Ground structure on weak base
SUBSTANCE: ground structure on a weak base comprises an embankment, trenches made at its both sides and a reinforcing system in the form of a horseshoe-shaped retaining shell with a vault and supports. The retaining shell is arranged in transverse and longitudinal direction of the ground structure from webs of a synthetic non-woven material (SNM) laid into the embankment and trenches. Webs of the SNM in trenches are filled with soil, forming supports of the horseshoe-shaped retaining shell. The retaining shell is made in the form of a closed shell, its vault is installed in the embankment body and is filled with soil. The volume weight of soil in the horseshoe-shaped retaining shell exceeds the volume weight of embankment soils.
EFFECT: provision of a reliable and durable earth structure on a weak base in process of permanent operation without drying of weak soils in area of any length.
The invention relates to the field of construction and can be used in the construction and reconstruction of linear structures on a closed local and extended areas of weak soils, wetlands, 2nd and 3rd types and permafrost 3rd and 4th categories thermoperiodocity (Railways, roads, pipelines, dams, etc.).
The main reason for the loss of carrying capacity of structures under these conditions is associated with the deformations that occur on the grounds of weak soils in the sediment, due to their softening and plastic extrusion saturated soils (peat, loess, silt etc). Deformations occur under the influence of the rolling load and the weight of the barrows themselves are linear structures, both in the transverse and longitudinal directions.
With increasing structural parameters of structures and the growth of gruzoperevozki roads dynamic vibration impact on their base increases, and correspondingly increase the deformation phenomena in soils.
All this leads to an increase in sediment linear bulk facilities, which continue throughout the life of the object.
It is well known that the stability of earth structures is achieved by the reinforcement of soil Foundation.
Known earthen structures is of a weak base, used on extensive areas of subsidence of the soil [°C RF 1330249, bull. No. 30, 15.08.87. S.L. Topchiy, Earthen building on a weak Foundation].
Earthen construction is a mound built on a weak Foundation, which made reinforced. Reinforcement is carried out using reinforcement systems, the number of which is determined for each base by calculation. Each reinforcing system is a high-strength ropes with large elements at their ends. As a bulk of items used large blocks or chunks of broken stone, which pairs bonded high-strength ropes. The ropes are placed transverse layers at the base of the mound. Each reinforcing system placed along the length of the embankment with the calculated intervals.
During the construction of earth structures before filling in weak base with pioneer mound in the calculated cross-sections are flooded with high-strength ropes, for example, with large blocks. Flooding blocks occurs under the action of its own weight. When the ropes are occupied in each tier convex position. Under the weight otsypannoy embankment reinforcing ropes tend to move in the horizontal position and are in a state of stress. It reaction reinforcing rope is directed vertically upwards and the comp is serout the load on the base, A. large blocks absorb deformation of Vipera weak masses of the ground, sensing the static load and lateral soil movements. As a result, the voltage, which is a reinforcing system that has resisted the development residue of the soil. Thus reduced extrusion force (the weight of the embankment and rolling dynamic vibration load) on a weak Foundation soils and, consequently, reduces sludge and sediment slows the facility itself.
By virtue of the known earth structures is the provision of sufficient reliability over long spans of the weak base at a constant influence of the static load, achieved by eliminating sediment weak soil Foundation by reinforcing weak soil structure.
The disadvantage of this construction is the low reliability of the weak base with additional dynamic vibration impact load, leading to the continuing development of the sediment in the stream.
This is because in mirmirani areas between the reinforcing systems under the action of dynamic vibration load is razzhizhenie" weak soils and their vapor in priporoshennye zone. When this reaction repel each reinforcing system in longitudinal section along the entire length of the embankment are equal to the RNO, because of the different thickness of the weak base along its length. The uneven distribution of the reactions of each reinforcing system leads to the emergence and development of sediment of different size within the whole of the mound, which leads to a distortion of the path in the longitudinal profile.
In the cross section of the embankment reinforced weak Foundation soils also perceive the various largest load from the maximum under the Central part of the embankment to low - sloping part.
