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Hairline Cracking Within Concrete Block Walls - 2nd Edition by William Bracken & Conrad Crawford


Hairline cracking within concrete block walls, often referred to as stair-step cracking or mortar joint cracking, is an example of an imperfection or distress but does not typically compromise structural integrity. Hairline cracking within concrete block walls is the result of internal stresses resulting from shrinkage, creep, and thermal expansion and contraction; all of which are anticipated, can be predicted, and need to be accounted for in design and construction.


Figure 1 - Image of a structure depicting the location of typical shrinkage cracks

What is Concrete Masonry Shrinkage

Concrete masonry is composed of two primary components: concrete blocks and cement mortar placed between the blocks. Both are composed of hydraulic cement, mineral aggregates, and water. Within any concrete mixture, the hydraulic cement combines with the water to create the paste that binds the mineral aggregates together. Once combined, the hydraulic cement chemically breaks apart the water molecules using a hydrogen atom and one oxygen atom to form the crystalline structure that gives concrete its strength. This process is called hydration.

In addition to forming the crystalline structure that gives concrete its strength, hydration creates heat as the water molecule’s bonds are broken. This process also results in the release of the free hydrogen atom as a gas. More importantly, this process results in a reduction of the volume of material. An additional source of volume reduction is excess water. Specifically, hydraulic cement can only accept a finite amount of water. Therefore, any extra water added to the mix will initially increase the volume but will ‘bleed off’ and reduce the volume as the concrete cures and hardens. The ‘bleeding off’ of the excess water normally occurs within the first 12 hours after mixing but it takes approximately 28 days for the majority of the hydration to occur. After 28 days, the hydration process will continue at a decreasing rate and will, depending upon conditions, continue for years after initial mixing.

Concrete masonry shrinkage occurs due to the reduction in volume of both the block and mortar. Given that the block makes up a majority of the wall area, block shrinkage is the primary mechanism driving concrete masonry shrinkage. Therefore, drying shrinkage depends on several factors including method of curing, initial moisture content, cement content, and the aggregates used in the block. While shrinkage in concrete masonry varies, published shrinkage coefficients within ACI 530-11 (American Concrete Institute) exist. According to these published coefficients, it is typical for 100 lineal feet of masonry wall to experience a reduction in length of a half inch or more.

Geometric Restraints

In order for concrete masonry to structurally perform as intended, to transfer vertical loads and to resist lateral loads, the walls must be restrained. This restraint is accomplished by structurally connecting the wall to the foundation as well as other components such as pilasters and bond beams. In addition to connecting the walls with the foundation and bond beams, walls are typically constructed integrally at corners and at changes in geometry. All of these locations, although necessary for the proper structural performance of the wall, result in restraints within the wall which induce stresses as the wall experiences shrinkage. As with plain concrete, concrete masonry is strong in compression but weak in tension. Therefore, restrained tensile forces often lead to cracking as the wall acts to relieve the stress.

Block Wall Cracking

When concrete masonry shrinks the cracking that results will form different patterns depending on where the wall acts to relieve the stress. Typically, shrinkage cracks manifest themselves at changes in material, changes in geometry (such as openings for windows or doors), and adjacent to corners. Their patterns can be either in a stair-step, horizontal, or vertical configuration. Cracking can also occur along the interface of different components within the wall such as the foundation-to-wall interface or the wall-to-bond-beam interface. Cracks at these locations are typically horizontal in nature (refer to Figure 1).

LEADS: A common location for a stair-step crack to occur is at the corners of wall sections, where there is a transition from the block wall’s lead sections to the infill sections (see Figure 2). Specifically, when constructing a concrete masonry wall, a mason will commence with the construction of the leads or corners first and will typically use quicker setting, higher strength mortar. Once the leads have setup, the remainder of the wall is constructed using mortar that does not have the strength of the mortar within the leads. As a result, the corners of the walls are essentially more rigid than the remainder of the wall; therefore, as the masonry within the wall shrinks, a stair-step crack will develop along this change in stiffness, inherently behaving like a cold joint within the wall.


Figure 2 - Photograph of a lead section of block wall

OPENINGS AND LINTELS: Stair-step cracks will also develop at the corners of door and window openings. This occurs because larger openings create geometry changes within the wall assembly that serve to concentrate shrinkage stresses. This same phenomenon exists with other materials, like steel and wood. In these materials, the size and location of holes are restricted so as to minimize stress concentration or localized stress increase. In concrete masonry, as the wall undergoes its anticipated shrinkage, the stress developed at the corners of the door and window openings will often result in either a stair-step, diagonal, vertical, or horizontal crack depending on the configuration of the wall.

Horizontal cracks typically develop along the interface between precast concrete lintels and those portions of the wall supporting them. This occurs when a window opening creates a perforation within the wall section, similar to a control joint in a floor slab. As the wall sections on either side of the opening shrink and attempt to pull away from the opening, stress builds up along the precast lintel that is bridging the two wall sections. This condition results in horizontal friction or shearing of the mortar between the wall and the precast lintel.

