The 5 % fractile is stated
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in this value.
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in this value.
Clay (masonry unit)
Masonry unit made from clay with or without sand, fuel or other additives fired at a sufficiently high temperature to achieve a ceramic bond
Calcium silicate masonry unit
Masonry unit made predominantly from lime and siliceous materials, hardened by high pressure steam
Aggregate concrete masonry unit
Masonry unit manufactured from, cementitious binder, aggregates and water and which may contain admixtures and additions and colouring pigments and other materials incorporated in the unit.
Autoclaved aerated concrete (AAC) masonry unit
Masonry unit manufactured from hydraulic binders such as cement and/or lime, combined with
siliceous based fine material, cell generating material and water. AAC masonry units may be provided with recesses, tongued and grooved jointing systems and other interlocking features.
In the following table (suggested) values (in MPa) for the compressive strength are given.
Units: AAC and light aggregate concrete
Unit height: > 185 mm.
Joints: 10 mm.
fm > 0,5 • fk.
Coefficient of variation of fb for the units: ≤ 10 %.
Table. Compressive strength fk in MPa for masonry of massive units of light aggregate concrete and massive units of AAC with a height > 185 mm
|
Compressive strength Units -
fb
5 % fractile |
Compressive strength Masonry - fk
5 % fractile |
| 2,0 | 1,8 |
| 2,5 | 2,2 |
| 3,0 | 2,6 |
| 3,5 | 3,1 |
| 4,0 | 3,5 |
| 4,5 | 3,9 |
| 5,0 | 4,4 |
|
Compressive strength Units - fb
50 % fractile |
Compressive strength Masonry - fk
5 % fractile |
| 2,0 | 1,5 |
| 2,5 | 1,9 |
| 3,0 | 2,3 |
| 3,5 | 2,7 |
| 4,0 | 3,0 |
| 4,5 | 3,4 |
| 5,0 | 3,8 |
In the following table alternative values (in MPa) for the flexural strength are given. Unit height: > 185 mm Additives: None
Table. Flexural strength fxk1 og fxk2 for Masonry with units > 185 mm
| Units | Mortar | |||
| Lesser compressive strength of units |
Compressive strength Mortar MC > 3,5 MPa Compressive strength Mortar ML > 7 MPa |
|||
| fb (MPa) | fxk1 (MPa) | fxk2 (MPa) | ||
| 5 % fractile | 50 % fractile | |||
| Aggregate concrete | 2,4 | 2,9 | 0,20 | 0,45 |
| AAC | 2,4 | 2,9 | 0,20 | 0,45 |
| Clay | 10 | 15 | 0,20 | 0,45 |
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
The length of the openings is the horizontal dimension of the opening.
Rules in the N.A. for minimum thickness of walls shall be applied
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
The parameter will be calculated based on the input
Research is documenting that fvk0 > fxk1 giving conservatively: fvk0 = fxk1
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
The dead load can be a part of the stabilizing load. In case the safety factor is smaller than 1,0 this should be implemented via the density.
Masonry of solid units (group 1):
The density is typically 1700 - 1800 kg/m³
Masonry of cell units (group 2):
Following values can be used:
| Cavity proportion % | Density kg/m³ |
| 10 | 1580 |
| 15 | 1510 |
| 20 | 1440 |
| 25 | 1370 |
| 30 | 1300 |
| 35 | 1230 |
| 40 | 1160 |
The table is based on following assumptions
Density of the units: 1800 kg/m³
Percentage of units: 78,4 %
Density of mortar: 1700 kg/m³
Percentage of joints: 21,6 %
Proportions of not-filled area in the joints: 15 %
Corrections:
Clinker units may have a density of more than 2000 kg/m³
Moler units normally have a density of 500 - 800 kg/m³
In several of the modules the dead load of the wall pr m² is calculated by multiplying the density by the thickness. If a plaster coat is to be included in the dead load, the density must be increased accordingly, since the thickness of the wall, in consideration of the load bearing capacity, shouldn't be corrected.
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
The diameter of the tie-wire is typically 3 or 4 mm. The input in the module can normally be any diameter in the range 2 – 9 mm.
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
When using the Ritter method for determining the vertical load capacity, e0 is the eccentricity in top of the wall, positive to the right. The users determine the total eccentricity in case the vertical loads consist of several contributions (e.g. slab to the left and right and a wall in top).
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
When using the Ritter method for determining the vertical load capacity, e5 is the out-of-plane-eccentricity for the wall. The parameter presumes a certain curvature of the wall (parabolic) and the value represent the maximum deflection in the middle. The parameter is not quite similar to einit, where einit can be in full height
The 5 % fractile is stated
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
The 5 % fractile is stated
When a new comsponent (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
The results from recently performed research is used calculating E0k:
E0k = min(1000, 400*fm, 20*fb) x fk for mortar with cement (and lime)
E0k = 150*fm x fk for mortar with only lime
In case fm < 1,0 MPa the mortar will be regarded as "pure" lime-mortar. (Note, mark (ML)" in the inputfield "Method" when the content of lime > 50% of the binder)
Bricks are units, with a basis height less than185 mm.
