CN110489840A - A kind of structure final settlement quantity algorithm considering immersed tube tunnel special process - Google Patents
A kind of structure final settlement quantity algorithm considering immersed tube tunnel special process Download PDFInfo
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- CN110489840A CN110489840A CN201910732127.5A CN201910732127A CN110489840A CN 110489840 A CN110489840 A CN 110489840A CN 201910732127 A CN201910732127 A CN 201910732127A CN 110489840 A CN110489840 A CN 110489840A
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- immersed tube
- tube tunnel
- special process
- final settlement
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/063—Tunnels submerged into, or built in, open water
- E02D29/073—Tunnels or shuttering therefor assembled from sections individually sunk onto, or laid on, the water-bed, e.g. in a preformed trench
Abstract
The invention discloses a kind of structure final settlement quantity algorithms for considering immersed tube tunnel special process, and the algorithm is the following steps are included: one: determining that base form influences COEFFICIENT K1；Two: determine the rigidity of structure and connector (containing with secretly bury a section connector) influence COEFFICIENT K2；Three: calculating the sand bedding course settling amount S for the influences that consider backbreak, back-silt etc.1；Four: calculating and consider to excavate the original settlement of foundation S for loosening and springing back under sand bedding course2；Five: calculating final precipitation capacity S=K1K2(S1+S2).This algorithm considers immersed tube tunnel process and structure feature, including backbreaks under water, excavates a variety of key factors influential on final settlement such as loosening is influenced, back-silted, the rigidity of structure, connector, ground are sprung back, so that the calculated result of final settlement is more accurate.
Description
Technical field
The present invention relates in immersed tube tunnel final settlement algorithmic technique field more particularly to a kind of consideration immersed tube tunnel
The structure final settlement quantity algorithm of special process.
Background technique
Immersed tube tunnel is that the processes such as tube coupling prefabricated in depressed place, towage transportation by driving, sinking docking, based process, backfill covering are built
At submerged tunnel.Top earthing is shallow, length of tunnel is short, is connected more flexible with waters two sides road for it, can greatly save center
Urban land resource is one of the main method that inland river submerged tunnel is built in city.80% or more immersed tube tunnel is all in pipe
Pass through the harmful gap for filling sand bedding course elimination tube coupling bottom surface and foundation trench bottom after saving sinking.Tunnel inner concrete backfills ballast and tunnel
Outer rubble backfill protective layer gravity causes to fill sand bedding course and the compression of original ground, so as to cause structure sediment.
Immersed tube tunnel structure final quantity settlement calculation method does not consider the influence of immersed tube special process at present, calculated value with
Measured data there are relatively large deviation, cannot effectively design take corresponding settlement Control measure, respectively managed so as to cause tunnel
Differential settlement is saved, leads to connector leak between tube coupling, influences tunnel operation security.
Summary of the invention
The purpose of the invention is to propose a kind of structure final settlement quantity algorithm for considering immersed tube tunnel special process, solution
Certainly current immersed tube tunnel structure final quantity settlement calculation method does not consider the influence of immersed tube special process, calculated value and actual measurement number
According to the shortcomings that there are relatively large deviations.
To achieve the goals above, present invention employs following technical solutions:
A kind of structure final settlement quantity algorithm considering immersed tube tunnel special process, comprising the following steps:
Step 1: determine that base form influences COEFFICIENT K1；
Step 2: determine the rigidity of structure and connector (containing with secretly bury a section connector) influence COEFFICIENT K2；
Step 3: the sand bedding course settling amount S for the influences that consider backbreak, back-silt etc. is calculated1；
Step 4: it calculates and considers to excavate the original settlement of foundation S for loosening and springing back under sand bedding course2；
Step 5: final precipitation capacity is calculated:
S=k1k2(S1+S2)。
Preferably, base form influences COEFFICIENT K in the step 11General desirable 0.85.
Preferably, COEFFICIENT K is influenced in the step 22Value between 0.8~1.2, to tunnel profile intermediate tube
Pipeline section can take large values at section and slope paddy, for secretly bury structure and connect pipeline section and get the small value in tunnel profile top of a hill pipeline section.
