CN110489840B - Structure final settlement method considering immersed tube tunnel special process - Google Patents
Structure final settlement method considering immersed tube tunnel special process Download PDFInfo
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- CN110489840B CN110489840B CN201910732127.5A CN201910732127A CN110489840B CN 110489840 B CN110489840 B CN 110489840B CN 201910732127 A CN201910732127 A CN 201910732127A CN 110489840 B CN110489840 B CN 110489840B
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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
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Abstract
The invention discloses a final structure settlement method considering a special process of a immersed tube tunnel, which comprises the following steps: firstly, the method comprises the following steps: determining a base form influence coefficient K1(ii) a II, secondly: determining structural rigidity and influence coefficient K of joint (including joint with buried section)2(ii) a Thirdly, the method comprises the following steps: calculating the sand cushion settlement S considering the influence of over-excavation, back silting and the like1(ii) a Fourthly, the method comprises the following steps: calculating the settlement S of the original foundation considering excavation looseness and resilience under the sand cushion2(ii) a Fifthly: calculating the final precipitation S ═ K1K2(S1+S2). The method considers the process and structural characteristics of the immersed tube tunnel, including multiple important factors influencing final settlement such as underwater overexcavation, excavation looseness influence, back silting, structural rigidity, joints, foundation resilience and the like, so that the calculation result of the final settlement amount is more accurate.
Description
Technical Field
The invention relates to the technical field of final settlement methods in immersed tube tunnels, in particular to a structural final settlement method considering a special process of an immersed tube tunnel.
Background
The immersed tube tunnel is an underwater tunnel built by pipe joints through the procedures of prefabrication in a dock, towing, floating transportation, sinking and butting, foundation treatment, backfilling and covering and the like. The top of the tunnel is shallow in earth covering, the length of the tunnel is short, the tunnel is more flexibly connected with roads on two sides of a water area, the land resources in a central urban area can be greatly saved, and the tunnel is one of the main methods for constructing inland river underwater tunnels in cities. More than 80% of immersed tube tunnels eliminate harmful gaps between the bottom surfaces of the tube joints and the bottom of the foundation trench through sand-filling cushion layers after the tube joints are immersed. The concrete backfill weight in the tunnel and the gravity action of the broken stone backfill protective layer outside the tunnel cause the compression of the sand filling cushion and the original foundation, thereby causing the structure to subside.
The final settlement calculation method of the existing immersed tube tunnel structure does not consider the influence of a special immersed tube process, the calculated value has larger deviation with the measured data, and the calculated value can not effectively guide the design to take corresponding settlement control measures, thereby causing the uneven settlement of all tube joints of the tunnel, causing the water leakage of the joints between the tube joints and influencing the operation safety of the tunnel.
Disclosure of Invention
The invention aims to provide a method for calculating the final structural settlement by considering a special process of an immersed tube tunnel, which solves the problems that the influence of the special process of the immersed tube is not considered in the conventional method for calculating the final structural settlement of the immersed tube tunnel, and the calculated value has larger deviation with the measured data.
In order to achieve the purpose, the invention adopts the following technical scheme:
a final structure settlement method considering a special process of a immersed tube tunnel comprises the following steps:
the method comprises the following steps: determining a base form influence coefficient K1；
Step two: determining structural rigidity and influence coefficient K of joint (including joint with buried section)2；
Step three: calculating the sand cushion settlement S considering the influence of over-excavation, back silting and the like1；
Step four: calculating the settlement S of the original foundation considering excavation looseness and resilience under the sand cushion2；
Step five: calculating the final precipitation:
S＝k1k2(S1+S2)。
preferably, the coefficient of influence K of the base form in said step one1Typically 0.85 may be desirable.
Preferably, the influence coefficient K in the second step2The value of (2) is 0.8-1.2, the values of the middle pipe section and the pipe section at the valley of the longitudinal section of the tunnel can be large, and the values of the pipe section connected with a buried structure and the pipe section at the peak of the longitudinal section of the tunnel can be small.