Thus, the dynamic vibration load causes the reinforcing system of the various largest response in both longitudinal and cross-sectional structures. Both flowing in soft soils precipitation phenomena are earthen structures that continue throughout its life. The presence of sediment leads to a loss of reliability of earthen structures. The durability of such structures is not more than 3-5 years.
The closest in technical essence and the achieved result is an earthen structure on a weak base used for short sections of loose soils [a utility model Certificate of the Russian Federation No. 22157, author Zhdanov S.M.; Earthen building on a weak Foundation; publ. 20.08.2001].
Earthen construction is a mound built on a weak Foundation, trenches, done is installed from both sides, and reinforcing system.
Each trench is made variable cross-section decreasing from the maximum in strong soils to a minimum on the site, the most precipitation, with end zones of each trench are on solid ground, and a longitudinal slope along the bottom of the trench is not less than 0,003.
Reinforcing system in cross section has the form of a u-shaped retaining clip with arch supports and are made of panels of synthetic non-woven material (SNM). Cloth CNM laid along the contour of the mound in the transverse and longitudinal direction, covering the upper part of the embankment and surface trenches at the base of slopes. Cloth SNM in trenches filled with rocky soil with a bulk weight of from 1.9 to 2.7 T/m3forming the supports of u-shaped retaining clip in the longitudinal direction on both sides of the embankment. Bearing retaining clip take the form of trenches, and their perimeter varies along the length of the maximum in the solid ground to at least the area of greatest precipitation. Designed u-shaped retaining clip vault covers soils of the upper part of the mound covers and supports a weak Foundation soils in trenches, forming an arch.
The device operates as follows.
Under the weight of the embankment and dynamic vibration load code u-shaped retaining clip leg sweep is seeking to move into a weak Foundation soils. When this cloth u-shaped retaining clamps are tightened, trying to move the support arches of weak soils up and expand away from the longitudinal axis of the structure. However, the rigid fastening of the ends of each bearing retaining clip in a sturdy base prevents this move, which leads to preservation of the original position supports the retaining clip in soft soils. The moisture in weak soils received in the bearing retaining clip, flows towards solid ground, draining weak Foundation soils under the embankment. Dehydration weak soil Foundation leads to hardening. The device operates in each cross-section as the transverse arch.
In addition, the retaining clip with the supports, varying along the length of the perimeter, works as the longitudinal arch. Through hard prisms paintings SNM are always in tension. Tension SNM under the action of dynamic vibration load leads to the redistribution of concentrated load on the cross section of the structure and, consequently, to a reduction in the average cross section, in the area of maximum precipitation. This leads to ensure uniform reaction structures to dynamic vibration load in both longitudinal and transverse cross-section and, consequently, to the exclusion of sediment weak soil Foundation from concentrated the military load..
Both factors (dehydration weak soil Foundation and excluding them in the precipitate from the concentrated load) enhance the reliability and durability of earth structures, which is 5-7 years, which is by virtue of the known earth structures. These advantages are manifested in the body of the mound only on short sections.
A disadvantage of the known earth structures on weak base is the loss of its reliability during continuous operation, due to the cessation of dewatering weak soil Foundation earth structures and the emergence of sediment weak soil Foundation. Over time from exposure to increasing load, the trench is deformed (mainly in the area of its minimum cross section), which leads to sedimentation of soil supports the retaining clips and, respectively, to the termination of the diversion of water from the weak soil base of the mound. The moisture in the weak Foundation soils is maintained, which leads to their precipitation and, consequently, the deformation of the supports and the sediment structure.
Another disadvantage of the known earthen building on a weak Foundation is limited its application only on short sections of weak soils, due to the complexity of accounting for various values of precipitations weak soil Foundation, available on extended teaching is located weak soils, and create the longitudinal slope for water drainage deep trenches.
The problem solved by the invention is the development of earth structures on a weak basis, ensuring the preservation of its reliability and durability during continuous operation without draining weak soils on the site of any length.
