is topped bar excavation and supporting
As shown in Figure 5, until left and right, pilot tunnel face staggers after 15m, starts the excavation that right pilot tunnel is topped bar, and each drilling depth is less than 1m.
The first step is excavated right pilot tunnel and is performed preliminary bracing;
Second step mechanical removal temporary lining 1;
The 3rd step is built the thick fast hard C25 concrete apart from the wide 10cm of center line 2.5m;
The 4th step completely spreads the thick billet of the wide 2cm of 2m on blinding concrete, adopts agricultural vehicle to be transported to stand place, the auxiliary handling of crane;
The 5th step performs the 3rd steel and supports 3 for vertical supporting, and guarantee vertical, because tunnel excavation height cannot be accomplished very accurate, after standing well to i iron, column is too short cannot contact vault time, the steel plate that adds 400 * 400 * 20mm on the top of i iron is carved son, and steel support is closely connected with the space between steel arch frame 4, and steel plate piece number is determined by on-site actual situations;
The 6th step performs horizontal connection and bridging (from the bottom to top); Second steel supports between 2 and the 3rd steel supports 3 and connects by a plurality of channel steel supports 5;
The 7th step performs longitudinal connection and bridging (from the bottom to top).
(4) excavation and the supporting of step in left pilot tunnel
The excavation that starts step in left pilot tunnel can be topped bar and synchronize driving with left pilot tunnel; Each drilling depth is less than 1.2m.
Bench excavation in the left pilot tunnel of the first step;
The preliminary bracing of second step abutment wall and central core soil temporary lining pre-buried junction plate
The 3rd step cross binding 4 is installed;
(5) excavation and the supporting of step in right pilot tunnel
As shown in Figure 6, until step face in left pilot tunnel, apart from the excavation and the supporting that start to perform step in right pilot tunnel after step 10m in right side, each drilling depth is less than 1.2m.Concrete implementation step is referring to excavation and the supporting of step in (4) left pilot tunnel.
(6) excavation and the supporting that get out of a predicament or an embarrassing situation in left hole
When in left pilot tunnel, the excavation certain distance of step possesses the excavation condition of getting out of a predicament or an embarrassing situation, start according to excavation and the supporting of getting out of a predicament or an embarrassing situation, each drilling depth is less than 1.2m.
(7) right pilot tunnel is got out of a predicament or an embarrassing situation excavation and supporting
Until left pilot tunnel, get out of a predicament or an embarrassing situation and after face is got out of a predicament or an embarrassing situation 10m apart from right side, start to perform excavation and the supporting of step in right pilot tunnel, each drilling depth is less than 1.2m.Excavation and supporting that concrete implementation step is got out of a predicament or an embarrassing situation referring to (6) left pilot tunnel.
(8) interim column steel supporting removal
As shown in Figure 7, after the excavation 10 ~ 15m that gets out of a predicament or an embarrassing situation under right pilot tunnel and tunnel subsidence basicly stable after, top bar interim column steel of manual demolition supports; Each dismounting length and secondary lining are built same length.
The first step is set up high scaffold (adopting three row's scaffolds) at relevant work face according to longitudinal and transverse, step pitch 0.6m, the longitudinal bridging of manual demolition and laterally bridging, and material is transported to earth's surface with crane, outside carrier loader is transported to hole.
Second step manual demolition laterally connects and longitudinally connects, and material is transported to earth's surface with crane;
The 3rd step is manually removed with oxygen welding 1 and the 3rd steel of first steel support supporting as interim column steel and is supported 3, during dismounting, must strain i iron with crane, preventing that i iron from falling injures operating personnel by a crashing object, final material with crane handling to earth's surface, outside carrier loader is transported to hole;
The 4th step is manually removed with oxygen welding second steel supporting as interim column steel and is supported 2, during dismounting, must strain i iron with crane, prevent from that i iron from falling to injure operating personnel by a crashing object, final material with crane handling to earth's surface, outside agricultural vehicle is transported to hole;
(9) excavation of middle and lower part Core Soil
Wait the interim column steel supporting removal of topping bar, surpass after 5m, start mechanical equivalent of light excavation Core Soil, manual demolition left and right pilot tunnel false stull.
