EP1199140A2 - Holzverbundbalken und Herstellungsverfahren - Google Patents

Holzverbundbalken und Herstellungsverfahren Download PDF

Info

Publication number
EP1199140A2
EP1199140A2 EP01870224A EP01870224A EP1199140A2 EP 1199140 A2 EP1199140 A2 EP 1199140A2 EP 01870224 A EP01870224 A EP 01870224A EP 01870224 A EP01870224 A EP 01870224A EP 1199140 A2 EP1199140 A2 EP 1199140A2
Authority
EP
European Patent Office
Prior art keywords
wood
thickness
panel
strips
beams
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.)
Withdrawn
Application number
EP01870224A
Other languages
English (en)
French (fr)
Other versions
EP1199140A3 (de
Inventor
Vincent Aubry
Etienne De Cartier
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Finarco SA
Original Assignee
Finarco SA
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Priority claimed from EP00870240A external-priority patent/EP1199139A1/de
Application filed by Finarco SA filed Critical Finarco SA
Priority to EP01870224A priority Critical patent/EP1199140A3/de
Publication of EP1199140A2 publication Critical patent/EP1199140A2/de
Publication of EP1199140A3 publication Critical patent/EP1199140A3/de
Withdrawn legal-status Critical Current

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/12—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of wood, e.g. with reinforcements, with tensioning members
    • E04C3/14—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of wood, e.g. with reinforcements, with tensioning members with substantially solid, i.e. unapertured, web
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B27—WORKING OR PRESERVING WOOD OR SIMILAR MATERIAL; NAILING OR STAPLING MACHINES IN GENERAL
    • B27M—WORKING OF WOOD NOT PROVIDED FOR IN SUBCLASSES B27B - B27L; MANUFACTURE OF SPECIFIC WOODEN ARTICLES
    • B27M3/00—Manufacture or reconditioning of specific semi-finished or finished articles
    • B27M3/0013—Manufacture or reconditioning of specific semi-finished or finished articles of composite or compound articles
    • B27M3/0026—Manufacture or reconditioning of specific semi-finished or finished articles of composite or compound articles characterised by oblong elements connected laterally
    • B27M3/0053—Manufacture or reconditioning of specific semi-finished or finished articles of composite or compound articles characterised by oblong elements connected laterally using glue
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B27—WORKING OR PRESERVING WOOD OR SIMILAR MATERIAL; NAILING OR STAPLING MACHINES IN GENERAL
    • B27N—MANUFACTURE BY DRY PROCESSES OF ARTICLES, WITH OR WITHOUT ORGANIC BINDING AGENTS, MADE FROM PARTICLES OR FIBRES CONSISTING OF WOOD OR OTHER LIGNOCELLULOSIC OR LIKE ORGANIC MATERIAL
    • B27N3/00—Manufacture of substantially flat articles, e.g. boards, from particles or fibres

