HIT-HY 200
Adhesive Anchor
Technical Supplement
One giant leap.
Hilti. Outperform. Outlast.
HIT-HY 200
Safe Set™
Technology
One giant leap.
The new Hilti HIT-HY 200 Adhesive Anchoring
System is out of this world.
Now you can design anchor rod and post-installed rebar connections with more productivity and reliability. Hilti Safe Set™
Technology eliminates the most load-affecting and time-consuming step in the installation process: cleaning the hole
before injection of the adhesive. Inadequately cleaning holes during installation can reduce the performance of
conventional chemical anchor systems significantly. Hilti Safe Set™ Technology eliminates this factor almost entirely — in
both cracked or uncracked concrete and with anchor rods or post-installed rebar.
Hilti proudly presents the HIT-HY 200 System.
Holes that clean themselves.
Hilti TE-CD and
TE-YD Hollow
Drill Bits, in
conjunction with
HIT-HY 200, make
subsequent hole
cleaning completely
unnecessary. Dust is
removed by the Hilti
VC 20/40 Vacuum
System while drilling
is in progress for
more reliability and a virtually dustless working
environment.
See ordering information on page 5
No cleaning required.
The new Hilti HIT-Z
Anchor Rod with its
cone-shaped helix
works as a torquecontolled bonded
anchor. This means
that because of their
shape, HIT-Z
Anchor Rods do not require hole cleaning for hammerdrilled holes in dry or water saturated concrete in base
materials above 41° F (5° C). The benefits are clear:
fewer steps and extremely high reliability in anchoring
applications.
See ordering information on page 4
2
Anchor
Rod or
Rebar
Dia
Range of Embedment Depth
5"
10"
15"
20"
25"
3/8"
#3
1/2"
#4
5/8"
#5
3/4"
#6
7/8"
#7
1"
#8
#9
1-1/4"
#10
HIT-Z Anchor Rods only. No cleaning required.
All anchors and rebar when used with the Hilti Hollow Drill Bit and VC 20/40 Vacuum.
All anchors and rebar with standard cleaning method.
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Hybrid
Adhesive
Technical Data
Features and Applications
◼◼ Two great products with equal technical
data
◼◼ User-chosen working time based on
application suitability
Base material
temperature*
◼◼ Compatible with Hilti Safe Set™
Technology when used with the TE-CD/YD
Hollow Drill Bit or HIT-Z Anchor Rod
Diameter range
◼◼ Highest level of approvals in concrete for
uncracked and cracked applications
HIT-HY 200-A
and
HIT-HY 200-R
14° F to 104° F
(-10° C to 40° C)
3/8" to 1-1/4"
Listings/Approvals
• ICC-ES (International Code Council) cracked
and uncracked concrete - ESR-3187
Package volume
•V
olume of HIT-HY 200 11.1 fl oz/330 ml foil pack
is 20.1 in3
• Volume of HIT-HY 200 16.9 fl oz/500 ml foil pack
is 30.5 in3
*When used with HIT-Z rod: 41° F to 104° F (5° C to 40° C)
HIT-HY 200-A (Accelerated working time)
Working/Full Cure Time Table (Approximate)
HIT-HY 200-R (Regular working time)
Working/Full Cure Time Table (Approximate)
Base Material Temperature
Base Material Temperature
°F
°C
twork
tcure
°F
°C
twork
tcure
14 ... 23
-10 ... -5
90 min
7 hrs
14 ... 23
-10 ... -5
180 min
20 hrs
24 ... 32
-4 ... 0
50 min
4 hrs
24 ... 32
-4 ... 0
120 min
8 hrs
33 ... 41
1 ... 5
25 min
2 hrs
33 ... 41
1 ... 5
60 min
4 hrs
42 ... 50
6 ... 10
15 min
75 min
42 ... 50
6 ... 10
40 min
2.5 hrs
51 ... 68
11 ... 20
7 min
45 min
51 ... 68
11 ... 20
15 min
1.5 hrs
69 ... 86
21 ... 30
4 min
30 min
69 ... 86
21 ... 30
9 min
1 hr
87 ... 104
31 ... 40
3 min
30 min
87 ... 104
31 ... 40
6 min
1 hr
HIT-HY 200-A
HIT-HY 200-R
Order Information: HIT-HY 200-A (Accelerated working time)
Description
Package Contents
Qty1
Item No.1
HIT-HY 200-A (11.1 fl oz/330 ml)
Includes (1) foil pack with (1) mixer and 3/8" filler tube per pack
1
02022791
HIT-HY 200-A Master Carton (11.1 fl oz/330 ml)
Includes (1) master carton containing (25) foil packs with (1) mixer and 3/8” filler tube
per pack
25
03496470
HIT-HY 200-A Combo (11.1 fl oz/330 ml)
Includes (1) master carton containing (25) foil packs with (1) mixer and 3/8” filler tube
per pack and (1) HDM 500 Manual Dispenser
25
03496471
HIT-HY 200-A Master Carton (16.9 fl oz/500 ml)
Includes (1) master carton containing (20) foil packs with (1) mixer and 3/8” filler tube
per pack
20
02022792
HIT-HY 200-A Combo (16.9 fl oz/500 ml)
Includes (2) master cartons containing (20) foil packs each with (1) mixer and 3/8” filler
tube per pack and (1) HDM 500 Manual Dispenser
40
03496472
HIT-RE-M Static Mixer
For use with HIT-HY 200-A cartridges
1
00337111
Qty1
Item No. 1
Order Information: HIT-HY 200-R (Regular working time)
Description
Package Contents
HIT-HY 200-R (11.1 fl oz/330 ml)
Includes (1) foil pack with (1) mixer and 3/8" filler tube per pack
1
02022793
HIT-HY 200-R Master Carton (11.1 fl oz/330 ml)
Includes (1) master carton containing (25) foil packs with (1) mixer and 3/8" filler tube
per pack
25
03496597
HIT-HY 200-R Combo (11.1 fl oz/330 ml)
Includes (1) master carton containing (25) foil packs with (1) mixer and 3/8" filler tube
per pack and (1) HDM 500 manual dispenser
25
03496598
HIT-HY 200-R Master Carton (16.9 fl oz/500 ml)
Includes (1) master carton containing (20) foil packs with (1) mixer and 3/8" filler tube
per pack
20
02022794
HIT-HY 200-R Combo (16.9 fl oz/500 ml)
Includes (2) master cartons containing (20) foil packs each with (1) mixer and 3/8" filler
tube per pack and (1) HDM 500 manual dispenser
40
03496599
HIT-RE-M Static Mixer
For use with HIT-HY 200-R cartridges
1
00337111
1 Item numbers and quantities may change. Contact Hilti for current ordering information.
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 200 Technical Supplement 04/13
3
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
No cleaning required.
HIT-Z Anchor Rods
The new Hilti HIT-Z Anchor Rod with its cone-shaped helix works as a torque-controlled bonded anchor. This means that because
of their shape, HIT-Z Anchor Rods do not require hole cleaning for hammer-drilled holes in dry or water saturated concrete in base
materials above 41° F (5° C). The benefits are clear: fewer steps and extremely high reliability in anchoring applications.
Traditional Method
Drill
2x
2x
2x
Done
HIT-HY 200 System with HIT-Z rods
Up to 60% faster!
Drill
Done
Productivity gain
Features and Applications
◼◼ No hole cleaning required in dry concrete when used with
HIT-HY 200*
◼◼ ICC-ES approved in cracked concrete and seismic applications when
used with HIT-HY 200
◼◼ Dependable loads and higher level of installation accuracy
◼◼ Works in cored holes with additional cleaning steps when used with
HIT-HY 200
All HIT-Z rods
contain head
markings
indicating length
and unique
designation for the
specialty element
* For temperatures below 41° F (5° C) hole cleaning is required
Hilti HIT-Z Anchor Rod
Description
Bit Dia (in.)
Min. Embed (in.)
Qty1
Item No. HIT-Z Carbon Steel1
Qty1
Item No. HIT-Z-R SS 3161
HIT-Z 3/8" x 4-3/8"
7/16"
2-3/8"
40
02018440
40
02018451
HIT-Z 3/8" x 5-1/8"
7/16"
2-3/8"
40
02018441
40
02018452
HIT-Z 3/8" x 6-3/8"
7/16"
2-3/8"
40
02018442
40
02018453
HIT-Z 1/2" x 4-1/2"
9/16"
2-3/4"
20
02018443
20
02018454
HIT-Z 1/2" x 6-1/2"
9/16"
2-3/4"
20
02018444
20
02018455
HIT-Z 1/2" x 8"
9/16"
2-3/4"
20
02018445
20
02018456
HIT-Z 5/8" x 6"
3/4"
3-3/4"
12
02018446
12
02018457
HIT-Z 5/8" x 8"
3/4"
3-3/4"
12
02018447
12
02018458
HIT-Z 5/8" x 9-1/2"
3/4"
3-3/4"
12
02018448
12
02018459
HIT-Z 3/4" x 8-1/2"
7/8"
4"
6
02018449
6
02018460
HIT-Z 3/4" x 9-3/4"
7/8"
4"
6
02018450
6
02018461
1 Item numbers and quantities may change. Contact Hilti for current ordering information.
4
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Holes that clean themselves.
TE-CD (SDS Plus) and TE-YD (SDS Max) Hollow Drill Bits
New Hilti Hollow Drill Bits make traditional hole-cleaning a thing of the past. Featuring Safe Set™ Technology, Hollow Drill Bits
allow you to vacuum dust as you drill, resulting in up to 60% more productivity when installing approved adhesive anchors. Hilti’s
innovative new system helps make rebar doweling and adhesive anchor installation faster and more reliable by removing the need
to manually clean the hole before installing your adhesive anchor.
Traditional Method
Drill
2x
2x
2x
Done
HIT-HY 200 System with Hilti Hollow Drill Bit and VC 20/40 Vacuum
Up to 60% faster!
Drill
Done
Productivity gain
Features and Applications
◼◼ Drills holes for post-installed rebar applications like structural
connections and upgrades or adding missing rebar
◼◼ Drills holes for anchoring railings and safety barriers
◼◼ Drills holes for secondary steel structures such as staircases and
ledgers
◼◼ Drills holes for structural steel connections
like columns and beams
◼◼ ICC-ES approved for cracked concrete and
seismic applications when used in combination
with HIT-HY 200
TE-CD Hollow Drill Bits — Imperial
Order Description
Hollow Drill Bit TE-CD 1/2"-13"
Working Length
Item No. Single1
Item No. 3 pack1
8 in
02018941
03497391
Hollow Drill Bit TE-CD 9/16"-14"
9-1/2 in
02018943
03497392
Hollow Drill Bit TE-CD 5/8"-14"
9-1/2 in
02018944
03497393
Hollow Drill Bit TE-CD 3/4"-14"
9-1/2 in
02018947
03497394
02018978
-
Working Length
Item No. Single1
Item No. 3 pack1
Hollow Drill Bit TE-CD 16-A (Replacement collar)
TE-YD Hollow Drill Bits — Imperial
Order Description
Hollow Drill Bit TE-YD 3/4"-24"
15-1/2 in
02018958
03497387
Hollow Drill Bit TE-YD 7/8"-24"
15-1/2 in
02018961
03497388
Hollow Drill Bit TE-YD 1"-24"
15-1/2 in
02018963
03497389
Hollow Drill Bit TE-YD 1 1/8"-24"
15-1/2 in
02018965
03497390
02018979
-
Hollow Drill Bit TE-YD 25-A (Replacement collar)
1 Item numbers and quantities may change. Contact Hilti for current ordering information.
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 200 Technical Supplement 04/13
5
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
1.0 Product Description
2.0 Technical Data
1.0 Product
Description
Listings/Approvals
ICC-ES (International Code Council)
ESR-3187
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
The Hilti HIT-HY 200 Adhesive Anchoring
System is used to resist static, wind
and seismic 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 cracked and
uncracked concrete as defined per
ICC-ES, ACI, and CSA.
Hilti HIT-HY 200 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.
Hilti HIT-HY 200 Adhesive is available in
two options, Hilti HIT-HY 200-A, and
Hilti HIT-HY 200-R. Both options utilize
the same technical data. Hilti
HIT-HY 200-A will have shorter working
times and curing times than Hilti
HIT-HY 200-R. The packaging for
each is different which helps the user
distinguish between the two adhesives.
Hilti HIT-HY 200 Adhesive comes with
three cleaning options:
1. Traditional cleaning methods
comprised of steel wire brushes and
air nozzles,
2. Self-cleaning methods using the Hilti
TE-CD or TE-YD hollow carbide drill
bits used in conjunction of a Hilti
vacuum cleaner that will remove
drilling dust, automatically cleaning
the hole, or
3. Use of the Hilti HIT-Z and HIT-Z-R
threaded rods where hole cleaning
is not required after drilling the
hole. (Exceptions: If base material
temperature is less than 41° F (5° C) or
if diamond core drilling is used, then
cleaning of the drilled hole is required).
Elements that are suitable for use with
this system are as follows: threaded
steel rods, Hilti HIS-(R)N steel internally
threaded inserts, steel reinforcing bars
and Hilti HIT-Z and HIT-Z-R specialty
rods.
performance green buildings.
Hilti HIT-HY 200 Adhesive Technical Data Table of Contents
Element Type
Hilti HIT-Z and HIT-Z-R
(Threaded Rod)
Rebar
Hilti HAS
Threaded Rod
Hilti HIS-N and HIS-RN
Internally Threaded Insert
United States
Canada
Pages
12 – 21
22 – 33
34 – 39
40 – 50
51 – 53
Tables
1 – 15
16 – 34
35 – 47
48 – 65
66 – 70
Information on Working Time and Cure Time on page 54
6
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
2.0 Technical Data
2.1 T
esting and Product
Evaluation
Hilti HIT-HY 200 has been tested in accordance with ICC
Evaluation Services (ICC-ES) Acceptance Criteria for PostInstalled Adhesive Anchors in Concrete Elements (AC308).
2.3 Design of Hilti HIT-HY 200
Adhesive Anchor System
2.3.1 Using technical data in
ESR-3187
Technical data for the system components of Hilti HIT-HY 200
can be found in ICC-ES ESR-3187. This includes:
Hilti has had Hilti HIT-HY 200 evaluated according to AC308
and has received ESR-3187 from ICC-ES.
• Hilti HIT-HY 200-A and Hilti HIT-HY 200-R adhesives (with
the same technical data).
2.2 Adhesive Anchor Design
Codes
2.2.1 United States
• Hilti HIT-Z(-R) threaded rod which requires no cleaning.
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 postinstalled expansion and undercut anchors and cast-in headed
studs were recognized.
Prior to the publication of ACI 318-11, designers of postinstalled 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-3187 for Hilti HIT-HY 200
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 200 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.
• Standard threaded rods and rebar.
• Hilti HIS-(R)N internally threaded inserts.
• Hilti TE-CD and TE-YD hollow drill bits which automatically
clean the drilled holes, for use with standard threaded
rods, rebar, and the Hilti HIS-(R)N internally threaded
inserts and have the same technical data as standard
cleaning methods.
A designer can use the data in ESR-3187 to calculate the
capacity of the Hilti HIT-HY 200 system in the following manner:
• For the Hilti HIT-Z(-R) threaded rods with no cleaning. This
is a torque controlled adhesive anchor system, and at the
time of this publication there are no provisions in ACI 318
Appendix D to design this system. A proposed design
would be according to ACI 318-11 or ACI 318-08 Appendix
D and AC308 Section 3.3 amendments to ACI 318.
• 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-3187 are not included in this supplement,
but can be found by downloading ESR-3187 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 Hilti PROFIS Anchor
Design Software
The Hilti PROFIS Anchor Design Software is the most
innovative and comprehensive design software available for
accurate and complete anchor designs.
For Hilti HIT-HY 200, the data from ESR-3187 is used as the
data base for the program. PROFIS Anchor calculates the
design capacity of the anchor system according to ACI 318-08
Appendix D and AC308 Section 3.3 amendments to ACI 318.
The PROFIS Anchor HIT-HY 200 portfolio consists of the same
system components listed in section 2.3.1.
This is the most accurate and best way to optimize the anchor
design, especially for anchor systems with multiple anchors,
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 200 Technical Supplement 04/13
7
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
complicated loading, edge distance constraints, and numerous
other conditions.
Hilti PROFIS Anchor Design Software can be downloaded at
www.us.hilti.com (US) or www.hilti.ca (Canada). Contact your
local Hilti representative for a demonstration on this software at
your office.
2.3.3 Using the New Hilti
Simplified Design Tables
In lieu of providing a copy of ESR-3187 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.
2.4.2 Hilti HIT-Z(-R) Anchor Rods
The single anchor tension capacity is based on the lesser of
concrete breakout strength or pullout strength:
ACI/AC308: ФNn = min | ФNcb ;ФNpn |
CSA: Nr = min | Ncbr ;Ncpr |
ФNn = Nr
The shear value is based on the pryout strength.
ACI/AC308: ФVn = ФVcp
CSA: Vr = Vcpr
ФVn = Vr
Concrete breakout and pryout are calculated according to
ACI 318 Appendix D and CSA A23.3 Annex D using the
variables from ESR-3187. These values are equivalent.
Pullout for torque controlled adhesive anchors is not
recognized in ACI or CSA, so this is determined from AC308
Section 3.3 and the value of Np,uncr or Np,cr from ESR-3187. This
is a similar approach to mechanical anchor pullout strength.
ACI and CSA values are equivalent.
2.4.3 Standard Threaded Rods,
Rebar, and Hilti HIS-(R)N Internally
Threaded Inserts
The single anchor tension capacity is based on the lesser of
concrete breakout strength or bond strength:
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.
ACI:
ФNn = min | ФNcb ;ФNa |
CSA/ACI:
Nr = min | Ncbr ;Na |
ФNn = Nr
2.4.1 Simplified Tables Data
Development
ACI:
ФVn = ФVcp
CSA/ACI:
Vr = Vcpr
ФVn = Vr
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.
8
The shear value is based on the pryout strength.
Concrete breakout is calculated according to ACI 318
Appendix D and CSA A23.3 Annex D using the variables from
ESR-3187. 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.
2.4.4 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.
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
2.4.5 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.
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
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)
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
Vf
Nf
____
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
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9
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
The full shear strength can be permitted if:
Nua
____
ACI:
≤ 0.2
Ndes
Nf
____
CSA:
≤ 0.2
Ndes
2.4.6 Allowable Stress Design
(ASD)
The values of Ndes and Vdes developed from Section 2.4.5
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 = _____
α
ASD
Vdes
Vdes,ASD = _____
α
ASD
where:
αASD =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
αASD =
1.2 x 0.30 + 1.6 x 0.70 = 1.48
2.4.7 Seismic Design
To determine the seismic design strength (factored resistance)
a reduction factor, αseis, is applied to the applicable table
values. This value of αseis will be in the footnotes of the relevant
design tables.
The value of αseis for concrete / bond / pullout failure is based
on 0.75 times a reduction factor determined from testing. The
total reduction is footnoted in the tables.
The value of αseis for steel failure is based on testing and is
typically only applied for shear. There is no additional 0.75
factor. The reduction is footnoted in the tables.
The factored load and associated seismic load combinations
that will be compared to the design strength (factored
resistance) can be determined from ACI or CSA provisions and
national or local code requirements. An additional value for
ϕnon-ductile may be needed based on failure mode or ductility of
the attached components.
10
2.4.8 Sustained Loads and
Overhead Use
Sustained loading is calculated by multiplying the value of ФNn
or Nr by 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.
2.4.9 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
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
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HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
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. Thus, some
calculations will be more conservative than a calculation
from the Hilti PROFIS Anchor Design Software (PROFIS
uses ACI 318-08).
IMPORTANT NOTE:
2.4.10 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.
As stated above, while the Simplified Tables are limited in
application, the designer can use the Hilti PROFIS Anchor
Design Software which does account for the conditions noted
above.
There may be additional applications not noted above. Contact
Hilti with any questions for specific applications.
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, and when using the Hilti PROFIS Anchor Design
Software. It is always suggested to use the Hilti PROFIS
Anchor Design Software or 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 200 Adhesive system will not
fulfill the design requirements. Additional assistance can be
given by your local Hilti representative.
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 200 Technical Supplement 04/13
11
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
2.4.11 Hilti HIT-HY 200 Adhesive
with Hilti HIT-Z and
HIT-Z-R Threaded Rods
Uncracked
Concrete
Dry
Concrete
Cracked
Concrete
Water Saturated
Concrete
Water-Filled
Drilled Holes
Permissible Drilling
Method
Permissible
Concrete Conditions
Hilti HIT-Z and HIT-Z-R Installation Conditions
Hammer Drilling with Carbide
Tipped Drill Bit 1
Hilti TE-CD or TE-YD Hollow Drill
Bit 2
Diamond Core Drill Bit 3
1 D
rilling hole with carbide tipped bit requires no cleaning of drilling dust after drilling. See Manufacturer’s Printed Installation Instructions (MPII) that comes with Hilti HIT-HY 200 Adhesive
packaging for complete drilling and installation instructions.
2 Since cleaning of drilled hole is not required with carbide tipped drill bit with Hilti HIT-Z(-R) rods, the use of the Hilti TE-CD or TE-YD hollow drill bit is not needed to clean hole.
3 Cleaning of drilled hole is needed for holes drilled with diamond core drill bit. See MPII for complete drilling and installation instructions.
Hilti HIT-Z and HIT-Z-R Installation Specifications
Nominal Rod
Diameter
Drill Bit
Diameter
Embedment
Depth
Installation
Torque
ød
in (mm)
ød0
in
hef
in (mm)
Tinst
ft-lb (Nm)
2-3/8 – 4-1/2
(60 – 114)
2-3/4 – 6
(70 – 152)
3-3/4 – 7-1/2
(95 – 190)
4 – 8-1/2
(102 – 216)
15
(20)
30
(40)
60
(80)
110
(150)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
df
df,1
HIT-Z(-R)
7/16
9/16
3/4
7/8
3/8
1/2
5/8
3/4
1/2
5/8
13/16*
15/16*
* Use two washers
df,2
12
7/16
9/16
11/16
13/16
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HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Hilti HIT-Z and HIT-Z-R Anchor Rod Lengths and Thread Dimensions
Name and Size
ℓ
Anchor Length
ℓhelix
Helix Length
Smooth Shank
Length
Total Thread
Length
Usable Thread
Length
in
(mm)
in
(mm)
in
(mm)
in
(mm)
in
(mm)
HIT-Z(-R) 3/8'' x 4-3/8''
4-3/8
(111)
2-1/4
(57)
5/16
(8)
1-13/16
(46)
1-5/16
(33)
HIT-Z(-R) 3/8'' x 5-1/8''
5-1/8
(130)
2-1/4
(57)
5/16
(8)
2-9/16
(65)
2-1/16
(52)
HIT-Z(-R) 3/8'' x 6-3/8''
6-3/8
(162)
2-1/4
(57)
5/16
(8)
3-13/16
(97)
3-5/16
(84)
HIT-Z(-R) 1/2'' x 4-1/2''
4-1/2
(114)
2-1/2
(63)
5/16
(8)
1-11/16
(43)
1
(26)
HIT-Z(-R) 1/2'' x 6-1/2''
6-1/2
(165)
2-1/2
(63)
5/16
(8)
3-11/16
(94)
3-1/16
(77)
HIT-Z(-R) 1/2'' x 7-3/4''
7-3/4
(197)
2-1/2
(63)
5/16
(8)
4-15/16
(126)
4-5/16
(109)
HIT-Z(-R) 5/8'' x 6''
6
(152)
3-5/8
(92)
7/16
(11)
1-15/16
(49)
1-1/8
(28)
HIT-Z(-R) 5/8'' x 8''
8
(203)
3-5/8
(92)
7/16
(11)
3-15/16
(100)
3-1/8
(79)
HIT-Z(-R) 5/8'' x 9-1/2''
9-1/2
(241)
3-5/8
(92)
1-15/16
(49)
3-15/16
(100)
3-1/8
(79)
HIT-Z(-R) 3/4'' x 8-1/2''
8-1/2
(216)
4
(102)
7/16
(12)
4
(102)
3-1/16
(77)
HIT-Z(-R) 3/4'' x 9-3/4''
9-3/4
(248)
4
(102)
1-11/16
(44)
4
(102)
3-1/16
(77)
ℓ
ℓhelix
Smooth Shank Length
Usable Thread
Length
Total Thread Length
Mechanical Properties
Hilti HIT-Z and HIT-Z-R Material Specifications
Min. futa
fya
ksi
(MPa)
ksi
(MPa)
Carbon steel HIT-Z rods (3/8-in. to 5/8-in.): AISI 1038
75.3
(520)
94.2
(650)
Carbon steel HIT-Z rods (3/4-in.): AISI 1038 or 18MnV5
75.3
(520)
94.2
(650)
Stainless steel HIT-Z-R rods: Grade 316 stainless steel
75.3
(520)
94.2
(650)
HIT-Z Carbon Steel Nuts meet the requirements of ASTM A 563, Grade A conforming to ANSI
B18.2.2
HIT-Z Carbon Steel Washers meet the requirements of ASTM F 844
HIT-Z Carbon steel rods are furnished with a 0.005-mm-thick zinc electroplated coating
HIT-Z-R Stainless Steel Nuts meet the requirements of ASTM F 594 conforming to ANSI B18.2.2
HIT-Z-R Stainless Steel Washers meet the requirements of AISI 316 conforming to ASTM A 240
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HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 1 — H
IT-HY 200 Design Strength (Factored Resistance) with Concrete/Pullout Failure for HIT-Z(-R) Rods in
Uncracked Concrete 1,2,3,4,5,6,7,8,10
Anchor
Diameter
in. (mm)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
Effective
Embed.
Depth
in. (mm)
2-3/8
(60)
3-3/8
(86)
4-1/2
(114)
2-3/4
(70)
4-1/2
(114)
6
(152)
3-3/4
(95)
5-5/8
(143)
7-1/2
(191)
4
(102)
6-3/4
(171)
8-1/2
(216)
Tension — ФNn or Nr
f´c = 2500 psi
(17.2 Mpa)
lb (kN)
2,855
(12.7)
4,835
(21.5)
5,560
(24.7)
3,555
(15.8)
7,445
(33.1)
8,190
(36.4)
5,665
(25.2)
10,405
(46.3)
14,950
(66.5)
6,240
(27.8)
13,680
(60.9)
19,330
(86.0)
f´c = 3000 psi
(20.7 Mpa)
lb (kN)
3,125
(13.9)
5,300
(23.6)
5,560
(24.7)
3,895
(17.3)
8,155
(36.3)
8,190
(36.4)
6,205
(27.6)
11,400
(50.7)
14,950
(66.5)
6,835
(30.4)
14,985
(66.7)
19,890
(88.5)
f´c = 4000 psi
(27.6 Mpa)
lb (kN)
3,610
(16.1)
5,560
(24.7)
5,560
(24.7)
4,500
(20.0)
8,190
(36.4)
8,190
(36.4)
7,165
(31.9)
13,165
(58.6)
14,950
(66.5)
7,895
(35.1)
17,305
(77.0)
19,890
(88.5)
Shear — ФVn or Vr
f´c = 6000 psi
(41.4 Mpa)
lb (kN)
4,425
(19.7)
5,560
(24.7)
5,560
(24.7)
5,510
(24.5)
8,190
(36.4)
8,190
(36.4)
8,775
(39.0)
14,950
(66.5)
14,950
(66.5)
9,665
(43.0)
19,890
(88.5)
19,890
(88.5)
f´c = 2500 psi
(17.2 Mpa)
lb (kN)
3,075
(13.7)
10,415
(46.3)
16,035
(71.3)
7,660
(34.1)
16,035
(71.3)
24,690
(109.8)
12,200
(54.3)
22,415
(99.7)
34,505
(153.5)
13,440
(59.8)
29,460
(131.0)
41,635
(185.2)
f´c = 3000 psi
(20.7 Mpa)
lb (kN)
3,370
(15.0)
11,410
(50.8)
17,570
(78.2)
8,395
(37.3)
17,570
(78.2)
27,045
(120.3)
13,365
(59.5)
24,550
(109.2)
37,800
(168.1)
14,725
(65.5)
32,275
(143.6)
45,605
(202.9)
f´c = 4000 psi
(27.6 Mpa)
lb (kN)
3,890
(17.3)
13,175
(58.6)
20,285
(90.2)
9,690
(43.1)
20,285
(90.2)
31,230
(138.9)
15,430
(68.6)
28,350
(126.1)
43,650
(194.2)
17,000
(75.6)
37,265
(165.8)
52,660
(234.2)
f´c = 6000 psi
(41.4 Mpa)
lb (kN)
4,765
(21.2)
16,135
(71.8)
24,845
(110.5)
11,870
(52.8)
24,845
(110.5)
38,250
(170.1)
18,900
(84.1)
34,720
(154.4)
53,455
(237.8)
20,820
(92.6)
45,645
(203.0)
64,500
(286.9)
Table 2 — H
IT-HY 200 Design Strength (Factored Resistance) with Concrete/Pullout Failure for HIT-Z(-R) Rods in
Cracked Concrete 1,2,3,4,5,6,7,8,9,10
Anchor
Diameter
in. (mm)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
Effective
Embed.
Depth
in. (mm)
2-3/8
(60)
3-3/8
(86)
4-1/2
(114)
2-3/4
(70)
4-1/2
(114)
6
(152)
3-3/4
(95)
5-5/8
(143)
7-1/2
(191)
4
(102)
6-3/4
(171)
8-1/2
(216)
Tension — ФNn or Nr
f´c = 2500 psi
(17.2 Mpa)
lb (kN)
2,020
(9.0)
3,425
(15.2)
5,275
(23.5)
2,520
(11.2)
5,275
(23.5)
7,640
(34.0)
4,010
(17.8)
7,370
(32.8)
11,350
(50.5)
4,420
(19.7)
9,690
(43.1)
13,690
(60.9)
f´c = 3000 psi
(20.7 Mpa)
lb (kN)
2,215
(9.9)
3,755
(16.7)
5,560
(24.7)
2,760
(12.3)
5,780
(25.7)
7,640
(34.0)
4,395
(19.5)
8,075
(35.9)
12,430
(55.3)
4,840
(21.5)
10,615
(47.2)
15,000
(66.7)
f´c = 4000 psi
(27.6 Mpa)
lb (kN)
2,560
(11.4)
4,335
(19.3)
5,560
(24.7)
3,185
(14.2)
6,670
(29.7)
7,640
(34.0)
5,075
(22.6)
9,325
(41.5)
14,355
(63.9)
5,590
(24.9)
12,255
(54.5)
17,320
(77.0)
Shear — ФVn or Vr
f´c = 6000 psi
(41.4 Mpa)
lb (kN)
3,135
(13.9)
5,305
(23.6)
5,560
(24.7)
3,905
(17.4)
7,640
(34.0)
7,640
(34.0)
6,215
(27.6)
11,420
(50.8)
14,950
(66.5)
6,845
(30.4)
15,010
(66.8)
19,535
(86.9)
f´c = 2500 psi
(17.2 Mpa)
lb (kN)
2,180
(9.7)
7,380
(32.8)
11,360
(50.5)
5,425
(24.1)
11,360
(50.5)
17,490
(77.8)
8,640
(38.4)
15,875
(70.6)
24,440
(108.7)
9,520
(42.3)
20,870
(92.8)
29,490
(131.2)
f´c = 3000 psi
(20.7 Mpa)
lb (kN)
2,385
(10.6)
8,085
(36.0)
12,445
(55.4)
5,945
(26.4)
12,445
(55.4)
19,160
(85.2)
9,465
(42.1)
17,390
(77.4)
26,775
(119.1)
10,430
(46.4)
22,860
(101.7)
32,305
(143.7)
f´c = 4000 psi
(27.6 Mpa)
lb (kN)
2,755
(12.3)
9,335
(41.5)
14,370
(63.9)
6,865
(30.5)
14,370
(63.9)
22,120
(98.4)
10,930
(48.6)
20,080
(89.3)
30,915
(137.5)
12,040
(53.6)
26,395
(117.4)
37,300
(165.9)
f´c = 6000 psi
(41.4 Mpa)
lb (kN)
3,375
(15.0)
11,430
(50.8)
17,600
(78.3)
8,405
(37.4)
17,600
(78.3)
27,095
(120.5)
13,390
(59.6)
24,595
(109.4)
37,865
(168.4)
14,750
(65.6)
32,330
(143.8)
45,685
(203.2)
1 See Section 2.4 for explanation on development of load values.
2 See Section 2.4.6 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 8 - 15 as necessary. Compare to the steel values in table 3. The lesser of the values is to be used for the design.
5Data 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 0.86.
For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.70.
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 Tabular values are for dry and water saturated concrete conditions.
7 Tabular values are for short term loads only. For sustained loads, see Section 2.4.8.
8Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
9Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values by the following reduction factors:
3/8-in diameter - αseis = 0.705
1/2-in to 3/4-in diameter - αseis = 0.75
See Section 2.4.7 for additional information on seismic applications.
10 Diamond core drilling with Hilti HIT-Z(-R) rods is permitted with no reduction in published data above.
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 3 — Steel Design Strength (Factored Resistance) for Hilti HIT-Z and HIT-Z-R Rods 5,7
Anchor Diameter
in. (mm)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
1
2
3
4
5
6
7
ACI 318 Appendix D Based Design
HIT-Z Carbon Steel Rod
HIT-Z-R Stainless Steel Rod
Tensile1
Tensile1
Shear2
Shear2
αseis,V7
αseis,V7
ϕNsa
ϕVsa
ϕNsa
ϕVsa
lb (kN)
lb (kN)
lb (kN)
lb (kN)
CSA A23.3 Annex D Based Design
HIT-Z Carbon Steel Rod
HIT-Z-R Stainless Steel Rod
Tensile3
Tensile3
Shear4
Shear4
αseis,V7
αseis,V7
Nsr
Vsr
Nsr
Vsr
lb (kN)
lb (kN)
lb (kN)
lb (kN)
4,750
(21.1)
8,695
(38.7)
13,850
(61.6)
20,455
(91.0)
4,345
(19.3)
7,960
(35.4)
12,675
(56.4)
18,725
(83.3)
1,930
(8.6)
3,530
(15.7)
5,625
(25.0)
8,310
(37.0)
1.0
0.65
0.65
0.65
4,750
(21.1)
8,695
(38.7)
13,850
(61.6)
20,455
(91.0)
2,630
(11.7)
4,815
(21.4)
7,670
(34.1)
11,330
(50.4)
1.0
0.75
0.65
0.65
1,775
(7.9)
3,250
(14.5)
5,180
(23.0)
7,650
(34.0)
1.0
0.65
0.65
0.65
4,345
(19.3)
7,960
(35.4)
12,675
(56.4)
18,725
(83.3)
2,420
(10.8)
4,435
(19.7)
7,065
(31.4)
10,435
(46.4)
1.0
0.75
0.65
0.65
Tensile = ϕ Ase,N futa as noted in ACI 318 Appendix D.