Preferably, sand bedding course settling amount S in the step 31Calculation method:
P0For additional stress at the top of sand bedding course, tunnel buoyancy is subtracted for the sum of tunnel structure self weight and top earthing pressure,
Unit kN/m2；
H1For bedding design thickness, unit m；
A is thickness of backbreaking, horizontal according to equipment situation and construction technology, can use 0.5m~1m, equipment is superior, construction technology
Height can get the small value, otherwise can take large values；
K3Coefficient is influenced to back-silt, sand bedding course is comprehensively considered, excavates foundation trench geologic(al) factor and the comprehensive determination of hydrologic condition, one
As value 0.6~1.0；
EΨFor the sand bedding course deformation modulus for considering construction technology, filling sand pressure, the influence factors such as inland river water flow, units MPa,
It can use 10MPa when primary Calculation, the later period can adjust according to test data；
Preferably, original settlement of foundation S in the step 42Calculation method:
H2For foundation calculation thickness, can be determined according to " Code for design of building (GB5007) "；
ESFor original ground weighted comprehensive deformation modulus, units MPa, calculation method is each soil layer deformation modulus of original ground
It multiplied by its thickness, then sums, then divided by the sum of each soil layer overall thickness；
P ' is to calculate additional stress, unit kN/m2, calculation method:
D is tunnel pipeline section cross section width；
α is stress spread angle, can be determined according to " Code for design of building (GB5007) "；
H ' be consider tunnel foundation trench macroscopic destruction springback influence original ground corrected Calculation thickness, calculation method:
Beneficial effects of the present invention:
Consider immersed tube tunnel process and structure feature, including backbreak under water, excavate loosening influence, back-silt, the rigidity of structure,
A variety of key factors influential on final settlement such as connector, ground rebound, so that the calculated result of final settlement is more smart
Really.
Specific embodiment
Embodiment one
A kind of structure final settlement quantity algorithm considering immersed tube tunnel special process, comprising the following steps:
(1) determine that base form influences coefficient k1, generally desirable 0.85；
(2) determine the rigidity of structure and connector (containing with secretly bury a section connector) influence coefficient k2, it is connect calculating and secretly burying structure
Pipeline section and be in tunnel profile top of a hill pipeline section when, k2Value be 0.8；
(3) the sand bedding course settling amount S for the influences that consider backbreak, back-silt etc. is calculated1, S1Calculation method:
P0For additional stress at the top of sand bedding course, tunnel buoyancy is subtracted for the sum of tunnel structure self weight and top earthing pressure,
Unit kN/m2；
H1For bedding design thickness, unit m；
A is thickness of backbreaking, and horizontal according to equipment situation and construction technology, equipment is superior, and when construction technology is high, a value is taken
0.5m；
K3Coefficient is influenced to back-silt, sand bedding course is comprehensively considered, excavates foundation trench geologic(al) factor and the comprehensive determination of hydrologic condition, one
As value 0.6~1.0；
EΨFor the sand bedding course deformation modulus for considering construction technology, filling sand pressure, the influence factors such as inland river water flow, units MPa,
It can use 10MPa when primary Calculation, the later period can adjust according to test data；
(4) it calculates and considers to excavate the original settlement of foundation S for loosening and springing back under sand bedding course2, S2Calculation method:
H2For foundation calculation thickness, can be determined according to " Code for design of building (GB5007) "；
ESFor original ground weighted comprehensive deformation modulus, units MPa, calculation method is each soil layer deformation modulus of original ground
It multiplied by its thickness, then sums, then divided by the sum of each soil layer overall thickness；
P ' is to calculate additional stress, unit kN/m2, calculation method:
D is tunnel pipeline section cross section width；
α is stress spread angle, can be determined according to " Code for design of building (GB5007) "；
H ' be consider tunnel foundation trench macroscopic destruction springback influence original ground corrected Calculation thickness, calculation method:
(5) final precipitation capacity is calculated:
S=k1k2(S1+S2)
Embodiment two
A kind of structure final settlement quantity algorithm considering immersed tube tunnel special process, comprising the following steps:
(1) determine that base form influences coefficient k1, generally desirable 0.85；
(2) determine the rigidity of structure and connector (containing with secretly bury a section connector) influence coefficient k2, calculating among tunnel profile
At pipeline section and slope paddy when pipeline section, k2Value be 1.2；
(3) the sand bedding course settling amount S for the influences that consider backbreak, back-silt etc. is calculated1, S1Calculation method:
P0For additional stress at the top of sand bedding course, tunnel buoyancy is subtracted for the sum of tunnel structure self weight and top earthing pressure,
Unit kN/m2；
H1For bedding design thickness, unit m；
A is thickness of backbreaking, and horizontal according to equipment situation and construction technology, equipment is general, and when construction technology is low, a value takes 1m；
K3Coefficient is influenced to back-silt, sand bedding course is comprehensively considered, excavates foundation trench geologic(al) factor and the comprehensive determination of hydrologic condition, one
As value 0.6~1.0；
EΨFor the sand bedding course deformation modulus for considering construction technology, filling sand pressure, the influence factors such as inland river water flow, units MPa,
It can use 10MPa when primary Calculation, the later period can adjust according to test data；
(6) it calculates and considers to excavate the original settlement of foundation S for loosening and springing back under sand bedding course2, S2Calculation method:
H2For foundation calculation thickness, can be determined according to " Code for design of building (GB5007) "；
ESFor original ground weighted comprehensive deformation modulus, units MPa, calculation method is each soil layer deformation modulus of original ground
It multiplied by its thickness, then sums, then divided by the sum of each soil layer overall thickness；
P ' is to calculate additional stress, unit kN/m2, calculation method:
D is tunnel pipeline section cross section width；
α is stress spread angle, can be determined according to " Code for design of building (GB5007) "；
H ' be consider tunnel foundation trench macroscopic destruction springback influence original ground corrected Calculation thickness, calculation method:
(7) final precipitation capacity is calculated:
S=k1k2(S1+S2)。
The foregoing is only a preferred embodiment of the present invention, but scope of protection of the present invention is not limited thereto,
Anyone skilled in the art in the technical scope disclosed by the present invention, according to the technique and scheme of the present invention and its
Inventive concept is subject to equivalent substitution or change, should be covered by the protection scope of the present invention.
