CN101509248B - Control road for differential settlement at exchanging position of road and structure - Google Patents
Control road for differential settlement at exchanging position of road and structure Download PDFInfo
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- CN101509248B CN101509248B CN200910046680XA CN200910046680A CN101509248B CN 101509248 B CN101509248 B CN 101509248B CN 200910046680X A CN200910046680X A CN 200910046680XA CN 200910046680 A CN200910046680 A CN 200910046680A CN 101509248 B CN101509248 B CN 101509248B
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Abstract
The invention relates to a method for controlling differential settlement at a joint point of the road and a construction in the technical field of constructional engineering. The method comprises the steps as follows: a lower pile foundation of the construction is constructed, that is, constructing cement-soil stirring friction piles and short piles used for the partial reinforcement of a groundwork, wherein, (1) the cement-soil stirring friction piles support the load transferred from the upper part by the surrounding friction of pile bodies; (2) the short piles are piled between long piles and reinforce the soil between the long piles to ensure that an earth-retaining structure is integrated as a whole when excavating; a second step is the treatment of the groundwork within a slope junction section which comprises constructing deep stirring piles with variable lengths and a road of the slope junction section with the range of the protection of a soft soil foundation of the slope junction section; a third step is constructing a bedding course and a structure of the construction; a fourth step is constructing a modified plate within the range of the protection of the groundwork of the slope junction section; and a fifth step is paving the road. The invention not only can simplify the construction technology, reduce the construction expense and shorten the construction period but also can avoid the maintenance expense caused by the differential settlement.
Description
Technical field
What the present invention relates to is the method for the Soft Ground in a kind of construction engineering technical field, specifically is a kind of method of controlling road and differential settlement at exchanging position of structure.
Background technology
Build in the highway in soft foundation area, when structure such as bridge, box culvert etc. existed, rebound phenomenon can take place in vehicle by these roads and structure joint the time, abbreviate " bumping at bridge-head " phenomenon as.The reason that this phenomenon takes place is owing to have bigger relative settlement between structure and road.Find that according to on-the-spot actual test when this relative settlement is 1cm, road speed is during greater than 50km/h, the passenger has the slight sense of beating.When the difference sedimentation reaches 3cm, road speed is during greater than 40km/h, and the passenger has very significantly spring sense.When the difference sedimentation reaches 5cm, road speed is during greater than 20km/h, and the passenger has very frightened spring sense.The reason that causes this relative settlement is owing to structure in the conventional method are supported in bearing stratum with pile foundation, the sedimentation and deformation that the rigidity die takes place is less, under the effect of driving traffic loading, the life of cutting down output of super quiet hole is constantly arranged in the soft foundation, subgrade stiffness is little so constantly produce sedimentation, thereby make both produce bigger relative settlement, form " bumping at bridge-head " phenomenon that has a strong impact on the driving quality.Therefore, the ground of the switching phase of good road and structure is handled with protection scheme and this relative settlement should be reduced to minimum.Reduce relative settlement for solving bumping at bridge-head in the engineering, traditional way has: 1) mating formation at asphalt concrete pavement overlays maintenance; 2) at slope connecting section steel concrete is set and connects attachment strap; 3) unite the formation composite foundation with geosynthetics and concrete pile; 4) abutment foundation that liftable regulates or bearing are set with the relative settlement after alleviating the worker etc. at slope connecting section.
Through existing technical literature retrieval is found; for overcoming above-mentioned defective and reducing the relative settlement in bridges and culverts slope connecting location; Chinese patent title: the method for bridges and culverts slope connecting location protecting foundation; number of patent application 200510111799.2; this patented technology " is at first determined construction parameter, being comprised: settling amount, from bridges and culverts the most nearby agitation pile long, the slope connecting section protecting foundation range L of road in service life
aAnd the spacing of agitation pile and modified plate thickness; Again at road to the soft foundation of the slope connecting section scope of structure, the deep-mixed pile of the elongated degree of constructing, the length of agitation pile begins to increase gradually to bridges and culverts from 1m, is being close to structure side place for maximum; Then, on agitation pile, the bury of scene excavation stirred evenly with cement flour and mixes the back as the roadbed material, through roll knot firmly after the curing roadbed of formation be called modified plate.”。Though this patent has proposed the soft soil roadbed method that employing agitation pile change stake is long, the change pile spacing is handled slope connecting section to control relative settlement, the application of success is also arranged in engineering, but the pile foundation of bridges and culverts structure is supported in bearing stratum and produces less sedimentation in this method, and the foundation stiffness of the road that is attached thereto is little and sedimentation that produce is bigger.Because the otherness of changeover portion soft foundation and factors such as depth of fill and construction technology, the treatment effect of the relative settlement of changeover portion is often also not fully up to expectations.
