Shearline Load Distribution
Load Distribution
Load distribution in a MASS™ shearline can be separated into two discrete sections:

 Lateral load distribution
Lateral and vertical load distributions are separate procedures that have no interaction each another. The objective of distributing lateral and vertical loads within MASS™ is to quickly take loads which are applied to a shearline assemblage and break them into individual components which can then be applied to the piers.
Once the loads are distributed to each pier, they are applied to each one within their corresponding pier tab. This section outlines how these loads are distributed and applied to various piers within a shearlineA module in MASS™ created to coordinate the designs of several shear walls for in plane moment, shear and axial load. A shearline refers to a shear wall containing openings and movement joints..
Lateral Load Distribution
MASS™ uses relative pier rigidities to determine the percentage of lateral loading that is resisted by each pier within a shearline. MASS™ starts by calculating the relative deflection of each Pier, Parent pier and Strip within the shearline, neglecting any openings. For more information on this process, refer to p469481 of [1].
For a cantilever or fixedfree Pier, the relative deflection neglecting openings,, is calculated using:
Which can also be expressed as:for a solid, rectangular section.
For a fixedfixed Pier, the relative deflection neglecting openings,∆_{solid F}, is calculated using:
Which can also be expressed as:
for a solid, rectangular section.
The dimensions used for ∆_{solid c} and ∆_{solid F} as well as I_{0} are based on gross section properties with an E_{m} based on a fully grouted f’_{m}.
Deflection values for piers or parent piers cannot be used to calculate drift. The sole intent of their use is for lateral load distribution.
From these ∆_{solid c} values, R_{solid }can be calculated using:
Using the relative solid deflection values, openings are taken into account when determining the relative deflection of parent piers, ∆_{parent pier}, by subtracting the deflection of the strips and replacing them with the inverse of the sum of rigidities for each pier within the strip.
Where R_{total }is the sum of all rigidity values within the strip. For more information on this method, refer to p476478 of [1].
When the relative rigidities are known for each pier, the lateral loads can be distributed. The unfactored load applied to each pier is determined by multiplying the relative rigidity and the unfactored, userapplied loads. These values can be found in the results window under the Load Distribution tab, as seen below in
Figure 56: Highlighted relative lateral load percentages in the results window
Load Distribution results can be viewed before performing a design. The loading is shown as a percentage of any lateral loads that are applied. The rigidities used to calculate these initial percentages are based on the smallest, weakest masonry unit. The results seen above in
Figure 57: Relative lateral load distribution within a shearline
The %V_{total} values have been added to the drawing to illustrate the path of any applied lateral loading on the shearline. The load is first shared between four Panels and then Piers 31 and 32 evenly share Panel 3’s distributed load.
Moment Distribution
Lateral loads applied along the top edge of a shearline make their way through various piers to the base of the wall. In many cases, there is a height difference between the top of the pier and the height at which the load was applied. When this occurs, there is an additional bending moment that must be applied to ensure that a pier is designed for the full moment experienced at the base of that pier.
Moments are only distributed to piers that do not share lateral loads with other piers within a strip. Applied moments are calculated using:
V_{parentPier} x ∆h
Where V_{ParentPier} is the lateral load distributed to the top of the Parent Pier and Δh represents the difference in elevation between the top of the Pier and the height at which the load is applied or the top of the shearline.
To demonstrate how moments are distributed and applied, refer to the following example shearline shown below in
Figure 58: Shearline example with Pier labels and relative lateral load percentages
Figure 59: Distributed moments within a shearline
Pier 11 extends from the bottom to the top of the shearline where the load is applied. 19.8kN is applied to Pier 11. In the Pier tab module, the wall will be designed for M_{f} = 19.8kN x 4m = 79.2kN*m at the base. There is no need for any additional moment within the Pier tab because the load is applied at the same elevation as the top of the pier.
Pier 23 is a similar section at the base of the wall with two openings above it. 26.8kN is applied to Pier 23. The Pier is 1m tall and there is a 3m elevation difference between the top of the Pier and point at which the load is applied. An applied moment of 26.8kN x 3.0m = 80.4kN*m is distributed to Pier 23 to compensate for this height difference in addition to the lateral point load of 26.8kN. A similar procedure is used for Pier 41.