Definitions

  • the present invention relates to a beam in a wood-based composite material, of the glulam type and a process for its production. It extends to assemblies comprising this material or made up of this material can affect all shapes and all dimensions and suitable for use, for example in the form of timber, in particular beams of construction.
  • wood panels reconstituted said agglomerate or agglo
  • MDF HDF, OSB recomposed
  • These are mainly panels obtained from particles of wood products such only wood or wood fibers that have been formed in panels, under pressure, by joining the particles or fibers using an adhesive.
  • glue used, temperature and forces exerted during pressing, as well as the nature of the materials (fibers or particles) etc., we can get different types of products.
  • Document EP 0 320 803-A describes an element made of wood fiber boards. The structure is therefore completely homogeneous. Possibly, the product obtained can be provided with a decorative coating or protection which does not, however, form a body with the basic element by gluing.
  • the document FR 2 054 355-A describes the homogeneous construction elements obtained by bonding chipboard. Items can be designed to leave gaps and are essentially intended for the realization of partitions.
  • Document DE 42 04 675-A describes a profile mainly intended for making frames for windows also made by gluing among other things of MDF type wood fiber panels.
  • Document FR 2 299 490-A also describes profiles for the manufacture of window frames comprising a core made of a material derived from wood and of a plastic coating by making a closed hollow profile.
  • the profile consists of slats bonded to which a coating adheres of plastic, these slats being formed of several layers of wood glued on top of each other at the start chipboard or hardwood fiber.
  • water-repellent panel can be used meeting the European standard EN 312-5. Furthermore, in order to guarantee good mechanical resistance properties during shearing, the panel must be manufactured exclusively with first strain wood, excluding totally and categorically the use of recycled wood whose source, type of fuel cannot be guaranteed (softwood-hardwood-poplar -%) and, therefore, the physical quality (length, thickness, width) and mechanical (flexibility) of the chips. To guarantee this quality of panels, we will use strictly only hardwood and softwood logs for chip manufacturing in order to obtain a quality of chips that meet the qualities expressed above. he note that the panel industry with the exception of some manufacturers turned completely to the use of recycled wood as one of the materials raw materials for the manufacture of chipboard.
  • the starting panels for what constitutes the strips of reconstituted wood or recomposed and more precisely agglomerated, are in fact homogeneous products, in particular without knots and without other defects encountered in solid wood and that principle, if space is not taken into account excessive, they can be made lengthwise practically unlimited.
  • Agglomerated or reconstituted wood only allowing difficult assembly techniques by nailing, one can use a technique of butting in randomly or not having in the plane vertical, butting areas for layers successive, avoiding alignment in the plane vertical. We take advantage of the bonding of the slats between them to secure the assembly formed.
  • the material thus obtained lends itself to all classic carpentry and realization operations of frameworks. It can be easily cut and assembled by the classic techniques used in carpentry or carpentry.
  • Assembly can be done with materials of the same kind, i.e. obtained from recomposed or reconstituted wood or with products of the type classic glulam, i.e. obtained from solid wood. This type of assembly will be carried out preferably by making the best use of the properties intrinsic to each material, as will be explained further on with reference to an illustrative embodiment of the invention.
  • Figure 1 shows a perspective view of a glued laminated element which can be produced using the material of the invention.
  • Figures 2 to 12 show either the test conditions, ie the results obtained.
  • the strips are glued using an adhesive which can be of the same nature as that used for the production of the starting slats. Given however, considerations of cost price and nature of physical and other stresses considerations may arise, the specialist will choose the most suitable glue to secure the slats regardless of which was used for the realization of the panels.
  • the slats external A and internal B are performed using MDF or HDF and / or agglo type products or other types of particles bonded by an adhesive.
