CN113123292B - River-crossing water seepage-prevention durable road structure and construction method - Google Patents

River-crossing water seepage-prevention durable road structure and construction method Download PDF

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Publication number
CN113123292B
CN113123292B CN202110488357.9A CN202110488357A CN113123292B CN 113123292 B CN113123292 B CN 113123292B CN 202110488357 A CN202110488357 A CN 202110488357A CN 113123292 B CN113123292 B CN 113123292B
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layer
grouting
geogrid
sprinkling
plate
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CN113123292A (en
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贾彦兵
王立亮
安通
董彭峰
周一勤
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Ningbo Communication Engineering Construction Group Co Ltd
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Ningbo Communication Engineering Construction Group Co Ltd
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/10—Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C19/00—Machines, tools or auxiliary devices for preparing or distributing paving materials, for working the placed materials, or for forming, consolidating, or finishing the paving
    • E01C19/12—Machines, tools or auxiliary devices for preparing or distributing paving materials, for working the placed materials, or for forming, consolidating, or finishing the paving for distributing granular or liquid materials
    • E01C19/16—Machines, tools or auxiliary devices for preparing or distributing paving materials, for working the placed materials, or for forming, consolidating, or finishing the paving for distributing granular or liquid materials for applying or spreading liquid materials, e.g. bitumen slurries
    • E01C19/17—Application by spraying or throwing
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C21/00—Apparatus or processes for surface soil stabilisation for road building or like purposes, e.g. mixing local aggregate with binder
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C3/00—Foundations for pavings
    • E01C3/04—Foundations produced by soil stabilisation
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C7/00—Coherent pavings made in situ
    • E01C7/08—Coherent pavings made in situ made of road-metal and binders
    • E01C7/32—Coherent pavings made in situ made of road-metal and binders of courses of different kind made in situ
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
    • E02B3/066—Quays
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
    • Y02A10/30—Flood prevention; Flood or storm water management, e.g. using flood barriers

Abstract

The invention discloses a river-facing waterproof durable road structure and a construction method thereof, wherein the road structure comprises a gravel layer foundation, a grouting layer, a gray soil layer, a base layer, a sealing layer, a geogrid, a surface layer and the like, and has the following advantages: firstly, the grouting layer adopts a fibrous geopolymer mixture, is doped with a proper amount of plastic fiber type fibers, has high interface bonding strength, enhances the strength and impermeability of the geopolymer, has excellent performance, saves energy and protects environment; secondly, the crack resistance and the sealing performance of the sealing layer of the gray soil layer, the emulsified fiber asphalt macadam stabilized soil base layer and the non-stick wheel emulsified asphalt waterproof bonding layer are good, the drainage channel of penetrating water is effectively isolated for many times, the buoyancy is reduced, and the durability of the structure is enhanced; thirdly, the bidirectional steel-plastic geogrid with low price, great effect and high cost performance is arranged, so that the bending strength of the surface layer is increased; the calculation method is clear in principle, practical and feasible, and improves the safety quality performance, so that the method has the advantages of simple structure, convenience in construction, low cost, safety, reliability and the like, and has remarkable economic and social benefits.

Description

River-crossing water seepage-prevention durable road structure and construction method
Technical Field
The invention relates to the field of road construction, in particular to a river-crossing water seepage-proofing durable road structure and a construction method.
Background
Because of urban construction needs, structures such as roads are built on the beaches in regions where the river is located, and the like, the situation that the flood level in the flood period is higher than the elevation of the roads is more common, and standard flood control dykes are required to be built for flood control, but foundations in the regions where the river is located, and the like are generally permeable gravel layers, water in the gravel layers in the foundations is discharged upwards through vertical seepage, the seepage pore water pressure can be higher than the hydrostatic pressure, and when the buoyancy of groundwater reaches a certain value, the pavement of the concrete pavement of the road structure can be broken and damaged; if the road structure surface layer adopts a reinforced concrete structure, the engineering cost is increased.
Disclosure of Invention
The technical problem to be solved by the invention is to overcome the defects of the prior art and provide the river-facing waterproof durable road structure and the construction method which have the advantages of simple structure, convenient construction, low cost, safety and reliability.
The technical problems of the invention are realized by the following technical scheme:
the utility model provides a face river infiltration durability road structure, includes the high gravel layer ground of permeability in standard flood control dykes and dams and the standard flood control dykes and dams, gravel layer ground on set gradually slip casting layer, grey soil layer, basic unit, sealing layer, geogrid and surface course.
The flood level of the standard flood control dykes and dams is higher than the elevation of the bottom of the surface layer of the road, and the high water level in the river generates buoyancy which is uniformly distributed upwards to the bottom of the road
Figure DEST_PATH_IMAGE001
The surface layer of the road is formed into a grid plate, the corner edges of the surface plate at grid crisscross joints or plate edges are most easily damaged, and the plate corners of the surface plate are +.>
Figure DEST_PATH_IMAGE002
The point is radius +.>
Figure DEST_PATH_IMAGE003
Selecting quarter area for analysis, and plate angle +.>
Figure 995923DEST_PATH_IMAGE002
Is provided with a radius->
Figure DEST_PATH_IMAGE004
Has been damaged; according to the elasticity theory, the quarter block area is a curved arc cantilever plate which is uniformly loaded, because of the +.>
Figure 947698DEST_PATH_IMAGE002
The point is radius +.>
Figure 233317DEST_PATH_IMAGE003
