EP0929719A1 - Structure tricouche de chaussee - Google Patents
Structure tricouche de chausseeInfo
- Publication number
- EP0929719A1 EP0929719A1 EP97943041A EP97943041A EP0929719A1 EP 0929719 A1 EP0929719 A1 EP 0929719A1 EP 97943041 A EP97943041 A EP 97943041A EP 97943041 A EP97943041 A EP 97943041A EP 0929719 A1 EP0929719 A1 EP 0929719A1
- Authority
- EP
- European Patent Office
- Prior art keywords
- layer
- layers
- pavement structure
- thickness
- structure according
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- 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
- E01C7/18—Coherent pavings made in situ made of road-metal and binders of road-metal and bituminous binders
Definitions
- the present invention relates to a new pavement structure, the bearing part of which overcomes a ground comprises three successive layers of bituminous materials bonded together.
- Pavement structures were built for a long time with natural or crushed aggregates, but first without incorporating binders intended to increase their cohesion.
- the base and foundation layers are the thickest layers and ensure the durability of the structure.
- the surface layer for its part, provides the user with security and comfort.
- Damage to pavement structures can occur according to two distinct processes: a) by fatigue due to repeated bending of the most stressed treated layer, in general the foundation layer, and / or b) by permanent deformation resulting from '' excessive vertical pressure on untreated materials, especially on the floor.
- the dimensioning of a pavement structure therefore consists in limiting these stresses below admissible values which depend on the performance of the material and the traffic it will have to undergo, by increasing the thickness of the constituent layers of said structured .
- the object of the present invention provides a new pavement structure, the load-bearing part of which is made up of a special three-layer system.
- the present invention relates to a pavement structure whose bearing part, surmounting a floor, comprises three successive layers of bituminous materials bonded together, namely:
- a middle layer of thickness H m such that: 4 cm ⁇ H m ⁇ 20 cm and of elastic modulus Em such that:
- bituminous materials will be very generally understood to mean all types of road, natural, artificial or recycling materials, in particular gravels and / or sands treated with hydrocarbon binders or optionally hydraulic binders as well as mixtures of such binders.
- bituminous binders mention may be made of pure or modified bitumens, in the form of an emulsion or of bitumen foam or also in fluidized form, with or without additives.
- the lower and upper layers have elastic modules at least substantially identical, and advantageously equal to each other.
- the thickness I I- and the thickness H s of the lower and upper layers are at least substantially identical and advantageously equal to each other.
- the lower and upper layers of said pavement structure are made of gravel and / or sand treated with a hydrocarbon binder.
- a high modulus bituminous concrete for example, a mix of the type sold by the Applicant under the designation BBTHM®, that is to say a Bituminous Concrete Very High Modulus.
- the middle layer of said structure will be made of a gravel and / or a sand treated with a hydrocarbon binder, a hydraulic binder or a mixture of such binders.
- a binder mention will be made of GRAVE-MOUSSE? ® marketed by the Applicant.
- bonding between said layers can be carried out by interposing a bonding layer or, if necessary, an impregnation layer and a bonding layer.
- the bearing part of the pavement structure comprises a lower layer which can rest, either directly on the ground, or with the interposition of a form layer intended to standardize the bearing capacity of the structure.
- a form layer is conventionally made of a material treated or not, and can reach thicknesses of the order of 30 cm.
- Such a pavement structure in accordance with the present invention may finally, if necessary, be surmounted by a wearing course, the precise nature of which will be chosen by a person skilled in the art according to the traffic to which said pavement is intended to be subjected. It may for example be a conventional surface mix with a thickness of about 2.5 cm.
- the model used is a multilayer system in linear elasticity subjected to a load corresponding to two twin wheels of 6.5 T. This case corresponds to the French standard axle of 13 T.
- Figure 1 attached shows that the diagrams of stresses and deformations along a vertical axis to the right of the load are differentiated according to the ratio Es / E m .
- the determining values to examine in such a structure are the deformations at each interface.
- the base of this layer is extended for the high ratios of E s / E m -
- Es 500 MPa (in the case of an untreated bass with an inverse structure for example) the deformation is greater than 100.10 -> which makes it a critical point for dimensioning.
- the thickness II m of the middle layer has little influence on the level of deformation. In fact, the only way to reduce this value is to increase the thickness of the top layer. Such a solution is expensive, since it is the most efficient material.
- the deformation is positive, but remains sufficiently small so that there is no risk of damage.
- This fiber is in slight compression for low values of E m (500 to
- This fiber is in tension whatever the E / E m - This deformation is more sensitive to the thickness of the middle layer than to its rigidity.
- a quadrupling of the E m module (5,000 to 2,000 MPa for example) can be compensated by an increase in thickness (H m ) of 2 cm (8 cm to 10 cm).