  • a material is thus obtained in the form of multi-layer panels, laminated, with excellent mechanical properties approaching those of laminated products based on solid wood.
  • the material according to the invention is suitable for many uses.
  • All the beams are made up of 5 strips whose thickness is 22 mm, the width of 42 mm and the length of 2.44 m. A distinction must be made between pure beams made up of 5 identical plies and mixed beams, the 2 outer plies of which are made of solid wood and the 3 inner plies of which are made from the same type of panel.
  • the manufacture of the beams required the use of a particle board, a particle board "improved” according to the invention, five MDF panels and five OSB panels.
  • the external slats were eliminated to avoid side effects. belong to the quality class S10 and have no defects on the 60 cm located in their central part.
  • the internal slats in solid wood have not been sorted.
  • the initial humidities of the coverslips are shown in Table 2. They were determined from a variable number of samples. Initial humidity of the constituent slats of the beams. Element Number of samples Humidity Solid wood 20 12.6% MDF 9 9.3% "Ordinary” particle board 3 12.3% “Improved” particle board 4 10.4% OSB 10 8.9%
  • the glue was applied manually and homogeneously, on one side.
  • the grammage used was 300g / m 2, ie 31g of glue / strip or 124g of glue / beam. This is the maximum amount recommended by the manufacturer.
  • Two additional beams were glued using a grammage of 200g / m 2 (minimum recommended). The grammage was measured to the nearest gram, by weighing the front coverslips and applying glue.
  • the beams were pressed at 7 bars for 3 hours in a pneumatic press. After bonding, the beams have been planed and dimensioned a width of 40 mm, a height of 110 mm and a length of 2.31 m (corresponding to 21 times the height). The beams were then stored in the room conditioned (20 ° C and 65% relative humidity) during a minimum of 3 days.
  • the beams were produced at CRNFB and static bending tests took place at the FUSAG (Faculty of Agronomic Sciences of Gembloux).
  • the beams Before each of the 3 tests, the beams have been weighed. After the rupture tests a sample has was taken from each beam to determine the humidity true at the time of testing.
  • Table 4 shows the average density of the average humidity of the different types of beams when they are in standardized conditions (20 ° C and 65% relative air humidity)
  • Table 6 presents the same results as Table 5, but the values there are expressed as a percentage of the values obtained for pure beams / solid wood.
  • Table 7 presents the loads necessary on the one hand to obtain a 6 mm deflection (column 2) and on the other hand, to reach the rupture (column 3), under the conditions of the test (type, humidity and dimensions of the beams, mode of application of the load).
  • Fig. 2 shows that for mixed / MDF and mixed / OSB beams, the evolution of E s follows a curve in agreement with that of FIG. 3, built on the basis of the theoretical formula.
  • the relations relating to mixed beams / pp "ordinary” and mixed / pp “improved” can be considered as identical as a first approximation.
  • a proportion of wood of 40% gives rise to an E s greater than or equal to 75% of that of pure beams / solid wood. Above 40%, an increase in the proportion of solid wood slats has a limited effect on the increase in E s .
  • the minimum height of the beam was calculated for different values of modulus of elasticity and span (table 6).
  • the breaking strength was not considered because during the tests, the breaking was never observed when the deflection does not exceed 1/300 th of the span.
  • Table 8 illustrates the fact that the height of the beam is inversely proportional to the cube root of the elastic modulus. Therefore, if the modulus of elasticity E s is multiplied by a factor x, the height can only be divided by the cube root of x.
  • a beam whose span is 2 m and the E s of 6000 MPa must have a minimum height of 189 mm.
  • the height of the beam must be at least 150 mm (i.e. 189 divided by the cube root of 2). In this case, doubling the modulus of elasticity only reduced the height by 20%.
  • Table 9 presents the description of the experimental equipment. Description and number of panel lots. Denomination Thickness (mm) Number of panels STANDARD panel 18 2 22 2 SUPERWOOD panel 22 2 30 1 IMPROVED panel 18 2 22 2 30 2 36 2
  • Fig. 1 presents the protocol cutting panels.
  • the slats were then packaged to constant mass in a controlled atmosphere at a temperature of 20 ⁇ 2 ° C and relative humidity of 65 ⁇ 5 %, in accordance with standard EN 789 (Wooden structure - Test methods - Determination of mechanical properties wood-based panels).