Shear values determined by static shear tests with ϕVsa ≤ ϕ 0.60 Ase,V futa as noted in ACI 318 Appendix D.
Tensile = Ase ϕs fut R as noted in CSA A23.3 Annex D.
Shear values determined by static shear tests with Vsr ≤ Ase ϕs 0.60 fut R as noted in CSA A23.3 Annex D.
See Section 2.4.6 to convert design strength (factored resistance) value to ASD value.
Reduction factor for seismic shear only. See Section 2.4.7 for additional information on seismic applications.
HIT-Z and HIT-Z-R rods are to be considered brittle steel elements.
Hilti HIT-Z(-R) Rod Permissible Combinations of Edge Distance,
Anchor Spacing, and Concrete Thickness
The Hilti HIT-Z and HIT-Z-R Rods produce high expansion forces in the concrete slab when the installation torque is applied. This
means that the anchor must be installed with larger edge distances and spacing when compared to standard threaded rod, to
minimize the likelihood that the concrete slab will split during installation.
The permissible edge distance is based on the concrete condition (cracked or uncracked), the concrete thickness, and anchor
spacing (if designing for anchor groups). The permissible concrete thickness is dependent on whether or not the drill dust is
removed during the anchor installation process.
Step 1: Check Concrete Thickness
While the Hilti HIT-Z and HIT-Z-R rods do not need to have the drilling dust removed for optimum capacity (for base material
temperatures greater than 41° F (5° C) and if hammer drill with carbide tipped drill bit is used), the concrete thickness can be
reduced if the drilling dust is removed. The figure below shows the two drilled hole options. Drilled hole condition 1 is with the
drill dust remaining in the drilled hole, and condition 2 is with the drill dust removed by compressed air, Hilti TE-CD or TE-YD
hollow drill bit.
h1
Hole
Condition
①
Hole
Condition
②
h0 > hef
hef
Refer to Tables 4 to 7 in this section for the minimum concrete
thicknesses associated with the Hilti HIT-Z(-R) rods based on
diameter and drilled hole condition.
h0 = hef
h2
Step 2: Check Edge Distance and Anchor Spacing
Tables 4 to 7 in this section show the minimum edge distance and anchor spacing based on a specific concrete thickness and
whether or not the design is for cracked or uncracked concrete. There are two cases of edge distance and anchor spacing
combinations for each embedment and concrete condition (cracked or uncracked). Case 1 is the minimum edge distance
needed for one anchor or for two anchors with large anchor spacing. Case 2 is the minimum anchor spacing that can be used,
but the edge distance is increased to help prevent splitting. Linear interpolation can be used between Case 1 and Case 2 for any
specific concrete thickness and concrete condition. See the following figure and calculation which can be used to determine
specific edge distance and anchor spacing combinations.
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 200 Technical Supplement 04/13
15
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Cmin,2
Case 2
For a specific edge distance, the permitted spacing is calculated as follows:
(smin,1 – smin,2)
s ≥ smin,2 + ____________ (c – cmin,2)
(cmin,1 – cmin,2)
spacing s
Anchors not permitted
in shaded area
ca min at s ≥
sdesign
Cmin,1
Case 1
Smin,2
Smin,1
smin at c ≥
Concrete
Edge
cdesign
edge distance c
Table 4 — Minimum Edge Distance, Spacing, and Concrete Thickness for 3/8" Diameter Hilti HIT-Z and HIT-Z-R Rods
Rod O.D.
d
Effective embedment
hef
Drilled hole condition
-
Cracked Concrete
Uncracked Concrete
Minimum concrete thickness
h
Minimum edge and
spacing
Case 1 1
c min,1
Minimum edge and
spacing
Case 2 1
c min,2
Minimum edge and
spacing
Case 1 1
c min,1
Minimum edge and
spacing
Case 2 1
c min,2
s min,1
s min,2
s min,1
s min,2
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
3/8
(9.5)
3-3/8
(86)
2-3/8
(60)
22
4
(102)
3-1/8
(79)
9-1/8
(232)
5-5/8
(143)
1-7/8
(48)
2-1/8
(54)
6-3/8
(162)
3-5/8
(92)
1-7/8
(48)
1 or 2
4-5/8
(117)
2-3/4
(70)
7-3/4
(197)
4-3/4
(121)
1-7/8
(48)
1-7/8
(48)
5-1/2
(140)
3-1/8
(79)
1-7/8
(48)
5-3/4
(146)
2-1/4
(57)
6-1/8
(156)
3-3/4
(95)
1-7/8
(48)
1-7/8
(48)
4-1/4
(108)
2-3/8
(60)
1-7/8
(48)
22
4-5/8
(117)
2-3/4
(70)
7-3/4
(197)
4-3/4
(121)
1-7/8
(48)
1-7/8
(48)
5-1/2
(140)
3-1/8
(79)
1-7/8
(48)
4-1/2
(114)
1 or 2
5-5/8
(143)
2-1/4
(57)
6-1/2
(165)
3-7/8
(98)
1-7/8
(48)
1-7/8
(48)
3-1/2
(89)
2-1/2
(64)
1-7/8
(48)
6-3/8
(162)
2
(51)
5-5/8
(143)
3-1/4
(83)
1-7/8
(48)
1-7/8
(48)
2-5/8
(67)
2-1/8
(54)
1-7/8
(48)
22
5-3/4
(146)
2-1/4
(57)
6-1/8
(156)
3-3/4
(95)
1-7/8
(48)
1-7/8
(48)
3-1/4
(83)
2-3/8
(60)
1-7/8
(48)
1 or 2
6-3/4
(171)
1-7/8
(48)
5-3/8
(137)
3-1/8
(79)
1-7/8
(48)
1-7/8
(48)
2
(51)
2
(51)
1-7/8
(48)
7-3/8
(187)
1-7/8
(48)
4-1/2
(114)
2-3/4
(70)
1-7/8
(48)
1-7/8
(48)
1-7/8
(48)
1-7/8
(48)
1-7/8
(48)
Table 5 — Minimum Edge Distance, Spacing, and Concrete Thickness for 1/2" Diameter Hilti HIT-Z and HIT-Z-R Rods
Rod O.D.
d
Effective embedment
hef
Drilled hole condition
-
Cracked Concrete
Uncracked Concrete
Minimum concrete thickness
h
Minimum edge and
spacing
Case 1 1
c min,1
Minimum edge and
spacing
Case 2 1
c min,2
Minimum edge and
spacing
Case 1 1
c min,1
Minimum edge and
spacing
Case 2 1
c min,2
s min,1
s min,2
s min,1
s min,2
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
1/2
(12.7)
4-1/2
(114)
2-3/4
(70)
22
4
(102)
5-1/8
(130)
14-7/8
(378)
9-1/4
(235)
2-1/2
(64)
3-5/8
(92)
10-7/8
(276)
6-1/2
(165)
2-1/2
(64)
1 or 2
5
7-1/8
(127)
(181)
4-1/8
2-7/8
(105)
(73)
11-7/8
8-5/8
(302)
(219)
7-1/4
4-7/8
(184)
(124)
2-1/2
2-1/2
(64)
(64)
3
2-1/2
(76)
(64)
8-1/2
6
(216)
(152)
5
3-1/4
(127)
(83)
2-1/2
2-1/2
(64)
(64)
22
5-3/4
(146)
3-5/8
(92)
10-1/4
(260)
6-1/4
(159)
2-1/2
(64)
2-5/8
(67)
7-3/8
(187)
4-1/4
(108)
2-1/2
(64)
6
(152)
1 or 2
6-3/4
(171)
3
(76)
9
(229)
5-1/4
(133)
2-1/2
(64)
2-1/2
(64)
5-1/2
(140)
3-1/2
(89)
2-1/2
(64)
8-1/4
(210)
2-1/2
(64)
7-1/4
(184)
4-1/8
(105)
2-1/2
(64)
2-1/2
(64)
3-1/8
(79)
2-3/4
(70)
2-1/2
(64)
22
7-1/4
(184)
2-7/8
(73)
8-1/8
(206)
4-3/4
(121)
2-1/2
(64)
2-1/2
(64)
4-1/2
(114)
3-1/4
(83)
2-1/2
(64)
1 or 2
8-1/4
(210)
2-1/2
(64)
7-1/4
(184)
4-1/8
(105)
2-1/2
(64)
2-1/2
(64)
3-1/8
(79)
2-3/4
(70)
2-1/2
(64)
9-3/4
(248)
2-1/2
(64)
5
(127)
3-3/8
(86)
2-1/2
(64)
2-1/2
(64)
2-1/2
(64)
2-1/2
(64)
2-1/2
(64)
1 L
inear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2
Linear interpoloation for a specific edge distance c, where cmin,1 < c < cmin,2, will determine the permissible spacing s as follows:
(smin,1 – smin,2)
s ≥ smin,2 + ____________ (c – cmin,2)
(cmin,1 – cmin,2)
2 For shaded cells, drilling dust must be removed from drilled hole to justify minimum concrete thickness.
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 6 — Minimum Edge Distance, Spacing, and Concrete Thickness for 5/8" Diameter Hilti HIT-Z and HIT-Z-R Rods
d
Effective embedment
hef
Drilled hole condition
-
Minimum concrete thickness
h
Cracked Concrete
Uncracked Concrete
Rod O.D.
Minimum edge and
spacing
Case 1 1
c min,1
Minimum edge and
spacing
Case 2 1
c min,2
Minimum edge and
spacing
Case 1 1
c min,1
Minimum edge and
spacing
Case 2 1
c min,2
s min,1
s min,2
s min,1
s min,2
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
5/8
(15.9)
5-5/8
(143)
3-3/4
(95)
22
5-1/2
(140)
6-1/4
(159)
18-3/8
(467)
11-3/8
(289)
3-1/8
(79)
4-5/8
(117)
13-7/8
(352)
8-1/4
(210)
3-1/8
(79)
1 or 2
7-3/4
9-3/8
(197)
(238)
4-1/2
3-3/4
(114)
(95)
12-7/8
10-5/8
(327)
(270)
7-3/4
6-1/4
(197)
(159)
3-1/8
3-1/8
(79)
(79)
3-3/8
3-1/8
(86)
(79)
9-1/2
8-3/4
(241)
(222)
5-1/2
4-3/8
(140)
(111)
3-1/8
3-1/8
(79)
(79)
22
7-3/8
(187)
4-5/8
(117)
13-7/8
(352)
8-1/4
(210)
3-1/8
(79)
3-1/2
(89)
10-1/8
(257)
5-7/8
(149)
3-1/8
(79)
1 or 2
9-5/8
10-1/2
(244)
(267)
3-5/8
3-1/4
(92)
(83)
10-3/8
9-3/4
(264)
(248)
6-1/8
5-1/2
(156)
(140)
3-1/8
3-1/8
(79)
(79)
3-1/8
3-1/8
(79)
(79)
6-1/2
5-3/8
(165)
(137)
4-1/4
3-7/8
(108)
(98)
3-1/8
3-1/8
(79)
(79)
7-1/2
(191)
22
9-1/4
(235)
3-3/4
(95)
10-7/8
(276)
6-3/8
(162)
3-1/8
(79)
3-1/8
(79)
7-1/8
(181)
4-1/2
(114)
3-1/8
(79)
1 or 2
11-1/2
12-1/4
(292)
(311)
3-1/8
3-1/8
(79)
(79)
8-3/8
7-3/8
(213)
(187)
4-7/8
4-5/8
(124)
(117)
3-1/8
3-1/8
(79)
(79)
3-1/8
3-1/8
(79)
(79)
3-7/8
3-1/8
(98)
(79)
3-3/8
3-1/8
(86)
(79)
3-1/8
3-1/8
(79)
(79)
Table 7 — Minimum Edge Distance, Spacing, and Concrete Thickness for 3/4" Diameter Hilti HIT-Z and HIT-Z-R Rods
d
Effective embedment
hef
Drilled hole condition
-
Minimum concrete thickness
h
Cracked Concrete
Uncracked Concrete
Rod O.D.
Minimum edge and
spacing
Case 1 1
c min,1
Minimum edge and
spacing
Case 2 1
c min,2
Minimum edge and
spacing
Case 1 1
c min,1
Minimum edge and
spacing
Case 2 1
c min,2
s min,1
s min,2
s min,1
s min,2
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
3/4
(19.1)
6-3/4
(171)
4
(102)
22
5-3/4
(146)
9-3/4
(248)
28-3/4
(730)
18-1/8
(460)
3-3/4
(95)
7-1/4
(184)
21-3/4
(552)
13-1/4
(337)
3-3/4
(95)
1 or 2
8
11-1/2
(203)
(292)
7
5
(178)
(127)
20-5/8
14
(524)
(356)
12-5/8
8-1/2
(321)
(216)
3-3/4
3-3/4
(95)
(95)
5-1/4
4-1/8
(133)
(105)
15-1/2
12-1/4
(394)
(311)
9-1/4
6
(235)
(152)
3-3/4
3-3/4
(95)
(95)
22
8-1/2
(216)
6-5/8
(168)
19-3/8
(492)
11-7/8
(302)
3-3/4
(95)
5
(127)
14-1/2
(368)
8-5/8
(219)
3-3/4
(95)
1 or 2
10-3/4
13-1/8
(273)
(333)
5-1/4
4-1/4
(133)
(108)
15-1/4
12-5/8
(387)
(321)
9-1/8
7-1/4
(232)
(184)
3-3/4
3-3/4
(95)
(95)
4
3-3/4
(102)
(95)
11-3/8
9
(289)
(229)
6-5/8
5-1/8
(168)
(130)
3-3/4
3-3/4
(95)
(95)
8-1/2
(216)
22
10-1/4
(260)
5-1/2
(140)
16
(406)
9-5/8
(244)
3-3/4
(95)
4-1/8
(105)
12-1/8
(308)
7
(178)
3-3/4
(95)
1 or 2
12-1/2
14-1/2
(318)
(368)
4-1/2
4
(114)
(102)
13-1/4
11
(337)
(279)
7-3/4
6-1/2
(197)
(165)
3-3/4
3-3/4
(95)
(95)
3-3/4
3-3/4
(95)
(95)
8-3/4
6-1/2
(222)
(165)
5-1/2
4-1/2
(140)
(114)
3-3/4
3-3/4
(95)
(95)
1 Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2
Linear interpoloation for a specific edge distance c, where cmin,1 < c < cmin,2, will determine the permissible spacing s as follows:
(smin,1 – smin,2)
s ≥ smin,2 + ____________ (c – cmin,2)
(cmin,1 – cmin,2)
2 For shaded cells, drilling dust must be removed from drilled hole to justify minimum concrete thickness.
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 200 Technical Supplement 04/13
17
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 8 — Load Adjustment Factors for 3/8-in. Diameter HIT-Z and HIT-Z-R Rods in Uncracked Concrete 1,4
3/8 in. HIT-Z(-R)
Uncracked Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-7/8
(48)
2
(51)
2-1/4
(57)
3
(76)
4
(102)
4-5/8
(117)
5
(127)
5-3/4
(146)
6
(152)
7
(178)
8
(203)
9
(229)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
24
(610)
30
(762)
36
(914)
> 48 (1219)
Spacing Factor in
Tension
fAN
2-3/8
(60)
0.63
0.64
0.66
0.71
0.78
0.82
0.85
0.90
0.92
0.99
1.00
1.00
1.00
3-3/8
(86)
0.59
0.60
0.61
0.65
0.70
0.73
0.75
0.78
0.80
0.85
0.90
0.94
0.99
1.00
4-1/2
(114)
0.57
0.57
0.58
0.61
0.65
0.67
0.69
0.71
0.72
0.76
0.80
0.83
0.87
0.91
0.94
1.00
Edge Distance Factor
in Tension
fRN
2-3/8
(60)
n/a
n/a
0.38
0.46
0.59
0.69
0.74
0.86
0.89
1.00
3-3/8
(86)
n/a
0.25
0.26
0.30
0.36
0.40
0.43
0.49
0.51
0.60
0.69
0.77
0.86
0.94
1.00
4-1/2
(114)
0.21
0.21
0.22
0.25
0.29
0.31
0.33
0.36
0.38
0.43
0.49
0.55
0.61
0.67
0.73
0.85
0.98
1.00
Spacing Factor in
Shear2
fAV
2-3/8
(60)
0.57
0.57
0.58
0.61
0.64
0.66
0.68
0.70
0.71
0.75
0.79
0.82
0.86
0.89
0.93
1.00
3-3/8
(86)
0.53
0.53
0.54
0.55
0.57
0.58
0.58
0.59
0.60
0.61
0.63
0.65
0.66
0.68
0.70
0.73
0.76
0.79
0.89
0.99
1.00
4-1/2
(114)
0.52
0.52
0.53
0.54
0.55
0.56
0.56
0.57
0.57
0.59
0.60
0.61
0.62
0.63
0.65
0.67
0.70
0.72
0.79
0.87
0.94
1.00
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
2-3/8 3-3/8 4-1/2 2-3/8 3-3/8
(60)
(86)
(114)
(60)
(86)
n/a
n/a
0.05
n/a
n/a
n/a
0.09
0.06
n/a
0.17
0.33
0.10
0.07
0.38
0.21
0.51
0.16
0.10
0.51
0.32
0.79
0.24
0.16
0.79
0.44
0.98
0.30
0.20
0.98
0.49
1.00
0.34
0.22
1.00
0.52
1.00
0.42
0.27
1.00
0.59
1.00
0.45
0.29
1.00
0.62
0.57
0.37
0.72
0.69
0.45
0.83
0.83
0.54
0.93
0.97
0.63
1.00
1.00
0.72
0.83
1.00
Conc. Thickness
Factor in Shear3
fHV
4-1/2
(114)
0.10
0.11
0.13
0.21
0.29
0.31
0.33
0.36
0.38
0.43
0.49
0.55
0.63
0.72
0.83
1.00
2-3/8
(60)
n/a
n/a
n/a
n/a
0.76
0.81
0.84
0.91
0.92
1.00
1.00
3-3/8
(86)
n/a
n/a
n/a
n/a
n/a
0.55
0.57
0.61
0.63
0.68
0.72
0.77
0.81
0.85
0.88
0.96
1.00
4-1/2
(114)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.53
0.54
0.58
0.63
0.66
0.70
0.73
0.77
0.83
0.88
0.94
1.00
Table 9 — Load Adjustment Factors for 3/8-in. Diameter HIT-Z and HIT-Z-R Rods in Cracked Concrete 1,4
3/8 in. HIT-Z(-R)
Cracked Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-7/8
(48)
2
(51)
2-1/4
(57)
3
(76)
4
(102)
4-5/8
(117)
5
(127)
5-3/4
(146)
6
(152)
7
(178)
8
(203)
9
(229)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
24
(610)
30
(762)
36
(914)
> 48 (1219)
1
2
3
4
Spacing Factor in
Tension
fAN
2-3/8
(60)
0.63
0.64
0.66
0.71
0.78
0.82
0.85
0.90
0.92
0.99
1.00
3-3/8
(86)
0.59
0.60
0.61
0.65
0.70
0.73
0.75
0.78
0.80
0.85
0.90
0.94
0.99
1.00
4-1/2
(114)
0.57
0.57
0.58
0.61
0.65
0.67
0.69
0.71
0.72
0.76
0.80
0.83
0.87
0.91
0.94
1.00
Edge Distance Factor
in Tension
fRN
2-3/8
(60)
n/a
n/a
0.73
0.88
1.00
3-3/8
(86)
0.56
0.57
0.60
0.70
0.84
0.93
0.99
1.00
4-1/2
(114)
0.50
0.51
0.53
0.60
0.70
0.76
0.80
0.88
0.91
1.00
Spacing Factor in
Shear2
fAV
2-3/8
(60)
0.57
0.57
0.58
0.61
0.64
0.67
0.68
0.71
0.71
0.75
0.79
0.82
0.86
0.89
0.93
1.00
3-3/8
(86)
0.53
0.53
0.54
0.55
0.57
0.58
0.58
0.59
0.60
0.61
0.63
0.65
0.66
0.68
0.70
0.73
0.76
0.79
0.89
0.99
1.00
4-1/2
(114)
0.52
0.52
0.53
0.54
0.55
0.56
0.56
0.57
0.57
0.59
0.60
0.61
0.62
0.64
0.65
0.67
0.70
0.72
0.79
0.87
0.94
1.00
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
2-3/8 3-3/8 4-1/2 2-3/8 3-3/8
(60)
(86)
(114)
(60)
(86)
n/a
0.08
0.05
n/a
0.16
n/a
0.09
0.06
n/a
0.17
0.34
0.10
0.07
0.67
0.21
0.52
0.16
0.10
0.88
0.32
0.80
0.25
0.16
1.00
0.49
0.99
0.31
0.20
0.61
1.00
0.34
0.22
0.69
0.42
0.28
0.85
0.45
0.29
0.91
0.57
0.37
1.00
0.70
0.45
0.83
0.54
0.97
0.63
1.00
0.73
0.83
1.00
Conc. Thickness
Factor in Shear3
fHV
4-1/2
(114)
0.10
0.11
0.14
0.21
0.32
0.40
0.45
0.55
0.59
0.74
0.91
1.00
2-3/8
(60)
n/a
n/a
n/a
n/a
0.76
0.81
0.85
0.91
0.93
1.00
3-3/8
(86)
n/a
n/a
n/a
n/a
n/a
0.55
0.57
0.61
0.63
0.68
0.72
0.77
0.81
0.85
0.89
0.96
1.00
4-1/2
(114)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.53
0.54
0.59
0.63
0.67
0.70
0.74
0.77
0.83
0.89
0.94
1.00
Linear interpolation not permitted
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with thin concrete member) the design can become very conservative.
To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318 Appendix D or CSA A23.3 Annex D.
If a reduction factor value is in a shaded cell, this indicates that this specific edge distance may not be permitted with a certain spacing (or vice versa).
In addition, the desired edge distance or spacing may not be permitted with the design concrete thickness.
Check with Table 4 of this document to calculate permissable edge distance, spacing and concrete thickness combinations.
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 10 — Load Adjustment Factors for 1/2-in. Diameter HIT-Z and HIT-Z-R Rods in Uncracked Concrete 1,4
1/2 in. HIT-Z(-R)
Uncracked Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
2-1/2
(64)
2-7/8
(73)
3
(76)
3-1/2
(89)
4
(102)
4-1/2
(114)
5
(127)
5-1/2
(140)
6
(152)
7
(178)
7-1/4
(184)
8
(203)
9
(229)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
24
(610)
30
(762)
36
(914)
> 48 (1219)
Spacing Factor in
Tension
fAN
2-3/4
(70)
0.65
0.67
0.68
0.71
0.74
0.77
0.80
0.83
0.86
0.92
0.94
0.98
1.00
1.00
1.00
1.00
1.00
1.00
4-1/2
(114)
0.59
0.61
0.61
0.63
0.65
0.67
0.69
0.70
0.72
0.76
0.77
0.80
0.83
0.87
0.91
0.94
1.00
6
(152)
0.57
0.58
0.58
0.60
0.61
0.63
0.64
0.65
0.67
0.69
0.70
0.72
0.75
0.78
0.81
0.83
0.89
0.94
1.00
Edge Distance Factor
in Tension
fRN
2-3/4
(70)
n/a
0.35
0.36
0.40
0.44
0.50
0.55
0.61
0.66
0.77
0.80
0.88
0.99
1.00
4-1/2
(114)
0.23
0.24
0.25
0.27
0.29
0.31
0.33
0.35
0.38
0.43
0.44
0.49
0.55
0.61
0.67
0.73
0.85
0.98
1.00
6
(152)
0.20
0.21
0.21
0.22
0.24
0.25
0.27
0.28
0.30
0.33
0.34
0.36
0.40
0.44
0.48
0.53
0.62
0.70
0.79
1.00
Spacing Factor in
Shear2
fAV
2-3/4
(70)
0.55
0.56
0.56
0.57
0.58
0.59
0.60
0.62
0.63
0.65
0.65
0.67
0.69
0.71
0.73
0.75
0.79
0.83
0.88
1.00
4-1/2
(114)
0.53
0.54
0.54
0.55
0.55
0.56
0.57
0.57
0.58
0.59
0.60
0.61
0.62
0.63
0.65
0.66
0.69
0.72
0.74
0.82
0.90
0.98
1.00
6
(152)
0.53
0.53
0.53
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.57
0.58
0.59
0.60
0.61
0.62
0.64
0.66
0.68
0.74
0.80
0.86
0.98
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
2-3/4 4-1/2
6
2-3/4 4-1/2
(70)
(114) (152)
(70)
(114)
n/a
0.09
0.06
n/a
0.18
0.22
0.11
0.07
0.35
0.22
0.23
0.12
0.08
0.36
0.24
0.29
0.15
0.10
0.40
0.30
0.36
0.18
0.12
0.44
0.33
0.42
0.22
0.14
0.50
0.35
0.50
0.26
0.17
0.55
0.38
0.57
0.30
0.19
0.61
0.40
0.65
0.34
0.22
0.66
0.43
0.82
0.42
0.28
0.82
0.49
0.87
0.45
0.29
0.87
0.50
1.00
0.52
0.34
1.00
0.56
1.00
0.62
0.40
1.00
0.63
1.00
0.72
0.47
1.00
0.72
0.84
0.54
0.84
0.95
0.62
0.95
1.00
0.78
1.00
0.95
1.00
Conc. Thickness
Factor in Shear3
fHV
6
(152)
0.12
0.15
0.15
0.19
0.24
0.25
0.27
0.28
0.30
0.33
0.34
0.36
0.40
0.47
0.54
0.62
0.78
0.95
1.00
2-3/4
(70)
n/a
n/a
n/a
n/a
0.58
0.61
0.65
0.68
0.71
0.77
0.78
0.82
0.87
0.92
0.96
1.00
4-1/2
(114)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.61
0.62
0.66
0.70
0.73
0.77
0.80
0.87
0.93
0.98
1.00
6
(152)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.54
0.57
0.60
0.64
0.67
0.70
0.75
0.80
0.85
0.98
1.00
Table 11 — Load Adjustment Factors for 1/2-in. Diameter HIT-Z and HIT-Z-R Rods in Cracked Concrete 1,4
1/2 in. HIT-Z(-R)
Cracked Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
2-1/2
(64)
2-7/8
(73)
3
(76)
3-1/2
(89)
4
(102)
4-1/2
(114)
5
(127)
5-1/2
(140)
6
(152)
7
(178)
7-1/4
(184)
8
(203)
9
(229)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
24
(610)
30
(762)
36
(914)
> 48 (1219)
1
2
3
4
Spacing Factor in
Tension
fAN
2-3/4
(70)
0.65
0.67
0.68
0.71
0.74
0.77
0.80
0.83
0.86
0.92
0.94
0.98
1.00
1.00
1.00
4-1/2
(114)
0.59
0.61
0.61
0.63
0.65
0.67
0.69
0.70
0.72
0.76
0.77
0.80
0.83
0.87
0.91
0.94
1.00
6
(152)
0.57
0.58
0.58
0.60
0.61
0.63
0.64
0.65
0.67
0.69
0.70
0.72
0.75
0.78
0.81
0.83
0.89
0.94
1.00
Edge Distance Factor
in Tension
fRN
2-3/4
(70)
0.71
0.77
0.79
0.88
0.98
1.00
1.00
1.00
1.00
1.00
4-1/2
(114)
0.56
0.59
0.60
0.65
0.70
0.75
0.80
0.86
0.91
1.00
6
(152)
0.50
0.53
0.53
0.57
0.60
0.64
0.67
0.71
0.75
0.83
0.85
0.91
1.00
Spacing Factor in
Shear2
fAV
2-3/4
(70)
0.55
0.56
0.56
0.57
0.58
0.59
0.61
0.62
0.63
0.65
0.65
0.67
0.69
0.71
0.73
0.75
0.79
0.84
0.88
1.00
4-1/2
(114)
0.53
0.54
0.54
0.55
0.55
0.56
0.57
0.57
0.58
0.59
0.60
0.61
0.62
0.64
0.65
0.66
0.69
0.72
0.74
0.82
0.91
0.99
1.00
6
(152)
0.53
0.53
0.53
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.57
0.58
0.59
0.60
0.61
0.62
0.64
0.66
0.68
0.74
0.80
0.87
0.99
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
2-3/4 4-1/2
6
2-3/4 4-1/2
(70)
(114) (152)
(70)
(114)
0.18
0.09
0.06
0.35
0.18
0.22
0.11
0.07
0.44
0.23
0.23
0.12
0.08
0.47
0.24
0.29
0.15
0.10
0.59
0.30
0.36
0.18
0.12
0.72
0.37
0.43
0.22
0.14
0.86
0.44
0.50
0.26
0.17
1.00
0.52
0.58
0.30
0.19
1.00
0.60
0.66
0.34
0.22
1.00
0.68
0.83
0.43
0.28
1.00
0.86
0.88
0.45
0.29
0.90
1.00
0.52
0.34
1.00
0.62
0.41
0.73
0.47
0.84
0.55
0.96
0.62
1.00
0.79
0.96
1.00
Conc. Thickness
Factor in Shear3
fHV
6
(152)
0.12
0.15
0.16
0.20
0.24
0.29
0.34
0.39
0.44
0.56
0.59
0.68
0.81
0.95
1.00
2-3/4
(70)
n/a
n/a
n/a
n/a
0.58
0.62
0.65
0.68
0.71
0.77
0.78
0.82
0.87
0.92
0.96
1.00
4-1/2
(114)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.62
0.63
0.66
0.70
0.74
0.77
0.81
0.87
0.93
0.99
1.00
6
(152)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.54
0.57
0.60
0.64
0.67
0.70
0.75
0.81
0.85
0.99
1.00
Linear interpolation not permitted
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with thin concrete member) the design can become very conservative.
To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318 Appendix D or CSA A23.3 Annex D.
If a reduction factor value is in a shaded cell, this indicates that this specific edge distance may not be permitted with a certain spacing (or vice versa).
In addition, the desired edge distance or spacing may not be permitted with the design concrete thickness.
Check with Table 5 of this document to calculate permissable edge distance, spacing and concrete thickness combinations.
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 200 Technical Supplement 04/13
19
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 12 — Load Adjustment Factors for 5/8-in. Diameter HIT-Z and HIT-Z-R Rods in Uncracked Concrete 1,4
5/8 in. HIT-Z(-R)
Uncracked Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
3-1/8
(79)
3-1/4
(83)
3-3/4
(95)
4
(102)
5
(127)
5-1/2
(140)
6
(152)
7
(178)
7-3/8
(187)
8
(203)
9
(229)
9-1/4
(235)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
24
(610)
30
(762)
36
(914)
> 48 (1219)
Spacing Factor in
Tension
fAN
3-3/4
(95)
0.64
0.64
0.67
0.68
0.72
0.74
0.77
0.81
0.83
0.86
0.90
0.91
0.94
0.99
1.00
1.00
1.00
1.00
1.00
5-5/8
(143)
0.59
0.60
0.61
0.62
0.65
0.66
0.68
0.71
0.72
0.74
0.77
0.77
0.80
0.83
0.86
0.91
0.97
1.00
7-1/2
(191)
0.57
0.57
0.58
0.59
0.61
0.62
0.63
0.66
0.66
0.68
0.70
0.71
0.72
0.74
0.77
0.81
0.86
0.90
1.00
Edge Distance Factor
in Tension
fRN
3-3/4
(95)
n/a
n/a
0.34
0.36
0.42
0.45
0.49
0.57
0.60
0.65
0.73
0.76
0.82
0.90
0.98
1.00
5-5/8
(143)
n/a
0.24
0.25
0.26
0.29
0.31
0.33
0.36
0.38
0.40
0.45
0.46
0.50
0.55
0.60
0.70
0.80
0.89
1.00
7-1/2
(191)
0.20
0.20
0.21
0.22
0.24
0.25
0.26
0.29
0.30
0.31
0.34
0.35
0.37
0.39
0.43
0.50
0.57
0.64
0.86
1.00
Spacing Factor in
Shear2
fAV
3-3/4
(95)
0.55
0.55
0.56
0.57
0.58
0.59
0.60
0.62
0.62
0.63
0.65
0.65
0.67
0.68
0.70
0.73
0.77
0.80
0.90
1.00
5-5/8
(143)
0.54
0.54
0.54
0.55
0.56
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.64
0.66
0.69
0.71
0.78
0.85
0.92
1.00
7-1/2
(191)
0.53
0.53
0.53
0.53
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.60
0.60
0.62
0.64
0.66
0.71
0.76
0.81
0.92
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
3-3/4 5-5/8 7-1/2 3-3/4 5-5/8
(95)
(143) (191)
(95)
(143)
n/a
n/a
0.07
n/a
n/a
n/a
0.11
0.07
n/a
0.21
0.23
0.13
0.09
0.34
0.27
0.25
0.15
0.10
0.36
0.29
0.36
0.21
0.13
0.42
0.38
0.41
0.24
0.15
0.45
0.40
0.47
0.27
0.18
0.49
0.42
0.59
0.34
0.22
0.59
0.47
0.64
0.37
0.24
0.64
0.49
0.72
0.41
0.27
0.72
0.52
0.86
0.50
0.32
0.86
0.58
0.89
0.52
0.34
0.89
0.59
1.00
0.58
0.38
1.00
0.64
1.00
0.67
0.43
1.00
0.70
1.00
0.76
0.50
1.00
0.77
0.96
0.62
0.96
1.00
0.76
1.00
0.91
1.00
Conc. Thickness
Factor in Shear3
fHV
7-1/2
(191)
0.13
0.14
0.17
0.19
0.24
0.25
0.26
0.29
0.30
0.31
0.34
0.35
0.38
0.43
0.50
0.62
0.76
0.91
1.00
3-3/4
(95)
n/a
n/a
n/a
n/a
n/a
0.61
0.63
0.68
0.70
0.73
0.78
0.79
0.82
0.86
0.90
0.97
1.00
5-5/8
(143)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.58
0.61
0.65
0.65
0.68
0.71
0.75
0.81
0.86
0.91
1.00
7-1/2
(191)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.59
0.62
0.65
0.70
0.75
0.79
0.91
1.00
Table 13 — Load Adjustment Factors for 5/8-in. Diameter HIT-Z and HIT-Z-R Rods in Cracked Concrete 1,4
5/8 in. HIT-Z(-R)
Cracked Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
3-1/8
(79)
3-1/4
(83)
3-3/4
(95)
4
(102)
5
(127)
5-1/2
(140)
6
(152)
7
(178)
7-3/8
(187)
8
(203)
9
(229)
9-1/4
(235)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
24
(610)
30
(762)
36
(914)
> 48 (1219)
1
2
3
4
Spacing Factor in
Tension
fAN
3-3/4
(95)
0.64
0.64
0.67
0.68
0.72
0.74
0.77
0.81
0.83
0.86
0.90
0.91
0.94
0.99
1.00
1.00
5-5/8
(143)
0.59
0.60
0.61
0.62
0.65
0.66
0.68
0.71
0.72
0.74
0.77
0.77
0.80
0.83
0.86
0.91
0.97
1.00
7-1/2
(191)
0.57
0.57
0.58
0.59
0.61
0.62
0.63
0.66
0.66
0.68
0.70
0.71
0.72
0.74
0.77
0.81
0.86
0.90
1.00
Edge Distance Factor
in Tension
fRN
3-3/4
(95)
0.67
0.69
0.75
0.78
0.91
0.98
1.00
1.00
1.00
1.00
1.00
5-5/8
(143)
0.56
0.56
0.60
0.62
0.70
0.74
0.78
0.87
0.90
0.96
1.00
7-1/2
(191)
0.50
0.51
0.53
0.55
0.60
0.63
0.66
0.72
0.74
0.78
0.85
0.86
0.91
0.98
1.00
Spacing Factor in
Shear2
fAV
3-3/4
(95)
0.55
0.55
0.56
0.57
0.58
0.59
0.60
0.62
0.62
0.63
0.65
0.66
0.67
0.69
0.70
0.74
0.77
0.80
0.90
1.00
5-5/8
(143)
0.54
0.54
0.54
0.55
0.56
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.64
0.66
0.69
0.71
0.78
0.85
0.92
1.00
7-1/2
(191)
0.53
0.53
0.53
0.53
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.60
0.60
0.62
0.64
0.66
0.71
0.76
0.81
0.92
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
3-3/4 5-5/8 7-1/2 3-3/4 5-5/8
(95)
(143) (191)
(95)
(143)
0.18
0.10
0.07
0.35
0.20
0.19
0.11
0.07
0.38
0.22
0.23
0.13
0.09
0.47
0.27
0.26
0.15
0.10
0.51
0.30
0.36
0.21
0.13
0.72
0.41
0.41
0.24
0.15
0.83
0.48
0.47
0.27
0.18
0.94
0.54
0.59
0.34
0.22
1.00
0.68
0.64
0.37
0.24
1.00
0.74
0.73
0.42
0.27
1.00
0.84
0.87
0.50
0.32
1.00
1.00
0.90
0.52
0.34
1.00
0.58
0.38
0.67
0.44
0.77
0.50
0.97
0.63
1.00
0.77
0.92
1.00
Conc. Thickness
Factor in Shear3
fHV
7-1/2
(191)
0.13
0.14
0.17
0.19
0.27
0.31
0.35
0.44
0.48
0.54
0.65
0.68
0.76
0.88
1.00
1.00
3-3/4
(95)
n/a
n/a
n/a
n/a
n/a
0.61
0.64
0.69
0.70
0.73
0.78
0.79
0.82
0.86
0.90
0.97
1.00
5-5/8
(143)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.61
0.65
0.66
0.68
0.72
0.75
0.81
0.86
0.92
1.00
7-1/2
(191)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.59
0.62
0.65
0.70
0.75
0.79
0.92
1.00
Linear interpolation not permitted
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with thin concrete member) the design can become very conservative.
