CN104404891A - Stone arch bridge arch pressure grouting reinforcing method - Google Patents
Stone arch bridge arch pressure grouting reinforcing method Download PDFInfo
- Publication number
- CN104404891A CN104404891A CN201410775987.4A CN201410775987A CN104404891A CN 104404891 A CN104404891 A CN 104404891A CN 201410775987 A CN201410775987 A CN 201410775987A CN 104404891 A CN104404891 A CN 104404891A
- Authority
- CN
- China
- Prior art keywords
- arch
- unit
- grouting
- pressure
- slip casting
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D4/00—Arch-type bridges
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention provides a stone arch bridge arch pressure grouting reinforcing method which aims at solving the problem in the prior art that the stone arch bridge reinforcing method requires road disconnection construction, can only take temporary solutions and cannot effect a permanent cure. The method includes conducting modeling analysis according to the status of a stone arch bridge and the damage condition of a filler on the arch; calculating the maximum permissible grouting pressure, the pressure grouting liquid diffusion radius and the grouting liquid injection quantity of a soil body; determining the horizontal distance and the vertical distance between pressure grouting holes and the number of the holes and conducting drilling and hole washing; conducting grouting and maintaining sequentially according to the grouting pressure and the grout injection quantity obtained through calculation. The method has the advantage that road disconnection construction is not required, the filler on the arch of the stone arch bridge is reinforced fundamentally, and long-term stability of the filler on the arch is achieved. Further, damage to the filler on the arch in the later period is reduced, and the method has the advantages of being wide in use range, safe in construction and high in efficiency.
Description
Invention field
The present invention relates to stone arch bridge bridge arch reinforcing technique, be related specifically to a kind of stone arch bridge bridge arch slip casing by pressure reinforcement means.
Background technology
China's transport development, through the fast development of nearest decades, has obtained large change, and road quality classification, bridge construction Form and function are all tending towards perfect; After development at a high speed, the core of China's communication by building energetically, will develop to strengthen maintenance maintenance aspect; According to old specification or the stone arch bridge built under not having specification particularly, this kind of bridge due to design load grade on the low side, can not meet the requirement that present stage traffic is current.Stone arch bridge is very ancient bridge type, is also simultaneously to economize one of topmost bridge type on County Roads present stage, and because the vehicle flowrate economized now above County Roads increases, overload car, cart such as to increase at the factor, exacerbate the generation of stone arch bridge disease; Simultaneously along with the growth of Years Of Service, the disease of stone arch bridge is also more and more outstanding, needs stone arch bridge to be processed also to get more and more; For Chongqing, more than 3800, the existing stone arch bridge in Chongqing, what wherein there is disease accounts for more than 70%, and the destruction of stone arch bridge is with very large sudden, brings very large threat to the safety of bridge; If carry out dismounting to these bridges to rebuild, not only will expend huge human and material resources, financial resources, also need to suspend traffic, this economic implication is then inestimable.So in order to ensure stone arch bridge safe operation, avoid bridge security accident to occur, research stone arch bridge being carried out to strengthen maintenance technology is very urgent.
Present stage, the reinforcement means to stone arch bridge had a lot, was mainly divided into arch bridge superstructure to reinforce and reinforced with substructure; Superstructure reinforcement means mainly contains: 1. increase main arch ring strengthened section method; 2. strengthening with external bonding method; 3. main arch ring internal force reinforcing method is adjusted; 4. change structure system reinforcing method; 5. external prestress reinforcing method; 6. the methods such as spandrel construction weight reinforcing method are alleviated; Substructure reinforcing method mainly contains: 1. Extended chemotherapy reinforcing method; 2. rotary jet strengthening method; 3. consolidated by adding piles method; 4. steel concrete cuff or sheath reinforcing method; 5. bracing reinforcement method; 6. increase and build auxiliary retaining wall reinforcement method; 7. the method such as abutment pull bar technology reinforcing method; These methods well can both carry out consolidation process to stone arch bridge, and the life-span of stone arch bridge and service are continued.Now because loaded vehicle and overloaded vehicle increase, private vehicle also increases day by day, and make the increasing pressure of road large, these factors easily cause stone arch bridge bridge deck damage; The breakage of pave-load layer makes water be easy to enter into arch fill inside, makes filler generation saturated yielding phenomenon, exacerbates the distortion of filler and the destruction of pave-load layer.To punish these diseases at all, just must set about from the inside of disease, change arch fill, make bridge capacity reach new criteria requirement.But changing filler just needs disconnected road to construct, and adds difficulty to construction.Therefore, mostly adopt the mode for the treatment of to reinforce, such as change bridge deck pavement, thicken bridge deck pavement etc.; And these processing modes can only accomplish " taking stopgap measures ", but " can not effect a permanent cure ", not cross how long deck paving is damaged again, affect the current of vehicle and bridge security.Obviously, prior art stone arch bridge bridge arch reinforcing mode also exists and needs disconnected road to construct, and can only take stopgap measures, the problem such as can not to effect a permanent cure.