To solve the problem in earthen building on a weak Foundation, containing mound, trench, made her both sides, and reinforcing the system in the form of a u-shaped retaining clip with the code and with the supports, and the retaining clip is made in the transverse and the longitudinal direction of the earthen structures of the panels CNM laid in mounds and trenches, cloth SNM in trenches filled with earth, forming a bearing u-shaped retaining clip, the retaining clip is made in the form of a closed shell, its code is in the body of the mound and filled with soil, with a volumetric weight of the soil in the u-shaped retaining clip volume exceeds the weight of the soil embankment.
Earthen building on a weak Foundation, containing mound, trench, made her both sides, and reinforcing the system in the form of a u-shaped retaining clip with the code and with the supports, and the retaining clip is made in the transverse and the longitudinal direction of the earthen structures of p is LOTIS CNM, laid in mounds and trenches, cloth SNM in trenches filled with earth, forming a bearing u-shaped retaining clip, wherein the retaining clip is made in the form of a closed shell, its code is in the body of the mound and filled with soil, with a volumetric weight of the soil in the u-shaped retaining clip exceeds the volumetric weight of the soil embankment.
The proposed solution differs from the prototype in that the u-shaped retaining clip is made in the form of a closed shell, its code is in the body of the mound and filled with soil, with a volumetric weight of the soil in the u-shaped retaining clip exceeds the volumetric weight of the soil Foundation. The significant distinguishing features demonstrates compliance of the proposed solutions to the patentability criteria of "novelty".
By performing a u-shaped retaining clip in the form of a closed shell, the location of the code in the body of the embankment and filling code soil, the volumetric weight exceeds the volumetric weight of soil Foundation, the reliability and durability of earth structures stored without drying in a continuous process operation on segments of any length.
This is due to the fact that the feet of the u-shaped retaining clip, pritoplennye in weak soil, have the ability to shift p is on the action of the load. This shift supports u-shaped retaining clip into force greater volumetric weight of rocky ground in support, compared with the volume weight of soil embankments, occurs in the inner portion of the retaining clip with the formation of "ticks"that cover the grounds of the lower part of the mound, and a weak Foundation soils, retain a constant volume inside the retaining clip. The constant volume inside the retaining clip leads to the fact that moisture present in this volume remains in him, and act in priporoshennye zone even under load. Weak soils prepodavanii zones retain the original state during the period of extended operation. No plastic extrusion weak soils under load beyond the retaining clip allows you to keep the stability and reliability of earth structures during long-term operation without the occurrence and development of deformities. This design saves reliability earth structures without draining weak soils.
Perform u-shaped retaining clip with the possibility of finding her bearings in a weak ground in "limbo" without fixing them on solid ground allows the use of the claimed solution on the soft ground of any length.
Causality Execute podkovoobraznoj retaining clip in the form of a closed shell, the code in the body of the mound and fill the vault of the soil, the volumetric weight exceeds the volumetric weight of soil Foundation, leads to reliability earth structures during long-term operation without drainage in areas of any length," is not found in the known sources of information and is not obvious from the prior art. The presence of a new causal link demonstrates compliance of the proposed solutions to the patentability criteria of "inventive step".
The drawing shows a cross section of earth structures on a weak basis, confirming its efficiency and "industrial applicability".
Earthen construction is a mound 1, built on a weak base 2, for example, with a volumetric weight of the soil 0.9 to 1.3 T/m3, reinforcing the system in the form of a u-shaped retaining clip 3 and the trench 4.
Each trench 4 is performed in the weak Foundation soils 2 with volume weight of soil 0.9 to 1.3 T/m3mound 1 from both sides and has a constant cross-section.
The reinforcing system is a u-shaped retaining clip 3 with the arch 5 and legs 6.
U-shaped retaining clip 3 is made in the form of a closed shell of panels of synthetic non-woven material 7 (SNM), a sh is in transverse and longitudinal direction of earth structures. Closed shell u-shaped retaining clip 3 filled with rocky soil, the volumetric weight exceeds the volumetric weight of the soil mound and ranges from 1.9 to 2.7 T/m3.
Code 5 u-shaped retaining clip 3 is in the body of the mound 1, and its support 6 - in the trenches 4. When this support 6 retaining clips 3 take permanent form trenches 4 and the perimeter does not change in length.
