Hilti HIT-HY 100 Manual

HIT-HY 100
Adhesive Anchor
Technical Supplement
Setting the standard for
performance and reliability.
Hilti. Outperform. Outlast.

Hilti.
Outperform.
Outlast.
2
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
The new Hilti HIT-HY 100 Adhesive Anchoring
System is the latest addition to the fast cure
adhesive anchor portfolio and designed
for solid performance in a wide range of
applications. Designed to utilize the existing
Hilti dispenser platform and ICC-ES approved
for uncracked concrete, this anchor is the
perfect complement to the portfolio for day to
day jobsite needs.
Setting the standard
for performance and
reliability.
HIT-HY 100 Adhesive
Anchoring System
Hilti Adhesive Anchors — every job, every application.
HY 200 SAFEset HY 200 HY 100 HY 10+
Performance
◼ICC approved for uncracked concrete
◼Complete anchor system available, including HIT-V, HAS-E and HIS rods
◼Easy and accurate dispensing with battery dispenser
Reliability
◼Reliable fastenings using the traditional cleaning method (2x2x2)
◼Tested with wide range of rod diameters and embedments

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HIT-HY 100 Hybrid
Adhesive Features and Applications
◼Anchoring light structural steel connections
(e.g. steel columns, beams)
◼Anchoring secondary steel elements
◼Rebar doweling and connecting secondary
post-installed rebar
◼Substituting misplaced or missing rebar
◼ICC approved for un-cracked concrete
◼Tested with a wide range of rod diameters
and embedments
◼Complete anchor system available,
including HIT-V rods, HAS-E rods and HIS
inserts
◼Easy and accurate dispensing with battery
dispenser
Technical Data HIT-HY 100
Product Hybrid Urethane
Methacrylate
Base material
temperature*
14° F to 104° F
(-10° C to 40° C)
Diameter range 3/8" to 1-1/4"
Listings/Approvals
• ICC-ES (International Code Council) –
ESR-3574 for un-cracked concrete
• COLA (City of Los Angeles) (pending)
Package volume
• Volume of HIT-HY 100 11.1  oz/330 ml foil pack
is 20.1 in3
• Volume of HIT-HY 100 16.9  oz/500 ml foil pack
is 30.5 in3
Working/Full Cure Time Table (Approximate)
Base Material Temperature
° F ° C twork tcure
14 ... 22 -10 ... -5 3 h 12 hrs
23 ... 31 -4 ... 0 40 min 4 hrs
32 ... 40 1 ... 5 20 min 2 hrs
41 ... 50 6 ... 10 8 min 60 min
51 ... 68 11 ... 20 5 min 30 min
69 ... 86 21 ... 30 3 min 30 min
87 ... 104 31 ... 40 2 min 30 min
Order Information
Description Qty of foil packs Item No.
HIT-HY 100 (11.1oz/330ml) 102078494
HIT-HY 100 Master Carton (11.1oz/330ml) 25 03510989
HIT-HY 100 Master Carton (11.1oz/330ml) + HDM 500 25 03510991
HIT-HY 100 Master Carton (16.9oz/500ml) 20 02078495
(2) HIT-HY 100 Master Cartons (16.9oz/500ml) + HDM 500 40 03511063
(2) HIT-HY 100 Master Cartons (16.9oz/500ml) + HDE 500 Kit 40 03511064
Accessories
Description Item No.
HDM 500 Manual Dispenser 03498241
HDE 500 Compact Cordless Dispenser 03496606
HDE 500 Industrial Cordless Dispenser 03496605

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Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
1.0 Product Description
2.0 Technical Data
Listings/Approvals
ICC-ES (International Code Council)
ESR-3574
NSF/ANSI Standard 61
Certification for use of HIT-HY 100 in
potable water
Independent Code
Evaluation
IBC®/IRC® 2009 (ICC-ES AC308)
IBC®/IRC® 2006 (ICC-ES AC308)
IBC®/IRC®2003 (ICC-ES AC308)
LEED®: Credit 4.1-Low Emitting Materials
The Leadership in Energy and
Environmental Design (LEED) Green
Building Rating system™ is the nationally
accepted benchmark for the design,
construction, and operation of high
performance green buildings.
1.0 Product
Description
The Hilti HIT-HY 100 Adhesive Anchoring
System is used to resist static, wind or
earthquake (Seismic Design Categories
A and B only) tension and shear loads
in normal-weight concrete having a
compressive strength, f´c, of 2,500 psi
to 8,500 psi (17.2 MPa to 58.6 MPa).
It is suitable to be used in uncracked
concrete as defined per
ICC-ES, ACI, and CSA.
Hilti HIT-HY 100 Adhesive is an
injectable two-component hybrid
adhesive. The two components are
separated by means of a dual-cylinder
foil pack attached to a manifold. The two
components combine and react when
dispensed through a static mixing
nozzle attached to the manifold.
Elements that are suitable for use with
this system are as follows: threaded
steel rods, Hilti HIS-(R)N steel internally
threaded inserts, and steel reinforcing
bars.
Hilti HIT-HY 100 Adhesive Technical Data Table of Contents
Element Type Rebar Hilti HAS
Threaded Rod
Hilti HIS-N and HIS-RN Internally
Threaded Insert
United States Canada
Pages 9 – 15 16 – 19 20 – 26 27 – 29
Tables 1 – 10 11 – 17 18 – 27 28 – 30
Information on Working Time and Cure Time on page 30
Information on Resistance of Cured Hilti HIT-HY 100 to Chemicals on page 30

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Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
2.0 Technical Data
2.1 Testing and Product
Evaluation
Hilti HIT-HY 100 has been tested in accordance with ICC
Evaluation Services (ICC-ES) Acceptance Criteria for Post-
Installed Adhesive Anchors in Concrete Elements (AC308).
Hilti has had Hilti HIT-HY 100 evaluated according to AC308
and has received ESR-3574 from ICC-ES.
2.2 Adhesive Anchor Design
Codes
2.2.1 United States
For post-installed and cast-in anchor systems, design
calculations are performed according to ACI 318 Appendix D.
This has been a requirement of the International Building Code
(IBC) since 2003. ACI 318-11 Appendix D introduced for the
first time specific equations for the design of adhesive anchor
systems using threaded rod or rebar. Prior to this only post-
installed expansion and undercut anchors and cast-in headed
studs were recognized.
Prior to the publication of ACI 318-11, designers of post-
installed adhesive anchor systems used ACI 318-08 Appendix
D and Section 3.3 of AC308 which provides amendments
to Appendix D. These amendments provide the relevant
equations to design a post-installed adhesive anchor.
At the time of this publication, ESR-3574 for Hilti HIT-HY 100
includes the design provisions for ACI 318-08 and AC308
Section 3.3.
2.2.2 Canada
CSA A23.3-04 Annex D provides the required limit states
design equations for post-installed mechanical anchors, and
for cast-in headed studs. At the time of this publication, Annex
D, which is a non-mandatory part of the Canadian code, does
not address adhesive anchor design or test criteria.
Since Annex D does not provide guidance for the design of
adhesive anchor systems, it is the position of Hilti that the
design provisions of ACI 318-11 Appendix D can be used for
the design of Hilti HIT-HY 100 in Canada. The foundations
of a proper adhesive anchor design are now well established
through ACI 318-11 and a proper chemical anchor design in
the United States would be also relevant in Canada. It will be
shown in later sections how to relate the results from technical
data in this supplement to the Canadian design standard.
2.3 Design of Hilti HIT-HY 100
Adhesive Anchor System
2.3.1 Using technical data in
ESR-3574
Technical data for the system components of Hilti HIT-HY 100
can be found in ICC-ES ESR-3574. This includes:
• Hilti HIT-HY 100 adhesive.
• Standard threaded rods and rebar.
• Hilti HIS-(R)N internally threaded inserts.
A designer can use the data in ESR-3574 to calculate the
capacity of the Hilti HIT-HY 100 system in the following manner:
• For standard threaded rods, rebar and the Hilti HIS-(R)N
internally threaded inserts, a design using either ACI 318-11
Appendix D or ACI 318-08 Appendix D and AC308 Section
3.3 amendments to ACI 318 would be appropriate.
The tables from ESR-3574 are not included in this supplement,
but can be found by downloading ESR-3574 from
www.us.hilti.com or on the ICC-ES website at www.icc-es.org,
or by contacting your local Hilti representative.
2.3.2 Using the New Hilti
Simplified Design Tables
In lieu of providing a copy of ESR-3574 design tables in this
supplement, Hilti is providing a new, simple approach for
designing an anchor according to the current codes described
in Section 2.2. Refer to Section 2.4 for a description of these
new innovative tables.
2.4 Hilti Simplified Design Tables
The Hilti Simplified Design Tables is not a new “method” of
designing an anchor that is different than the provisions of ACI
318 Appendix D or CSA A23.3 Annex D. Rather, it is a series
of pre-calculated tables and reduction factors meant to help
the designer create a quick calculation of the capacity of the
Hilti anchor system, and still be compliant with the codes and
criteria of ACI and CSA.
The Hilti Simplified Design Tables are formatted similar to the
Allowable Stress Design (ASD) tables and reduction factors
which was a standard of practice for design of post-installed
anchors.
The Hilti Simplified Design Tables combine the simplicity of
performing a calculation according to the ASD method with the
code-required testing, evaluation criteria and technical data in
ACI Appendix D and CSA Annex D.

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2.4.1 Simplified Tables Data
Development
The Simplified Tables have two table types. The single anchor
capacity table and the reduction factor table.
Single anchor capacity tables show the design strength (for
ACI) or factored resistance (for CSA) in tension and shear for a
single anchor. This is the capacity of a single anchor with no
edge distance or concrete thickness influences and is based
on the assumptions outlined in the footnotes below each table.
Reduction factor tables are created by comparing the single
anchor capacity to the capacity that includes the influence of a
specific edge distance, spacing, or concrete thickness, using
the equations of ACI 318-11 Appendix D.
The single anchor tension capacity is based on the lesser of
concrete breakout strength or bond strength:
ACI: ФNn = min | ФNcb ;ФNa |
CSA/ACI: Nr= min | Ncbr ;Na |
ФNn= Nr
The shear value is based on the pryout strength.
ACI: ФVn = ФVcp
CSA/ACI: Vr= Vcpr
ФVn= Vr
Concrete breakout is calculated according to ACI 318
Appendix D and CSA A23.3 Annex D using the variables from
ESR-3574. These values are equivalent.
Bond strength is not recognized in CSA, so this is determined
from ACI 318-11 Appendix D for both the US and Canada.
2.4.2 Steel Strength for All
Elements
The steel strength is provided on a separate table and is based
on calculations from ACI 318 Appendix D and CSA A23.3
Annex D. ACI and CSA have different reduction factors for steel
strength, thus the values for both ACI and CSA are published.
2.4.3 How to Calculate Anchor
Capacity Using Simplified
Tables
The process for calculating the capacity of a single anchor
or anchor group is similar to the ASD calculation process
currently outlined in the 2011 North American Product
Technical Guide Volume 2: Anchor Fastening Technical Guide
on page 19.
The design strength (factored resistance) of an anchor is
obtained as follows:
Tension:
ACI: Ndes = n • min | ФNn • fAN • fRN ; ФNsa |
CSA: Ndes = n • min | Nr • fAN • fRN ; Nsr |
Shear:
ACI: Vdes = n • min | ФVn • fAV • fRV • fHV ; ФVsa |
CSA: Vdes = n • min | Vr • fAV • fRV • fHV ; Vsr |
where:
n= number of anchors
Ndes = design resistance in tension
ФNn= design strength in tension considering
concrete breakout, pullout, or bond failure
(ACI)
ФNsa = design strength in tension considering steel
failure (ACI)
Nr= factored resistance in tension considering
concrete breakout, pullout, or bond failure
(CSA)
Nsr = factored resistance in tension considering
steel failure (CSA)
Vdes = design resistance in shear
ФVn= design strength in shear considering
concrete failure (ACI)
ФVsa = design strength in shear considering steel
failure (ACI)
Vr= factored resistance in shear considering
concrete failure (CSA)
Vsr = factored resistance in shear considering steel
failure (CSA)
fAN = adjustment factor for spacing in tension
fRN = adjustment factor for edge distance in tension
fAV = adjustment factor for spacing in shear
fRV = adjustment factor for edge distance in shear
fHV = adjustment factor for concrete thickness in
shear (this is a new factor that ASD did not
use previously)
Adjustment factors are applied for all applicable near edge and
spacing conditions.
For example, the capacity in tension corresponding to the
anchor group based on worst case anchor “a” in the figure
below is evaluated as follows:
ACI: Ndes = 4 • ФNn • fA,x • fA,y • fR,x • fR,y
CSA: Ndes = 4 • Nr • fA,x • fA,y • fR,x • fR,y