Summary of the invention
Constructing in the disconnected road that needs existed for solving prior art stone arch bridge bridge arch reinforcing mode, can only take stopgap measures, and the problem such as can not to effect a permanent cure, the present invention proposes a kind of stone arch bridge bridge arch slip casing by pressure reinforcement means.Stone arch bridge bridge arch slip casing by pressure reinforcement means of the present invention, the disease incidence according to stone arch bridge present situation and arch fill carries out modeling analysis; Calculate that the soil body is maximum allows grouting pressure, slip casing by pressure liquid dilation angle and slurries injection rate; Determine slip casing by pressure hole horizontal, longitudinally between spacing and quantity, hole and clean hole; The grouting pressure of trying to achieve according to calculating and slurries injection rate carry out slip casting and maintenance in order.
Further, stone arch bridge bridge arch slip casing by pressure reinforcement means of the present invention, according to the disease incidence modeling analysis of stone arch bridge present situation and arch fill, comprises, and obtains the structural form of stone arch bridge and concrete size, and the disease incidence of arch fill; Analyze the stress in stone arch bridge standing state situation by Modling model, try to achieve the rich bearing capacity of stone arch bridge; Carry out drill hole sampling at arch fill and pass through to test the coefficient of permeability K, porosity n and the soil body severe γ that determine stone arch bridge arch fill.
Further, stone arch bridge bridge arch slip casing by pressure reinforcement means of the present invention, calculates that the soil body is maximum allows grouting pressure, slip casing by pressure liquid dilation angle and slurries injection rate, comprises,
According to formula P=P
0+ C × m × λ × H tries to achieve that the soil body is maximum allows grouting pressure P, and in formula, C is the coefficient relevant with injected hole sequence, is determined by slip casting order, and unit is dimensionless constant; The coefficient that m is relevant with grouting mode, is determined by grouting mode, and unit is dimensionless constant; λ is soil body permeability determination coefficient, and unit is dimensionless constant; H is the injected hole degree of depth, and unit is m; P
0for initial grouting in soil mass pressure admissible value, unit is Pa;
According to formula
determine slip casing by pressure liquid dilation angle R; In formula, K is the transmission coefficient of arch fill, and unit is cm/s; T is the slip casting time, and unit is s; H is grouting pressure head height, and unit is cm; R is grouting pipe radius, and unit is cm; β is slurry viscosity and the ratio of water viscosity; α is active porosity volumetric efficiency, and value is 0.9 ~ 1.0;
Try to achieve the injection rate Q of every hole slurries according to formula Q=f × A × H × n × α, unit is m
3; In formula, f is the loss factor of slurries; A is the effective diffusion areas of slurries, and unit is m
2; H is the injected hole degree of depth, and unit is m; N is arch fill porosity; α is active porosity volumetric efficiency, and value is 0.9 ~ 1.0; Stone arch bridge arch fill slip casting total quantity is obtained in conjunction with injected hole quantity and depth calculation.