Designed u-shaped retaining clip 3 takes the form of an arch, support 6, which pritoplennye" in a weak ground 2 with a bulk weight of from 0.9 to 1.3 T/m3and that vault 5 covers the grounds of the lower part of the mound 1 and a weak Foundation soils 2. Cloth CNM 7 in the trenches 4 are filled rocky soil with a bulk weight of from 1.9 to 2.7 T/m3forming a support 6 u-shaped retaining clip 3 in the longitudinal direction on both sides of the embankment 1. Support 6 retaining clips take a permanent form of trenches 4 and the perimeter does not change in length.
Declare earthen building on a weak Foundation works in the following way.
Construction of earthen constructions carried out on a weak Foundation by filling the lower base layer 2, trenching 4 under the support 6, styling CNM 7 in the lower part of the body of the mound 1 and perimeter trenches 4, dumping him rocky soil with subsequent formation of the Institute of economy and management of closed shell u-shaped retaining clip 3. The result is u-shaped retaining clip 3 with code 5, located in the lower part of the mound 1, and the supports 6, located in trenches 4. After forming the reinforcing system construct embankment 1 to the design position.
When the impact load code 5 u-shaped retaining clip 3, together with bulk 1 tends to move down. When this cloth CNM 7 u-shaped retaining clip 3 from the outer side stretch, but on the inside - are shortened. This state of the cloth CNM 7 causes to move rocky soil in retaining the holder 3 due to their greater volume weight compared to the bulk weight of weak soils 2. The supports 6 are expanded in the longitudinal axis of the mound 1 in the inner part of the retaining clip 3 under the arch 5, forming a "ticks".
Simultaneously arising under static and dynamic vibration load vertical pressure through the set 5 of u-shaped retaining clip 3 is transmitted to the soils of the lower part of the mound 1 and a weak Foundation soils 2. Under the action of vertical forces in the base of 2 arise strength plastic extrusion. A weak Foundation soils 2 tend to move tangentially in the slope zone of the embankment 1, beyond the supports 6 retaining clip 3, i.e. in the direction of the longitudinal axis of the mound 1. Weak g the boots of the base 2 at the same time another force acts - holding, by u-shaped retaining clip 3, which is directed to the longitudinal axis of the mound 1.
Power plastic extrusion soils weak base 2 less than last (holding) forces due to differences in volumetric weights of soils weak base 2 with a volumetric weight of the soil 0.9 to 1.3 T/m3and rocky soil in retaining the ferrule 3 with a volumetric weight of the soil from 2 to 2.3 T/m3.
Thus, the u-shaped retaining clip 3 prevents the movement of soil weak base 2 beyond its supports 6.
As a result, weak Foundation soils 2 the lower part of the mound 1 remain trapped in the grip of" retaining clip 3, keeping constant over time, the volume and consistency of the soil. The moisture in the soil weak base 2 below the bottom of the mound 1 remains constant and is not squeezed out into soft soil 2 prepodavanii zones of embankment 1. The soils of the weak base 2 outside of the supports 6 retaining clip 3 in prepodavanii area of the mound 1 does not suffer additional moisture and remain in a stable condition during operation without additional constructive-technological measures for their drainage.
Thus, moisture balance, weak soil Foundation 2 after the construction of embankment 1 has parameters commensurate with parameters moisture balance to build is Elista. Maintaining moisture balance provides stability of earth structures on a weak Foundation.
Experimental section earthen structures with the inventive reinforcing system implemented on the road Razdolnoye - Khasan in Primorsky Krai, located on soft soils (swamp type III). Two-year performance monitoring of the mound show that the measured values remain constant, which indicates the stability of the embankment.
Earthen building on a weak Foundation, containing mound, trench, made her both sides, and reinforcing the system in the form of a u-shaped retaining clip with the code and with the supports, and the retaining clip is made in the transverse and longitudinal direction earthen structures made of panels of synthetic non-woven material (SNM), laid in mounds and trenches, cloth SNM in trenches filled with earth, forming a bearing u-shaped retaining clip, wherein the retaining clip is made in the form of a closed shell, its code is in the body of the mound and filled with soil, with a volumetric weight of the soil in u retaining clip exceeds the volumetric weight of the soil embankment.
