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

Table 8 — Design information , Hilti HDI-P TZ , in accordance with CSA A23.3 ¹

Setting information Symbol Unit

Nominal anchor size / internal thread dia . ( in )

Ref

3 / 8 CSA A23.3

Anchor O . D . d _a in . ( mm )

Effective embedment h _ef in . ( mm )

0.561 ( 14.25 )

Steel embed . material resistance factor for reinforcement φ _s - 0.85 8.4.3

Resistance modification factor for tension , steel failure modes ² ^, ³ R _s _, _N - 0.70 D . 5.3 b )

Min . specified yield strength f _ya psi ( N / mm ² )

Min . specified ultimate strength f _uta psi ( N / mm ² )

Effective-cross sectional steel area in tension A _se _, _N in ²

( mm ² )

Factored steel resistance in tension ⁴ N _sa lb ( kN )

Concrete material resistance factor φ _c - 0.65 8.4.2

3 / 4 ( 19 )

70,400 ( 484 )

88,000 ( 605 )

0.071 ( 45.8 )

6,250 ( 27.8 )

D . 6.1.2 Eq . D . 2

Anchor category - - 1 D . 5.3 c ) Resistance modification factor for tension , concrete failure ³ R _c _, _N - 0.60

Coeff . for factored conc . breakout resistance , uncracked concrete

Coeff . for factored conc . breakout resistance , cracked concrete k _c _, _uncr

k _c _, _cr in-lb ( SI )

in-lb ( SI )

24 ( 10.0 )

17 ( 7.1 )

D . 6.2.2

Modification factor for anchor resistance , tension , uncracked conc . ⁵ ψ _c _, _N - 1.0 D . 6.2.6

Critical edge distance c _ac in . ( mm )

Factored pullout resistance in 20 MPa uncracked concrete ⁶ N _pr _, _uncr lb ( kN )

Factored pullout resistance in 20 MPa cracked concrete ⁶ N _pr _, _cr lb ( kN )

Factored pullout resistance in 20 MPa cracked concrete , seismic ⁶ N _pr _, _eq lb ( kN )

6 ( 152 )

N / A D . 6.3.2

495 ( 2.2 )

490 ( 2.2 )

D . 6.3.2

Resistance modification factor for shear , steel failure modes ² ^, ³ R _s _, _V - 0.65 D . 5.3 b )

Factored steel resistance in shear ⁷ V _sa lb ( kN )

Factored steel resistance in shear , seismic ⁷ V _sa _, _eq lb ( kN )

975 ( 4.3 )

Resistance modification factor for shear , concrete failure modes ³ R _c _, _V - 0.70

Coefficient for pryout resistance k _cp - 1.0 D . 7.3

1 Design information is taken from ICC-ES ESR-4236 , dated July 2018 , table 2 , and converted for use with CSA A23.3 Annex D . 2 The HDI-P TZ is considered a brittle steel element as defined by CSA A23.3 Annex D Section D . 2 . 3 All values of R are applicable with the load combinations of CSA A23.3 Chapter 8 . For concrete failure modes , no increase for Condition A is permitted . 4 N _sar = N _sa φ _s R _s _, _N where N _sa tabular value above is precalculated from A _se _, _N f _uta . 5 For all design cases , ψ _c _, _N = 1.0 . The appropriate effectiveness factor for cracked concrete ( k _c _, _cr ) or uncracked concrete ( k _c _, _uncr ) must be used . 6 For all design cases , ψ _c _, _P = 1.0 . Tabular value for pullout resistance is for a concrete compressive strength of 20 MPa ( 2,900 psi ). Pullout resistance for concrete compressive strength greater than 20 MPa ( 2,900 psi ) may be increased by multiplying the tabular pullout resistance by ( f ' _c / 20 ) ⁰ ^. ³⁵ for MPa or ( f ' _c / 2,900 ) ⁰ ^. ³⁵ for psi . NA ( not applicable ) denotes that pullout strength does not need to be considered for design .

7 Shear and seismic shear tests are all performed in cracked concrete member per ICC-ES AC193 section 9.4 and 9.6 respectively . Value of V _sa _(, _eq ₎ < 0.6 A _se _, _V f _uta for all cases . Multiply V _sa tabular value above by φ _s R _s _, _V to get V _sar and V _sar _, _eq .

D7.1.2

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