- H m thickness
- the deformations in the middle layer are those of the adjacent layers.
- the range of interest for the module (E m ) is between 2,000 and 8,000 MPa or more preferably, between 4,000 and 8,000 MPa.
- the upper and middle layers have little tensile stress and will have high durability
- the lower layer is the most stressed layer and its deformation level can be adjusted to an admissible value depending on the traffic, by varying the thickness of the middle layer.
- the dimensioning of the three-layer structure can be determined as follows.
- the structure works differently.
- the middle layer works this time in traction and this mode of operation will last until the rupture of this layer.
- the upper layer After rupture of the first two layers, the upper layer will in turn be stressed in tension and therefore undergo a damage process.
- the structure is monolithic (see Figure 6a), and the ruin process involves only one phase which is the damage to the foundation layer. Indeed, as the layers are glued together and they have at least substantially similar rigidities, any crack which appears at the base of the structure propagates very quickly towards the surface. This propagation phase is negligible compared to the crack initiation phase. In the case of the three-layer structure, the presence of a clearly less rigid middle layer, blocks the propagation of the crack and a new phase priming is necessary for the ruin process to progress.
- GM designating a grave treated with bitumen foam, in particular Grave-Mousse®.
- the lifespan of each layer is calculated from the formula below, in accordance with the French technical guide for the design and dimensioning of pavement structures.
- K r is a coefficient which adjusts the value of the admissible deformation to the selected calculation risk as a function of the dispersion factors on the thickness (standard deviation Sh) and on the results of the fatigue tests (standard deviation SN)
- K r 10 - * --- * u: reduced centered variable associated with the risk rb: slope of the law of fatigue of the material (bi-logarithmic law)
- ⁇ standard deviation of the distribution of logN at break
- K s the platform coefficient. It is worth 1 in the case which concerns us.
- the density of probability of failure of each of the three layers represented in FIG. 7 is determined.
- the first is a three-layer structure made up of 20 cm of materials (6 cm of BBTHM® + 8 cm of Grave-Mousse® + 6 cm of BBTHM®).
- the second is a monolithic structure consisting of 25 cm of
- the third is also a monolithic structure consisting of 38 cm of class 2 bitumen (GB2).
- the three-layer structure includes two types of material.
- the binder is a hard bitumen of grade 10/20 dosed at 5.8 ppc.
- Grave-Mousse® is a seat material produced by incorporating hot bitumen in the form of foam in unheated aggregates.
- the granularity is that of a Humidified Reconstituted Grave (GRH) with a solid curve which has good characteristics of short-term stability.
- GSH Humidified Reconstituted Grave
- the formula used, with a granularity of 0/10, is entirely composed of crushed aggregates from massive rocks.
- the bitumen content is 3.5 ppc. It is a bitumen chosen for its foamability and its average hardness of grade 70/100.
- the first is a preloading phase. Its purpose is to recreate the usual conditions for the ripening of materials and in particular that of Grave-Mousse® which seems to be accelerated by the effect of traffic.
- This phase carried out in November 1994, involved around 70,000 twin wheel weights weighted at 4.5 T.
- the second phase which constitutes the main part of the fatigue test, started in August 1995 after completion of the experiments in progress on two other rings of the arena.
- the estimated number of passages for this phase was 1.5 million. In fact, it " involved 2.1 million wheel arches weighted at 6.5 T, a load which corresponds to an axle of 13 T, the French reference axle.
- the second phase ended in November 1995 .
- the third phase extended by the fourth, aimed to assess the limit strength of the new structure which, at the previous stage, showed no outward signs of fatigue.
- the twin wheels were ballasted at 7.5 T for 100,000 passages then at 8.5 T (standard axle with overload at 17 T) for 500,000 other passages.
- FIGS. 1 1 level of the water table
- 12 temperatures in the structure
- the measurement of the rut depth or rutting in the tread is measured with the transverse profiler.
- the initial rutting after implementation of the third layer is 5 mm; it corresponds more to a cross profile defect generated during compaction than to an evolution under traffic. Then the rutting increases linearly with the number of loads, but very slowly at a rate of 1 mm per million passages of the twinning of 6.5 T. The behavior of the structure with respect to rutting is therefore very satisfactory, both from the point of view of creep of the bituminous layers and at the level of the permanent deformation of the support soil that the structure effectively protects.
- the core samples confirmed the presence of a rupture surface at the bottom of the middle layer in line with the tread. On the other hand, the cores taken outside the tread were intact.
- this maximum is relatively constant over the entire thickness of the middle layer while the vertical stress decreases sharply with depth which is favorable to the development of the cracking plane in the lower part of this layer.
- This three-layer structure has an unusual breaking mode which differs from the breaking method described above. In fact, it is one of the possible modes of a more general process presented in figure 18.
- test board showed no deterioration despite the 2.7 million passages, 600,000 of which were overloaded compared to the French legal axle.
