CN111764201B - Construction and design method of cut section ballastless track anti-bulging roadbed structure - Google Patents
Construction and design method of cut section ballastless track anti-bulging roadbed structure Download PDFInfo
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- 238000013461 design Methods 0.000 title claims abstract description 38
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- 239000004576 sand Substances 0.000 claims description 2
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2/00—General structure of permanent way
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2/00—General structure of permanent way
- E01B2/006—Deep foundation of tracks
Abstract
The invention relates to the field of roadbed engineering, in particular to a cut section ballastless track anti-bulging roadbed structure and a construction and design method thereof. The invention relates to an anti-swelling roadbed structure of a cutting section ballastless track, which can effectively control the cutting section of a soft rock deep cutting section ballastless track to continuously swell and deform, ensure the stability of a soft rock side slope and meet the requirements of a high-speed railway on smoothness of a line and the stability of the side slope.
Description
Technical Field
The invention relates to the field of roadbed engineering, in particular to a cut section ballastless track anti-bulging roadbed structure and a construction and design method thereof.
Background
In recent years, the high-speed railway in China develops rapidly, and in the process of construction, a soft rock deep cutting section is inevitably encountered, and comprises an upper arched soft rock layer positioned on the ground surface and a stable rock layer positioned below the upper arched soft rock layer, the soft rock generally has the properties of unloading creep deformation and water swelling, and along with the progress of engineering excavation construction, the basement soft rock is subjected to the dual effects of excavation unloading and water environment change, and both the basement soft rock and the water environment change can cause the roadbed of the high-speed railway to bulge in different degrees, so that the operation safety of the high-speed railway is seriously threatened, the ballastless track of the high-speed railway has strict roadbed deformation control, and the bulge disease control in the operation period is difficult.
Disclosure of Invention
The invention aims to: aiming at the problems that soft rock is subjected to dual influences of excavation unloading and water environment change, a high-speed railway roadbed bulges and the operation safety of the high-speed railway is seriously threatened in the prior art, the provided roadbed structure with the anti-bulging function for the cutting section ballastless track and the construction and design method thereof can effectively control the continuous bulging deformation of the cutting section of the soft rock deep cutting section ballastless track, ensure the stability of a soft rock side slope and meet the requirements of the high-speed railway on the smoothness of the track and the stability of the side slope.
In order to achieve the purpose, the invention adopts the technical scheme that:
the utility model provides an anti uplift roadbed structure of cutting section ballastless track, includes the loading board of the vertical setting of circuit along the line, at least one side of loading board stretches into in the side slope soil body that corresponds the side, the loading board bottom is provided with the elastic compression layer, circuit horizontal interval is provided with two pile sheet wall subassemblies along the line on the loading board, the pile sheet wall subassembly includes the anchor pile of two at least vertical settings, the anchor pile with the loading board is connected, the anchor pile runs through the loading board to go deep into in the stable rock stratum.
The invention relates to an anti-bulging roadbed structure of a cutting section ballastless track, which comprises a bearing plate longitudinally arranged along a route, at least one side of the bearing plate extends into the slope soil body at the corresponding side, the dead weight of the slope soil body at least one side of the cutting can be fully utilized to counter the pressure substrate, thereby enhancing the anti-uplift capability of the bearing plate, meanwhile, two pile plate wall components are arranged on the bearing plate at intervals along the transverse direction of the line, the pile plate wall assembly comprises at least two vertically arranged anchoring piles, the anchoring piles are connected with the bearing plate, the anchoring pile penetrates through the bearing plate and goes deep into the stable rock stratum, and by utilizing the uplift resistance of the anchoring pile, thereby greatly improving the anti-bulging capability of the roadbed structure, the bottom of the bearing plate is provided with an elastic compression layer, the method for reserving a certain uplift allowance greatly reduces the influence of the uplift of the soft rock substrate on the ballastless track.
In conclusion, the cut section continuous bulging deformation of the ballastless track of the cutting section of the soft rock deep cutting section can be effectively controlled, the soft rock side slope stability is ensured, and the requirements of a high-speed railway on the smoothness of the line and the stability of the side slope are met.
Preferably, a soil retaining plate is connected between adjacent anchor piles in the same sheet pile wall assembly, and the bottom of the soil retaining plate is connected with the bearing plate.