The plate corner area of the plate is smaller than that of the whole plate, and for simplifying calculation, the plate is assumed to be a curved arc-shaped variable-section cantilever beam with uniformly distributed load, and the arc-shaped section is +.>
Figure DEST_PATH_IMAGE005
The position is fixed, cantilever->
Figure DEST_PATH_IMAGE006
The free end is the plate tension of the soil work grille at the bottom of the circular arc-shaped panel>
Figure DEST_PATH_IMAGE007
The pressing force acts on the arc cantilever plate, so that the following calculation formula is obtained:
equation one,
Figure DEST_PATH_IMAGE009
Formula II,
Figure DEST_PATH_IMAGE010
Each symbol in the first and second formulas is defined as:
Figure DEST_PATH_IMAGE011
-thickness of the facing layer (8), - ∈>
Figure DEST_PATH_IMAGE012
；
Figure DEST_PATH_IMAGE013
-difference in height between flood level and surface floor,/-for the flood level>
Figure 845302DEST_PATH_IMAGE012
；
Figure 832850DEST_PATH_IMAGE003
-face layer plate corner->
Figure 135786DEST_PATH_IMAGE002
Point to arc-shaped consolidation end of cantilever beam->
Figure 790758DEST_PATH_IMAGE005
Radius of>
Figure 622579DEST_PATH_IMAGE012
；
Figure 238368DEST_PATH_IMAGE004
-Banjiao (radix Isatidis)>
Figure 328684DEST_PATH_IMAGE002
Is provided with a radius->
Figure 585966DEST_PATH_IMAGE004
Radius of damaged sharp corner part, simulating the damage of the corner part during construction or practical use, < ->
Figure 103535DEST_PATH_IMAGE004
Far less than->
Figure 816407DEST_PATH_IMAGE003
I.e. < ->
Figure DEST_PATH_IMAGE014
Similar engineering is investigated, and the values are taken by analogy or 0.01 m-0.05 m,/L>
Figure 523463DEST_PATH_IMAGE012
；
Figure DEST_PATH_IMAGE015
-geogrid->
Figure DEST_PATH_IMAGE016
Elongation of the section in tension->
Figure 903760DEST_PATH_IMAGE012
；
Figure DEST_PATH_IMAGE017
-coefficient of elasticity in tension of geogrid, +.>
Figure DEST_PATH_IMAGE018
；/>
Figure DEST_PATH_IMAGE019
-circular arc-shaped consolidation end of cantilever beam->
Figure DEST_PATH_IMAGE020
To the pole->
Figure 871191DEST_PATH_IMAGE002
Any distance in the direction, polar angle range
Figure DEST_PATH_IMAGE021
，/>
Figure 133676DEST_PATH_IMAGE012
；
Figure DEST_PATH_IMAGE022
Cantilever Liang Duandian is->
Figure 519789DEST_PATH_IMAGE002
The pole is directed to the circular arc-shaped consolidation end of the cantilever beam>
Figure 738281DEST_PATH_IMAGE020
Direction->
Figure DEST_PATH_IMAGE023
In the range of->
Figure DEST_PATH_IMAGE024
Is at any point distance,/>
Figure 751980DEST_PATH_IMAGE012
；
Figure DEST_PATH_IMAGE025
-vertical deformation curve equation of quarter circular arc panel, ++>
Figure 236182DEST_PATH_IMAGE012
；
Figure DEST_PATH_IMAGE026
-the flood level generates a vertically evenly upwards distributed buoyancy force to the road bottom +.>
Figure DEST_PATH_IMAGE027
；
Figure DEST_PATH_IMAGE028
The flood level generates a reduction coefficient of buoyancy which is uniformly distributed vertically upwards on the bottom of the road, and the reduction coefficient is determined through experiments, and when the experimental data is lacking, the reduction coefficient is determined according to related specifications;
Figure DEST_PATH_IMAGE029
-severe water, jersey>
Figure DEST_PATH_IMAGE030
；
Figure DEST_PATH_IMAGE031
-arc of a circlePlate tension of earth work grille at bottom of shaped panel +.>
Figure 525123DEST_PATH_IMAGE007
Resisting moment of extrusion force acting on arc cantilever plate, < ->
Figure DEST_PATH_IMAGE032
；
Figure DEST_PATH_IMAGE033
-quarter circular arc panel>
Figure 4646DEST_PATH_IMAGE019
Bending moment at the location, the>
Figure 785651DEST_PATH_IMAGE032
；
Figure DEST_PATH_IMAGE034
-quarter circular arc panel>
Figure DEST_PATH_IMAGE035
Bending moment at the location, the>
Figure 223061DEST_PATH_IMAGE032
；
Figure 262561DEST_PATH_IMAGE007
The tensile force of the geogrid at the bottom of the circular arc-shaped panel is the extrusion force acted on the circular arc-shaped cantilever plate, and the +.>
Figure DEST_PATH_IMAGE036
；
Figure DEST_PATH_IMAGE037
-modulus of elasticity of the cement concrete circular arc panel,/->
Figure 816164DEST_PATH_IMAGE027
；
Figure DEST_PATH_IMAGE038
-cement concrete circular arc panel->
Figure 830388DEST_PATH_IMAGE019
Moment of inertia at the horizontal center line of thickness +.>
Figure DEST_PATH_IMAGE039
；
Figure DEST_PATH_IMAGE040
-coefficient of->
Figure DEST_PATH_IMAGE041
；
Figure DEST_PATH_IMAGE042
-cement concrete circular arc panel->
Figure 896040DEST_PATH_IMAGE005
Allowable bending moment at the location>
Figure 473651DEST_PATH_IMAGE032
；
Figure DEST_PATH_IMAGE043
-allowable tension of the geogrid with circular arc-shaped panel bottom, < ->
Figure 334291DEST_PATH_IMAGE036
；
In the formula I and the formula II, if the panel is an asphalt concrete surface layer, the buoyancy causes the damage of the base layer and the asphalt concrete surface layer, the geogrid is moved to the bottom of the base layer to be laid, and the relative symbol meaning of each calculation formula is adjusted as follows: buoyancy load
Figure 457099DEST_PATH_IMAGE001
Modified to subtract the weight of the unit area of the asphalt surface layer, the height difference between the flood level and the cement concrete slab surface layer bottom +.>
Figure 855719DEST_PATH_IMAGE013
Modified to add the thickness of the base layer, the thickness of the surface layer of the cement concrete slab +>
Figure 719246DEST_PATH_IMAGE011
Elastic modulus of circular arc-shaped cement concrete panel modified to the thickness of the base layer>
Figure 762288DEST_PATH_IMAGE037
Modified to the elastic modulus of the base layer, the circular arc-shaped panel of cement concrete +.>
Figure 305265DEST_PATH_IMAGE019
Moment of inertia->
Figure 941914DEST_PATH_IMAGE038
Modified to the moment of inertia corresponding to the base layer.
The grouting layer is formed by injecting fibrous geopolymer mixture slurry into the upper part of a gravel layer foundation under high pressure, and the thickness of the grouting layer is 0.5-1.0 m; the fiber geopolymer is a novel inorganic polymeric material prepared by mixing high-silicon natural ore powder or slag powder and fly ash serving as raw materials with an alkaline activator and adding a proper amount of plastic fiber fibers into the geopolymer.
The lime soil layer is a mixture of quicklime, cement and clay, the thickness is 0.3-0.5 m, and the compactness is 93-95%.
The base layer is emulsified fiber asphalt macadam stabilized soil, and is formed by mixing and rolling emulsified asphalt, plastic fibers, macadam and cement mixture, wherein the thickness is 0.3-0.5 m, and the compactness is not less than 95%.
The sealing layer is a non-stick wheel emulsified asphalt waterproof bonding layer; the surface layer is a cement concrete rectangular plate with the thickness of 0.20 m-0.30 m.
The geogrid is a bidirectional steel-plastic geogrid.
The standard flood control dykes and dams consist of retaining walls, water retaining walls and water discharge pipes in the retaining walls, wherein the top of the water retaining walls is higher than a normal water level, and the safety height of flood level is reserved.