Blocks are units, with a basis height more than or equal to 185 mm.
There is no distinction between bricks and bloacks in the calculation of parameters of strength. The names are only implemented for the print-out.
The following values can be used for friction against a damp proofing course:
|
Foundation |
Cardboard | Plastic foil |
| Plane concrete | 0.49 | - |
| Light-weight concrete | 0.44 | 0.62 |
A mortar whose composition and manufacturing method is chosen in order to achieve specified properties (performance concept)
The 5 % fractile is stated
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
The parameters are calculated based on the input
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
The 50 % fractile is stated
The 5 % fractile is stated
The adhesion strength is defined as the flexural strength in the mortar joint or in the interface (according to EN 1052-5)
EN 1015-11 has 2 methods for determining the compressive strength of mortar
A method for Mortars with hydraulic binders, and air-lime/cement mortars with mass of air-lime not exceeding 50% of the total binder mass. This method is the reference and the value is marked MC
A method for Mortars based on air-lime, and air-lime/cement mortars with cement mass not exceeding 50% of the total binder mass. This method is marked ML
For the ML method a suction of the unit is represented with layers of absorbent filter paper at the top and bottom of the mortar via cotton gauze put tightly on the mortar surface.
Normally values for the ML - test are twice the value found in the MC test, thus implying that values found through the ML method is multiplied by a factor 0.5 in the calculations
The value is transferred through the heading “LW Concrete (EN 12602)”. The value can be overwritten.
The flexural strength around a vertical axis.
If the wall consist of small (e.g. 600 mm) AAC elements the flexural strength in the vertical joints should not exceed 0,50 MPa, taking any weakness in the joints into considerations.
The 5 % fractile is stated
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
The input parameters are validated to a range that during the development of the code seemed fair. This validation can be excluded, in case extreme construction is to be calculated. Some wider limitations are still active though, to prevent the program to halt.
A specific date can be given. If empty the actual date will be written in the report header. Specific time can also be given. E.g: 11.08.2010 11:12:13
If the wall is placed on a slab or a foundation, the height is measured from the top of the slab or foundation.
If the wall at the top is horizontal supported by a floor component, resting on the upper side of the wall, the design value of the height is measured to the lower side of the floor component.
Extended control class does involve extended site supervision and is not necessarily economical.
Extended control class should therefore only be considered when narrow dimensions are demanded or extended site supervision due to other causes is initiated.
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
N.A. factors for Denmark, Sweden, Norway and default values for EN 1996-1-1 are implemented in the program. N.A. factors are safety factors and other NDP's. All factors are shown on this page.
N.A. factors can be changed by copying the "collection of N.A.factors" and changing the values (use the "Create" - bottom). The new "collection of N.A.factors" are given a new name
The factors are not always available in a straight form and are changing in the countries, so the values should be scrutinized before used.
In the menu there are several opportunities:
"User defined" collections of N.A. factors, created by the user.
Furthermore a number of predefined proposals:
Friction, µk, is the part of the shear strength not resulting from the cohesion
The value can for mortars with cement be set to 1,0. For lime mortars with no cement the value is 0,6. The value is transferred automatically from the module "Masonry".Name of the company responsible for the design and calculation. The text from this input felt will be transferred to the “print-out” after the leading text: “Company:”
Name of the person responsible for the project. The text from this input felt will be transferred to the “print-out” after the leading text: “Project responsible:”
Name of the project. The text from this input felt will be transferred to the “print-out” after the leading text: “Project:”
Normally project has a number as an attribute that can be stated in this field.
Low, normal or high. Most constructions are in normal consequence class. The safety factors are in the program related to the consequence class by multiplication with a factor according to the list below.
Consequence class. Factor multiplied on γM
The bricks shall be declared according to EN 772-1.
The values are normally given by the producers
No reduction is necessary for joint depths less than, or equal to, 3 mm. In cases of joint depths exceeding 3 mm, the thickness is reduced by the full joint depth.
Rules in the N.A. for minimum thickness of walls shall be applied
Example:
If the masonry is constructed using units (150 mm) with a one-sided recessed joint, with a depth of 10 mm, the thickness will be: 150 mm - 10 mm = 140 mm.
When a new component (to a module) is opened, this value is exported to the component if relevant. The value can of course be changed by the end-user. The corresponding values in existing components will not be affected by changes in the value.
In EN 1996 - 1 - 1 are the exact definitions for group 1, 2 and 3 given. One of the definitions are the "Volume of all holes". For:
The end-user can determine which part of the report should be printed. Following options are possible: Input, General assumptions, Calculations and Results. The set-up is valid to all components in the actual project.