CN100580192C - Building pit support method - Google Patents
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- CN100580192C CN100580192C CN200710027900A CN200710027900A CN100580192C CN 100580192 C CN100580192 C CN 100580192C CN 200710027900 A CN200710027900 A CN 200710027900A CN 200710027900 A CN200710027900 A CN 200710027900A CN 100580192 C CN100580192 C CN 100580192C
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- 238000000034 method Methods 0.000 title claims abstract description 24
- 239000002689 soil Substances 0.000 claims description 43
- 230000001105 regulatory effect Effects 0.000 claims description 36
- 230000000694 effects Effects 0.000 claims description 25
- 238000013461 design Methods 0.000 claims description 18
- 238000012544 monitoring process Methods 0.000 claims description 16
- 238000009412 basement excavation Methods 0.000 claims description 14
- 239000000463 material Substances 0.000 claims description 7
- 239000011435 rock Substances 0.000 claims description 6
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims description 3
- 230000000977 initiatory effect Effects 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 12
- 238000005516 engineering process Methods 0.000 abstract description 7
- 238000005452 bending Methods 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 4
- 238000005065 mining Methods 0.000 description 3
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 241000209202 Bromus secalinus Species 0.000 description 1
- 241000196324 Embryophyta Species 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000000750 progressive effect Effects 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
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Abstract
The invention relates to a foundation pit supporting technology. An arch brace (2) with an upward extrados is arranged horizontally at a special position of a foundation pit support structure (1), an adjustable load P that can dynamically regulate the support capacity of the support structure according to the need of deformation control is applied to the extrados of the arch brace (2). The acting position on the arch brace (2) and the value of P can be determined by the formula (P(l-a)-2Mm)/2f=E t wherein the l is the span of the arch brace, the a is the acting position of the adjustable load near the right end of the arch brace (2), the f is the span height of the arch brace, the Mm is the bending moment on the central section of the arch brace which is acquired by the method of adding rigid arm, the Et is the real-time measuring value of earth pressure acting on both ends of the arch brace. The invention has the advantages that the support capacity of the support system is dynamically changed according to the deformation of the pit wall and the round of the pit caused by construction and other uncertain factors, the deformation of the pit wall and the round of the pit is ensured to be always under the deformation-controlled standard, the security and stability of the foundation pit and the structures around the pit are ensured.
Description
Technical field:
The present invention relates to a kind of foundation pit supporting method, particularly a kind of dynamic supporting method that adopts arch support belongs to the innovative technology of Base hole supporting technology.
Background technology:
Employed support in the existing pattern foundation pit supporting structure both at home and abroad, as angle brace, horizontal brace, diagonal brace, the frame that spreads out support, the support of well word etc., all be to adopt linear as shown in Figure 1 to support (being called for short directly support) structure (3), promptly with linear structure and combined horizontal thereof or be erected at obliquely on certain elevation of space enclosing structures such as diaphragm wall, pile body or ring beam, to keep out because the excessive deformation that soil pressure that excavation off-load and other uncertain factors cause and wall hole, hole Zhou Keneng occur.But directly support supporting method owing to its specific form of structure, so there are following some shortcomings:
1) to hole wall hole week before supporting existing the distortion do not have a recovery capability.Excavation of foundation pit is to the installation that designs support and play a role and must have certain time interval, because side direction off-load effect, having produced certain position in this time period hole wall hole week in the hole becomes, construction disturbance and underground water flow field change the hole week soil solidifying sedimentation that causes also can increase this bit variable, as Fig. 3～shown in Figure 5, the bit variable that Δ takes place at strong point place for the hole wall.Under the straight support effect, this part distortion is nonvolatil, and is irrecoverable.
2) compressive strain of backing material is irrecoverable.The all non-absolute rigidity material of existing support has very typical elastoplasticity, also can produce certain vertical compression under the soil pressure effect, as Fig. 4～shown in Figure 5, ε is the vertical decrement of straight support, and ε ' is the vertical decrement of arch support, and then increases the hole bit variable in wall hole week.It also is nonvolatil that this compression and position become under straight support effect, and along with the carrying out of construction, this part distortion of ε (ε ') also has the trend that further increases.
