Table 58 — Hilti HIT-RE 500 V3 adhesive design information with CA rebar in core drilled holes roughened with the TE-YRT Roughening Tool in accordance with CSA A23.3 Annex D 1
Design parameter Symbol Units
Rebar size
Ref 15M 20M A23.3-14
Anchor O . D . d a – 16.0 19.5
Effective minimum embedment 2 h ef – 80 90
Effective maximum embedment 2 h ef – 320 390
Min . concrete thickness 2 h min – 2h ef
Critical edge distance c ac – h ef
+ 2d 0
Minimum edge distance 3 c min – 80 98
Minimum anchor spacing s min – 80 98
Coeff . for factored conc . breakout resistance , uncracked concrete 4 k c , uncr – 10 D . 6.2.2
Coeff . for factored conc . breakout resistance , cracked concrete 4 k c , cr
– 7 D . 6.2.2 Concrete material resistance factor фc – 0.65 8.4.2
Resistance modification factor for tension and shear , concrete failure modes , Condition B 5 R conc
– 1.00 D . 5.3 ( c )
Temp . range A 6
Temp . range B 6
Dry concrete and water saturated concrete psi 970 985
Characteristic bond stress in cracked concrete 6 , 7 τ cr
( MPa ) ( 6.7 ) ( 6.8 ) psi 1,720 1,690
Characteristic bond stress in uncracked concrete 6 , 7 τ uncr
( MPa ) ( 11.9 ) ( 11.7 ) psi 670 680
Characteristic bond stress in cracked concrete 6 , 7 τ cr
( MPa ) ( 4.6 ) ( 4.7 ) psi 1,190 1,170
Characteristic bond stress in uncracked concrete 6 , 7 τ uncr
( MPa ) ( 8.2 ) ( 8.1 ) Anchor category , dry concrete - - 1 1 Resistance modification factor R dry
- 1.00 1.00
Reduction for Seismic Tension α N , seis
- 0.90 0.90
1 Design information in this table is taken from ICC-ES ELC-3814 , dated April 2018 , table 23 and 25A , and converted for use with CSA A23.3 Annex D . 2 See figure 2 of section 3.2.4.3.4 . 3 Minimum edge distance may be reduced to 45mm provided rebar remains untorqued . See ESR-3814 section 4.1.9 . 4 For all design cases , ψc , N = 1.0 . The appropriate coefficient for breakout resistance for cracked concrete ( kc , cr ) or uncracked concrete ( kc , uncr ) must be used .
5 For use with the load combinations of CSA A23.3 chapter 8 . Condition B applies where supplementary reinforcement in conformance with CSA A23.3 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 .
6 Temperature range A : Max . short term temperature = 130 ° F ( 55 ° C ), max . long term temperature = 110 ° F ( 43 ° C ). Temperature range B : Max . short term temperature = 176 ° F ( 80 ° C ), max . long term temperature = 110 ° F ( 43 ° C ). Short term elevated concrete temperatures are those that occur over brief intervals , e . g ., as a result of diurnal cycling . Long term concrete temperatures are roughly constant over significant periods of time .
7 Bond stress values correspond to concrete compressive strength in the range 2,500 psi ≤ f ′ c ≤ 8,000 psi . 8 For structures assigned to Seismic Design Categories C , D , E , or F , bond stress values must be multiplied by α N , seis
.
D . 6.5.2
D . 6.5.2
D . 6.5.2
D . 6.5.2
D . 5.3 ( c )
144
Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.2.3 HIT-RE 500 V3 EPOXY ADHESIVE ANCHORING SYSTEM Hilti , Inc . 1-800-879-8000 | en español 1-800-879-5000 | www . hilti . com | Hilti ( Canada ) Corporation | www . hilti . ca | 1-800-363-4458