A construction method of a river-crossing water seepage-proof durable road structure comprises the following steps:
step one, investigation, detection and calculation
Figure DEST_PATH_IMAGE045
The flood control standard and the design flood level of the place where the project is to be researched;
Figure DEST_PATH_IMAGE047
detecting the water seepage coefficient of the gravel layer foundation, determining the reduction coefficient of the vertical upward uniformly distributed buoyancy generated by the dam flood level to the road bottom according to related specifications when test data are lacked through test determination>
Figure 736694DEST_PATH_IMAGE028
；
Figure DEST_PATH_IMAGE049
According to the parameters of the engineering primary material and other parameters, calculating the ++of the quarter circular arc panel according to the formula I and the formula II>
Figure 571926DEST_PATH_IMAGE035
Bending moment at>
Figure 299186DEST_PATH_IMAGE034
Geogrid tension->
Figure 282186DEST_PATH_IMAGE007
Designing parameters;
Figure DEST_PATH_IMAGE051
designing a road structure and providing the technical requirements of the materials and construction process;
Figure DEST_PATH_IMAGE053
designing and testing the mix proportion of the grouting layer, the gray soil layer, the base layer, the sealing layer and the surface layer, and meeting the design requirement;
Figure DEST_PATH_IMAGE055
selecting proper geogrid materials, and detecting that the geogrid materials are qualified through a test and meet the design requirements;
step two, grouting layer construction
Figure 959286DEST_PATH_IMAGE045
Selecting qualified grouting machinery, wherein the grouting pressure is 0.2-0.6 MPa, checking the running condition of grouting equipment and pipelines, checking the strength of a consolidation grouting nozzle, and setting grouting parameters including gel time, grouting pressure and grouting amount;
(2) stirring the fiber geopolymer mixture slurry according to a designed mixing ratio;
Figure 835975DEST_PATH_IMAGE049
removing earth surface soil, and finishing and leveling;
Figure 737066DEST_PATH_IMAGE051
the grouting holes are designed and arranged into quincuncial grouting holes according to the grouting thickness, the grouting hole spacing is 0.8 m-1.2 m, and the grouting holes are lofted and marked on the spot;
Figure 66416DEST_PATH_IMAGE053
the excavator is used for vibrating and punching, the punching quantity of each batch is not excessive, the problem that sand gravel at the position of excessively long punching interval time is difficult to insert into a compact grouting pipe in a back extrusion mode, and grouting is carried out along with punching;
Figure 468579DEST_PATH_IMAGE055
grouting is operated by professional and skilled personnel, and grouting can be finished after grouting is continued for 10-20 s under the condition that the pressure is stable and the grouting amount is determined;
Figure DEST_PATH_IMAGE057
covering geotextile for maintenance for 7d after grouting is completed, and prohibiting heavy vehicles from passing through;
step three, construction of a gray soil layer
Figure 275473DEST_PATH_IMAGE045
Measuring and lofting to determine a construction plane of the gray soil and setting up a thickness mark;
(2) stirring the lime-soil mixture, paving the mixture by a forklift, and compacting the mixture when the mixture is at the optimal water content:
step four, basic layer construction
Figure 81886DEST_PATH_IMAGE045
Measuring and lofting to determine a soil construction plane and setting up a steel template at each edge;
Figure 898533DEST_PATH_IMAGE047
mixing emulsified fiber asphalt macadam stabilized soil, and transporting by adopting a dump truck;
Figure 714173DEST_PATH_IMAGE049
paving by using a paver, wherein the loose paving thickness is determined by a test;
Figure 565454DEST_PATH_IMAGE051
compacting by using a road roller, covering the soil work cloth and curing to the specified strength; />
Figure 808348DEST_PATH_IMAGE053
The heavy vehicle is forbidden to pass in the maintenance period;
step five, construction of a sealing layer
Figure 253236DEST_PATH_IMAGE045
Before the construction of the non-stick emulsified asphalt waterproof bonding layer, checking an oil pump system, an oil delivery pipe seam, an oil meter and heat preservation equipment of an asphalt distribution truck;
Figure 590676DEST_PATH_IMAGE047
in order to ensure the uniformity of sprinkling, firstly, performing trial sprinkling to determine the oil spraying speed and the oil sprinkling amount;
Figure 309846DEST_PATH_IMAGE049
preheating and dredging a nozzle tip before sprinkling, manually matching a full-intelligent asphalt sprinkling vehicle to perform sprinkling, selecting proper nozzles, sprinkling speed and sprinkling amount, keeping the sprinkling speed and sprinkling amount stable, and preventing sprinkling from being empty or strip-shaped, stacking, sprinkling insufficient to be supplemented, manually scraping or manually sprinkling fine sand at the position of the sprinkling excess, and sucking the fine sand at the construction temperature of not lower than 10 ℃;
Figure 972909DEST_PATH_IMAGE051
when the sprinkling truck sprinkles one lane and stops, the other lanes are switched to be sprinkled, and the oil groove is used for catching emulsified asphalt dripped from the oil drain pipe so as to prevent excessive local emulsified asphalt;
Figure 514880DEST_PATH_IMAGE053
checking uniformity of the non-sticking wheel emulsified asphalt waterproof bonding layer after sprinkling cloth, and adopting manual spraying to supplement and spray if no bubbles or foreign matters exist in the blank of the non-sprinkling cloth;
step six, paving geogrid
Figure 921590DEST_PATH_IMAGE045
Unfolding and paving a full-section geogrid, and flattening the geogrid without wrinkles;
(2) the joint overlap length is 50 cm-100 cm, and the joint is not overlapped at the grid-shaped crisscross joint of the surface layer or the corner edge of the surface layer plate of the plate edge;
step seven, pouring the surface layer
Figure 232617DEST_PATH_IMAGE045
Measuring and lofting to determine a surface layer construction plane and setting up a steel template at each edge;
(2) pumping and pouring cement concrete mixture from the middle to two sides and two ends;
Figure 207526DEST_PATH_IMAGE049
the corners are not inserted to the bottom when the concrete is vibrated by the inserted vibrator so as to avoid damaging the geogrid;
Figure 220481DEST_PATH_IMAGE051
setting a construction joint according to design requirements and related specifications;
Figure 181615DEST_PATH_IMAGE053
cutting the concrete surface layer block joint according to the design requirement.