3) distortion that uncertain factor is caused does not have the adjusting control ability.The uncertain factor of foundation ditch itself is extremely many, cheat the uncertainty of all loads, the uncertainty of temperature weather, the uncertainty of construction factor, uncertainty of tau-effect or the like, this will inevitably cause that hole wall soil pressure momentarily changes, promptly cheat the amount that the wall soil pressure is a change, and design soil pressure is taked when supporting mostly is the value of determining, once the straight support support system that puts in place of design does not have regulating power to the frequent variations and the corresponding deformation thereof of soil pressure.
4) the straight horizontal line style supports and does not have the laterally ability of effect of opposing substantially.Straight horizontal line style braced structures can be simplified to an elongate rod, and flexural instability also easily takes place under very little lateral force effect the elongate rod of two fixed end pressurizeds, and then to foundation ditch and structure formation influence on every side.
5) space availability ratio of straight support is lower.After the straight support effect, the working space of foundation ditch inside is subjected to certain restriction, and the space on support top because straight support does not have anti-side direction ability, has also further reduced the possibility of utilizing.
Under straight support effect, these unfavorable factors and the distortion that may cause thereof all are expendable, uncontrollable, and the trend that progressively increases is arranged, and when running up to certain degree, just can cause foundation ditch itself even cheat the destruction of all structure.Therefore, the very difficult whole foundation ditch safety and stablization of life cycle that guarantee of straight support system that are worth disposable design by fixing soil pressure.
For dynamic supporting method, only certain application was arranged in fields such as mining industry and construction of tunnel.The basic principle of the dynamic support technology in field such as mining industry and construction of tunnel is, on the basis that makes full use of the rock mass self-stable ability, in conjunction with the weakening strength rule and the interim deformation behaviour of country rock, chamber, tunnel, tunnel etc. are carried out timely anchor notes, hysteresis after-teeming, substep reinforcing.
The dynamic support technology in field such as mining industry and construction of tunnel, be self-stable ability and progressive deformation according to rock mass, to the interim ground of a direction supporting and protection structure is carried out artificial reinforcement, promptly strengthen the support capacity of supporting and protection structure step by step, and to another direction, be supporting and protection structure load when reducing, need the direction that supporting intensity reduces do not considered.Base pit engineering is a typical uncertain system, influenced by many uncertain factors, and there are the feature of changeable both direction dynamic change in soil pressure and distortion, and to hold accurately at regular time and quantity that these change also be unusual difficulty.This just requires support capacity except can be to increasing supporting intensity direction dynamic adjustments, can also be in the opposite direction, and the direction that promptly reduces supporting intensity dynamically changes.This point is very to have practical significance to accident base pit engineering occurred frequently.In addition, the dynamic support technology that other industry proposes has utilized the self-stable ability of rock mass, all is substep or manually reinforces by stages, and it is longer to be separated by on time and the space.And the processing object major part that base pit engineering relates to is the soil body, very poor of self-stable ability, and this just requires to deformation process good continuity and promptness to be arranged.
Summary of the invention:
The objective of the invention is to consider above-mentioned all problems and a kind of variation of the hole wall hole week distortion that can cause with construction and other uncertain factors is provided, dynamically change the support capacity of support system, assurance hole wall is cheated the week distortion and is in all the time within the Deformation control standard, and to cheating the foundation pit supporting method that all distortion that has taken place in wall hole have the restoration and compensation ability.The present invention is simple to operate, and is convenient and practical.
The present invention realizes in the following way: at the ad-hoc location of foundation pit enclosure structure (1) arch support (2) is installed flatly, hogback upwards, and in conjunction with soil pressure and deformation monitor information, the hogback of arch support (2) impose corresponding can make space enclosing structure resist the further distortion in hole wall hole week in addition can impel support capacity that hole existing distortion of wall hole week progressively recovers, realizes space enclosing structure with distortion control need the load the regulated P of dynamic adjustments.
Above-mentioned regulate load P on the hogback of arch support (2) active position and big I by formula
Come to determine, the size of P for regulating load, l is the span of arch support, and a goes up active position apart from right-hand member for regulating load P in arch support (2), and f is the rise of arch support, M
mBe the moment of flexure on the arch support central authorities cross section that obtains by the additional rigid arm method, E
tThe soil pressure value that acts on the arch support two ends for The real time measure.
The above-mentioned load P that regulates realizes by the preloading on the hogback of arch support (2) or the loading mode of action that hangs weight, dynamically the support capacity of supporting all can be realized regulating increasing and reduce both direction, can can regulate the active position of load by increasing or reduce to regulate the load size and changing, make the support capacity of support system correspondingly increase or reduce both direction and can regulate at hogback.