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Note: designs are for orthogonal anchor bolt patterns and no
reduction factor for the diagonally located adjacent anchor is
required.
Where anchors are loaded simultaneously in tension and shear,
interaction must be considered. The interaction equation is as
follows:
Nua Vua
ACI:
____ + ____ ≤ 1.2
Ndes Vdes
NfVf
CSA:
____ + ____ ≤ 1.2
Ndes Vdes
where:
Nua = Required strength in tension based on
factored load combinations of ACI 318
Chapter 9.
Vua = Required strength in shear based on factored
load combinations of ACI 318 Chapter 9.
Nf= Required strength in tension based on
factored load combinations of CSA A23.3
Chapter 8.
Vf= Required strength in shear based on factored
load combinations of CSA A23.3 Chapter 8.
The full tension strength can be permitted if:
Vua
ACI:
_____ ≤ 0.2
Vdes
Vf
CSA:
____ ≤ 0.2
Vdes
The full shear strength can be permitted if:
Nua
ACI:
____ ≤ 0.2
Ndes
Nf
CSA:
____ ≤ 0.2
Ndes
2.4.4 Allowable Stress Design
(ASD)
The values of Ndes and Vdes developed from Section 2.4.3
are design strengths (factored resistances) and are to be
compared to the required strength in tension and shear from
factored load combinations of ACI 318 Chapter 9 or CSA A23.3
Chapter 8.
The design strength (factored resistance) can be converted to
an ASD value as follows:
Ndes
Ndes,ASD = _____
αASD
Vdes
Vdes,ASD = _____
αASD
where:
α
ASD = Conversion factor calculated as a weighted
average of the load factors for the controlling
load combination.
An example for the calculation of αASD is as follows:
Controlling strength design load combination is 1.2D
+ 1.6L, % contribution is 30% D, 70% L
α
ASD = 1.2 x 0.30 + 1.6 x 0.70 = 1.48
2.4.5 Sustained Loads and
Overhead Use
Sustained loading is calculated by multiplying the value of ФNn
or Nrby 0.55 and comparing the value to the tension dead
load contribution (and any sustained live loads or other loads)
of the factored load. Edge, spacing, and concrete thickness
influences do not need to be accounted for when evaluating
sustained loads.
Consideration of sustained loads is based on ACI 318-11
Appendix D. Since sustained loading is not addressed in CSA
A23.3 Annex D, it is reasonable to use this approach for CSA
based designs.
2.4.6 Accuracy of the Simplified
Tables
Calculations using the Simplified Tables have the potential of
providing a design strength (factored resistance) that is exactly
what would be calculated using equations from ACI 318
Appendix D or CSA A23.3 Annex D.
The tables for the single anchor design strength (factored
resistance) for concrete / bond / pullout failure or steel
failure have the same values that will be computed using the
provisions of ACI and CSA.
The load adjustment factors for edge distance influences are

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based on a single anchor near an edge. The load adjustment
factors for spacing are determined from the influence of two
adjacent anchors. Each reduction factor is calculated for the
minimum value of either concrete or bond failure. When more
than one edge distance and/or spacing condition exists, the
load adjustment factors are multiplied together. This will result
in a conservative design when compared to a full calculation
based on ACI or CSA. Additionally, if the failure mode in the
single anchor tables is controlled by concrete failure, and the
reduction factor is controlled by bond failure, this will also give
a conservative value (and vice versa).
The following is a general summary of the accuracy of the
simplified tables:
• Single anchor tables have values equivalent to a
calculation according to ACI or CSA.
• Since the table values, including load adjustment factors,
are calculated using equations that are not linear, linear
interpolation is not permitted. Use the smaller of the two
table values listed. This provides a conservative value
if the application falls between concrete compressive
strengths, embedment depths, or spacing, edge
distance, and concrete thickness.
• For one anchor near one edge, applying the edge
distance factor typically provides accurate values
provided the failure mode of the table values is the
same. If the failure mode is not the same, the values are
conservative.
• For two to four anchors in tension with no edge
reductions, applying the spacing factors provides a value
that is equivalent to the ACI and CSA calculated values,
provided the controlling failure modes of the table values
are the same. If the failure mode is not the same, the
values are conservative.
• The spacing factor in shear is conservative when
compared to two anchors with no edge distance
considerations. This factor is based on spacing near
an edge and can be conservative for installations away
from the edge of the concrete member. Note: for less
conservative results, it is possible to use the spacing
factor in tension for this application if there is no edge
distance to consider.
• The concrete thickness factor in shear is conservative
when compared to an anchor with no edge influences.
This factor is based on applications near an edge. In the
middle of a concrete member this is conservative. Note:
for less conservative results, this factor can be ignored if
the application is not near an edge.
• The load adjustment factors are determined by
calculations according to ACI 318-11 Appendix D. This is
more conservative than ACI 318-08 Appendix D because
the ψg,Na factor, which is always greater than or equal to
1.0, does not need to be calculated.
IMPORTANT NOTE:
For applications such as a four bolt or six bolt anchor pattern
in a corner in a thin slab, the calculation can be up to 80%
conservative when compared to a calculation according to ACI
or CSA. It is always suggested to perform a calculation by hand
using the provisions of ACI and CSA to optimize the design.
This is especially true when the Simplified Table calculation
does not provide a value that satisfies the design requirements.
The fact that a Simplified Table calculation does not exceed a
design load does not mean the HIT-HY 100 Adhesive system
will not fulfill the design requirements. Additional assistance
can be given by your local Hilti representative.
2.4.7 Limitations Using
Simplified Tables
There are additional limitations that the Simplified Tables do
not consider:
• Load Combinations: Table values are meant to be used
with the load combinations of ACI 318 Section 9.2 and
CSA A23.3 Chapter 8.
• Supplementary Reinforcement: Table values, including
reduction factors, are based on Condition B which does
not consider the effects of supplementary reinforcement,
nor is there an influence factor that can be applied to
account for supplementary reinforcement.
• Eccentric loading: Currently, there is not a method for
applying a factor to the tables to account for eccentric
loading.
• Moments or Torsion: While a designer can apply a
moment or torsion to the anchor system and obtain a
specific load per anchor, the tables themselves do not
have specific factors to account for moments or torsion
applied to the anchor system.
• Standoff: Standoff is not considered in the steel design
tables.
• Anchor layout: The Simplified Tables assume an
orthogonal layout.
There may be additional applications not noted above. Contact
Hilti with any questions for specific applications.

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2.4.8 Hilti HIT-HY 100 Adhesive
with Deformed Reinforcing
Bars (Rebar)
Rebar Installation Conditions
Permissible
Concrete
Conditions
Uncracked
Concrete
Dry
Concrete
Permissible
Drilling
Method
Hammer Drilling with Carbide
Tipped Drill Bit
Water Saturated
Concrete
US Rebar Installation Specifications
Rebar
Size
Drill
Bit
Dia.
Standard
Embed.
Depth
Embed.
Depth
Range
Minimum
Base
Material
Thickness
ød
in
hef std
in (mm)
hef
in (mm)
hmin
in (mm)
#3 1/2 3-3/8 2-3/8 – 7-1/2
hef + 1-1/4
(hef + 30)
(86) (60 – 191)
#4 5/8 4-1/2 2-3/4 – 10
(114) (70 – 254)
#5 3/4 5-5/8 3-1/8 – 12-1/2
hef + 2d0
(143) (79 – 318)
#6 7/8 6-3/4 3-1/2 – 15
(171) (89 – 381)
#7 1 7-7/8 3-1/2 – 17-1/2
(200) (89 – 445)
#8 1-1/8 9 4 – 20
(229) (102 – 508)
#9 1-3/8 10-1/8 4-1/2 – 22-1/2
(257) (114 – 572)
#10 1-1/2 11-1/4 5 – 25
(286) (127 – 635)
Canadian Rebar Installation Specifications
Rebar
Size
Drill
Bit
Dia.
Standard
Embed.
Depth
Embed.
Depth
Range
Minimum
Base
Material
Thickness
ød
in
hef std
mm
hef
mm
hmin
mm
10 M 9/16 115 70 – 226 hef + 30
15 M 3/4 145 80 – 320
hef + 2d0
20 M 1 200 90 – 390
25 M 1-1/4 230 101 – 504
30 M 1-1/2 260 120 – 598