When handling the ground of road and structure switching phase, need to determine the geology layering and the soil nature parameter of place soil, and predict the sedimentation value of road under the vehicular traffic load action.1992, (Estimating coefficient of consolidation from piezocone test, CanadianGeotechnical Journal, 29 (4), 551-557 such as Robertson; Canada state science commission " the Canadian geotechnical engineering journal " sponsored, " measuring the fixed proterties and the correlation computations formula of soil layer with the static sounding of pore water pressure type ") determine the fixed proterties and the correlation computations formula (hereinafter to be referred as the Robertson method) of clay distribution and soil layer by the regularity of distribution of application pore water pressure.2002, (Chai such as Chai, J.-C., and Miura, N. (2002): Traffic-load-induced permanent deformation of road on softsubsoil, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 128, No.11,907-916; " geotechnical engineering and the environment ground journal " that U.S. civil engineering association sponsors, " permanent deformation of the road that traffic loading causes ") comprehensive influence of various factors, as initial deviator stress, the quantity and weight of vehicular load, the intensity of the substratum soil body and compressibilty etc. propose to be determined the empirical formula method (hereinafter to be referred as the method for Chai etc.) of the sedimentation that vehicular load causes.These provide condition for further developing the ground treatment construction method that connects the hillside fields section between road and structure.
Summary of the invention
The present invention is directed to above-mentioned the deficiencies in the prior art, a kind of method of controlling road and differential settlement at exchanging position of structure is provided, the cement-soil agitating friction stake of not squeezing into bearing stratum is adopted on the basis that is structure, and the reinforced soft soil ground district between road and the structure adopts the cement mixing method of elongated degree to handle.The invention solves in existing worker's method and to use more because of construction technology complexity and constructional materials, the problem that makes the construction costs increase not only can be simplified construction technology, reduces operating expenses, reduction of erection time, and can exempt the maintenance cost that causes because of relative settlement.
The present invention realizes by following technical scheme, for the road that is built on the soft clay foundation, when structure such as containing canal cross road, is considered as integral body, application the present invention with containing the linkage section of structure such as canal with road.The present invention includes following steps:
The first step, construction structure bottom pile foundation, the cement-soil agitating friction stake and be used for ground local stiffening stub of promptly constructing.
1. bearing stratum is not squeezed in cement-soil agitating friction stake, but supports the load (hereinafter to be referred as the agitating friction stake) that top hands down with pile body periphery frictional force, and its long H is determined by the bearing capacity of roadbed and the requirement of permission settlement after construction.
Described its long H is determined by the bearing capacity of roadbed and the requirement of permission settlement after construction, be specially: at first according to the geological mapping data, determine the dead load on embankment and road surface, dead load such as soil pressure and water pressure and vehicular traffic dynamic load, and the bearing capacity R of definite roadbed bottom pile foundation and the sedimentation S of pile foundation.
R＝η
sQ
sk/γ
s+η
pQ
pk/γ
p+η
cQ
ck/γ
c
Q wherein
Sk, Q
Pk, Q
CkBe respectively the total ultimate bearing capacity of single pile with total extreme end resistance standard value and corresponding to the total extreme end resistance of foundation soil standard value at the bottom of the cushion cap of arbitrary foundation pile; γ
s, γ
p, γ
cFoundation soil partial safety factor for resistance at the bottom of the side resistance partial safety factor of expression stake, terminal impedance power partial safety factor, the cushion cap respectively; η
s, η
p, η
cBe respectively side resistance efficiency of pile groups coefficient, end resistance efficiency of pile groups coefficient and the cushion cap subsoil resistance efficiency of pile groups coefficient of stake.
Wherein Δ H is the weak soil thickness of pile foundation bottom; e
0Initial void ratio for the soil body; e
1For applying the void ratio of the soil body behind dead load and the traffic dynamic load.
Building up permissible settlement δ in back 20 years according to structure again
aRequirement determine the degree of depth of structure bottom pile foundation, make this pile foundation can either satisfy bearing capacity and allow the requirement of settlement after construction, again can with road with identical speed generation sedimentation, alleviate the relative settlement of switching phase.