Further, stone arch bridge bridge arch slip casing by pressure reinforcement means of the present invention, comprises the following steps:
S1, the structural form obtaining stone arch bridge and concrete size, and the disease incidence of arch fill;
S2, analyze the stress in stone arch bridge standing state situation by Modling model, try to achieve the rich bearing capacity of stone arch bridge;
S3, carry out drill hole sampling at arch fill and determine the coefficient of permeability K of stone arch bridge arch fill, porosity n and soil body severe γ by test;
S4, according to formula P=P
0+ C × m × λ × H tries to achieve that the soil body is maximum allows grouting pressure P, and in formula, C is the coefficient relevant with injected hole sequence, is determined by slip casting order, and unit is dimensionless constant; The coefficient that m is relevant with grouting mode, is determined by grouting mode, and unit is dimensionless constant; λ is soil body permeability determination coefficient, and unit is dimensionless constant; H is the injected hole degree of depth, and unit is m; P
0for initial grouting in soil mass pressure admissible value, unit is Pa;
S5, according to formula
determine slip casing by pressure liquid dilation angle R; In formula, K is the transmission coefficient of arch fill, and unit is cm/s; T is the slip casting time, and unit is s; H is grouting pressure head height, and unit is cm; R is grouting pipe radius, and unit is cm; β is slurry viscosity and the ratio of water viscosity; α is active porosity volumetric efficiency, and value is 0.9 ~ 1.0;
S6, try to achieve the injection rate Q of every hole slurries according to formula Q=f × A × H × n × α, unit is m
3; In formula, f is the loss factor of slurries; A is the effective diffusion areas of slurries, and unit is m
2; H is the injected hole degree of depth, and unit is m; N is arch fill porosity; α is active porosity volumetric efficiency, and value is 0.9 ~ 1.0; Stone arch bridge arch fill slip casting total quantity is obtained in conjunction with injected hole quantity and depth calculation;
S7, determine slip casing by pressure liquid dilation angle according to S5, by slip casing by pressure liquid dilation angle R determine slip casing by pressure hole horizontal, longitudinally between spacing and quantity; Injected hole horizontal spacing gets 1.0R ~ 1.5R, and longitudinal pitch gets 1.5R ~ 2.0R; Slip casting pore quantity is investigated according to S1 the bridge size obtained and is determined;
S8, according to determine distance according to plum blossom form arrangement hole and carry out drilling construction, described plum blossom form refer between two row between line interlacing arrange spread pattern;
S9, slip casing by pressure, grouting sequence carries out from arch springing to both sides, vault direction simultaneously; Adopt the slip casting simultaneously of a few round hole of interlaced mode; Allow grouting pressure P when grouting pressure reaches maximum, or during midge amount < 0.5L/min, by aperture backflow voltage stabilizing 10min, can slip casting be stopped; About when described interlaced mode refers to first group of slip casting, hole, fore-and-aft direction one, equal interval carries out slip casting, be initial with the centre bore of first group of slip casting during second group of slip casting, slip casting is carried out in left and right, hole, fore-and-aft direction one, equal interval, carry out slip casting with the hole at first group of slip casting interval during the 3rd group of slip casting, during the 4th group of slip casting, carry out slip casting with the hole at second group of slip casting interval;
S10, maintenance is carried out to slurries, and adopt the detection mode of boring and coring to detect slip casting effect.
The Advantageous Effects of stone arch bridge bridge arch slip casing by pressure reinforcement means of the present invention does not need disconnected road to construct, and fundamentally stone arch bridge strengthened by composite main arch arch fill, achieves the long-term stability of arch fill.Further, later stage arch fill disease can be decreased and occur, there is the scope of application wide, construction safety, efficiently feature.
Accompanying drawing explanation
Accompanying drawing 1 is the step schematic diagram of stone arch bridge bridge arch slip casing by pressure reinforcement means of the present invention;
Accompanying drawing 2 is front elevational schematic of stone arch bridge slip casting hole of the present invention;
Accompanying drawing 3 is schematic top plan view of stone arch bridge slip casting hole of the present invention;
Accompanying drawing 4 is schematic diagrames of the interlaced mode slip casting of the present invention.
Below in conjunction with drawings and the specific embodiments, stone arch bridge bridge arch slip casing by pressure reinforcement means of the present invention is further described.
Detailed description of the invention
Stone arch bridge bridge arch slip casing by pressure reinforcement means of the present invention, the disease incidence according to stone arch bridge present situation and arch fill carries out modeling analysis; Calculate that the soil body is maximum allows grouting pressure, slip casing by pressure liquid dilation angle and slurries injection rate; Determine slip casing by pressure hole horizontal, longitudinally between spacing and quantity, hole and clean hole; The grouting pressure of trying to achieve according to calculating and slurries injection rate carry out slip casting and maintenance in order.