Preferably, the two sides of the bearing plate respectively extend into the slope soil bodies on the corresponding sides, so that the dead weight counter pressure substrate of the slope soil bodies on the two sides of the cutting can be fully utilized, and the anti-bulging capacity of the bearing plate is further enhanced.
Preferably, the bearing plate and the anchoring pile are integrally cast structural members.
Pouring the bearing plate and the anchoring pile into a whole, improving the sealing performance of the structure, effectively reducing the uplift of the substrate caused by the change of the water environment, forming a whole, and having better uplift resistance effect compared with a single structure.
Preferably, the elastic compression layer is matched with the bearing plate, the anchoring pile penetrates through the elastic compression layer, the area of the elastic compression layer corresponds to that of the bearing plate, the bottom of the bearing plate is prevented from being in direct contact with the upper arch soft rock stratum, and the influence of the uplift of the upper arch soft rock stratum on the ballastless track is better eliminated.
Preferably, the elastic compression layer is a structural member made of a rubber plate, an SBS modified asphalt plate or a polystyrene foam plate, and the compression modulus of the elastic compression layer is lower than that of the soft rock layer on the foundation.
Preferably, the thickness of the elastic compression layer is 0.4-0.6m, and under the existing standard design condition, the thickness of the elastic compression layer is 0.4-0.6m, so that the energy dissipation requirement can be met, the elastic compression layer is not wasted, and the cost performance is highest.
Preferably, all of said anchor piles of the same sheet wall assembly are longitudinally spaced along the line.
The application also discloses a construction method for forming the anti-bulging roadbed structure of the ballastless track of the cutting section, which comprises the following steps:
A1. excavating cutting slopes in a grading manner, and excavating slope toe of the slope to the elevation of the bearing plate;
A2. leveling the substrate, laying the elastic compression layer;
A3. carrying out construction of the anchoring pile, and then carrying out construction of the bearing plate on the elastic compression layer;
A4. and installing the soil retaining plates layer by layer from bottom to top, and backfilling the side slope soil body at the corresponding position of the soil retaining plates to ensure that at least one part of the side slope soil body is positioned above the bearing plate.
According to the construction method for forming the anti-uplift roadbed structure of the ballastless track of the cutting section, the cutting side slopes at two sides of the foundation pit are firstly excavated, after the bearing plate is constructed, the side slope soil body above the two sides of the bearing plate is backfilled according to the construction of the retaining plate, so that at least one part of the side slope soil body is positioned above the bearing plate.
Preferably, the step a3 is specifically:
A31. determining the position of the anchoring pile, and excavating a pile hole;
A32. erecting a template of the anchoring pile, placing a reinforcement cage of the anchoring pile in the template of the anchoring pile, and reserving connecting reinforcements at the joint of the anchoring pile and the bearing plate;
A33. erecting a template of the bearing plate, and placing a reinforcement cage of the bearing plate into the template of the bearing plate;
A34. connecting the reinforcement cage of the bearing plate with the reinforcement cage of the anchoring pile;
A35. and carrying out concrete pouring to form the anchoring pile and the bearing plate.
The reinforcement cage of the bearing plate is connected with the reinforcement cage of the anchor pile, so that the anchor pile and the bearing plate form a whole better, and a better anti-bulging effect is achieved.
The application also discloses a design method for forming the roadbed structure, which comprises the following steps:
s1, based on this application roadbed structure establish roadbed structure design model, make roadbed structure design model satisfies: when the structural size of the anchoring pile is input and the depth d of the bearing plate extending into the slope soil bodyyOutputting the anti-arching force R of the roadbed structure member per linear meter in the longitudinal direction and the upward arching force S borne by the roadbed structure per linear meter in the longitudinal direction under the combination of the load effect;
s2, introducing a structural importance coefficient gamma0And comparing the arch resisting force R of the roadbed structure component per linear meter in the longitudinal direction with the arch ascending force S borne by the roadbed structure per linear meter in the longitudinal direction under the combination of the loading effect:
when gamma is0When S is less than or equal to R, the structural size of the anchoring pile and the depth d of the bearing plate extending into the slope soil bodyyIs the final value;
when gamma is0When S is larger than or equal to R, the structural size of the anchoring pile is adjusted, and the bearing plate stretches into the side slope soil bodyDepth d ofyAnd adjusting the structural size of the anchoring pile and the depth d of the bearing plate extending into the slope soil bodyyInputting the roadbed structure design model until the obtained gamma is0R is less than or equal to S, the corresponding structural size of the anchoring pile and the depth d of the bearing plate extending into the side slope soil bodyyIs the final value;
and S3, obtaining the final structure size of the roadbed structure according to the final value.