To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318 Appendix D or CSA A23.3 Annex D.
If a reduction factor value is in a shaded cell, this indicates that this specific edge distance may not be permitted with a certain spacing (or vice versa).
In addition, the desired edge distance or spacing may not be permitted with the design concrete thickness.
Check with Table 6 of this document to calculate permissable edge distance, spacing and concrete thickness combinations.
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 14 — Load Adjustment Factors for 3/4-in. Diameter HIT-Z and HIT-Z-R Rods in Uncracked Concrete 1,4
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
3/4 in. HIT-Z(-R)
Uncracked Concrete
Embedment hef
in (mm)
3-3/4
(95)
4
(102)
4-1/8
(105)
4-1/4
(108)
5
(127)
5-3/4
(146)
6
(152)
7
(178)
8
(203)
8-1/2
(216)
9
(229)
10
(254)
10-1/4
(260)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
24
(610)
30
(762)
36
(914)
> 48
(1219)
Spacing Factor in
Tension
fAN
4
(102)
0.66
0.67
0.67
0.68
0.71
0.74
0.75
0.79
0.83
0.85
0.88
0.92
0.93
0.96
1.00
1.00
1.00
1.00
1.00
1.00
6-3/4
(171)
0.59
0.60
0.60
0.60
0.62
0.64
0.65
0.67
0.70
0.71
0.72
0.75
0.75
0.77
0.80
0.85
0.90
0.94
1.00
8-1/2
(216)
0.57
0.58
0.58
0.58
0.60
0.61
0.62
0.64
0.66
0.67
0.68
0.70
0.70
0.72
0.74
0.77
0.81
0.85
0.97
1.00
Edge Distance Factor
in Tension
fRN
4
(102)
n/a
n/a
n/a
n/a
0.39
0.44
0.45
0.53
0.60
0.64
0.68
0.75
0.77
0.83
0.90
1.00
1.00
1.00
1.00
6-3/4
(171)
n/a
n/a
n/a
0.24
0.26
0.28
0.28
0.31
0.34
0.36
0.37
0.40
0.41
0.44
0.48
0.56
0.64
0.72
0.97
1.00
8-1/2
(216)
n/a
0.21
0.21
0.21
0.23
0.24
0.24
0.27
0.29
0.30
0.31
0.33
0.34
0.35
0.38
0.43
0.50
0.56
0.75
0.93
1.00
Spacing Factor in
Shear2
fAV
4
(102)
0.56
0.57
0.57
0.57
0.58
0.59
0.60
0.61
0.63
0.64
0.65
0.66
0.67
0.68
0.70
0.73
0.76
0.80
0.89
0.99
1.00
6-3/4
(171)
0.54
0.54
0.54
0.54
0.55
0.56
0.56
0.57
0.58
0.59
0.59
0.60
0.60
0.61
0.62
0.64
0.66
0.68
0.74
0.80
0.86
0.99
8-1/2
(216)
0.53
0.53
0.53
0.53
0.54
0.55
0.55
0.56
0.56
0.57
0.57
0.58
0.58
0.59
0.60
0.61
0.63
0.64
0.69
0.74
0.79
0.89
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
4
6-3/4 8-1/2
4
6-3/4
(102) (171) (216) (102) (171)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.08
n/a
n/a
n/a
n/a
0.09
n/a
n/a
n/a
0.13
0.09
n/a
0.26
0.35
0.17
0.12
0.39
0.32
0.43
0.21
0.15
0.44
0.34
0.45
0.22
0.16
0.45
0.35
0.57
0.28
0.20
0.57
0.38
0.70
0.34
0.24
0.70
0.42
0.77
0.37
0.26
0.77
0.44
0.83
0.40
0.29
0.83
0.45
0.98
0.47
0.33
0.98
0.49
1.00
0.49
0.35
1.00
0.50
1.00
0.55
0.39
1.00
0.55
1.00
0.62
0.44
1.00
0.62
1.00
0.78
0.55
1.00
0.78
1.00
0.96
0.68
1.00
0.96
1.00
1.00
0.81
1.00
1.00
1.00
1.00
1.00
Conc. Thickness
Factor in Shear3
fHV
8-1/2
(216)
n/a
0.17
0.18
0.19
0.23
0.24
0.24
0.27
0.29
0.30
0.31
0.33
0.35
0.39
0.44
0.55
0.68
0.81
1.00
4
(102)
n/a
n/a
n/a
n/a
n/a
0.61
0.63
0.68
0.72
0.75
0.77
0.81
0.82
0.85
0.89
0.96
1.00
6-3/4
(171)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.60
0.64
0.64
0.67
0.70
0.75
0.80
0.85
0.99
1.00
8-1/2
(216)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.59
0.62
0.67
0.72
0.76
0.88
0.98
1.00
Table 15 — Load Adjustment Factors for 3/4-in. Diameter HIT-Z and HIT-Z-R Rods in Cracked Concrete 1,4
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
3/4 in. HIT-Z(-R)
Cracked Concrete
1
2
3
4
Embedment hef
in (mm)
3-3/4
(95)
4
(102)
4-1/8
(105)
4-1/4
(108)
5
(127)
5-3/4
(146)
6
(152)
7
(178)
8
(203)
8-1/2
(216)
9
(229)
10
(254)
10-1/4
(260)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
24
(610)
30
(762)
36
(914)
>48
(1219)
Spacing Factor in
Tension
fAN
4
(102)
0.66
0.67
0.67
0.68
0.71
0.74
0.75
0.79
0.83
0.85
0.88
0.92
0.93
0.96
1.00
1.00
1.00
1.00
1.00
6-3/4
(171)
0.59
0.60
0.60
0.60
0.62
0.64
0.65
0.67
0.70
0.71
0.72
0.75
0.75
0.77
0.80
0.85
0.90
0.94
1.00
8-1/2
(216)
0.57
0.58
0.58
0.58
0.60
0.61
0.62
0.64
0.66
0.67
0.68
0.70
0.70
0.72
0.74
0.77
0.81
0.85
0.97
1.00
Edge Distance Factor
in Tension
fRN
4
(102)
n/a
n/a
0.76
0.78
0.87
0.97
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
6-3/4
(171)
0.56
0.57
0.58
0.59
0.63
0.68
0.70
0.77
0.84
0.88
0.91
0.99
1.00
8-1/2
(216)
0.51
0.52
0.53
0.53
0.57
0.61
0.62
0.67
0.72
0.75
0.78
0.83
0.85
0.89
0.95
1.00
Spacing Factor in
Shear2
fAV
4
(102)
0.56
0.57
0.57
0.57
0.58
0.59
0.60
0.62
0.63
0.64
0.65
0.67
0.67
0.68
0.70
0.73
0.76
0.80
0.90
1.00
1.00
6-3/4
(171)
0.54
0.54
0.54
0.54
0.55
0.56
0.56
0.57
0.58
0.59
0.59
0.60
0.60
0.61
0.62
0.64
0.66
0.68
0.74
0.81
0.87
0.99
8-1/2
(216)
0.53
0.53
0.53
0.53
0.54
0.55
0.55
0.56
0.56
0.57
0.57
0.58
0.58
0.59
0.60
0.61
0.63
0.65
0.69
0.74
0.79
0.89
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
4
6-3/4 8-1/2
4
6-3/4
(102) (171) (216) (102) (171)
n/a
0.11
0.08
n/a
0.22
n/a
0.12
0.09
n/a
0.24
0.26
0.13
0.09
0.52
0.25
0.27
0.13
0.09
0.55
0.26
0.35
0.17
0.12
0.70
0.34
0.43
0.21
0.15
0.86
0.42
0.46
0.22
0.16
0.92
0.44
0.58
0.28
0.20
1.00
0.56
0.70
0.34
0.24
1.00
0.68
0.77
0.37
0.26
1.00
0.75
0.84
0.41
0.29
1.00
0.82
0.99
0.48
0.34
1.00
0.95
1.00
0.50
0.35
1.00
0.99
1.00
0.55
0.39
1.00
1.00
1.00
0.63
0.44
1.00
1.00
0.79
0.56
1.00
0.97
0.68
1.00
0.82
1.00
Conc. Thickness
Factor in Shear3
fHV
8-1/2
(216)
0.16
0.17
0.18
0.19
0.24
0.29
0.31
0.40
0.48
0.53
0.58
0.68
0.70
0.78
0.89
1.00
4
(102)
n/a
n/a
n/a
n/a
n/a
0.62
0.63
0.68
0.73
0.75
0.77
0.81
0.82
0.85
0.89
0.96
1.00
6-3/4
(171)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.61
0.64
0.65
0.67
0.70
0.76
0.81
0.86
0.99
1.00
8-1/2
(216)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.58
0.60
0.62
0.67
0.72
0.76
0.88
0.98
1.00
Linear interpolation not permitted
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with thin concrete member) the design can become very conservative.
To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318 Appendix D or CSA A23.3 Annex D.
If a reduction factor value is in a shaded cell, this indicates that this specific edge distance may not be permitted with a certain spacing (or vice versa).
In addition, the desired edge distance or spacing may not be permitted with the design concrete thickness.
Check with Table 7 of this document to calculate permissable edge distance, spacing and concrete thickness combinations.
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 200 Technical Supplement 04/13
21
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
2.4.12 Hilti HIT-HY 200
Adhesive with Deformed
Reinforcing Bars (Rebar)
Uncracked
Concrete
Dry
Concrete
Cracked
Concrete
Water Saturated
Concrete
US Rebar Installation Specifications
Rebar
Size
#3
#4
22
Standard
Embed.
Depth
Embed.
Depth
Range
Minimum
Base
Material
Thickness
ød
in
hef std
in (mm)
hef
in (mm)
hmin
in (mm)
3-3/8
(86)
4-1/2
(114)
5-5/8
(143)
6-3/4
(171)
7-7/8
(200)
9
(229)
10-1/8
(257)
11-1/4
(286)
2-3/8 – 7-1/2
(60 – 191)
2-3/4 – 10
(70 – 254)
3-1/8 – 12-1/2
(79 – 318)
3-1/2 – 15
(89 – 381)
3-1/2 – 17-1/2
(89 – 445)
4 – 20
(102 – 508)
4-1/2 – 22-1/2
(114 – 572)
5 – 25
(127 – 635)
5/8
#5
3/4
#6
7/8
#7
1
#8
1-1/8
#9
1-3/8
#10
1-1/2
Hilti TE-CD or TE-YD Hollow
Drill Bit
Canadian Rebar Installation Specifications
Drill
Bit
Dia.
1/2
Hammer Drilling with Carbide
Tipped Drill Bit
Permissible
Drilling
Method
Permissible
Concrete
Conditions
Rebar Installation Conditions
hef + 1-1/4
(hef + 30)
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
Rebar
Size
15 M
3/4
145
80 – 320
20 M
1
200
90 – 390
25 M
1-1/4
230
101 – 504
30 M
1-1/2
260
120 – 598
hef + 2d0
hef + 2d0
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 16 — Hilti HIT-HY 200 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
#3
#4
#5
#6
#7
#8
#9
#10
1
2
3
4
5
6
7
8
Tension — ϕNn or Nr
Shear — ϕVn or Vr
Effective
Embedment
Depth
in. (mm)
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)
3-3/8
(86)
4-1/2
(114)
7-1/2
(191)
4-1/2
(114)
6
(152)
10
(254)
5-5/8
(143)
7-1/2
(191)
12-1/2
(318)
6-3/4
(171)
9
(229)
15
(381)
7-7/8
(200)
10-1/2
(267)
17-1/2
(445)
9
(229)
12
(305)
20
(508)
10-1/8
(257)
13-1/2
(343)
22-1/2
(572)
11-1/4
(286)
15
(381)
25
(635)
4,295
(19.1)
5,725
(25.5)
9,540
(42.4)
7,445
(33.1)
10,175
(45.3)
16,960
(75.4)
10,405
(46.3)
15,900
(70.7)
26,500
(117.9)
13,680
(60.9)
21,060
(93.7)
38,160
(169.7)
17,235
(76.7)
26,540
(118.1)
51,935
(231.0)
21,060
(93.7)
32,425
(144.2)
67,835
(301.7)
25,130
(111.8)
38,690
(172.1)
83,245
(370.3)
29,430
(130.9)
45,315
(201.6)
97,500
(433.7)
4,295
(19.1)
5,725
(25.5)
9,540
(42.4)
7,630
(33.9)
10,175
(45.3)
16,960
(75.4)
11,400
(50.7)
15,900
(70.7)
26,500
(117.9)
14,985
(66.7)
22,895
(101.8)
38,160
(169.7)
18,885
(84.0)
29,070
(129.3)
51,935
(231.0)
23,070
(102.6)
35,520
(158.0)
67,835
(301.7)
27,530
(122.5)
42,380
(188.5)
85,855
(381.9)
32,240
(143.4)
49,640
(220.8)
105,995
(471.5)
4,295
(19.1)
5,725
(25.5)
9,540
(42.4)
7,630
(33.9)
10,175
(45.3)
16,960
(75.4)
11,925
(53.0)
15,900
(70.7)
26,500
(117.9)
17,170
(76.4)
22,895
(101.8)
38,160
(169.7)
21,805
(97.0)
31,160
(138.6)
51,935
(231.0)
26,640
(118.5)
40,700
(181.0)
67,835
(301.7)
31,785
(141.4)
48,940
(217.7)
85,855
(381.9)
37,230
(165.6)
57,320
(255.0)
105,995
(471.5)
4,550
(20.2)
6,065
(27.0)
10,110
(45.0)
8,090
(36.0)
10,785
(48.0)
17,975
(80.0)
12,640
(56.2)
16,855
(75.0)
28,090
(124.9)
18,200
(81.0)
24,270
(108.0)
40,445
(179.9)
24,775
(110.2)
33,030
(146.9)
55,055
(244.9)
32,360
(143.9)
43,145
(191.9)
71,905
(319.8)
38,930
(173.2)
54,605
(242.9)
91,005
(404.8)
45,595
(202.8)
67,410
(299.9)
112,355
(499.8)
9,245
(41.1)
12,330
(54.8)
20,545
(91.4)
16,035
(71.3)
21,915
(97.5)
36,525
(162.5)
22,415
(99.7)
34,245
(152.3)
57,075
(253.9)
29,460
(131.0)
45,360
(201.8)
82,185
(365.6)
37,125
(165.1)
57,160
(254.3)
111,865
(497.6)
45,360
(201.8)
69,835
(310.6)
146,110
(649.9)
54,125
(240.8)
83,330
(370.7)
179,300
(797.6)
63,395
(282.0)
97,600
(434.1)
210,000
(934.1)
9,245
(41.1)
12,330
(54.8)
20,545
(91.4)
16,435
(73.1)
21,915
(97.5)
36,525
(162.5)
24,550
(109.2)
34,245
(152.3)
57,075
(253.9)
32,275
(143.6)
49,310
(219.3)
82,185
(365.6)
40,670
(180.9)
62,615
(278.5)
111,865
(497.6)
49,690
(221.0)
76,500
(340.3)
146,110
(649.9)
59,290
(263.7)
91,285
(406.1)
184,920
(822.6)
69,445
(308.9)
106,915
(475.6)
228,295
(1015.5)
9,245
(41.1)
12,330
(54.8)
20,545
(91.4)
16,435
(73.1)
21,915
(97.5)
36,525
(162.5)
25,685
(114.3)
34,245
(152.3)
57,075
(253.9)
36,985
(164.5)
49,310
(219.3)
82,185
(365.6)
46,960
(208.9)
67,120
(298.6)
111,865
(497.6)
57,375
(255.2)
87,665
(390.0)
146,110
(649.9)
68,465
(304.5)
105,405
(468.9)
184,920
(822.6)
80,185
(356.7)
123,455
(549.2)
228,295
(1015.5)
9,800
(43.6)
13,070
(58.1)
21,780
(96.9)
17,425
(77.5)
23,230
(103.3)
38,720
(172.2)
27,225
(121.1)
36,300
(161.5)
60,500
(269.1)
39,205
(174.4)
52,270
(232.5)
87,120
(387.5)
53,360
(237.4)
71,145
(316.5)
118,575
(527.4)
69,695
(310.0)
92,925
(413.3)
154,875
(688.9)
83,850
(373.0)
117,610
(523.2)
196,015
(871.9)
98,205
(436.8)
145,195
(645.9)
241,995
(1076.4)
See Section 2.4 for explanation on development of load values.
See Section 2.4.6 to convert design strength (factored resistance) value to ASD value.
Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
Apply spacing, edge distance, and concrete thickness factors in tables 19 - 34 as necessary. Compare to the steel values in table 18.
The lesser of the values is to be used for the design.
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 0.80.
For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.70.
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.
Tabular values are for dry concrete conditions. For water saturated concrete multiply design strength (factored resistance) by 0.85.
Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.8.
Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
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 200 Technical Supplement 04/13
23
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 17 — Hilti HIT-HY 200 Adhesive Design Strength (Factored Resistance) with Concrete / Bond Failure for US Rebar
in Cracked Concrete 1,2,3,4,5,6,7,8,9
Nominal
Rebar Size
#3
#4
#5
#6
#7
#8
#9
#10
1
2
3
4
5
6
7
8
9
Tension — ϕNn or Nr
Shear — ϕVn or Vr
Effective
Embedment
Depth
in. (mm)
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)
3-3/8
(86)
4-1/2
(114)
7-1/2
(191)
4-1/2
(114)
6
(152)
10
(254)
5-5/8
(143)
7-1/2
(191)
12-1/2
(318)
6-3/4
(171)
9
(229)
15
(381)
7-7/8
(200)
10-1/2
(267)
17-1/2
(445)
9
(229)
12
(305)
20
(508)
10-1/8
(257)
13-1/2
(343)
22-1/2
(572)
11-1/4
(286)
15
(381)
25
(635)
2,700
(12.0)
3,600
(16.0)
5,995
(26.7)
4,830
(21.5)
6,440
(28.6)
10,730
(47.7)
7,370
(32.8)
10,120
(45.0)
16,865
(75.0)
9,690
(43.1)
14,640
(65.1)
24,395
(108.5)
12,210
(54.3)
16,885
(75.1)
28,140
(125.2)
14,920
(66.4)
22,150
(98.5)
36,920
(164.2)
17,800
(79.2)
27,405
(121.9)
46,935
(208.8)
20,850
(92.7)
32,095
(142.8)
58,070
(258.3)
2,700
(12.0)
3,600
(16.0)
5,995
(26.7)
4,830
(21.5)
6,440
(28.6)
10,730
(47.7)
7,590
(33.8)
10,120
(45.0)
16,865
(75.0)
10,615
(47.2)
14,640
(65.1)
24,395
(108.5)
12,665
(56.3)
16,885
(75.1)
28,140
(125.2)
16,340
(72.7)
22,150
(98.5)
36,920
(164.2)
19,500
(86.7)
28,160
(125.3)
46,935
(208.8)
22,840
(101.6)
34,840
(155.0)
58,070
(258.3)
2,700
(12.0)
3,600
(16.0)
5,995
(26.7)
4,830
(21.5)
6,440
(28.6)
10,730
(47.7)
7,590
(33.8)
10,120
(45.0)
16,865
(75.0)
10,980
(48.8)
14,640
(65.1)
24,395
(108.5)
12,665
(56.3)
16,885
(75.1)
28,140
(125.2)
16,615
(73.9)
22,150
(98.5)
36,920
(164.2)
21,120
(93.9)
28,160
(125.3)
46,935
(208.8)
26,130
(116.2)
34,840
(155.0)
58,070
(258.3)
2,860
(12.7)
3,815
(17.0)
6,355
(28.3)
5,120
(22.8)
6,825
(30.4)
11,375
(50.6)
8,045
(35.8)
10,725
(47.7)
17,875
(79.5)
11,635
(51.8)
15,515
(69.0)
25,860
(115.0)
13,425
(59.7)
17,900
(79.6)
29,830
(132.7)
17,610
(78.3)
23,480
(104.4)
39,135
(174.1)
22,385
(99.6)
29,850
(132.8)
49,750
(221.3)
27,700
(123.2)
36,935
(164.3)
61,555
(273.8)
5,810
(25.8)
7,750
(34.5)
12,915
(57.4)
10,400
(46.3)
13,870
(61.7)
23,115
(102.8)
15,875
(70.6)
21,790
(96.9)
36,320
(161.6)
20,870
(92.8)
31,530
(140.3)
52,550
(233.8)
26,300
(117.0)
36,370
(161.8)
60,615
(269.6)
32,130
(142.9)
47,710
(212.2)
79,520
(353.7)
38,340
(170.5)
59,025
(262.6)
101,090
(449.7)
44,905
(199.7)
69,135
(307.5)
125,075
(556.4)
5,810
(25.8)
7,750
(34.5)
12,915
(57.4)
10,400
(46.3)
13,870
(61.7)
23,115
(102.8)
16,345
(72.7)
21,790
(96.9)
36,320
(161.6)
22,860
(101.7)
31,530
(140.3)
52,550
(233.8)
27,275
(121.3)
36,370
(161.8)
60,615
(269.6)
35,195
(156.6)
47,710
(212.2)
79,520
(353.7)
42,000
(186.8)
60,655
(269.8)
101,090
(449.7)
49,190
(218.8)
75,045
(333.8)
125,075
(556.4)
5,810
(25.8)
7,750
(34.5)
12,915
(57.4)
10,400
(46.3)
13,870
(61.7)
23,115
(102.8)
16,345
(72.7)
21,790
(96.9)
36,320
(161.6)
23,645
(105.2)
31,530
(140.3)
52,550
(233.8)
27,275
(121.3)
36,370
(161.8)
60,615
(269.6)
35,785
(159.2)
47,710
(212.2)
79,520
(353.7)
45,490
(202.3)
60,655
(269.8)
101,090
(449.7)
56,285
(250.4)
75,045
(333.8)
125,075
(556.4)
6,160
(27.4)
8,215
(36.5)
13,690
(60.9)
11,025
(49.0)
14,700
(65.4)
24,500
(109.0)
17,325
(77.1)
23,100
(102.8)
38,500
(171.3)
25,065
(111.5)
33,420
(148.7)
55,700
(247.8)
28,910
(128.6)
38,550
(171.5)
64,250
(285.8)
37,930
(168.7)
50,575
(225.0)
84,290
(374.9)
48,220
(214.5)
64,290
(286.0)
107,155
(476.6)
59,660
(265.4)
79,545
(353.8)
132,580
(589.7)
See Section 2.4 for explanation on development of load values.
See Section 2.4.6 to convert design strength (factored resistance) value to ASD value.
Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
Apply spacing, edge distance, and concrete thickness factors in tables 19 - 34 as necessary. Compare to the steel values in table 18.
The lesser of the values is to be used for the design.
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 0.80.
For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.70.
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.
Tabular values are for dry concrete conditions. For water saturated concrete multiply design strength (factored resistance) by 0.85.
Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.8.
Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
Tabular values are for static loads only. For seismic loads, multiply tabular values by αseis = 0.60. See section 2.4.7 for additional information on seismic applications.
24
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 200 Technical Supplement 04/13
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HIT-HY 200 Adhesive Anchoring System
Table 18 — Steel Design Strength (ACI 318 Appendix D Based Design) for US Rebar 3
ASTM A 615 Grade 40 5
Nominal
Rebar Size
#3
#4
#5
#6
#7
#8
#9
#10
1
2
3
4
5
Tensile
ϕNsa
lb (kN)
Shear
ϕVsa
lb (kN)
4,290
(19.1)
7,800
(34.7)
12,090
(53.8)
17,160
(76.3)
23,400
(104.1)
30,810
(137.0)
39,000
(173.5)
49,530
(220.3)
2,375
(10.6)
4,320
(19.2)
6,695
(29.8)
9,505
(42.3)
12,960
(57.6)
17,065
(75.9)
21,600
(96.1)
27,430
(122.0)
1
ASTM A 615 Grade 60 5
2
Tensile
ϕNsa
lb (kN)
Shear
ϕVsa
lb (kN)
6,435
(28.6)
11,700
(52.0)
18,135
(80.7)
25,740
(114.5)
35,100
(156.1)
46,215
(205.6)
58,500
(260.2)
74,295
(330.5)
3,565
(15.9)
6,480
(28.8)
10,045
(44.7)
14,255
(63.4)
19,440
(86.5)
25,595
(113.9)
32,400
(144.1)
41,150
(183.0)
1
αseis,V7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
ASTM A 706 Grade 60 5
2
Tensile
ϕNsa
lb (kN)
Shear2
ϕVsa
lb (kN)
6,600
(29.4)
12,000
(53.4)
18,600
(82.7)
26,400
(117.4)
36,000
(160.1)
47,400
(210.8)
60,000
(266.9)
76,200
(339.0)
3,430
(15.3)
6,240
(27.8)
9,670
(43.0)
13,730
(61.1)
18,720
(83.3)
24,650
(109.6)
31,200
(138.8)
39,625
(176.3)
1
αseis,V7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
αseis,V7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
Tensile = ϕ Ase,N futa as noted in ACI 318 Appendix D
Shear = ϕ 0.60 Ase,N futa as noted in ACI 318 Appendix D
See Section 2.4.6 to convert design strength (factored resistance) value to ASD value.
Reduction factor for seismic shear only. See Section 2.4.7 for additional information on seismic applications.
ASTM A706 Grade 60 rebar are considered ductile steel elements. ASTM A 615 Grade 40 and 60 rebar are considered brittle steel elements.