As specific embodiment, according to the disease incidence modeling analysis of stone arch bridge present situation and arch fill, comprise, obtain the structural form of stone arch bridge and concrete size, and the disease incidence of arch fill; Analyze the stress in stone arch bridge standing state situation by Modling model, try to achieve the rich bearing capacity of stone arch bridge; Carry out drill hole sampling at arch fill and pass through to test the coefficient of permeability K, porosity n and the soil body severe γ that determine stone arch bridge arch fill.Further,
According to formula P=P
0+ C × m × λ × H tries to achieve that the soil body is maximum allows grouting pressure P, and in formula, C is the coefficient relevant with injected hole sequence, is determined by slip casting order, and unit is dimensionless constant; The coefficient that m is relevant with grouting mode, is determined by grouting mode, and unit is dimensionless constant; λ is soil body permeability determination coefficient, and unit is dimensionless constant; H is the injected hole degree of depth, and unit is m; P
0for initial grouting in soil mass pressure admissible value, unit is Pa;
According to formula
determine slip casing by pressure liquid dilation angle R; In formula, K is the transmission coefficient of arch fill, and unit is cm/s; T is the slip casting time, and unit is s; H is grouting pressure head height, and unit is cm; R is grouting pipe radius, and unit is cm; β is slurry viscosity and the ratio of water viscosity; α is active porosity volumetric efficiency, and value is 0.9 ~ 1.0;
Try to achieve the injection rate Q of every hole slurries according to formula Q=f × A × H × n × α, unit is m
3; In formula, f is the loss factor of slurries; A is the effective diffusion areas of slurries, and unit is m
2; H is the injected hole degree of depth, and unit is m; N is arch fill porosity; α is active porosity volumetric efficiency, and value is 0.9 ~ 1.0; Stone arch bridge arch fill slip casting total quantity is obtained in conjunction with injected hole quantity and depth calculation.
Accompanying drawing 1 is the step schematic diagram of stone arch bridge bridge arch slip casing by pressure reinforcement means of the present invention, and as seen from the figure, stone arch bridge bridge arch slip casing by pressure reinforcement means of the present invention, comprises the following steps:
S1, the structural form obtaining stone arch bridge and concrete size, and the disease incidence of arch fill;
S2, analyze the stress in stone arch bridge standing state situation by Modling model, try to achieve the rich bearing capacity of stone arch bridge;
S3, carry out drill hole sampling at arch fill and determine the coefficient of permeability K of stone arch bridge arch fill, porosity n and soil body severe γ by test;
S4, according to formula P=P
0+ C × m × λ × H tries to achieve that the soil body is maximum allows grouting pressure P, and in formula, C is the coefficient relevant with injected hole sequence, is determined by slip casting order, and unit is dimensionless constant; The coefficient that m is relevant with grouting mode, is determined by grouting mode, and unit is dimensionless constant; λ is soil body permeability determination coefficient, and unit is dimensionless constant; H is the injected hole degree of depth, and unit is m; P
0for initial grouting in soil mass pressure admissible value, unit is Pa;
S5, according to formula
determine slip casing by pressure liquid dilation angle R; In formula, K is the transmission coefficient of arch fill, and unit is cm/s; T is the slip casting time, and unit is s; H is grouting pressure head height, and unit is cm; R is grouting pipe radius, and unit is cm; β is slurry viscosity and the ratio of water viscosity; α is active porosity volumetric efficiency, and value is 0.9 ~ 1.0;
S6, try to achieve the injection rate Q of every hole slurries according to formula Q=f × A × H × n × α, unit is m
3; In formula, f is the loss factor of slurries; A is the effective diffusion areas of slurries, and unit is m
2; H is the injected hole degree of depth, and unit is m; N is arch fill porosity; α is active porosity volumetric efficiency, and value is 0.9 ~ 1.0; Stone arch bridge arch fill slip casting total quantity is obtained in conjunction with injected hole quantity and depth calculation;
S7, determine slip casing by pressure liquid dilation angle according to S5, by slip casing by pressure liquid dilation angle R determine slip casing by pressure hole horizontal, longitudinally between spacing and quantity; Injected hole horizontal spacing gets 1.0R ~ 1.5R, and longitudinal pitch gets 1.5R ~ 2.0R; Slip casting pore quantity is investigated according to S1 the bridge size obtained and is determined;
S8, according to determine distance according to plum blossom form arrangement hole and carry out drilling construction, described plum blossom form refer between two row between line interlacing arrange spread pattern; As shown in accompanying drawing 2,3, in figure, 1 is bridge pier, and 2 is main bridge arch, and 3 is arch fill, and 4 is injected hole;
S9, slip casing by pressure, grouting sequence carries out from arch springing to both sides, vault direction simultaneously; Adopt interlaced mode a few round hole slip casting simultaneously (as shown in Figure 4); Allow grouting pressure P when grouting pressure reaches maximum, or during midge amount < 0.5L/min, by aperture backflow voltage stabilizing 10min, can slip casting be stopped; About when described interlaced mode refers to first group of slip casting, hole, fore-and-aft direction one, equal interval carries out slip casting, be initial with the centre bore of first group of slip casting during second group of slip casting, slip casting is carried out in left and right, hole, fore-and-aft direction one, equal interval, carry out slip casting with the hole at first group of slip casting interval during the 3rd group of slip casting, during the 4th group of slip casting, carry out slip casting with the hole at second group of slip casting interval;
S10, maintenance is carried out to slurries, and adopt the detection mode of boring and coring to detect slip casting effect.