2. stub be used for when excavation as retaining wall, be piled between the long stake, to reinforce the soil body between the long stake, the soil-baffling structure when making excavation is linked to be an integral body, and before the structure bottom slab concreting consolidated subsoil, make substrate stable.
Second step, carrying out ground in slope connecting section handles, be included in the interior deep-mixed pile of elongated degree and the road of slope connecting section of constructing of protection domain of the soft foundation of slope connecting section, wherein: the deep-mixed pile of elongated degree is by inboard construction successively laterally, i.e. construction earlier is near the long pile body of the length of structure, and the back construction is away from the short pile body of the length of structure; On the cross section with by the sequence construction of centre to both sides, i.e. pile body in the middle of the construction earlier, the pile body of construction both sides, back.
In this step, concrete construction parameter is the category of roads and the traffic volume comprehensively, soil properties, and the situ strength of the soil body, many-sided factors such as on-the-spot stress state and construction level are determined, being comprised: the design CBR (California Bearing Ratio) of roadbed; Road is at the settling amount that moves in projected life; Slope connecting section protecting foundation scope; The spacing of agitation pile and long from structure agitation pile the most nearby.
Described roadbed design CBR, it determines that method is: application CBR test instrument carries out the CBR test to various soil and sub-surface, primer, determines on-the-spot CBR, selects and make up each deck on road surface, determines the requirement of strength of road surface thickness and material.
Described road is at the settling amount S that moves in projected life
R, it determines that method is: the road settlement amount is to be produced by the dead load on embankment and road surface and the acting in conjunction of vehicular traffic dynamic load.Subsidiary stress in the ground that dead load causes is obtained by the Osterberg method, and the fixed decrement on the stratum that subsidiary stress causes is obtained by the e-logp method, at last the face of land total settlement S that is caused by dead load
SObtain by layerwise summation method.The sedimentation S that the vehicular traffic dynamic load causes
TCan adopt the method for Chai etc. to obtain,
S
T＝ε
p(z)ΔH
ε wherein
pBe accumulated plastic strain, q
dBe vehicle dynamic load deviator stress, q
fBe static soil body deviator stress, q
sBe initial deviator stress, N is a cyclic number, a, and b, m, n are constants, Δ H is the weak soil thickness of pile foundation bottom.The final settlement S of road then
RThe sedimentation S that causes for dead load
SThe sedimentation S that causes with dynamic load
TSum.
Described slope connecting section protecting foundation range L
a, it determines that method is: L
a=8+12 (S
R-δ
a), S wherein
R(m) be the final settlement of road, δ
a(m) for containing the permissible settlement of canal.
The spacing B of described agitation pile, it determines that method is: according to determining with the requirement of the bearing capacity that satisfies superstructure and road structure distortion.
Described from the long H of structure agitation pile the most nearby
ColmaxIt determines that method is: according on embankment and road surface under heavy load and action of traffic loading, the switching phase place relative settlement of road and structure determines less than 1cm, and wherein the computational methods of total consolidation settlement amount of road and structure are with " settling amount of road in service life " in 2..The length of other agitation pile is pressed H
Colmax/ L
sRatio decrescence decide L wherein
sBe the length of shallow-layer modified plate, by slope connecting section L
aAdd 1m and decide.
The 3rd step, the bed course and the structure of construction structure:
1. waiting the structure place excavation pit of constructing, excavate the base part weak soil, foundation depth should be determined according to the stability analysis of the anti-protuberance of substrate.
2. lay bed course: generally lay sand cushion, it is communicated with the roadbed sand cushion,, improve the intensity of foundation soil body, satisfy stability requirement to go into unobstructed drainage channel.
3. constructing structure structure must be the carrying out after sedimentation is finished in advance of Soft Ground, and structure are answered safety durable, and globality is strong.
The 4th step, the modified plate of in the protecting foundation scope of slope connecting section, constructing: on elongated degree agitation pile top the bury of scene excavation stirred with cement flour and to mix the back as the roadbed material, through roll knot firmly after the curing roadbed of formation, be modified plate.