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 200 Technical Supplement 04/13
25
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 19 — Load Adjustment Factors for #3 US Rebar in Uncracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#3
Uncracked Concrete
Embedment hef
in (mm)
1-3/4
(44)
1-7/8
(48)
2
(51)
3
(76)
3-5/8
(92)
4
(102)
4-5/8
(117)
5
(127)
5-3/4
(146)
6
(152)
7
(178)
8
(203)
8-3/4
(222)
9
(229)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
24
(610)
30
(762)
36
(914)
>48
(1219)
Spacing Factor in
Tension
fAN
3-3/8
(86)
n/a
0.59
0.60
0.65
0.68
0.70
0.73
0.75
0.78
0.80
0.85
0.90
0.93
0.94
0.99
1.00
4-1/2
(114)
n/a
0.57
0.57
0.61
0.63
0.65
0.67
0.69
0.71
0.72
0.76
0.80
0.82
0.83
0.87
0.91
0.94
1.00
7-1/2
(191)
n/a
0.54
0.54
0.57
0.58
0.59
0.60
0.61
0.63
0.63
0.66
0.68
0.69
0.70
0.72
0.74
0.77
0.81
0.86
0.90
1.00
Edge Distance Factor
in Tension
fRN
3-3/8
(86)
0.31
0.32
0.32
0.40
0.45
0.48
0.54
0.58
0.66
0.69
0.81
0.92
1.00
4-1/2
(114)
0.22
0.23
0.24
0.29
0.33
0.35
0.39
0.42
0.48
0.50
0.59
0.67
0.74
0.76
0.84
0.92
1.00
7-1/2
(191)
0.13
0.13
0.14
0.17
0.19
0.20
0.23
0.24
0.28
0.29
0.34
0.39
0.43
0.44
0.49
0.54
0.58
0.68
0.78
0.88
1.00
Spacing Factor in
Shear3
fAV
3-3/8
(86)
n/a
0.53
0.54
0.55
0.56
0.57
0.58
0.59
0.60
0.61
0.62
0.64
0.65
0.66
0.68
0.69
0.71
0.75
0.78
0.82
0.92
1.00
4-1/2
(114)
n/a
0.53
0.53
0.54
0.55
0.56
0.57
0.57
0.58
0.59
0.60
0.62
0.63
0.63
0.65
0.66
0.67
0.70
0.73
0.76
0.85
0.94
1.00
7-1/2
(191)
n/a
0.52
0.52
0.53
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.65
0.67
0.69
0.75
0.81
0.87
1.00
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
3-3/8 4-1/2 7-1/2 3-3/8 4-1/2
(86)
(114) (191)
(86)
(114)
0.08
0.06
0.04
0.16
0.12
0.09
0.07
0.04
0.18
0.13
0.10
0.07
0.04
0.19
0.15
0.18
0.13
0.08
0.36
0.27
0.24
0.18
0.11
0.46
0.36
0.28
0.21
0.12
0.49
0.40
0.34
0.26
0.15
0.54
0.43
0.38
0.29
0.17
0.58
0.46
0.47
0.36
0.21
0.66
0.50
0.51
0.38
0.23
0.69
0.52
0.64
0.48
0.29
0.81
0.59
0.78
0.58
0.35
0.92
0.67
0.89
0.67
0.40
1.00
0.74
0.93
0.70
0.42
0.76
1.00
0.82
0.49
0.84
0.94
0.57
0.92
1.00
0.64
1.00
0.81
0.99
1.00
Conc. Thickness
Factor in Shear4
fHV
7-1/2
(191)
0.07
0.08
0.09
0.16
0.21
0.25
0.31
0.33
0.35
0.36
0.39
0.43
0.45
0.46
0.50
0.54
0.58
0.68
0.78
0.88
1.00
3-3/8
(86)
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.59
0.64
0.65
0.70
0.75
0.79
0.80
0.84
0.88
0.92
0.99
1.00
4-1/2
(114)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.58
0.59
0.64
0.68
0.71
0.72
0.76
0.80
0.84
0.90
0.97
1.00
7-1/2
(191)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.60
0.61
0.64
0.68
0.71
0.76
0.81
0.86
1.00
Table 20 — Load Adjustment Factors for #3 US Rebar in Cracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#3
Cracked Concrete
1
2
3
4
Embedment hef
in (mm)
1-3/4
(44)
1-7/8
(48)
2
(51)
3
(76)
3-5/8
(92)
4
(102)
4-5/8
(117)
5
(127)
5-3/4
(146)
6
(152)
7
(178)
8
(203)
8-3/4
(222)
9
(229)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
24
(610)
30
(762)
36
(914)
>48
(1219)
Spacing Factor in
Tension
fAN
3-3/8
(86)
n/a
0.59
0.60
0.65
0.68
0.70
0.73
0.75
0.78
0.80
0.85
0.90
0.93
0.94
0.99
1.00
4-1/2
(114)
n/a
0.57
0.57
0.61
0.63
0.65
0.67
0.69
0.71
0.72
0.76
0.80
0.82
0.83
0.87
0.91
0.94
1.00
7-1/2
(191)
n/a
0.54
0.54
0.57
0.58
0.59
0.60
0.61
0.63
0.63
0.66
0.68
0.69
0.70
0.72
0.74
0.77
0.81
0.86
0.90
1.00
Edge Distance Factor
in Tension
fRN
3-3/8
(86)
0.54
0.56
0.57
0.70
0.78
0.84
0.93
0.99
1.00
4-1/2
(114)
0.49
0.50
0.51
0.60
0.66
0.70
0.76
0.80
0.88
0.91
1.00
7-1/2
(191)
0.43
0.44
0.44
0.49
0.53
0.55
0.58
0.60
0.64
0.66
0.72
0.78
0.83
0.85
0.91
0.98
1.00
Spacing Factor in
Shear3
fAV
3-3/8
(86)
n/a
0.54
0.54
0.56
0.57
0.58
0.59
0.60
0.61
0.62
0.63
0.65
0.67
0.67
0.69
0.71
0.73
0.77
0.81
0.85
0.96
1.00
4-1/2
(114)
n/a
0.53
0.53
0.55
0.56
0.56
0.57
0.58
0.59
0.60
0.61
0.63
0.64
0.64
0.66
0.67
0.69
0.72
0.75
0.79
0.88
0.98
1.00
7-1/2
(191)
n/a
0.52
0.52
0.53
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.59
0.60
0.60
0.61
0.62
0.64
0.66
0.68
0.70
0.77
0.84
0.91
1.00
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
3-3/8 4-1/2 7-1/2 3-3/8 4-1/2
(86)
(114) (191)
(86)
(114)
0.09
0.07
0.04
0.18
0.14
0.10
0.08
0.05
0.20
0.15
0.11
0.08
0.05
0.22
0.17
0.20
0.15
0.09
0.41
0.30
0.27
0.20
0.12
0.54
0.41
0.31
0.23
0.14
0.63
0.47
0.39
0.29
0.18
0.78
0.58
0.44
0.33
0.20
0.87
0.66
0.54
0.40
0.24
1.00
0.81
0.58
0.43
0.26
0.86
0.72
0.54
0.33
1.00
0.89
0.66
0.40
1.00
0.76
0.46
0.79
0.48
0.93
0.56
1.00
0.64
0.73
0.92
1.00
Conc. Thickness
Factor in Shear4
fHV
7-1/2
(191)
0.08
0.09
0.10
0.18
0.24
0.28
0.35
0.39
0.49
0.52
0.65
0.78
0.83
0.85
0.91
0.98
1.00
3-3/8
(86)
n/a
n/a
n/a
n/a
n/a
n/a
0.60
0.62
0.66
0.68
0.73
0.78
0.82
0.83
0.88
0.92
0.96
1.00
4-1/2
(114)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.60
0.62
0.67
0.71
0.74
0.76
0.80
0.84
0.87
0.94
1.00
7-1/2
(191)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.63
0.64
0.67
0.70
0.74
0.79
0.85
0.90
1.00
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
26
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 21 — Load Adjustment Factors for #4 US Rebar in Uncracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#4
Uncracked Concrete
Embedment hef
in (mm)
1-3/4
(44)
2-1/2
(64)
3
(76)
4
(102)
5
(127)
5-3/4
(146)
6
(152)
7
(178)
7-1/4
(184)
8
(203)
9
(229)
10
(254)
11-1/4
(286)
12
(305)
14
(356)
16
(406)
18
(457)
20
(508)
22
(559)
24
(610)
30
(762)
36
(914)
>48
(1219)
Spacing Factor in
Tension
fAN
4-1/2
(114)
n/a
0.59
0.61
0.65
0.69
0.71
0.72
0.76
0.77
0.80
0.83
0.87
0.92
0.94
1.00
6
(152)
n/a
0.57
0.58
0.61
0.64
0.66
0.67
0.69
0.70
0.72
0.75
0.78
0.81
0.83
0.89
0.94
1.00
10
(254)
n/a
0.54
0.55
0.57
0.58
0.60
0.60
0.62
0.62
0.63
0.65
0.67
0.69
0.70
0.73
0.77
0.80
0.83
0.87
0.90
1.00
Edge Distance Factor
in Tension
fRN
4-1/2
(114)
0.27
0.31
0.33
0.39
0.45
0.50
0.51
0.59
0.61
0.67
0.76
0.84
0.95
1.00
6
(152)
0.20
0.23
0.24
0.29
0.33
0.36
0.38
0.43
0.45
0.49
0.55
0.62
0.69
0.74
0.86
0.99
1.00
10
(254)
0.12
0.13
0.14
0.17
0.19
0.21
0.22
0.25
0.26
0.29
0.32
0.36
0.41
0.43
0.50
0.58
0.65
0.72
0.79
0.87
1.00
Spacing Factor in
Shear3
fAV
4-1/2
(114)
n/a
0.53
0.54
0.55
0.57
0.58
0.58
0.59
0.60
0.61
0.62
0.63
0.65
0.66
0.69
0.72
0.74
0.77
0.80
0.82
0.90
0.98
1.00
6
(152)
n/a
0.53
0.53
0.54
0.55
0.56
0.57
0.58
0.58
0.59
0.60
0.61
0.62
0.63
0.65
0.67
0.70
0.72
0.74
0.76
0.83
0.89
1.00
10
(254)
n/a
0.52
0.52
0.53
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.59
0.59
0.61
0.62
0.64
0.66
0.67
0.69
0.73
0.78
0.87
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
4-1/2
6
10
4-1/2
6
(114) (152) (254) (114) (152)
0.05
0.04
0.02
0.11
0.08
0.09
0.07
0.04
0.18
0.13
0.12
0.09
0.05
0.24
0.17
0.18
0.13
0.08
0.37
0.27
0.26
0.19
0.11
0.46
0.37
0.32
0.23
0.14
0.50
0.41
0.34
0.25
0.15
0.52
0.42
0.42
0.31
0.19
0.59
0.46
0.45
0.33
0.20
0.61
0.47
0.52
0.38
0.23
0.67
0.51
0.62
0.45
0.27
0.76
0.55
0.72
0.53
0.32
0.84
0.62
0.86
0.63
0.38
0.95
0.69
0.95
0.70
0.42
1.00
0.74
1.00
0.88
0.53
0.86
1.00
0.64
0.99
0.77
1.00
0.90
1.00
Conc. Thickness
Factor in Shear4
fHV
10
(254)
0.05
0.08
0.10
0.16
0.23
0.28
0.30
0.33
0.34
0.36
0.38
0.41
0.44
0.46
0.51
0.58
0.65
0.72
0.79
0.87
1.00
4-1/2
(114)
n/a
n/a
n/a
n/a
n/a
0.56
0.57
0.61
0.62
0.66
0.70
0.73
0.78
0.80
0.87
0.93
0.98
1.00
6
(152)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.56
0.59
0.63
0.66
0.70
0.72
0.78
0.84
0.89
0.93
0.98
1.00
10
(254)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.61
0.66
0.71
0.75
0.79
0.83
0.86
0.97
1.00
Table 22 — Load Adjustment Factors for #4 US Rebar in Cracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#4
Cracked Concrete
1
2
3
4
Embedment hef
in (mm)
1-3/4
(44)
2-1/2
(64)
3
(76)
4
(102)
5
(127)
5-3/4
(146)
6
(152)
7
(178)
7-1/4
(184)
8
(203)
9
(229)
10
(254)
11-1/4
(286)
12
(305)
14
(356)
16
(406)
18
(457)
20
(508)
22
(559)
24
(610)
30
(762)
36
(914)
>48
(1219)
Spacing Factor in
Tension
fAN
4-1/2
(114)
n/a
0.59
0.61
0.65
0.69
0.71
0.72
0.76
0.77
0.80
0.83
0.87
0.92
0.94
1.00
6
(152)
n/a
0.57
0.58
0.61
0.64
0.66
0.67
0.69
0.70
0.72
0.75
0.78
0.81
0.83
0.89
0.94
1.00
10
(254)
n/a
0.54
0.55
0.57
0.58
0.60
0.60
0.62
0.62
0.63
0.65
0.67
0.69
0.70
0.73
0.77
0.80
0.83
0.87
0.90
1.00
Edge Distance Factor
in Tension
fRN
4-1/2
(114)
0.49
0.56
0.60
0.70
0.80
0.88
0.91
1.00
6
(152)
0.45
0.50
0.53
0.60
0.67
0.73
0.75
0.83
0.85
0.91
1.00
10
(254)
0.41
0.44
0.46
0.49
0.53
0.56
0.57
0.62
0.63
0.66
0.70
0.75
0.81
0.85
0.95
1.00
Spacing Factor in
Shear3
fAV
4-1/2
(114)
n/a
0.54
0.54
0.56
0.57
0.58
0.59
0.60
0.60
0.61
0.63
0.64
0.66
0.67
0.70
0.73
0.76
0.79
0.82
0.84
0.93
1.00
6
(152)
n/a
0.53
0.54
0.55
0.56
0.57
0.57
0.58
0.59
0.59
0.61
0.62
0.63
0.64
0.67
0.69
0.71
0.74
0.76
0.78
0.86
0.93
1.00
10
(254)
n/a
0.52
0.53
0.53
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.60
0.62
0.63
0.65
0.67
0.69
0.70
0.75
0.80
0.90
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
4-1/2
6
10
4-1/2
6
(114) (152) (254) (114) (152)
0.06
0.04
0.03
0.12
0.09
0.10
0.07
0.04
0.20
0.15
0.13
0.10
0.06
0.26
0.20
0.20
0.15
0.09
0.40
0.30
0.28
0.21
0.13
0.56
0.42
0.35
0.26
0.16
0.70
0.52
0.37
0.28
0.17
0.74
0.56
0.47
0.35
0.21
0.94
0.70
0.49
0.37
0.22
0.99
0.74
0.57
0.43
0.26
1.00
0.86
0.68
0.51
0.31
1.00
0.80
0.60
0.36
0.95
0.71
0.43
1.00
0.79
0.47
0.99
0.60
1.00
0.73
0.87
1.00
Conc. Thickness
Factor in Shear4
fHV
10
(254)
0.05
0.09
0.12
0.18
0.25
0.31
0.33
0.42
0.44
0.51
0.61
0.72
0.81
0.85
0.95
1.00
4-1/2
(114)
n/a
n/a
n/a
n/a
n/a
0.57
0.59
0.63
0.64
0.68
0.72
0.76
0.80
0.83
0.90
0.96
1.00
6
(152)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.62
0.65
0.69
0.73
0.75
0.81
0.87
0.92
0.97
1.00
10
(254)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.62
0.64
0.69
0.73
0.78
0.82
0.86
0.90
1.00
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
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 200 Technical Supplement 04/13
27
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 23 — Load Adjustment Factors for #5 US Rebar in Uncracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#5
Uncracked Concrete
Embedment hef
in (mm)
1-3/4
(44)
3-1/8
(79)
4
(102)
4-5/8
(117)
5
(127)
6
(152)
7
(178)
7-1/8
(181)
8
(203)
9
(229)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48
(1219)
Spacing Factor in
Tension
fAN
5-5/8
(143)
n/a
0.59
0.62
0.64
0.65
0.68
0.71
0.71
0.74
0.77
0.80
0.83
0.86
0.91
0.97
1.00
Edge Distance Factor
in Tension
fRN
7-1/2 12-1/2 5-5/8
(191) (318) (143)
n/a
n/a
0.25
0.57
0.54
0.31
0.59
0.55
0.34
0.60
0.56
0.37
0.61
0.57
0.39
0.63
0.58
0.43
0.66
0.59
0.48
0.66
0.60
0.49
0.68
0.61
0.54
0.70
0.62
0.60
0.72
0.63
0.67
0.74
0.65
0.74
0.77
0.66
0.80
0.81
0.69
0.94
0.86
0.71
1.00
0.90
0.74
0.94
0.77
0.99
0.79
1.00
0.82
0.85
0.87
0.90
0.98
1.00
Edge Distance in Shear
Conc. Thickness
┴
⃦
Factor in Shear4
Toward Edge
To Edge
fHV
fRV
fRV
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
(191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318)
n/a
n/a
0.04
0.03
0.02
0.08
0.06
0.03
n/a
n/a
n/a
0.53
0.52
0.10
0.07
0.04
0.20
0.13
0.08
n/a
n/a
n/a
0.53
0.52
0.15
0.10
0.06
0.29
0.19
0.12
n/a
n/a
n/a
0.54
0.53
0.18
0.12
0.07
0.36
0.24
0.14
n/a
n/a
n/a
0.54
0.53
0.21
0.13
0.08
0.39
0.27
0.16
n/a
n/a
n/a
0.55
0.54
0.27
0.18
0.11
0.44
0.35
0.21
n/a
n/a
n/a
0.56
0.54
0.34
0.22
0.13
0.49
0.40
0.27
n/a
n/a
n/a
0.56
0.54
0.35
0.23
0.14
0.50
0.40
0.27
0.57
n/a
n/a
0.57
0.55
0.41
0.27
0.16
0.54
0.43
0.32
0.61
n/a
n/a
0.58
0.56
0.50
0.32
0.19
0.60
0.47
0.34
0.65
0.56
n/a
0.59
0.56
0.58
0.38
0.23
0.67
0.51
0.36
0.68
0.59
n/a
0.60
0.57
0.67
0.44
0.26
0.74
0.54
0.38
0.71
0.62
n/a
0.60
0.57
0.76
0.50
0.30
0.80
0.59
0.40
0.75
0.65
n/a
0.62
0.59
0.96
0.63
0.38
0.94
0.69
0.44
0.81
0.70
0.59
0.64
0.60
1.00
0.77
0.46
1.00
0.79
0.48
0.86
0.75
0.63
0.66
0.61
0.92
0.55
0.89
0.52
0.91
0.79
0.67
0.67
0.62
1.00
0.64
0.98
0.58
0.96
0.84
0.71
0.69
0.64
0.74
1.00
0.63
1.00
0.88
0.74
0.71
0.65
0.85
0.69
0.92
0.77
0.73
0.66
0.95
0.75
0.95
0.80
0.74
0.67
1.00
0.81
0.99
0.83
0.76
0.69
0.86
1.00
0.86
0.81
0.72
1.00
0.95
0.92
0.80
1.00
Spacing Factor in
Shear3
fAV
7-1/2 12-1/2 5-5/8
(191) (318) (143)
0.18
0.11
n/a
0.22
0.13
0.54
0.25
0.15
0.55
0.27
0.16
0.55
0.28
0.17
0.56
0.32
0.19
0.57
0.36
0.21
0.58
0.36
0.21
0.58
0.39
0.23
0.59
0.44
0.26
0.60
0.49
0.29
0.62
0.54
0.32
0.63
0.59
0.35
0.64
0.69
0.40
0.66
0.79
0.46
0.69
0.89
0.52
0.71
0.98
0.58
0.73
1.00
0.63
0.75
0.69
0.78
0.75
0.80
0.81
0.82
0.86
0.85
1.00
0.92
1.00
Table 24 — Load Adjustment Factors for #5 US Rebar in Cracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#5
Cracked Concrete
1
2
3
4
Embedment hef
in (mm)
1-3/4
(44)
3-1/8
(79)
4
(102)
4-5/8
(117)
5
(127)
6
(152)
7
(178)
7-1/8
(181)
8
(203)
9
(229)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48
(1219)
Spacing Factor in
Tension
fAN
5-5/8
(143)
n/a
0.59
0.62
0.64
0.65
0.68
0.71
0.71
0.74
0.77
0.80
0.83
0.86
0.91
0.97
1.00
Edge Distance Factor
in Tension
fRN
7-1/2 12-1/2 5-5/8
(191) (318) (143)
n/a
n/a
0.46
0.57
0.54
0.56
0.59
0.55
0.62
0.60
0.56
0.67
0.61
0.57
0.70
0.63
0.58
0.78
0.66
0.59
0.87
0.66
0.60
0.88
0.68
0.61
0.96
0.70
0.62
1.00
0.72
0.63
0.74
0.65
0.77
0.66
0.81
0.69
0.86
0.71
0.90
0.74
0.94
0.77
0.99
0.79
1.00
0.82
0.85
0.87
0.90
0.98
1.00
Edge Distance in Shear
Conc. Thickness
┴
⃦
Factor in Shear4
Toward Edge
To Edge
fHV
fRV
fRV
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
(191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318)
n/a
n/a
0.04
0.03
0.02
0.09
0.06
0.04
n/a
n/a
n/a
0.53
0.52
0.10
0.07
0.04
0.20
0.15
0.09
n/a
n/a
n/a
0.54
0.53
0.15
0.11
0.06
0.30
0.22
0.13
n/a
n/a
n/a
0.54
0.53
0.18
0.13
0.08
0.37
0.27
0.16
n/a
n/a
n/a
0.55
0.53
0.21
0.15
0.09
0.41
0.30
0.18
n/a
n/a
n/a
0.56
0.54
0.27
0.20
0.12
0.54
0.40
0.24
n/a
n/a
n/a
0.57
0.55
0.34
0.25
0.15
0.68
0.50
0.30
n/a
n/a
n/a
0.57
0.55
0.35
0.26
0.15
0.70
0.51
0.31
0.58
n/a
n/a
0.58
0.55
0.42
0.30
0.18
0.84
0.61
0.37
0.61
n/a
n/a
0.58
0.56
0.50
0.36
0.22
1.00
0.73
0.44
0.65
0.58
n/a
0.59
0.57
0.58
0.43
0.26
0.85
0.51
0.68
0.61
n/a
0.60
0.57
0.67
0.49
0.29
0.98
0.59
0.72
0.64
n/a
0.61
0.58
0.77
0.56
0.34
1.00
0.67
0.75
0.67
n/a
0.63
0.59
0.97
0.71
0.42
0.81
0.81
0.73
0.61
0.65
0.61
1.00
0.86
0.52
0.89
0.86
0.78
0.66
0.67
0.62
1.00
0.62
0.97
0.92
0.82
0.70
0.69
0.63
0.72
1.00
0.97
0.87
0.73
0.71
0.65
0.83
1.00
0.91
0.77
0.73
0.66
0.95
0.95
0.80
0.75
0.67
1.00
0.99
0.84
0.76
0.69
1.00
0.87
0.78
0.70
0.90
0.84
0.74
0.98
0.95
0.82
1.00
Spacing Factor in
Shear3
fAV
7-1/2 12-1/2 5-5/8
(191) (318) (143)
0.43
0.40
n/a
0.50
0.44
0.54
0.55
0.46
0.55
0.58
0.48
0.55
0.60
0.49
0.56
0.66
0.53
0.57
0.72
0.56
0.58
0.73
0.56
0.58
0.78
0.59
0.59
0.85
0.62
0.60
0.91
0.66
0.62
0.98
0.69
0.63
1.00
0.73
0.64
0.81
0.66
0.89
0.69
0.97
0.71
1.00
0.73
0.76
0.78
0.80
0.83
0.85
0.92
1.00
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
28
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 25 — Load Adjustment Factors for #6 US Rebar in Uncracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#6
Uncracked Concrete
Embedment hef
in (mm)
1-3/4
(44)
3-3/4
(95)
4
(102)
5
(127)
5-1/4
(133)
6
(152)
7
(178)
8
(203)
8-1/2
(216)
9
(229)
10
(254)
10-3/4
(273)
12
(305)
14
(356)
16
(406)
16-3/4
(425)
(457)
18
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48
(1219)
Spacing Factor in
Tension
fAN
6-3/4
(171)
n/a
0.59
0.60
0.62
0.63
0.65
0.67
0.70
0.71
0.72
0.75
0.77
0.80
0.85
0.90
0.91
0.94
0.99
1.00
9
(229)
n/a
0.57
0.57
0.59
0.60
0.61
0.63
0.65
0.66
0.67
0.69
0.70
0.72
0.76
0.80
0.81
0.83
0.87
0.91
0.94
0.98
1.00
15
(381)
n/a
0.54
0.54
0.56
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.66
0.68
0.69
0.70
0.72
0.74
0.77
0.79
0.81
0.83
0.90
1.00
Edge Distance Factor
in Tension
fRN
6-3/4
(171)
0.24
0.30
0.31
0.35
0.36
0.39
0.43
0.47
0.49
0.51
0.56
0.60
0.67
0.78
0.89
0.93
1.00
9
(229)
0.18
0.22
0.23
0.26
0.26
0.28
0.31
0.34
0.36
0.37
0.41
0.44
0.49
0.57
0.65
0.69
0.74
0.82
0.90
0.98
1.00
15
(381)
0.10
0.13
0.14
0.15
0.15
0.17
0.18
0.20
0.21
0.22
0.24
0.26
0.29
0.34
0.38
0.40
0.43
0.48
0.53
0.58
0.62
0.67
0.72
0.86
1.00
Spacing Factor in
Shear3
fAV
6-3/4
(171)
n/a
0.54
0.54
0.55
0.55
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.64
0.66
0.67
0.68
0.70
0.72
0.74
0.76
0.78
0.80
0.86
0.99
9
(229)
n/a
0.53
0.53
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.61
0.62
0.63
0.64
0.65
0.67
0.68
0.70
0.71
0.73
0.77
0.86
15
(381)
n/a
0.52
0.52
0.53
0.53
0.53
0.54
0.54
0.54
0.55
0.55
0.55
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.68
0.75
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
6-3/4
9
15
6-3/4
9
(171) (229) (381) (171) (229)
0.03
0.02
0.01
0.07
0.05
0.11
0.07
0.04
0.22
0.14
0.12
0.08
0.04
0.24
0.16
0.17
0.11
0.06
0.33
0.22
0.18
0.12
0.06
0.36
0.23
0.22
0.14
0.08
0.39
0.29
0.28
0.18
0.10
0.43
0.36
0.34
0.22
0.12
0.47
0.39
0.37
0.24
0.13
0.49
0.40
0.40
0.26
0.14
0.51
0.41
0.47
0.31
0.17
0.56
0.44
0.53
0.34
0.19
0.60
0.47
0.62
0.40
0.22
0.67
0.50
0.78
0.51
0.28
0.78
0.57
0.96
0.62
0.34
0.89
0.65
1.00
0.67
0.37
0.93
0.69
0.74
0.41
1.00
0.74
0.87
0.48
0.82
1.00
0.55
0.90
0.63
0.98
0.71
1.00
0.80
0.88
1.00
Conc. Thickness
Factor in Shear4
fHV
15
(381)
0.02
0.08
0.09
0.12
0.13
0.16
0.20
0.24
0.27
0.29
0.32
0.34
0.36
0.39
0.42
0.43
0.46
0.49
0.53
0.58
0.62
0.67
0.72
0.86
1.00
6-3/4
(171)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.60
0.64
0.66
0.70
0.75
0.80
0.82
0.85
0.90
0.94
0.99
1.00
9
(229)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.60
0.65
0.70
0.71
0.74
0.78
0.82
0.85
0.89
0.92
0.95
1.00
15
(381)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.61
0.64
0.67
0.70
0.73
0.76
0.78
0.86
0.99
Table 26 — Load Adjustment Factors for #6 US Rebar in Cracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#6
Cracked Concrete
1
2
3
4
Embedment hef
in (mm)
1-3/4
(44)
3-3/4
(95)
4
(102)
5
(127)
5-1/4
(133)
6
(152)
7
(178)
8
(203)
8-1/2
(216)
9
(229)
10
(254)
10-3/4
(273)
12
(305)
14
(356)
16
(406)
16-3/4
(425)
18
(457)
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48
(1219)
Spacing Factor in
Tension
fAN
6-3/4
(171)
n/a
0.59
0.60
0.62
0.63
0.65
0.67
0.70
0.71
0.72
0.75
0.77
0.80
0.85
0.90
0.91
0.94
0.99
1.00
9
(229)
n/a
0.57
0.57
0.59
0.60
0.61
0.63
0.65
0.66
0.67
0.69
0.70
0.72
0.76
0.80
0.81
0.83
0.87
0.91
0.94
0.98
1.00
15
(381)
n/a
0.54
0.54
0.56
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.66
0.68
0.69
0.70
0.72
0.74
0.77
0.79
0.81
0.83
0.90
1.00
Edge Distance Factor
in Tension
fRN
6-3/4
(171)
0.44
0.56
0.57
0.63
0.65
0.70
0.77
0.84
0.88
0.91
0.99
1.00
9
(229)
0.42
0.50
0.51
0.56
0.57
0.60
0.65
0.70
0.72
0.75
0.80
0.84
0.91
1.00
15
(381)
0.39
0.44
0.44
0.47
0.47
0.49
0.52
0.55
0.56
0.57
0.60
0.62
0.66
0.72
0.78
0.81
0.85
0.91
0.98
1.00
Spacing Factor in
Shear3
fAV
6-3/4
(171)
n/a
0.54
0.54
0.55
0.55
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.64
0.66
0.67
0.68
0.70
0.72
0.74
0.76
0.79
0.81
0.87
0.99
9
(229)
n/a
0.53
0.53
0.54
0.54
0.55
0.55
0.56
0.57
0.57
0.58
0.58
0.59
0.61
0.62
0.63
0.64
0.65
0.67
0.69
0.70
0.72
0.73
0.78
0.87
15
(381)
n/a
0.52
0.52
0.53
0.53
0.53
0.54
0.54
0.55
0.55
0.55
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.70
0.76
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
6-3/4
9
15
6-3/4
9
(171) (229) (381) (171) (229)
0.03
0.02
0.01
0.07
0.05
0.11
0.07
0.04
0.22
0.15
0.12
0.08
0.05
0.24
0.16
0.17
0.11
0.07
0.34
0.22
0.18
0.12
0.07
0.36
0.24
0.22
0.15
0.09
0.44
0.29
0.28
0.19
0.11
0.56
0.37
0.34
0.23
0.14
0.68
0.45
0.37
0.25
0.15
0.75
0.50
0.41
0.27
0.16
0.82
0.54
0.48
0.32
0.19
0.95
0.63
0.53
0.35
0.21
1.00
0.70
0.63
0.42
0.25
0.83
0.79
0.52
0.31
1.00
0.97
0.64
0.38
1.00
0.68
0.41
0.76
0.46
0.89
0.54
1.00
0.62
0.70
0.79
0.89
0.99
1.00
Conc. Thickness
Factor in Shear4
fHV
15
(381)
0.03
0.09
0.10
0.13
0.14
0.18
0.22
0.27
0.30
0.32
0.38
0.42
0.50
0.63
0.77
0.81
0.85
0.91
0.98
1.00
6-3/4
(171)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.61
0.64
0.66
0.70
0.76
0.81
0.83
0.86
0.90
0.95
0.99
1.00
9
(229)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.58
0.61
0.66
0.70
0.72
0.75
0.79
0.82
0.86
0.90
0.93
0.96
1.00
15
(381)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.61
0.63
0.66
0.70
0.73
0.76
0.78
0.81
0.89
1.00
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
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 200 Technical Supplement 04/13
29
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 27 — Load Adjustment Factors for #7 US Rebar in Uncracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#7
Uncracked Concrete
Embedment hef
in (mm)
1-3/4
(44)
4-3/8
(111)
5
(127)
5-1/2
(140)
6
(152)
7
(178)
8
(203)
9
(229)
9-7/8
(251)
10
(254)
11
(279)
12
(305)
12-1/2
(318)
14
(356)
16
(406)
18
(457)
(495)
19-1/2
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48
(1219)
Edge Distance in Shear
Conc. Thickness
┴
⃦
Factor in Shear4
Toward Edge
To Edge
fHV
fRV
fRV
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)
n/a
n/a
n/a
0.23
0.17
0.10
n/a
n/a
n/a
0.03
0.02
0.01
0.05
0.04
0.02
n/a
n/a
n/a
0.59
0.57
0.54
0.30
0.22
0.13
0.54
0.53
0.52
0.11
0.07
0.04
0.22
0.14
0.07
n/a
n/a
n/a
0.61
0.58
0.55
0.32
0.24
0.14
0.54
0.53
0.52
0.13
0.09
0.04
0.27
0.17
0.09
n/a
n/a
n/a
0.62
0.59
0.55
0.34
0.25
0.15
0.55
0.54
0.52
0.15
0.10
0.05
0.31
0.20
0.10
n/a
n/a
n/a
0.63
0.60
0.56
0.35
0.26
0.15
0.55
0.54
0.52
0.17
0.11
0.06
0.35
0.23
0.12
n/a
n/a
n/a
0.65
0.61
0.57
0.39
0.28
0.17
0.56
0.55
0.53
0.22
0.14
0.07
0.39
0.29
0.15
n/a
n/a
n/a
0.67
0.63
0.58
0.42
0.31
0.18
0.57
0.55
0.53
0.27
0.17
0.09
0.43
0.35
0.18
n/a
n/a
n/a
0.69
0.64
0.59
0.45
0.33
0.20
0.58
0.56
0.54
0.32
0.21
0.11
0.46
0.38
0.21
n/a
n/a
n/a
0.71
0.66
0.59
0.49
0.36
0.21
0.59
0.56
0.54
0.37
0.24
0.12
0.49
0.40
0.24
0.59
n/a
n/a
0.71
0.66
0.60
0.49
0.36
0.21
0.59
0.57
0.54
0.38
0.24
0.12
0.50
0.40
0.25
0.59
n/a
n/a
0.73
0.67
0.60
0.53
0.39
0.23
0.60
0.57
0.55
0.43
0.28
0.14
0.53
0.43
0.29
0.62
n/a
n/a
0.75
0.69
0.61
0.57
0.42
0.25
0.60
0.58
0.55
0.49
0.32
0.16
0.57
0.45
0.33
0.65
n/a
n/a
0.76
0.70
0.62
0.60
0.44
0.26
0.61
0.58
0.55
0.52
0.34
0.17
0.60
0.46
0.34
0.66
0.57
n/a
0.80
0.72
0.63
0.67
0.49
0.29
0.62
0.59
0.56
0.62
0.40
0.21
0.67
0.50
0.36
0.70
0.60
n/a
0.84
0.75
0.65
0.76
0.56
0.33
0.64
0.60
0.57
0.76
0.49
0.25
0.76
0.56
0.38
0.75
0.65
n/a
0.88
0.79
0.67
0.86
0.63
0.37
0.66
0.62
0.57
0.91
0.59
0.30
0.86
0.63
0.41
0.79
0.68
n/a
0.91
0.81
0.69
0.93
0.68
0.40
0.67
0.63
0.58
1.00
0.66
0.34
0.93
0.68
0.43
0.82
0.71
0.57
0.92
0.82
0.69
0.95
0.70
0.41
0.67
0.63
0.58
0.69
0.35
0.95
0.70
0.44
0.83
0.72
0.58
0.97
0.85
0.71
1.00
0.77
0.45
0.69
0.64
0.59
0.80
0.41
1.00
0.77
0.47
0.87
0.76
0.60
1.00
0.88
0.73
0.84
0.49
0.71
0.66
0.60
0.91
0.46
0.84
0.50
0.91
0.79
0.63
0.91
0.75
0.91
0.53
0.73
0.67
0.61
1.00
0.52
0.91
0.54
0.95
0.82
0.66
0.94
0.77
0.98
0.58
0.74
0.68
0.62
0.58
0.98
0.58
0.99
0.85
0.68
0.98
0.79
1.00
0.62
0.76
0.70
0.62
0.65
1.00
0.62
1.00
0.88
0.71
1.00
0.84
0.74
0.81
0.73
0.65
0.85
0.74
0.97
0.77
0.96
0.99
0.92
0.81
0.70
1.00