Obviously, the Advantageous Effects of stone arch bridge bridge arch slip casing by pressure reinforcement means of the present invention does not need disconnected road to construct, and fundamentally stone arch bridge strengthened by composite main arch arch fill, achieves the long-term stability of arch fill.Further, later stage arch fill disease can be decreased and occur, there is the scope of application wide, construction safety, efficiently feature.
Claims (4)
1. a stone arch bridge bridge arch slip casing by pressure reinforcement means, is characterized in that, the disease incidence according to stone arch bridge present situation and arch fill carries out modeling analysis; Calculate that the soil body is maximum allows grouting pressure, slip casing by pressure liquid dilation angle and slurries injection rate; Determine slip casing by pressure hole horizontal, longitudinally between spacing and quantity, hole and clean hole; The grouting pressure of trying to achieve according to calculating and slurries injection rate carry out slip casting and maintenance in order.
2. stone arch bridge bridge arch slip casing by pressure reinforcement means according to claim 1, it is characterized in that, according to the disease incidence modeling analysis of stone arch bridge present situation and arch fill, comprise, obtain the structural form of stone arch bridge and concrete size, and the disease incidence of arch fill; Analyze the stress in stone arch bridge standing state situation by Modling model, try to achieve the rich bearing capacity of stone arch bridge; Carry out drill hole sampling at arch fill and pass through to test the coefficient of permeability K, porosity n and the soil body severe γ that determine stone arch bridge arch fill.
3. stone arch bridge bridge arch slip casing by pressure reinforcement means according to claim 1, is characterized in that, calculates that the soil body is maximum allows grouting pressure, slip casing by pressure liquid dilation angle and slurries injection rate, comprises,
According to formula P=P
0+ C × m × λ × H tries to achieve that the soil body is maximum allows grouting pressure P, and in formula, C is the coefficient relevant with injected hole sequence, is determined by slip casting order, and unit is dimensionless constant; The coefficient that m is relevant with grouting mode, is determined by grouting mode, and unit is dimensionless constant; λ is soil body permeability determination coefficient, and unit is dimensionless constant; H is the injected hole degree of depth, and unit is m; P
0for initial grouting in soil mass pressure admissible value, unit is Pa;
According to formula
determine slip casing by pressure liquid dilation angle R; In formula, K is the transmission coefficient of arch fill, and unit is cm/s; T is the slip casting time, and unit is s; H is grouting pressure head height, and unit is cm; R is grouting pipe radius, and unit is cm; β is slurry viscosity and the ratio of water viscosity; α is active porosity volumetric efficiency, and value is 0.9 ~ 1.0;
Try to achieve the injection rate Q of every hole slurries according to formula Q=f × A × H × n × α, unit is m
3; In formula, f is the loss factor of slurries; A is the effective diffusion areas of slurries, and unit is m
2; H is the injected hole degree of depth, and unit is m; N is arch fill porosity; α is active porosity volumetric efficiency, and value is 0.9 ~ 1.0; Stone arch bridge arch fill slip casting total quantity is obtained in conjunction with injected hole quantity and depth calculation.