  • coverslip out of three for carrying out the tests (coverslip: A, D, G, J) to have test pieces distributed over one half width of the panels.
  • coverlip A, D, G, J
  • test pieces for each type of test must be collected from different locations in each panel of the same thickness and the same batch. of the additional test pieces were taken randomly in each panel to determine their humidity average at the time of the qualification tests.
  • the humidity (H) of the test pieces is the mass of water contained therein expressed as a percentage of the anhydrous mass. It represents the actual calculated humidity after weighing the sample and dehydration at 103 ⁇ 2 ° C up to constant mass, in accordance with standard EN 322 (Low wood panels - Determination of humidity).
  • the swelling is defined by measuring increase in thickness of the test piece (50 x 50 mm) after total immersion in water for 24 hours, in accordance with standard EN 317 (Particle boards and fibreboard - Determination of swelling in thickness after immersion in water).
  • Table 10 presents the number of observations (n), the average value and the standard deviation of the density (kg / m 3 ) and the humidity (%) of the different types of panels by thickness and by type of panels. Number of observations, average and standard deviation of density and humidity by thickness and by type of panel Panel type Density (kg / m 3 ) Humidity (%) NOT Average Standard deviation Average Standard deviation THICKNESS 18 MM STANDARD 16 627 14.51 9.0 0.07 Improved 16 701 19.62 9.1 0.06 THICKNESS 22 MM STANDARD 16 640 18.61 9.1 0.13 Superwood 16 678 16.64 10.0 0.14 IMPROVED 16 655 12.69 9.1 1.11 THICKNESS 30 MM Superwood 8 660 22,09 10.4 0.09 IMPROVED 16 657 11.53 9.3 0.23 THICKNESS 36 MM IMPROVED 16 676 11.19 10.0 0.23
  • the conditioning of the test pieces in the room conditioned allowed obtaining a humidity level relatively homogeneous at the time of the tests.
  • Differences between densities averages of the three types of panels relating to the various thicknesses remain low, between 2 and 7%.
  • Figure 8 shows the densities STANDARD ( ⁇ ), SUPERWOOD ( ⁇ ) and IMPROVED panels ( ⁇ ) depending on the thickness of the panels.
  • Figure 8 highlights the relationship: density - thickness, variable of a type of panel to the other. This result can probably be explained by the variability of the composition of the three types of panel (type of adhesive, bonding pressure, type and size of the raw material, etc.).
  • Table 11 presents the number of observations (n), the average value, the standard deviation, the minimum and the maximum of the swelling in thickness (%) of the different types of panels by thickness and by type of panels.
  • Number of observations (n), average, standard deviation, minimum and maximum swelling in thickness by thickness and by type of panel Panel type Thickness swelling (%) NOT Average Standard deviation Minimum Maximum THICKNESS 18 MM STANDARD 16 11.92 1.76 8.11 14.63 Improved 16 2.92 0.14 2.17 3.85 THICKNESS 22 MM STANDARD 16 15.49 1.45 12.83 17.82 Superwood 16 3.69 0.47 2.87 4.63 IMPROVED 16 3.07 0.47 2.48 4.04 THICKNESS 30 MM Superwood 8 5.53 0.64 4.64 6.29 IMPROVED 16 5.75 0.59 4.58 6.85 THICKNESS 36 MM IMPROVED 16 5.31 0.11 4.38 6.06
  • IMPROVED panel has swelling lower than the SUPERWOOD panel (at least 17%). The difference is especially marked for the thicknesses more low.
  • Figure 9 shows the average swellings in thickness of the STANDARD ( ⁇ ), SUPERWOOD ( ⁇ ) and IMPROVED ( ⁇ ) depending on the thickness of the panels.
  • Figure 9 shows an increase in swelling with the thickness of the panel. It comes out also from this figure, the similarity of relations: swelling - thickness for AMELIORE and SUPERWOOD panels between 22 and 30 mm. Therefore, for uses in humid environment, it is possible to use interchangeably these two types of sign.
  • Table 12 presents the number of observations (n), the average value, the standard deviation, the minimum and the maximum of the breaking stress in longitudinal shear (MPa) of the different types of panels by thickness and by type of panels.
  • Panel type Longitudinal shear breaking stress (MPa) NOT Average Standard deviation Minimum Maximum THICKNESS 18 MM STANDARD panel 16 1.36 0.17 1.09 1.69 16 2.07 0.36 1.50 2.70 Improved panel THICKNESS 22 MM STANDARD panel 16 1.46 0.14 1.22 1.77 16 1.51 0.27 1.05 1.98 Superwood IMPROVED panel 16 1.81 0.15 1.52 2.02 THICKNESS 30 MM 8 1.62 0.19 1.34 1.95 Superwood IMPROVED panel 16 1.82 0.17 1.56 2.14 THICKNESS 36 MM IMPROVED panel 16 1.64 0.23 1.27 1.99
  • Table 12 shows the superiority for the breaking stress in longitudinal shear of the IMPROVED panel compared to the SUPERWOOD panel at 22 and 30 mm (at least 11%).