Compared with the prior art, the invention mainly provides a river-facing waterproof durable road structure, which is formed by sequentially arranging a grouting layer, a gray soil layer, a base layer, a sealing layer, a geogrid and a surface layer on a gravel layer foundation, and has the following advantages: firstly, the grouting layer adopts a fibrous geopolymer mixture, is doped with a proper amount of plastic fiber type fibers, has higher interface bonding strength, enhances the strength and impermeability of the geopolymer, and has excellent performance, energy conservation and environmental protection; secondly, the crack resistance and the sealing performance of the sealing layer of the gray soil layer, the emulsified fiber asphalt macadam stabilized soil base layer and the non-stick wheel emulsified asphalt waterproof bonding layer are good, the drainage channel of penetrating water is effectively isolated for many times, the buoyancy is reduced, and the durability of the structure is enhanced; thirdly, the two-way steel-plastic geogrid is arranged, so that the bending strength of the surface layer is effectively increased, the geogrid is low in price and high in cost performance; the calculation method is clear in principle, practical and feasible, can be used as construction guidance of the river-crossing water seepage-proofing durable road structure, and improves the safety quality performance. Therefore, the invention is a road structure with simple structure, convenient construction, low cost, safety and reliability, and has higher economic and social benefits by combining the corresponding construction method.
Drawings
Fig. 1 is a schematic view of an elevation of the structure of the present invention.
Fig. 2 is a diagram of the face-to-face force calculation of fig. 1.
Fig. 3 is a top view force calculation diagram of the facing of fig. 1.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the drawings.
As shown in figures 1-3, 1 a standard flood control dike, 11 a retaining wall, 12 a retaining wall, 13 a water drain pipe, 2 a gravel layer foundation, 3 a grouting layer, 4 a gray soil layer, 5 a base layer, 6 a closed layer, 7 a geogrid and 8 a surface layer.
The road structure comprises a standard flood control dam, a gravel layer foundation 2 with high permeability in the standard flood control dam, a grouting layer 3, a gray soil layer 4, a base layer 5, a sealing layer 6, a geogrid 7 and a surface layer 8 which are sequentially paved layer by layer on the gravel layer foundation from bottom to top.
The standard flood control dykes and dams 1 are composed of retaining walls 11, water retaining walls 12 and water discharge pipes 13 embedded in the retaining walls, wherein the water retaining walls 12 are higher than a normal water level and reserve a certain flood level safety height, and the water discharge pipes 13 are used for ground penetrating water discharge of structures in the standard flood control dykes and dams according to flood control design standards determined by local regulations.
The gravel layer foundation 2 has high permeability, under the action of a high-pressure water head, water in the gravel layer in the foundation can be quickly discharged upwards through vertical seepage, and when the buoyancy of groundwater water reaches a certain value, the road structure is damaged, the durability of the structure is affected, and even engineering accidents can be possibly caused.
The grouting layer 3 is formed by injecting fiber geopolymer mixture slurry into the upper part of a gravel layer foundation under high pressure, the thickness is 0.5-1.0 m, and the fiber geopolymer is formed by mixing a proper amount of plastic fiber fibers into the geopolymer, so that the grouting layer has higher interface bonding strength and enhances the strength and impermeability of the geopolymer.
The geopolymer is a novel inorganic polymer material which is prepared by mixing high-silicon natural ore powder or industrial wastes such as slag powder, fly ash and the like serving as raw materials with an alkaline activator, and has the characteristics of being difficult to reach by common silicate cement, and has the advantages of abundant raw materials, simple process, low price, energy conservation, environmental protection and the like.
The lime-soil layer 4 is a mixture of quicklime, cement and clay, has the function of sealing and penetrating water, and has the thickness of 0.3-0.5 m and the compactness of 93-95%.
The base layer 5 is emulsified fiber asphalt macadam stabilized soil, is formed by mixing and rolling emulsified asphalt, plastic fibers, macadam and cement mixture, has higher compactness, water resistance, crack resistance and higher strength, and has the thickness of 0.3-0.5 m and the compactness of not less than 95%.
The sealing layer 6 is a waterproof adhesive layer of non-adhesive wheel emulsified asphalt, the non-adhesive wheel emulsified asphalt is prepared by using a United states Dalworth colloid mill and adopting a method of emulsification and modification, and after demulsification, the multi-chain polyolefin can form a layer of thinner isolating film on the surface of the asphalt, so that the wheels and the asphalt are isolated, the non-adhesive wheel effect is achieved during construction, and the excellent waterproof effect is achieved after hardening.
The geogrid 7 is a bidirectional steel-plastic geogrid.
The surface layer 8 is a cement concrete rectangular plate with the thickness of 0.20 m-0.30 m.
Meanwhile, when the flood level of the standard flood control dike 1 is higher than the elevation of the bottom of the surface layer 8 of the road, the high water level of the river facing the river generates buoyancy which is uniformly distributed upwards to the bottom of the road
Figure 596416DEST_PATH_IMAGE001
The surface layer of the road is formed into a grid plate, the corner edges of the surface plate at grid crisscross joints or plate edges are most easily damaged, and the plate corners of the surface plate are +.>
Figure 614663DEST_PATH_IMAGE002
The point is radius +.>
Figure 114915DEST_PATH_IMAGE003
Selecting quarter area for analysis, and plate angle +.>
Figure 614160DEST_PATH_IMAGE002
Is provided with a radius->
Figure 149047DEST_PATH_IMAGE004