0.99
1.00
0.89
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Table 28 — Load Adjustment Factors for #7 US Rebar in Cracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#7
Cracked Concrete
1
2
3
4
Embedment hef
in (mm)
1-3/4
(44)
4-3/8
(111)
5
(127)
5-1/2
(140)
6
(152)
7
(178)
8
(203)
9
(229)
9-7/8
(251)
10
(254)
11
(279)
12
(305)
12-1/2
(318)
14
(356)
16
(406)
18
(457)
19-1/2
(495)
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48
(1219)
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
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)
n/a
n/a
n/a
0.43
0.41
0.38
n/a
n/a
n/a
0.03
0.02
0.01
0.06
0.04
0.02
0.59
0.57
0.54
0.56
0.50
0.44
0.54
0.53
0.52
0.11
0.08
0.05
0.22
0.16
0.10
0.61
0.58
0.55
0.59
0.52
0.45
0.54
0.54
0.53
0.13
0.10
0.06
0.27
0.19
0.12
0.62
0.59
0.55
0.62
0.54
0.46
0.55
0.54
0.53
0.15
0.11
0.07
0.31
0.22
0.13
0.63
0.60
0.56
0.64
0.56
0.47
0.55
0.54
0.53
0.18
0.13
0.08
0.35
0.25
0.15
0.65
0.61
0.57
0.70
0.60
0.49
0.56
0.55
0.54
0.22
0.16
0.10
0.44
0.32
0.19
0.67
0.63
0.58
0.76
0.64
0.52
0.57
0.56
0.54
0.27
0.20
0.12
0.54
0.39
0.24
0.69
0.64
0.59
0.82
0.68
0.54
0.58
0.56
0.55
0.32
0.23
0.14
0.65
0.47
0.28
0.71
0.66
0.59
0.87
0.72
0.56
0.59
0.57
0.55
0.37
0.27
0.16
0.74
0.54
0.32
0.71
0.66
0.60
0.88
0.73
0.56
0.59
0.57
0.55
0.38
0.27
0.16
0.76
0.55
0.33
0.73
0.67
0.60
0.95
0.77
0.59
0.60
0.58
0.56
0.44
0.32
0.19
0.87
0.63
0.38
0.75
0.69
0.61
1.00
0.82
0.61
0.60
0.58
0.56
0.50
0.36
0.22
1.00
0.72
0.43
0.76
0.70
0.62
0.84
0.62
0.61
0.59
0.56
0.53
0.38
0.23
1.00
0.77
0.46
0.80
0.72
0.63
0.91
0.66
0.62
0.60
0.57
0.63
0.45
0.27
0.91
0.54
0.84
0.75
0.65
1.00
0.71
0.64
0.61
0.58
0.77
0.55
0.33
1.00
0.67
0.88
0.79
0.67
0.76
0.66
0.63
0.59
0.91
0.66
0.40
0.76
0.75
0.45
0.80
0.91
0.81
0.69
0.80
0.67
0.64
0.60
1.00
0.92
0.82
0.69
0.82
0.67
0.64
0.60
0.77
0.46
0.82
0.97
0.85
0.71
0.87
0.69
0.65
0.61
0.89
0.54
0.87
1.00
0.88
0.73
0.93
0.71
0.67
0.62
1.00
0.61
0.93
0.91
0.75
0.99
0.73
0.68
0.63
0.69
0.99
0.94
0.77
1.00
0.74
0.70
0.64
0.77
1.00
0.98
0.79
0.76
0.71
0.65
0.85
1.00
0.84
0.81
0.75
0.68
1.00
0.96
0.92
0.84
0.74
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Conc. Thickness
Factor in Shear4
fHV
7-7/8
(200)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.59
0.62
0.65
0.66
0.70
0.75
0.79
0.82
0.84
0.88
0.92
0.95
0.99
1.00
10-1/2
(267)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.63
0.67
0.71
0.74
0.75
0.79
0.82
0.86
0.89
0.92
1.00
17-1/2
(445)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.62
0.63
0.66
0.69
0.72
0.75
0.77
0.85
0.98
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
30
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 29 — Load Adjustment Factors for #8 US Rebar in Uncracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#8
Uncracked Concrete
Embedment hef
in (mm)
1-3/4
(44)
5
(127)
6
(152)
6-1/4
(159)
7
(178)
8
(203)
9
(229)
10
(254)
11
(279)
11-1/4
(286)
12
(305)
13
(330)
14
(356)
14-1/4
(362)
16
(406)
18
(457)
(508)
20
22
(559)
22-1/4
(565)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48
(1219)
Spacing Factor in
Tension
fAN
9
(229)
n/a
0.59
0.61
0.62
0.63
0.65
0.67
0.69
0.70
0.71
0.72
0.74
0.76
0.76
0.80
0.83
0.87
0.91
0.91
0.94
0.98
1.00
12
(305)
n/a
0.57
0.58
0.59
0.60
0.61
0.63
0.64
0.65
0.66
0.67
0.68
0.69
0.70
0.72
0.75
0.78
0.81
0.81
0.83
0.86
0.89
0.92
1.00
20
(508)
n/a
0.54
0.55
0.55
0.56
0.57
0.58
0.58
0.59
0.59
0.60
0.61
0.62
0.62
0.63
0.65
0.67
0.68
0.69
0.70
0.72
0.73
0.75
0.80
0.90
Edge Distance Factor
in Tension
fRN
9
(229)
0.23
0.30
0.33
0.34
0.36
0.39
0.41
0.44
0.48
0.48
0.51
0.54
0.58
0.59
0.67
0.75
0.83
0.92
0.93
1.00
1.00
12
(305)
0.17
0.22
0.24
0.25
0.26
0.28
0.30
0.33
0.35
0.36
0.37
0.40
0.43
0.44
0.49
0.55
0.61
0.67
0.68
0.74
0.80
0.86
0.92
1.00
20
(508)
0.10
0.13
0.14
0.15
0.15
0.17
0.18
0.19
0.21
0.21
0.22
0.23
0.25
0.26
0.29
0.32
0.36
0.40
0.40
0.43
0.47
0.50
0.54
0.65
0.86
Spacing Factor in
Shear3
fAV
9
(229)
n/a
0.54
0.55
0.55
0.55
0.56
0.57
0.58
0.58
0.59
0.59
0.60
0.61
0.61
0.62
0.64
0.65
0.67
0.67
0.68
0.70
0.71
0.73
0.77
0.86
12
(305)
n/a
0.53
0.53
0.54
0.54
0.55
0.55
0.56
0.56
0.56
0.57
0.57
0.58
0.58
0.59
0.60
0.61
0.63
0.63
0.64
0.65
0.66
0.67
0.70
0.77
20
(508)
n/a
0.52
0.52
0.52
0.52
0.53
0.53
0.53
0.54
0.54
0.54
0.55
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.58
0.59
0.60
0.60
0.63
0.67
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
9
12
20
9
12
(229) (305) (508) (229) (305)
0.02
0.01
0.01
0.05
0.03
0.11
0.07
0.03
0.22
0.14
0.14
0.09
0.04
0.29
0.19
0.15
0.10
0.05
0.30
0.20
0.18
0.12
0.06
0.36
0.23
0.22
0.14
0.07
0.39
0.29
0.26
0.17
0.08
0.42
0.34
0.31
0.20
0.10
0.45
0.37
0.35
0.23
0.11
0.48
0.39
0.37
0.24
0.11
0.49
0.40
0.40
0.26
0.13
0.51
0.41
0.46
0.30
0.14
0.55
0.44
0.51
0.33
0.16
0.58
0.46
0.52
0.34
0.16
0.59
0.46
0.62
0.40
0.19
0.67
0.50
0.74
0.48
0.23
0.75
0.55
0.87
0.56
0.27
0.83
0.61
1.00
0.65
0.31
0.92
0.67
0.66
0.32
0.93
0.68
0.74
0.35
1.00
0.74
0.84
0.40
1.00
0.80
0.94
0.45
0.86
1.00
0.50
0.92
0.65
1.00
1.00
Conc. Thickness
Factor in Shear4
fHV
20
(508)
0.01
0.07
0.09
0.09
0.11
0.14
0.16
0.19
0.22
0.23
0.25
0.28
0.32
0.32
0.36
0.38
0.40
0.43
0.43
0.46
0.48
0.51
0.54
0.65
0.86
9
(229)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.58
0.60
0.63
0.65
0.66
0.70
0.74
0.78
0.82
0.82
0.85
0.89
0.92
0.95
1.00
12
(305)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.60
0.64
0.67
0.71
0.71
0.74
0.77
0.80
0.83
0.91
1.00
20
(508)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.56
0.58
0.60
0.62
0.65
0.71
0.82
Table 30 — Load Adjustment Factors for #8 US Rebar in Cracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#8
Cracked Concrete
1
2
3
4
Embedment hef
in (mm)
1-3/4
(44)
5
(127)
6
(152)
6-1/4
(159)
7
(178)
8
(203)
9
(229)
10
(254)
11
(279)
11-1/4
(286)
12
(305)
13
(330)
14
(356)
14-1/4
(362)
16
(406)
18
(457)
20
(508)
22
(559)
22-1/4
(565)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48
(1219)
Spacing Factor in
Tension
fAN
9
(229)
n/a
0.59
0.61
0.62
0.63
0.65
0.67
0.69
0.70
0.71
0.72
0.74
0.76
0.76
0.80
0.83
0.87
0.91
0.91
0.94
0.98
1.00
12
(305)
n/a
0.57
0.58
0.59
0.60
0.61
0.63
0.64
0.65
0.66
0.67
0.68
0.69
0.70
0.72
0.75
0.78
0.81
0.81
0.83
0.86
0.89
0.92
1.00
20
(508)
n/a
0.54
0.55
0.55
0.56
0.57
0.58
0.58
0.59
0.59
0.60
0.61
0.62
0.62
0.63
0.65
0.67
0.68
0.69
0.70
0.72
0.73
0.75
0.80
0.90
Edge Distance Factor
in Tension
fRN
9
(229)
0.42
0.56
0.60
0.61
0.65
0.70
0.75
0.80
0.86
0.87
0.91
0.97
1.00
12
(305)
0.40
0.50
0.53
0.54
0.57
0.60
0.64
0.67
0.71
0.72
0.75
0.79
0.83
0.84
0.91
1.00
20
(508)
0.38
0.44
0.46
0.46
0.47
0.49
0.51
0.53
0.55
0.56
0.57
0.59
0.62
0.62
0.66
0.70
0.75
0.80
0.80
0.85
0.90
0.95
1.00
Spacing Factor in
Shear3
fAV
9
(229)
n/a
0.54
0.55
0.55
0.55
0.56
0.57
0.58
0.58
0.59
0.59
0.60
0.61
0.61
0.62
0.64
0.65
0.67
0.67
0.68
0.70
0.71
0.73
0.77
0.87
12
(305)
n/a
0.53
0.54
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.57
0.58
0.58
0.58
0.59
0.61
0.62
0.63
0.63
0.64
0.65
0.66
0.68
0.71
0.78
20
(508)
n/a
0.52
0.53
0.53
0.53
0.53
0.54
0.54
0.55
0.55
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.65
0.70
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
9
12
20
9
12
(229) (305) (508) (229) (305)
0.02
0.02
0.01
0.05
0.03
0.11
0.07
0.04
0.22
0.15
0.14
0.10
0.06
0.29
0.19
0.15
0.10
0.06
0.31
0.21
0.18
0.12
0.07
0.36
0.24
0.22
0.15
0.09
0.44
0.30
0.26
0.18
0.11
0.53
0.36
0.31
0.21
0.13
0.62
0.42
0.36
0.24
0.14
0.72
0.48
0.37
0.25
0.15
0.74
0.50
0.41
0.27
0.16
0.82
0.55
0.46
0.31
0.19
0.92
0.62
0.51
0.35
0.21
1.00
0.69
0.53
0.36
0.21
0.71
0.63
0.42
0.25
0.85
0.75
0.50
0.30
1.00
0.88
0.59
0.35
1.00
0.68
0.41
0.69
0.42
0.78
0.47
0.88
0.53
0.98
0.59
1.00
0.65
0.86
1.00
Conc. Thickness
Factor in Shear4
fHV
20
(508)
0.02
0.09
0.12
0.12
0.15
0.18
0.21
0.25
0.29
0.30
0.33
0.37
0.42
0.43
0.51
0.61
0.71
0.80
0.80
0.85
0.90
0.95
1.00
9
(229)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.61
0.63
0.65
0.66
0.70
0.74
0.78
0.82
0.82
0.86
0.89
0.92
0.96
1.00
12
(305)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.58
0.61
0.65
0.69
0.72
0.72
0.75
0.78
0.81
0.84
0.92
1.00
20
(508)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.61
0.63
0.66
0.68
0.71
0.78
0.90
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
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 200 Technical Supplement 04/13
31
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 31 — Load Adjustment Factors for #9 US Rebar in Uncracked Concrete 1,2
Edge Distance in Shear
Conc. Thickness
┴
⃦
Factor in Shear4
Toward Edge
To Edge
fHV
fRV
fRV
Embedment hef
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)
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
0.02
0.01
n/a
n/a
n/a
5-5/8
(143)
0.59
0.57
0.54
0.31
0.22
0.13
0.54
0.53
0.52
0.11
0.07
0.03
0.22
0.14
0.07
n/a
n/a
n/a
6
(152)
0.60
0.57
0.54
0.31
0.23
0.14
0.54
0.53
0.52
0.12
0.08
0.04
0.24
0.16
0.07
n/a
n/a
n/a
7
(178)
0.62
0.59
0.55
0.34
0.25
0.15
0.55
0.54
0.52
0.15
0.10
0.05
0.30
0.20
0.09
n/a
n/a
n/a
7-1/4
(184)
0.62
0.59
0.55
0.34
0.25
0.15
0.55
0.54
0.52
0.16
0.10
0.05
0.32
0.21
0.10
n/a
n/a
n/a
8
(203)
0.63
0.60
0.56
0.36
0.27
0.16
0.55
0.54
0.52
0.18
0.12
0.06
0.37
0.24
0.11
n/a
n/a
n/a
9
(229)
0.65
0.61
0.57
0.39
0.28
0.17
0.56
0.55
0.53
0.22
0.14
0.07
0.40
0.29
0.13
n/a
n/a
n/a
10
(254)
0.66
0.62
0.57
0.41
0.30
0.18
0.57
0.55
0.53
0.26
0.17
0.08
0.42
0.33
0.16
n/a
n/a
n/a
11
(279)
0.68
0.64
0.58
0.44
0.32
0.19
0.57
0.56
0.53
0.30
0.19
0.09
0.45
0.37
0.18
n/a
n/a
n/a
12
(305)
0.70
0.65
0.59
0.47
0.34
0.20
0.58
0.56
0.54
0.34
0.22
0.10
0.47
0.39
0.20
n/a
n/a
n/a
12-7/8
(327)
0.71
0.66
0.60
0.49
0.36
0.21
0.59
0.57
0.54
0.38
0.24
0.11
0.50
0.40
0.23
0.59
n/a
n/a
13
(330)
0.71
0.66
0.60
0.50
0.36
0.21
0.59
0.57
0.54
0.38
0.25
0.12
0.50
0.41
0.23
0.59
n/a
n/a
14
(356)
0.73
0.67
0.60
0.53
0.39
0.23
0.59
0.57
0.54
0.43
0.28
0.13
0.53
0.43
0.26
0.61
n/a
n/a
16
(406)
0.76
0.70
0.62
0.60
0.44
0.26
0.61
0.58
0.55
0.52
0.34
0.16
0.60
0.46
0.31
0.66
n/a
n/a
16-1/4
(413)
0.77
0.70
0.62
0.61
0.44
0.26
0.61
0.58
0.55
0.53
0.35
0.16
0.61
0.47
0.32
0.66
0.57
n/a
18
(457)
0.80
0.72
0.63
0.67
0.49
0.29
0.62
0.59
0.55
0.62
0.40
0.19
0.67
0.51
0.36
0.70
0.60
n/a
(508)
0.83
0.75
0.65
0.75
0.55
0.32
0.63
0.60
0.56
0.73
0.47
0.22
0.75
0.55
0.38
0.73
0.64
n/a
20
22
(559)
0.86
0.77
0.66
0.82
0.60
0.35
0.65
0.61
0.57
0.84
0.55
0.25
0.82
0.60
0.40
0.77
0.67
n/a
24
(610)
0.90
0.80
0.68
0.89
0.66
0.38
0.66
0.62
0.57
0.96
0.62
0.29
0.89
0.66
0.42
0.80
0.70
n/a
25-1/4
(641)
0.92
0.81
0.69
0.94
0.69
0.40
0.67
0.63
0.58
1.00
0.67
0.31
0.94
0.69
0.44
0.83
0.71
0.55
26
(660)
0.93
0.82
0.69
0.97
0.71
0.42
0.68
0.63
0.58
0.70
0.33
0.97
0.71
0.45
0.84
0.73
0.56
28
(711)
0.96
0.85
0.71
1.00
0.77
0.45
0.69
0.64
0.59
0.78
0.36
1.00
0.77
0.47
0.87
0.75
0.58
30
(762)
0.99
0.87
0.72
0.82
0.48
0.70
0.65
0.59
0.87
0.40
0.82
0.49
0.90
0.78
0.60
36
(914)
1.00
0.94
0.77
0.99
0.58
0.74
0.68
0.61
1.00
0.53
0.99
0.58
0.99
0.85
0.66
>48
(1219)
1.00
0.86
1.00
0.77
0.82
0.74
0.65
0.82
1.00
0.77
1.00
0.99
0.76
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#9
Uncracked Concrete
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Table 32 — Load Adjustment Factors for #9 US Rebar in Cracked Concrete 1,2
Edge Distance in Shear
Conc. Thickness
┴
⃦
Factor in Shear4
Toward Edge
To Edge
fHV
fRV
fRV
Embedment hef
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)
in (mm)
1-3/4
(44)
n/a
n/a
n/a
0.41
0.39
0.38
n/a
n/a
n/a
0.02
0.01
0.01
0.04
0.02
0.01
n/a
n/a
n/a
5-5/8
(143)
0.59
0.57
0.54
0.56
0.50
0.44
0.54
0.53
0.52
0.11
0.07
0.04
0.22
0.14
0.08
n/a
n/a
n/a
6
(152)
0.60
0.57
0.54
0.57
0.51
0.44
0.54
0.53
0.52
0.12
0.08
0.05
0.24
0.16
0.09
n/a
n/a
n/a
7
(178)
0.62
0.59
0.55
0.61
0.54
0.46
0.55
0.54
0.52
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
0.62
0.55
0.46
0.55
0.54
0.53
0.16
0.10
0.06
0.32
0.21
0.12
n/a
n/a
n/a
8
(203)
0.63
0.60
0.56
0.65
0.57
0.48
0.55
0.54
0.53
0.19
0.12
0.07
0.37
0.24
0.14
n/a
n/a
n/a
9
(229)
0.65
0.61
0.57
0.70
0.60
0.49
0.56
0.55
0.53
0.22
0.14
0.08
0.44
0.29
0.17
n/a
n/a
n/a
10
(254)
0.66
0.62
0.57
0.74
0.63
0.51
0.57
0.55
0.54
0.26
0.17
0.10
0.52
0.34
0.20
n/a
n/a
n/a
11
(279)
0.68
0.64
0.58
0.79
0.67
0.53
0.57
0.56
0.54
0.30
0.19
0.11
0.60
0.39
0.23
n/a
n/a
n/a
12
(305)
0.70
0.65
0.59
0.84
0.70
0.55
0.58
0.56
0.54
0.34
0.22
0.13
0.68
0.44
0.26
n/a
n/a
n/a
12-7/8
(327)
0.71
0.66
0.60
0.88
0.73
0.56
0.59
0.57
0.55
0.38
0.25
0.14
0.76
0.49
0.29
0.59
n/a
n/a
13
(330)
0.71
0.66
0.60
0.89
0.73
0.56
0.59
0.57
0.55
0.39
0.25
0.15
0.77
0.50
0.29
0.59
n/a
n/a
14
(356)
0.73
0.67
0.60
0.94
0.77
0.58
0.60
0.57
0.55
0.43
0.28
0.16
0.86
0.56
0.33
0.62
n/a
n/a
16
(406)
0.76
0.70
0.62
1.00
0.84
0.62
0.61
0.58
0.56
0.53
0.34
0.20
1.00
0.68
0.40
0.66
n/a
n/a
16-1/4
(413)
0.77
0.70
0.62
0.85
0.63
0.61
0.58
0.56
0.54
0.35
0.20
0.70
0.41
0.66
0.58
n/a
18
(457)
0.80
0.72
0.63
0.91
0.66
0.62
0.59
0.56
0.63
0.41
0.24
0.82
0.48
0.70
0.61
n/a
0.99
0.70
0.64
0.60
0.57
0.73
0.48
0.28
0.95
0.56
0.74
0.64
n/a
20
(508)
0.83
0.75
0.65
22
(559)
0.86
0.77
0.66
1.00
0.74
0.65
0.61
0.58
0.85
0.55
0.32
1.00
0.64
0.77
0.67
n/a
24
(610)
0.90
0.80
0.68
0.78
0.66
0.62
0.59
0.97
0.63
0.37
0.73
0.81
0.70
n/a
25-1/4
(641)
0.92
0.81
0.69
0.81
0.67
0.63
0.59
1.00
0.68
0.40
0.79
0.83
0.72
0.60
26
(660)
0.93
0.82
0.69
0.82
0.68
0.63
0.59
0.71
0.41
0.82
0.84
0.73
0.61
28
(711)
0.96
0.85
0.71
0.87
0.69
0.64
0.60
0.79
0.46
0.87
0.87
0.76
0.63
30
(762)
0.99
0.87
0.72
0.91
0.70
0.65
0.61
0.88
0.51
0.91
0.90
0.78
0.65
36
(914)
1.00
0.94
0.77
1.00
0.74
0.68
0.63
1.00
0.67
1.00
0.99
0.86
0.72
>48
(1219)
1.00
0.86
0.83
0.74
0.67
1.00
1.00
0.99
0.83
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#9
Cracked Concrete
1
2
3
4
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
32
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 33 — Load Adjustment Factors for #10 US Rebar in Uncracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#10
Uncracked Concrete
Spacing Factor in
Tension
fAN
Embedment hef
11-1/4 15
(286) (381)
in (mm)
1-3/4
(44)
n/a
n/a
6-1/4
(159)
0.59
0.57
7
(178)
0.60
0.58
8
(203)
0.62
0.59
9
(229)
0.63
0.60
10
(254)
0.65
0.61
11
(279)
0.66
0.62
12
(305)
0.68
0.63
13
(330)
0.69
0.64
14
(356)
0.71
0.66
14-1/4
(362)
0.71
0.66
15
(381)
0.72
0.67
16
(406)
0.74
0.68
17
(432)
0.75
0.69
18
(457)
0.77
0.70
20
(508)
0.80
0.72
22
(559)
0.83
0.74
24
(610)
0.86
0.77
26
(660)
0.89
0.79
28
(711)
0.91
0.81
30
(762)
0.94
0.83
36
(914)
1.00
0.90
>48
(1219) 1.00
1.00
Edge Distance Factor
in Tension
fRN
25 11-1/4 15
(635) (286) (381)
n/a
0.22
0.16
0.54
0.31
0.22
0.55
0.32
0.24
0.55
0.34
0.25
0.56
0.36
0.27
0.57
0.39
0.28
0.57
0.41
0.30
0.58
0.43
0.32
0.59
0.46
0.34
0.59
0.48
0.36
0.60
0.49
0.36
0.60
0.51
0.37
0.61
0.54
0.39
0.61
0.57
0.42
0.62
0.60
0.44
0.63
0.67
0.49
0.65
0.74
0.54
0.66
0.80
0.59
0.67
0.87
0.64
0.69
0.94
0.69
0.70
1.00
0.74
0.74
1.00
0.89
0.82
1.00
1.00
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
25 11-1/4 15
25 11-1/4 15
(635) (286) (381) (635) (286) (381)
n/a
0.02
0.01
0.00
0.03
0.02
0.52
0.11
0.07
0.03
0.22
0.14
0.52
0.13
0.08
0.04
0.26
0.17
0.52
0.16
0.10
0.05
0.31
0.20
0.52
0.19
0.12
0.06
0.37
0.24
0.53
0.22
0.14
0.07
0.39
0.29
0.53
0.25
0.16
0.08
0.42
0.33
0.53
0.29
0.19
0.09
0.44
0.36
0.54
0.33
0.21
0.10
0.47
0.38
0.54
0.36
0.24
0.11
0.49
0.40
0.54
0.37
0.24
0.11
0.50
0.40
0.54
0.40
0.26
0.12
0.52
0.42
0.54
0.45
0.29
0.13
0.54
0.43
0.55
0.49
0.32
0.15
0.57
0.45
0.55
0.53
0.35
0.16
0.60
0.47
0.55
0.62
0.40
0.19
0.67
0.51
0.56
0.72
0.47
0.22
0.74
0.54
0.57
0.82
0.53
0.25
0.80
0.59
0.57
0.92
0.60
0.28
0.87
0.64
0.58
1.00
0.67
0.31
0.94
0.69
0.58
1.00
0.74
0.35
1.00
0.74
0.60
1.00
0.98
0.45
1.00
0.89
0.63
1.00
1.00
0.70
1.00
1.00
Spacing Factor in
Shear3
fAV
25 11-1/4 15
(635) (286) (381)
0.09
n/a
n/a
0.13
0.54
0.53
0.14
0.54
0.53
0.15
0.55
0.54
0.16
0.55
0.54
0.17
0.56
0.55
0.18
0.57
0.55
0.19
0.57
0.55
0.20
0.58
0.56
0.21
0.59
0.56
0.21
0.59
0.56
0.22
0.59
0.57
0.23
0.60
0.57
0.24
0.60
0.58
0.26
0.61
0.58
0.29
0.62
0.59
0.32
0.63
0.60
0.35
0.65
0.61
0.37
0.66
0.62
0.40
0.67
0.63
0.43
0.68
0.64
0.52
0.72
0.66
0.69
0.79
0.72
Conc. Thickness
Factor in Shear4
fHV
25 11-1/4 15
(635) (286) (381)
0.01
n/a
n/a
0.07
n/a
n/a
0.08
n/a
n/a
0.10
n/a
n/a
0.11
n/a
n/a
0.13
n/a
n/a
0.15
n/a
n/a
0.17
n/a
n/a
0.20
n/a
n/a
0.22
n/a
n/a
0.23
0.59
n/a
0.24
0.60
n/a
0.27
0.62
n/a
0.29
0.64
n/a
0.32
0.66
0.57
0.36
0.70
0.60
0.38
0.73
0.63
0.40
0.76
0.66
0.42
0.79
0.69
0.44
0.82
0.71
0.46
0.85
0.74
0.52
0.94
0.81
0.69
1.00
0.94
25
(635)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.55
0.57
0.63
0.72
Table 34 — Load Adjustment Factors for #10 US Rebar in Cracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#10
Cracked Concrete
1
2
3
4
Spacing Factor in
Tension
fAN
Embedment hef
11-1/4 15
(286) (381)
in (mm)
1-3/4
(44)
n/a
n/a
6-1/4
(159)
0.59
0.57
7
(178)
0.60
0.58
8
(203)
0.62
0.59
9
(229)
0.63
0.60
10
(254)
0.65
0.61
11
(279)
0.66
0.62
12
(305)
0.68
0.63
13
(330)
0.69
0.64
14
(356)
0.71
0.66
14-1/4
(362)
0.71
0.66
15
(381)
0.72
0.67
16
(406)
0.74
0.68
17
(432)
0.75
0.69
18
(457)
0.77
0.70
20
(508)
0.80
0.72
22
(559)
0.83
0.74
24
(610)
0.86
0.77
26
(660)
0.89
0.79
28
(711)
0.91
0.81
30
(762)
0.94
0.83
36
(914)
1.00
0.90
>48
(1219) 1.00
1.00
Edge Distance Factor
in Tension
fRN
25 11-1/4 15
(635) (286) (381)
n/a
0.40
0.39
0.54
0.56
0.50
0.55
0.58
0.52
0.55
0.62
0.55
0.56
0.66
0.57
0.57
0.70
0.60
0.57
0.74
0.63
0.58
0.78
0.66
0.59
0.82
0.69
0.59
0.87
0.72
0.60
0.88
0.73
0.60
0.91
0.75
0.61
0.96
0.78
0.61
1.00
0.81
0.62
1.00
0.85
0.63
1.00
0.91
0.65
1.00
0.98
0.66
1.00
1.00
0.67
1.00
1.00
0.69
1.00
1.00
0.70
1.00
1.00
0.74
1.00
1.00
0.82
1.00
1.00
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
25 11-1/4 15
25 11-1/4 15
(635) (286) (381) (635) (286) (381)
n/a
0.02
0.01
0.01
0.03
0.02
0.52
0.11
0.07
0.04
0.22
0.14
0.52
0.13
0.08
0.05
0.26
0.17
0.52
0.16
0.10
0.06
0.32
0.21
0.53
0.19
0.12
0.07
0.38
0.25
0.53
0.22
0.14
0.08
0.44
0.29
0.53
0.26
0.17
0.09
0.51
0.33
0.54
0.29
0.19
0.10
0.58
0.38
0.54
0.33
0.21
0.12
0.66
0.43
0.54
0.37
0.24
0.13
0.73
0.48
0.54
0.38
0.25
0.14
0.75
0.49
0.55
0.41
0.26
0.15
0.82
0.53
0.55
0.45
0.29
0.16
0.90
0.58
0.55
0.49
0.32
0.18
0.98
0.64
0.56
0.54
0.35
0.19
1.00
0.70
0.56
0.63
0.41
0.23
1.00
0.82
0.57
0.72
0.47
0.26
1.00
0.94
0.57
0.82
0.54
0.30
1.00
1.00
0.58
0.93
0.60
0.33
1.00
1.00
0.59
1.00
0.68
0.37
1.00
1.00
0.59
1.00
0.75
0.41
1.00
1.00
0.61
1.00
0.98
0.54
1.00
1.00
0.65
1.00
1.00
0.84
1.00
1.00
Spacing Factor in
Shear3
fAV
25 11-1/4 15
(635) (286) (381)
0.37
n/a
n/a
0.44
0.54
0.53
0.45
0.54
0.53
0.46
0.55
0.54
0.48
0.55
0.54
0.49
0.56
0.55
0.51
0.57
0.55
0.53
0.57
0.55
0.54
0.58
0.56
0.56
0.59
0.56
0.56
0.59
0.57
0.57
0.59
0.57
0.59
0.60
0.57
0.61
0.60
0.58
0.62
0.61
0.58
0.66
0.62
0.59
0.69
0.63
0.60
0.73
0.65
0.61
0.77
0.66
0.62
0.81
0.67
0.63
0.85
0.68
0.64
0.97
0.72
0.66
1.00
0.79
0.72
Conc. Thickness
Factor in Shear4
fHV
25 11-1/4 15
(635) (286) (381)
0.01
n/a
n/a
0.08
n/a
n/a
0.09
n/a
n/a
0.11
n/a
n/a
0.14
n/a
n/a
0.16
n/a
n/a
0.18
n/a
n/a
0.21
n/a
n/a
0.24
n/a
n/a
0.26
n/a
n/a
0.27
0.59
n/a
0.29
0.61
n/a
0.32
0.63
n/a
0.35
0.64
n/a
0.38
0.66
0.57
0.45
0.70
0.61
0.52
0.73
0.63
0.59
0.77
0.66
0.67
0.80
0.69
0.75
0.83
0.72
0.83
0.86
0.74
0.97
0.94
0.81
1.00
1.00
0.94
25
(635)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.61
0.67
0.77
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
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 200 Technical Supplement 04/13
33
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 35 — H
ilti HIT-HY 200 Adhesive Factored Resistance with Concrete / Bond Failure for Canadian Rebar in
Uncracked Concrete 1,2,3,4,5,6,7,8
Nominal
Rebar Size
10 M
15 M
20 M
25 M
30 M
Shear — Vr
Tension — Nr
Effective
Embedment
Depth
mm
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)
115
180
226
145
250
320
200
355
390
230
405
504
260
455
598
30.5
47.8
60.0
50.8
93.9
120.2
82.2
162.6
178.6
101.4
236.9
298.3
121.9
282.1
419.9
30.5
47.8
60.0
54.5
93.9
120.2
91.6
162.6
178.6
113.4
239.7
298.3
136.3
315.4
419.9
30.5
47.8
60.0
54.5
93.9
120.2
91.6
162.6
178.6
124.2
239.7
298.3
149.3
319.5
419.9
32.3
50.6
63.6
57.8
99.6
127.4
97.1
172.3
189.3
134.1
254.1
316.2
161.2
338.6
445.1
32.3
50.6
63.6
57.8
99.6
127.4
97.1
172.3
189.3
143.4
254.1
316.2
172.3
338.6
445.1
65.7
102.9
129.2
109.3
202.3
259.0
177.1
350.1
384.7
218.4
510.3
642.4
262.5
607.7
904.4
65.7
102.9
129.2
117.3
202.3
259.0
197.3
350.1
384.7
244.2
516.2
642.4
293.5
679.4
904.4
65.7
102.9
129.2
117.3
202.3
259.0
197.3
350.1
384.7
267.5
516.2
642.4
321.5
688.1
904.4
69.7
109.1
136.9
124.4
214.5
274.5
209.1
371.1
407.7
288.9
547.2
680.9
347.2
729.4
958.6
69.7
109.1
136.9
124.4
214.5
274.5
209.1
371.1
407.7
308.9
547.2
680.9
371.2
729.4
958.6
Table 36 — H
ilti HIT-HY 200 Adhesive Factored Resistance with Concrete / Bond Failure for Canadian Rebar in Cracked
Concrete 1,2,3,4,5,6,7,8,9
Nominal
Rebar Size
10 M
15 M
20 M
25 M
30 M
1
2
3
4
5
6
7
8
9
Shear — Vr
Tension — Nr
Effective
Embedment
Depth
mm
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)
115
180
226
145
250
320
200
355
390
230
405
504
260
455
598
19.1
29.9
37.5
34.6
59.6
76.3
58.1
103.2
113.4
72.0
129.2
160.8
86.5
175.0
230.0
19.1
29.9
37.5
34.6
59.6
76.3
58.1
103.2
113.4
73.4
129.2
160.8
96.7
175.0
230.0
19.1
29.9
37.5
34.6
59.6
76.3
58.1
103.2
113.4
73.4
129.2
160.8
100.0
175.0
230.0
20.3
31.7
39.8
36.7
63.2
80.9
61.6
109.4
120.2
77.8
137.0
170.4
106.0
185.5
243.8
20.3
31.7
39.8
36.7
63.2
80.9
61.6
109.4
120.2
77.8
137.0
170.4
106.0
185.5
243.8
41.2
64.4
80.9
74.5
128.4
164.4
125.2
222.3
244.2
155.1
278.3
346.3
186.4
377.0
495.4
41.2
64.4
80.9
74.5
128.4
164.4
125.2
222.3
244.2
158.1
278.3
346.3
208.4
377.0
495.4
41.2
64.4
80.9
74.5
128.4
164.4
125.2
222.3
244.2
158.1
278.3
346.3
215.4
377.0
495.4
43.6
68.3
85.7
79.0
136.1
174.3
132.7
235.6
258.8
167.5
295.0
367.1
228.3
399.6
525.2
43.6
68.3
85.7
79.0
136.1
174.3
132.7
235.6
258.8
167.5
295.0
367.1
228.3
399.6
525.2
See Section 2.4 for explanation on development of load values.
See Section 2.4.6 to convert design strength (factored resistance) value to ASD value.
Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
Apply spacing, edge distance, and concrete thickness factors in tables 38 - 47 as necessary. Compare to the steel values in table 37.
The lesser of the values is to be used for the design.
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 0.80.
For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.70.
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.
Tabular values are for dry concrete conditions. For water saturated concrete multiply design strength (factored resistance) by 0.85.
Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.8.
Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values by αseis = 0.60. See section 2.4.7 for additional information on seismic applications.