4. stone arch bridge bridge arch slip casing by pressure reinforcement means according to claim 1, it is characterized in that, the method comprises the following steps:
S1, the structural form obtaining stone arch bridge and concrete size, and the disease incidence of arch fill;
S2, analyze the stress in stone arch bridge standing state situation by Modling model, try to achieve the rich bearing capacity of stone arch bridge;
S3, carry out drill hole sampling at arch fill and determine the coefficient of permeability K of stone arch bridge arch fill, porosity n and soil body severe γ by test;
S4, according to formula P=P
0+ C × m × λ × H tries to achieve that the soil body is maximum allows grouting pressure P, and in formula, C is the coefficient relevant with injected hole sequence, is determined by slip casting order, and unit is dimensionless constant; The coefficient that m is relevant with grouting mode, is determined by grouting mode, and unit is dimensionless constant; λ is soil body permeability determination coefficient, and unit is dimensionless constant; H is the injected hole degree of depth, and unit is m; P
0for initial grouting in soil mass pressure admissible value, unit is Pa;
S5, according to formula
determine slip casing by pressure liquid dilation angle R; In formula, K is the transmission coefficient of arch fill, and unit is cm/s; T is the slip casting time, and unit is s; H is grouting pressure head height, and unit is cm; R is grouting pipe radius, and unit is cm; β is slurry viscosity and the ratio of water viscosity; α is active porosity volumetric efficiency, and value is 0.9 ~ 1.0;
S6, try to achieve the injection rate Q of every hole slurries according to formula Q=f × A × H × n × α, unit is m
3; In formula, f is the loss factor of slurries; A is the effective diffusion areas of slurries, and unit is m
2; H is the injected hole degree of depth, and unit is m; N is arch fill porosity; α is active porosity volumetric efficiency, and value is 0.9 ~ 1.0; Stone arch bridge arch fill slip casting total quantity is obtained in conjunction with injected hole quantity and depth calculation;
S7, determine slip casing by pressure liquid dilation angle according to S5, by slip casing by pressure liquid dilation angle R determine slip casing by pressure hole horizontal, longitudinally between spacing and quantity; Injected hole horizontal spacing gets 1.0R ~ 1.5R, and longitudinal pitch gets 1.5R ~ 2.0R; Slip casting pore quantity is investigated according to S1 the bridge size obtained and is determined;
S8, according to determine distance according to plum blossom form arrangement hole and carry out drilling construction, described plum blossom form refer between two row between line interlacing arrange spread pattern;
S9, slip casing by pressure, grouting sequence carries out from arch springing to both sides, vault direction simultaneously; Adopt the slip casting simultaneously of a few round hole of interlaced mode; Allow grouting pressure P when grouting pressure reaches maximum, or during midge amount < 0.5L/min, by aperture backflow voltage stabilizing 10min, can slip casting be stopped; About when described interlaced mode refers to first group of slip casting, hole, fore-and-aft direction one, equal interval carries out slip casting, be initial with the centre bore of first group of slip casting during second group of slip casting, slip casting is carried out in left and right, hole, fore-and-aft direction one, equal interval, carry out slip casting with the hole at first group of slip casting interval during the 3rd group of slip casting, during the 4th group of slip casting, carry out slip casting with the hole at second group of slip casting interval;
S10, maintenance is carried out to slurries, and adopt the detection mode of boring and coring to detect slip casting effect.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410775987.4A CN104404891B (en) | 2014-12-15 | 2014-12-15 | Stone arch bridge bridge arch slip casing by pressure reinforcement means |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410775987.4A CN104404891B (en) | 2014-12-15 | 2014-12-15 | Stone arch bridge bridge arch slip casing by pressure reinforcement means |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104404891A true CN104404891A (en) | 2015-03-11 |
| CN104404891B CN104404891B (en) | 2016-08-24 |
Family
ID=52642552
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410775987.4A Expired - Fee Related CN104404891B (en) | 2014-12-15 | 2014-12-15 | Stone arch bridge bridge arch slip casing by pressure reinforcement means |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104404891B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108487918A (en) * | 2018-03-06 | 2018-09-04 | 山东科技大学 | Tunneling and underground engineering wall-rock crack water grouting treatment design method |
| CN112176888A (en) * | 2020-09-24 | 2021-01-05 | 保利长大工程有限公司 | Reinforcing method for arch back enlarged section structure of old stone arch bridge |