Has been damaged; according to the elasticity theory, the quarter block area is a curved arc cantilever plate which is uniformly loaded, because of the +.>
Figure 809966DEST_PATH_IMAGE002
The point is radius +.>
Figure 63093DEST_PATH_IMAGE003
The plate corner area of the plate is smaller than that of the whole plate, and for simplifying calculation, the plate is assumed to be a curved arc-shaped variable-section cantilever beam with uniformly distributed load, and the arc-shaped section is +.>
Figure 100451DEST_PATH_IMAGE005
The position is fixed, cantilever->
Figure 365210DEST_PATH_IMAGE006
The position is a free end, an arc shapePanel tension of panel bottom geogrid>
Figure 977457DEST_PATH_IMAGE007
The pressing force acts on the arc cantilever plate, so that the following calculation formula is obtained:
equation one,
Figure DEST_PATH_IMAGE058
Formula II,
Figure 285857DEST_PATH_IMAGE010
Each symbol in the first and second formulas is defined as:
Figure 392485DEST_PATH_IMAGE011
-thickness of the face layer 8, +.>
Figure 636384DEST_PATH_IMAGE012
；
Figure 904686DEST_PATH_IMAGE013
-difference in height between flood level and surface floor,/-for the flood level>
Figure 7771DEST_PATH_IMAGE012
；
Figure 636199DEST_PATH_IMAGE003
-face layer plate corner->
Figure 750916DEST_PATH_IMAGE002
Point to arc-shaped consolidation end of cantilever beam->
Figure 439386DEST_PATH_IMAGE005
Radius of>
Figure 636625DEST_PATH_IMAGE012
；
Figure 334323DEST_PATH_IMAGE004
-Banjiao (radix Isatidis)>
Figure 303547DEST_PATH_IMAGE002
Is provided with a radius->
Figure 162918DEST_PATH_IMAGE004
Radius of damaged sharp corner part, simulating the damage of the corner part during construction or practical use, < ->
Figure 975017DEST_PATH_IMAGE004
Far less than->
Figure 961558DEST_PATH_IMAGE003
I.e. < ->
Figure 34557DEST_PATH_IMAGE014
Similar engineering is investigated, and the values are taken by analogy or 0.01 m-0.05 m,/L>
Figure 81141DEST_PATH_IMAGE012
；
Figure 239590DEST_PATH_IMAGE015
-geogrid->
Figure 26893DEST_PATH_IMAGE016
Elongation of the section in tension->
Figure 954398DEST_PATH_IMAGE012
；
Figure 171883DEST_PATH_IMAGE017
The coefficient of elasticity of the geogrid 7 in tension,/>
Figure 958574DEST_PATH_IMAGE018
；
Figure 270607DEST_PATH_IMAGE019
-circular arc-shaped consolidation end of cantilever beam->
Figure 334509DEST_PATH_IMAGE020
To the pole->
Figure 706584DEST_PATH_IMAGE002
Any distance in the direction, polar angle range
Figure 855937DEST_PATH_IMAGE021
，/>
Figure 971660DEST_PATH_IMAGE012
；
Figure 887139DEST_PATH_IMAGE022
Cantilever Liang Duandian is->
Figure 430116DEST_PATH_IMAGE002
The pole is directed to the circular arc-shaped consolidation end of the cantilever beam>
Figure 925819DEST_PATH_IMAGE020
Direction->
Figure 861546DEST_PATH_IMAGE023
In the range of->
Figure 618149DEST_PATH_IMAGE024
Is at any point distance,/>
Figure 348339DEST_PATH_IMAGE012
；
Figure 455972DEST_PATH_IMAGE025
-vertical deformation curve equation of quarter circular arc panel, ++>
Figure 664231DEST_PATH_IMAGE012
；
Figure 540920DEST_PATH_IMAGE026
-the flood level generates a vertically evenly upwards distributed buoyancy force to the road bottom +.>
Figure 832224DEST_PATH_IMAGE027
；
Figure 909377DEST_PATH_IMAGE028
The flood level generates a reduction coefficient of buoyancy which is uniformly distributed vertically upwards on the bottom of the road, and the reduction coefficient is determined through experiments, and when the experimental data is lacking, the reduction coefficient is determined according to related specifications;
Figure 436173DEST_PATH_IMAGE029
-severe water, jersey>
Figure 652522DEST_PATH_IMAGE030
；
Figure 239361DEST_PATH_IMAGE031
-plate tension of geogrid with circular arc-shaped panel bottom +.>
Figure 806740DEST_PATH_IMAGE007
Resisting moment of extrusion force acting on arc cantilever plate, < ->
Figure 871648DEST_PATH_IMAGE032
；
Figure 208082DEST_PATH_IMAGE033
-quarter circular arc panel>
Figure 841189DEST_PATH_IMAGE019
Bending moment at the location, the>
Figure 145131DEST_PATH_IMAGE032
；
Figure 495954DEST_PATH_IMAGE034
-quarter circular arc panel>
Figure 201741DEST_PATH_IMAGE035
Bending moment at the location, the>
Figure 615536DEST_PATH_IMAGE032
；
Figure 406775DEST_PATH_IMAGE007
The tensile force of the geogrid at the bottom of the circular arc-shaped panel is the extrusion force acted on the circular arc-shaped cantilever plate, and the +.>
Figure 564218DEST_PATH_IMAGE036
；
Figure 124512DEST_PATH_IMAGE037
-modulus of elasticity of the cement concrete circular arc panel,/->
Figure 833842DEST_PATH_IMAGE027
；
Figure 863109DEST_PATH_IMAGE038
-cement concrete circular arc panel->
Figure 73511DEST_PATH_IMAGE019
Moment of inertia at the horizontal center line of thickness +.>
Figure 236114DEST_PATH_IMAGE039
；
Figure 506559DEST_PATH_IMAGE040
-coefficient of->
Figure 757542DEST_PATH_IMAGE041
；
Figure 506056DEST_PATH_IMAGE042
-cement concrete circular arc panel->
Figure 181888DEST_PATH_IMAGE005
Allowable bending moment at the location>
Figure 842807DEST_PATH_IMAGE032
；
Figure 95934DEST_PATH_IMAGE043
-allowable tension of the geogrid with circular arc-shaped panel bottom, < ->
Figure 398870DEST_PATH_IMAGE036
；
In the formula one and the formula two, if the panel 8 is an asphalt concrete surface layer, the buoyancy causes the damage of the base layer 5 and the asphalt concrete surface layer, the geogrid 7 moves to the bottom of the base layer 5 to be laid, and the relative symbol meaning of each calculation formula is adjusted as follows: buoyancy load
Figure 788263DEST_PATH_IMAGE001
Modified to subtract the weight of the unit area of the asphalt surface layer, the height difference between the flood level and the cement concrete slab surface layer bottom +.>
Figure 148313DEST_PATH_IMAGE013
Modified to add the thickness of the base layer, the thickness of the surface layer of the cement concrete slab +>
Figure 623157DEST_PATH_IMAGE011
Elastic modulus of circular arc-shaped cement concrete panel modified to the thickness of the base layer>
Figure 588839DEST_PATH_IMAGE037
Modified to the elastic modulus of the base layer, the circular arc-shaped panel of cement concrete +.>
Figure 583471DEST_PATH_IMAGE019
Moment of inertia->
Figure 366619DEST_PATH_IMAGE038
Modified to the moment of inertia corresponding to the base layer.