Table 37 — Steel Factored Resistance (CSA A23.3 Annex D Based Design) for Canadian Rebar 3
Nominal
Rebar Size
10 M
15 M
20 M
25 M
30 M
34
CSA-G30.18 Grade 400 5
Tensile1
Nsr
Shear2
Vsr
αseis,V4
2.1
64.6
96.1
160.7
226.1
17.9
35.9
53.6
89.2
125.7
0.7
0.7
0.7
0.7
0.7
1 Tensile = Ase ϕs fut R as noted in CSA A23.3 Annex D
2 Shear = Ase ϕs 0.60 fut R as noted in CSA A23.3 Annex D
3 See Section 2.4.6 to convert factored resistance value to ASD value.
4 Reduction factor for seismic shear only. See Section 2.4.7 for additional information on seismic applications.
5 CSA-G30.18 Grade 400 rebar are considered brittle steel elements.
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 38 — Load Adjustment Factors for 10 M Canadian Rebar in Uncracked Concrete 1,2
10 M
Uncracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
mm
45
50
75
100
125
150
175
200
225
250
275
300
325
350
375
400
450
500
550
600
700
800
1000
>1200
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
Conc. Thickness
Factor in Shear4
fHV
115
180
226
115
180
226
115
180
226
115
180
226
115
180
226
115
180
226
n/a
0.57
0.61
0.64
0.68
0.72
0.75
0.79
0.83
0.86
0.90
0.93
0.97
1.00
n/a
0.55
0.57
0.59
0.62
0.64
0.66
0.69
0.71
0.73
0.75
0.78
0.80
0.82
0.85
0.87
0.92
0.96
1.00
n/a
0.54
0.56
0.57
0.59
0.61
0.63
0.65
0.67
0.68
0.70
0.72
0.74
0.76
0.78
0.79
0.83
0.87
0.91
0.94
1.00
0.25
0.26
0.31
0.37
0.43
0.50
0.58
0.66
0.75
0.83
0.91
0.99
1.00
0.15
0.16
0.19
0.23
0.27
0.31
0.36
0.41
0.46
0.51
0.57
0.62
0.67
0.72
0.77
0.82
0.93
1.00
0.12
0.13
0.15
0.18
0.21
0.24
0.28
0.32
0.36
0.41
0.45
0.49
0.53
0.57
0.61
0.65
0.73
0.81
0.89
0.97
1.00
n/a
0.53
0.54
0.56
0.57
0.58
0.60
0.61
0.63
0.64
0.66
0.67
0.68
0.70
0.71
0.73
0.75
0.78
0.81
0.84
0.90
0.95
1.00
n/a
0.52
0.53
0.54
0.55
0.56
0.57
0.58
0.59
0.60
0.62
0.63
0.64
0.65
0.66
0.67
0.69
0.71
0.73
0.75
0.79
0.84
0.92
1.00
n/a
0.52
0.53
0.54
0.55
0.55
0.56
0.57
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.64
0.66
0.68
0.70
0.72
0.75
0.79
0.86
0.93
0.06
0.07
0.13
0.20
0.28
0.36
0.46
0.56
0.67
0.78
0.90
1.00
0.04
0.04
0.08
0.13
0.18
0.23
0.29
0.36
0.43
0.50
0.58
0.66
0.74
0.83
0.92
1.00
0.03
0.04
0.07
0.10
0.14
0.18
0.23
0.28
0.34
0.40
0.46
0.52
0.59
0.66
0.73
0.80
0.96
1.00
0.12
0.14
0.26
0.39
0.45
0.51
0.58
0.66
0.75
0.83
0.91
0.99
1.00
0.08
0.09
0.16
0.25
0.34
0.37
0.41
0.45
0.48
0.52
0.57
0.62
0.67
0.72
0.77
0.82
0.93
1.00
0.06
0.07
0.13
0.20
0.28
0.33
0.36
0.38
0.41
0.44
0.47
0.50
0.53
0.57
0.61
0.65
0.73
0.81
0.89
0.97
1.00
n/a
n/a
n/a
n/a
n/a
0.58
0.63
0.67
0.71
0.75
0.79
0.82
0.86
0.89
0.92
0.95
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.61
0.65
0.68
0.71
0.74
0.77
0.79
0.82
0.87
0.92
0.96
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.63
0.66
0.68
0.71
0.74
0.76
0.81
0.85
0.89
0.93
1.00
Table 39 — Load Adjustment Factors for 10 M Canadian Rebar in Cracked Concrete 1,2
10 M
Cracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
mm
45
50
75
100
125
150
175
200
225
250
275
300
325
350
375
400
450
500
550
600
700
800
1000
>1200
1
2
3
4
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
Conc. Thickness
Factor in Shear4
fHV
115
180
226
115
180
226
115
180
226
115
180
226
115
180
226
115
180
226
n/a
0.57
0.61
0.64
0.68
0.72
0.75
0.79
0.83
0.86
0.90
0.93
0.97
1.00
n/a
0.55
0.57
0.59
0.62
0.64
0.66
0.69
0.71
0.73
0.75
0.78
0.80
0.82
0.85
0.87
0.92
0.96
1.00
n/a
0.54
0.56
0.57
0.59
0.61
0.63
0.65
0.67
0.68
0.70
0.72
0.74
0.76
0.78
0.79
0.83
0.87
0.91
0.94
1.00
0.49
0.51
0.60
0.69
0.79
0.90
1.00
0.44
0.45
0.50
0.56
0.61
0.67
0.74
0.80
0.87
0.94
1.00
0.42
0.43
0.47
0.51
0.55
0.60
0.65
0.70
0.75
0.80
0.85
0.91
0.97
1.00
n/a
0.53
0.55
0.56
0.58
0.59
0.61
0.62
0.64
0.65
0.67
0.69
0.70
0.72
0.73
0.75
0.78
0.81
0.84
0.87
0.93
0.99
1.00
n/a
0.52
0.53
0.55
0.56
0.57
0.58
0.59
0.60
0.61
0.63
0.64
0.65
0.66
0.67
0.68
0.71
0.73
0.75
0.77
0.82
0.87
0.96
1.00
n/a
0.52
0.53
0.54
0.55
0.56
0.57
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.68
0.70
0.72
0.74
0.78
0.81
0.89
0.97
0.07
0.08
0.15
0.23
0.31
0.41
0.52
0.64
0.76
0.89
1.00
0.04
0.05
0.09
0.14
0.20
0.26
0.33
0.41
0.49
0.57
0.66
0.75
0.84
0.94
1.00
0.03
0.04
0.07
0.11
0.16
0.21
0.27
0.32
0.39
0.45
0.52
0.60
0.67
0.75
0.83
0.92
1.00
0.14
0.16
0.29
0.45
0.63
0.83
1.00
0.09
0.10
0.19
0.29
0.40
0.53
0.67
0.80
0.87
0.94
1.00
0.07
0.08
0.15
0.23
0.32
0.42
0.53
0.65
0.75
0.80
0.85
0.91
0.97
1.00
n/a
n/a
n/a
n/a
n/a
0.61
0.66
0.70
0.75
0.79
0.82
0.86
0.90
0.93
0.96
0.99
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.64
0.68
0.71
0.74
0.77
0.80
0.83
0.86
0.91
0.96
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.66
0.69
0.72
0.74
0.77
0.79
0.84
0.89
0.93
0.97
1.00
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
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 200 Technical Supplement 04/13
35
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 40 — Load Adjustment Factors for 15 M Canadian Rebar in Uncracked Concrete 1,2
15 M
Uncracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
mm
45
75
100
125
150
175
200
225
250
275
300
325
350
375
400
450
500
550
600
650
700
800
1000
>1200
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
Conc. Thickness
Factor in Shear4
fHV
145
250
320
145
250
320
145
250
320
145
250
320
145
250
320
145
250
320
n/a
0.59
0.61
0.64
0.67
0.70
0.73
0.76
0.79
0.82
0.84
0.87
0.90
0.93
0.96
1.00
n/a
0.55
0.57
0.58
0.60
0.62
0.63
0.65
0.67
0.68
0.70
0.72
0.73
0.75
0.77
0.80
0.83
0.87
0.90
0.93
0.97
1.00
n/a
0.54
0.55
0.57
0.58
0.59
0.60
0.62
0.63
0.64
0.66
0.67
0.68
0.70
0.71
0.73
0.76
0.79
0.81
0.84
0.86
0.92
1.00
0.24
0.29
0.33
0.37
0.42
0.47
0.52
0.58
0.64
0.71
0.77
0.84
0.90
0.97
1.00
0.14
0.16
0.19
0.21
0.24
0.26
0.29
0.33
0.36
0.40
0.44
0.47
0.51
0.55
0.58
0.66
0.73
0.80
0.87
0.95
1.00
0.11
0.13
0.15
0.16
0.18
0.20
0.23
0.25
0.28
0.31
0.34
0.37
0.40
0.42
0.45
0.51
0.56
0.62
0.68
0.73
0.79
0.90
1.00
n/a
0.53
0.55
0.56
0.57
0.58
0.59
0.60
0.61
0.62
0.64
0.65
0.66
0.67
0.68
0.70
0.73
0.75
0.77
0.79
0.82
0.86
0.95
1.00
n/a
0.52
0.53
0.54
0.54
0.55
0.56
0.57
0.57
0.58
0.59
0.60
0.60
0.61
0.62
0.63
0.65
0.66
0.68
0.69
0.71
0.74
0.80
0.86
n/a
0.52
0.53
0.53
0.54
0.54
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.60
0.60
0.61
0.63
0.64
0.65
0.67
0.68
0.70
0.75
0.81
0.04
0.09
0.14
0.20
0.26
0.33
0.40
0.47
0.56
0.64
0.73
0.82
0.92
1.00
0.02
0.05
0.08
0.11
0.14
0.18
0.22
0.26
0.30
0.35
0.40
0.45
0.50
0.55
0.61
0.73
0.85
0.98
1.00
0.02
0.04
0.06
0.08
0.11
0.14
0.17
0.20
0.24
0.27
0.31
0.35
0.39
0.43
0.48
0.57
0.67
0.77
0.88
0.99
1.00
0.08
0.18
0.28
0.38
0.43
0.48
0.52
0.58
0.64
0.71
0.77
0.84
0.90
0.97
1.00
0.05
0.10
0.15
0.21
0.28
0.34
0.36
0.38
0.41
0.44
0.46
0.49
0.52
0.55
0.58
0.66
0.73
0.80
0.87
0.95
1.00
0.04
0.08
0.12
0.17
0.22
0.28
0.32
0.33
0.35
0.37
0.39
0.41
0.43
0.45
0.47
0.52
0.56
0.62
0.68
0.73
0.79
0.90
1.00
n/a
n/a
n/a
n/a
n/a
0.56
0.60
0.64
0.67
0.70
0.74
0.77
0.79
0.82
0.85
0.90
0.95
1.00
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.60
0.62
0.65
0.67
0.69
0.73
0.77
0.81
0.85
0.88
0.92
0.98
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.60
0.62
0.64
0.68
0.71
0.75
0.78
0.81
0.84
0.90
1.00
Table 41 — Load Adjustment Factors for 15 M Canadian Rebar in Cracked Concrete 1,2
15 M
Cracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
mm
45
75
100
125
150
175
200
225
250
275
300
325
350
375
400
450
500
550
600
650
700
800
1000
>1200
1
2
3
4
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
Conc. Thickness
Factor in Shear4
fHV
145
250
320
145
250
320
145
250
320
145
250
320
145
250
320
145
250
320
n/a
0.59
0.61
0.64
0.67
0.70
0.73
0.76
0.79
0.82
0.84
0.87
0.90
0.93
0.96
1.00
n/a
0.55
0.57
0.58
0.60
0.62
0.63
0.65
0.67
0.68
0.70
0.72
0.73
0.75
0.77
0.80
0.83
0.87
0.90
0.93
0.97
1.00
n/a
0.54
0.55
0.57
0.58
0.59
0.60
0.62
0.63
0.64
0.66
0.67
0.68
0.70
0.71
0.73
0.76
0.79
0.81
0.84
0.86
0.92
1.00
0.46
0.54
0.61
0.69
0.77
0.85
0.94
1.00
0.41
0.46
0.49
0.53
0.57
0.62
0.66
0.70
0.75
0.80
0.85
0.90
0.95
1.00
0.40
0.43
0.46
0.49
0.52
0.55
0.58
0.62
0.65
0.69
0.72
0.76
0.79
0.83
0.87
0.95
1.00
n/a
0.53
0.55
0.56
0.57
0.58
0.59
0.60
0.62
0.63
0.64
0.65
0.66
0.67
0.69
0.71
0.73
0.76
0.78
0.80
0.83
0.87
0.97
1.00
n/a
0.52
0.53
0.54
0.55
0.56
0.56
0.57
0.58
0.59
0.60
0.61
0.61
0.62
0.63
0.65
0.66
0.68
0.69
0.71
0.73
0.76
0.82
0.89
n/a
0.52
0.53
0.53
0.54
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.60
0.60
0.61
0.62
0.64
0.65
0.67
0.68
0.69
0.72
0.78
0.83
0.04
0.10
0.15
0.21
0.27
0.34
0.42
0.50
0.59
0.68
0.77
0.87
0.97
1.00
0.03
0.06
0.09
0.12
0.16
0.20
0.24
0.29
0.34
0.39
0.45
0.50
0.56
0.62
0.69
0.82
0.96
1.00
0.02
0.04
0.07
0.09
0.12
0.16
0.19
0.23
0.27
0.31
0.35
0.39
0.44
0.49
0.54
0.64
0.75
0.87
0.99
1.00
0.09
0.19
0.30
0.41
0.54
0.69
0.84
1.00
1.00
0.05
0.11
0.17
0.24
0.32
0.40
0.49
0.58
0.68
0.78
0.85
0.90
0.95
1.00
0.04
0.09
0.13
0.19
0.25
0.31
0.38
0.45
0.53
0.61
0.70
0.76
0.79
0.83
0.87
0.95
1.00
n/a
n/a
n/a
n/a
n/a
0.57
0.61
0.65
0.68
0.72
0.75
0.78
0.81
0.84
0.86
0.92
0.97
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.62
0.65
0.67
0.70
0.72
0.76
0.81
0.84
0.88
0.92
0.95
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.62
0.64
0.66
0.70
0.74
0.78
0.81
0.85
0.88
0.94
1.00
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
36
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 42 — Load Adjustment Factors for 20 M Canadian Rebar in Uncracked Concrete 1,2
20 M
Uncracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
mm
45
100
125
150
175
200
225
250
275
300
325
350
375
400
450
500
550
600
650
700
800
1000
1200
>1500
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
Conc. Thickness
Factor in Shear4
fHV
200
355
390
200
355
390
200
355
390
200
355
390
200
355
390
200
355
390
n/a
0.58
0.60
0.63
0.65
0.67
0.69
0.71
0.73
0.75
0.77
0.79
0.81
0.83
0.88
0.92
0.96
1.00
n/a
0.55
0.56
0.57
0.58
0.59
0.61
0.62
0.63
0.64
0.65
0.66
0.68
0.69
0.71
0.73
0.76
0.78
0.81
0.83
0.88
0.97
1.00
n/a
0.54
0.55
0.56
0.57
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.67
0.69
0.71
0.74
0.76
0.78
0.80
0.84
0.93
1.00
0.21
0.27
0.30
0.33
0.37
0.40
0.44
0.48
0.52
0.57
0.62
0.67
0.71
0.76
0.86
0.95
1.00
0.11
0.15
0.16
0.18
0.20
0.22
0.24
0.26
0.28
0.31
0.34
0.36
0.39
0.41
0.47
0.52
0.57
0.62
0.67
0.72
0.83
1.00
0.10
0.13
0.15
0.16
0.18
0.20
0.22
0.23
0.26
0.28
0.30
0.33
0.35
0.38
0.42
0.47
0.52
0.56
0.61
0.66
0.75
0.94
1.00
n/a
0.53
0.54
0.55
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.67
0.69
0.70
0.72
0.74
0.77
0.84
0.91
1.00
n/a
0.52
0.53
0.53
0.54
0.54
0.55
0.55
0.56
0.57
0.57
0.58
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.67
0.72
0.76
0.83
n/a
0.52
0.53
0.53
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.57
0.58
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.66
0.70
0.75
0.81
0.03
0.09
0.13
0.17
0.21
0.26
0.31
0.37
0.42
0.48
0.54
0.61
0.67
0.74
0.89
1.00
0.01
0.05
0.07
0.09
0.11
0.13
0.16
0.19
0.22
0.24
0.28
0.31
0.34
0.38
0.45
0.53
0.61
0.69
0.78
0.87
1.00
0.01
0.04
0.06
0.08
0.10
0.12
0.14
0.17
0.20
0.22
0.25
0.28
0.31
0.34
0.41
0.48
0.55
0.63
0.71
0.79
0.97
1.00
0.06
0.19
0.26
0.34
0.40
0.43
0.46
0.50
0.53
0.57
0.62
0.67
0.71
0.76
0.86
0.95
1.00
0.03
0.09
0.13
0.17
0.22
0.27
0.32
0.34
0.36
0.37
0.39
0.41
0.43
0.45
0.48
0.52
0.57
0.62
0.67
0.72
0.83
1.00
0.03
0.09
0.12
0.16
0.20
0.24
0.29
0.32
0.34
0.35
0.37
0.39
0.40
0.42
0.45
0.49
0.52
0.56
0.61
0.66
0.75
0.94
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.61
0.64
0.67
0.69
0.72
0.74
0.78
0.83
0.87
0.91
0.94
0.98
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.63
0.66
0.69
0.72
0.75
0.78
0.83
0.93
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.61
0.64
0.67
0.70
0.73
0.76
0.81
0.90
0.99
1.00
Table 43 — Load Adjustment Factors for 20 M Canadian Rebar in Cracked Concrete 1,2
20 M
Cracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
mm
45
100
125
150
175
200
225
250
275
300
325
350
375
400
450
500
550
600
650
700
800
1000
1200
>1500
1
2
3
4
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
Conc. Thickness
Factor in Shear4
fHV
200
355
390
200
355
390
200
355
390
200
355
390
200
355
390
200
355
390
n/a
0.58
0.60
0.63
0.65
0.67
0.69
0.71
0.73
0.75
0.77
0.79
0.81
0.83
0.88
0.92
0.96
1.00
n/a
0.55
0.56
0.57
0.58
0.59
0.61
0.62
0.63
0.64
0.65
0.66
0.68
0.69
0.71
0.73
0.76
0.78
0.81
0.83
0.88
0.97
1.00
n/a
0.54
0.55
0.56
0.57
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.67
0.69
0.71
0.74
0.76
0.78
0.80
0.84
0.93
1.00
0.43
0.53
0.58
0.64
0.69
0.75
0.81
0.87
0.93
1.00
0.39
0.45
0.48
0.50
0.53
0.56
0.59
0.62
0.65
0.68
0.71
0.74
0.78
0.81
0.88
0.95
1.00
0.39
0.44
0.46
0.49
0.51
0.54
0.56
0.59
0.62
0.65
0.67
0.70
0.73
0.76
0.82
0.89
0.95
1.00
n/a
0.53
0.54
0.55
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.64
0.66
0.67
0.69
0.71
0.72
0.74
0.78
0.84
0.91
1.00
n/a
0.52
0.53
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.59
0.61
0.62
0.63
0.64
0.65
0.66
0.69
0.74
0.78
0.85
n/a
0.52
0.53
0.53
0.54
0.54
0.55
0.56
0.56
0.57
0.57
0.58
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.68
0.72
0.77
0.83
0.03
0.09
0.13
0.17
0.22
0.27
0.32
0.37
0.43
0.49
0.55
0.62
0.68
0.75
0.90
1.00
0.02
0.05
0.07
0.10
0.12
0.15
0.18
0.21
0.24
0.28
0.31
0.35
0.39
0.42
0.51
0.59
0.68
0.78
0.88
0.98
1.00
0.01
0.05
0.07
0.09
0.11
0.14
0.16
0.19
0.22
0.25
0.28
0.32
0.35
0.39
0.46
0.54
0.62
0.71
0.80
0.89
1.00
0.06
0.19
0.26
0.35
0.44
0.53
0.64
0.74
0.86
0.98
1.00
0.03
0.11
0.15
0.19
0.25
0.30
0.36
0.42
0.48
0.55
0.62
0.69
0.77
0.81
0.88
0.95
1.00
0.03
0.10
0.13
0.18
0.22
0.27
0.33
0.38
0.44
0.50
0.57
0.63
0.70
0.76
0.82
0.89
0.95
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.62
0.64
0.67
0.69
0.72
0.74
0.79
0.83
0.87
0.91
0.95
0.98
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.65
0.69
0.72
0.75
0.78
0.81
0.87
0.97
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.63
0.66
0.70
0.73
0.76
0.79
0.84
0.94
1.00
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
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 200 Technical Supplement 04/13
37
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 44 — Load Adjustment Factors for 25 M Canadian Rebar in Uncracked Concrete 1,2
25 M
Uncracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
mm
45
125
150
175
200
225
250
275
300
325
350
375
400
450
500
550
600
650
700
750
800
1000
1200
>1500
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
Conc. Thickness
Factor in Shear4
fHV
230
405
504
230
405
504
230
405
504
230
405
504
230
405
504
230
405
504
n/a
0.59
0.61
0.63
0.64
0.66
0.68
0.70
0.72
0.74
0.75
0.77
0.79
0.83
0.86
0.90
0.93
0.97
1.00
n/a
0.55
0.56
0.57
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.69
0.71
0.73
0.75
0.77
0.79
0.81
0.83
0.91
0.99
1.00
n/a
0.54
0.55
0.56
0.57
0.57
0.58
0.59
0.60
0.61
0.62
0.62
0.63
0.65
0.67
0.68
0.70
0.71
0.73
0.75
0.76
0.83
0.90
1.00
0.23
0.30
0.33
0.36
0.38
0.41
0.44
0.47
0.51
0.54
0.58
0.62
0.67
0.75
0.83
0.92
1.00
1.00
0.12
0.17
0.18
0.19
0.21
0.23
0.24
0.26
0.28
0.30
0.32
0.34
0.36
0.41
0.46
0.50
0.55
0.59
0.64
0.68
0.73
0.91
1.00
0.10
0.13
0.14
0.15
0.17
0.18
0.19
0.21
0.22
0.24
0.25
0.27
0.29
0.33
0.36
0.40
0.44
0.47
0.51
0.54
0.58
0.73
0.87
1.00
n/a
0.54
0.54
0.55
0.56
0.57
0.57
0.58
0.59
0.60
0.60
0.61
0.62
0.63
0.65
0.66
0.68
0.69
0.71
0.72
0.74
0.80
0.86
0.95
n/a
0.52
0.53
0.53
0.53
0.54
0.54
0.55
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.60
0.61
0.62
0.63
0.63
0.67
0.70
0.75
n/a
0.52
0.52
0.53
0.53
0.53
0.54
0.54
0.54
0.55
0.55
0.55
0.56
0.57
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.65
0.67
0.72
0.02
0.11
0.14
0.17
0.21
0.25
0.30
0.34
0.39
0.44
0.49
0.55
0.60
0.72
0.84
0.97
1.00
0.01
0.05
0.06
0.07
0.09
0.11
0.13
0.15
0.17
0.19
0.21
0.23
0.26
0.31
0.36
0.42
0.47
0.53
0.60
0.66
0.73
1.00
0.01
0.04
0.05
0.06
0.07
0.09
0.10
0.12
0.13
0.15
0.17
0.19
0.21
0.25
0.29
0.33
0.38
0.43
0.48
0.53
0.58
0.81
1.00
0.05
0.21
0.28
0.35
0.40
0.43
0.45
0.48
0.52
0.55
0.58
0.62
0.67
0.75
0.83
0.92
1.00
1.00
0.02
0.09
0.12
0.15
0.18
0.22
0.25
0.29
0.33
0.37
0.38
0.40
0.41
0.44
0.48
0.51
0.55
0.59
0.64
0.68
0.73
0.91
1.00
0.02
0.07
0.09
0.12
0.15
0.17
0.20
0.23
0.27
0.30
0.34
0.35
0.36
0.38
0.41
0.43
0.46
0.49
0.52
0.54
0.58
0.73
0.87
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.60
0.62
0.64
0.67
0.69
0.73
0.77
0.81
0.84
0.88
0.91
0.94
0.98
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.58
0.61
0.64
0.66
0.69
0.71
0.73
0.82
0.90
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.61
0.64
0.66
0.68
0.76
0.83
0.93
Table 45 — Load Adjustment Factors for 25 M Canadian Rebar in Uncracked Concrete 1,2
25 M
Cracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
mm
45
125
150
175
200
225
250
275
300
325
350
375
400
450
500
550
600
650
700
750
800
1000
1200
>1500
1
2
3
4
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
Conc. Thickness
Factor in Shear4
fHV
230
405
504
230
405
504
230
405
504
230
405
504
230
405
504
230
405
504
n/a
0.59
0.61
0.63
0.64
0.66
0.68
0.70
0.72
0.74
0.75
0.77
0.79
0.83
0.86
0.90
0.93
0.97
1.00
n/a
0.55
0.56
0.57
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.69
0.71
0.73
0.75
0.77
0.79
0.81
0.83
0.91
0.99
1.00
n/a
0.54
0.55
0.56
0.57
0.57
0.58
0.59
0.60
0.61
0.62
0.62
0.63
0.65
0.67
0.68
0.70
0.71
0.73
0.75
0.76
0.83
0.90
1.00
0.42
0.55
0.60
0.64
0.69
0.74
0.79
0.84
0.90
0.95
1.00
0.39
0.46
0.48
0.51
0.53
0.56
0.58
0.61
0.63
0.66
0.69
0.72
0.74
0.80
0.86
0.93
0.99
1.00
0.38
0.44
0.46
0.47
0.49
0.51
0.53
0.55
0.57
0.59
0.61
0.63
0.66
0.70
0.75
0.79
0.84
0.89
0.94
0.99
1.00
n/a
0.54
0.54
0.55
0.56
0.57
0.57
0.58
0.59
0.60
0.60
0.61
0.62
0.63
0.65
0.66
0.68
0.69
0.71
0.72
0.74
0.80
0.86
0.95
n/a
0.53
0.53
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.57
0.58
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.70
0.74
0.80
n/a
0.52
0.53
0.53
0.54
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.57
0.58
0.59
0.60
0.61
0.61
0.62
0.63
0.64
0.68
0.71
0.76
0.02
0.11
0.14
0.18
0.21
0.26
0.30
0.35
0.39
0.44
0.50
0.55
0.61
0.72
0.85
0.98
1.00
0.01
0.06
0.08
0.10
0.12
0.14
0.17
0.19
0.22
0.25
0.28
0.31
0.34
0.40
0.47
0.55
0.62
0.70
0.78
0.87
0.96
1.00
0.01
0.05
0.06
0.08
0.10
0.11
0.13
0.16
0.18
0.20
0.22
0.25
0.27
0.33
0.38
0.44
0.50
0.56
0.63
0.70
0.77
1.00
0.05
0.21
0.28
0.35
0.43
0.51
0.60
0.69
0.79
0.89
0.99
1.00
0.03
0.12
0.16
0.20
0.24
0.29
0.33
0.39
0.44
0.50
0.55
0.62
0.68
0.80
0.86
0.93
0.99
1.00
0.02
0.10
0.13
0.16
0.19
0.23
0.27
0.31
0.35
0.40
0.45
0.49
0.54
0.65
0.75
0.79
0.84
0.89
0.94
0.99
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.60
0.62
0.65
0.67
0.69
0.73
0.77
0.81
0.85
0.88
0.91
0.95
0.98
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.64
0.67
0.70
0.73
0.75
0.78
0.81
0.90
0.99
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.65
0.67
0.70
0.72
0.75
0.84
0.92
1.00
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
38
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 46 — Load Adjustment Factors for 30 M Canadian Rebar in Uncracked Concrete 1,2
30 M
Uncracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
mm
45
150
175
200
225
250
275
300
325
350
375
400
450
500
550
600
650
700
750
800
900
1000
1200
>1500
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
Conc. Thickness
Factor in Shear4
fHV
260
455
598
260
455
598
260
455
598
260
455
598
260
455
598
260
455
598
n/a
0.60
0.61
0.63
0.64
0.66
0.68
0.69
0.71
0.72
0.74
0.76
0.79
0.82
0.85
0.88
0.92
0.95
0.98
1.00
n/a
0.55
0.56
0.57
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.68
0.70
0.72
0.74
0.76
0.77
0.79
0.83
0.87
0.94
1.00
n/a
0.54
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.60
0.60
0.61
0.63
0.64
0.65
0.67
0.68
0.70
0.71
0.72
0.75
0.78
0.83
0.92
0.24
0.34
0.36
0.38
0.41
0.44
0.46
0.49
0.52
0.55
0.58
0.62
0.70
0.77
0.85
0.93
1.00
0.13
0.18
0.19
0.20
0.22
0.23
0.24
0.26
0.27
0.29
0.31
0.33
0.37
0.41
0.45
0.49
0.53
0.57
0.61
0.65
0.73
0.81
0.98
1.00
0.10
0.13
0.14
0.15
0.16
0.17
0.18
0.19
0.21
0.22
0.23
0.24
0.28
0.31
0.34
0.37
0.40
0.43
0.46
0.49
0.55
0.61
0.73
0.92
n/a
0.54
0.55
0.55
0.56
0.57
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.64
0.66
0.67
0.68
0.70
0.71
0.74
0.76
0.82
0.89
n/a
0.52
0.53
0.53
0.53
0.54
0.54
0.55
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.60
0.61
0.61
0.62
0.64
0.65
0.68
0.73
n/a
0.52
0.52
0.52
0.53
0.53
0.53
0.53
0.54
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.59
0.60
0.62
0.64
0.67
0.02
0.12
0.14
0.18
0.21
0.25
0.29
0.33
0.37
0.41
0.45
0.50
0.60
0.70
0.81
0.92
1.00
0.01
0.05
0.06
0.08
0.09
0.11
0.12
0.14
0.16
0.18
0.20
0.22
0.26
0.30
0.35
0.40
0.45
0.50
0.56
0.61
0.73
0.86
1.00
0.01
0.03
0.04
0.05
0.06
0.07
0.08
0.09
0.11
0.12
0.13
0.15
0.17
0.20
0.24
0.27
0.30
0.34
0.37
0.41
0.49
0.58
0.76
1.00
0.04
0.23
0.29
0.35
0.42
0.44
0.47
0.50
0.53
0.56
0.59
0.62
0.70
0.77
0.85
0.93
1.00
0.02
0.10
0.13
0.15
0.18
0.21
0.25
0.28
0.32
0.35
0.37
0.39
0.41
0.44
0.47
0.50
0.53
0.57
0.61
0.65
0.73
0.81
0.98
1.00
0.01
0.07
0.08
0.10
0.12
0.14
0.17
0.19
0.21
0.24
0.27
0.29
0.35
0.37
0.39
0.41
0.43
0.46
0.48
0.50
0.55
0.61
0.73
0.92
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.61
0.63
0.65
0.69
0.72
0.76
0.79
0.83
0.86
0.89
0.92
0.97
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.60
0.62
0.65
0.67
0.69
0.74
0.78
0.85
0.95
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.59
0.61
0.64
0.68
0.74
0.83
Table 47 — Load Adjustment Factors for 30 M Canadian Rebar in Cracked Concrete 1,2
30 M
Cracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
mm
45
150
175
200
225
250
275
300
325
350
375
400
450
500
550
600
650
700
750
800
900
1000
1200
>1500
1
2
3
4
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
Conc. Thickness
Factor in Shear4
fHV
260
455
598
260
455
598
260
455
598
260
455
598
260
455
598
260
455
598
n/a
0.60
0.61
0.63
0.64
0.66
0.68
0.69
0.71
0.72
0.74
0.76
0.79
0.82
0.85
0.88
0.92
0.95
0.98
1.00
n/a
0.55
0.56
0.57
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.68
0.70
0.72
0.74
0.76
0.77
0.79
0.83
0.87
0.94
1.00
n/a
0.54
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.60
0.60
0.61
0.63
0.64
0.65
0.67
0.68
0.70
0.71
0.72
0.75
0.78
0.83
0.92
0.41
0.56
0.60
0.65
0.69
0.73
0.78
0.82
0.87
0.92
0.97
1.00
0.38
0.47
0.49
0.51
0.53
0.55
0.58
0.60
0.62
0.65
0.67
0.69
0.74
0.80
0.85
0.91
0.96
1.00
0.38
0.44
0.45
0.47
0.48
0.50
0.52
0.53
0.55
0.57
0.59
0.60
0.64
0.68
0.71
0.75
0.79
0.83
0.87
0.92
1.00
n/a
0.54
0.55
0.55
0.56
0.57
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.65
0.66
0.67
0.68
0.70
0.71
0.74
0.76
0.82
0.90
n/a
0.52
0.53
0.53
0.54
0.54
0.55
0.55
0.55
0.56
0.56
0.57
0.57
0.58
0.59
0.60
0.61
0.62
0.62
0.63
0.65
0.67
0.70
0.75
n/a
0.52
0.52
0.53
0.53
0.53
0.54
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.60
0.60
0.61
0.62
0.64
0.67
0.71
0.02
0.12
0.15
0.18
0.21
0.25
0.29
0.33
0.37
0.41
0.46
0.51
0.60
0.71
0.81
0.93
1.00
0.01
0.06
0.07
0.09
0.11
0.12
0.14
0.16
0.18
0.20
0.23
0.25
0.30
0.35
0.40
0.46
0.52
0.58
0.64
0.71
0.84
0.99
1.00
0.01
0.04
0.06
0.07
0.08
0.09
0.11
0.12
0.14
0.16
0.17
0.19
0.23
0.27
0.31
0.35
0.39
0.44
0.49
0.54
0.64
0.75
0.99
1.00
0.04
0.23
0.29
0.36
0.43
0.50
0.58
0.66
0.74
0.83
0.92
1.00
0.02
0.11
0.14
0.18
0.21
0.25
0.29
0.33
0.37
0.41
0.45
0.50
0.60
0.70
0.81
0.91
0.96
1.00
0.01
0.09
0.11
0.13
0.16
0.19
0.22
0.25
0.28
0.31
0.35
0.38
0.45
0.53
0.61
0.70
0.79
0.83
0.87
0.92
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.61
0.63
0.65
0.69
0.73
0.76
0.80
0.83
0.86
0.89
0.92
0.98
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.60
0.63
0.66
0.68
0.70
0.73
0.77
0.81
0.89
1.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.62
0.64
0.66
0.70
0.74
0.81
0.91
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
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 200 Technical Supplement 04/13
39
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
2.4.13 Hilti HIT-HY 200 Adhesive
with Hilti HAS Threaded
Rod
Uncracked
Concrete
Dry
Concrete
Cracked
Concrete
Water Saturated
Concrete
Hammer Drilling with Carbide
Tipped Drill Bit
Permissible
Drilling
Method
Permissible
Concrete
Conditions
Hilti HAS Threaded Rod Installation Conditions
Hilti TE-CD or TE-YD Hollow
Drill Bit
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)
3-3/8
(86)
4-1/2
(114)
5-5/8
(143)
6-3/4
(171)
7-7/8
(200)
9
(229)
11-1/4
(286)
2-3/8 – 7-1/2
(60 – 191)
2-3/4 – 10
(70 – 254)
3-1/8 – 12-1/2
(79 – 318)
3-1/2 – 15
(89 – 381)
3-1/2 – 17-1/2
(89 – 445)
4 – 20
(102 – 508)
5 – 25
(127 – 635)
15
(20)
30
(41)
60
(81)
100
(136)
125
(169)
150
(203)
200
(271)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
7/8
(22.2)
1
(25.4)
1-1/4
(31.8)
df
7/16
9/16
3/4
7/8
1
1-1/8
1-3/8
HAS
hef + 1-1/4
(hef + 30)
min
hef + 2d0
max
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
Mechanical Properties
Hilti HAS Threaded Rod Material Specifications
Min. futa
fya
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.