SUBSTANCE: embankment includes an embankment body in the form of filled soil and a cooling system installed in the embankment in the form of a panel with channels arranged inside. The panel with channels may be arranged in the form of a net. Holes of channels arranged at the edges of the panel are connected with a transverse air intake tube. The cooling system is arranged as follows: in the form of a row of bays made of spirally wound panels or nets with channels and installed across the axis of the road route. The cooling system may be arranged as combined of at least two layers, in which the lower one comprises bays, and the upper one - from panels with channels or tubes. Inside bays there are central tubes installed.
EFFECT: possibility to use in erection of transport structures on frozen soils, both in summer and winter periods of the year.
6 cl, 10 dwg
SUBSTANCE: embankment includes soil filled layerwise in horizontal layers with compaction with at least one laid flexible reinforcing element, which in the cross section of the embankment crosses the separation border between the stable central part of the non-reinforced embankment and its unstable near-slope part, and perceives stretching forces at the side of the soil. Within the stable central part of the embankment the reinforcing element is laid to form a horizontal section, and within the unstable near-slope part the reinforcing element is laid to form a sloping section. Transition of the reinforcing element from the horizontal section to its inclined section is made as the reinforcing element crosses the separation border and with formation of the curvilinear section of the reinforcing element, and the inclined reinforcing section creates with the horizon an angle β, which meets the requirement α/2≥β>3°, where α - sharp angle between the embankment slope and the horizon in the range of the height of the inclined section of the reinforcing element.
EFFECT: invention provides for retention of an unstable near-slope part of an embankment from collapse with flexible reinforcing elements without its initial displacement and without reduction of reinforced embankment stability along its deep sliding surfaces.
7 cl, 3 dwg
SUBSTANCE: invention may be preferably used to erect high (more than 3 m) road embankments on collapsing soils as frozen soils thaw, in earthquake zones where high-temperature (-0.5…-1.5°C) unstable permafrost propagates of interrupted and island nature, under conditions of existing global warming, with optimal use of natural (ecological) mechanisms of permafrost formation and reinforcement. The earthwork contains an embankment and peripheral rock layers joined to each other with an underlying layer of rocky ground contacting with air in slope areas that are water impermeable at the bottom. On the surface of the soil base there is a layer of water-saturated, water-retaining material. In the peripheral rock layers there are air holes arranged that contact with the lower part of a connecting rock layer made in the bottom part from larger rock pieces or trapezoidal gabions (in the form of truncated pyramid) on a partial geotextile layer, submerged into the layer of the water-saturated, water-retaining material. The device is realised by the method of earthwork erection on permafrost soils with base reinforcement in the areas of permafrost propagation.
EFFECT: higher resistance and strength of the earthwork base on permafrost.
8 cl, 2 dwg
SUBSTANCE: earthwork structure on weak base comprises earthfills, shells intended for drainage of earthfill base and arranged on high side and lower side of earthfill, every of which is erected from draining soil, besides each shell in zone of weak soils in longitudinal direction is arranged as convex with transverse alternating section of trapezoidal shape. Shells are arranged with various weights, besides shell with smaller weight is arranged on high side of earthfill and with larger weight - on lower side of earthfill. In each shell a transverse trapezoidal section with maximum area is arranged in area of maximum setting, and trapezoidal section with minimum area - in zone of stable soils, and larger base of cross section is arranged on solids of near-foot zone of earthfill.
EFFECT: increased service life and bearing capacity of earthfill, provision of continuous moisture drain from zone with weak soils in longitudinal and transverse direction.
SUBSTANCE: earthfill for arrangement of technological road on weak foundation comprises layer of loose material, synthetic webs, enveloping slopes, retaining case with reinforcing layer, bandage tapes made of synthetic material with width of 0.1-1.0 m, which are arranged perpendicularly to earthfill axis and envelope retaining case and synthetic webs, which envelope slopes in a horseshoe manner, besides synthetic web used to envelope slopes in a horseshoe manner is represented by web of "Geofabric" type, loose material used is represented by earthfill of mineral cohesive soils, and reinforcing layer represents solid web arranged along width of earthfill foundation made of synthetic nets with width of 0.1-1.0 m with conventional module of deformation of at least 4·102kN/m, which are laid and joined as a carpet.