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Table 1 — Hilti HIT-HY 100 Adhesive Design Strength (Factored Resistance) with Concrete / Bond Failure for US Rebar
in Uncracked Concrete 1,2,3,4,5,6,7,8
Nominal
Rebar Size
Effective
Embedment
Depth
in. (mm)
Tension — ϕNnor NrShear — ϕVnor Vr
f´c= 2500 psi
(17.2 Mpa)
lb (kN)
f´c= 3000 psi
(20.7 Mpa)
lb (kN)
f´c= 4000 psi
(27.6 Mpa)
lb (kN)
f´c = 6000 psi
(41.4 Mpa)
lb (kN)
f´c= 2500 psi
(17.2 Mpa)
lb (kN)
f´c= 3000 psi
(20.7 Mpa)
lb (kN)
f´c= 4000 psi
(27.6 Mpa)
lb (kN)
f´c = 6000 psi
(41.4 Mpa)
lb (kN)
#3
3-3/8 3,155 3,155 3,155 3,340 6,790 6,790 6,790 7,200
(86) (14.0) (14.0) (14.0) (14.9) (30.2) (30.2) (30.2) (32.0)
4-1/2 4,205 4,205 4,205 4,455 9,055 9,055 9,055 9,600
(114) (18.7) (18.7) (18.7) (19.8) (40.3) (40.3) (40.3) (42.7)
7-1/2 7,005 7,005 7,005 7,425 15,090 15,090 15,090 15,995
(191) (31.2) (31.2) (31.2) (33.0) (67.1) (67.1) (67.1) (71.1)
#4
4-1/2 5,605 5,605 5,605 5,940 12,075 12,075 12,075 12,800
(114) (24.9) (24.9) (24.9) (26.4) (53.7) (53.7) (53.7) (56.9)
67,475 7,475 7,475 7,920 16,100 16,100 16,100 17,065
(152) (33.3) (33.3) (33.3) (35.2) (71.6) (71.6) (71.6) (75.9)
10 12,455 12,455 12,455 13,205 26,830 26,830 26,830 28,440
(254) (55.4) (55.4) (55.4) (58.7) (119.3) (119.3) (119.3) (126.5)
#5
5-5/8 8,760 8,760 8,760 9,285 18,865 18,865 18,865 19,995
(143) (39.0) (39.0) (39.0) (41.3) (83.9) (83.9) (83.9) (88.9)
7-1/2 11,680 11,680 11,680 12,380 25,150 25,150 25,150 26,660
(191) (52.0) (52.0) (52.0) (55.1) (111.9) (111.9) (111.9) (118.6)
12-1/2 19,465 19,465 19,465 20,630 41,920 41,920 41,920 44,435
(318) (86.6) (86.6) (86.6) (91.8) (186.5) (186.5) (186.5) (197.7)
#6
6-3/4 12,610 12,610 12,610 13,370 27,165 27,165 27,165 28,795
(171) (56.1) (56.1) (56.1) (59.5) (120.8) (120.8) (120.8) (128.1)
9 16,815 16,815 16,815 17,825 36,220 36,220 36,220 38,395
(229) (74.8) (74.8) (74.8) (79.3) (161.1) (161.1) (161.1) (170.8)
15 28,025 28,025 28,025 29,710 60,365 60,365 60,365 63,990
(381) (124.7) (124.7) (124.7) (132.2) (268.5) (268.5) (268.5) (284.6)
#7
7-7/8 17,165 17,165 17,165 18,195 36,975 36,975 36,975 39,190
(200) (76.4) (76.4) (76.4) (80.9) (164.5) (164.5) (164.5) (174.3)
10-1/2 22,890 22,890 22,890 24,260 49,300 49,300 49,300 52,255
(267) (101.8) (101.8) (101.8) (107.9) (219.3) (219.3) (219.3) (232.4)
17-1/2 38,150 38,150 38,150 40,435 82,165 82,165 82,165 87,095
(445) (169.7) (169.7) (169.7) (179.9) (365.5) (365.5) (365.5) (387.4)
#8
9 21,060 22,420 22,420 23,765 45,360 48,295 48,295 51,190
(229) (93.7) (99.7) (99.7) (105.7) (201.8) (214.8) (214.8) (227.7)
12 29,895 29,895 29,895 31,690 64,390 64,390 64,390 68,255
(305) (133.0) (133.0) (133.0) (141.0) (286.4) (286.4) (286.4) (303.6)
20 49,825 49,825 49,825 52,815 107,315 107,315 107,315 113,755
(508) (221.6) (221.6) (221.6) (234.9) (477.4) (477.4) (477.4) (506.0)
#9
10-1/8 24,010 24,010 24,010 25,450 54,125 59,290 61,120 64,785
(257) (106.8) (106.8) (106.8) (113.2) (240.8) (263.7) (271.9) (288.2)
13-1/2 32,015 32,015 32,015 33,935 81,495 81,495 81,495 86,385
(343) (142.4) (142.4) (142.4) (150.9) (362.5) (362.5) (362.5) (384.3)
22-1/2 53,360 53,360 53,360 56,560 135,825 135,825 135,825 143,970
(572) (237.4) (237.4) (237.4) (251.6) (604.2) (604.2) (604.2) (640.4)
#10
11-1/4 29,430 29,645 29,645 31,425 63,395 69,445 75,455 79,985
(286) (130.9) (131.9) (131.9) (139.8) (282.0) (308.9) (335.6) (355.8)
15 39,525 39,525 39,525 41,895 97,600 100,610 100,610 106,645
(381) (175.8) (175.8) (175.8) (186.4) (434.1) (447.5) (447.5) (474.4)
25 65,875 65,875 65,875 69,830 167,685 167,685 167,685 177,745
(635) (293.0) (293.0) (293.0) (310.6) (745.9) (745.9) (745.9) (790.6)
1 See Section 2.4 for explanation on development of load values.
2 See Section 2.4.4 to convert design strength (factored resistance) value to ASD value.
3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
4 Apply spacing, edge distance, and concrete thickness factors in tables 3 - 10 as necessary. Compare to the steel values in table 2.
The lesser of the values is to be used for the design.
5 Data is for temperature range A: Max. short term temperature = 104° F (40° C), max. long term temperature = 75° F (24° C).
For temperature range B: Max. short term temperature = 176° F (80° C), max. long term temperature = 122° F (50° C) multiply above value by 0.83.
For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.48.
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 signicant
periods of time.
6 Tabular values are for dry and water-saturated concrete conditions.
7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.5.
8 Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λaas follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa= 0.45.

HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System
11
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
Table 2 — Steel Design Strength (ACI 318 Appendix D Based Design) for US Rebar 3
Nominal
Rebar Size
ASTM A 615 Grade 40 4ASTM A 615 Grade 60 4ASTM A 706 Grade 60 4
Tensile1
ϕNsa
lb (kN)
Shear2
ϕVsa
lb (kN)
Tensile1
ϕNsa
lb (kN)
Shear2
ϕVsa
lb (kN)
Tensile1
ϕNsa
lb (kN)
Shear2
ϕVsa
lb (kN)
#3 4,290 2,375 6,435 3,565 6,600 3,430
(19.1) (10.6) (28.6) (15.9) (29.4) (15.3)
#4 7,800 4,320 11,700 6,480 12,000 6,240
(34.7) (19.2) (52.0) (28.8) (53.4) (27.8)
#5 12,090 6,695 18,135 10,045 18,600 9,670
(53.8) (29.8) (80.7) (44.7) (82.7) (43.0)
#6 17,160 9,505 25,740 14,255 26,400 13,730
(76.3) (42.3) (114.5) (63.4) (117.4) (61.1)
#7 23,400 12,960 35,100 19,440 36,000 18,720
(104.1) (57.6) (156.1) (86.5) (160.1) (83.3)
#8 30,810 17,065 46,215 25,595 47,400 24,650
(137.0) (75.9) (205.6) (113.9) (210.8) (109.6)
#9 39,000 21,600 58,500 32,400 60,000 31,200
(173.5) (96.1) (260.2) (144.1) (266.9) (138.8)
#10 49,530 27,430 74,295 41,150 76,200 39,625
(220.3) (122.0) (330.5) (183.0) (339.0) (176.3)
1 Tensile = ϕ Ase,N futa as noted in ACI 318 Appendix D
2 Shear = ϕ 0.60 Ase,N futa as noted in ACI 318 Appendix D
3 See Section 2.4.4 to convert design strength (factored resistance) value to ASD value.
4 ASTM A706 Grade 60 rebar are considered ductile steel elements. ASTM A 615 Grade 40 and 60 rebar are considered brittle steel elements.
Table 3 — Load Adjustment Factors for #3 US Rebar in Uncracked Concrete 1,2
#3
Uncracked Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
in (mm)
3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2
(86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191)
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
1-3/4 (44) n/a n/a n/a 0.32 0.23 0.13 n/a n/a n/a 0.11 0.08 0.05 0.22 0.16 0.10 n/a n/a n/a
1-7/8 (48) 0.59 0.57 0.54 0.33 0.24 0.14 0.54 0.53 0.52 0.12 0.09 0.05 0.24 0.18 0.11 n/a n/a n/a
2 (51) 0.60 0.57 0.54 0.34 0.25 0.14 0.54 0.54 0.53 0.13 0.10 0.06 0.27 0.20 0.12 n/a n/a n/a
3(76) 0.65 0.61 0.57 0.43 0.31 0.18 0.57 0.55 0.54 0.24 0.18 0.11 0.46 0.37 0.22 n/a n/a n/a
3-5/8 (92) 0.68 0.63 0.58 0.49 0.36 0.21 0.58 0.56 0.55 0.32 0.24 0.15 0.52 0.42 0.29 n/a n/a n/a
4 (102) 0.70 0.65 0.59 0.53 0.38 0.22 0.59 0.57 0.55 0.38 0.28 0.17 0.55 0.45 0.34 n/a n/a n/a
4-5/8 (117) 0.73 0.67 0.60 0.60 0.44 0.25 0.60 0.58 0.56 0.47 0.35 0.21 0.62 0.49 0.36 0.63 n/a n/a
5 (127) 0.75 0.69 0.61 0.65 0.48 0.28 0.61 0.59 0.56 0.52 0.39 0.24 0.65 0.51 0.37 0.66 n/a n/a
5-3/4 (146) 0.78 0.71 0.63 0.75 0.55 0.32 0.62 0.60 0.57 0.65 0.48 0.29 0.75 0.57 0.40 0.71 0.64 n/a
6(152) 0.80 0.72 0.63 0.78 0.57 0.33 0.63 0.61 0.58 0.69 0.52 0.31 0.78 0.59 0.41 0.72 0.66 n/a
7 (178) 0.85 0.76 0.66 0.91 0.67 0.39 0.65 0.63 0.59 0.87 0.65 0.39 0.91 0.67 0.45 0.78 0.71 n/a
8 (203) 0.90 0.80 0.68 1.00 0.76 0.44 0.67 0.64 0.60 1.00 0.80 0.48 1.00 0.76 0.48 0.83 0.76 n/a
8-3/4 (222) 0.93 0.82 0.69 0.83 0.48 0.69 0.66 0.61 0.91 0.55 0.83 0.51 0.87 0.79 0.67
9 (229) 0.94 0.83 0.70 0.86 0.50 0.70 0.66 0.61 0.95 0.57 0.86 0.52 0.88 0.80 0.68
10 (254) 0.99 0.87 0.72 0.95 0.55 0.72 0.68 0.63 1.00 0.67 0.95 0.57 0.93 0.85 0.71
11 (279) 1.00 0.91 0.74 1.00 0.61 0.74 0.70 0.64 0.77 1.00 0.61 0.98 0.89 0.75
12 (305) 0.94 0.77 0.66 0.76 0.71 0.65 0.88 0.66 1.00 0.93 0.78
14 (356) 1.00 0.81 0.77 0.80 0.75 0.68 1.00 0.77 1.00 0.84
16 (406) 0.86 0.88 0.85 0.79 0.70 0.88 0.90
18 (457) 0.90 0.99 0.89 0.82 0.73 0.99 0.96
24 (610) 1.00 1.00 1.00 0.93 0.81 1.00 1.00
30 (762) 1.00 0.88
36 (914) 0.96
>48 (1219) 1.00
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 Spacing factor reduction in shear, fAV, assumes an inuence of a nearby edge. If no edge exists, then fAV = fAN.
4 Concrete thickness reduction factor in shear, fHV, assumes an inuence of a nearby edge. If no edge exists, then fHV = 1.0.