40
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 48 — H
ilti HIT-HY 200 Adhesive Design Strength (Factored Resistance) with Concrete / Bond Failure for Fractional
Threaded Rod in Uncracked Concrete 1,2,3,4,5,6,7,8
Anchor
Diameter
in. (mm)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
7/8
(22.2)
1
(25.4)
1-1/4
(31.8)
1
2
3
4
5
6
7
8
Tension — ФNn or Nr
Shear — ФVn or Vr
Effective
Embedment
Depth
in. (mm)
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)
2-3/8
(60)
3-3/8
(86)
4-1/2
(114)
7-1/2
(191)
2-3/4
(70)
4-1/2
(114)
6
(152)
10
(254)
3-1/8
(79)
5-5/8
(143)
7-1/2
(191)
12-1/2
(318)
3-1/2
(89)
6-3/4
(171)
9
(229)
15
(381)
3-1/2
(89)
7-7/8
(200)
10-1/2
(267)
17-1/2
(445)
4
(102)
9
(229)
12
(305)
20
(508)
5
(127)
11-1/4
(286)
15
(381)
25
(635)
2,855
(12.7)
4,835
(21.5)
6,475
(28.8)
10,790
(48.0)
3,555
(15.8)
7,445
(33.1)
11,465
(51.0)
19,185
(85.3)
4,310
(19.2)
10,405
(46.3)
16,020
(71.3)
29,975
(133.3)
5,105
(22.7)
13,680
(60.9)
21,060
(93.7)
43,165
(192.0)
5,105
(22.7)
17,235
(76.7)
26,540
(118.1)
57,100
(254.0)
6,240
(27.8)
21,060
(93.7)
32,425
(144.2)
69,765
(310.3)
8,720
(38.8)
29,430
(130.9)
45,315
(201.6)
97,500
(433.7)
3,125
(13.9)
4,855
(21.6)
6,475
(28.8)
10,790
(48.0)
3,895
(17.3)
8,155
(36.3)
11,510
(51.2)
19,185
(85.3)
4,720
(21.0)
11,400
(50.7)
17,550
(78.1)
29,975
(133.3)
5,595
(24.9)
14,985
(66.7)
23,070
(102.6)
43,165
(192.0)
5,595
(24.9)
18,885
(84.0)
29,070
(129.3)
58,755
(261.4)
6,835
(30.4)
23,070
(102.6)
35,520
(158.0)
76,425
(340.0)
9,555
(42.5)
32,240
(143.4)
49,640
(220.8)
106,805
(475.1)
3,415
(15.2)
4,855
(21.6)
6,475
(28.8)
10,790
(48.0)
4,500
(20.0)
8,635
(38.4)
11,510
(51.2)
19,185
(85.3)
5,450
(24.2)
13,165
(58.6)
17,985
(80.0)
29,975
(133.3)
6,460
(28.7)
17,305
(77.0)
25,900
(115.2)
43,165
(192.0)
6,460
(28.7)
21,805
(97.0)
33,570
(149.3)
58,755
(261.4)
7,895
(35.1)
26,640
(118.5)
41,015
(182.4)
76,740
(341.4)
11,030
(49.1)
37,230
(165.6)
57,320
(255.0)
119,905
(533.4)
3,620
(16.1)
5,150
(22.9)
6,865
(30.5)
11,440
(50.9)
5,510
(24.5)
9,150
(40.7)
12,200
(54.3)
20,335
(90.5)
6,675
(29.7)
14,300
(63.6)
19,065
(84.8)
31,775
(141.3)
7,910
(35.2)
20,590
(91.6)
27,455
(122.1)
45,755
(203.5)
7,910
(35.2)
26,705
(118.8)
37,365
(166.2)
62,280
(277.0)
9,665
(43.0)
32,625
(145.1)
48,805
(217.1)
81,345
(361.8)
13,510
(60.1)
45,595
(202.8)
70,200
(312.3)
127,100
(565.4)
3,075
(13.7)
10,415
(46.3)
13,945
(62.0)
23,245
(103.4)
7,660
(34.1)
16,035
(71.3)
24,690
(109.8)
41,320
(183.8)
9,280
(41.3)
22,415
(99.7)
34,505
(153.5)
64,565
(287.2)
11,000
(48.9)
29,460
(131.0)
45,360
(201.8)
92,975
(413.6)
11,000
(48.9)
37,125
(165.1)
57,160
(254.3)
122,990
(547.1)
13,440
(59.8)
45,360
(201.8)
69,835
(310.6)
150,265
(668.4)
18,785
(83.6)
63,395
(282.0)
97,600
(434.1)
210,000
(934.1)
3,370
(15.0)
10,460
(46.5)
13,945
(62.0)
23,245
(103.4)
8,395
(37.3)
17,570
(78.2)
24,795
(110.3)
41,320
(183.8)
10,165
(45.2)
24,550
(109.2)
37,800
(168.1)
64,565
(287.2)
12,050
(53.6)
32,275
(143.6)
49,690
(221.0)
92,975
(413.6)
12,050
(53.6)
40,670
(180.9)
62,615
(278.5)
126,545
(562.9)
14,725
(65.5)
49,690
(221.0)
76,500
(340.3)
164,605
(732.2)
20,575
(91.5)
69,445
(308.9)
106,915
(475.6)
230,045
(1023.3)
3,680
(16.4)
10,460
(46.5)
13,945
(62.0)
23,245
(103.4)
9,690
(43.1)
18,595
(82.7)
24,795
(110.3)
41,320
(183.8)
11,740
(52.2)
28,350
(126.1)
38,740
(172.3)
64,565
(287.2)
13,915
(61.9)
37,265
(165.8)
55,785
(248.1)
92,975
(413.6)
13,915
(61.9)
46,960
(208.9)
72,300
(321.6)
126,545
(562.9)
17,000
(75.6)
57,375
(255.2)
88,335
(392.9)
165,285
(735.2)
23,760
(105.7)
80,185
(356.7)
123,455
(549.2)
258,260
(1148.8)
3,900
(17.3)
11,085
(49.3)
14,785
(65.8)
24,640
(109.6)
11,870
(52.8)
19,710
(87.7)
26,280
(116.9)
43,800
(194.8)
14,380
(64.0)
30,795
(137.0)
41,065
(182.7)
68,440
(304.4)
17,040
(75.8)
44,350
(197.3)
59,130
(263.0)
98,550
(438.4)
17,040
(75.8)
57,515
(255.8)
80,485
(358.0)
134,140
(596.7)
20,820
(92.6)
70,270
(312.6)
105,120
(467.6)
175,205
(779.3)
29,100
(129.4)
98,205
(436.8)
151,200
(672.6)
273,755
(1217.7)
See Section 2.4 for explanation on development of load values.
See Section 2.4.6 to convert design strength (factored resistance) value to ASD value.
Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
Apply spacing, edge distance, and concrete thickness factors in tables 52 - 65 as necessary. Compare to the steel values in tables 51 and 52.
The lesser of the values is to be used for the design.
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 0.80.
For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.70.
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.
Tabular values are for dry concrete conditions. For water saturated concrete multiply design strength (factored resistance) by 0.85.
Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.8.
Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
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 200 Technical Supplement 04/13
41
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 49 — Hilti
HIT-HY 200 Adhesive Design Strength (Factored Resistance) with Concrete / Bond Failure for Fractional
Threaded Rod in Cracked Concrete 1,2,3,4,5,6,7,8,9
Anchor
Diameter
in. (mm)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
7/8
(22.2)
1
(25.4)
1-1/4
(31.8)
1
2
3
4
5
6
7
8
9
Effective
Embedment
Depth
in. (mm)
2-3/8
(60)
3-3/8
(86)
4-1/2
(114)
7-1/2
(191)
2-3/4
(70)
4-1/2
(114)
6
(152)
10
(254)
3-1/8
(79)
5-5/8
(143)
7-1/2
(191)
12-1/2
(318)
3-1/2
(89)
6-3/4
(171)
9
(229)
15
(381)
3-1/2
(89)
7-7/8
(200)
10-1/2
(267)
17-1/2
(445)
4
(102)
9
(229)
12
(305)
20
(508)
5
(127)
11-1/4
(286)
5
(381)
25
(635)
Tension — ФNn or Nr
f´c = 2500 psi
(17.2 Mpa)
lb (kN)
1,900
(8.5)
2,700
(12.0)
3,600
(16.0)
5,995
(26.7)
2,520
(11.2)
4,830
(21.5)
6,440
(28.6)
10,730
(47.7)
3,050
(13.6)
7,370
(32.8)
10,120
(45.0)
16,865
(75.0)
3,620
(16.1)
9,690
(43.1)
14,640
(65.1)
24,395
(108.5)
3,620
(16.1)
12,210
(54.3)
16,885
(75.1)
28,140
(125.2)
4,420
(19.7)
14,920
(66.4)
22,150
(98.5)
36,920
(164.2)
6,175
(27.5)
20,850
(92.7)
32,095
(142.8)
58,070
(258.3)
f´c = 3000 psi
(20.7 Mpa)
lb (kN)
1,900
(8.5)
2,700
(12.0)
3,600
(16.0)
5,995
(26.7)
2,760
(12.3)
4,830
(21.5)
6,440
(28.6)
10,730
(47.7)
3,345
(14.9)
7,590
(33.8)
10,120
(45.0)
16,865
(75.0)
3,965
(17.6)
10,615
(47.2)
14,640
(65.1)
24,395
(108.5)
3,965
(17.6)
12,665
(56.3)
16,885
(75.1)
28,140
(125.2)
4,840
(21.5)
16,340
(72.7)
22,150
(98.5)
36,920
(164.2)
6,765
(30.1)
22,840
(101.6)
34,840
(155.0)
58,070
(258.3)
f´c = 4000 psi
(27.6 Mpa)
lb (kN)
1,900
(8.5)
2,700
(12.0)
3,600
(16.0)
5,995
(26.7)
2,950
(13.1)
4,830
(21.5)
6,440
(28.6)
10,730
(47.7)
3,860
(17.2)
7,590
(33.8)
10,120
(45.0)
16,865
(75.0)
4,575
(20.4)
10,980
(48.8)
14,640
(65.1)
24,395
(108.5)
4,575
(20.4)
12,665
(56.3)
16,885
(75.1)
28,140
(125.2)
5,590
(24.9)
16,615
(73.9)
22,150
(98.5)
36,920
(164.2)
7,815
(34.8)
26,130
(116.2)
34,840
(155.0)
58,070
(258.3)
Shear — ФVn or Vr
f´c = 6000 psi
(41.4 Mpa)
lb (kN)
2,015
(9.0)
2,860
(12.7)
3,815
(17.0)
6,355
(28.3)
3,130
(13.9)
5,120
(22.8)
6,825
(30.4)
11,375
(50.6)
4,470
(19.9)
8,045
(35.8)
10,725
(47.7)
17,875
(79.5)
5,605
(24.9)
11,635
(51.8)
15,515
(69.0)
25,860
(115.0)
5,605
(24.9)
13,425
(59.7)
17,900
(79.6)
29,830
(132.7)
6,845
(30.4)
17,610
(78.3)
23,480
(104.4)
39,135
(174.1)
9,570
(42.6)
27,700
(123.2)
36,935
(164.3)
61,555
(273.8)
f´c = 2500 psi
(17.2 Mpa)
lb (kN)
2,045
(9.1)
5,810
(25.8)
7,750
(34.5)
12,915
(57.4)
5,425
(24.1)
10,400
(46.3)
13,870
(61.7)
23,115
(102.8)
6,575
(29.2)
15,875
(70.6)
21,790
(96.9)
36,320
(161.6)
7,790
(34.7)
20,870
(92.8)
31,530
(140.3)
52,550
(233.8)
7,790
(34.7)
26,300
(117.0)
36,370
(161.8)
60,615
(269.6)
9,520
(42.3)
32,130
(142.9)
47,710
(212.2)
79,520
(353.7)
13,305
(59.2)
44,905
(199.7)
69,135
(307.5)
125,075
(556.4)
f´c = 3000 psi
(20.7 Mpa)
lb (kN)
2,045
(9.1)
5,810
(25.8)
7,750
(34.5)
12,915
(57.4)
5,945
(26.4)
10,400
(46.3)
13,870
(61.7)
23,115
(102.8)
7,200
(32.0)
16,345
(72.7)
21,790
(96.9)
36,320
(161.6)
8,535
(38.0)
22,860
(101.7)
31,530
(140.3)
52,550
(233.8)
8,535
(38.0)
27,275
(121.3)
36,370
(161.8)
60,615
(269.6)
10,430
(46.4)
35,195
(156.6)
47,710
(212.2)
79,520
(353.7)
14,575
(64.8)
49,190
(218.8)
75,045
(333.8)
125,075
(556.4)
f´c = 4000 psi
(27.6 Mpa)
lb (kN)
2,045
(9.1)
5,810
(25.8)
7,750
(34.5)
12,915
(57.4)
6,355
(28.3)
10,400
(46.3)
13,870
(61.7)
23,115
(102.8)
8,315
(37.0)
16,345
(72.7)
21,790
(96.9)
36,320
(161.6)
9,855
(43.8)
23,645
(105.2)
31,530
(140.3)
52,550
(233.8)
9,855
(43.8)
27,275
(121.3)
36,370
(161.8)
60,615
(269.6)
12,040
(53.6)
35,785
(159.2)
47,710
(212.2)
79,520
(353.7)
16,830
(74.9)
56,285
(250.4)
75,045
(333.8)
125,075
(556.4)
f´c = 6000 psi
(41.4 Mpa)
lb (kN)
2,165
(9.6)
6,160
(27.4)
8,215
(36.5)
13,690
(60.9)
6,735
(30.0)
11,025
(49.0)
14,700
(65.4)
24,500
(109.0)
9,625
(42.8)
17,325
(77.1)
23,100
(102.8)
38,500
(171.3)
12,070
(53.7)
25,065
(111.5)
33,420
(148.7)
55,700
(247.8)
12,070
(53.7)
28,910
(128.6)
38,550
(171.5)
64,250
(285.8)
14,750
(65.6)
37,930
(168.7)
50,575
(225.0)
84,290
(374.9)
20,610
(91.7)
59,660
(265.4)
79,545
(353.8)
132,580
(589.7)
See Section 2.4 for explanation on development of load values.
See Section 2.4.6 to convert design strength (factored resistance) value to ASD value.
Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
Apply spacing, edge distance, and concrete thickness factors in tables 52 - 65 as necessary. Compare to the steel values in tables 51 and 52.
The lesser of the values is to be used for the design.
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 0.80.
For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.70.
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.
Tabular values are for dry concrete conditions. For water saturated concrete multiply design strength (factored resistance) by 0.85.
Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.8.
Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values by the following reduction factors:
3/8-in to 3/4-in diameter - αseis = 0.60
7/8-in to 1-1/4-in diameter - αseis = 0.75
See Section 2.4.7 for additional information on seismic applications.
42
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 50 — Steel Design Strength (ACI 318 Appendix D Based Design) for Hilti HAS Threaded Rods 3
HAS Standard ISO 898
Anchor
Diameter
in. (mm)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
7/8
(22.2)
1
(25.4)
1-1/4
(31.8)
1
2
3
4
5
HAS-Super ASTM A193 B7 5
Class 5.8 5
Tensile1
ϕNsa
lb (kN)
Shear2
ϕVsa
lb (kN)
3,655
(16.3)
6,690
(29.8)
10,650
(47.4)
15,765
(70.1)
21,755
(96.8)
28,540
(127.0)
45,670
(203.1)
1,685
(7.5)
3,705
(16.5)
5,900
(26.2)
8,730
(38.8)
12,050
(53.6)
15,805
(70.3)
25,295
(112.5)
αseis,V4
0.7
0.7
0.7
0.7
0.7
0.7
0.7
Tensile1
ϕNsa
lb (kN)
Shear2
ϕVsa
lb (kN)
7,265
(32.3)
13,300
(59.2)
21,190
(94.3)
31,360
(139.5)
43,285
(192.5)
56,785
(252.6)
90,850
(404.1)
3,150
(14.0)
6,915
(30.8)
11,020
(49.0)
16,305
(72.5)
22,505
(100.1)
29,525
(131.3)
47,240
(210.1)
HAS SS AISI 304/316 SS 5
αseis,V4
0.7
0.7
0.7
0.7
0.7
0.7
0.7
Tensile1
ϕNsa
lb (kN)
Shear2
ϕVsa
lb (kN)
5,040
(22.4)
9,225
(41.0)
14,690
(65.3)
18,480
(82.2)
25,510
(113.5)
33,465
(148.9)
53,540
(238.2)
2,325
(10.3)
5,110
(22.7)
8,135
(36.2)
10,235
(45.5)
14,125
(62.8)
18,535
(82.4)
29,655
(131.9)
αseis,V4
0.7
0.7
0.7
0.7
0.7
0.7
0.7
Tensile = ϕ Ase,N futa as noted in ACI 318 Appendix D
Shear = ϕ 0.60 Ase,N futa as noted in ACI 318 Appendix D
See Section 2.4.6 to convert design strength (factored resistance) value to ASD value.
Reduction factor for seismic shear only. See Section 2.4.7 for additional information on seismic applications.
HAS Super rods are considered ductile steel elements. HAS Standard and HAS SS rods are considered brittle steel elements.
Table 51 — Steel Factored Resistance (CSA A23.3 Annex D Based Design) for Hilti HAS Threaded Rods 3
HAS Standard ISO 898
Anchor
Diameter
in. (mm)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
7/8
(22.2)
1
(25.4)
1-1/4
(31.8)
1
2
3
4
5
HAS-Super ASTM A193 B7 5
Class 5.8 5
Tensile1
ϕNsr
lb (kN)
Shear2
ϕVsr
lb (kN)
3,345
(14.9)
6,125
(27.2)
9,750
(43.4)
14,430
(64.2)
19,915
(88.6)
26,125
(116.2)
41,805
(186.0)
1,555
(6.9)
3,410
(15.2)
5,430
(24.2)
8,040
(35.8)
11,095
(49.4)
14,555
(64.7)
23,290
(103.6)
αseis,V4
0.7
0.7
0.7
0.7
0.7
0.7
0.7
Tensile1
ϕNsr
lb (kN)
Shear2
ϕVsr
lb (kN)
6,585
(29.3)
12,060
(53.6)
19,210
(85.4)
28,430
(126.5)
39,245
(174.6)
51,485
(229.0)
82,370
(366.4)
3,090
(13.7)
6,785
(30.2)
10,805
(48.1)
15,990
(71.1)
22,075
(98.2)
28,960
(128.8)
46,335
(206.1)
HAS SS AISI 304/316 SS 5
αseis,V4
0.7
0.7
0.7
0.7
0.7
0.7
0.7
Tensile1
ϕNsr
lb (kN)
Shear2
ϕVsr
lb (kN)
4,610
(20.5)
8,445
(37.6)
13,445
(59.8)
16,915
(75.2)
23,350
(103.9)
30,635
(136.3)
49,010
(218.0)
2,140
(9.5)
4,705
(20.9)
7,490
(33.3)
9,425
(41.9)
13,010
(57.9)
17,065
(75.9)
27,305
(121.5)
αseis,V4
0.7
0.7
0.7
0.7
0.7
0.7
0.7
Tensile = Ase ϕs fut R as noted in CSA A23.3 Annex D
Shear = Ase ϕs 0.60 fut R as noted in CSA A23.3 Annex D
See Section 2.4.6 to convert design strength (factored resistance) value to ASD value.
Reduction factor for seismic shear only. See Section 2.4.7 for additional information on seismic applications.
HAS Super rods are considered ductile steel elements. HAS Standard and HAS SS rods are considered brittle steel elements.
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 200 Technical Supplement 04/13
43
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 52 — Load Adjustment Factors for 3/8-in. Diameter Fractional Threaded Rods in Uncracked Concrete 1,2
3/8 in
Uncracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-3/4
(44)
1-7/8
(48)
2
(51)
3
(76)
3-5/8
(92)
4
(102)
4-5/8 (117)
5
(127)
5-3/4 (146)
6
(152)
7
(178)
8
(203)
8-3/4 (222)
9
(229)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
24
(610)
30
(762)
36
(914)
>48 (1219)
Spacing Factor in
Tension
fAN
2-3/8
(60)
n/a
0.59
0.60
0.65
0.68
0.69
0.72
0.74
0.78
0.79
0.84
0.89
0.93
0.94
0.99
1.00
3-3/8
(86)
n/a
0.59
0.60
0.65
0.68
0.69
0.72
0.74
0.78
0.79
0.84
0.89
0.93
0.94
0.99
1.00
4-1/2
(114)
n/a
0.57
0.57
0.61
0.63
0.65
0.67
0.69
0.71
0.72
0.76
0.80
0.82
0.83
0.87
0.91
0.94
1.00
7-1/2
(191)
n/a
0.54
0.54
0.57
0.58
0.59
0.60
0.61
0.63
0.63
0.66
0.68
0.69
0.70
0.72
0.74
0.77
0.81
0.86
0.90
1.00
Edge Distance Factor
in Tension
fRN
2-3/8
(60)
0.37
0.38
0.40
0.51
0.60
0.66
0.76
0.82
0.95
0.99
1.00
3-3/8
(86)
0.30
0.31
0.32
0.39
0.44
0.47
0.52
0.55
0.63
0.66
0.77
0.88
0.96
0.99
1.00
4-1/2
(114)
0.22
0.23
0.23
0.28
0.32
0.34
0.38
0.40
0.46
0.48
0.56
0.64
0.70
0.72
0.80
0.88
0.96
1.00
7-1/2
(191)
0.13
0.13
0.14
0.17
0.19
0.20
0.22
0.23
0.27
0.28
0.32
0.37
0.41
0.42
0.46
0.51
0.56
0.65
0.74
0.83
1.00
Spacing Factor in
Shear3
fAV
2-3/8
(60)
n/a
0.57
0.57
0.61
0.63
0.64
0.66
0.68
0.70
0.71
0.75
0.79
0.81
0.82
0.86
0.89
0.93
1.00
1.00
3-3/8
(86)
n/a
0.53
0.53
0.55
0.56
0.57
0.58
0.58
0.59
0.60
0.61
0.63
0.64
0.65
0.66
0.68
0.70
0.73
0.76
0.79
0.89
0.99
1.00
4-1/2
(114)
n/a
0.53
0.53
0.54
0.55
0.55
0.56
0.57
0.58
0.58
0.59
0.61
0.62
0.62
0.63
0.65
0.66
0.69
0.71
0.74
0.82
0.90
0.98
1.00
7-1/2
(191)
n/a
0.52
0.52
0.53
0.53
0.54
0.54
0.55
0.55
0.56
0.57
0.58
0.58
0.59
0.60
0.60
0.61
0.63
0.65
0.67
0.73
0.79
0.84
0.96
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2
(60) (86) (114) (191) (60) (86) (114)
0.23 0.07 0.05 0.03 0.44 0.14 0.11
0.25 0.08 0.06 0.04 0.38 0.16 0.12
0.28 0.09 0.06 0.04 0.40 0.17 0.13
0.51 0.16 0.12 0.07 0.51 0.32 0.24
0.68 0.21 0.16 0.09 0.60 0.42 0.32
0.79 0.24 0.18 0.11 0.66 0.47 0.37
0.98 0.30 0.23 0.14 0.76 0.52 0.41
1.00 0.34 0.26 0.15 0.82 0.55 0.43
0.42 0.31 0.19 0.95 0.63 0.48
0.45 0.34 0.20 0.99 0.66 0.49
0.57 0.42 0.25 1.00 0.77 0.56
0.69 0.52 0.31
0.88 0.64
0.79 0.59 0.35
0.96 0.70
0.83 0.62 0.37
0.99 0.72
0.97 0.72 0.43
1.00 0.80
1.00 0.83 0.50
0.88
0.95 0.57
0.96
1.00 0.72
1.00
0.88
1.00
Conc. Thickness
Factor in Shear4
fHV
7-1/2
(191)
0.06
0.07
0.08
0.14
0.19
0.22
0.27
0.31
0.34
0.34
0.37
0.41
0.43
0.44
0.48
0.51
0.56
0.65
0.74
0.83
1.00
2-3/8
(60)
n/a
n/a
n/a
n/a
0.72
0.75
0.81
0.84
0.91
0.92
1.00
1.00
3-3/8
(86)
n/a
n/a
n/a
n/a
n/a
n/a
0.55
0.57
0.61
0.63
0.68
0.72
0.76
0.77
0.81
0.85
0.88
0.96
1.00
4-1/2
(114)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.56
0.57
0.61
0.66
0.69
0.69
0.73
0.77
0.80
0.87
0.93
0.98
1.00
7-1/2
(191)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.58
0.59
0.62
0.65
0.68
0.73
0.78
0.83
0.96
1.00
Table 53 — Load Adjustment Factors for 3/8-in. Diameter Fractional Threaded Rods in Cracked Concrete 1,2
3/8 in
Cracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-3/4
(44)
1-7/8
(48)
2
(51)
3
(76)
3-5/8
(92)
4
(102)
4-5/8 (117)
5
(127)
5-3/4 (146)
6
(152)
7
(178)
8
(203)
8-3/4 (222)
9
(229)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
24
(610)
30
(762)
36
(914)
>48 (1219)
1
2
3
4
Spacing Factor in
Tension
fAN
2-3/8
(60)
n/a
0.59
0.60
0.65
0.68
0.69
0.72
0.74
0.78
0.79
0.84
0.89
0.93
0.94
0.99
1.00
3-3/8
(86)
n/a
0.59
0.60
0.65
0.68
0.69
0.72
0.74
0.78
0.79
0.84
0.89
0.93
0.94
0.99
1.00
4-1/2
(114)
n/a
0.57
0.57
0.61
0.63
0.65
0.67
0.69
0.71
0.72
0.76
0.80
0.82
0.83
0.87
0.91
0.94
1.00
7-1/2
(191)
n/a
0.54
0.54
0.57
0.58
0.59
0.60
0.61
0.63
0.63
0.66
0.68
0.69
0.70
0.72
0.74
0.77
0.81
0.86
0.90
1.00
Edge Distance Factor
in Tension
fRN
2-3/8
(60)
0.54
0.55
0.57
0.69
0.78
0.83
0.92
0.98
1.00
3-3/8
(86)
0.54
0.55
0.57
0.69
0.78
0.83
0.92
0.98
1.00
4-1/2
(114)
0.49
0.50
0.51
0.60
0.66
0.70
0.76
0.80
0.88
0.91
1.00
7-1/2
(191)
0.43
0.44
0.44
0.49
0.53
0.55
0.58
0.60
0.64
0.66
0.72
0.78
0.83
0.85
0.91
0.98
1.00
Spacing Factor in
Shear3
fAV
2-3/8
(60)
n/a
0.57
0.57
0.61
0.64
0.65
0.67
0.69
0.71
0.72
0.76
0.80
0.83
0.84
0.87
0.91
0.95
1.00
3-3/8
(86)
n/a
0.54
0.54
0.56
0.57
0.58
0.59
0.60
0.61
0.62
0.63
0.65
0.67
0.67
0.69
0.71
0.73
0.77
0.81
0.85
0.96
1.00
4-1/2
(114)
n/a
0.53
0.53
0.55
0.56
0.56
0.57
0.58
0.59
0.60
0.61
0.63
0.64
0.64
0.66
0.67
0.69
0.72
0.75
0.79
0.88
0.98
1.00
7-1/2
(191)
n/a
0.52
0.52
0.53
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.59
0.60
0.60
0.61
0.62
0.64
0.66
0.68
0.70
0.77
0.84
0.91
1.00
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2
(60) (86) (114) (191) (60) (86) (114)
0.25 0.09 0.07 0.04 0.49 0.18 0.14
0.27 0.10 0.08 0.05 0.55 0.20 0.15
0.30 0.11 0.08 0.05 0.60 0.22 0.17
0.55 0.20 0.15 0.09 0.88 0.41 0.30
0.73 0.27 0.20 0.12 1.00 0.54 0.41
0.85 0.31 0.23 0.14
0.63 0.47
1.00 0.39 0.29 0.18
0.78 0.58
0.44 0.33 0.20
0.87 0.66
0.54 0.40 0.24
1.00 0.81
0.58 0.43 0.26
0.86
0.72 0.54 0.33
1.00
0.89 0.66 0.40
1.00 0.76 0.46
0.79 0.48
0.93 0.56
1.00 0.64
0.73
0.92
1.00
Conc. Thickness
Factor in Shear4
fHV
7-1/2
(191)
0.08
0.09
0.10
0.18
0.24
0.28
0.35
0.39
0.49
0.52
0.65
0.78
0.83
0.85
0.91
0.98
1.00
2-3/8
(60)
n/a
n/a
n/a
n/a
0.74
0.77
0.83
0.86
0.93
0.95
1.00
3-3/8
(86)
n/a
n/a
n/a
n/a
n/a
n/a
0.60
0.62
0.66
0.68
0.73
0.78
0.82
0.83
0.88
0.92
0.96
1.00
4-1/2
(114)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.60
0.62
0.67
0.71
0.74
0.76
0.80
0.84
0.87
0.94
1.00
7-1/2
(191)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.63
0.64
0.67
0.70
0.74
0.79
0.85
0.90
1.00
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d ≤ s ≤ 16-in. and to 0.5 Tmax for s > 16-in.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
44
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 54 — Load Adjustment Factors for 1/2-in. Diameter Fractional Threaded Rods in Uncracked Concrete 1,2
1/2 in
Uncracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-3/4
(44)
2-1/2
(64)
3
(76)
4
(102)
5
(127)
5-3/4 (146)
6
(152)
7
(178)
7-1/4 (184)
8
(203)
9
(229)
10
(254)
11-1/4 (286)
12
(305)
14
(356)
16
(406)
18
(457)
20
(508)
22
(559)
24
(610)
30
(762)
36
(914)
>48 (1219)
Spacing Factor in
Tension
fAN
2-3/4
(70)
n/a
0.59
0.61
0.65
0.68
0.71
0.72
0.76
0.76
0.79
0.83
0.86
0.91
0.94
1.00
4-1/2
(114)
n/a
0.59
0.61
0.65
0.68
0.71
0.72
0.76
0.76
0.79
0.83
0.86
0.91
0.94
1.00
6
(152)
n/a
0.57
0.58
0.61
0.64
0.66
0.67
0.69
0.70
0.72
0.75
0.78
0.81
0.83
0.89
0.94
1.00
10
(254)
n/a
0.54
0.55
0.57
0.58
0.60
0.60
0.62
0.62
0.63
0.65
0.67
0.69
0.70
0.73
0.77
0.80
0.83
0.87
0.90
1.00
Edge Distance Factor
in Tension
fRN
2-3/4
(70)
0.34
0.40
0.45
0.56
0.69
0.80
0.83
0.97
1.00
4-1/2
(114)
0.26
0.30
0.32
0.38
0.43
0.48
0.49
0.56
0.58
0.64
0.72
0.80
0.90
0.96
1.00
6
(152)
0.20
0.22
0.24
0.28
0.32
0.35
0.36
0.41
0.43
0.47
0.53
0.59
0.66
0.70
0.82
0.94
1.00
10
(254)
0.11
0.13
0.14
0.16
0.19
0.21
0.21
0.24
0.25
0.27
0.31
0.34
0.39
0.41
0.48
0.55
0.62
0.69
0.76
0.82
1.00
Spacing Factor in
Shear 3
fAV
2-3/4
(70)
n/a
0.55
0.56
0.58
0.60
0.62
0.63
0.65
0.65
0.67
0.69
0.71
0.74
0.75
0.79
0.83
0.88
0.92
0.96
1.00
4-1/2
(114)
n/a
0.53
0.54
0.55
0.57
0.58
0.58
0.59
0.60
0.61
0.62
0.63
0.65
0.66
0.69
0.72
0.74
0.77
0.80
0.82
0.90
0.98
1.00
6
(152)
n/a
0.53
0.53
0.54
0.55
0.56
0.56
0.57
0.57
0.58
0.59
0.60
0.61
0.62
0.64
0.66
0.68
0.70
0.72
0.74
0.80
0.86
0.98
10
(254)
n/a
0.52
0.52
0.53
0.54
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.59
0.60
0.61
0.63
0.64
0.66
0.67
0.71
0.76
0.84
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
2-3/4 4-1/2 6
10 2-3/4 4-1/2 6
(70) (114) (152) (254) (70) (114) (152)
0.10 0.05 0.03 0.02 0.21 0.11 0.07
0.18 0.09 0.06 0.04 0.35 0.18 0.12
0.23 0.12 0.08 0.05 0.45 0.24 0.15
0.36 0.18 0.12 0.07 0.56 0.37 0.24
0.50 0.26 0.17 0.10 0.69 0.43 0.33
0.61 0.32 0.21 0.12 0.80 0.48 0.39
0.65 0.34 0.22 0.13 0.83 0.49 0.40
0.82 0.42 0.28 0.16 0.97 0.56 0.44
0.87 0.45 0.29 0.17 1.00 0.58 0.45
1.00 0.52 0.34 0.20
0.64 0.48
0.62 0.40 0.24
0.72 0.53
0.72 0.47 0.28
0.80 0.59
0.86 0.56 0.34
0.90 0.66
0.95 0.62 0.37
0.96 0.70
1.00 0.78 0.47
1.00 0.82
0.95 0.57
0.94
1.00 0.68
1.00
0.80
0.92
1.00
Conc. Thickness
Factor in Shear4
fHV
10
(254)
0.04
0.07
0.09
0.14
0.20
0.25
0.26
0.32
0.32
0.34
0.36
0.39
0.42
0.44
0.49
0.55
0.62
0.69
0.76
0.82
1.00
2-3/4
(70)
n/a
n/a
n/a
0.58
0.65
0.69
0.71
0.77
0.78
0.82
0.87
0.92
0.97
1.00
4-1/2
(114)
n/a
n/a
n/a
n/a
n/a
0.56
0.57
0.61
0.62
0.66
0.70
0.73
0.78
0.80
0.87
0.93
0.98
1.00
6
(152)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.54
0.57
0.60
0.64
0.67
0.70
0.75
0.80
0.85
0.90
0.94
0.98
1.00
10
(254)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.59
0.63
0.68
0.72
0.76
0.79
0.83
0.93
1.00
Table 55 — Load Adjustment Factors for 1/2-in. Diameter Fractional Threaded Rods in Cracked Concrete 1,2
1/2 in
Cracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-3/4
(44)
2-1/2
(64)
3
(76)
4
(102)
5
(127)
5-3/4 (146)
6
(152)
7
(178)
7-1/4 (184)
8
(203)
9
(229)
10
(254)
11-1/4 (286)
12
(305)
14
(356)
16
(406)
18
(457)
20
(508)
22
(559)
24
(610)
30
(762)
36
(914)
>48 (1219)
1
2
3
4
Spacing Factor in
Tension
fAN
2-3/4
(70)
n/a
0.59
0.61
0.65
0.68
0.71
0.72
0.76
0.76
0.79
0.83
0.86
