Member Loading Types

To expand these click on the ‘More Loads’ button.

Member Load Types

When one of the member load type buttons are pressed, the associated load type is added to the list in the loads editing area.  The use of the loads editing area is described above.  The purpose and format of each of the load types is described here.

Standard Member Loads

In the following descriptions the load direction indicator in the load definition is underlined, e.g. in UDLY the Y character defines the load direction. See above for load directions available.

UDLY

Applies a uniformly distributed load W (kN/m) over the full (projected horizontal) length of the member. 

D1 UDLY -000.000 ( kN/m )                     

                    W (kN/m)

PY

Applies a point load F in the specified load direction at a distance x measured along the member axis from the lower node number.

D1 PY –000.000     0.000 ( kN,m )

                    F(kN)              x(m)

PTRY

Applies a partially distributed triangular load starting at a distance x1 with the intensity W1 going to the distance x2 with the intensity W2.  All distances are measured from the lower node number.

D1 PTRY    –000.000   0.000   0.000   –000.000

               W1(kN/m)   x1(m)   x2(m)   W2(kN/m)

Advanced Member Loads

Density

User can over ride the default value for self-weight. Read more under Member Global Density.

PDLY

Applies a partially distributed load W based on the total  load F between the x1 and x2 dimensions measured along the length of the member from the lower node number.

D1 PDLY    –000.000   0.000   0.000   (kN,m,m)

                    F (kN)   x1(m)  x2(m)

TY1,2

The total load F is distributed over the full member length in a triangular pattern.  The distributed load varies from the maximum intensity W(kN/m) at one end of the member to zero intensity at the other end.  For TY1 the W occurs at end 1 of the member, and for TY2 W occurs at end 2 of the member.  W = F * 2 /L.

D1 TY1    -000.000        ( kN )

                    F (kN)

TYC

The total load F is distributed over the full member length in a triangular pattern.  The distributed load varies from zero at one end to the maximum intensity W(kN/m) at the centre of the member, then back to zero at the other end .  W = F * 2 /L.

D1 TYC     -000.000       ( kN )

                    F (kN)

TRY

The total load F is distributed over the full member length in a trapezoidal pattern.  The distributed load varies from zero at end 1 to the maximum intensity W(kN/m) at the x1 distance, remaining at that intensity to the x2 distance, then returning to zero at end 2 of the member.

D1 TRY  -000.000   0.000  0.000    (kN,m,m)

                F (kN)    x1(m)   x2(m)

PTY1

The total load F is distributed over a partial length of the member in a triangular pattern.  The distributed load varies from the maximum intensity W(kN/m) at a distance of x1(m) along the member to zero intensity at the x2(m) distance end.  All distances are measured from the lower node number.  W = F * 2 /(x2 - x1).

D1 PTY1   -000.000    0.000    0.000   (kN,m,m)

                    F (kN)    x1(m)    x2(m)

PTY2

As per PTY1, however with the zero intensity located at x1 and the maximum intensity W (KN/m) located at the x2.  W = F * 2 /(x2 - x1).

D1 PTY1 -000.000 0.000 0.000 (kN,m,m)

              F (kN)   x1(m)   x2(m)

PMN

Applies a uniaxial Point Moment PM in the specified load direction .

• PMN - Point Moment Normal (major axis moment)
• PMM - Point Moment Minor (minor axis moment)

At the distance x1 measured long the member axis from the lower node number.

These follow the MasterFrame Local Coordinate Axis, and not the Global Coordinate system. 

D1 PMN   +000.000    0.000    (kN.m,m)

                 M (kN.m)   x1(m)

Example PMN - Point Moment Normal (major axis moment) and Sign Conventions

Moment applied as a Positive PMN (major axis moment):

• Load Case: N1
• Load Type: PMN (major axis moment)
• Load Direction + (positive) 
• Force: 14kN.m
• Distance: 6m (from lower node 1)

Deflection and Free Body Diagram Checks:

EM1,2

Applies uniaxial moments M1 and M2 to the local major axis of the member at end 1 and end 2 respectively.  Note that no other load directions apply in the load type.

D1 EM1   +000.000    EM2    +000.000    (kN.m)

                  M1(kN.m)              M2(kN.m)

EndM

Applies biaxial moments Mz (major) and My (minor) at the specified end (1 for member start, 2 for member end).

D1 EndM 1    +000.000    +000.000    (Mz, My)

D1 EndM 2    +000.000    +000.000    (Mz, My)

                        Mz(kN.m)   My(kN.m)

 Density

Applies a local density to a member.  This option should not to be used in conjunction with the global density option found from the Properties or Loads menus, which automatically applies a single density to all members in the structure. 

D1 D  024.000( kN/m3 )

          D (kN/m3)

Rise

Defines the temperature differential on a member for the application of thermal loading. 

D1 DT    +000.000          (Degree C)

Co-

Applies a Co-efficient of thermal expansion to the member.  This is more of a material property of the member rather than a load.  Thermal loading is not applied to the member until a temperature differential value is applied through the Rise load type. See above.

Like the density a global value of thermal expansion co-efficient can be applied to all member from the Properties menu, in which instance this local member definition should not be used.  The value of the co-efficient represents the amount of thermal strain that is produced through a 1 degree Celsius rise in temperature.

D1 Alpha  12.0E-6 (Thermal Expansion) 

Short

Applies a shortening of a member along its length. This will result in the strain due to the shortening of the member being taken up in the rest of the frame. Note that the shortening is defined in metres.