In addition, the construction method of the river-crossing water seepage-proof durable road structure mainly comprises the following steps:
step one, investigation, detection and calculation
Figure 79491DEST_PATH_IMAGE045
The flood control standard and the design flood level of the place where the project is to be researched; />
Figure 707919DEST_PATH_IMAGE047
The water seepage coefficient of the gravel layer foundation 1 is detected, the water seepage coefficient is determined through experiments, and when the experimental data is lacked, the reduction coefficient of the buoyancy which is uniformly distributed vertically upwards and is generated on the bottom of the road by the dam flood level is determined according to related specifications +.>
Figure 822636DEST_PATH_IMAGE028
；
Figure 511107DEST_PATH_IMAGE049
According to the parameters of the engineering primary material and other parameters, calculating the ++of the quarter circular arc panel according to the formula I and the formula II>
Figure 997362DEST_PATH_IMAGE035
Bending moment at>
Figure 163901DEST_PATH_IMAGE034
Geogrid tension->
Figure 523338DEST_PATH_IMAGE007
Designing parameters;
Figure 133442DEST_PATH_IMAGE051
designing a road structure and providing the technical requirements of the materials and construction process;
Figure 70174DEST_PATH_IMAGE053
designing and testing the mixing ratio of the grouting layer 3, the gray soil layer 4, the base layer 5, the sealing layer 6 and the surface layer 8, and meeting the design requirement;
Figure 322295DEST_PATH_IMAGE055
selecting a proper geogrid 7 material, and detecting that the geogrid is qualified by test and meets the design requirement;
step two, grouting layer construction
Figure 395293DEST_PATH_IMAGE045
Selecting qualified grouting machines, wherein the grouting pressure is 0.2-0.6 MPa, checking the running condition of grouting equipment and pipelines, checking the strength of a consolidation grouting nozzle, and setting grouting parameters such as gel time, grouting pressure, slurry mixing amount and the like;
(2) stirring the fiber geopolymer mixture slurry according to a designed mixing ratio;
Figure 176299DEST_PATH_IMAGE049
removing earth surface soil, and finishing and leveling;
Figure 600327DEST_PATH_IMAGE051
the grouting holes are designed and arranged into quincuncial grouting holes according to the grouting thickness, the grouting hole spacing is 0.8 m-1.2 m, and the grouting holes are lofted and marked on the spot;
Figure 249614DEST_PATH_IMAGE053
the excavator is used for vibrating and punching, the punching quantity of each batch is not excessive, the problem that sand gravel at the position of excessively long punching interval time is difficult to insert into a compact grouting pipe in a back extrusion mode, and grouting is carried out along with punching;
Figure 190501DEST_PATH_IMAGE055
grouting is operated by professional and skilled personnel, and grouting can be finished after grouting is continued for 10-20 s under the condition that the pressure is stable and the grouting amount is determined;
Figure 657254DEST_PATH_IMAGE057
covering geotextile for maintenance for 7d after grouting is completed, and prohibiting heavy vehicles from passing through;
step three, construction of a gray soil layer
Figure 319311DEST_PATH_IMAGE045
Measuring and lofting to determine a construction plane of the gray soil and setting up a thickness mark;
(2) stirring the lime-soil mixture, paving the mixture by a forklift, and compacting the mixture when the mixture is at the optimal water content:
step four, basic layer construction
Figure 631343DEST_PATH_IMAGE045
Measuring and lofting to determine a soil construction plane and setting up a steel template at each edge;
Figure 429666DEST_PATH_IMAGE047
mixing emulsified fiber asphalt macadam stabilized soil by self-discharging steamCarrying out vehicle transportation;
Figure 67321DEST_PATH_IMAGE049
paving by using a paver, wherein the loose paving thickness is determined by a test;
Figure 341307DEST_PATH_IMAGE051
compacting by using a road roller, covering the soil work cloth and curing to the specified strength;
Figure 207763DEST_PATH_IMAGE053
the heavy vehicle is forbidden to pass in the maintenance period;
step five, construction of a sealing layer
Figure 375440DEST_PATH_IMAGE045
Before the construction of the non-stick emulsified asphalt waterproof bonding layer, an oil pump system, an oil pipeline seam, an oil meter, heat preservation equipment and the like of an asphalt distribution truck should be checked;
Figure 931798DEST_PATH_IMAGE047
in order to ensure the uniformity of sprinkling, a certain amount of asphalt is filled into an oil tank, and firstly, sprinkling is performed to determine the oil spraying speed and the oil sprinkling amount; />
Figure 286556DEST_PATH_IMAGE049
Before sprinkling, the nozzle is preheated and dredged, and a fully intelligent asphalt sprinkling vehicle is manually matched for sprinkling, and proper nozzles, sprinkling speed and sprinkling amount are selected, so that the sprinkling speed and sprinkling amount are kept stable, and sprinkling holes or strips cannot be formed, and stacking cannot be realized. The spraying is insufficient to be supplemented, the spraying excessive part is manually scraped or manually sprayed with fine sand to be sucked, and the construction temperature is not lower than 10 ℃;
Figure 222282DEST_PATH_IMAGE051
when the sprinkling truck sprinkles one lane and stops, the other lanes are switched to be sprinkled, and the oil groove is used for catching emulsified asphalt dripped from the oil drain pipe so as to prevent excessive local emulsified asphalt;
Figure 978886DEST_PATH_IMAGE053
checking uniformity of the non-sticking wheel emulsified asphalt waterproof bonding layer after sprinkling cloth, and adopting manual spraying to supplement and spray if no bubbles or foreign matters exist in the blank of the non-sprinkling cloth;
step six, paving geogrid
Figure 833709DEST_PATH_IMAGE045
Unfolding and paving a full-section geogrid, and flattening the geogrid without wrinkles;
(2) the joint overlap length is 50 cm-100 cm, and the joint is not overlapped at the grid-shaped crisscross joint of the surface layer or the corner edge of the surface layer plate of the plate edge;
step seven, pouring the surface layer
Figure 957654DEST_PATH_IMAGE045
Measuring and lofting to determine a surface layer construction plane and setting up a steel template at each edge;
(2) pumping and pouring cement concrete mixture from the middle to two sides and two ends;
Figure 415180DEST_PATH_IMAGE049
the corners are not inserted to the bottom when the concrete is vibrated by the inserted vibrator so as to avoid damaging the geogrid;
Figure 42602DEST_PATH_IMAGE051
setting a construction joint according to design requirements and related specifications;
Figure 192961DEST_PATH_IMAGE053
cutting the concrete surface layer block joint according to the design requirement.
The invention is a road structure with simple structure, convenient construction, low cost, safety and reliability, and has higher economic and social benefits by combining corresponding construction methods.
The foregoing is merely a specific embodiment of the present invention, and it should be understood by those skilled in the art that any structural design similar to this embodiment is included in the scope of the present invention.