EFFECT: stable earthfill of technological road arranged on weak swampy foundation in process of construction mechanisms operation under conditions of limited working area.
4 cl, 3 dwg
SUBSTANCE: in an embankment on the frozen ground including a trench, a convex layer of a frost protection material in a solid enclosure, ice-rich soil and a drainage soil layer, according to the invention, an embankment base and ramps are made of discrete impenetrable solid elements. In the base, they are layered all the way down the trench, and in the ramps - full-height embankment. The gaps between said discrete solid elements are filled with a frost-free material. In the layered discrete impenetrable solid elements of the base, there are air gaps, while the ramps are covered with antifiltration sheets. The air gaps can be discrete and located in mutually perpendicular directions, or in the form of pits staggered in the base. The discrete solid elements are appropriate to be filled with ice-rich soil produced of, e.g. trenching.
EFFECT: higher stability of the embankment ensured by higher degree of frost-bound soil condition, and reinforcement of separate areas of an embankment body, prevention of continuous water saturation, ground filtration and liquefaction in ice thawing.
4 cl, 5 dwg
SUBSTANCE: method for erection of embankment on frozen soils includes laying of heat insulation layer onto foundation, filling of embankment layer from highly icy soil, with further filling of upper draining layer of soil. According to invention, prior to installation of heat insulation layer, transverse slots are cut in embankment foundation and filled with non-heaving material, then internal long strip is filled from highly icy soil, long vertical filtering webs are installed, then long extreme strips are filled together with upper draining layer, afterwards conditioning is carried out, as well as further dehydration of embankment.
EFFECT: reduced costs and efficiency.
SUBSTANCE: method for strengthening of slopes includes foundation pit excavation and horizontal reinforcement of ground as foundation pit is excavated through landslip border. Ground reinforcement is done in layers by means of impression of flat slot makers into wall of natural ground with armature and further discharge injection of hardening solution. Slot maker is also described.
EFFECT: expansion of application field with improved reliability of foundation pit walls reinforcement and bearing capacity of its upper platform.
5 cl, 3 dwg
SUBSTANCE: invention is related to hydrotechnical construction of dams with inspection path erected on soft and subsiding grounds. Method for erection of earthfill structure includes double-layer laying of geotextile on ground and bends of geotextile ends with creation of closed circuit of filtration screen. The first layer is laid onto natural ground from soft geotextile with further filling of layer sand on it with height of 20-30 cm. Ends of soft geotextile are folded on top of fill from its lateral sides closer to the middle of its open surface, at equal distance from lateral sides of fill. Length of folding ends from lateral sides of fill are set as equal to triple height of sand fill. The second layer from rigid geotextile is applied on top onto open and closed surfaces of fill. Ends of hard geotextile are freely lowered along fill slant with enveloping of its lateral sides pressed by soft geotextile. Ends of hard geotextile are lowered down to the level of natural ground and are installed on foundation ground at the length of 50-70 cm from lateral sides of fill for the possibility of tight and strong pressing of hard geotextile ends to foundation base. On top on layer of hard geotextile, geogrid is installed with filling of sand layer into its cells. Filling is carried out by height that corresponds to height of geogrid and is higher than that by 5-10 cm for creation of additional extent of sand compaction. On geogrid on lateral sides of fill and onto lowered ends of hard geotextile, drainage layer is applied from crushed stone with fraction of 40-70 mm, on which road layer is laid from crushed stone of fraction 20-40 mm. Thickness of drainage layer filling from crushed stone is set depending on required height of erected earthfill structure.
EFFECT: improved strength of earthfill structure, its stability to effect of external loads from transport passing by.