Above-mentioned arch support (2) comprises some arch support, and some arch support are separated from one another, regulates effect separately separately, or some arch support connect into the whole common acting in conjunction of regulating.
Some arch support of above-mentioned arch support (2) are regulated performance supporting role separately separately, and the two ends of every support all are fixed on the hole wall space enclosing structure (1), are separated from each other between the support, support monitoring separately to every and regulate separately.
The some arch support on same bearing height plane can connect into crown integral body in the above-mentioned arch support (2), and common adjusting plays a role jointly; One end of every arch support in the same supporting plane is all fixed with foundation pit enclosure structure (1), and the other end is drawn close and is connected and fixed to the foundation ditch center, forms a whole arch support structures that the space is crown, unifies to monitor, regulate.
The arch support on same bearing height plane can connect into column integral body in the above-mentioned arch support (2), and common adjusting plays a role jointly; One end of every arch support in the same supporting plane is all fixing with foundation pit enclosure structure (1), and the other end stretches to the space abreast, and connects into a whole arch support structures of space column, and unification is monitored, regulated.
All arch support can connect into a unified integral body in the above-mentioned arch support (2), and common adjusting plays a role jointly; The crown of every layer of formation or column overall structure are vertically linked together, form the whole supporting and protection structure in a bigger space, unification is monitored, is regulated.
Be laid with monitoring hole wall on above-mentioned hole wall hole week and the arch support (2) and cheat the ess-strain monitoring element of all soil pressures and deformation information, it has alarming threshold value by strength control standard and Deformation control standard setting, when soil pressure and distortion reach alarming threshold value, dynamically change size and the active position that to regulate load P, regulate the soil pressure and the distortion of hole wall hole week and arch support (2).
The present invention is because employing is flatly installed arch support by the ad-hoc location at foundation pit enclosure structure; hogback upwards; and in conjunction with soil pressure and deformation monitor information; impose at the hogback of arch support and to resist the hole further distortion in wall hole week accordingly; impel existing distortion progressively to recover; guarantee structure safety and stability around foundation ditch promptly; realize the structure of the load the regulated P that support capacity is regulated; therefore; the present invention can dynamically change the axle power of support and the soil pressure on the supporting and protection structure; and then reduce; recover all bit variables that has taken place in wall hole, hole; even can impel hole wall and space enclosing structure the position change to take place to the foundation ditch outside; guarantee safety and stability, farthest reduce cheating the influence of all environment.Arch support can regulated under the load P effect, and hole wall hole week distortion is had more by force and control ability flexibly, guarantees foundation ditch itself and cheats all structure safety and stability.And, the effect of the anti-uncertain factor of whole system for pit under the arch support effect is better, can change size and the position that to regulate load P in time in conjunction with monitoring means, uncertain factor be caused the excessive soil pressure and the distortion in hole wall hole week regulated in real time.In addition, the base pit engineering under the effect of arch support support system, interior construction working space want big during than straight support support system, and to building dense, the limited urban construction in construction plant, space availability ratio is better.And arch support can sustain bigger horizontal effect, can carry out transporting of personnel's material by the path at arch support place, and carry out provisional construction on arch support, fully effectively utilizes the locus at arch support place.The present invention is a foundation pit supporting method a kind of simple to operate, convenient and practical.
Description of drawings:
Fig. 1 is the vertical section schematic diagram of the straight support system of foundation ditch in the prior art;
Fig. 2 is the vertical section schematic diagram of foundation ditch arch support of the present invention system;
Fig. 3 supports to cheat wall distortion schematic diagram constantly;
Fig. 4 supports back straight support hole wall deformation analysis figure;
Fig. 5 does not apply after supporting to regulate load action hole mural arch shape supporting deformation analysis chart;
Fig. 6 supports the back can regulate the distortion and the position view thereof of arch support under the load P effect in difference.
The specific embodiment:
Embodiment:
The vertical section schematic diagram of foundation ditch arch support of the present invention system as shown in Figure 2, ad-hoc location at foundation pit enclosure structure 1 is flatly installed arch support 2, hogback upwards, and in conjunction with soil pressure and deformation monitor information, the hogback of arch support 2 impose corresponding can make space enclosing structure resist the further distortion in hole wall hole week in addition can impel support capacity that the existing distortion in hole wall hole week progressively recovers, realizes space enclosing structure with distortion control need the load the regulated P of dynamic adjustments.