Pier 31 and 32 share lateral loading within the same strip therefore no additional moment is applied to either pier.
Vertical Load Distribution
The distribution of vertical loads can be summarized in 4 points:
 Vertical loads are distributed downward without any dispersion and through every pier directly below it.
 Vertical loads above openings are replaced by resultant forces on each side of the opening and are distributed further as vertical point loads.
 Vertical loads can be transferred to an adjacent panel if:
 An opening is directly adjacent to a movement joint or,
 A movement joint contains a horizontal offset.
 Vertical point loads applied directly above a movement joint are resisted by the Panel to the left.
Vertical load distribution in MASS™ determines the unfactored loads applied to individual piers. When each vertical load has been distributed through the shearline, the total resultant force from each load is calculated and applied to the top of the pier in the form of an axial load, in kN.
Vertical Load Distribution to Piers below Vertical Loads
MASS™ does not take load dispersion into account when distributing a vertical load. Loads are applied directly to the piers below.
In a simple example shearline with one opening, 4 piers are labelled as shown below in
Figure 60: Vertical point load distributed downward to Piers below
Similarly, with uniformly distributed loads (UDL’s), they are resisted by the Piers that lie directly below them. This process can be extended to all other types of loading, as seen below in
Figure 61: UDL distributed downward to Piers below
Vertical Loads above Openings
When vertical loads are applied or distributed above openings, they are converted to resultant vertical point loads on either side of the opening (see
Figure 62: UDL applied above an opening
The portion of load applied or distributed above an opening is converted to a support reaction based on the loads analysis of a simply supported beam. These reaction forces are then applied and distributed through the shearline.
Figure 63: Loads above opening modeled as simply supported beam with corresponding reaction forces
Vertical load distribution is not restricted to UDL’s. Point loads and line loads with varying magnitudes can also be distributed using the same methodology.
Vertical Loads Transferred to an Adjacent Panel
In some cases, movement joints in shearlines can result in vertical loads transferring from one panel to an adjacent panel. This will occur if:
 An opening is directly adjacent to a movement joint or,
 A movement joint contains a horizontal offset
When an opening is adjacent to a movement joint, the vertical force that is distributed through the rest of the shearline is resisted by the panel adjacent to the movement joint. In the example shown below in
Figure 64: Resultant forces applied to Pier 11 and 21
Another possible case for vertical loads transferring to an adjacent panel is when there is a movement joint with a horizontal offset as seen below in
Figure 65: Vertical load distribution around movement joints with a horizontal offset
In the above example, there is a resultant force on the right side of the opening due to the vertical UDL as well as an axial load that is applied above the horizontal offset within the movement joint. Both the applied vertical point load on Panel 1 and the resultant force to the right of the opening are distributed to Pier 22.
Point Loads Applied Directly to Movement Joints
When an axial load is created and the location is directly above a movement joint MASS™ will automatically distribute the load through the panel to the left of the movement joint.
Note: Care should be taken to ensure that all applied loads can be properly resisted by the masonry assemblage.
Figure 66: Axial load applied directly above a shearline movement joint, resisted by the Panel on the left
Applying Loads to Piers
When all of the lateral and vertical loads are distributed, they are applied to piers within pier tabs. To see the unfactored loads applied on a pier:
 Select the Pier Tab on the bottom of the screen to the right of the Shearline assemblage.
 Click on the Loads Tab.
 Select loads in the input window to make them appear in the drawing.
MASS™ applies vertical loads by calculating the resultant of each force and applying it to the centre of the cross section at the top of the pier. Resultant forces are taken for vertical line loads and components of selfweight.
There are 3 types of loading shown in the example below,
A vertical load can be divided several times as it is distributed through a shearline. Distributed components of a user applied load are added together and applied to the pier as a single load. These loads are combined when determining the total magnitude, as seen in the example in
Figure 67: Pier assemblage with vertical loads shown as distributed
Figure 68: Vertical loads expressed as single axial loads applied to a shearline pier element
Continue Reading: Pier Generation
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