SUBSTANCE: embankment on frozen soil includes base with placed thereon technological layers of soil, divided by width with soil longitudinal lines. According to the invention, in the base of the embankment there are cross slots filled up with frost-free material. Top of the base is covered with waterproofing material, with placed thereon heat insulation layer in the shape of non-isosceles triangle with the corner offset towards the lateral side of the embankment in the direction of solar radiation; heat insulating layer is covered with waterproof casing with arranged there at the width of the embankment longitudinal soil lines, whereat along the lateral slopes of the internal soil line there are placed filtrating cloths meeting with lower part of waterproof casing and separating it from lateral soil longitudinal lines.
EFFECT: prevention of water saturation and soil fluidisation at ice thawing, during its operation, securing enhanced strength of earth bed due to reinforcement of its separate zones.
6 cl, 2 dwg
FIELD: building, particularly for building railroad embankments in permafrost zones.
SUBSTANCE: groove includes ballast prism, support massif contacting with groove slopes by side massif walls and arranged under ballast prism, heat insulation layer laid on groove slopes and protective layer located above heat insulation one. Support body comprises upper part of hU height formed of fractional rock and lower part of hL height made of non-drainage ground. Protective layer is made of drainage ground. Support massif height h0, upper part height hU and lower part hL height are determined from corresponding relations.
EFFECT: prevention of road bed deformation during embankment erection.
FIELD: building, particularly for building high filtering embankments on permafrost ground bases.
SUBSTANCE: road embankment comprises drainage groove body built on natural ground surface and approach embankment parts adjoining to drainage groove from both sides. Approach embankment parts include systems for permafrost ground cooling arranged on surfaces thereof formed, for instance, as rock fills arranged on embankment slopes. Drainage groove body consists of filtering mass crossing embankment body at an angle to longitudinal axis thereof, upper part located directly above filtering mass, and two intermediate embankment parts of variable heights disposed between filtering mass together with upper part of drainage groove body and both approach embankment parts. Filtering mass has trapezoidal cross-section. Ends of filtering mass, upper part and intermediate ones are located in planes of approach embankment part slopes. Filtering mass body is formed of filtering ground. Upper drainage slot part and intermediate parts are made of embankment ground.
EFFECT: possibility of regular embankment operation in permafrost areas.
4 cl, 3 dwg
FIELD: building, particularly for erecting ground road embankment in permafrost territory.
SUBSTANCE: berm located on transversal ground grade and directly adjoining upper embankment slope is formed of fractional rock ground. Berm comprises side antifiltering lock located in embankment body on natural ground surface near berm, lower antifiltering lock arranged below natural ground surface at contact area with lower berm surface and side antifiltering lock. Upper berm surface is located above maximum level hn of surface longitudinal water flow in bottom area of upper embankment slope. Berm body may be partly deepened in natural ground surface.
EFFECT: prevention of embankment ground erosion, filtering through embankment body in transversal direction and thaw of embankment foundation.
2 cl, 2 dwg
FIELD: building, particularly for road building and embankment repair, for forming platforms for buildings and creating islands and dams in shallow water zones.
SUBSTANCE: embankment erected on soil includes embankment base, embankment body and outer side slopes. Embankment base is made of clay and shaped as lodgment having side breastworks located above flood water level.
EFFECT: increased embankment stability, prevention of impounding thereof with flood water.
4 cl, 2 dwg
FIELD: building, particularly for erecting road embankments in areas with high-temperature permafrost ground.
SUBSTANCE: earth structure comprises road bed body and rock layer exposed to air in peripheral zones. Lateral parts of peripheral zones in are water-impermeable from below. Rock layers are connected one to another by underlying rock layer.
EFFECT: increased resistance and operational reliability of earth structure, particularly erected on permafrost ground in summer period.
3 cl, 1 dwg, 1 tbl
FIELD: building, particularly for constructing road embankments on permafrost ground bases.
SUBSTANCE: road embankment comprises embankment body laid on natural ground surface, ballast section formed on the main embankment area and heat insulation layer. Road embankment has side auxiliary ground bodies with heights of not less than 0.3 m and Bb widths located within the boundaries of the main embankment area, slopes thereof and on horizontal area of natural ground surface at embankment slope base from ballast section sides. Heat insulation layer with Rh thermal resistance is located on leveling layer of dry frozen sand immediately under side auxiliary ground body. Bb is determined from specified condition.