Claims (8)

1. The river-crossing water seepage-proof durable road structure comprises a standard flood control dam (1) and a gravel layer foundation (2) with high permeability in the standard flood control dam, and is characterized in that a grouting layer (3), a gray soil layer (4), a base layer (5), a sealing layer (6), a geogrid (7) and a surface layer (8) are sequentially arranged on the gravel layer foundation; the flood level of the standard flood control dam (1) is higher than the elevation of the bottom of the surface layer (8) of the road, and the high water level in the river generates buoyancy which is uniformly distributed upwards to the bottom of the road
Figure QLYQS_2
The surface layer (8) of the road is formed into a grid plate, the corner edges of the surface layer plate at grid crisscross joints or plate edges are most easily damaged, and the plate angles of the surface layer plate are +>
Figure QLYQS_6
The point is radius +.>
Figure QLYQS_9
Selecting quarter area for analysis, and plate angle +.>
Figure QLYQS_3
Is provided with a radius->
Figure QLYQS_4
Has been damaged; according to elasticityTheoretically, the quarter block area is a curved arc cantilever plate uniformly loaded, because of the +.>
Figure QLYQS_7
The point is radius +.>
Figure QLYQS_10
The plate corner area of the plate is smaller than that of the whole plate, and for simplifying calculation, the plate is assumed to be a curved arc-shaped variable-section cantilever beam with uniformly distributed load, and the arc-shaped section is +.>
Figure QLYQS_1
The position is fixed, cantilever->
Figure QLYQS_5
The free end is the plate tension of the earth work grille (7) at the bottom of the circular arc-shaped panel +.>
Figure QLYQS_8
The pressing force acts on the arc cantilever plate, so that the following calculation formula is obtained:
equation one,
Figure QLYQS_11
Formula II,
Figure QLYQS_12
Each symbol in the first and second formulas is defined as:
Figure QLYQS_13
-thickness of the facing layer (8), - ∈>
Figure QLYQS_14
；
Figure QLYQS_15
-difference in height between flood level and surface floor,/-for the flood level>
Figure QLYQS_16
；
Figure QLYQS_17
-face layer plate corner->
Figure QLYQS_18
Point to arc-shaped consolidation end of cantilever beam->
Figure QLYQS_19
Radius of>
Figure QLYQS_20
；
Figure QLYQS_21
-Banjiao (radix Isatidis)>
Figure QLYQS_22
Is provided with a radius->
Figure QLYQS_23
Radius of damaged sharp corner part, simulating the damage of the corner part during construction or practical use, < ->
Figure QLYQS_24
Far less than->
Figure QLYQS_25
I.e. < ->
Figure QLYQS_26
Similar engineering is investigated, and the values are taken by analogy or 0.01 m-0.05 m,/L>
Figure QLYQS_27
；
Figure QLYQS_28
-geogrid->
Figure QLYQS_29
Elongation of the section in tension->
Figure QLYQS_30
；
Figure QLYQS_31
-coefficient of elasticity in tension of geogrid (7), - ∈10>
Figure QLYQS_32
；
Figure QLYQS_33
-circular arc-shaped consolidation end of cantilever beam->
Figure QLYQS_34
To the pole->
Figure QLYQS_35
Any distance in the direction, polar angle range +.>
Figure QLYQS_36
，/>
Figure QLYQS_37
；
Figure QLYQS_38
Cantilever Liang Duandian is->
Figure QLYQS_39
The pole is directed to the circular arc-shaped consolidation end of the cantilever beam>
Figure QLYQS_40
Direction->
Figure QLYQS_41
Within the range of
Figure QLYQS_42
Is at any point distance,/>
Figure QLYQS_43
；
Figure QLYQS_44
-vertical deformation curve equation of quarter circular arc panel, ++>
Figure QLYQS_45
；
Figure QLYQS_46
-the flood level generates a vertically evenly upwards distributed buoyancy force to the road bottom +.>
Figure QLYQS_47
；
Figure QLYQS_48
The flood level generates a reduction coefficient of buoyancy which is uniformly distributed vertically upwards on the bottom of the road, and the reduction coefficient is determined through experiments, and when the experimental data is lacking, the reduction coefficient is determined according to related specifications;
Figure QLYQS_49
-severe water, jersey>
Figure QLYQS_50
；
Figure QLYQS_51
-plate tension of geogrid with circular arc-shaped panel bottom +.>
Figure QLYQS_52
Resisting moment of extrusion force acting on arc cantilever plate, < ->
Figure QLYQS_53
；
Figure QLYQS_54
-quarter circular arc panel>
Figure QLYQS_55
Bending moment at the location, the>
Figure QLYQS_56
；
Figure QLYQS_57
-quarter circular arc panel>
Figure QLYQS_58
Bending moment at the location, the>
Figure QLYQS_59
；
Figure QLYQS_60
The tensile force of the geogrid at the bottom of the circular arc-shaped panel is the extrusion force acted on the circular arc-shaped cantilever plate, and the +.>
Figure QLYQS_61
；/>
Figure QLYQS_62
-modulus of elasticity of the cement concrete circular arc panel,/->
Figure QLYQS_63
；
Figure QLYQS_64
-cement concrete circular arc panel->
Figure QLYQS_65
Moment of inertia at the horizontal center line of thickness +.>
Figure QLYQS_66
；
Figure QLYQS_67
-coefficient of->
Figure QLYQS_68
；
Figure QLYQS_69
-cement concrete circular arc panel->
Figure QLYQS_70
Allowable bending moment at the location>
Figure QLYQS_71
；
Figure QLYQS_72
-allowable tension of the geogrid with circular arc-shaped panel bottom, < ->
Figure QLYQS_73
；
At the publicIn the formula I and the formula II, if the surface layer (8) is an asphalt concrete surface layer, buoyancy causes the damage of the base layer (5) and the asphalt concrete surface layer, the geogrid (7) moves to the bottom of the base layer (5) to be laid, and the relative symbol meaning of each calculation formula is adjusted as follows: buoyancy load
Figure QLYQS_74
Modified to subtract the weight of the unit area of the asphalt surface layer, the height difference between the flood level and the cement concrete slab surface layer bottom +.>
Figure QLYQS_75
Modified to add the thickness of the base layer, the thickness of the surface layer of the cement concrete slab +>
Figure QLYQS_76
Elastic modulus of circular arc-shaped cement concrete panel modified to the thickness of the base layer>
Figure QLYQS_77
Modified to the elastic modulus of the base layer, the circular arc-shaped panel of cement concrete +.>
Figure QLYQS_78
Moment of inertia->
Figure QLYQS_79
Modified to the moment of inertia corresponding to the base layer.
2. The river-crossing water seepage-proof durable road structure according to claim 1, characterized in that the grouting layer (3) is a polymer mixture slurry with the thickness of 0.5 m-1.0 m injected into the upper part of the gravel layer foundation (2) under high pressure; the fiber geopolymer is a novel inorganic polymeric material prepared by mixing high-silicon natural ore powder or slag powder and fly ash serving as raw materials with an alkaline activator and adding a proper amount of plastic fiber fibers into the geopolymer.
3. The river-crossing water seepage-proofing durable road structure according to claim 1, wherein the gray soil layer (4) is a mixture of quicklime, cement and clay, the thickness is 0.3-0.5 m, and the compactness is 93-95%.
4. The river-crossing water seepage-proof durable road structure according to claim 1, wherein the base layer (5) is emulsified fiber asphalt macadam stabilized soil, and is formed by mixing and rolling emulsified asphalt, plastic fibers, macadam and cement mixture, and the thickness is 0.3-0.5 m, and the compactness is not less than 95%.