According to the design method, the anti-bulging design of the ballastless track subgrade anti-bulging structure can be scientifically and reasonably carried out, the mechanical principle is clear, the derivation thought is clear, the calculation process is simple, the stress safety of the structure is guaranteed, and a reliable basis is provided for engineering design calculation.
Preferably, the roadbed structure design model specifically comprises the following steps:
calculating the dead weight G of the anchor pile according to the structural size of the anchor pilepAnd the standard value T of the vertical uplift ultimate bearing capacity of the single anchor pileuk，
According to the dead weight G of the anchor pilepAnd the standard value T of the vertical uplift ultimate bearing capacity of the single anchor pileukCalculating the characteristic value R of the vertical uplift bearing capacity of the single anchor pilea；
According to the characteristic value R of the vertical uplift bearing capacity of the single anchor pileaCalculating the arch resistance R of the longitudinal roadbed structural member per linear meter;
according to the upwarp force f of the soft rock foundation in unit area of construction sitehCalculating the upwarp force F borne by the roadbed structure from the soft rock foundation per linear meter in the longitudinal directionh；
According to dyCalculating the soil mass weight G of the slope soil mass borne by the bearing plate every vertical linear meterS；
According to the soil mass weight G of the side slope soil mass borne by the bearing plate every linear meter in the longitudinal directionSAnd calculating the upward arching force S borne by the roadbed structure of each longitudinal linear meter under the load effect combination.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. the invention relates to an anti-swelling roadbed structure of a cutting section ballastless track, which can effectively control the cutting section of a soft rock deep cutting section ballastless track to continuously swell and deform, ensure the stability of a soft rock side slope and meet the requirements of a high-speed railway on smoothness of a line and the stability of the side slope.
2. According to the anti-bulging roadbed structure of the ballastless track of the cutting section, the bearing plate and the anchoring pile are poured into a whole, so that the sealing performance of the structure is improved, the bulging of the substrate caused by water environment change can be effectively reduced, and the whole structure is formed.
3. According to the anti-bulging roadbed structure of the ballastless track of the cutting section, the elastic compression layer is matched with the bearing plate, the anchoring pile penetrates through the elastic compression layer, the area of the elastic compression layer corresponds to that of the bearing plate, the bottom of the bearing plate is prevented from being in direct contact with the upper arch soft rock layer, and the influence of bulging of the upper arch soft rock layer on the ballastless track is better eliminated.
4. According to the cut section ballastless track anti-bulging roadbed structure, the thickness of the elastic compression layer is 0.4-0.6m, under the existing standard design condition, the thickness of the elastic compression layer is 0.4-0.6m, the energy dissipation requirement can be met, the elastic compression layer is not wasted, and the cost performance is highest.
5. According to the construction method for forming the anti-uplift roadbed structure of the ballastless track of the cutting section, the cutting side slopes at two sides of the foundation pit are firstly excavated, after the bearing plate is constructed, the side slope soil body above the two sides of the bearing plate is backfilled according to the construction of the retaining plate, so that at least one part of the side slope soil body is positioned above the bearing plate.
6. According to the construction method for forming the anti-bulging roadbed structure of the ballastless track of the cutting section, the reinforcement cage of the bearing plate is connected with the reinforcement cage of the anchoring pile, so that the anchoring pile and the bearing plate can be better integrated, and a better anti-bulging effect is achieved.
7. According to the design method, the anti-bulging design of the ballastless track subgrade anti-bulging structure can be scientifically and reasonably carried out, the mechanical principle is clear, the derivation thought is clear, the calculation process is simple, the stress safety of the structure is guaranteed, and a reliable basis is provided for engineering design calculation.
Drawings
Fig. 1 is a schematic structural view (cross section) of an anti-bulging roadbed structure of a cutting section ballastless track of the invention.
Figure 2 is a schematic (top view) of the assembly structure of the load bearing plate and sheet pile wall assembly of the present invention.