Above-mentioned regulate load P on the hogback of arch support 2 active position and big I by formula
Determine, the size of P for regulating load, l is the span of arch support, and a is for can regulate load P active position apart from right-hand member on arch support 2, and f is the rise of arch support, M
mBe the moment of flexure on the arch support central authorities cross section that obtains by the additional rigid arm method, E
tThe soil pressure value that acts on the arch support two ends for The real time measure.
The above-mentioned load P that regulates realizes by loading modes of action such as preloading on the hogback of arch support 2 or suspension weights, dynamically the support capacity of supporting all can be realized regulating increasing and reduce both direction, can can regulate the active position of load by increasing or reduce to regulate the load size and changing, make the support capacity of support system correspondingly increase or reduce both direction and can regulate at hogback.
Above-mentioned arch support 2 comprises some arch support, and some arch support are separated from one another, regulates effect separately separately, or some arch support connect into the whole common acting in conjunction of regulating.
Some arch support of above-mentioned arch support 2 are regulated separately and are brought into play supporting role separately, and every support two ends all are fixed on the hole wall space enclosing structure 1, are separated from each other between the support, every is supported monitor independent the adjusting separately.
The some arch support on same bearing height plane can connect into crown integral body in the above-mentioned arch support 2, and common adjusting plays a role jointly; One end of every arch support in the same supporting plane is all fixed with foundation pit enclosure structure 1, and the other end is drawn close and is connected and fixed to the foundation ditch center, forms a whole arch support structures that the space is crown, unifies to monitor, regulate.Or the arch support on same bearing height plane can connect into column integral body in the above-mentioned arch support 2, and common adjusting plays a role jointly; One end of every arch support in the same supporting plane is all fixing with foundation pit enclosure structure 1, and the other end stretches to the space abreast, and connects into a whole arch support structures of space column, and unification is monitored, regulated.Or all arch support can connect into a unified integral body in the above-mentioned arch support 2, and common adjusting plays a role jointly; The crown of every layer of formation or column overall structure are vertically linked together, form the whole supporting and protection structure in a bigger space, unification is monitored, is regulated.
Be laid with monitoring hole wall on above-mentioned hole wall hole week and the arch support 2 and cheat the ess-strain monitoring element of all soil pressures and deformation information, by strength control standard and Deformation control standard setting alarming threshold value is arranged, when soil pressure and distortion reach alarming threshold value, dynamically change size and the active position that to regulate load P, regulate the soil pressure and the distortion of hole wall hole week and arch support 2.
In the present embodiment, foundation pit supporting method of the present invention comprises the steps:
1) design arch support
According to Rock Conditions, physical dimension and the excavation scale of foundation ditch, the strength condition that arch support intends selecting constructional materials, axis equation, cross-sectional sizes, the installation site of design arch support, wherein the cross sectional shape of arch support is rectangle or circle;
2) design load
According to the corresponding relation of arch structure horizontal tension and longitudinal load, axial deformation and longitudinal load, determine to regulate the corresponding relation between load P and axial deformation, the distortion of hole wall, and can regulate the initial action position of load P on arch support;
3) determine the adjusting time
Bond strength control criterion and Deformation control standard, the critical threshold values of definite distortion and soil pressure; In conjunction with the acquired corresponding relation of regulating between load P and hole wall distortion, the soil pressure, determine what degree hole wall distortion and soil pressure develop into and promptly begins to carry out dynamic adjustments to regulating load, i.e. definite adjusting time;
4) make arch support
By selected constructional materials and cross sectional shape, and the arch support physical dimension and the axis equation of design, arch support made;
5) arch support is installed
When excavation of foundation pit to by supporting role height supported design principle design or that determine according to engineering experience and position the time, arch support is installed;
6) monitoring
Lay soil pressure, deformation monitoring element and information acquisition system on hole wall and arch support, the part monitoring element just need arrange before excavation of foundation pit;
7) regulate
The distortion, the soil pressure that cause hole wall and space enclosing structure with excavation disturbance and other uncertain factors reach adjusting during the time, according to distortion, soil pressure with can regulate corresponding relation between the load P, on arch support, impose and correspondingly regulate load or change the active position to regulate load, guarantee to cheat wall and hole week distortion is within the security control standard;
8) dismounting
Excavation of foundation pit is cheated wall and is cheated all deformation adjustment behind safer state to projected depth, behind the cast floor, according to programming and needs, removes arch support.