  • the STANDARD panel has the most low resistance, regardless of the thickness of the panel considered.
  • Figure 10 presents the constraints of average rupture in longitudinal shear of the panels STANDARD ( ⁇ ), SUPERWOOD ( ⁇ ) and IMPROVED ( ⁇ ) depending on the thickness of the panels.
  • Figure 10 shows, for the panels IMPROVED, than the breaking stress in shear longitudinal decreases when the thickness of the panel increases. Therefore, it is better to use, for the manufacture of composite beams, the panel IMPROVED with a thickness less than or equal to 30 mm.
  • Table 13 presents the number of observations (n), the average value, the standard deviation, the minimum and the maximum of the static elastic modulus (MPa) of the different types of panels by thickness and by type of panels.
  • Static elastic modulus (MPa) not Average Standard deviation Minimum Maximum THICKNESS 18 MM STANDARD 16 2100 153 1900 2400 16 2900 160 2700 3200 Improved THICKNESS 22 MM STANDARD 16 1700 115 1500 1900 16 2500 115 2300 2750 Superwood IMPROVED 16 2200 71 2100 2300 THICKNESS 30 MM 8 1950 106 1750 2050 Superwood IMPROVED 16 1950 107 1600 2100 THICKNESS 36 MM IMPROVED 16 1700 46 1600 1750
  • the STANDARD panel has the lowest static elastic modulus whatever the thickness of the panel considered.
  • the SUPERWOOD panel has the greatest rigidity, with a module 12% more static elasticity than IMPROVED panel.
  • Figure 11 shows the modules average static elasticity of STANDARD panels ( ⁇ ), SUPERWOOD ( ⁇ ) and IMPROVED ( ⁇ ) depending on the thickness of the panels.
  • AMELIORE and SUPERWOOD panels are suitable for the design and construction of elements of buildings working in a humid environment. Indeed, the mean values of the static elastic moduli are equal to or even greater than the thresholds set by the EN standard 312-5 (Particle boards - Requirements - Part 5: Requirements for working panels used in the environment wet) for these thickness ranges, the STANDARD panel being to be excluded (figure 11).
  • Table 14 presents the number of observations (n), the average value and the standard deviation, the minimum and the maximum of the breaking stress in static bending (MPa) of the different types of panels by thickness and by type of panels.
  • the panel SUPERWOOD presents the breaking stress in bending highest static, with higher mean value more than 24% compared to that of the IMPROVED panel.
  • the STANDARD panel presents the breaking stress in lowest static deflection whatever the thickness of the envisaged panel.
  • Figure 12 presents the constraints of failure in static static bending in thickness of STANDARD ( ⁇ ), SUPERWOOD ( ⁇ ) and IMPROVED ( ⁇ ) panels in depending on the thickness of the panels.
  • Figure 12 shows, for the IMPROVED panel, reduction of the breaking stress in bending static between 18 and 30 mm then its increase beyond. It is possible that this surprising result is the consequence of our test protocol (setting the length of the test piece at 25 cm).
  • the IMPROVED and SUPERWOOD panels can be used for design and construction elements of buildings working in a humid environment, unlike the STANDARD panel.
  • the object here is to try to characterize the longitudinal shear according to properties physical (density, swelling in thickness) and mechanical (static elastic modulus, resistance in static bending). Since the shear is not taken into account counts in the traditional uses of the panels, but in the case of composite beams, it has been shown that shear was often the weak point. It would be so very interesting to be able to determine its relationship with physical and mechanical properties.
  • a quick regression analysis put mainly in evidence the absence of a relationship making intervene the or the same explanatory properties of a panel type to another.
  • the STANDARD panel has the weakest properties physical and mechanical regardless of thickness considered.
  • the distinction between AMELIORE panels and SUPERWOOD is not easy because it varies depending on the property and / or thickness considered.
  • the panel IMPROVED has the best shear strength regardless of the thickness of the panel considered.
  • the IMPROVED panels and SUPERWOOD show similar performances.
  • the IMPROVED 18 mm panel appears as the best choice for its moisture resistance and good mechanical properties.
  • its excellent value for the breaking shear stress longitudinal remain 3 to 4 times lower than those of solid wood (spruce, for example).
  • the use of panels, in the constitution of these can be prohibitive.
  • the evolution of mechanical properties over time has not been tested. of the additional tests to measure creep are therefore Recommended.