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Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
Table 4 — Load Adjustment Factors for #4 US Rebar in Uncracked Concrete 1,2
#4
Uncracked Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
in (mm)
4-1/2 610 4-1/2 610 4-1/2 610 4-1/2 610 4-1/2 610 4-1/2 610
(114) (152) (254) (114) (152) (254) (114) (152) (254) (114) (152) (254) (114) (152) (254) (114) (152) (254)
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
1-3/4 (44) n/a n/a n/a 0.27 0.20 0.12 n/a n/a n/a 0.07 0.05 0.03 0.14 0.11 0.06 n/a n/a n/a
2-1/2 (64) 0.59 0.57 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.12 0.09 0.05 0.24 0.18 0.11 n/a n/a n/a
3(76) 0.61 0.58 0.55 0.35 0.26 0.15 0.55 0.54 0.53 0.16 0.12 0.07 0.32 0.24 0.14 n/a n/a n/a
4 (102) 0.65 0.61 0.57 0.42 0.30 0.18 0.57 0.55 0.54 0.24 0.18 0.11 0.45 0.37 0.22 n/a n/a n/a
5 (127) 0.69 0.64 0.58 0.49 0.36 0.21 0.58 0.57 0.55 0.34 0.26 0.15 0.51 0.42 0.31 n/a n/a n/a
5-3/4 (146) 0.71 0.66 0.60 0.55 0.40 0.23 0.59 0.58 0.55 0.42 0.31 0.19 0.57 0.46 0.34 0.61 n/a n/a
6(152) 0.72 0.67 0.60 0.57 0.42 0.24 0.60 0.58 0.56 0.45 0.34 0.20 0.59 0.47 0.35 0.62 n/a n/a
7 (178) 0.76 0.69 0.62 0.67 0.49 0.29 0.61 0.59 0.57 0.56 0.42 0.25 0.67 0.52 0.38 0.67 n/a n/a
7-1/4 (184) 0.77 0.70 0.62 0.69 0.51 0.30 0.62 0.60 0.57 0.59 0.45 0.27 0.69 0.53 0.38 0.69 0.62 n/a
8 (203) 0.80 0.72 0.63 0.76 0.56 0.33 0.63 0.61 0.58 0.69 0.52 0.31 0.76 0.57 0.40 0.72 0.66 n/a
9 (229) 0.83 0.75 0.65 0.86 0.63 0.37 0.65 0.62 0.59 0.82 0.62 0.37 0.86 0.63 0.43 0.76 0.69 n/a
10 (254) 0.87 0.78 0.67 0.95 0.70 0.41 0.66 0.63 0.60 0.96 0.72 0.43 0.95 0.70 0.46 0.81 0.73 n/a
11-1/4 (286) 0.92 0.81 0.69 1.00 0.78 0.46 0.68 0.65 0.61 1.00 0.86 0.52 1.00 0.78 0.50 0.86 0.78 0.66
12 (305) 0.94 0.83 0.70 0.84 0.49 0.70 0.66 0.61 0.95 0.57 0.84 0.52 0.88 0.80 0.68
14 (356) 1.00 0.89 0.73 0.98 0.57 0.73 0.69 0.63 1.00 0.72 0.98 0.58 0.95 0.87 0.73
16 (406) 0.94 0.77 1.00 0.65 0.76 0.71 0.65 0.88 1.00 0.65 1.00 0.93 0.78
18 (457) 1.00 0.80 0.73 0.79 0.74 0.67 1.00 0.73 0.98 0.83
20 (508) 0.83 0.82 0.83 0.77 0.69 0.82 1.00 0.87
22 (559) 0.87 0.90 0.86 0.80 0.71 0.90 0.92
24 (610) 0.90 0.98 0.89 0.82 0.73 0.98 0.96
30 (762) 1.00 1.00 0.99 0.90 0.79 1.00 1.00
36 (914) 1.00 0.98 0.84
>48 (1219) 1.00 0.96
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 Spacing factor reduction in shear, fAV, assumes an inuence of a nearby edge. If no edge exists, then fAV = fAN.
4 Concrete thickness reduction factor in shear, fHV, assumes an inuence of a nearby edge. If no edge exists, then fHV = 1.0.
Table 5 — Load Adjustment Factors for #5 US Rebar in Uncracked Concrete 1,2
#5
Uncracked Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
in (mm)
5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2
(143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318)
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
1-3/4 (44) n/a n/a n/a 0.25 0.19 0.11 n/a n/a n/a 0.05 0.04 0.02 0.10 0.08 0.05 n/a n/a n/a
3-1/8 (79) 0.59 0.57 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.12 0.09 0.05 0.24 0.18 0.11 n/a n/a n/a
4 (102) 0.62 0.59 0.55 0.36 0.27 0.16 0.55 0.54 0.53 0.17 0.13 0.08 0.35 0.26 0.16 n/a n/a n/a
4-5/8 (117) 0.64 0.60 0.56 0.39 0.29 0.17 0.56 0.55 0.54 0.22 0.16 0.10 0.43 0.33 0.20 n/a n/a n/a
5 (127) 0.65 0.61 0.57 0.41 0.30 0.18 0.57 0.55 0.54 0.24 0.18 0.11 0.45 0.37 0.22 n/a n/a n/a
6(152) 0.68 0.63 0.58 0.47 0.34 0.20 0.58 0.56 0.55 0.32 0.24 0.14 0.50 0.41 0.29 n/a n/a n/a
7 (178) 0.71 0.66 0.59 0.53 0.39 0.23 0.59 0.58 0.55 0.40 0.30 0.18 0.55 0.45 0.34 n/a n/a n/a
7-1/8 (181) 0.71 0.66 0.60 0.54 0.40 0.23 0.59 0.58 0.55 0.41 0.31 0.19 0.56 0.46 0.34 0.61 n/a n/a
8 (203) 0.74 0.68 0.61 0.61 0.45 0.26 0.60 0.59 0.56 0.49 0.37 0.22 0.61 0.49 0.36 0.65 n/a n/a
9 (229) 0.77 0.70 0.62 0.68 0.50 0.29 0.62 0.60 0.57 0.59 0.44 0.26 0.68 0.53 0.38 0.68 0.62 n/a
10 (254) 0.80 0.72 0.63 0.76 0.56 0.33 0.63 0.61 0.58 0.69 0.52 0.31 0.76 0.57 0.40 0.72 0.66 n/a
11 (279) 0.83 0.74 0.65 0.83 0.61 0.36 0.64 0.62 0.58 0.79 0.60 0.36 0.83 0.62 0.42 0.76 0.69 n/a
12 (305) 0.86 0.77 0.66 0.91 0.67 0.39 0.66 0.63 0.59 0.91 0.68 0.41 0.91 0.67 0.45 0.79 0.72 n/a
14 (356) 0.91 0.81 0.69 1.00 0.78 0.46 0.68 0.65 0.61 1.00 0.86 0.51 1.00 0.78 0.49 0.85 0.78 0.65
16 (406) 0.97 0.86 0.71 0.89 0.52 0.71 0.67 0.62 1.00 0.63 0.89 0.54 0.91 0.83 0.70
18 (457) 1.00 0.90 0.74 1.00 0.59 0.73 0.69 0.64 0.75 1.00 0.59 0.97 0.88 0.74
20 (508) 0.94 0.77 0.65 0.76 0.71 0.65 0.88 0.65 1.00 0.93 0.78
22 (559) 0.99 0.79 0.72 0.79 0.74 0.67 1.00 0.72 0.97 0.82
24 (610) 1.00 0.82 0.78 0.81 0.76 0.68 0.78 1.00 0.86
26 (660) 0.85 0.85 0.84 0.78 0.70 0.85 0.89
28 (711) 0.87 0.91 0.86 0.80 0.71 0.91 0.92
30 (762) 0.90 0.98 0.89 0.82 0.73 0.98 0.96
36 (914) 0.98 1.00 0.97 0.89 0.77 1.00 1.00
>48 (1219) 1.00 1.00 1.00 0.87

HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System
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Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
Table 6 — Load Adjustment Factors for #6 US Rebar in Uncracked Concrete 1,2
#6
Uncracked Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
in (mm)
6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15
(171) (229) (381) (171) (229) (381) (171) (229) (381) (171) (229) (381) (171) (229) (381) (171) (229) (381)
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
1-3/4 (44) n/a n/a n/a 0.24 0.18 0.10 n/a n/a n/a 0.04 0.03 0.02 0.08 0.06 0.03 n/a n/a n/a
3-3/4 (95) 0.59 0.57 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.12 0.09 0.05 0.24 0.18 0.11 n/a n/a n/a
4 (102) 0.60 0.57 0.54 0.33 0.24 0.14 0.54 0.54 0.53 0.13 0.10 0.06 0.26 0.19 0.12 n/a n/a n/a
5 (127) 0.62 0.59 0.56 0.37 0.27 0.16 0.55 0.54 0.53 0.18 0.14 0.08 0.36 0.27 0.16 n/a n/a n/a
5-1/4 (133) 0.63 0.60 0.56 0.38 0.28 0.16 0.56 0.55 0.53 0.20 0.15 0.09 0.39 0.29 0.18 n/a n/a n/a
6(152) 0.65 0.61 0.57 0.41 0.30 0.18 0.56 0.55 0.54 0.24 0.18 0.11 0.45 0.36 0.21 n/a n/a n/a
7 (178) 0.67 0.63 0.58 0.46 0.34 0.20 0.57 0.56 0.54 0.30 0.23 0.14 0.49 0.41 0.27 n/a n/a n/a
8 (203) 0.70 0.65 0.59 0.51 0.37 0.22 0.59 0.57 0.55 0.37 0.28 0.17 0.53 0.44 0.33 n/a n/a n/a
8-1/2 (216) 0.71 0.66 0.59 0.54 0.39 0.23 0.59 0.57 0.55 0.40 0.30 0.18 0.56 0.45 0.34 0.60 n/a n/a
9 (229) 0.72 0.67 0.60 0.57 0.42 0.24 0.60 0.58 0.56 0.44 0.33 0.20 0.58 0.47 0.35 0.62 n/a n/a
10 (254) 0.75 0.69 0.61 0.63 0.46 0.27 0.61 0.59 0.56 0.51 0.39 0.23 0.63 0.50 0.37 0.65 n/a n/a
10-3/4 (273) 0.77 0.70 0.62 0.68 0.50 0.29 0.61 0.59 0.57 0.57 0.43 0.26 0.68 0.53 0.38 0.68 0.62 n/a
12 (305) 0.80 0.72 0.63 0.76 0.56 0.33 0.63 0.61 0.58 0.67 0.51 0.30 0.76 0.57 0.40 0.72 0.65 n/a
14 (356) 0.85 0.76 0.66 0.88 0.65 0.38 0.65 0.62 0.59 0.85 0.64 0.38 0.88 0.65 0.44 0.77 0.70 n/a
16 (406) 0.90 0.80 0.68 1.00 0.74 0.43 0.67 0.64 0.60 1.00 0.78 0.47 1.00 0.74 0.48 0.83 0.75 n/a
16-3/4 (425) 0.91 0.81 0.69 0.78 0.45 0.68 0.65 0.61 0.83 0.50 0.78 0.49 0.85 0.77 0.65
18 (457) 0.94 0.83 0.70 0.83 0.49 0.69 0.66 0.61 0.93 0.56 0.83 0.52 0.88 0.80 0.67
20 (508) 0.99 0.87 0.72 0.93 0.54 0.71 0.68 0.63 1.00 0.65 0.93 0.56 0.92 0.84 0.71
22 (559) 1.00 0.91 0.74 1.00 0.60 0.74 0.69 0.64 0.75 1.00 0.60 0.97 0.88 0.74
24 (610) 0.94 0.77 0.65 0.76 0.71 0.65 0.86 0.65 1.00 0.92 0.78
26 (660) 0.98 0.79 0.71 0.78 0.73 0.66 0.97 0.71 0.96 0.81
28 (711) 1.00 0.81 0.76 0.80 0.75 0.68 1.00 0.76 0.99 0.84
30 (762) 0.83 0.81 0.82 0.76 0.69 0.81 1.00 0.87
36 (914) 0.90 0.98 0.88 0.82 0.73 0.98 0.95
>48 (1219) 1.00 1.00 1.00 0.92 0.80 1.00 1.00
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 Spacing factor reduction in shear, fAV, assumes an inuence of a nearby edge. If no edge exists, then fAV = fAN.
4 Concrete thickness reduction factor in shear, fHV, assumes an inuence of a nearby edge. If no edge exists, then fHV = 1.0.
Table 7 — Load Adjustment Factors for #7 US Rebar in Uncracked Concrete 1,2
#7
Uncracked Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
in (mm)
7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2
(200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445)
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
1-3/4 (44) n/a n/a n/a 0.23 0.17 0.10 n/a n/a n/a 0.03 0.02 0.01 0.06 0.04 0.02 n/a n/a n/a
4-3/8 (111) 0.59 0.57 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.11 0.08 0.05 0.22 0.16 0.10 n/a n/a n/a
5 (127) 0.61 0.58 0.55 0.34 0.25 0.15 0.54 0.54 0.53 0.13 0.10 0.06 0.27 0.20 0.12 n/a n/a n/a
5-1/2 (140) 0.62 0.59 0.55 0.36 0.26 0.15 0.55 0.54 0.53 0.15 0.12 0.07 0.31 0.23 0.14 n/a n/a n/a
6(152) 0.63 0.60 0.56 0.37 0.28 0.16 0.55 0.54 0.53 0.18 0.13 0.08 0.35 0.26 0.16 n/a n/a n/a
7 (178) 0.65 0.61 0.57 0.41 0.30 0.18 0.56 0.55 0.54 0.22 0.17 0.10 0.44 0.33 0.20 n/a n/a n/a
8 (203) 0.67 0.63 0.58 0.45 0.33 0.19 0.57 0.56 0.54 0.27 0.20 0.12 0.48 0.40 0.24 n/a n/a n/a
9 (229) 0.69 0.64 0.59 0.49 0.36 0.21 0.58 0.56 0.55 0.32 0.24 0.14 0.52 0.43 0.29 n/a n/a n/a
9-7/8 (251) 0.71 0.66 0.59 0.53 0.39 0.23 0.59 0.57 0.55 0.37 0.28 0.17 0.56 0.45 0.33 0.59 n/a n/a
10 (254) 0.71 0.66 0.60 0.54 0.40 0.23 0.59 0.57 0.55 0.38 0.28 0.17 0.56 0.45 0.34 0.59 n/a n/a
11 (279) 0.73 0.67 0.60 0.59 0.44 0.26 0.60 0.58 0.56 0.44 0.33 0.20 0.60 0.48 0.36 0.62 n/a n/a
12 (305) 0.75 0.69 0.61 0.65 0.48 0.28 0.60 0.59 0.56 0.50 0.37 0.22 0.65 0.51 0.37 0.65 n/a n/a
12-1/2 (318) 0.76 0.70 0.62 0.67 0.50 0.29 0.61 0.59 0.56 0.53 0.40 0.24 0.67 0.53 0.38 0.66 0.60 n/a
14 (356) 0.80 0.72 0.63 0.75 0.55 0.33 0.62 0.60 0.57 0.62 0.47 0.28 0.75 0.57 0.40 0.70 0.63 n/a
16 (406) 0.84 0.75 0.65 0.86 0.63 0.37 0.64 0.61 0.58 0.76 0.57 0.34 0.86 0.63 0.43 0.75 0.68 n/a
18 (457) 0.88 0.79 0.67 0.97 0.71 0.42 0.66 0.63 0.59 0.91 0.68 0.41 0.97 0.71 0.47 0.79 0.72 n/a
19-1/2 (495) 0.91 0.81 0.69 1.00 0.77 0.45 0.67 0.64 0.60 1.00 0.77 0.46 1.00 0.77 0.49 0.82 0.75 0.63
20 (508) 0.92 0.82 0.69 0.79 0.46 0.67 0.64 0.60 0.80 0.48 0.79 0.50 0.83 0.76 0.64
22 (559) 0.97 0.85 0.71 0.87 0.51 0.69 0.66 0.61 0.92 0.55 0.87 0.53 0.88 0.79 0.67
24 (610) 1.00 0.88 0.73 0.95 0.56 0.71 0.67 0.62 1.00 0.63 0.95 0.57 0.91 0.83 0.70
26 (660) 0.91 0.75 1.00 0.60 0.73 0.69 0.63 0.71 1.00 0.61 0.95 0.86 0.73
28 (711) 0.94 0.77 0.65 0.74 0.70 0.64 0.80 0.65 0.99 0.90 0.76
30 (762) 0.98 0.79 0.70 0.76 0.72 0.65 0.88 0.70 1.00 0.93 0.78
36 (914) 1.00 0.84 0.84 0.81 0.76 0.68 1.00 0.84 1.00 0.86
>48 (1219) 0.96 1.00 0.92 0.84 0.75 1.00 0.99

HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System
14
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
Table 8 — Load Adjustment Factors for #8 US Rebar in Uncracked Concrete 1,2
#8
Uncracked Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
in (mm)
912 20 912 20 912 20 912 20 912 20 912 20
(229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508)
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
1-3/4 (44) n/a n/a n/a 0.23 0.17 0.10 n/a n/a n/a 0.02 0.02 0.01 0.05 0.03 0.02 n/a n/a n/a
5 (127) 0.59 0.57 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.11 0.08 0.05 0.22 0.15 0.09 n/a n/a n/a
6(152) 0.61 0.58 0.55 0.35 0.25 0.15 0.55 0.54 0.53 0.14 0.10 0.06 0.29 0.20 0.12 n/a n/a n/a
6-1/4 (159) 0.62 0.59 0.55 0.35 0.26 0.15 0.55 0.54 0.53 0.15 0.11 0.06 0.30 0.21 0.13 n/a n/a n/a
7 (178) 0.63 0.60 0.56 0.38 0.28 0.16 0.55 0.54 0.53 0.18 0.13 0.08 0.36 0.25 0.15 n/a n/a n/a
8 (203) 0.65 0.61 0.57 0.41 0.30 0.18 0.56 0.55 0.53 0.22 0.15 0.09 0.44 0.31 0.19 n/a n/a n/a
9 (229) 0.67 0.63 0.58 0.45 0.33 0.19 0.57 0.55 0.54 0.26 0.18 0.11 0.48 0.37 0.22 n/a n/a n/a
10 (254) 0.69 0.64 0.58 0.48 0.35 0.21 0.58 0.56 0.54 0.31 0.22 0.13 0.51 0.42 0.26 n/a n/a n/a
11 (279) 0.70 0.65 0.59 0.52 0.38 0.22 0.58 0.57 0.55 0.35 0.25 0.15 0.55 0.44 0.30 n/a n/a n/a
11-1/4 (286) 0.71 0.66 0.59 0.53 0.39 0.23 0.59 0.57 0.55 0.37 0.26 0.16 0.55 0.45 0.31 0.58 n/a n/a
12 (305) 0.72 0.67 0.60 0.57 0.42 0.24 0.59 0.57 0.55 0.40 0.28 0.17 0.58 0.47 0.34 0.60 n/a n/a
13 (330) 0.74 0.68 0.61 0.61 0.45 0.26 0.60 0.58 0.56 0.46 0.32 0.19 0.62 0.49 0.36 0.63 n/a n/a
14 (356) 0.76 0.69 0.62 0.66 0.49 0.28 0.61 0.58 0.56 0.51 0.36 0.22 0.66 0.52 0.38 0.65 n/a n/a
14-1/4 (362) 0.76 0.70 0.62 0.67 0.49 0.29 0.61 0.59 0.56 0.52 0.37 0.22 0.67 0.52 0.38 0.66 0.59 n/a
16 (406) 0.80 0.72 0.63 0.75 0.55 0.33 0.62 0.60 0.57 0.62 0.44 0.26 0.75 0.57 0.40 0.70 0.62 n/a
18 (457) 0.83 0.75 0.65 0.85 0.62 0.37 0.64 0.61 0.58 0.74 0.52 0.31 0.85 0.62 0.43 0.74 0.66 n/a
20 (508) 0.87 0.78 0.67 0.94 0.69 0.41 0.65 0.62 0.59 0.87 0.61 0.37 0.94 0.69 0.46 0.78 0.69 n/a
22 (559) 0.91 0.81 0.68 1.00 0.76 0.45 0.67 0.63 0.59 1.00 0.71 0.42 1.00 0.76 0.49 0.82 0.73 n/a
22-1/4 (565) 0.91 0.81 0.69 0.77 0.45 0.67 0.63 0.60 0.72 0.43 0.77 0.49 0.82 0.73 0.62
24 (610) 0.94 0.83 0.70 0.83 0.49 0.68 0.64 0.60 0.81 0.48 0.83 0.52 0.85 0.76 0.64
26 (660) 0.98 0.86 0.72 0.90 0.53 0.70 0.66 0.61 0.91 0.54 0.90 0.55 0.89 0.79 0.67
28 (711) 1.00 0.89 0.73 0.97 0.57 0.71 0.67 0.62 1.00 0.61 0.97 0.58 0.92 0.82 0.69
30 (762) 0.92 0.75 1.00 0.61 0.73 0.68 0.63 0.68 1.00 0.61 0.95 0.85 0.72
36 (914) 1.00 0.80 0.73 0.77 0.72 0.65 0.89 0.73 1.00 0.93 0.78
>48 (1219) 0.90 0.98 0.86 0.79 0.71 1.00 0.98 1.00 0.91
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 Spacing factor reduction in shear, fAV, assumes an inuence of a nearby edge. If no edge exists, then fAV = fAN.
4 Concrete thickness reduction factor in shear, fHV, assumes an inuence of a nearby edge. If no edge exists, then fHV = 1.0.
Table 9 — Load Adjustment Factors for #9 US Rebar in Uncracked Concrete 1,2
#9
Uncracked Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
in (mm)
10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2
(257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572)
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
1-3/4 (44) n/a n/a n/a 0.22 0.16 0.10 n/a n/a n/a 0.02 0.01 0.01 0.04 0.03 0.02 n/a n/a n/a
5-5/8 (143) 0.59 0.57 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.11 0.07 0.04 0.22 0.14 0.09 n/a n/a n/a
6(152) 0.60 0.57 0.54 0.33 0.24 0.14 0.54 0.53 0.52 0.12 0.08 0.05 0.24 0.16 0.10 n/a n/a n/a
7 (178) 0.62 0.59 0.55 0.36 0.26 0.15 0.55 0.54 0.53 0.15 0.10 0.06 0.30 0.20 0.12 n/a n/a n/a
7-1/4 (184) 0.62 0.59 0.55 0.36 0.27 0.16 0.55 0.54 0.53 0.16 0.11 0.06 0.32 0.21 0.13 n/a n/a n/a
8 (203) 0.63 0.60 0.56 0.38 0.28 0.17 0.55 0.54 0.53 0.18 0.12 0.07 0.37 0.24 0.15 n/a n/a n/a
9 (229) 0.65 0.61 0.57 0.41 0.30 0.18 0.56 0.55 0.53 0.22 0.15 0.09 0.44 0.29 0.18 n/a n/a n/a
10 (254) 0.66 0.62 0.57 0.45 0.33 0.19 0.57 0.55 0.54 0.26 0.17 0.10 0.48 0.34 0.21 n/a n/a n/a
11 (279) 0.68 0.64 0.58 0.48 0.35 0.20 0.57 0.56 0.54 0.30 0.20 0.12 0.51 0.39 0.24 n/a n/a n/a
12 (305) 0.70 0.65 0.59 0.51 0.37 0.22 0.58 0.56 0.54 0.34 0.22 0.13 0.54 0.44 0.27 n/a n/a n/a
12-7/8 (327) 0.71 0.66 0.60 0.54 0.40 0.23 0.59 0.57 0.55 0.38 0.25 0.15 0.56 0.46 0.30 0.59 n/a n/a
13 (330) 0.71 0.66 0.60 0.55 0.40 0.24 0.59 0.57 0.55 0.38 0.25 0.15 0.57 0.46 0.30 0.59 n/a n/a
14 (356) 0.73 0.67 0.60 0.59 0.43 0.25 0.59 0.57 0.55 0.43 0.28 0.17 0.60 0.48 0.34 0.61 n/a n/a
16 (406) 0.76 0.70 0.62 0.67 0.50 0.29 0.61 0.58 0.56 0.52 0.35 0.21 0.67 0.53 0.38 0.66 n/a n/a
16-1/4 (413) 0.77 0.70 0.62 0.69 0.50 0.29 0.61 0.58 0.56 0.53 0.35 0.21 0.69 0.53 0.38 0.66 0.58 n/a
18 (457) 0.80 0.72 0.63 0.76 0.56 0.33 0.62 0.59 0.57 0.62 0.41 0.25 0.76 0.57 0.40 0.70 0.61 n/a
20 (508) 0.83 0.75 0.65 0.84 0.62 0.36 0.63 0.60 0.57 0.73 0.48 0.29 0.84 0.62 0.43 0.73 0.64 n/a
22 (559) 0.86 0.77 0.66 0.93 0.68 0.40 0.65 0.61 0.58 0.84 0.56 0.34 0.93 0.68 0.45 0.77 0.67 n/a
24 (610) 0.90 0.80 0.68 1.00 0.74 0.43 0.66 0.62 0.59 0.96 0.64 0.38 1.00 0.74 0.48 0.80 0.70 n/a
25-1/4 (641) 0.92 0.81 0.69 0.78 0.46 0.67 0.63 0.59 1.00 0.69 0.41 0.78 0.49 0.83 0.72 0.61
26 (660) 0.93 0.82 0.69 0.80 0.47 0.68 0.63 0.60 0.72 0.43 0.80 0.50 0.84 0.73 0.62
28 (711) 0.96 0.85 0.71 0.87 0.51 0.69 0.64 0.60 0.80 0.48 0.87 0.53 0.87 0.76 0.64
30 (762) 0.99 0.87 0.72 0.93 0.54 0.70 0.65 0.61 0.89 0.53 0.93 0.56 0.90 0.79 0.66
36 (914) 1.00 0.94 0.77 1.00 0.65 0.74 0.68 0.63 1.00 0.70 1.00 0.65 0.99 0.86 0.73
>48 (1219) 1.00 0.86 0.87 0.82 0.75 0.68 1.00 0.87 1.00 0.99 0.84

HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System
15
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
Table 10 — Load Adjustment Factors for #10 US Rebar in Uncracked Concrete 1,2
#10
Uncracked Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
in (mm)
11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25
(286) (381) (635) (286) (381) (635) (286) (381) (635) (286) (381) (635) (286) (381) (635) (286) (381) (635)
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
1-3/4 (44) n/a n/a n/a 0.22 0.16 0.09 n/a n/a n/a 0.02 0.01 0.01 0.03 0.02 0.01 n/a n/a n/a
6-1/4 (159) 0.59 0.57 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.11 0.07 0.04 0.22 0.14 0.08 n/a n/a n/a
7 (178) 0.60 0.58 0.55 0.34 0.25 0.14 0.54 0.53 0.52 0.13 0.08 0.05 0.26 0.17 0.10 n/a n/a n/a
8 (203) 0.62 0.59 0.55 0.36 0.27 0.16 0.55 0.54 0.53 0.16 0.10 0.06 0.31 0.20 0.12 n/a n/a n/a
9 (229) 0.63 0.60 0.56 0.39 0.28 0.17 0.55 0.54 0.53 0.19 0.12 0.07 0.38 0.24 0.14 n/a n/a n/a
10 (254) 0.65 0.61 0.57 0.41 0.30 0.18 0.56 0.55 0.53 0.22 0.14 0.08 0.44 0.29 0.17 n/a n/a n/a
11 (279) 0.66 0.62 0.57 0.44 0.32 0.19 0.57 0.55 0.53 0.25 0.16 0.10 0.47 0.33 0.19 n/a n/a n/a
12 (305) 0.68 0.63 0.58 0.47 0.34 0.20 0.57 0.55 0.54 0.29 0.19 0.11 0.50 0.38 0.22 n/a n/a n/a
13 (330) 0.69 0.64 0.59 0.50 0.37 0.21 0.58 0.56 0.54 0.33 0.21 0.12 0.53 0.42 0.25 n/a n/a n/a
14 (356) 0.71 0.66 0.59 0.53 0.39 0.23 0.59 0.56 0.54 0.36 0.24 0.14 0.55 0.45 0.28 n/a n/a n/a
14-1/4 (362) 0.71 0.66 0.60 0.54 0.40 0.23 0.59 0.56 0.55 0.37 0.24 0.14 0.56 0.46 0.28 0.59 n/a n/a
15 (381) 0.72 0.67 0.60 0.57 0.42 0.24 0.59 0.57 0.55 0.40 0.26 0.15 0.58 0.47 0.31 0.60 n/a n/a
16 (406) 0.74 0.68 0.61 0.61 0.45 0.26 0.60 0.57 0.55 0.45 0.29 0.17 0.61 0.49 0.34 0.62 n/a n/a
17 (432) 0.75 0.69 0.61 0.64 0.47 0.28 0.60 0.58 0.55 0.49 0.32 0.18 0.64 0.51 0.37 0.64 n/a n/a
18 (457) 0.77 0.70 0.62 0.68 0.50 0.29 0.61 0.58 0.56 0.53 0.35 0.20 0.68 0.53 0.38 0.66 0.57 n/a
20 (508) 0.80 0.72 0.63 0.76 0.56 0.33 0.62 0.59 0.56 0.62 0.40 0.24 0.76 0.57 0.40 0.70 0.60 n/a
22 (559) 0.83 0.74 0.65 0.83 0.61 0.36 0.63 0.60 0.57 0.72 0.47 0.27 0.83 0.62 0.42 0.73 0.63 n/a
24 (610) 0.86 0.77 0.66 0.91 0.67 0.39 0.65 0.61 0.58 0.82 0.53 0.31 0.91 0.67 0.45 0.76 0.66 n/a
26 (660) 0.89 0.79 0.67 0.99 0.72 0.42 0.66 0.62 0.58 0.92 0.60 0.35 0.99 0.72 0.47 0.79 0.69 n/a
28 (711) 0.91 0.81 0.69 1.00 0.78 0.46 0.67 0.63 0.59 1.00 0.67 0.39 1.00 0.78 0.49 0.82 0.71 0.60
30 (762) 0.94 0.83 0.70 0.83 0.49 0.68 0.64 0.60 0.74 0.43 0.83 0.52 0.85 0.74 0.62
36 (914) 1.00 0.90 0.74 1.00 0.59 0.72 0.66 0.61 0.98 0.57 1.00 0.59 0.94 0.81 0.68
>48 (1219) 1.00 0.82 0.78 0.79 0.72 0.65 1.00 0.87 0.78 1.00 0.94 0.78
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 Spacing factor reduction in shear, fAV, assumes an inuence of a nearby edge. If no edge exists, then fAV = fAN.
4 Concrete thickness reduction factor in shear, fHV, assumes an inuence of a nearby edge. If no edge exists, then fHV = 1.0.

HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System
16
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
Table 11 — Hilti HIT-HY 100 Adhesive Factored Resistance with Concrete / Bond Failure for Canadian Rebar in
Uncracked Concrete 1,2,3,4,5,6,7,8
Nominal
Rebar Size
Effective
Embedment
Depth
mm
Tension — NrShear — Vr
f´c=
20 MPa
(kN)
f´c=
25 MPa
(kN)
f´c=
30 MPa
(kN)
f´c=
35 MPa
(kN)
f´c=
40 MPa
(kN)
f´c=
20 MPa
(kN)
f´c=
25 MPa
(kN)
f´c=
30 MPa
(kN)
f´c=
35 MPa
(kN)
f´c=
40 MPa
(kN)
10 M
115 22.3 22.3 22.3 23.6 23.6 48.0 48.0 48.0 50.9 50.9
180 34.9 34.9 34.9 37.0 37.0 75.1 75.1 75.1 79.7 79.7
226 43.8 43.8 43.8 46.4 46.4 94.4 94.4 94.4 100.0 100.0
15 M
145 39.8 39.8 39.8 42.2 42.2 85.7 85.7 85.7 90.9 90.9
250 68.6 68.6 68.6 72.7 72.7 147.8 147.8 147.8 156.6 156.6
320 87.8 87.8 87.8 93.1 93.1 189.2 189.2 189.2 200.5 200.5
20 M
200 66.9 66.9 66.9 70.9 70.9 144.1 144.1 144.1 152.7 152.7
355 118.7 118.7 118.7 125.9 125.9 255.8 255.8 255.8 271.1 271.1
390 130.4 130.4 130.4 138.3 138.3 281.0 281.0 281.0 297.8 297.8
25 M
230 99.4 99.4 99.4 105.4 105.4 214.1 214.1 214.1 227.0 227.0
405 175.1 175.1 175.1 185.6 185.6 377.1 377.1 377.1 399.7 399.7
504 217.9 217.9 217.9 230.9 230.9 469.2 469.2 469.2 497.4 497.4
30 M
260 112.8 112.8 112.8 119.6 119.6 262.5 287.2 287.2 304.4 304.4
455 197.5 197.5 197.5 209.3 209.3 502.6 502.6 502.6 532.8 532.8
598 259.5 259.5 259.5 275.1 275.1 660.6 660.6 660.6 700.2 700.2
1 See Section 2.4 for explanation on development of load values.
2 See Section 2.4.4 to convert design strength (factored resistance) value to ASD value.
3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
4 Apply spacing, edge distance, and concrete thickness factors in tables 13 - 17 as necessary. Compare to the steel values in table 12.
The lesser of the values is to be used for the design.
5 Data is for temperature range A: Max. short term temperature = 104° F (40° C), max. long term temperature = 75° F (24° C).
For temperature range B: Max. short term temperature = 176° F (80° C), max. long term temperature = 122° F (50° C) multiply above value by 0.83.
For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.48.
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 signicant
periods of time.
6 Tabular values are for dry and water-saturated concrete conditions.
7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.5.
8 Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λaas follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa= 0.45.
Table 12 — Steel Factored Resistance (CSA A23.3 Annex D Based Design) for Canadian Rebar 3
Nominal
Rebar Size
CSA-G30.18 Grade 400 4
Tensile1
Nsr
Shear2
Vsr
10 M 32.1 17.9
15 M 64.6 35.9
20 M 96.1 53.6
25 M 160.7 89.2
30 M 226.1 125.7
1 Tensile = Ase ϕsfut Ras noted in CSA A23.3 Annex D
2 Shear = Ase ϕs 0.60 fut Ras noted in CSA A23.3 Annex D
3 See Section 2.4.4 to convert factored resistance value to ASD value.
4 CSA-G30.18 Grade 400 rebar are considered brittle steel elements.

HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System
17
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
Table 13 — Load Adjustment Factors for 10 M Canadian Rebar in Uncracked Concrete 1,2
10 M
Uncracked
Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
mm 115 180 226 115 180 226 115 180 226 115 180 226 115 180 226 115 180 226
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
45 n/a n/a n/a 0.25 0.16 0.12 n/a n/a n/a 0.08 0.05 0.04 0.16 0.10 0.08 n/a n/a n/a
50 0.57 0.55 0.54 0.27 0.17 0.13 0.53 0.53 0.52 0.10 0.06 0.05 0.19 0.12 0.10 n/a n/a n/a
75 0.61 0.57 0.56 0.33 0.20 0.16 0.55 0.54 0.53 0.18 0.11 0.09 0.35 0.22 0.18 n/a n/a n/a
100 0.64 0.59 0.57 0.39 0.24 0.19 0.57 0.55 0.54 0.27 0.17 0.14 0.45 0.35 0.28 n/a n/a n/a
125 0.68 0.62 0.59 0.47 0.29 0.23 0.59 0.56 0.56 0.38 0.24 0.19 0.51 0.39 0.35 n/a n/a n/a
150 0.72 0.64 0.61 0.56 0.35 0.28 0.60 0.58 0.57 0.50 0.32 0.25 0.58 0.42 0.37 0.65 n/a n/a
175 0.75 0.66 0.63 0.66 0.41 0.32 0.62 0.59 0.58 0.63 0.40 0.32 0.66 0.46 0.40 0.70 n/a n/a
200 0.79 0.69 0.65 0.75 0.47 0.37 0.64 0.60 0.59 0.76 0.49 0.39 0.75 0.51 0.43 0.75 n/a n/a
225 0.83 0.71 0.67 0.85 0.52 0.41 0.66 0.62 0.60 0.91 0.58 0.46 0.85 0.55 0.47 0.79 0.68 n/a
250 0.86 0.73 0.68 0.94 0.58 0.46 0.67 0.63 0.61 1.00 0.68 0.54 0.94 0.59 0.50 0.83 0.72 n/a
275 0.90 0.75 0.70 1.00 0.64 0.51 0.69 0.64 0.62 0.79 0.63 1.00 0.64 0.53 0.88 0.75 0.70
300 0.93 0.78 0.72 0.70 0.55 0.71 0.66 0.63 0.90 0.71 0.70 0.57 0.91 0.79 0.73
325 0.97 0.80 0.74 0.76 0.60 0.73 0.67 0.64 1.00 0.81 0.76 0.60 0.95 0.82 0.76
350 1.00 0.82 0.76 0.82 0.64 0.74 0.68 0.66 0.90 0.82 0.64 0.99 0.85 0.79
375 0.85 0.78 0.87 0.69 0.76 0.69 0.67 1.00 0.87 0.69 1.00 0.88 0.82
400 0.87 0.79 0.93 0.74 0.78 0.71 0.68 0.93 0.74 0.91 0.84
450 0.92 0.83 1.00 0.83 0.81 0.73 0.70 1.00 0.83 0.96 0.89
500 0.96 0.87 0.92 0.85 0.76 0.72 0.92 1.00 0.94
550 1.00 0.91 1.00 0.88 0.78 0.74 1.00 0.99
600 0.94 0.92 0.81 0.77 1.00
700 1.00 0.99 0.86 0.81
800 1.00 0.91 0.86
1000 1.00 0.94
>1200 1.00
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 Spacing factor reduction in shear, fAV, assumes an inuence of a nearby edge. If no edge exists, then fAV = fAN.
4 Concrete thickness reduction factor in shear, fHV, assumes an inuence of a nearby edge. If no edge exists, then fHV = 1.0.
Table 14 — Load Adjustment Factors for 15 M Canadian Rebar in Uncracked Concrete 1,2
15 M
Uncracked
Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
mm 145 250 320 145 250 320 145 250 320 145 250 320 145 250 320 145 250 320
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
45 n/a n/a n/a 0.25 0.14 0.11 n/a n/a n/a 0.05 0.03 0.02 0.11 0.06 0.05 n/a n/a n/a
75 0.59 0.55 0.54 0.30 0.17 0.13 0.54 0.53 0.52 0.12 0.07 0.05 0.23 0.14 0.11 n/a n/a n/a
100 0.61 0.57 0.55 0.35 0.20 0.15 0.55 0.54 0.53 0.18 0.10 0.08 0.36 0.21 0.16 n/a n/a n/a
125 0.64 0.58 0.57 0.40 0.23 0.18 0.57 0.55 0.54 0.25 0.15 0.11 0.44 0.29 0.23 n/a n/a n/a
150 0.67 0.60 0.58 0.45 0.26 0.20 0.58 0.56 0.55 0.33 0.19 0.15 0.49 0.36 0.30 n/a n/a n/a
175 0.70 0.62 0.59 0.51 0.29 0.22 0.59 0.56 0.55 0.42 0.24 0.19 0.54 0.38 0.34 0.61 n/a n/a
200 0.73 0.63 0.60 0.58 0.33 0.26 0.61 0.57 0.56 0.51 0.30 0.23 0.60 0.41 0.36 0.65 n/a n/a
225 0.76 0.65 0.62 0.66 0.37 0.29 0.62 0.58 0.57 0.61 0.35 0.28 0.66 0.44 0.38 0.69 n/a n/a
250 0.79 0.67 0.63 0.73 0.41 0.32 0.63 0.59 0.58 0.71 0.41 0.32 0.73 0.46 0.40 0.73 n/a n/a
275 0.82 0.68 0.64 0.80 0.45 0.35 0.65 0.60 0.59 0.82 0.48 0.37 0.80 0.49 0.42 0.76 n/a n/a
300 0.84 0.70 0.66 0.88 0.50 0.38 0.66 0.61 0.59 0.94 0.54 0.42 0.88 0.52 0.44 0.80 0.67 n/a
325 0.87 0.72 0.67 0.95 0.54 0.42 0.67 0.62 0.60 1.00 0.61 0.48 0.95 0.56 0.47 0.83 0.69 n/a
350 0.90 0.73 0.68 1.00 0.58 0.45 0.69 0.63 0.61 0.68 0.53 1.00 0.59 0.49 0.86 0.72 0.66
375 0.93 0.75 0.70 0.62 0.48 0.70 0.64 0.62 0.76 0.59 0.62 0.51 0.89 0.74 0.69
400 0.96 0.77 0.71 0.66 0.51 0.71 0.65 0.63 0.84 0.65 0.66 0.54 0.92 0.77 0.71
450 1.00 0.80 0.73 0.74 0.58 0.74 0.67 0.64 1.00 0.78 0.74 0.58 0.98 0.82 0.75
500 0.83 0.76 0.83 0.64 0.77 0.68 0.66 0.91 0.83 0.64 1.00 0.86 0.79
550 0.87 0.79 0.91 0.70 0.79 0.70 0.67 1.00 0.91 0.70 0.90 0.83
600 0.90 0.81 0.99 0.77 0.82 0.72 0.69 0.99 0.77 0.94 0.87
650 0.93 0.84 1.00 0.83 0.85 0.74 0.70 1.00 0.83 0.98 0.90
700 0.97 0.86 0.90 0.87 0.76 0.72 0.90 1.00 0.94
800 1.00 0.92 1.00 0.93 0.80 0.75 1.00 1.00
1000 1.00 1.00 0.87 0.81
>1200 0.94 0.88

HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System
18
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
Table 15 — Load Adjustment Factors for 20 M Canadian Rebar in Uncracked Concrete 1,2
20 M
Uncracked
Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
mm 200 355 390 200 355 390 200 355 390 200 355 390 200 355 390 200 355 390
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
45 n/a n/a n/a 0.21 0.11 0.10 n/a n/a n/a 0.03 0.02 0.02 0.07 0.04 0.04 n/a n/a n/a
100 0.58 0.55 0.54 0.28 0.15 0.14 0.54 0.53 0.53 0.11 0.06 0.06 0.23 0.13 0.12 n/a n/a n/a
125 0.60 0.56 0.55 0.32 0.17 0.16 0.55 0.53 0.53 0.16 0.09 0.08 0.32 0.18 0.16 n/a n/a n/a
150 0.63 0.57 0.56 0.36 0.19 0.18 0.56 0.54 0.54 0.21 0.12 0.11 0.41 0.24 0.22 n/a n/a n/a
175 0.65 0.58 0.57 0.39 0.21 0.19 0.57 0.55 0.54 0.27 0.15 0.14 0.45 0.30 0.27 n/a n/a n/a
200 0.67 0.59 0.59 0.44 0.24 0.22 0.58 0.55 0.55 0.32 0.18 0.17 0.49 0.35 0.33 n/a n/a n/a
225 0.69 0.61 0.60 0.49 0.26 0.24 0.59 0.56 0.56 0.39 0.22 0.20 0.52 0.37 0.35 n/a n/a n/a
250 0.71 0.62 0.61 0.54 0.29 0.27 0.60 0.57 0.56 0.45 0.26 0.23 0.56 0.39 0.37 n/a n/a n/a
275 0.73 0.63 0.62 0.59 0.32 0.29 0.61 0.57 0.57 0.52 0.29 0.27 0.60 0.41 0.38 0.66 n/a n/a
300 0.75 0.64 0.63 0.65 0.35 0.32 0.62 0.58 0.58 0.60 0.34 0.31 0.65 0.42 0.40 0.69 n/a n/a
325 0.77 0.65 0.64 0.70 0.38 0.35 0.63 0.59 0.58 0.67 0.38 0.34 0.70 0.44 0.42 0.71 n/a n/a
350 0.79 0.66 0.65 0.75 0.41 0.37 0.64 0.59 0.59 0.75 0.42 0.38 0.75 0.46 0.44 0.74 n/a n/a
375 0.81 0.68 0.66 0.81 0.44 0.40 0.65 0.60 0.59 0.83 0.47 0.43 0.81 0.49 0.46 0.77 n/a n/a
400 0.83 0.69 0.67 0.86 0.47 0.43 0.66 0.61 0.60 0.92 0.52 0.47 0.86 0.51 0.47 0.79 n/a n/a
450 0.88 0.71 0.69 0.97 0.53 0.48 0.68 0.62 0.61 1.00 0.62 0.56 0.97 0.55 0.51 0.84 0.69 0.67
500 0.92 0.73 0.71 1.00 0.59 0.53 0.70 0.63 0.63 0.72 0.66 1.00 0.59 0.55 0.89 0.73 0.71
550 0.96 0.76 0.74 0.65 0.59 0.72 0.65 0.64 0.83 0.76 0.65 0.59 0.93 0.77 0.74
600 1.00 0.78 0.76 0.70 0.64 0.74 0.66 0.65 0.95 0.86 0.70 0.64 0.97 0.80 0.78
650 0.81 0.78 0.76 0.69 0.76 0.67 0.66 1.00 0.97 0.76 0.69 1.00 0.84 0.81
700 0.83 0.80 0.82 0.74 0.78 0.69 0.68 1.00 0.82 0.74 0.87 0.84
800 0.88 0.84 0.94 0.85 0.81 0.71 0.70 0.94 0.85 0.93 0.90
1000 0.97 0.93 1.00 1.00 0.89 0.77 0.75 1.00 1.00 1.00 1.00
1200 1.00 1.00 0.97 0.82 0.80
>1500 1.00 0.90 0.88
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 Spacing factor reduction in shear, fAV, assumes an inuence of a nearby edge. If no edge exists, then fAV = fAN.
4 Concrete thickness reduction factor in shear, fHV, assumes an inuence of a nearby edge. If no edge exists, then fHV = 1.0.
Table 16 — Load Adjustment Factors for 25 M Canadian Rebar in Uncracked Concrete 1,2
25 M
Uncracked
Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
mm 230 405 504 230 405 504 230 405 504 230 405 504 230 405 504 230 405 504
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
45 n/a n/a n/a 0.22 0.12 0.10 n/a n/a n/a 0.02 0.01 0.01 0.05 0.03 0.02 n/a n/a n/a
125 0.59 0.55 0.54 0.31 0.17 0.14 0.54 0.53 0.52 0.11 0.06 0.05 0.22 0.12 0.10 n/a n/a n/a
150 0.61 0.56 0.55 0.35 0.19 0.15 0.55 0.53 0.53 0.14 0.08 0.06 0.28 0.16 0.13 n/a n/a n/a
175 0.63 0.57 0.56 0.38 0.21 0.16 0.55 0.54 0.53 0.18 0.10 0.08 0.36 0.20 0.16 n/a n/a n/a
200 0.64 0.58 0.57 0.41 0.22 0.18 0.56 0.54 0.54 0.22 0.12 0.10 0.44 0.25 0.20 n/a n/a n/a
225 0.66 0.59 0.57 0.45 0.24 0.19 0.57 0.55 0.54 0.26 0.15 0.12 0.48 0.30 0.24 n/a n/a n/a
250 0.68 0.60 0.58 0.48 0.26 0.21 0.58 0.55 0.54 0.30 0.17 0.14 0.52 0.35 0.28 n/a n/a n/a
275 0.70 0.61 0.59 0.52 0.28 0.23 0.58 0.56 0.55 0.35 0.20 0.16 0.55 0.38 0.32 n/a n/a n/a
300 0.72 0.62 0.60 0.57 0.31 0.25 0.59 0.56 0.55 0.40 0.23 0.18 0.58 0.40 0.36 0.60 n/a n/a
325 0.74 0.63 0.61 0.61 0.34 0.27 0.60 0.57 0.56 0.45 0.26 0.21 0.62 0.41 0.37 0.63 n/a n/a
350 0.75 0.64 0.62 0.66 0.36 0.29 0.61 0.57 0.56 0.50 0.29 0.23 0.66 0.43 0.38 0.65 n/a n/a
375 0.77 0.65 0.62 0.71 0.39 0.31 0.61 0.58 0.57 0.56 0.32 0.26 0.71 0.45 0.39 0.67 n/a n/a
400 0.79 0.66 0.63 0.76 0.41 0.33 0.62 0.58 0.57 0.62 0.35 0.28 0.76 0.47 0.41 0.70 n/a n/a
450 0.83 0.69 0.65 0.85 0.46 0.37 0.64 0.59 0.58 0.74 0.42 0.34 0.85 0.50 0.44 0.74 n/a n/a
500 0.86 0.71 0.67 0.94 0.52 0.41 0.65 0.60 0.59 0.86 0.49 0.39 0.94 0.54 0.46 0.78 0.64 n/a
550 0.90 0.73 0.68 1.00 0.57 0.45 0.67 0.61 0.60 0.99 0.56 0.45 1.00 0.58 0.49 0.81 0.67 n/a
600 0.93 0.75 0.70 0.62 0.49 0.68 0.62 0.61 1.00 0.64 0.52 0.62 0.52 0.85 0.70 0.66
650 0.97 0.77 0.71 0.67 0.53 0.70 0.63 0.62 0.73 0.58 0.67 0.55 0.89 0.73 0.68
700 1.00 0.79 0.73 0.72 0.58 0.71 0.64 0.63 0.81 0.65 0.72 0.59 0.92 0.76 0.71
750 0.81 0.75 0.77 0.62 0.73 0.66 0.63 0.90 0.72 0.77 0.62 0.95 0.79 0.73
800 0.83 0.76 0.83 0.66 0.74 0.67 0.64 0.99 0.80 0.83 0.66 0.98 0.81 0.76
1000 0.91 0.83 1.00 0.82 0.80 0.71 0.68 1.00 1.00 1.00 0.82 1.00 0.91 0.85
1200 0.99 0.90 0.99 0.86 0.75 0.71 0.99 1.00 0.93
>1500 1.00 1.00 1.00 0.95 0.81 0.77 1.00 1.00

HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System
19
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
Table 17 — Load Adjustment Factors for 30 M Canadian Rebar in Uncracked Concrete 1,2
30 M
Uncracked
Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
Conc. Thickness
Factor in Shear4
fHV
┴
Toward Edge
fRV

To Edge
fRV
Embedment hef
mm 260 455 598 260 455 598 260 455 598 260 455 598 260 455 598 260 455 598
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
45 n/a n/a n/a 0.23 0.13 0.09 n/a n/a n/a 0.02 0.01 0.01 0.04 0.02 0.02 n/a n/a n/a
150 0.60 0.55 0.54 0.33 0.18 0.14 0.54 0.53 0.52 0.12 0.06 0.05 0.23 0.12 0.09 n/a n/a n/a
175 0.61 0.56 0.55 0.36 0.20 0.15 0.55 0.53 0.52 0.14 0.08 0.06 0.29 0.15 0.12 n/a n/a n/a
200 0.63 0.57 0.56 0.39 0.21 0.16 0.55 0.53 0.53 0.18 0.09 0.07 0.35 0.19 0.14 n/a n/a n/a
225 0.64 0.58 0.56 0.42 0.23 0.17 0.56 0.54 0.53 0.21 0.11 0.08 0.42 0.22 0.17 n/a n/a n/a
250 0.66 0.59 0.57 0.45 0.25 0.19 0.57 0.54 0.54 0.25 0.13 0.10 0.48 0.26 0.20 n/a n/a n/a
275 0.68 0.60 0.58 0.48 0.26 0.20 0.57 0.55 0.54 0.29 0.15 0.11 0.51 0.30 0.23 n/a n/a n/a
300 0.69 0.61 0.58 0.51 0.28 0.21 0.58 0.55 0.54 0.33 0.17 0.13 0.54 0.34 0.26 n/a n/a n/a
325 0.71 0.62 0.59 0.55 0.30 0.23 0.59 0.56 0.55 0.37 0.19 0.15 0.57 0.38 0.29 n/a n/a n/a
350 0.72 0.63 0.60 0.59 0.32 0.24 0.59 0.56 0.55 0.41 0.22 0.16 0.60 0.41 0.33 0.61 n/a n/a
375 0.74 0.64 0.60 0.63 0.35 0.26 0.60 0.56 0.55 0.45 0.24 0.18 0.63 0.42 0.36 0.63 n/a n/a
400 0.76 0.65 0.61 0.67 0.37 0.28 0.61 0.57 0.56 0.50 0.26 0.20 0.67 0.44 0.37 0.65 n/a n/a
450 0.79 0.66 0.63 0.76 0.42 0.31 0.62 0.58 0.56 0.60 0.31 0.24 0.76 0.47 0.40 0.69 n/a n/a
500 0.82 0.68 0.64 0.84 0.46 0.35 0.63 0.59 0.57 0.70 0.37 0.28 0.84 0.50 0.42 0.72 n/a n/a
550 0.85 0.70 0.65 0.92 0.51 0.38 0.64 0.59 0.58 0.81 0.42 0.32 0.92 0.54 0.44 0.76 0.61 n/a
600 0.88 0.72 0.67 1.00 0.55 0.42 0.66 0.60 0.59 0.92 0.48 0.37 1.00 0.57 0.47 0.79 0.64 n/a
650 0.92 0.74 0.68 0.60 0.45 0.67 0.61 0.59 1.00 0.54 0.41 0.61 0.49 0.83 0.67 n/a
700 0.95 0.76 0.70 0.65 0.49 0.68 0.62 0.60 0.61 0.46 0.65 0.52 0.86 0.69 0.63
750 0.98 0.77 0.71 0.69 0.52 0.70 0.63 0.61 0.67 0.51 0.69 0.54 0.89 0.72 0.65
800 1.00 0.79 0.72 0.74 0.55 0.71 0.64 0.61 0.74 0.57 0.74 0.57 0.92 0.74 0.68
900 0.83 0.75 0.83 0.62 0.74 0.65 0.63 0.89 0.67 0.83 0.62 0.97 0.78 0.72
1000 0.87 0.78 0.92 0.69 0.76 0.67 0.64 1.00 0.79 0.92 0.69 1.00 0.83 0.75
1200 0.94 0.83 1.00 0.83 0.82 0.71 0.67 1.00 1.00 0.83 0.91 0.83
>1500 1.00 0.92 1.00 0.89 0.76 0.71 1.00 1.00 0.92
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 Spacing factor reduction in shear, fAV, assumes an inuence of a nearby edge. If no edge exists, then fAV = fAN.
4 Concrete thickness reduction factor in shear, fHV, assumes an inuence of a nearby edge. If no edge exists, then fHV = 1.0.

HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System
20
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
2.4.9 Hilti HIT-HY 100 Adhesive
with Hilti HAS Threaded
Rod
Hilti HAS Threaded Rod Installation Conditions
Permissible
Concrete
Conditions
Uncracked
Concrete
Dry
Concrete
Permissible
Drilling
Method
Hammer Drilling with Carbide
Tipped Drill Bit
Water Saturated
Concrete
Mechanical Properties
Hilti HAS Threaded Rod Material Specifications fya Min. futa
ksi (MPa) ksi (MPa)
Standard HAS-E rod material meets the requirements of ISO 898 Class 5.8 58 (400) 72.5 (500)
High Strength or ‘Super HAS’ rod material meets the requirements of ASTM A 193, Grade B7 105 (724) 125 (862)
Stainless HAS rod material meets the requirements of ASTM F 593 (AISI 304/316) Condition
CW1 3/8" to 5/8" 65 (448) 100 (689)
Stainless HAS rod material meets the requirements of ASTM F 593 (AISI 304/316) Condition CW
3/4" to 1-1/4" 45 (310) 85 (586)
HAS Super & HAS-E Standard Nut Material meets the requirements of SAE J995 Grade 5
HAS Stainless Steel Nut material meets the requirements of ASTM F 594
HAS Standard and Stainless Steel Washers meet dimensional requirements of ANSI B18.22.1 Type A Plain
HAS Stainless Steel Washers meet the requirements of AISI 304 or AISI 316 conforming to ASTM A 240
HAS Super & HAS-E Standard Washers meet the requirements of ASTM F 884, HV
All HAS Super Rods (except 7/8”) & HAS-E Standard, nuts & washers are zinc plated to ASTM B 633 SC 1
7/8” HAS Super rods hot-dip galvanized in accordance with ASTM A 153
HAS Carbon steel HAS rods are furnished with a 0.005-mm-thick zinc electroplated coating
Note: Special Order threaded rods may vary from standard materials.
Hilti HAS Threaded Rod Installation Specifications
Nominal
Rod
Diameter
Drill Bit
Diameter
Embedment
Depth
Embedment
Depth Range
Maximum
Installation
Torque
Minimum
Base Material
Thickness
ød
in (mm)
ød0
in
hef ,std
in (mm)
hef
in (mm)
Tmax
ft-lb (Nm)
hmin
in (mm)
3/8 7/16 3-3/8 2-3/8 – 7-1/2 15
hef + 1-1/4
(hef + 30)
(9.5) (86) (60 – 191) (20)
1/2 9/16 4-1/2 2-3/4 – 10 30
(12.7) (114) (70 – 254) (41)
5/8 3/4 5-5/8 3-1/8 – 12-1/2 60
hef + 2d0
(15.9) (143) (79 – 318) (81)
3/4 7/8 6-3/4 3-1/2 – 15 100
(19.1) (171) (89 – 381) (136)
7/8 17-7/8 3-1/2 – 17-1/2 125
(22.2) (200) (89 – 445) (169)
11-1/8 9 4 – 20 150
(25.4) (229) (102 – 508) (203)
1-1/4 1-3/8 11-1/4 5 – 25 200
(31.8) (286) (127 – 635) (271)
min
max
dfHAS 3/8 1/2 5/8 3/4 7/8 1 1-1/4
df,1 1/2 5/8 13/16* 15/16* 1-1/8* 1-1/4* 1-1/2*
df,2 7/16 9/16 11/16 13/16 15/16 1-1/8* 1-3/8
* Use two washers