When the present invention works; by regulating the effect of load P on the arch support; can dynamically change the axle power of support and the soil pressure on the supporting and protection structure; and then reduce, recover the bit variable that wall hole, hole the week has taken place; guarantee the foundation ditch safety and stability; even can impel hole wall and space enclosing structure the position change to take place to the foundation ditch outside, farthest reduce cheating the influence of all environment.As shown in Figure 6,1., 2., 3. be distortion and the position view thereof that to regulate arch support under the load P effect in difference respectively, 1. for cheating wall and space enclosing structure development of deformation arch support to foundation ditch inside, 2. for cheating the just in time arch support when the foundation ditch plan boundary of wall and space enclosing structure, 3. be the arch support that hole wall and space enclosing structure are applied the foundation ditch outside.I, II, III cheat wall (space enclosing structure) distortion and position thereof accordingly, what I represented is owing to cheat wall in situation about moving under the effect of soil pressure after the excavation off-load in the hole, II returns to the situation of excavation initial designs position under the arch support effect for the hole wall, III is under the arch support effect, and the hole wall is pushed through the situation of certain position, the foundation ditch plan boundary outside.
As can be seen; arch support can regulated under the load P effect, and hole wall hole week distortion is had more by force and control ability neatly, can be according to the engineering actual conditions; the optimum position of hole wall is regulated in design, reaches the purpose of guaranteeing all structure safety and stability of foundation ditch itself and hole.And, the effect of the anti-uncertain factor of whole system for pit under the arch support effect is better, can change size and the position that to regulate load P in time in conjunction with monitoring means, uncertain factor be caused the excessive soil pressure and the distortion in hole wall hole week regulated in real time.
Claims (10)
1, a kind of foundation pit supporting method, it is characterized in that arch support (2) flatly being installed at the ad-hoc location of foundation pit enclosure structure (1), hogback upwards, and in conjunction with soil pressure and deformation monitor information, the hogback of arch support (2) impose corresponding can make space enclosing structure resist the further distortion in hole wall hole week in addition can impel support capacity that hole existing distortion of wall hole week progressively recovers, realizes space enclosing structure with distortion control need the load the regulated P of dynamic adjustments.
2, foundation pit supporting method according to claim 1, it is characterized in that above-mentioned regulate load P on the hogback of arch support (2) active position and size by formula
Come to determine, the size of P for regulating load, l is the span of arch support, and a goes up active position apart from right-hand member for regulating load P in arch support (2), and f is the rise of arch support, M
mBe the moment of flexure on the arch support central authorities cross section that obtains by the additional rigid arm method, E
tThe soil pressure value that acts on the arch support two ends for The real time measure.
3, foundation pit supporting method according to claim 1, the support capacity that it is characterized in that above-mentioned dynamic supporting all can be realized regulating increasing and reduce both direction, can can regulate the active position of load by increasing or reduce to regulate the load size and changing, make the support capacity of support system correspondingly increase or reduce both direction and can regulate at hogback.
4, according to each described foundation pit supporting method of claim 1 to 3, it is characterized in that the above-mentioned load P that regulates realizes by the preloading on the hogback of arch support (2) or the loading mode of action that hangs weight, arch support (2) comprises some arch support, some arch support are separated from one another, regulate effect separately separately, or some arch support connect into the whole common acting in conjunction of regulating.
5, foundation pit supporting method according to claim 4, some arch support that it is characterized in that above-mentioned arch support (2) are regulated performance supporting role separately separately, the two ends of every support all are fixed on the hole wall space enclosing structure (1), be separated from each other between the support, support monitoring separately to every and regulate separately.
6, foundation pit supporting method according to claim 4 is characterized in that the some arch support on same bearing height plane in the above-mentioned arch support (2) connect into crown integral body, and common adjusting plays a role jointly; One end of every arch support in the same supporting plane is all fixed with foundation pit enclosure structure (1), and the other end is drawn close and is connected and fixed to the foundation ditch center, forms a whole arch support structures that the space is crown, unifies to monitor, regulate.
7, foundation pit supporting method according to claim 4 is characterized in that the arch support on same bearing height plane in the above-mentioned arch support (2) connects into column integral body, and common adjusting plays a role jointly; One end of every arch support in the same supporting plane is all fixing with foundation pit enclosure structure (1), and the other end stretches to the space abreast, and connects into a whole arch support structures of space column, and unification is monitored, regulated.
8, foundation pit supporting method according to claim 4 is characterized in that all arch support connect into a unified integral body in the above-mentioned arch support (2), and common adjusting plays a role jointly; The crown of every layer of formation or column overall structure are vertically linked together, form the whole supporting and protection structure in a bigger space, unification is monitored, is regulated.