Landscapes

  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Wood Science & Technology (AREA)
  • Architecture (AREA)
  • Manufacturing & Machinery (AREA)
  • Forests & Forestry (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Chemical And Physical Treatments For Wood And The Like (AREA)
  • Rod-Shaped Construction Members (AREA)
EP01870224A 2000-10-20 2001-10-22 Holzverbundbalken und Herstellungsverfahren Withdrawn EP1199140A3 (de)

Priority Applications (1)

Application Number Priority Date Filing Date Title
EP01870224A EP1199140A3 (de) 2000-10-20 2001-10-22 Holzverbundbalken und Herstellungsverfahren

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
EP00870240 2000-10-20
EP00870240A EP1199139A1 (de) 2000-10-20 2000-10-20 Holzverbundwerkstoff und einer solchen Holzverbundwerkstoff beinhaltenden Zusammenbau
EP01870224A EP1199140A3 (de) 2000-10-20 2001-10-22 Holzverbundbalken und Herstellungsverfahren

Publications (2)

Publication Number Publication Date
EP1199140A2 true EP1199140A2 (de) 2002-04-24
EP1199140A3 EP1199140A3 (de) 2004-10-06

Family

ID=26074301

Family Applications (1)

Application Number Title Priority Date Filing Date
EP01870224A Withdrawn EP1199140A3 (de) 2000-10-20 2001-10-22 Holzverbundbalken und Herstellungsverfahren

Country Status (1)

Country Link
EP (1) EP1199140A3 (de)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2008113890A1 (en) * 2007-03-19 2008-09-25 Stora Enso Timber Oy Ltd Glued wood product and a method for manufacturing a glued wood product
EP2638218A1 (de) * 2010-11-11 2013-09-18 Thomas Harreither Holz-h-träger sowie verfahren zur herstellung desselben
DE102008004091B4 (de) * 2008-01-07 2013-11-28 Hess Timber Gmbh & Co. Kg Verbundträger für hohe mechanische Belastungen und Verfahren zur Herstellung solcher Träger

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2054355A5 (de) * 1969-07-14 1971-04-16 Formige Pierre
EP0202612A2 (de) * 1985-05-23 1986-11-26 BASF Aktiengesellschaft Verleimter Brettschichtholzträger und Verfahren zu seiner Herstellung
EP0320803A2 (de) * 1987-12-17 1989-06-21 Pavatex Ag Quaderförmiger Holzkörper zum Herausarbeiten von Holzbauteilen
FR2677692A1 (fr) * 1991-06-11 1992-12-18 Gauthier Sa Paul Poutre economique en lamelle-colle, procede de fabrication et machine pour le mettre en óoeuvre.
DE4204675A1 (de) * 1992-02-17 1993-08-19 Valentin Schollmayer Holzprofil, insbesondere zu bearbeitendes rohprofil aus holz fuer fensterrahmen
EP0694372A1 (de) * 1994-07-29 1996-01-31 Ucar Carbon Technology Corporation Feuerhemmendes aus Platten aus orientierten Fasern bestehendes Bauelement
WO1999055979A1 (en) * 1998-04-27 1999-11-04 Tingley Daniel A Use of synthetic fibers in a reconstituted wood product
DE10018820A1 (de) * 2000-04-15 2001-10-25 Kronotec Ag I-Träger aus Holzwerkstoff

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2054355A5 (de) * 1969-07-14 1971-04-16 Formige Pierre
EP0202612A2 (de) * 1985-05-23 1986-11-26 BASF Aktiengesellschaft Verleimter Brettschichtholzträger und Verfahren zu seiner Herstellung
EP0320803A2 (de) * 1987-12-17 1989-06-21 Pavatex Ag Quaderförmiger Holzkörper zum Herausarbeiten von Holzbauteilen
FR2677692A1 (fr) * 1991-06-11 1992-12-18 Gauthier Sa Paul Poutre economique en lamelle-colle, procede de fabrication et machine pour le mettre en óoeuvre.
DE4204675A1 (de) * 1992-02-17 1993-08-19 Valentin Schollmayer Holzprofil, insbesondere zu bearbeitendes rohprofil aus holz fuer fensterrahmen
EP0694372A1 (de) * 1994-07-29 1996-01-31 Ucar Carbon Technology Corporation Feuerhemmendes aus Platten aus orientierten Fasern bestehendes Bauelement
WO1999055979A1 (en) * 1998-04-27 1999-11-04 Tingley Daniel A Use of synthetic fibers in a reconstituted wood product
DE10018820A1 (de) * 2000-04-15 2001-10-25 Kronotec Ag I-Träger aus Holzwerkstoff