D1 DL  -00.000 (m)

Torq ecc

The torq ecc. has the effect of offsetting the member loads from the shear centre of the member in both the members local major (ey) and minor axis (ex), hence creating a torque load on the member.  The torque eccentricities specified apply to all member loads that follow after it in the list of loads applied to that member.  Hence the following example shows how a UDL on a member is made eccentric by 50mm from the minor axis to create a torque force, while the point load remains applied relative to the shear centre of the member.

D1 PY      050.000     01.550    ( kN, m)

UT Torq  ex +0.050 ey +0.000 ( m, m )

D1 UDLY       015.000             ( kN/m )

For further information on applying torsional loads and loading on asymmetrical members and their shear centres follow this technical note link - 📄 Defining Torsional Loads

Frame Spacing

The frame spacing has the effect of multiplying all loads that follow after it in the list of loads by the specified factor.  The frame spacing value is entered in meter units.  For example, when using a frame spacing along with a UDL, the value entered for the UDL can be thought of as the area (kN/m2) load since it will be multiplied by the spacing value.

UT Spacing 01.000 (Multiply All Loads)

• The 0.25 * Ncr is rearrangement of EN 1993-1-1:2005 eqn 5.8, which is how the same check is presented in EN 1993-1-1:2022.
• Note that in steel design the Ncr values for major and minor axis for this check used the unfactored length (hinged ends)  as per EN 1993-1-1:2005 5.3.2 (6). 
• The Ncry (major axis) is based on the member length or the Ly manual input in design brief if specified. 
• The Ncrz (minor axis) is based on the laterally restrained portion length or the Lz manual input in the design brief if specified.

MasterSeries Member Loading Examples

Beam Layout

All of the subsequent examples are based on a 6.5m long member, with a horizontal projection of 6m and a vertical projection of 2.5m. In the examples below, the orthogonal projection length of the member is dependent upon the direction of load.

UDLY / UDLX / UDLZ

Uniformly distributed load acting over the full orthogonal projected length of the member.

UT  UDLY  -012.000  (kN/m)

UDLW

Uniformly distributed load acting over the full orthogonal projected length of the member, factored to represent the true (inclined) length of the member.

UT  UDLW  -012.000  (kN/m)

UDLN / UDLM

Uniformly distributed load acting normal (perpendicular) to the major / minor axis of the member. Example shows a uniformly distributed load of 12kN/m acting normal to the major axis of the member.

UT  UDLN  -012.000  (kN/m)

PY / PX / PZ

Global point load located at mid-point of the beam, load position is based on member length and not on the member orthogonal projection.

UT  PY  -012.000  3.250  (kN, m)

PTRY / PTRX / PTRZ

Partially distributed trapezoidal Load, load position is based on member orthogonal projection and not on member length.

UT  PTRY  -012.000  2.000  6.000  -000.000  (kN/m, m, m, kN/m)

PDLY / PDLX / PDLZ

Concentrated Force converted to a Partially Distributed Uniform Load. End points of the load are set according to the member length, and the load is spread according to the associated orthogonal projection. The example shows the load starts at 1.083m measured along the length of the member, and ends at 5.417m measured along the length of the member. The resulting orthogonal projection of the load is 4m, therefore 12kN / 4m = 3 kN/m

UT  PDLY  -012.000  1.083  5.417  (kN, m, m)

TY1 / TY2

Concentrated force converted to a full triangular load, based on orthogonal projection of member.
2 * 12kN / 6m = 4kN/m (max)

UT  TY1  -012.000  (kN)

TYC

Concentrated force converted to a symmetric trapezoidal load, based on orthogonal projection of member.
2 * 12kN / 6m = 4kN/m (max)

UT  TY1  -012.000  (kN)

TRY / TRX / TRZ

Concentrated force converted to a symmetric trapezoidal load.

UT  TRY  -012.000  2.166  4.332  (kN, m, m)

​

PTY1 / PTY2

Concentrated force converted to a partial triangular load over a segment of the member, load position is based on member length and not on member orthogonal projection, but load spread is based on the orthogonal projection of the load.
2 * 12kN / 4m = 6kN/m (max)

UT  PTY1  -012.000  2.166  6.500  (kN, m, m)

PMN / PMM

Member Point Moment Applies a concentrated bending moment about the member's local major axis (N) or minor axis (M). Direction is defined by the member's node-numbering vector.

UT  PMN  +012.000  3.250  (kN.m, m)

EM1,2

Major Axis End Point Moments Directly assigns concentrated bending moments to the member ends without requiring distance calculations.

UT  EM1  +006.000  EM2  -006.000  (kN.m)

EndM

Major / Minor Axis (biaxial) End Point Moments Applies concentrated moments to both major and minor axes simultaneously at the designated member end (1 or 2).

UT  EndM 2  +012.000  +006.000  (Mz, My)

Rise / Co-

When Rise and Co- are used in combination these parameters apply a uniform axial thermal strain, inducing axial deformation or secondary forces in restrained members.

UT  DT  +030.000  (Degree C)

UT  Alpha  12.0E-6  (Thermal Expansion)

Density

Member-Specific Local Density Applies a localized density override directly to a single member, factored to represent the true (inclined) length of the member. Example shows a density of 78.5 kN/m³ being applied to a 152x152 UC 37.
78.5kN/m³ x 0.00471m2 x 6.5m / 6m = 0.401 kN/m

UT D +078.500 (kN/m³)

Short

Member Shortening (-ve) or Lengthening (+ve) Forces a physical member shortening (-ve displacement) or member lengthening (+ve displacement) during matrix assembly, distributing the resulting strain through the rest of the frame. Example shows a fully retrained member shortened by 2mm induces an axial tension in the member of 297 kN.

UT  DL  -0.002  (m)

MasterSeries Member Loading Reference