Step temporary lining in first step mechanical removal, step stull in the pilot tunnel of manual demolition left and right;
Step in second step mechanical equivalent of light excavation;
The 3rd step starts the mechanical removal temporary lining of getting out of a predicament or an embarrassing situation after middle bench excavation completes, the stull of getting out of a predicament or an embarrassing situation of manual demolition left and right pilot tunnel;
The 4th step mechanical equivalent of light excavation is got out of a predicament or an embarrassing situation;
The 5th step inverted arch is built and backfill.
(10) left and right base tunnel bottom inverted arch is built and secondary lining
(11) gather vertical axis power, supporting stress and the axis force of anchor signal that described various steel supports.
This engineering method, because replace original Core Soil by steel truss, has also guaranteed tunnel excavation safety in accelerating construction progress, is particularly conducive to the high regional object of construction production of urban compact area ground settlement requirement.The scope of application: be applicable to shallow embedding large section tunnel; Be applicable to large section unsymmetrial loading tunnel; Be applicable to the high large section tunnel of ground settlement requirement.
In the work progress in whole tunnel, utilize monitoring means, collect vertical steel axial force of the supports, preliminary bracing stress, axis force of anchor etc., implement dynamic monitoring for the safety of monitoring at any time tunnel, and provide foundation for post analysis deal with data, further prioritization scheme, simultaneously for other similar engineerings provide reference.
The foregoing is only the preferred embodiments of the present invention, be not limited to the present invention, obviously, those skilled in the art can carry out various changes and modification and not depart from the spirit and scope of the present invention the present invention.Like this, if within of the present invention these are revised and modification belongs to the scope of the claims in the present invention and equivalent technologies thereof, the present invention is also intended to comprise these changes and modification interior.
Claims (5)
1. extra-large cross-section tunnel combination shaped steel temporary supporting excavates method, it is characterized in that: comprise the following steps:
The 1st step: upper left pilot drive and supporting at tunnel cross-section upper left quarter excavation pilot tunnel, until then the vault of tunnel cross-section arranges interim mid-board supporting at upper left pilot tunnel, arrange the interim type steel support in upper left simultaneously;
The 2nd step: upper right pilot drive and supporting, at tunnel cross-section upper right quarter excavation pilot tunnel, until the vault of tunnel cross-section; Then at upper right pilot tunnel, interim mid-board supporting is set, removes the pilot tunnel mid-board supporting of interim upper left, the interim type steel support in upper right is set simultaneously;
The 3rd step: left pilot drive and supporting, at the left portion of tunnel cross-section excavation pilot tunnel, then at left pilot tunnel, interim mid-board supporting is set, left interim type steel support is set simultaneously;
The 4th step: right pilot drive and supporting, at tunnel cross-section right middle excavation pilot tunnel, then at right pilot tunnel, interim mid-board supporting is set, right interim type steel support is set simultaneously;
The 5th step: lower-left pilot drive and supporting, at tunnel cross-section lower left quarter excavation pilot tunnel, then at lower-left pilot tunnel, interim mid-board supporting is set, the interim type steel support in lower-left is set simultaneously;
The 6th step: bottom right pilot drive and supporting, at tunnel cross-section right lower quadrant excavation pilot tunnel, then at bottom right pilot tunnel, interim mid-board supporting is set, the interim type steel support in bottom right is set simultaneously;
The 7th step: the interim type steel support of the interim type steel support in upper left and upper right of removing upper left pilot tunnel and upper right pilot tunnel;
The 8th step: two lining steel bar concretes are built;
The 9th step: Core Soil excavation, first carry out Core Soil middle part excavation, complete after the soil excavation of core middle part, then carry out Core Soil bottom excavation;
The 10th step: middle part, tunnel inverted arch construction.
2. extra-large cross-section according to claim 1 tunnel combination shaped steel temporary supporting excavation method, is characterized in that: the interim type steel support in described upper left comprise the interim type steel support of upper left wall along tunnel wall setting, be arranged at the left combination type steel support between Core Soil top and tunnel vault and be horizontally set at tunnel wall and Core Soil between the laterally interim type steel support in upper left; The interim type steel support in described upper right comprise the interim type steel support of upper right wall along tunnel wall setting, be arranged at the upper right combination type steel support between Core Soil top and tunnel vault and be horizontally set at tunnel wall and Core Soil between the laterally interim type steel support in upper right.