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2008113890A1 (en) * 2007-03-19 2008-09-25 Stora Enso Timber Oy Ltd Glued wood product and a method for manufacturing a glued wood product
DE102008004091B4 (de) * 2008-01-07 2013-11-28 Hess Timber Gmbh & Co. Kg Verbundträger für hohe mechanische Belastungen und Verfahren zur Herstellung solcher Träger
EP2638218A1 (de) * 2010-11-11 2013-09-18 Thomas Harreither Holz-h-träger sowie verfahren zur herstellung desselben

Also Published As

Publication number Publication date
EP1199140A3 (de) 2004-10-06

Similar Documents

Publication Publication Date Title
Davids et al. Structural performance of hybrid SPFs-LSL cross-laminated timber panels
US20080023868A1 (en) Bamboo beam and process
Knorz et al. Bonding quality of industrially produced cross-laminated timber (CLT) as determined in delamination tests
Bekhta et al. Some properties of plywood panels manufactured from combinations of thermally densified and non-densified veneers of different thicknesses in one structure
Ahmad et al. Mechanical properties of finger jointed beams fabricated from eight Malaysian hardwood species
Brunetti et al. Comparison of different bonding parameters in the production of beech and combined beech-spruce CLT by standard and optimized tests methods
Mohamadzadeh et al. Mechanical performance of yellow-poplar cross laminated timber
Derikvand et al. A Modified Method for Shear Strength Measurement of Adhesive Bonds in Solid Wood.
WO2007095306A2 (en) Bamboo beam and process
JP2006521229A (ja) 採取した木からの価値の引き出しおよび関連する集成材と方法
Král et al. Preparation and characterization of cork layered composite plywood boards
Hovanec Effect of wood characteristics on adhesive bond quality of yellow-poplar for use in cross-laminated timbers
Pröller An investigation into the edge gluing of green Eucalyptus grandis lumber using a one-component polyurethane adhesive
Bustos et al. Effects of end-pressure on the finger-joint quality of black spruce lumber: a microscopic analysis
EP1199140A2 (de) Holzverbundbalken und Herstellungsverfahren
Kurt et al. Effects of press pressure on glue line thickness and properties of laminated veneer lumber glued with melamine urea formaldehyde adhesive
Raftery et al. Qualification of wood adhesives for structural softwood glulam with large juvenile wood content
Alencar et al. Mechanical behavior of cross-laminated timber panels made of low-added-value timber
Hrázský et al. A contribution to the properties of combined plywood materials
Özkaya et al. Diagonal tensile strength of an oriented strand-board (OSB) frame with dovetail corner joint
JP2011020288A (ja) 木製構造用梁材及びその製造方法
Scoville Characterizing the durability of PF and pMDI adhesive wood composites through fracture testing
EP1199139A1 (de) Holzverbundwerkstoff und einer solchen Holzverbundwerkstoff beinhaltenden Zusammenbau
Follrich et al. Effect of grain angle on shear strength of glued end grain to flat grain joints of defect-free softwood timber
Šrajer et al. Structure evaluation of compressing of spruce and beech plywoods. Part 1: Microscopic structure

Legal Events

Date Code Title Description
PUAI Public reference made under article 153(3) epc to a published international application that has entered the european phase

Free format text: ORIGINAL CODE: 0009012

AK Designated contracting states

Kind code of ref document: A2

Designated state(s): AT BE CH CY DE DK ES FI FR GB GR IE IT LI LU MC NL PT SE TR

AX Request for extension of the european patent

Free format text: AL;LT;LV;MK;RO;SI

PUAL Search report despatched

Free format text: ORIGINAL CODE: 0009013

AK Designated contracting states

Kind code of ref document: A3

Designated state(s): AT BE CH CY DE DK ES FI FR GB GR IE IT LI LU MC NL PT SE TR

AX Request for extension of the european patent

Extension state: AL LT LV MK RO SI

AKX Designation fees paid
REG Reference to a national code

Ref country code: DE

Ref legal event code: 8566

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: THE APPLICATION IS DEEMED TO BE WITHDRAWN

18D Application deemed to be withdrawn

Effective date: 20050407