Care is needed to ensure appropriate anchors are used when they are located close to the edge of slabs, particularly when the edge of the slab is formed by using masonry header blocks.
Designers should check that minimum edge distances required can be achieved and that loads do not exceed the recommendations provided below.
This information was confirmed as current in February 2016. It originally appeared in Codewords newsletters prior to January 2014.
This guidance is for professionals involved with drilled-in and cast-in concrete anchor connections between bottom plates of external timber framed walls and concrete slabs-on-ground in construction complying with NZS 3604.
Anchors, boxed concrete edges and masonry header blocks
Anchors are used to fix timber wall bottom plates to concrete floors to resist wall face loads as well as wall in-plane and uplift loads caused by wind and seismic actions (non-bracing applications). Anchors are also provided at the ends of wall bracing elements where they are required to resist in-plane wind and seismic loads by direct shear and tension to prevent wall bracing elements from sliding and over-turning (bracing applications).
Proprietary drilled-in anchors are commonly used in preference to cast-in anchors. Manufacturers of proprietary anchors must provide technical data relative to the intended application. Such data must include shear and tension strength with specified minimum concrete strength, minimum edge distance and minimum embedment of the anchor. The minimum concrete and timber edge distance and durability of the anchor are important factors to consider. For example, some anchors are not able to achieve the 50 year durability requirement when header blocks are used in the sea spray zone due to insufficient cover.
Cast-in and non-expanding drilled-in proprietary anchors can achieve specified characteristic strengths with boxed concrete slab edge construction. However, testing at BRANZ found that the uplift strengths of drilled-in expanding anchors near boxed edges can be up to one fifth lower than what is specified in some proprietary technical literature.
Testing at BRANZ found that the uplift load capacities of both drilled-in and cast-in anchors, when used with concrete masonry header block construction commonly used to form the perimeter of concrete slabs-on-ground, were up to one third lower than those specified in the proprietary technical literature.
Non-bracing applications (Clause 7.5.12 of NZS 3604)
We recommend that unless the manufacturer's specified characteristic strength has been determined by testing and evaluation (see Note 1) of the actual application (for example, at the slab edge with header block or boxed concrete slab edge construction), the spacing of anchors should be reduced from that specified in NZS 3604.
That is, anchors should be selected from proprietary technical literature on the basis that they meet the horizontal face load and uplift load requirements of NZS 3604 Clause 220.127.116.11 for 900mm or 1400mm spacing as appropriate, and be installed at recommended (reduced where appropriate) spacing as indicated in Table 1. We also recommend that the spacing of cast-in anchors used with header block construction is reduced on a similar basis.
Bracing applications (proprietary system)
Where the specified characteristic strength of a drilled-in anchor has been determined by testing (see Note 1) of the actual application, the anchor strength and design bracing value for the wall bracing element can be used.
Where the characteristic strength of a drilled-in anchor (with both masonry header block and boxed concrete slab edge construction) has not been established by testing (see Note 1) of the actual application (for example, the characteristic strength has been determined by analysis or by test results remote from a concrete edge/masonry header block and analysis to come up with a characteristic (design) strength at a concrete edge), we recommend the anchor characteristic design strength (and hence the wall bracing rating) is down-rated until such time that application-specific supporting anchor test information is available.
|Anchor types||NZS 3604 spacing (mm)||Recommended spacing (mm)|
|All drilled-in (post installed) anchors used with masonry header block construction||900||600|
|Cast-in anchors (bolts) used with masonry header block construction||1400||1100|
|R10 steel dowels used with masonry header block construction||900||750|
|Expanding type drilled-in anchors used with boxed concrete slab edge construction||900||600|
|Non-expanding type drilled-in anchors and cast-in R10 dowels with boxed concrete slab edge construction||900||900|
|Cast-in anchors (bolts) with boxed concrete slab edge construction||1400||1400|
One way to do this is to down-rate the anchor characteristic strength at the edge of masonry header blocks by one third and at boxed concrete slab edges by one fifth. The down-rated characteristic design strengths (R) are:
R = 0.67.Qk kN (for masonry header blocks)
R = 0.80.Qk kN (for boxed concrete slab edge) (see Notes 2 and 3).
The maximum available wall bracing rating in bracing units per metre (see Note 4) is then determined as the lower of 10.R or the published wall bracing rating.
- This means testing and evaluation by a recognised industry authority in accordance with NZS 3604 Clause 2.4.7.
- R is the down-rated anchor strength in kN.
- Qk is the characteristic strength specified in the technical literature for the edge distance intended to be obtained by test and/or analysis.
- As tested in accordance with the BRANZ P21 procedure.
The exception to this is where the wall manufacturer specifies a minimum anchor strength but this cannot be achieved. In this case seek specific advice from the wall bracing manufacturer on whether a down-rated anchor can be used and, if so, what the amended wall bracing rating needs to be.
For example, consider an external wall bracing element of, say, 120 BUs/m on a masonry header block perimeter foundation. The anchor uplift strength has not been adequately verified for the intended application. The specified characteristic anchor uplift strength taken from the anchor manufacturer's technical literature is 15 kN. The down-rated capacity R = 0.67 x 15 = 10 kN. The available bracing rating is then limited to 10 x 10 = 100 BUs/m.
Another way to determine an anchor characteristic design strength is to calculate R when the anchor has passed the qualification test stipulated in ACI 355.2 (refer to NZS 3101: 2006 Clause 17.5.5). In this case the calculation method for cast-in anchors given in NZS 3101: 2006 Clause 17.5.6 may be used to determine a design value.
Internal bracing walls
Note that the above recommendations do not apply to internal wall anchors that are not in close proximity to a concrete slab edge. However care is required with internal wall anchors to ensure there is sufficient slab thickness to meet anchor embedment, hole depth and cover requirements specified in the technical literature. Slab thickening may be required in some applications.