Anchor Fastening Technical Guide , Edition 22
DESIGN OF HILTI HVU2 ADHESIVE CAPSULES WITH HIS-N AND HIS-RN INSERTS PER ACI 318 CHAPTER 17
Hilti HVU2 adhesive capsule testing for ICC-ES ESR-4372 did not include the Hilti HIS-N and HIS-RN inserts . Additional testing was performed with the HIS-N and HIS-RN inserts and the results evaluated per ACI 355.4 and ICC-ES AC308 and published in the following tables . The tables include the design parameters per ACI 318 Ch . 17 and the parameters are calculated using ACI 318 Ch . 17 to develop the Hilti Simplified Design Tables . For a detailed explanation of the Hilti Simplified Design Tables , refer to section 3.1.8 .
Table 12 — HVU2 adhesive capsule design information with Hilti HIS-N and HIS-RN internally threaded inserts per ACI 318 Chapter 17 1
Setting information Symbol Units
Hammer drilling with carbide tipped drill bit , or Hilti TE-CD or TE-YD Hollow Drill Bit
Nominal bolt / cap screw diameter ( in ) 3 / 8 1 / 2 5 / 8 3 / 4
HIS insert outside diameter |
d a
|
in .
( mm )
|
0.65
( 16.5 )
|
0.81
( 20.5 )
|
1.00
( 25.4 )
|
1.09
( 27.6 )
|
Effective embedment 2
|
h ef
|
in .
( mm )
|
4-1 / 4
( 110 )
|
5
( 125 )
|
6-3 / 4
( 170 )
|
8-1 / 8
( 205 )
|
Minimum concrete thickness 2
|
h min
|
in .
( mm )
|
5-7 / 8
( 150 )
|
6-3 / 4
( 170 )
|
9
( 230 )
|
10-5 / 8
( 270 )
|
Critical edge distance c ac - See footnote 8 below
Minimum edge distance |
c min
|
in .
( mm )
|
3-1 / 4
( 83 )
|
4
( 102 )
|
5
( 127 )
|
5-1 / 2
( 140 )
|
Minimum anchor spacing |
s min
|
in .
( mm )
|
3-1 / 4
( 83 )
|
4
( 102 )
|
5
( 127 )
|
5-1 / 2
( 140 )
|
Effectiveness factor for uncracked concrete 3
|
k c , uncr
|
in-lb
( SI )
|
24
( 10.0 )
|
Effectiveness factor for cracked concrete 3
|
k c , cr
|
in-lb
( SI )
|
17
( 7.1 )
|
Strength reduction factor for concrete failure in tension 4 Ф c , N - 0.65
3.2.6
Strength reduction factor for concrete failure in shear 4 Ф c , V - 0.70
Temp . range A 5
Temp . range B 5
Temp . range C 5
Characteristic bond stress in cracked concrete 6 , 7
|
τ cr
|
psi
( MPa )
|
725
( 4.99 )
|
725
( 4.99 )
|
725
( 4.99 )
|
725
( 4.99 )
|
Characteristic bond stress in uncracked concrete 6 , 7
|
τ uncr
|
psi
( MPa )
|
1,490
( 10.26 )
|
1,490
( 10.26 )
|
1,490
( 10.26 )
|
1,490
( 10.26 )
|
Characteristic bond stress in cracked concrete 6 , 7
|
τ cr
|
psi
( MPa )
|
670
( 4.63 )
|
670
( 4.63 )
|
670
( 4.63 )
|
670
( 4.63 )
|
Characteristic bond stress in uncracked concrete 6 , 7
|
τ uncr
|
psi
( MPa )
|
1,380
( 9.53 )
|
1,380
( 9.53 )
|
1,380
( 9.53 )
|
1,380
( 9.53 )
|
Characteristic bond stress in cracked concrete 6 , 7
|
τ cr
|
psi
( MPa )
|
420
( 2.90 )
|
420
( 2.90 )
|
420
( 2.90 )
|
420
( 2.90 )
|
Characteristic bond stress in uncracked concrete 6 , 7
|
τ uncr
|
psi
( MPa )
|
865
( 5.97 )
|
865
( 5.97 )
|
865
( 5.97 )
|
865
( 5.97 )
|
Reduction for seismic tension α N , seis - 1.0
Permissible installation conditions
Strength reduction factor for bond failure , dry concrete
Strength reduction factor for bond failure , watersaturated concrete
Anchor category
- 1 Ф d - 0.65
Anchor category
- 1 Ф ws - 0.65
1 Design information in this table is based on testing in accordance with ACI 355.4 . 2 See Figure 4 . 3 For all design cases , Ψ c , N
= 1.0 . The appropriate coefficient for breakout resistance for cracked concrete ( k c , cr ) or uncracked concrete ( k c , uncr
) must be used .
4 Values provided for post-installed anchors under Condition B without supplementary reinforcement as defined in ACI 318 17.3.3 . For cases where the presence of supplementary reinforcement can be verified , the reduction factors associated with Condition A may be used .
5 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 ). Temperature range C : Max . short term temperature = 248 ° F ( 120 ° C ), max . long term temperature = 162 ° F ( 72 ° 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 .
6 Bond strength values corresponding to concrete compressive strength f ́c = 2,500 psi ( 17.2 MPa ). For concrete compressive strength , f ́c , between 2,500 psi ( 17.2 MPa ) and 8,000 psi ( 55.2 MPa ), the tabulated characteristic bond strength may be increased by a factor of ( f ́c / 2,500 ) n [ for SI : ( f ́c / 17.2 ) n ], where n is as follows : n = 0 for uncracked concrete , all drilling methods n = 0.26 for cracked concrete , carbide bit or Hilti hollow drill bit
7 Characteristic bond strengths are for horizontal and vertical downward direction only . For overhead ( vertical up ) installation , bond strengths must be multiplied by 0.70 .
8 need not be greater than 2.4 , and
τ k , uncr need not be greater than ( use imperial units in all equations )
Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.2.6 HVU2 CAPSULE 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
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