REINFORCED CELLS: Vertical cracks typically occur within the field of a wall or alongside reinforced openings. This occurs when internal stresses associated with shrinkage causes cracking between the internally reinforced grout filled cells and the adjacent unreinforced sections. Varying material properties relate directly to varying material strengths. In the case of concrete masonry assemblies, a typical concrete block has a compressive strength of roughly 2000 psi as do most common mortars. Grout, however, can range in compressive strength from 3000 psi to more than 5000 psi. These varying strengths result in varying behavior and performance. It is this fluctuation and resulting change in volume that creates internal stresses. As the volume of the wall changes and shrinkage stresses build, cracking occurs between the much stronger reinforced grout-filled cell and the adjacent unreinforced sections.

Characteristics of Shrinkage Cracks

When examining cracks within a concrete block wall, it is essential to evaluate not only the pattern and location of the crack but also the characteristics of the crack. For example, in a stair-step crack, if the separations along the vertical legs of the crack are uniform and there is not a measurable separation along the horizontal legs of the crack then this crack is consistent with shrinkage where the wall is moving horizontally and shearing along the mortar joint, as opposed to displacing vertically.

This same concept of horizontal shearing of the mortar joint, can also be found along the block wall to foundation interface as well as the precast lintel to block wall interface. Similar to the differential shrinkage and stiffness discussed at internally reinforced grout filled cells, the foundation is typically solid concrete that will shrink at a different rate than the masonry block wall sitting atop it.

Accounting for Shrinkage Within Concrete Block Walls

Shrinkage stress within concrete masonry block walls is a mechanism which is anticipated and one which should be accounted for in design and construction. In fact, the American Concrete Institute, within its requirements for masonry structures (ACI 530-11) Section 1.7.5, specifies that the effects of forces and deformations due to shrinkage should be accounted for in the design of concrete masonry. In addition, the National Concrete Masonry Association’s TEK 10-1A lists drying shrinkage as the first cause of cracking. Therefore, it is imperative when analyzing the causes of cracking within a concrete masonry wall that one fully understands all the mechanisms associated with cracking of concrete masonry.


Figure 3 - NCMA TEK 10-1A document

Effects of Shrinkage Cracks on Concrete Block Walls

Shrinkage cracks within concrete block walls typically do not affect structural integrity or the wall’s ability to serve its intended function. However, to make this determination, one must first establish whether the wall is reinforced or unreinforced and whether a notable loss of contact has occurred. The goal of this evaluation is to establish whether the load path has been compromised or not.

When reinforcing is present, the tensile capacity of the masonry can be neglected because the steel serves to transfer the tensile forces. Therefore, a crack with no loss of contact will still allow loading to be transferred without affecting the wall’s load path. In other words, shrinkage cracking in a reinforced concrete block wall will not affect the wall’s structural integrity or its ability to serve its intended function.

When evaluating unreinforced concrete block walls, the characteristic of the crack and the location of the crack need to be considered. Unreinforced concrete block walls do have an allowable tensile capacity when evaluated in combination with its compressive load. Performance, however, can possibly be affected when a notable loss of contact unrelated to anticipated shrinkage exists. When such a condition exists, numeric evaluation is required so as to determine whether the separation has altered the load path and, if so, whether a stress increase or load path discontinuity has occurred in the balance of the structural system.


Hairline cracking within concrete block walls resulting from concrete masonry shrinkage is an anticipated and predictable occurrence. As such, its presence may constitute distress but does not typically compromise the wall’s structural integrity.


We thank our colleagues William C. Bracken, PE, SI, CFM and Conrad B. Crawford, EI who provided insight and expertise that greatly assisted this research. If you have any questions about hairline cracking within concrete block walls, please contact William at wbracken@jsheld.com.


  • Masonry Standards Joint Committee. (2011). ACI 530-11: Building code requirements and specification for masonry structures and related commentaries. Reston, VA: American Concrete Institute. Retrieved from http://cedb.asce.org/CEDBsearc...http://cedb.asce.org/CEDBsearch/record.jsp?dockey=0287357
  • National Concrete Masonry Association. (2005). TEK Note 10-1A: Crack control in concrete masonry walls [PDF]. Herndon, VA: National Concrete Masonry Association. Retrieved from http://www.basalite.ca/sites/default/files/library/10-1a-crack-control-in-cm-walls.pdf
  • Portland Cement Association. (2001). Masonry information: Masonry cement mortars [PDF]. Skokie, IL: Portland Cement Association.
  • Portland Cement Association. (2003). Masonry today - Safe and sound: Masonry for senior housing [PDF]. Skokie, IL: Portland Cement Association.
  • Taly, N. (2010). Design of reinforced masonry structures. NY: McGraw-Hill.

This publication is for educational and general information purposes only. It may contain errors and is provided as is. It is not intended as specific advice, legal or otherwise. Opinions and views are not necessarily those of J.S. Held or its affiliates and it should not be presumed that J.S. Held subscribes to any particular method, interpretation or analysis merely because it appears in this publication. We disclaim any representation and/or warranty regarding the accuracy, timeliness, quality, or applicability of any of the contents. You should not act, or fail to act, in reliance on this publication and we disclaim all liability in respect to such actions or failure to act. We assume no responsibility for information contained in this publication and disclaim all liability and damages in respect to such information. This publication is not a substitute for competent legal advice. The content herein may be updated or otherwise modified without notice.

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