Described modified plate, its thickness t
sThe method of determining is: according to roadbed CBR and the traffic volume and road structure is that the method for control index is determined with the flexure.With the ground of the present invention construction, actually mix the composite foundation that the agitation pile that forms and shallow-layer modified plate are formed by original position.Because under the effect of traffic loading, deflection can take place in supercrust.Therefore, determine that the most basic principle of shallow-layer modified plate thickness is, tensile stress that produces in the modified plate and shear stress are no more than its tensile strength and shear strength respectively, guarantee that simultaneously its distortion still is in the elastic range under action of traffic loading repeatedly.And tension stress in the modified plate and shear stress are to get agitation pile-modified plate and soft foundation is a cell cube, determine by finite element method.
The 5th step, surfacing: mat formation on modified plate top flexible pavement or rigid pavement, just finish the construction of structure and road.
Can adopt blade paddle mixer among the present invention, vortex agitator and rotary ejection type mixer carry out the construction of deep-mixed pile, adopt to mix in the subgrade construction and carry out mixing of modified plate and roller compaction construction with the conventional equipment that rolls.By bottom the long agitating friction pile foundation of suitable stake is set at structure; combine with elongated degree deep-mixed pile and modified plate in the slope connecting section protecting foundation scope; make structure can with the close rate sedimentation of contiguous road; and the sedimentation of road reduces gradually along slope connecting section, thereby alleviates the relative settlement at joint of road and structure to greatest extent.
The present invention mainly is to determine the length of agitation pile and the process range of bridges and culverts slope connecting section in actual applications, need definite construction parameter less, and construction technology is simple.The present invention has avoided using in the conventional method determining and more shortcomings such as constructional materials of complicated construction technology, a large amount of construction parameter, is a kind of succinct, economic, effective slope connecting section protecting foundation method of structure such as abutment, culvert and road.The present invention is no matter from social benefit, economic benefit, still on the technical benefits, have very big using value.The present invention is applicable to the method for all roads and structure slope connecting section protecting foundation.
Description of drawings
Fig. 1 is for using the construction sequence that the present invention repairs the box culvert slope connecting section;
Fig. 2 is for using the relative settlement design sketch of box culvert slope connecting section of the present invention;
Fig. 3 contrasts for use traditional worker's method and the expense when of the present invention respectively at the slope connecting section of box culvert and road.
The specific embodiment
Below in conjunction with accompanying drawing embodiments of the invention are elaborated: present embodiment is being to implement under the prerequisite with the technical solution of the present invention, provided detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following embodiment.
Present embodiment has carried out the reparation of protecting foundation to the slope connecting section of certain advanced road and box culvert, before concrete construction, carries out on-the-spot geological mapping.Carry out geological mapping at the scene that needs are constructed, divide soil layer, and find out phreatic situation in the place, determine the relevant parameter of the soil body, determine roadbed design CBR (California Bearing Ratio) again, the agitation pile pile body cement-soil match ratio in the reinforcing section etc.Wherein:
1. according to the Robertson method, utilize the static sounding of pore water pressure type to detect the penetration resistance on stratum and pore water pressure change curve (being called penetration-resistance curve and pore water pressure distribution curve) with the degree of depth; Ratio with the pore water pressure that records and penetration resistance is a transverse axis again, is the longitudinal axis with penetration resistance with the ratio of ply stress initially, makes graph of a relation, should scheme to divide some different soil nature characteristic areas, and each feature is represented a kind of type of soil; The data of static sounding curve of actual measurement are marked in this figure to judge the type of place soil layer; According to the type contrast penetration-resistance curve and the pore water pressure distribution curve of soil, determine the degree of depth and the thickness of clay distribution again, comprise the buried depth of sandy soil under the viscous soil horizon.
2. on-the-spot boring is got the sample of natural undisturbed soil with soil sampler, measures every physical and mechanical parameter of the soil body by laboratory test.Cut natural undisturbed soil sample at the indoor metal cutting ring of test, place the rigidity retaining ring of the cylindrical shape compression container of compressometer, soil sample under native state or through artificial saturated after, it is fixed to pressurize step by step, so that measure the variation that soil sample under the pressure p effects at different levels is compressed to stable void ratio e, i.e. the e-logp curve of the soil body; By triaxial test, parameters such as the shear strength of laboratory tests such as unconfined compression test and the infiltration test mensuration soil body and transmission coefficient.
3. utilize on-the-spot soil sample of fetching, carry out the indoor Mix Ratio Test of cement-soil, the cement factor when determining to satisfy agitation pile pile body target strength.