5. The river-crossing water seepage-proof durable road structure according to claim 1, characterized in that the sealing layer (6) is a non-stick wheel emulsified asphalt waterproof bonding layer; the surface layer (8) is a cement concrete rectangular plate with the thickness of 0.20 m-0.30 m.
6. The river-crossing water seepage-proofing durable road structure according to claim 1, wherein the geogrid (7) is a bidirectional steel-plastic geogrid.
7. The river-facing waterproof durable road structure according to claim 1, characterized in that the standard flood protection dykes and dams (1) consist of retaining walls (11), water retaining walls (12) and water drain pipes (13) in the retaining walls, wherein the water retaining walls (12) are higher than a normal water level and the flood level safety height is reserved.
8. A construction method of a water seepage prevention durable road structure for a river according to any one of claims 1 to 7, characterized by comprising the following steps:
step one, investigation, detection and calculation
Figure QLYQS_80
The flood control standard and the design flood level of the place where the project is to be researched;
Figure QLYQS_81
the water seepage coefficient of the gravel layer foundation (2) is detected, and the water seepage coefficient of the gravel layer foundation (2) is determined through experiments, and when test data are lacked, the reduction coefficient of buoyancy which is uniformly distributed vertically upwards on the bottom of a road by dam flood level is determined according to related specifications>
Figure QLYQS_82
；
Figure QLYQS_83
According to the parameters of the engineering primary material and other parameters, calculating the ++of the quarter circular arc panel according to the formula I and the formula II>
Figure QLYQS_84
Bending moment at>
Figure QLYQS_85
Geogrid tension->
Figure QLYQS_86
Designing parameters;
Figure QLYQS_87
designing a road structure and providing the technical requirements of the materials and construction process;
Figure QLYQS_88
designing and testing the mixing ratio of the grouting layer (3), the gray soil layer (4), the base layer (5), the sealing layer (6) and the surface layer (8), and meeting the design requirement;
Figure QLYQS_89
selecting proper materials of the geogrid (7), and detecting that the materials are qualified through experiments and meet the design requirements;
step two, grouting layer construction
Figure QLYQS_90
Selecting qualified grouting machinery, wherein the grouting pressure is 0.2-0.6 MPa, checking the running condition of grouting equipment and pipelines, checking the strength of a consolidation grouting nozzle, and setting grouting parameters including gel time, grouting pressure and grouting amount;
(2) stirring the fiber geopolymer mixture slurry according to a designed mixing ratio;
Figure QLYQS_91
removing earth surface soil, and finishing and leveling;
Figure QLYQS_92
the grouting holes are designed and arranged into quincuncial grouting holes according to the grouting thickness, the grouting hole spacing is 0.8 m-1.2 m, and the grouting holes are lofted and marked on the spot;
Figure QLYQS_93
the excavator is used for vibrating and punching, the punching quantity of each batch is not excessive, the problem that sand gravel at the position of excessively long punching interval time is difficult to insert into a compact grouting pipe in a back extrusion mode, and grouting is carried out along with punching;
Figure QLYQS_94
grouting is operated by professional and skilled personnel, and grouting can be finished after grouting is continued for 10-20 s under the condition that the pressure is stable and the grouting amount is determined;
Figure QLYQS_95
covering geotextile for maintenance for 7d after grouting is completed, and prohibiting heavy vehicles from passing through;
step three, construction of a gray soil layer
Figure QLYQS_96
Measuring and lofting to determine a construction plane of the gray soil and setting up a thickness mark;
(2) stirring the lime-soil mixture, paving the mixture by a forklift, and compacting the mixture when the mixture is at the optimal water content:
step four, basic layer construction
Figure QLYQS_97
Measuring and lofting to determine a soil construction plane and setting up a steel template at each edge;
Figure QLYQS_98
mixing emulsified fiber asphalt macadam stabilized soil, and transporting by adopting a dump truck;
Figure QLYQS_99
paving by using a paver, wherein the loose paving thickness is determined by a test;
Figure QLYQS_100
compacting by using a road roller, covering the soil work cloth and curing to the specified strength;
Figure QLYQS_101
the heavy vehicle is forbidden to pass in the maintenance period;
step five, construction of a sealing layer
Figure QLYQS_102
Before the construction of the non-stick emulsified asphalt waterproof bonding layer, checking an oil pump system, an oil delivery pipe seam, an oil meter and heat preservation equipment of an asphalt distribution truck;
Figure QLYQS_103
to ensure thatThe uniformity of sprinkling is firstly tested to determine the oil spraying speed and the oil sprinkling amount;
Figure QLYQS_104
preheating and dredging a nozzle tip before sprinkling, manually matching a full-intelligent asphalt sprinkling vehicle to perform sprinkling, selecting proper nozzles, sprinkling speed and sprinkling amount, keeping the sprinkling speed and sprinkling amount stable, and preventing sprinkling from being empty or strip-shaped, stacking, sprinkling insufficient to be supplemented, manually scraping or manually sprinkling fine sand at the position of the sprinkling excess, and sucking the fine sand at the construction temperature of not lower than 10 ℃;
Figure QLYQS_105
when the sprinkling truck sprinkles one lane and stops, the other lanes are switched to be sprinkled, and the oil groove is used for catching emulsified asphalt dripped from the oil drain pipe so as to prevent excessive local emulsified asphalt;
Figure QLYQS_106
checking uniformity of the non-sticking wheel emulsified asphalt waterproof bonding layer after sprinkling cloth, and adopting manual spraying to supplement and spray if no bubbles or foreign matters exist in the blank of the non-sprinkling cloth;
step six, paving geogrid
Figure QLYQS_107
Unfolding and paving a full-section geogrid (7), and flattening the geogrid without wrinkles;
(2) the joint overlap length is 50 cm-100 cm, and the joint is not overlapped at the grid-shaped crisscross joint of the surface layer or the corner edge of the surface layer plate of the plate edge;
step seven, pouring the surface layer
Figure QLYQS_108
Measuring and lofting to determine a surface layer construction plane and setting up a steel template at each edge;
(2) pumping and pouring cement concrete mixture from the middle to two sides and two ends;
Figure QLYQS_109
the corners are not inserted to the bottom when the concrete is vibrated by the inserted vibrator so as to avoid damaging the geogrid;
Figure QLYQS_110
setting a construction joint according to design requirements and related specifications;
Figure QLYQS_111
cutting the concrete surface layer block joint according to the design requirement. />
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CN111074715A (en) * 2020-01-20 2020-04-28 湖南科技学院 Anti-crack roadbed and pavement structure and construction method thereof
CN111335100A (en) * 2020-04-21 2020-06-26 浙江省交通规划设计研究院有限公司 Embankment structure suitable for coastal region and construction method thereof
CN216141975U (en) * 2021-05-06 2022-03-29 宁波交通工程建设集团有限公司 River-adjacent water seepage-proof durable road structure

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