Icon: 1-a carrier plate; 2-sheet pile wall assembly; 21-anchor piles; 22-a retaining plate; 3-wing plate; 4-an elastically compressible layer; 5-ballastless track; 6-side slope soil body; 7-upper arch soft rock stratum; 8-stabilizing the rock formation.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
Referring to fig. 1 and 2, the cutting section ballastless track roadbed anti-uplift structure comprises a bearing plate 1 for placing a ballastless track 5, anchoring piles 21, a soil retaining plate 22 and an elastic compression layer 4, wherein the anchoring piles 21 are respectively arranged at two ends of the reinforced concrete bearing plate 1 at intervals along the line direction, the anchoring piles 21 penetrate through an upper arch soft rock layer 7 to be embedded and fixed in a stable rock layer 8, the anti-uplift capacity of the structure can be greatly improved by utilizing the uplift resistance of the anchoring piles 21, the part of the bearing plate 1 extending into a side slope soil body 6 is a wing plate 3, the self-weight of the side slope soil bodies 6 at two sides of the cutting is utilized to reversely press the wing plate 3 so as to reversely press the substrate, the purpose of enhancing the anti-uplift capacity of the structure is achieved, the bearing plate 1 and the anchoring piles 21 are both of reinforced concrete structures and are fixed into a whole, the sealing performance of the structure is improved, and the substrate uplift caused by the change can be effectively reduced, the method is characterized in that a retaining plate 22 is connected between adjacent anchoring piles 21 on the same side, the bottom of the retaining plate 22 is connected with the bearing plate 1, the retaining plate 22 is connected to one side, close to the corresponding side slope soil body 6, of the anchoring pile 21, all the anchoring piles 21 and the retaining plate 22 on the same side form a pile plate wall assembly 2, an elastic compression layer 4 is arranged between the bearing plate 1 and the cutting excavation base surface, the influence of base uplift on the ballastless track 5 is eliminated by reserving a certain uplift allowance, the elastic compression layer 4 is optimally arranged to be matched with the bearing plate 1, the anchoring piles 21 penetrate through the elastic compression layer 4, the area of the elastic compression layer corresponds to the area of the bearing plate, the direct contact between the bottom of the bearing plate and the upper arch soft rock stratum 7 is avoided, and the influence of the uplift of the upper arch soft rock stratum 7 on the ballastless track is better eliminated. The structure can effectively solve the problem of roadbed uplift of the soft rock deep cutting section ballastless track, and is simple, economical and reasonable in construction and wide in application prospect.
Specifically, the compression modulus of the elastic compression layer 4 is lower than that of the upper arched soft rock layer 7, and a rubber plate, SBS modified asphalt or polystyrene foam plate can be used. The thickness of the elastically compressible layer 4 is in the range of 0.4 to 0.6m, preferably 0.5 m.
The beneficial effects of this embodiment: the cutting section ballastless track anti-swelling roadbed structure can effectively control the cutting section of the soft rock deep cutting section ballastless track to continuously swell and deform, guarantees the stability of a soft rock side slope, and meets the requirements of a high-speed railway on smoothness of a line and stability of the side slope.
Example 2
Referring to fig. 1 and fig. 2, a construction method for forming an anti-bulging roadbed structure of a cutting section ballastless track according to embodiment 1 includes the following steps:
a. excavating cutting slopes in a grading manner, excavating slope feet of the slopes to the wing plates 3, and excavating the wing plates 3 in a cutting manner if the mechanical properties of slope rock soil are better;
b. leveling the substrate and laying an elastic compression layer 4;
c. accurately determining the position of each anchoring pile 21, and forming holes by adopting a manual hole digging method;
d. erecting a construction template of an anchor pile 21 at a corresponding pile position, lowering a reinforcement cage of the anchor pile 21 in the template of the anchor pile 21, and reserving connecting reinforcements at the joint of the anchor pile 21, the bearing plate 1 and the wing plate 3;
e, erecting a construction template and a construction template of the wing plate 3 on the elastic compression layer 4, placing a reinforcement cage of the bearing plate 1 and the wing plate 3, connecting the bearing plate 1, the wing plate 3 and the reinforcement of the anchoring pile 21 in a welding mode, and then pouring concrete to enable the anchoring pile 21 and the bearing plate 1 to form a whole better, so that a better anti-bulging effect is achieved;
e. backfilling the soil body on the upper part of the compacted wing plate 3 layer by layer, and hoisting the soil retaining plates 22 layer by layer from bottom to top while backfilling the soil layer by layer;
f. and applying slope protection and drainage measures.