Preferably, the sand cushion sedimentation amount S in the third step1The calculating method of (2):
P0adding stress to the top of the sand cushion layer, subtracting the buoyancy of the tunnel from the sum of the self weight of the tunnel structure and the upper soil covering pressure, and obtaining the unit kN/m2；
H1Designing the thickness of the cushion layer in m;
a is the over-excavation thickness, and can be 0.5m to 1m according to the equipment condition and the construction process level, the equipment is fine, the construction process is high, and a small value can be taken, otherwise a large value can be taken;
K3comprehensively determining the influence coefficient of the back silting by comprehensively considering geological factors of a sand cushion layer and an excavation foundation trench and hydrologic conditions, wherein the value is generally 0.6-1.0;
EΨin order to consider the deformation modulus of the sand cushion layer of the influence factors such as construction process, sand filling pressure, inland river water flow and the like, the unit MPa is 10MPa in the initial calculation, and the later period can be adjusted according to test data;
preferably, the original foundation settlement amount S in the fourth step2The calculating method of (2):
H2calculating the thickness of the foundation, wherein the thickness can be determined according to design specifications of building foundation foundations (GB 5007);
ESthe original foundation is weighted to synthesize the deformation modulus in unit MPa, and the calculation method isMultiplying the deformation modulus of each soil layer of the original foundation by the thickness of each soil layer, summing the deformation moduli and the thickness, and dividing the sum by the total thickness of each soil layer;
p' is the calculated additional stress, unit kN/m2, the calculation method is as follows:
d is the width of the cross section of the tunnel pipe section;
α is stress diffusion angle, and can be determined according to design Specification of Foundation of architecture (GB 5007);
h' is the original foundation correction calculation thickness considering the influence of tunnel foundation trench excavation unloading resilience, and the calculation method comprises the following steps:
the invention has the beneficial effects that:
the method considers the process and the structural characteristics of the immersed tube tunnel, and comprises multiple important factors which influence final settlement, such as underwater overexcavation, excavation loosening influence, back silting, structural rigidity, joints, foundation resilience and the like, so that the calculation result of the final settlement amount is more accurate.
Detailed Description
Example one
A final structure settlement method considering a special process of a immersed tube tunnel comprises the following steps:
(1) determining a base form influence coefficient k1Generally, 0.85 can be taken;
(2) determining structural rigidity and influence coefficient k of joint (including joint with buried section)2K when calculating the connecting pipe section with the buried structure and the pipe section at the vertical section slope peak of the tunnel2Is 0.8;
(3) calculating the sand cushion settlement S considering the influence of over-excavation, back silting and the like1，S1The calculating method of (2):
P0adding stress to the top of the sand cushion layer, subtracting the buoyancy of the tunnel from the sum of the self weight of the tunnel structure and the upper soil covering pressure, and obtaining the unit kN/m2；
H1Designing the thickness of the cushion layer in m;
a is the overexcavation thickness, the equipment is fine according to the equipment condition and the construction process level, and when the construction process is high, the value a is 0.5 m;
K3comprehensively determining the influence coefficient of the back silting by comprehensively considering geological factors of a sand cushion layer and an excavation foundation trench and hydrologic conditions, wherein the value is generally 0.6-1.0;
EΨin order to consider the deformation modulus of the sand cushion layer of the influence factors such as construction process, sand filling pressure, inland river water flow and the like, the unit MPa is 10MPa in the initial calculation, and the later period can be adjusted according to test data;
(4) calculating the settlement S of the original foundation considering excavation looseness and resilience under the sand cushion2，S2The calculating method of (2):
H2calculating the thickness of the foundation, wherein the thickness can be determined according to design specifications of building foundation foundations (GB 5007);
ESthe method comprises the steps of weighting comprehensive deformation modulus of an original foundation in unit MPa, multiplying the deformation modulus of each soil layer of the original foundation by the thickness of the original foundation, summing, and dividing by the sum of the total thicknesses of the soil layers;
p' is the calculated additional stress, unit kN/m2, the calculation method is as follows:
d is the width of the cross section of the tunnel pipe section;
α is stress diffusion angle, and can be determined according to design Specification of Foundation of architecture (GB 5007);
h' is the original foundation correction calculation thickness considering the influence of tunnel foundation trench excavation unloading resilience, and the calculation method comprises the following steps:
(5) calculating the final precipitation:
S＝k1k2(S1+S2)
example two
A final structure settlement method considering a special process of a immersed tube tunnel comprises the following steps:
(1) determining a base form influence coefficient k1Generally, 0.85 can be taken;
(2) determining structural rigidity and influence coefficient k of joint (including joint with buried section)2When calculating the middle pipe section and the valley pipe section of the longitudinal section of the tunnel, k2Is 1.2;
(3) calculating the sand cushion settlement S considering the influence of over-excavation, back silting and the like1，S1The calculating method of (2):
P0adding stress to the top of the sand cushion layer, subtracting the buoyancy of the tunnel from the sum of the self weight of the tunnel structure and the upper soil covering pressure, and obtaining the unit kN/m2；
H1Designing the thickness of the cushion layer in m;
a is the overbreak thickness, the equipment is general according to the equipment condition and the construction process level, and when the construction process is low, the value a is 1 m;
K3comprehensively determining the influence coefficient of the back silting by comprehensively considering geological factors of a sand cushion layer and an excavation foundation trench and hydrologic conditions, wherein the value is generally 0.6-1.0;
EΨin order to consider the deformation modulus of the sand cushion layer of the influence factors such as construction process, sand filling pressure, inland river water flow and the like, the unit MPa is 10MPa in the initial calculation, and the later period can be adjusted according to test data;
(6) calculating the excavation under the sand cushionLoosening and rebounding original foundation settlement S2，S2The calculating method of (2):
H2calculating the thickness of the foundation, wherein the thickness can be determined according to design specifications of building foundation foundations (GB 5007);
ESthe method comprises the steps of weighting comprehensive deformation modulus of an original foundation in unit MPa, multiplying the deformation modulus of each soil layer of the original foundation by the thickness of the original foundation, summing, and dividing by the sum of the total thicknesses of the soil layers;
p' is the calculated additional stress, unit kN/m2, the calculation method is as follows:
d is the width of the cross section of the tunnel pipe section;
α is stress diffusion angle, and can be determined according to design Specification of Foundation of architecture (GB 5007);
h' is the original foundation correction calculation thickness considering the influence of tunnel foundation trench excavation unloading resilience, and the calculation method comprises the following steps:
(7) calculating the final precipitation:
S＝k1k2(S1+S2)。
the above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be considered to be within the technical scope of the present invention, and the technical solutions and the inventive concepts thereof according to the present invention should be equivalent or changed within the scope of the present invention.
Claims (3)
1. A method for final settlement of a structure in consideration of a special process of a immersed tunnel, comprising the steps of:
the method comprises the following steps: determining a base form influence coefficient K1；
Step two: determining structural rigidity and joint influence coefficient K2；
Step three: calculating sand cushion sedimentation amount S considering influence of over-excavation and back-silting1Settling amount S of sand cushion1The calculating method of (2):
wherein:
P0adding stress to the top of the sand cushion layer, subtracting the buoyancy of the tunnel from the sum of the self weight of the tunnel structure and the upper soil covering pressure, and obtaining the unit kN/m2；
H1Designing the thickness of the cushion layer in m;
a is the overbreak thickness;
K3the influence coefficient of back silting;
step four: calculating the settlement S of the original foundation considering excavation looseness and resilience under the sand cushion2Amount of settlement of original foundation S2The calculating method of (2):
wherein:
H2calculating the thickness for the foundation;
ESweighting comprehensive deformation modulus of an original foundation in unit of MPa;
p' is the calculation of additional stress, unit kN/square meter, and the calculation method comprises the following steps:
wherein D is the cross section width of the tunnel pipe section;
α is the stress diffusion angle;
h' is the original foundation correction calculation thickness considering the influence of tunnel foundation trench excavation unloading resilience, and the calculation method comprises the following steps:
step five: calculating the final precipitation:
S＝k1k2(S1+S2)。
2. the method for structure final settlement considering the special process of the immersed tube tunnel as claimed in claim 1, wherein the basic form influence coefficient K in the first step1Take 0.85.
3. The method for structure final settlement taking account of the special process of the immersed tube tunnel as claimed in claim 1, wherein the influence coefficient K in the second step2The value of (a) is between 0.8 and 1.2.
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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. |