Through above-mentioned geological survey, divide soil layer, find out phreatic situation in the place, and definite soil body parameter, the result shows on-the-spot ground by 3 layers of bury Sc1, and Sc2 and Sc3 and 2 layers of sand layer As1 and As2 constitute alternately, and bury Sc3 bottom is the sand layer.Its thickness is respectively Sc1=5.1m, Sc2=6.0m, Sc3=2.9m, As1=1.1m, As2=6.0m.Sc1, Sc2, the void ratio of Sc3 is respectively 2.90,2.43 and 2.20, and severe is respectively 14.1,16 and 17kN/m
3This bury is the deposit under the marine environment, has stronger structurally, highly sensitive, and compressibilty is big.The roadbed design CBR of this road is 8%.
Control the construction of road and differential settlement at exchanging position of structure under these conditions, as shown in Figure 1, concrete steps are:
The first step, construction structure bottom pile foundation: i.e. construction is not inserted the cement-soil agitating friction stake 1 of bearing stratum and in order to the stub 2 of ground local stiffening.Wherein the stake of box culvert bottom agitating friction stake is long is 12m, and the stake of the stub of local stiffening is long to be 5m.
Second step; the deep-mixed pile 3 of the elongated degree of construction in the soft foundation of slope connecting section protecting foundation scope; the deep-mixed pile of elongated degree is by inboard construction successively laterally; i.e. construction earlier is near the long slightly pile body of the length of structure; the back construction is away from the short slightly pile body of the length of structure; on the cross section with by the sequence construction of centre to both sides, i.e. pile body in the middle of the construction earlier, the pile body of construction both sides, back.Concrete construction parameter is as follows.
1. the design CBR of roadbed is 8%.
2. road is at the settling amount S that moves in projected life
R: according to road structure is that design objective determines that paving thickness is 42cm with the flexure.Obtain the settling amount S that dead loads such as surface course cause by layerwise summation method
SBe 19.7cm.Press the method for Chai etc., the road settlement S that the vehicular traffic load causes
TBe 38.6cm.Total settlement S then
RThe surface settlement sum that produces respectively for dead load and vehicular traffic dynamic load, i.e. 58.3cm.
3. slope connecting section protecting foundation range L
a: by maximum slope connecting section longitudinal grade is 5%, and obtaining corresponding road speed is 60km/h, thereby determines that by the construction requirement of shallow-layer modified plate compacting slope connecting section modified plate minimum length is 8m, L
aObtain by following formula: L
a=8+12 (S
R-δ
a), S wherein
R(m) be the final settlement of road, δ
a(m) be the allowable settlement of bridges and culverts, be taken as 0.05m, then L
a=14.4m.
4. the spacing B of agitation pile is taken as 2.4m.
5. from box culvert agitation pile the most nearby the stake long H
Colmax: the diameter of agitation pile is 0.8m, and single shaft intensity is 900kPa, determines from the long H of being of the stake of box culvert agitation pile the most nearby for satisfying bearing capacity and settlement request
Colmax=11m.Like this, the 6 row agitation piles of in the slope connecting section 11m of box culvert both sides scope, respectively constructing, its length is respectively 11m, 9m, 7m, 5m, 3m, 1m.
The 3rd step, excavation pit, construction sand cushion and box culvert 4.
The 4th step is in the elongated degree agitation pile top of slope connecting section construction modified plate 5.Tensile strength in the shallow-layer modified plate is under the condition of 120kPa, and obtaining adopting thickness by finite element method is the modified plate of 1.0m, can satisfy tension and shearing resistance requirement.
In the 5th step, the flexible pavement 6 of mating formation on modified plate top just can be open to traffic.
As shown in Figure 2, the observed result of the relative settlement of certain advanced road of application present embodiment and box culvert joint changes milder.For the road and the box culvert slope connecting section that use present embodiment, although at far-end bigger road settlement is arranged also, after 3.5 years, the relative settlement that box culvert and road meet the place, slope only is 5mm, and the sedimentation at box culvert place only is 4cm, less than allowable settlement 5cm.
As shown in Figure 3, the slope connecting section at road and box culvert uses the expense of traditional worker's method more than the expense of using present embodiment.After the slope connecting section construction finishes, use the direct operating expenses of present embodiment to save 8% than the expense of using traditional worker's method.Owing to use the slope connecting section relative settlement of present embodiment less, need not the later period maintenance expense, therefore, after the maintenance cost that adds during slope connecting section comes into operation, use the total cost of present embodiment to save 42.8% than the total cost of using traditional worker's method.