Claims (5)
1. it is a kind of consider immersed tube tunnel special process structure final settlement quantity algorithm, which is characterized in that the algorithm include with
Lower step:
Step 1: determine that base form influences COEFFICIENT K1；
Step 2: determine the rigidity of structure and connector (containing with secretly bury a section connector) influence COEFFICIENT K2；
Step 3: the sand bedding course settling amount S for the influences that consider backbreak, back-silt etc. is calculated1；
Step 4: it calculates and considers to excavate the original settlement of foundation S for loosening and springing back under sand bedding course2；
Step 5: final precipitation capacity is calculated:
S=k1k2(S1+S2)。
2. a kind of structure final settlement quantity algorithm for considering immersed tube tunnel special process according to claim 1, feature
It is, base form influences COEFFICIENT K in the step 11General desirable 0.85.
3. a kind of structure final settlement quantity algorithm for considering immersed tube tunnel special process according to claim 1, feature
It is, influences COEFFICIENT K in the step 22Value between 0.8~1.2.
4. a kind of structure final settlement quantity algorithm for considering immersed tube tunnel special process according to claim 1, feature
It is, sand bedding course settling amount S in the step 31Calculation method:
5. a kind of structure final settlement quantity algorithm for considering immersed tube tunnel special process according to claim 1, feature
It is, original settlement of foundation S in the step 42Calculation method:
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111581696A (en) * | 2020-04-23 | 2020-08-25 | 中铁（天津）隧道工程勘察设计有限公司 | Method for calculating safety coefficient of extra-large cross-chamber supporting structure |
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| JPH07197481A (en) * | 1993-12-28 | 1995-08-01 | Sumitomo Rubber Ind Ltd | Cut-off structure of immersed tunnel and secondary cut-off rubber for immersed tunnel using the cut-off structure |
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| CN107784193A (en) * | 2017-10-20 | 2018-03-09 | 西安市地下铁道有限责任公司 | The computational methods of existing line stratum settlement amount are worn under single bore tunnel work progress |
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| CN104567710A (en) * | 2015-01-23 | 2015-04-29 | 浙江大学城市学院 | Immersed tube tunnel deformation monitoring and stress analyzing system and application method and functions of immersed tube tunnel deformation monitoring and stress analyzing system |
| CN106649931A (en) * | 2016-09-26 | 2017-05-10 | 浙江大学城市学院 | Calculation method for post-construction ground surface settlement of rectangular jacking pipe tunnel construction |
| CN107784193A (en) * | 2017-10-20 | 2018-03-09 | 西安市地下铁道有限责任公司 | The computational methods of existing line stratum settlement amount are worn under single bore tunnel work progress |
| CN108694286A (en) * | 2018-05-25 | 2018-10-23 | 中铁第四勘察设计院集团有限公司 | A kind of soft soil roadbed settlement after construction computational methods |
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| WEI, G 等: "Analysis of Settlement Control Measures in Immersed Tunnel", 《APPLIED MECHANICS AND MATERIALS》 * |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111581696A (en) * | 2020-04-23 | 2020-08-25 | 中铁（天津）隧道工程勘察设计有限公司 | Method for calculating safety coefficient of extra-large cross-chamber supporting structure |
| CN111581696B (en) * | 2020-04-23 | 2022-11-22 | 中铁（天津）隧道工程勘察设计有限公司 | Method for calculating safety coefficient of extra-large cross-chamber supporting structure |
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Address after: 36 Zhonghuan West Road, pilot free trade zone (Airport Economic Zone), Binhai New Area, Tianjin Patentee after: CHINA RAILWAY LIUYUAN GROUP Co.,Ltd. Patentee after: CHINA RAILWAY TUNNEL SURVEY & DESIGN INSTITUTE Co.,Ltd. Address before: 36 Zhonghuan West Road, pilot free trade zone (Airport Economic Zone), Binhai New Area, Tianjin Patentee before: CHINA RAILWAY LIUYUAN GROUP Co.,Ltd. Patentee before: CHINA RAILWAY (TIANJIN) TUNNEL ENGINEERING SURVEY & DESIGN Co.,Ltd. |