9, foundation pit supporting method according to claim 4, it is characterized in that being laid with on above-mentioned hole wall hole week and the arch support (2) the ess-strain monitoring element that monitoring hole wall is cheated all soil pressures and deformation information, it has alarming threshold value by strength control standard and Deformation control standard setting, when soil pressure and distortion reach alarming threshold value, dynamically change size and the active position that to regulate load P, regulate the soil pressure and the distortion of hole wall hole week and arch support (2).
10, foundation pit supporting method according to claim 4 is characterized in that comprising the steps:
1) design arch support
According to Rock Conditions, physical dimension and the excavation scale of foundation ditch, the strength condition that arch support intends selecting constructional materials, axis equation, cross-sectional sizes, the installation site of design arch support, wherein the cross sectional shape of arch support is rectangle or circle;
2) design load
According to the corresponding relation of arch structure horizontal tension and longitudinal load, axial deformation and longitudinal load, determine to regulate the corresponding relation between load P and axial deformation, the distortion of hole wall, and can regulate the initial action position of load P on arch support;
3) determine the adjusting time
Bond strength control criterion and Deformation control standard, the critical threshold values of definite distortion and soil pressure; In conjunction with the acquired corresponding relation of regulating between load P and hole wall distortion, the soil pressure, determine what degree hole wall distortion and soil pressure develop into and promptly begins to carry out dynamic adjustments to regulating load, i.e. definite adjusting time;
4) make arch support
By selected constructional materials and cross sectional shape, and the arch support physical dimension and the axis equation of design, arch support made;
5) arch support is installed
When excavation of foundation pit to by supporting role height supported design principle design or that determine according to engineering experience and position the time, arch support is installed;
6) monitoring
Lay soil pressure, deformation monitoring element and information acquisition system on hole wall and arch support, the part monitoring element just need arrange before excavation of foundation pit;
7) regulate
The distortion, the soil pressure that cause hole wall and space enclosing structure with excavation disturbance and other uncertain factors reach adjusting during the time, according to distortion, soil pressure with can regulate corresponding relation between the load P, on arch support, impose and correspondingly regulate load or change the active position to regulate load, guarantee to cheat wall and hole week distortion is within the security control standard;
8) dismounting
Excavation of foundation pit to projected depth, cheat wall and cheat all deformation adjustment to safer state, behind the cast floor,, remove arch support according to programming and needs.
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| Application Number | Priority Date | Filing Date | Title |
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| CN200710027900A CN100580192C (en) | 2007-04-30 | 2007-04-30 | Building pit support method |
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| CN200710027900A CN100580192C (en) | 2007-04-30 | 2007-04-30 | Building pit support method |
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| CN100580192C true CN100580192C (en) | 2010-01-13 |
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Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| KR101012640B1 (en) * | 2009-03-06 | 2011-02-09 | 주식회사 엔티에스이앤씨 | Method for constructing structure for underground tunnel |
| CN104631469B (en) * | 2014-12-23 | 2016-04-13 | 安徽省城建设计研究总院有限公司 | For deep big foundation pit without post reinforced concrete support framework and building method thereof |
| CN104746522B (en) * | 2015-04-22 | 2016-08-24 | 国家海洋局南海规划与环境研究院 | A kind of for dredging silt matter soil district foundation ditch can intelligent deformation regulation tiltedly throw support support system |
| CN105525618B (en) * | 2015-09-08 | 2017-10-20 | 浙江中林勘察研究股份有限公司 | Domed foundation pit supporting construction and its construction method |
| CN105239584B (en) * | 2015-09-30 | 2017-11-07 | 常州大学怀德学院 | Multi-arch type sheet pile supporting construction carries out the construction technology of pattern foundation pit supporting structure |
| CN105350545B (en) * | 2015-11-24 | 2017-08-04 | 郑州大学 | A kind of subway foundation pit end well tool-type arch support self-balancing supporting construction |
| CN107816063A (en) * | 2017-10-28 | 2018-03-20 | 温州威泰建设有限公司 | Basement attached lane structure and its construction method |
| CN109001038B (en) * | 2018-07-03 | 2020-09-15 | 上海隧道工程有限公司 | Segment loading test device and method |
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| 我国深基坑工程技术的新进展. 马晓萍.山西建筑，第32卷第16期. 2006 |
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