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-toanchor spacing of 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 PTG ED . 19 , Section 3.1.8 . Technical assistance is available by contacting Hilti Canada at ( 800 ) 363-4458 or at www . hilti . ca .

Table 17 — Hilti KCC-WF insert design information in accordance with CSA A23.3 ( R2014 ) Annex D ¹ ^, ⁴

Design parameter Symbol Units

Nominal anchor diameter

3 / 8 " 1 / 2 ”

Ref A23.3-14

Outside diameter of anchor steel body d _a in . 0.67 0.87 ( mm ) ( 17 ) ( 22 )

Effective embedment h _ef in . 1.63 2.04 ( mm ) ( 41 ) ( 52 )

Minimum member thickness h _min in . 2.5 3 ( mm ) ( 51 ) ( 76 )

Minimum edge distance c _min in . 1-1 / 2 ( mm ) ( 38 )

Minimum anchor spacing s _min in . 2.6 3.5 ( mm ) ( 67 ) ( 88 )

Steel embed . material resistance factor for reinforcement

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

lb 2,404 3,219

Factored steel resistance in tension N _sar ( kN ) ( 10.7 ) ( 14.3 ) lb 2,404 3,219

Factored steel resistance in tension , seismic N _sar _, _eq

( kN ) ( 10.7 ) ( 14.3 ) lb 2,735 3,075

Factored steel resistance in shear V _sar

( kN ) ( 12.2 ) ( 13.7 ) lb 2,735 3,075

Factored steel resistance in shear , seismic V _sar _, _eq ( kN ) ( 12.2 ) ( 13.7 )

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 .

D . 6.1.2

D . 7.1.2

D . 7.1.2 k _c _, _uncr

- 10 D . 6.2.2 k _c _, _cr

- 10 D . 6.2.2

Ψ _c _, _N

- 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 R - 1.00 D . 5.3 ( c )

1 Design information in this table is taken from ICC-ES ESR-4145 , and converted for use with CSA A23.3 ( R2014 ) Annex D . 2 The carbon steel KCC-WF 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 Values are for the insert only . The capacity of the threaded rod must be also be determined from Table 27 . The design strength of concrete must be in accordance with CSA A23.3 ( R2014 ) and Tables 18 to 19 as necessary . Compare the values ( threaded rod , inserts , and concrete ). The lesser of the values is to be used for the design .

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