| CN114370009A (en) * | 2021-12-30 | 2022-04-19 | 浙江正方交通建设有限公司 | Active-service open-web type arch bridge comprehensive reinforcing structure and construction method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09217319A (en) * | 1996-02-14 | 1997-08-19 | Ishikawajima Constr Materials Co Ltd | Reinforcing construction method of columnar structure |
| CN102786282A (en) * | 2012-08-30 | 2012-11-21 | 西安建筑科技大学 | Grout for medium and fine sand layers and grouting method |
| CN104074525A (en) * | 2014-07-02 | 2014-10-01 | 南京林业大学 | Full-sectional grouting, rectangular horizontal freezing and pipe roof combined reinforcing structure and method |
| CN104110265A (en) * | 2014-07-24 | 2014-10-22 | 中铁隧道集团有限公司 | Thixotropic slurry grouting system for large-section rectangular pipe-jacking pipeline |
-
2014
- 2014-12-15 CN CN201410775987.4A patent/CN104404891B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09217319A (en) * | 1996-02-14 | 1997-08-19 | Ishikawajima Constr Materials Co Ltd | Reinforcing construction method of columnar structure |
| CN102786282A (en) * | 2012-08-30 | 2012-11-21 | 西安建筑科技大学 | Grout for medium and fine sand layers and grouting method |
| CN104074525A (en) * | 2014-07-02 | 2014-10-01 | 南京林业大学 | Full-sectional grouting, rectangular horizontal freezing and pipe roof combined reinforcing structure and method |
| CN104110265A (en) * | 2014-07-24 | 2014-10-22 | 中铁隧道集团有限公司 | Thixotropic slurry grouting system for large-section rectangular pipe-jacking pipeline |
Non-Patent Citations (1)
| Title |
|---|
| 陈建华等: "在役石拱桥桥台基础灌浆加固设计与施工", 《中国新技术新产品》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108487918A (en) * | 2018-03-06 | 2018-09-04 | 山东科技大学 | Tunneling and underground engineering wall-rock crack water grouting treatment design method |
| CN112176888A (en) * | 2020-09-24 | 2021-01-05 | 保利长大工程有限公司 | Reinforcing method for arch back enlarged section structure of old stone arch bridge |
| CN114370009A (en) * | 2021-12-30 | 2022-04-19 | 浙江正方交通建设有限公司 | Active-service open-web type arch bridge comprehensive reinforcing structure and construction method |
| CN114370009B (en) * | 2021-12-30 | 2024-05-24 | 浙江正方交通建设有限公司 | Active hollow arch bridge comprehensive reinforcement structure and construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104404891B (en) | 2016-08-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106245629B (en) | A kind of anti-skid uplift pile in mountain area and its design method | |
| CN107605489A (en) | Three line Large span tunnel inclined shafts enter positive cavity construction method | |
| CN102359046A (en) | High fill subgrade connection method | |
| CN202323970U (en) | Combined reinforcement system for side slope | |
| CN203462484U (en) | Existing retaining wall reinforcement structure | |
| CN107700366A (en) | Deep water high-block bridge degree the bridge construction naked rock river bed trestle of hard stone and construction method | |
| CN104404891B (en) | Stone arch bridge bridge arch slip casing by pressure reinforcement means | |
| CN103015414A (en) | Precast concrete post grouting pile and grouting process | |
| CN105714678B (en) | A kind of combined type gravity anchorage | |
| CN203716046U (en) | Steel trestle for earthwork transportation of foundation pit | |
| CN202672162U (en) | Combined type retaining structure | |
| CN102296573A (en) | Frame-type debris flow dam and construction method thereof | |
| CN112538870B (en) | Isolation and reinforcement structure and method for water-rich sand layer shield tunnel to pass through viaduct | |
| CN104712341B (en) | Bed shallow covering shield driving stratum consolidation system and its construction method | |
| CN103498574B (en) | After in masonry panel, increase stem stem Shockproof reinforcing method | |
| CN102359395B (en) | Method for plugging large-scale water-inrush burst-mud burst hole of tunnel fault | |
| CN108517795A (en) | Railroad bridge protecting canopy frame structure and its construction method | |
| CN106567365B (en) | Earth and rockfill dam longitudinal reinforcement construction method | |
| CN205329446U (en) | Upper and lower staggered floor precast reinforced concrete basic unit of permeating water | |
| CN205532716U (en) | Block structure of ore bin bottom | |
| CN103669976A (en) | Ancient pagoda correction | |
| CN205024719U (en) | Pile foundation and integrated reverse construction vertical braces system of underground continuous wall | |
| CN204097889U (en) | A kind of piling and the built bridge abutment structure of increase platform cap composite reinforcement | |
| CN207295418U (en) | The concrete buttress structure for preventing high gradient slope bridge pier from deviating | |
| CN213775385U (en) | Isolation and reinforcement structure for water-rich sand layer shield tunnel to pass through viaduct |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160824 Termination date: 20181215 |