The beneficial effects of this embodiment: according to the construction method for forming the anti-uplift roadbed structure of the cutting section ballastless track, the cutting slopes on two sides of the foundation pit are firstly dug, the loading plate 1 is constructed, then the slope soil body 6 above two sides of the loading plate 1 is backfilled according to the construction of the retaining plate 22, at least one part of the slope soil body 6 is located above the loading plate 1, the whole construction process is simple, transverse grooving on the slope soil body 6 is not needed, the construction is reasonable, the safety is high, the anti-uplift roadbed structure of the cutting section ballastless track can effectively meet the requirement of a high-speed railway on the smoothness of a line and the stability of the slope, in addition, the whole process does not need extra large-scale mechanical assistance, and the method is economical and reasonable.
Example 3
As shown in fig. 1 and 2, a design method for forming an anti-bulging roadbed structure of a cutting section ballastless track according to embodiment 1 includes the following steps:
1. calculating the area of the anchoring pile 21:
Ap＝πD2/4
in the formula: a. thepIs the area of the anchor pile 21, m 2;
d is the diameter of the anchor pile 21, m.
2. Calculating the circumference of the anchoring pile 21:
u＝πD
in the formula: u is the perimeter, m, of the anchor pile 21.
3. Calculating the self weight of the anchor pile 21:
Gp＝γAplp
in the formula: gpThe deadweight of the anchor pile 21, kN;
gamma is the weight of the anchor pile 21, the weight of concrete can be approximately taken, and the weight of floating below the underground water level is kN/m 3;
lpthe pile length of the anchoring pile 21 is m;
4. calculating a standard value of the vertical uplift ultimate bearing capacity of the 21 single anchor piles:
Tuk＝u∑λqsikli
in the formula: t isukThe standard value of the vertical uplift ultimate bearing capacity of the single anchor pile 21 is kN;
qsikthe resistance standard value, kPa, of the i-th layer soil extreme side when the anchor pile 21 enters the stable rock stratum can be obtained by referring to the existing technical Specification for building pile foundations;
lambda is the uplift coefficient and can be taken by referring to the existing technical Specification of building pile foundations;
liand (5) enabling the anchor pile to enter the thickness m of the ith layer of soil in the stable rock stratum.
5. Calculating the characteristic value of the vertical uplift bearing capacity of the 21 single anchor pile:
Ra＝Tuk/K+Gp
in the formula: raFor 21 vertical resistance to plucking of anchor stake is bornForce eigenvalues, kN;
and K is a safety coefficient, and K is 2.
6. Testing the upwarp force f of soft rock foundation in unit area of construction siteh；
7. Calculating the upwarp force F borne by the roadbed structure from the soft rock foundation per linear meter in the longitudinal directionhThe effect of the elastic compression layer is not taken into account and is considered as a safety margin:
Fh＝fh×b
in the formula: fhThe roadbed structure of each linear meter in the longitudinal direction bears the arching force from the soft rock foundation, kN/m; and b is the structural width of the roadbed structure, m.
8, calculating the soil mass weight of the slope soil mass 6 borne by the bearing plate 1 every vertical linear meter:
Gs＝γsdyh
in the formula: gSThe soil mass weight kN/m of the side slope soil mass 6 borne by the bearing plate 1 is measured every linear meter in the longitudinal direction;
γsis the weight of the soil body on the upper parts of wing plates 3 at two sides of the roadbed structure, kN/m3Taking the floating weight below the underground water level;
dythe width of the wing plate 3, namely the depth m of the bearing plate 1 extending into the side slope soil body 6;
h is the soil height m of the anchoring pile close to one side of the side slope soil 6.
9. Calculating the upwarp force born by the roadbed structure of each longitudinal linear meter under the combination of the load effect:
S＝Fh-Gz-Gg-Gs
in the formula: s is the upper arching force born by the roadbed structure of each linear meter in the longitudinal direction under the combination of the load effect, kN/m;
Gzthe total weight of the loading plate 1, the wing plate 3 and the soil retaining plate 22 per linear meter in the longitudinal direction is kN/m, and the floating weight is taken below the underground water level;
Ggthe self weight of the track structure is kN/m per linear meter in the longitudinal direction.
10, calculating the arch resistance of the roadbed structural member per linear meter in the longitudinal direction:
R＝2Ra/s
in the formula: r is the arch resistance of the roadbed structure member per linear meter in the longitudinal direction, kN/m;
s is the spacing, m, between adjacent anchor piles 21.