EFFECT: increased stability and durability of embankment built on permafrost ground under heavy drift-snow transport conditions, simplified perennial technology of building thereof and extended range or local permafrost ground application.
3 cl, 5 dwg
FIELD: building, particularly for constructing road embankments on permafrost ground bases.
SUBSTANCE: road embankment comprises embankment body, ballast section formed on the main embankment area and heat insulation layer. Road embankment has side auxiliary ground bodies having hb heights and Bb widths located from ballast section sides within the boundaries of the main embankment area on natural ground surface at embankment slope base. Embankment body includes three layers, namely lower layer having hl height, medium layer having hm height and upper one having hu height. Upper layer is made of drainage soil. Heat insulation layer having Rh thermal resistance is located on leveling layer of dry frozen sand immediately under side auxiliary ground body. Heat insulation layer extends from its bottom to medium layer top surface and then over the top surface to vertical plane passing through the edge of main embankment area. Auxiliary ground body hb height is defined to increase convenience of mechanized embankment forming and is equal to 0.3 - 0.7 m in separate areas thereof. Main embankment dimensions are determined from predetermined conditions.
EFFECT: increased embankment stability and durability.
2 cl, 1 dwg
FIELD: building, particularly to erect road embankments.
SUBSTANCE: road embankment comprises embankment ground, retaining wall and support structure. Embankment ground is divided with flat geonet webs into several layers. The retaining wall is also divided into layers similar to ground layers and covered with single geonet webs. Each retaining wall layer has vertical through slots filled with macroporous draining material. Flat geonet webs are inserted between hollow layers of retaining wall. Vertical cavities of adjacent retaining wall layers in height direction are superposed in plan view. Length L of ground layers reinforced with flat geonet webs beginning from inner retaining wall surface is determined from a given equation. Road embankment erection method involves forming retaining wall base; laying road embankment ground layers alternated with flat geonet webs; erecting retaining wall comprising several layers and constructing support structure. Base is initially created and then lower erection wall layer is erected on the base, wherein the retaining wall is provided with vertical cavities having heights corresponding to ground layer heights. The vertical cavities are filled with coarse material for 2/3 of volume thereof and then embankment ground layer is poured and compacted. Embankment ground is leveled and coarse material is added in the cavities. The coarse material is leveled and geonet web is placed onto the coarse material within the bounds of retaining wall and embankment ground layer. Next layers are formed in similar manner. Reinforced concrete block for retaining wall forming comprises device, which cooperates with ambient ground. The device comprises one or several vertical through cavities to be filled with granular coarse material. Depression in concrete is formed in lower block surface in front of erection loop.
EFFECT: reduced material consumption and erection time, increased service life, stability and operational reliability.
9 cl, 12 dwg
FIELD: building, particularly to construct road embankments on permafrost ground.
SUBSTANCE: road embankment comprises embankment body composed of two stacked layers and ballast prism arranged on base platform. Each layer is formed as trapeze with larger base facing downwards. Lower base of upper layer trapeze has dimension c equal to that of upper base of lower layer trapeze. Lower base of upper layer trapeze mates upper base of lower layer trapeze. Upper layer has side slope less than that of lower layer. Main embankment parameters are determined from corresponding relations.
EFFECT: provision of embankment stability due to permafrost temperature reduction in embankment base.
2 cl, 1 dwg
FIELD: road building.
SUBSTANCE: invention can be used to strengthen weak base, increase strength and load-bearing capacity of roadbed. Proposed construction includes earth roadbed with shoulders and slopes, support longitudinal trench filled with material arranged in earth roadbed with geosynthetic material placed over top of trench. Longitudinal trench arranged along axis of earth roadbed or several longitudinal trenches are made with width of 0.6-10 at depth of 1.2-2.6 m filled with friction material, and geosynthetic material with minimum breaking strength of 15kN/m in longitudinal direction and of ≥ 20 kN/m in cross direction is placed over top of trench with back lapping into embankment providing formation of semiholders from two sides of earth roadbed.
EFFECT: improved service characteristics of road, increased time between repairs owing to elimination or reduction of sagging of earth roadbed base.
2 cl, 2 ex, 4 dwg