- the total equivalent traffic corresponds to approximately 5 million 13 T axles.
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Road Paving Structures (AREA)
- Footwear And Its Accessory, Manufacturing Method And Apparatuses (AREA)
Abstract
Description
Claims
Applications Claiming Priority (3)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
FR9612001A FR2753999B1 (fr) | 1996-10-02 | 1996-10-02 | Structure tricouche de chaussee |
FR9612001 | 1996-10-02 | ||
PCT/FR1997/001740 WO1998014663A1 (fr) | 1996-10-02 | 1997-10-02 | Structure tricouche de chaussee |
Publications (2)
Publication Number | Publication Date |
---|---|
EP0929719A1 true EP0929719A1 (fr) | 1999-07-21 |
EP0929719B1 EP0929719B1 (fr) | 2003-03-19 |
Family
ID=9496278
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
EP97943041A Expired - Lifetime EP0929719B1 (fr) | 1996-10-02 | 1997-10-02 | Structure tricouche de chaussee |
Country Status (8)
Country | Link |
---|---|
US (1) | US6089783A (fr) |
EP (1) | EP0929719B1 (fr) |
CA (1) | CA2268167C (fr) |
CZ (1) | CZ295040B6 (fr) |
ES (1) | ES2188986T3 (fr) |
FR (1) | FR2753999B1 (fr) |
PT (1) | PT929719E (fr) |
WO (1) | WO1998014663A1 (fr) |
Families Citing this family (8)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US6623207B2 (en) * | 2001-06-07 | 2003-09-23 | Kmc Enterprises, Inc. | Method of upgrading gravel and/or dirt roads and a composite road resulting therefrom |
US6599057B2 (en) * | 2001-06-14 | 2003-07-29 | Kmc Enterprises, Inc. | Cold in-place recycling of bituminous material |
US7550175B1 (en) | 2001-06-27 | 2009-06-23 | Semmaterials, L.P. | Method for selecting an asphalt mixture for making an interlayer and method of making an interlayer |
US20030234305A1 (en) * | 2002-05-24 | 2003-12-25 | Cole Bradley A. | Paper products in roll form having printed elements thereon |
US7709106B2 (en) * | 2003-07-31 | 2010-05-04 | Road Science, L.L.C. | Reflective crack relief pavement interlayer with improved load bearing capacity and method for designing interlayer |
US7455476B2 (en) * | 2003-12-18 | 2008-11-25 | Kmc Enterprises, Inc. | Method of reconstructing a bituminous-surfaced pavement |
DE202011101029U1 (de) | 2010-12-18 | 2011-07-27 | Universität Kassel | Betonfahrbahndecke |
DE102010056274A1 (de) | 2010-12-18 | 2012-06-21 | Universität Kassel | Betonfahrbahndecke |
Family Cites Families (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
AU7475874A (fr) * | 1976-04-08 | 1976-04-29 | ||
FR2508509A1 (fr) * | 1981-06-26 | 1982-12-31 | Colas Sa | Structure composite pour chaussees et aires de roulement |
US4708516A (en) * | 1984-06-22 | 1987-11-24 | Miller E James | Asphalt pavement |
-
1996
- 1996-10-02 FR FR9612001A patent/FR2753999B1/fr not_active Expired - Fee Related
-
1997
- 1997-10-02 ES ES97943041T patent/ES2188986T3/es not_active Expired - Lifetime
- 1997-10-02 US US09/269,843 patent/US6089783A/en not_active Expired - Fee Related
- 1997-10-02 CA CA002268167A patent/CA2268167C/fr not_active Expired - Fee Related
- 1997-10-02 WO PCT/FR1997/001740 patent/WO1998014663A1/fr active IP Right Grant
- 1997-10-02 CZ CZ19991091A patent/CZ295040B6/cs not_active IP Right Cessation
- 1997-10-02 PT PT97943041T patent/PT929719E/pt unknown
- 1997-10-02 EP EP97943041A patent/EP0929719B1/fr not_active Expired - Lifetime
Non-Patent Citations (1)
Title |
---|
See references of WO9814663A1 * |
Also Published As
Publication number | Publication date |
---|---|
CA2268167C (fr) | 2004-12-14 |
FR2753999B1 (fr) | 1998-12-18 |
CZ109199A3 (cs) | 2000-03-15 |
CZ295040B6 (cs) | 2005-05-18 |
PT929719E (pt) | 2003-07-31 |
US6089783A (en) | 2000-07-18 |
FR2753999A1 (fr) | 1998-04-03 |
CA2268167A1 (fr) | 1998-04-09 |
WO1998014663A1 (fr) | 1998-04-09 |
ES2188986T3 (es) | 2003-07-01 |
EP0929719B1 (fr) | 2003-03-19 |
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