11 are designed using extreme state design expressions:
γ0S≤R
in the formula: gamma ray0For the structural importance coefficient, a value of 1.1 is suggested as a safety consideration.
The beneficial effect of this embodiment does: the method can scientifically and reasonably develop the anti-bulging design of the ballastless track roadbed anti-bulging structure, has clear mechanical principle, clear derivation thought and simple calculation process, ensures the stress safety of the structure of the invention, and provides reliable basis for engineering design calculation.
Example 4
In a soft rock deep cutting structure of a high-speed railway, foundation soil is homogeneous soil, and a pile soil limit side resistance standard value q in a stable rock stratumsk100 kPa. Arching force f of soft rock foundation per unit areah7.25 MPa; the width of the anti-arching structure is b-17 m, wherein the width of the wing plate is dy2m, the height h of the vertical arm plate is 6m, the diameter D of the anchor pile 21 is 1.5m, and the pile length is lp18m, wherein the depth of the stable rock stratum is 4m, the distance between piles along the line direction is 6m, the pulling resistance coefficient is 0.7, and the track load is Gg85.84kN, the concrete weight is 25kN/m3The safety coefficient is K-2, and the structural importance coefficient is 1.1.
1) Calculating the area of the single anchor pile 21:
Ap＝πD2/4＝3.14×1.52/4＝1.77m2
2) calculating the perimeter of the anchor pile 21:
u＝πD＝3.14×1.5＝4.71m
3) calculate the deadweight of the anchor pile 21:
Gp＝γAplp＝25×1.77×18＝796.5kN
4) calculating the standard value of the vertical uplift ultimate bearing capacity of the 21 single anchor piles:
Tuk＝u∑λqskl＝4.71×0.7×100×4＝1318.8kN
5) calculating the characteristic value of the vertical uplift bearing capacity of the 21 single anchor piles:
Ra＝Tuk/K+Gp＝1318.8/2+796.5＝1455.9kN
6) calculating the force of arching of the roadbed structure from the soft rock foundation per linear meter in the longitudinal direction:
Fh＝fh×b＝7250×17＝123250kN/m
7) calculating the soil mass weight of the slope soil mass 6 borne by the bearing plate 1 every linear meter in the longitudinal direction:
Gs＝2γsdyh＝2×2.1×103×2×6＝5.04×104kN/m
8) calculate the total weight of the loading plate 1, the wing plate 3 and the retaining plate 22 per linear meter in the longitudinal direction:
Gz＝2.5×103×29＝72500kN/m
S＝Fh-Gz-Gg-Gs＝123250-72500-85.84-50400＝264.16kN/m
9) calculating the arch resistance of the roadbed structure member per linear meter in the longitudinal direction:
R＝2Ra/s＝2×1455.9/6＝485.3kN
10) verification by designing the expression with extreme states:
γ0S＝1.1×264.16＝290.57kN≤R＝485.3kN
and the extreme state design expression is met, namely the structural design parameters meet the anti-arching design requirement. The above calculation sequence may be repeated subsequently to further optimize various design parameters of the structure.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (9)
1. A design method is characterized by being used for forming a roadbed structure with raised resistance for a ballastless track of a cutting section, the roadbed structure comprises a bearing plate (1) which is longitudinally arranged along a line, at least one side of the bearing plate (1) extends into a side slope soil body (6) on the corresponding side, an elastic compression layer (4) is arranged at the bottom of the bearing plate (1), two pile plate wall assemblies (2) are transversely arranged on the bearing plate (1) at intervals along the line, each pile plate wall assembly (2) comprises at least two vertically arranged anchoring piles (21), each anchoring pile (21) is connected with the bearing plate (1), and each anchoring pile (21) penetrates through the bearing plate (1) and extends into a stable rock stratum (8);
the design method comprises the following steps:
s1, establishing a roadbed structure design model based on the roadbed structure, so that the roadbed structure design model meets the following requirements: when the structural size of the anchoring pile (21) is input and the depth d of the bearing plate (1) extending into the side slope soil body (6)yOutputting the anti-arching force R of the roadbed structure member per linear meter in the longitudinal direction and the upward arching force S borne by the roadbed structure per linear meter in the longitudinal direction under the combination of the load effect;
s2, introducing a structural importance coefficient gamma0And comparing the arch resisting force R of the roadbed structure component per linear meter in the longitudinal direction with the arch ascending force S borne by the roadbed structure per linear meter in the longitudinal direction under the combination of the loading effect:
when gamma is0When S is less than or equal to R, the structural size of the anchoring pile (21) and the depth d of the bearing plate (1) extending into the side slope soil body (6)yIs the final value;
when gamma is0When the S is larger than or equal to R, adjusting the structural size of the anchoring pile (21) and the depth d of the bearing plate (1) extending into the side slope soil body (6)yAnd adjusting the structural size of the anchoring pile (21) and the depth d of the bearing plate (1) extending into the side slope soil body (6)yInputting the roadbed structure design model until the obtained gamma is0R is less than or equal to S, the corresponding structural size of the anchoring pile (21) and the depth d of the bearing plate (1) extending into the side slope soil body (6)yIs the final value;
and S3, obtaining the final structure size of the roadbed structure according to the final value.