3. extra-large cross-section according to claim 2 tunnel combination shaped steel temporary supporting excavation method, is characterized in that: the left steel that described left interim type steel support comprises the interim type steel support of left wall along tunnel wall setting, be arranged at Core Soil middle part supports and be horizontally set at the left laterally interim type steel support between tunnel wall and Core Soil; The right steel that described right interim type steel support comprises the interim type steel support of right wall along tunnel wall setting, be arranged at Core Soil middle part supports and is horizontally set at the right laterally interim type steel support between tunnel wall and Core Soil.
4. extra-large cross-section according to claim 3 tunnel combination shaped steel temporary supporting excavation method, is characterized in that: the interim type steel support in described lower-left comprises the interim type steel support of lower-left wall and the lower-left steel support that is arranged at Core Soil bottom along tunnel wall setting; The interim type steel support in described bottom right comprises the interim type steel support of bottom right wall and the bottom right steel support that is arranged at Core Soil bottom along tunnel wall setting.
5. extra-large cross-section according to claim 4 tunnel combination shaped steel temporary supporting excavation method, is characterized in that: also comprise the vertical axis power, supporting stress and the axis force of anchor signal that gather on the interim type steel support of described upper left wall, the interim type steel support of upper right wall, the interim type steel support of left wall, the interim type steel support of the right wall interim type steel support of lower-left wall and the interim type steel support of bottom right wall.
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| CN201210212451.2A CN102704939B (en) | 2012-06-26 | 2012-06-26 | Combined steel temporary supporting excavation method for tunnel with extra-large section |
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| CN201210212451.2A CN102704939B (en) | 2012-06-26 | 2012-06-26 | Combined steel temporary supporting excavation method for tunnel with extra-large section |
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| CN102704939B true CN102704939B (en) | 2014-10-01 |
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| CN103334778A (en) * | 2012-12-21 | 2013-10-02 | 中交一公局第三工程有限公司 | Construction technology of step temporary support and partial double side walls |
| CN103174429B (en) * | 2013-03-01 | 2015-05-20 | 河海大学 | Underground cavity extra-large dome excavating construction method |
| CN103362513A (en) * | 2013-07-29 | 2013-10-23 | 中铁七局集团第五工程有限公司 | Transformation and construction method for existing cavity in underground excavation region |
| CN103643958B (en) * | 2013-12-13 | 2016-01-20 | 中铁二十三局集团有限公司 | Hydraulic breaking hammer excavation Modelling of Tunnel Excavation in Soft Rock method |
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| CN104100272A (en) * | 2014-07-11 | 2014-10-15 | 中国路桥工程有限责任公司 | Quick construction method of tunnels traversing unfavorable geology |
| CN104405399B (en) * | 2014-09-18 | 2017-05-31 | 中铁建大桥工程局集团第二工程有限公司 | One kind passes through drift sand stratum tunnel excavation support body engineering method |
| CN105421491A (en) * | 2015-09-06 | 2016-03-23 | 上海建工七建集团有限公司 | Construction method for middle wall dismantling and two-side structure connecting |
| CN106988757A (en) * | 2017-04-14 | 2017-07-28 | 中铁四局集团有限公司 | Double-side-wall pilot hole construction process for reserved rock pillar and anchor rod hanging combination |
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| CN110242320B (en) * | 2019-05-27 | 2020-11-10 | 中建交通建设集团有限公司四川分公司 | Excavation method for middle steel pipe stand column of subway station |
| CN110688696B (en) * | 2019-09-16 | 2023-08-15 | 中铁第五勘察设计院集团有限公司 | Method and device for determining parameters of tunnel supporting structure |
| CN110792449B (en) * | 2019-10-29 | 2021-07-02 | 凌贤长 | Rapid underground excavation construction method for large-span shallow tunnel |
| CN111810193A (en) * | 2020-05-28 | 2020-10-23 | 中铁十四局集团第三工程有限公司 | Small-section tunnel secondary lining construction method |
| CN111878083A (en) * | 2020-07-10 | 2020-11-03 | 中铁五局集团有限公司 | Advanced grouting construction method for underground excavated tunnel |
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