Product Technical Guides : US-EN Anchor Fastening - August 2021

DESIGN DATA IN CONCRETE PER CSA A23.3

CSA A23.3 Annex D design Limit State Design of anchors is described in the provisions of CSA A23.3 Annex D for post-installed anchors tested and assessed in accordance with ACI 355.2 for mechanical anchors and ACI 355.4 for adhesive anchors . This section contains the Limit State Design tables with unfactored characteristic loads that are based on the published loads in ICC Evaluation Services ESR-4145 . These tables are followed by factored resistance tables . The factored resistance tables have characteristic design loads that are prefactored by the applicable reduction factors for a single anchor with no anchor-to-anchor spacing or edge distance adjustments for the convenience of the user of this document . All the figures in the previous ACI 318 Chapter 17 design section are applicable to Limit State Design and the tables will reference these figures . For a detailed explanation of the tables developed in accordance with CSA A23.3 Annex D , refer to Section 3.1.8 . Technical assistance is available by contacting Hilti Canada at ( 800 ) 363-4458 or at www . hilti . ca .

Table 6 — Hilti KCM-WF / PD design information in accordance with CSA A23.3 ( R2014 ) Annex D ¹

Design parameter Symbol Units

Nominal anchor diameter 1 / 4 " -3 / 8 " 3 / 8 " -1 / 2 " 3 / 8 " -1 / 2 " -5 / 8 " 3 / 8 " -1 / 2 " -5 / 8 " -3 / 4 "

Ref A23.3-14

Outside diameter of anchor steel body

Effective embedment

Min . concrete thickness

Minimum edge distance

Minimum anchor spacing

Steel embed . material resistance factor for reinforcement d _a in . ( mm ) h _ef in . ( mm ) h _min in . ( mm ) c _min in . ( mm ) s _min in . ( mm )

0.5 ( 13 )

1.12 ( 28 )

2.00 ( 51 )

2-1 / 2 ( 64 )

0.66 ( 17 )

1.63 ( 41 )

2.64 ( 67 )

0.87 ( 22 )

2.04 ( 52 )

3 ( 76 )

1-1 / 2 ( 38 )

3.48 ( 88 )

1.02 ( 26 )

3 ( 76 )

4 ( 102 )

4.08 ( 104 ) ϕ _s

0.85 8.4.3

Resistance modification factor for tension , steel failure modes ² R 0.70 D . 5.3

Resistance modification factor for shear , steel failure modes ² R 0.65 D . 5.3

Factored steel resistance in tension

N _sar lb . ( kN )

Factored steel resistance in tension , lb .

N seismic ⁴ _sar _, _eq ( kN )

Factored steel resistance in shear ⁴ V _sar lb . ( kN )

Factored steel resistance in shear , seismic ⁴ V _sar _, _eq lb . ( kN )

Coeff . for factored conc . breakout resistance , uncracked concrete

Coeff . for factored conc . breakout resistance , cracked concrete

Modification factor for anchor resistance , tension , uncracked conc .

Modification factor for anchor resistance , tension , cracked conc . k _c _, _uncr

- k _c _, _cr

Ψ _c _, _N

4,864 ( 21.6 )

1,633 ( 7.3 )

8,033 ( 35.7 )

3,216 ( 14.3 )

9,996 ( 44.4 )

5,326 ( 23.7 )

16,291 ( 72.4 )

10,260 ( 45.6 )

D . 6.1.2

D . 7.1.2

10 D . 6.2.2

1.25 D . 6.2.6

Ψ _c _, _N

1.0 D . 6.2.6

Anchor category - - cast-in D . 5.3 ( c ) Concrete material resistance factor ϕ _c

- 0.65 8.4.2

Resistance modification factor for tension and shear , concrete failure modes , Condition B ³

1 Design information in this table is taken from ICC-ES ESR-4145 , dated 4 / 2018 , and converted for use with CSA A23.3 ( R2014 ) Annex D . 2 The carbon steel KCM-WF / PD is considered a brittle steel element as defined by CSA A23.3 ( R2014 ) Annex D section D . 2 . 3 For use with the load combinations of CSA A23.3 ( R2014 ) chapter 8 . Condition B applies where supplementary reinforcement in conformance with CSA A23.3 ( R2014 ) section D . 5.3 is not provided , or where pullout or pryout strength governs . For cases where the presence of supplementary reinforcement can be verified , the resistance modification factors associated with Condition A may be used .

4 Only the largest size of threaded rod specified for each insert must be used for applications resisting seismic tension , static shear , and seismic shear loads .

1.00

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