Can find out that from above embodiment the present invention is very cost-effective.Hence one can see that, utilizes the present invention to reinforce the soft foundation of structure and road switching phase, can solve the relative settlement problem of structure and road joint effectively, and have good economic benefits.
Claims (4)
1. a method of controlling road and differential settlement at exchanging position of structure is characterized in that, comprises the steps:
The first step, construction structure bottom pile foundation, the cement-soil agitating friction stake and be used for ground local stiffening stub of promptly constructing, wherein:
1. cement-soil agitating friction stake is supported the load that top hands down with pile body periphery frictional force, does not squeeze into bearing stratum, and its long H is determined by the bearing capacity of roadbed and the requirement of permission settlement after construction;
2. stub be used for when excavation as retaining wall, be piled between the long stake, reinforce the soil body between the long stake, the soil-baffling structure when making excavation is linked to be an integral body, and before the structure bottom slab concreting consolidated subsoil, make substrate stable;
Second step, carrying out ground in slope connecting section handles, be included in the interior deep-mixed pile of elongated degree and the road of slope connecting section of constructing of protection domain of the soft foundation of slope connecting section, wherein: the deep-mixed pile of elongated degree is by inboard construction successively laterally, i.e. construction earlier is near the long pile body of the length of structure, and the back construction is away from the short pile body of the length of structure; On the cross section with by the sequence construction of centre to both sides, i.e. pile body in the middle of the construction earlier, the pile body of construction both sides, back;
The 3rd step, the bed course and the structure of construction structure;
1. waiting the structure place excavation pit of constructing, excavate the base part weak soil;
2. lay bed course: lay sand cushion, it is communicated with, with the roadbed sand cushion to go into unobstructed drainage channel;
3. constructing structure structure must carrying out after sedimentation is finished in advance in Soft Ground;
The 4th step, the modified plate of in the protecting foundation scope of slope connecting section, constructing: on elongated degree agitation pile top the bury of scene excavation stirred with cement flour and to mix the back as the roadbed material, through roll knot firmly after the curing roadbed of formation, be modified plate;
The 5th step, surfacing: mat formation on modified plate top flexible pavement or rigid pavement, just finish the construction of structure and road.
2. the method for control road according to claim 1 and differential settlement at exchanging position of structure is characterized in that, in the first step, the long H of described stake is determined by the bearing capacity of roadbed and the requirement of permission settlement after construction, is specially:
At first determine the dead load on embankment and road surface, soil pressure and water pressure dead load and vehicular traffic dynamic load, and the bearing capacity R of definite roadbed bottom pile foundation and the sedimentation S of pile foundation according to the geological mapping data:
R＝η
sQ
sk/γ
s+η
pQ
pk/γ
p+η
cQ
ck/γ
c
Q wherein
Sk, Q
Pk, Q
CkBe respectively the total ultimate bearing capacity of single pile with total extreme end resistance standard value and corresponding to the total extreme end resistance of foundation soil standard value at the bottom of the cushion cap of arbitrary foundation pile; γ
s, γ
p, γ
cFoundation soil partial safety factor for resistance at the bottom of the side resistance partial safety factor of expression stake, terminal impedance power partial safety factor, the cushion cap respectively; η
s, η
p, η
cBe respectively side resistance efficiency of pile groups coefficient, end resistance efficiency of pile groups coefficient and the cushion cap subsoil resistance efficiency of pile groups coefficient of stake;
Wherein Δ H is the weak soil thickness of pile foundation bottom; e
0Initial void ratio for the soil body; e
1For applying the void ratio of the soil body behind dead load and the traffic dynamic load;
Building up permissible settlement δ in back 20 years according to structure again
aRequirement determine the degree of depth of structure bottom pile foundation, make this pile foundation can either satisfy bearing capacity and allow the requirement of settlement after construction, again can with road with identical speed generation sedimentation, alleviate the relative settlement of switching phase.