2. A design method according to claim 1, characterized in that a retaining plate (22) is connected between adjacent anchor piles (21) in the same sheet wall assembly (2), and the bottom of the retaining plate (22) is connected with the bearing plate (1).
3. The method according to claim 2, characterized in that both sides of the carrying floor (1) each project into the side slope soil body (6) of the respective side.
4. A design method according to claim 3, characterized in that the carrier plate (1) and the anchor piles (21) are an integrally cast structure.
5. A design method according to claim 2, characterized in that the elastically compressible layer (4) is adapted to the carrier plate (1), the anchoring piles (21) penetrating the elastically compressible layer (4).
6. The design method according to any one of claims 1 to 5, characterized in that the elastic compression layer (4) is a structural member made of rubber plate, SBS modified asphalt plate or polystyrene foam plate, and the compression modulus of the elastic compression layer (4) is lower than that of the soft rock layer (7) on the foundation.
7. The design method according to claim 1, wherein the roadbed structure design model comprises the following specific steps:
calculating the self weight G of the anchor pile (21) according to the structural size of the anchor pile (21)pAnd the standard value T of the vertical uplift limit bearing capacity of the single pile of the anchoring pile (21)uk，
According to the self weight G of the anchoring pile (21)pAnd the standard value T of the vertical uplift limit bearing capacity of the single anchor pile (21)ukCalculating the characteristic value R of the vertical uplift bearing capacity of the single anchor pile (21)a；
According to the vertical uplift bearing capacity of the single anchor pile (21)Characteristic value RaCalculating the arch resistance R of the longitudinal roadbed structural member per linear meter;
according to the upwarp force f of the soft rock foundation in unit area of construction sitehCalculating the upwarp force F borne by the roadbed structure from the soft rock foundation per linear meter in the longitudinal directionh；
According to dyCalculating the soil mass weight G of the slope soil mass (6) borne by the bearing plate (1) in each longitudinal linear meterS；
According to the soil mass weight G of the side slope soil mass (6) borne by the bearing plate (1) in each longitudinal linear meterSAnd calculating the upward arching force S borne by the roadbed structure of each longitudinal linear meter under the load effect combination.
8. A construction method based on the design method of any one of claims 2 to 5, wherein the construction method is used for forming the roadbed structure, and the construction method comprises the following steps:
A1. excavating cutting slopes in a grading manner, and excavating slope toe of the slopes to the elevation of the bearing plate (1);
A2. -levelling the substrate, laying said elastically compressible layer (4);
A3. carrying out construction of the anchoring pile (21), and then carrying out construction of the bearing plate (1) on the elastic compression layer (4);
A4. and installing the soil retaining plates (22) from bottom to top in a layered manner, and backfilling the slope soil body (6) at the corresponding position of the soil retaining plates (22) to ensure that at least one part of the slope soil body (6) is positioned above the bearing plate (1).
9. The construction method according to claim 8, wherein the step A3 is specifically as follows:
A31. determining the position of the anchoring pile (21), and excavating a pile hole;
A32. erecting a template of the anchor pile (21), lowering a reinforcement cage of the anchor pile (21) in the template of the anchor pile (21), and reserving connecting reinforcements at the joint of the anchor pile (21) and the bearing plate (1);
A33. erecting a template of the bearing plate (1), and placing a reinforcement cage of the bearing plate (1) into the template of the bearing plate (1);
A34. connecting the reinforcement cage of the bearing plate (1) with the reinforcement cage of the anchoring pile (21);
A35. and (3) pouring concrete to form the anchoring pile (21) and the bearing plate (1).
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