3. the method for control road according to claim 1 and differential settlement at exchanging position of structure; it is characterized in that; in second step; the described ground that carries out in slope connecting section is handled; concrete construction parameter comprises: the spacing of settling amount in operation projected life of the design CBR of roadbed, road, slope connecting section protecting foundation scope, agitation pile and long from structure agitation pile the most nearby, wherein:
Described roadbed design CBR, it determines that method is: use the CBR test instrument various soil and sub-surface, primer are carried out the CBR test, determine on-the-spot CBR;
Described road is at the settling amount S that moves in projected life
RIt determines that method is: the road settlement amount is to be produced by the dead load on embankment and road surface and the acting in conjunction of vehicular traffic dynamic load, subsidiary stress in the ground that dead load causes is obtained by the Osterberg method, the fixed decrement on the stratum that subsidiary stress causes is obtained by the e-logp method, at last the face of land total settlement S that is caused by dead load
SObtain the sedimentation S that the vehicular traffic dynamic load causes by layerwise summation method
TThe method of employing Chai etc. obtains;
Described slope connecting section protecting foundation range L
a, it determines that method is: L
a=8+12 (S
R-δ
a), S wherein
RBe the final settlement of road, δ
aPermissible settlement for structure;
The spacing B of described agitation pile, it determines that method is: according to determining with the requirement of the bearing capacity that satisfies superstructure and road structure distortion;
Described from the long H of structure agitation pile the most nearby
ColmaxIt determines that method is: according on embankment and road surface under heavy load and action of traffic loading, the switching phase place relative settlement of road and structure is determined less than 1cm, wherein total consolidation settlement method for determination of amount of road and structure is with " settling amount of road in service life ", the length of other agitation pile is pressed H
Colmax/ L
sRatio decrescence decide L wherein
sBe the length of shallow-layer modified plate, by slope connecting section protecting foundation range L
aAdd 1m and decide.
4. the method for control road according to claim 1 and differential settlement at exchanging position of structure is characterized in that, in the 4th step, and described modified plate, its thickness t
sThe method of determining is: according to the roadbed CBR and the traffic volume, with road structure be that the method for control index is determined with the flexure, tensile stress that produces in the modified plate and shear stress are less than or equal to its tensile strength and shear strength respectively, guarantee that simultaneously its distortion still is in the elastic range under action of traffic loading repeatedly, tension stress in the modified plate and shear stress are to get agitation pile-modified plate and soft foundation is a cell cube, determine by finite element method.
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| EP2728069B1 (en) * | 2011-06-29 | 2016-04-06 | Torrescamara y Cía de Obras, S.A. | Transition structure and construction method |
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| CN106245692B (en) * | 2016-08-30 | 2018-02-13 | 中国建筑西南勘察设计研究院有限公司 | The heavy reinforcement pile construction method of soft soil foundation control |
| CN107435345B (en) * | 2017-08-11 | 2020-05-26 | 上海勘察设计研究院(集团)有限公司 | Method for predicting settling volume of ultra-long pile group by adopting stress diffusion mode |
| CN108086367B (en) * | 2018-01-08 | 2023-07-28 | 华侨大学 | Disaster prevention and reduction structure of near-fault pile group foundation and construction method thereof |
| CN108316292B (en) * | 2018-02-08 | 2020-02-07 | 中交第二航务工程局有限公司 | Construction method for cement mixing pile group |
| CN108867720B (en) * | 2018-07-24 | 2020-07-07 | 中铁二院工程集团有限责任公司 | Method for measuring and calculating amount of saline soil settlement between piles under embankment |
| CN110952387B (en) * | 2019-12-17 | 2020-10-02 | 同济大学 | Method for controlling settlement of wide embankment of high-speed railway by adopting cement mixing piles |
| CN110952386B (en) * | 2019-12-17 | 2021-02-02 | 同济大学 | Micro pile reinforcing method for controlling transverse uneven settlement of high-speed rail wide embankment |
| CN111501722B (en) * | 2020-05-21 | 2022-06-03 | 中铁工程设计咨询集团有限公司 | Vacuum preloading and CFG (cement fly-ash gravel) long and short combined pile foundation treatment method |
| CN112962656A (en) * | 2021-01-26 | 2021-06-15 | 海洋石油工程股份有限公司 | Pile foundation arrangement method of LNG storage tank |
| CN115029973B (en) * | 2022-05-20 | 2023-07-25 | 中国路桥工程有限责任公司 | Highway subgrade settlement treatment method |
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| JP2002061203A (en) * | 2000-06-09 | 2002-02-28 | Ohbayashi Corp | Uneven settlement controlling foundation of structure |
| CN2561823Y (en) * | 2002-06-05 | 2003-07-23 | 邹宗煊 | Three-dimensional high strength composite pile bases for building |
| CN1793512A (en) * | 2005-12-22 | 2006-06-28 | 上海交通大学 | Method for protecting foundation of bridges and culverts slope connecting section |
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