0.91
0.94
1.00
4-1/2
(114)
n/a
0.59
0.61
0.65
0.68
0.71
0.72
0.76
0.76
0.79
0.83
0.86
0.91
0.94
1.00
6
(152)
n/a
0.57
0.58
0.61
0.64
0.66
0.67
0.69
0.70
0.72
0.75
0.78
0.81
0.83
0.89
0.94
1.00
10
(254)
n/a
0.54
0.55
0.57
0.58
0.60
0.60
0.62
0.62
0.63
0.65
0.67
0.69
0.70
0.73
0.77
0.80
0.83
0.87
0.90
1.00
Edge Distance Factor
in Tension
fRN
2-3/4
(70)
0.49
0.55
0.60
0.69
0.79
0.88
0.90
1.00
4-1/2
(114)
0.49
0.55
0.60
0.69
0.79
0.88
0.90
1.00
6
(152)
0.45
0.50
0.53
0.60
0.67
0.73
0.75
0.83
0.85
0.91
1.00
10
(254)
0.41
0.44
0.46
0.49
0.53
0.56
0.57
0.62
0.63
0.66
0.70
0.75
0.81
0.85
0.95
1.00
Spacing Factor in
Shear3
fAV
2-3/4
(70)
n/a
0.55
0.56
0.58
0.61
0.62
0.63
0.65
0.65
0.67
0.69
0.71
0.74
0.75
0.79
0.84
0.88
0.92
0.96
1.00
4-1/2
(114)
n/a
0.54
0.54
0.56
0.57
0.58
0.59
0.60
0.60
0.61
0.63
0.64
0.66
0.67
0.70
0.73
0.76
0.79
0.82
0.84
0.93
1.00
6
(152)
n/a
0.53
0.54
0.55
0.56
0.57
0.57
0.58
0.59
0.59
0.61
0.62
0.63
0.64
0.67
0.69
0.71
0.74
0.76
0.78
0.86
0.93
1.00
10
(254)
n/a
0.52
0.53
0.53
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.60
0.62
0.63
0.65
0.67
0.69
0.70
0.75
0.80
0.90
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
2-3/4 4-1/2 6
10 2-3/4 4-1/2 6
(70) (114) (152) (254) (70) (114) (152)
0.10 0.06 0.04 0.03 0.21 0.12 0.09
0.18 0.10 0.07 0.04 0.35 0.20 0.15
0.23 0.13 0.10 0.06 0.47 0.26 0.20
0.36 0.20 0.15 0.09 0.72 0.40 0.30
0.50 0.28 0.21 0.13 1.00 0.56 0.42
0.62 0.35 0.26 0.16
0.70 0.52
0.66 0.37 0.28 0.17
0.74 0.56
0.83 0.47 0.35 0.21
0.94 0.70
0.88 0.49 0.37 0.22
0.99 0.74
1.00 0.57 0.43 0.26
1.00 0.86
0.68 0.51 0.31
1.00
0.80 0.60 0.36
0.95 0.71 0.43
1.00 0.79 0.47
0.99 0.60
1.00 0.73
0.87
1.00
Conc. Thickness
Factor in Shear4
fHV
10
(254)
0.05
0.09
0.12
0.18
0.25
0.31
0.33
0.42
0.44
0.51
0.61
0.72
0.81
0.85
0.95
1.00
2-3/4
(70)
n/a
n/a
n/a
0.58
0.65
0.70
0.71
0.77
0.78
0.82
0.87
0.92
0.97
1.00
4-1/2
(114)
n/a
n/a
n/a
n/a
n/a
0.57
0.59
0.63
0.64
0.68
0.72
0.76
0.80
0.83
0.90
0.96
1.00
6
(152)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.62
0.65
0.69
0.73
0.75
0.81
0.87
0.92
0.97
1.00
10
(254)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.62
0.64
0.69
0.73
0.78
0.82
0.86
0.90
1.00
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d ≤ s ≤ 16-in. and to 0.5 Tmax for s > 16-in.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
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 200 Technical Supplement 04/13
45
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 56 — Load Adjustment Factors for 5/8-in. Diameter Fractional Threaded Rods in Uncracked Concrete 1,2
5/8 in
Uncracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-3/4
(44)
3-1/8
(79)
4
(102)
4-5/8 (117)
5
(127)
6
(152)
7
(178)
7-1/8 (181)
8
(203)
9
(229)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48 (1219)
Spacing Factor in
Tension
fAN
3-1/8
(79)
n/a
0.59
0.62
0.63
0.65
0.68
0.70
0.71
0.73
0.76
0.79
0.82
0.85
0.91
0.97
1.00
5-5/8
(143)
n/a
0.59
0.62
0.63
0.65
0.68
0.70
0.71
0.73
0.76
0.79
0.82
0.85
0.91
0.97
1.00
7-1/2 12-1/2
(191) (318)
n/a n/a
0.57 0.54
0.59 0.55
0.60 0.56
0.61 0.57
0.63 0.58
0.66 0.59
0.66 0.60
0.68 0.61
0.70 0.62
0.72 0.63
0.74 0.65
0.77 0.66
0.81 0.69
0.86 0.71
0.90 0.74
0.94 0.77
0.99 0.79
1.00 0.82
0.85
0.87
0.90
0.98
1.00
Edge Distance Factor
in Tension
fRN
3-1/8
(79)
0.33
0.44
0.52
0.59
0.63
0.76
0.86
0.87
0.95
1.00
5-5/8
(143)
0.25
0.30
0.33
0.36
0.38
0.42
0.47
0.47
0.52
0.57
0.64
0.70
0.77
0.89
1.00
7-1/2 12-1/2
(191) (318)
0.18 0.11
0.22 0.13
0.25 0.14
0.27 0.16
0.28 0.16
0.31 0.18
0.34 0.20
0.35 0.20
0.38 0.22
0.42 0.25
0.47 0.27
0.52 0.30
0.56 0.33
0.66 0.38
0.75 0.44
0.84 0.49
0.94 0.55
1.00 0.60
0.66
0.71
0.77
0.82
0.99
1.00
Spacing Factor in
Shear3
fAV
3-1/8
(79)
n/a
0.56
0.58
0.59
0.60
0.62
0.64
0.64
0.66
0.68
0.70
0.72
0.74
0.77
0.81
0.85
0.89
0.93
0.97
1.00
5-5/8
(143)
n/a
0.54
0.55
0.55
0.56
0.57
0.58
0.58
0.59
0.60
0.62
0.63
0.64
0.66
0.69
0.71
0.73
0.75
0.78
0.80
0.82
0.85
0.92
1.00
7-1/2 12-1/2
(191) (318)
n/a n/a
0.53 0.52
0.53 0.52
0.54 0.53
0.54 0.53
0.55 0.53
0.56 0.54
0.56 0.54
0.57 0.55
0.58 0.55
0.59 0.56
0.60 0.56
0.60 0.57
0.62 0.58
0.64 0.59
0.66 0.60
0.67 0.61
0.69 0.63
0.71 0.64
0.73 0.65
0.74 0.66
0.76 0.67
0.81 0.71
0.92 0.77
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2
(79) (143) (191) (318) (79) (143) (191) (318)
0.09 0.04 0.03 0.01 0.19 0.08 0.06 0.03
0.22 0.10 0.07 0.04 0.44 0.20 0.13 0.07
0.32 0.15 0.10 0.05 0.52 0.29 0.19 0.10
0.40 0.18 0.12 0.06 0.59 0.36 0.24 0.13
0.45 0.21 0.13 0.07 0.63 0.38 0.27 0.14
0.59 0.27 0.18 0.09 0.76 0.42 0.35 0.19
0.75 0.34 0.22 0.12 0.88 0.47 0.38 0.24
0.77 0.35 0.23 0.12 0.90 0.47 0.38 0.24
0.91 0.41 0.27 0.14 1.00 0.52 0.41 0.29
1.00 0.50 0.32 0.17
0.57 0.45 0.32
0.58 0.38 0.20
0.64 0.48 0.34
0.67 0.43 0.23
0.70 0.52 0.36
0.76 0.50 0.26
0.77 0.56 0.38
0.96 0.62 0.33
0.89 0.66 0.41
1.00 0.76 0.41
1.00 0.75 0.46
0.91 0.49
0.84 0.50
1.00 0.57
0.94 0.55
0.66
1.00 0.60
0.75
0.66
0.84
0.71
0.94
0.77
1.00
0.82
0.99
1.00
Conc. Thickness
Factor in Shear4
fHV
3-1/8
(79)
n/a
n/a
n/a
0.60
0.63
0.69
0.74
0.75
0.79
0.84
0.89
0.93
0.97
1.00
5-5/8
(143)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.61
0.65
0.68
0.71
0.75
0.81
0.86
0.91
0.96
1.00
7-1/2 12-1/2
(191) (318)
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
0.56 n/a
0.59 n/a
0.62 n/a
0.65 n/a
0.70 0.57
0.75 0.61
0.79 0.64
0.83 0.68
0.87 0.71
0.91 0.74
0.95 0.77
0.99 0.80
1.00 0.83
0.91
1.00
Table 57 — Load Adjustment Factors for 5/8-in. Diameter Fractional Threaded Rods in Cracked Concrete 1,2
5/8 in
Cracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-3/4
(44)
3-1/8
(79)
4
(102)
4-5/8 (117)
5
(127)
6
(152)
7
(178)
7-1/8 (181)
8
(203)
9
(229)
10
(254)
11
(279)
12
(305)
14
(356)
16
(406)
18
(457)
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48 (1219)
1
2
3
4
Spacing Factor in
Tension
fAN
3-1/8
(79)
n/a
0.59
0.62
0.63
0.65
0.68
0.70
0.71
0.73
0.76
0.79
0.82
0.85
0.91
0.97
1.00
5-5/8
(143)
n/a
0.59
0.62
0.63
0.65
0.68
0.70
0.71
0.73
0.76
0.79
0.82
0.85
0.91
0.97
1.00
7-1/2 12-1/2
(191) (318)
n/a n/a
0.57 0.54
0.59 0.55
0.60 0.56
0.61 0.57
0.63 0.58
0.66 0.59
0.66 0.60
0.68 0.61
0.70 0.62
0.72 0.63
0.74 0.65
0.77 0.66
0.81 0.69
0.86 0.71
0.90 0.74
0.94 0.77
0.99 0.79
1.00 0.82
0.85
0.87
0.90
0.98
1.00
Edge Distance Factor
in Tension
fRN
3-1/8
(79)
0.46
0.55
0.62
0.66
0.69
0.77
0.86
0.87
0.95
1.00
5-5/8
(143)
0.46
0.55
0.62
0.66
0.69
0.77
0.86
0.87
0.95
1.00
7-1/2 12-1/2
(191) (318)
0.43 0.40
0.50 0.44
0.55 0.46
0.58 0.48
0.60 0.49
0.66 0.53
0.72 0.56
0.73 0.56
0.78 0.59
0.85 0.62
0.91 0.66
0.98 0.69
1.00 0.73
0.81
0.89
0.97
1.00
Spacing Factor in
Shear3
fAV
3-1/8
(79)
n/a
0.56
0.58
0.59
0.60
0.62
0.64
0.64
0.66
0.68
0.70
0.72
0.74
0.78
0.82
0.85
0.89
0.93
0.97
1.00
5-5/8
(143)
n/a
0.54
0.55
0.55
0.56
0.57
0.58
0.58
0.59
0.60
0.62
0.63
0.64
0.66
0.69
0.71
0.73
0.76
0.78
0.80
0.83
0.85
0.92
1.00
7-1/2 12-1/2
(191) (318)
n/a n/a
0.53 0.52
0.54 0.53
0.54 0.53
0.55 0.53
0.56 0.54
0.57 0.55
0.57 0.55
0.58 0.55
0.58 0.56
0.59 0.57
0.60 0.57
0.61 0.58
0.63 0.59
0.65 0.61
0.67 0.62
0.69 0.63
0.71 0.65
0.73 0.66
0.75 0.67
0.76 0.69
0.78 0.70
0.84 0.74
0.95 0.82
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2
(79) (143) (191) (318) (79) (143) (191) (318)
0.09 0.04 0.03 0.02 0.19 0.09 0.06 0.04
0.22 0.10 0.07 0.04 0.45 0.20 0.15 0.09
0.33 0.15 0.11 0.06 0.65 0.30 0.22 0.13
0.40 0.18 0.13 0.08 0.81 0.37 0.27 0.16
0.45 0.21 0.15 0.09 0.91 0.41 0.30 0.18
0.60 0.27 0.20 0.12 1.00 0.54 0.40 0.24
0.75 0.34 0.25 0.15
0.68 0.50 0.30
0.77 0.35 0.26 0.15
0.70 0.51 0.31
0.92 0.42 0.30 0.18
0.84 0.61 0.37
1.00 0.50 0.36 0.22
1.00 0.73 0.44
0.58 0.43 0.26
1.00 0.85 0.51
0.67 0.49 0.29
0.98 0.59
0.77 0.56 0.34
1.00 0.67
0.97 0.71 0.42
0.81
1.00 0.86 0.52
0.89
1.00 0.62
0.97
0.72
1.00
0.83
0.95
1.00
Conc. Thickness
Factor in Shear4
fHV
3-1/8
(79)
n/a
n/a
n/a
0.60
0.63
0.69
0.74
0.75
0.79
0.84
0.89
0.93
0.97
1.00
5-5/8
(143)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.58
0.61
0.65
0.68
0.72
0.75
0.81
0.86
0.92
0.97
1.00
7-1/2 12-1/2
(191) (318)
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
0.58 n/a
0.61 n/a
0.64 n/a
0.67 n/a
0.73 0.61
0.78 0.66
0.82 0.70
0.87 0.73
0.91 0.77
0.95 0.80
0.99 0.84
1.00 0.87
0.90
0.98
1.00
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d ≤ s ≤ 16-in. and to 0.5 Tmax for s > 16-in.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
46
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 58 — Load Adjustment Factors for 3/4-in. Diameter Fractional Threaded Rods in Uncracked Concrete 1,2
3/4 in
Uncracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-3/4
(44)
3-3/4
(95)
4
(102)
5
(127)
5-1/4 (133)
6
(152)
7
(178)
8
(203)
8-1/2 (216)
9
(229)
10
(254)
10-3/4 (273)
12
(305)
14
(356)
16
(406)
16-3/4 (425)
18
(457)
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48 (1219)
Spacing Factor in
Tension
fAN
3-1/2 6-3/4
(89) (171)
n/a n/a
0.59 0.59
0.60 0.60
0.62 0.62
0.63 0.63
0.65 0.65
0.67 0.67
0.69 0.69
0.71 0.71
0.72 0.72
0.74 0.74
0.76 0.76
0.79 0.79
0.84 0.84
0.89 0.89
0.91 0.91
0.94 0.94
0.99 0.99
1.00 1.00
9
(229)
n/a
0.57
0.57
0.59
0.60
0.61
0.63
0.65
0.66
0.67
0.69
0.70
0.72
0.76
0.80
0.81
0.83
0.87
0.91
0.94
0.98
1.00
15
(381)
n/a
0.54
0.54
0.56
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.66
0.68
0.69
0.70
0.72
0.74
0.77
0.79
0.81
0.83
0.90
1.00
Edge Distance Factor
in Tension
fRN
3-1/2 6-3/4
(89) (171)
0.33 0.24
0.49 0.30
0.51 0.31
0.60 0.34
0.63 0.35
0.69 0.38
0.76 0.41
0.83 0.45
0.87 0.47
0.90 0.49
0.98 0.53
1.00 0.57
0.64
0.74
0.85
0.89
0.95
1.00
9
(229)
0.18
0.22
0.23
0.25
0.26
0.28
0.30
0.33
0.35
0.36
0.39
0.42
0.47
0.55
0.62
0.65
0.70
0.78
0.86
0.93
1.00
15
(381)
0.10
0.13
0.13
0.15
0.15
0.16
0.18
0.19
0.20
0.21
0.23
0.25
0.27
0.32
0.37
0.38
0.41
0.46
0.50
0.55
0.59
0.64
0.68
0.82
1.00
Spacing Factor in
Shear3
fAV
3-1/2 6-3/4
(89) (171)
n/a n/a
0.57 0.54
0.57 0.54
0.59 0.55
0.60 0.55
0.61 0.56
0.63 0.57
0.65 0.58
0.66 0.59
0.67 0.59
0.68 0.60
0.70 0.61
0.72 0.62
0.76 0.64
0.79 0.66
0.81 0.67
0.83 0.68
0.87 0.70
0.91 0.72
0.94 0.74
0.98 0.76
1.00 0.78
0.80
0.86
0.99
9
(229)
n/a
0.53
0.53
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.61
0.62
0.63
0.64
0.65
0.67
0.68
0.70
0.71
0.73
0.77
0.86
15
(381)
n/a
0.52
0.52
0.52
0.52
0.53
0.53
0.54
0.54
0.54
0.55
0.55
0.56
0.57
0.58
0.58
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.67
0.73
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
3-1/2 6-3/4 9
15 3-1/2 6-3/4 9
(89) (171) (229) (381) (89) (171) (229)
0.09 0.03 0.02 0.01 0.17 0.07 0.05
0.27 0.11 0.07 0.03 0.49 0.22 0.14
0.29 0.12 0.08 0.04 0.51 0.24 0.16
0.41 0.17 0.11 0.05 0.60 0.33 0.22
0.44 0.18 0.12 0.06 0.63 0.35 0.23
0.54 0.22 0.14 0.07 0.72 0.38 0.29
0.68 0.28 0.18 0.09 0.84 0.41 0.34
0.83 0.34 0.22 0.11 0.96 0.45 0.37
0.91 0.37 0.24 0.12 1.00 0.47 0.38
0.99 0.40 0.26 0.13
0.49 0.39
1.00 0.47 0.31 0.15
0.53 0.42
0.53 0.34 0.17
0.57 0.44
0.62 0.40 0.20
0.64 0.48
0.78 0.51 0.25
0.74 0.55
0.96 0.62 0.30
0.85 0.62
1.00 0.67 0.33
0.89 0.65
0.74 0.36
0.95 0.70
0.87 0.42
1.00 0.78
1.00 0.49
0.86
0.56
0.93
0.63
1.00
0.70
0.78
1.00
Conc. Thickness
Factor in Shear4
fHV
15
(381)
0.02
0.07
0.08
0.11
0.11
0.14
0.18
0.21
0.24
0.26
0.30
0.32
0.34
0.37
0.40
0.41
0.43
0.47
0.50
0.55
0.59
0.64
0.68
0.82
1.00
3-1/2 6-3/4
(89) (171)
n/a n/a
n/a n/a
n/a n/a
n/a n/a
0.62 n/a
0.66 n/a
0.72 n/a
0.77 n/a
0.79 0.59
0.81 0.60
0.86 0.64
0.89 0.66
0.94 0.70
1.00 0.75
0.80
0.82
0.85
0.90
0.94
0.99
1.00
9
(229)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.60
0.65
0.70
0.71
0.74
0.78
0.82
0.85
0.89
0.92
0.95
1.00
15
(381)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.56
0.58
0.61
0.64
0.67
0.70
0.73
0.75
0.82
0.95
Table 59 — Load Adjustment Factors for 3/4-in. Diameter Fractional Threaded Rods in Cracked Concrete 1,2
3/4 in
Cracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-3/4
(44)
3-3/4
(95)
4
(102)
5
(127)
5-1/4 (133)
6
(152)
7
(178)
8
(203)
8-1/2 (216)
9
(229)
10
(254)
10-3/4 (273)
12
(305)
14
(356)
16
(406)
16-3/4 (425)
18
(457)
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48 (1219)
1
2
3
4
Spacing Factor in
Tension
fAN
3-1/2 6-3/4
(89) (171)
n/a n/a
0.59 0.59
0.60 0.60
0.62 0.62
0.63 0.63
0.65 0.65
0.67 0.67
0.69 0.69
0.71 0.71
0.72 0.72
0.74 0.74
0.76 0.76
0.79 0.79
0.84 0.84
0.89 0.89
0.91 0.91
0.94 0.94
0.99 0.99
1.00 1.00
9
(229)
n/a
0.57
0.57
0.59
0.60
0.61
0.63
0.65
0.66
0.67
0.69
0.70
0.72
0.76
0.80
0.81
0.83
0.87
0.91
0.94
0.98
1.00
15
(381)
n/a
0.54
0.54
0.56
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.66
0.68
0.69
0.70
0.72
0.74
0.77
0.79
0.81
0.83
0.90
1.00
Edge Distance Factor
in Tension
fRN
3-1/2 6-3/4
(89) (171)
0.44 0.44
0.55 0.55
0.57 0.57
0.63 0.63
0.64 0.64
0.69 0.69
0.76 0.76
0.83 0.83
0.87 0.87
0.90 0.90
0.98 0.98
1.00 1.00
9
(229)
0.42
0.50
0.51
0.56
0.57
0.60
0.65
0.70
0.72
0.75
0.80
0.84
0.91
1.00
15
(381)
0.39
0.44
0.44
0.47
0.47
0.49
0.52
0.55
0.56
0.57
0.60
0.62
0.66
0.72
0.78
0.81
0.85
0.91
0.98
1.00
Spacing Factor in
Shear3
fAV
3-1/2 6-3/4
(89) (171)
n/a n/a
0.57 0.54
0.57 0.54
0.59 0.55
0.60 0.55
0.61 0.56
0.63 0.57
0.65 0.58
0.66 0.59
0.67 0.59
0.69 0.60
0.70 0.61
0.72 0.62
0.76 0.64
0.80 0.66
0.81 0.67
0.83 0.68
0.87 0.70
0.91 0.72
0.94 0.74
0.98 0.76
1.00 0.79
0.81
0.87
0.99
9
(229)
n/a
0.53
0.53
0.54
0.54
0.55
0.55
0.56
0.57
0.57
0.58
0.58
0.59
0.61
0.62
0.63
0.64
0.65
0.67
0.69
0.70
0.72
0.73
0.78
0.87
15
(381)
n/a
0.52
0.52
0.53
0.53
0.53
0.54
0.54
0.55
0.55
0.55
0.56
0.57
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.70
0.76
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
3-1/2 6-3/4 9
15 3-1/2 6-3/4 9
(89) (171) (229) (381) (89) (171) (229)
0.09 0.03 0.02 0.01 0.17 0.07 0.05
0.27 0.11 0.07 0.04 0.54 0.22 0.15
0.30 0.12 0.08 0.05 0.59 0.24 0.16
0.41 0.17 0.11 0.07 0.83 0.34 0.22
0.45 0.18 0.12 0.07 0.89 0.36 0.24
0.54 0.22 0.15 0.09 1.00 0.44 0.29
0.69 0.28 0.19 0.11
0.56 0.37
0.84 0.34 0.23 0.14
0.68 0.45
0.92 0.37 0.25 0.15
0.75 0.50
1.00 0.41 0.27 0.16
0.82 0.54
0.48 0.32 0.19
0.95 0.63
0.53 0.35 0.21
1.00 0.70
0.63 0.42 0.25
0.83
0.79 0.52 0.31
1.00
0.97 0.64 0.38
1.00 0.68 0.41
0.76 0.46
0.89 0.54
1.00 0.62
0.70
0.79
0.89
0.99
1.00
Conc. Thickness
Factor in Shear4
fHV
15
(381)
0.03
0.09
0.10
0.13
0.14
0.18
0.22
0.27
0.30
0.32
0.38
0.42
0.50
0.63
0.77
0.81
0.85
0.91
0.98
1.00
3-1/2 6-3/4
(89) (171)
n/a n/a
n/a n/a
n/a n/a
n/a n/a
0.62 n/a
0.67 n/a
0.72 n/a
0.77 n/a
0.79 0.59
0.82 0.61
0.86 0.64
0.89 0.66
0.94 0.70
1.00 0.76
0.81
0.83
0.86
0.90
0.95
0.99
1.00
9
(229)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.58
0.61
0.66
0.70
0.72
0.75
0.79
0.82
0.86
0.90
0.93
0.96
1.00
15
(381)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.61
0.63
0.66
0.70
0.73
0.76
0.78
0.81
0.89
1.00
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d ≤ s ≤ 16-in. and to 0.5 Tmax for s > 16-in.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
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 200 Technical Supplement 04/13
47
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 60 — Load Adjustment Factors for 7/8-in. Diameter Fractional Threaded Rods in Uncracked Concrete 1,2
7/8 in
Uncracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-3/4 (44)
4-3/8 (111)
5
(127)
5-1/2 (140)
6
(152)
7
(178)
8
(203)
9
(229)
9-7/8 (251)
10
(254)
11
(279)
12
(305)
12-1/2 (318)
14
(356)
16
(406)
18
(457)
19-1/2 (495)
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48 (1219)
Edge Distance in Shear
Conc. Thickness
┴
⃦
Factor in Shear4
Toward Edge
To Edge
fHV
fRV
fRV
3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2
(89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445)
n/a n/a n/a n/a 0.36 0.23 0.17 0.10 n/a n/a n/a n/a 0.09 0.03 0.02 0.01 0.18 0.05 0.04 0.02 n/a n/a n/a n/a
0.59 0.59 0.57 0.54 0.55 0.30 0.22 0.13 0.58 0.54 0.53 0.52 0.35 0.11 0.07 0.03 0.60 0.22 0.14 0.07 n/a n/a n/a n/a
0.60 0.60 0.58 0.55 0.58 0.32 0.23 0.14 0.59 0.54 0.53 0.52 0.43 0.13 0.09 0.04 0.66 0.27 0.17 0.08 n/a n/a n/a n/a
0.61 0.61 0.59 0.55 0.61 0.33 0.24 0.14 0.60 0.55 0.54 0.52 0.50 0.15 0.10 0.05 0.72 0.31 0.20 0.09 0.65 n/a n/a n/a
0.63 0.63 0.60 0.56 0.64 0.34 0.26 0.15 0.61 0.55 0.54 0.52 0.57 0.17 0.11 0.05 0.78 0.34 0.23 0.11 0.68 n/a n/a n/a
0.65 0.65 0.61 0.57 0.69 0.37 0.28 0.16 0.63 0.56 0.55 0.53 0.71 0.22 0.14 0.07 0.91 0.37 0.29 0.13 0.73 n/a n/a n/a
0.67 0.67 0.63 0.58 0.75 0.41 0.30 0.18 0.65 0.57 0.55 0.53 0.87 0.27 0.17 0.08 1.00 0.41 0.34 0.16 0.78 n/a n/a n/a
0.69 0.69 0.64 0.59 0.81 0.44 0.32 0.19 0.67 0.58 0.56 0.54 1.00 0.32 0.21 0.10
0.44 0.36 0.19 0.83 n/a n/a n/a
0.71 0.71 0.66 0.59 0.86 0.47 0.35 0.20 0.69 0.59 0.56 0.54
0.37 0.24 0.11
0.47 0.38 0.22 0.87 0.59 n/a n/a
0.71 0.71 0.66 0.60 0.87 0.47 0.35 0.20 0.69 0.59 0.57 0.54
0.38 0.24 0.11
0.47 0.38 0.23 0.87 0.59 n/a n/a
0.73 0.73 0.67 0.60 0.93 0.51 0.37 0.22 0.71 0.60 0.57 0.54
0.43 0.28 0.13
0.51 0.41 0.26 0.91 0.62 n/a n/a
0.75 0.75 0.69 0.61 1.00 0.54 0.40 0.23 0.73 0.60 0.58 0.55
0.49 0.32 0.15
0.54 0.43 0.30 0.95 0.65 n/a n/a
0.57 0.42 0.24 0.74 0.61 0.58 0.55
0.52 0.34 0.16
0.57 0.44 0.32 0.97 0.66 0.57 n/a
0.76 0.76 0.70 0.62
0.79 0.79 0.72 0.63
0.63 0.47 0.27 0.77 0.62 0.59 0.55
0.62 0.40 0.19
0.63 0.48 0.34 1.00 0.70 0.60 n/a
0.83 0.83 0.75 0.65
0.73 0.53 0.31 0.80 0.64 0.60 0.56
0.76 0.49 0.23
0.73 0.53 0.36
0.75 0.65 n/a
0.88 0.88 0.79 0.67
0.82 0.60 0.35 0.84 0.66 0.62 0.57
0.91 0.59 0.27
0.82 0.60 0.39
0.79 0.68 n/a
0.91 0.91 0.81 0.69
0.88 0.65 0.38 0.87 0.67 0.63 0.58
1.00 0.66 0.31
0.88 0.65 0.41
0.82 0.71 0.55
0.92 0.92 0.82 0.69
0.91 0.67 0.39 0.88 0.67 0.63 0.58
0.69 0.32
0.91 0.67 0.42
0.83 0.72 0.56
0.96 0.96 0.85 0.71
1.00 0.73 0.43 0.92 0.69 0.64 0.59
0.80 0.37
1.00 0.73 0.45
0.87 0.76 0.59
1.00 1.00 0.88 0.73
1.00 0.80 0.47 0.96 0.71 0.66 0.59
0.91 0.42
0.80 0.48
0.91 0.79 0.61
0.91 0.75
0.87 0.51 0.99 0.73 0.67 0.60
1.00 0.48
0.87 0.51
0.95 0.82 0.64
0.94 0.77
0.93 0.55 1.00 0.74 0.68 0.61
0.53
0.93 0.55
0.99 0.85 0.66
0.98 0.79
1.00 0.59
0.76 0.70 0.62
0.59
1.00 0.59
1.00 0.88 0.68
1.00 0.84
0.70
0.81 0.73 0.64
0.77
0.70
0.97 0.75
0.96
0.94
0.92 0.81 0.69
1.00
0.94
1.00 0.87
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Table 61 — Load Adjustment Factors for 7/8-in. Diameter Fractional Threaded Rods in Cracked Concrete 1,2
7/8 in
Cracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-3/4 (44)
4-3/8 (111)
5
(127)
5-1/2 (140)
6
(152)
7
(178)
8
(203)
9
(229)
9-7/8 (251)
10
(254)
11
(279)
12
(305)
12-1/2 (318)
14
(356)
16
(406)
18
(457)
19-1/2 (495)
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48 (1219)
1
2
3
4
Edge Distance in Shear
Conc. Thickness
┴
⃦
Factor in Shear4
Toward Edge
To Edge
fHV
fRV
fRV
3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2
(89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445)
n/a n/a n/a n/a 0.43 0.43 0.41 0.38 n/a n/a n/a n/a 0.09 0.03 0.02 0.01 0.18 0.06 0.04 0.02 n/a n/a n/a n/a
0.59 0.59 0.57 0.54 0.55 0.55 0.50 0.44 0.58 0.54 0.53 0.52 0.36 0.11 0.08 0.05 0.71 0.22 0.16 0.10 n/a n/a n/a n/a
0.60 0.60 0.58 0.55 0.58 0.58 0.52 0.45 0.60 0.54 0.54 0.53 0.43 0.13 0.10 0.06 0.87 0.27 0.19 0.12 n/a n/a n/a n/a
0.61 0.61 0.59 0.55 0.61 0.61 0.54 0.46 0.61 0.55 0.54 0.53 0.50 0.15 0.11 0.07 1.00 0.31 0.22 0.13 0.65 n/a n/a n/a
0.63 0.63 0.60 0.56 0.64 0.64 0.56 0.47 0.61 0.55 0.54 0.53 0.57 0.18 0.13 0.08
0.35 0.25 0.15 0.68 n/a n/a n/a
0.65 0.65 0.61 0.57 0.69 0.69 0.60 0.49 0.63 0.56 0.55 0.54 0.72 0.22 0.16 0.10
0.44 0.32 0.19 0.73 n/a n/a n/a
0.67 0.67 0.63 0.58 0.75 0.75 0.64 0.52 0.65 0.57 0.56 0.54 0.88 0.27 0.20 0.12
0.54 0.39 0.24 0.78 n/a n/a n/a
0.69 0.69 0.64 0.59 0.81 0.81 0.68 0.54 0.67 0.58 0.56 0.55 1.00 0.32 0.23 0.14
0.65 0.47 0.28 0.83 n/a n/a n/a
0.71 0.71 0.66 0.59 0.86 0.86 0.72 0.56 0.69 0.59 0.57 0.55
0.37 0.27 0.16
0.74 0.54 0.32 0.87 0.59 n/a n/a
0.71 0.71 0.66 0.60 0.87 0.87 0.73 0.56 0.69 0.59 0.57 0.55
0.38 0.27 0.16
0.76 0.55 0.33 0.87 0.59 n/a n/a
0.73 0.73 0.67 0.60 0.93 0.93 0.77 0.59 0.71 0.60 0.58 0.56
0.44 0.32 0.19
0.87 0.63 0.38 0.92 0.62 n/a n/a
0.75 0.75 0.69 0.61 1.00 1.00 0.82 0.61 0.73 0.60 0.58 0.56
0.50 0.36 0.22
1.00 0.72 0.43 0.96 0.65 n/a n/a
0.53 0.38 0.23
1.00 0.77 0.46 0.98 0.66 0.59 n/a
0.76 0.76 0.70 0.62
0.84 0.62 0.74 0.61 0.59 0.56
0.79 0.79 0.72 0.63
0.91 0.66 0.77 0.62 0.60 0.57
0.63 0.45 0.27
0.91 0.54 1.00 0.70 0.63 n/a
0.83 0.83 0.75 0.65
1.00 0.71 0.81 0.64 0.61 0.58
0.77 0.55 0.33
1.00 0.67
0.75 0.67 n/a
0.88 0.88 0.79 0.67
0.76 0.84 0.66 0.63 0.59
0.91 0.66 0.40
0.76
0.79 0.71 n/a
0.91 0.91 0.81 0.69
0.80 0.87 0.67 0.64 0.60
1.00 0.75 0.45
0.80
0.82 0.74 0.62
0.92 0.92 0.82 0.69
0.82 0.88 0.67 0.64 0.60
0.77 0.46
0.82
0.84 0.75 0.63
0.96 0.96 0.85 0.71
0.87 0.92 0.69 0.65 0.61
0.89 0.54
0.87
0.88 0.79 0.66
1.00 1.00 0.88 0.73
0.93 0.96 0.71 0.67 0.62
1.00 0.61
0.93
0.92 0.82 0.69
0.91 0.75
0.99 1.00 0.73 0.68 0.63
0.69
0.99
0.95 0.86 0.72
0.94 0.77
1.00 1.00 0.74 0.70 0.64
0.77
1.00
0.99 0.89 0.75
0.98 0.79
0.76 0.71 0.65
0.85
1.00 0.92 0.77
1.00 0.84
0.81 0.75 0.68
1.00
1.00 0.85
0.96
0.92 0.84 0.74
0.98
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d ≤ s ≤ 16-in. and to 0.5 Tmax for s > 16-in.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
48
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 62 — Load Adjustment Factors for 1-in. Diameter Fractional Threaded Rods in Uncracked Concrete 1,2
1 in
Uncracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-3/4 (44)
5
(127)
6
(152)
6-1/4 (159)
7
(178)
8
(203)
9
(229)
10
(254)
11
(279)
11-1/4 (286)
12
(305)
13
(330)
14
(356)
14-1/4 (362)
16
(406)
18
(457)
20
(508)
22
(559)
22-1/4 (565)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48 (1219)
Spacing Factor in
Tension
fAN
4
(102)
n/a
0.59
0.61
0.61
0.63
0.65
0.66
0.68
0.70
0.71
0.72
0.74
0.76
0.76
0.79
0.83
0.86
0.90
0.91
0.94
0.97
1.00
9
(229)
n/a
0.59
0.61
0.61
0.63
0.65
0.66
0.68
0.70
0.71
0.72
0.74
0.76
0.76
0.79
0.83
0.86
0.90
0.91
0.94
0.97
1.00
12
(305)
n/a
0.57
0.58
0.59
0.60
0.61
0.63
0.64
0.65
0.66
0.67
0.68
0.69
0.70
0.72
0.75
0.78
0.81
0.81
0.83
0.86
0.89
0.92
1.00
20
(508)
n/a
0.54
0.55
0.55
0.56
0.57
0.58
0.58
0.59
0.59
0.60
0.61
0.62
0.62
0.63
0.65
0.67
0.68
0.69
0.70
0.72
0.73
0.75
0.80
0.90
Edge Distance Factor
in Tension
fRN
4
(102)
0.36
0.55
0.60
0.61
0.64
0.69
0.74
0.79
0.85
0.86
0.90
0.96
1.00
9
(229)
0.22
0.30
0.32
0.33
0.35
0.38
0.40
0.43
0.46
0.47
0.49
0.52
0.56
0.57
0.64
0.72
0.80
0.87
0.88
0.95
1.00
12
(305)
0.17
0.22
0.24
0.24
0.26
0.28
0.30
0.32
0.34
0.34
0.36
0.38
0.41
0.42
0.47
0.52
0.58
0.64
0.65
0.70
0.76
0.82
0.87
1.00
20
(508)
0.10
0.13
0.14
0.14
0.15
0.16
0.17
0.19
0.20
0.20
0.21
0.22
0.24
0.24
0.27
0.31
0.34
0.38
0.38
0.41
0.44
0.48
0.51
0.62
0.82
Spacing Factor in
Shear3
fAV
4
(102)
n/a
0.59
0.60
0.61
0.62
0.64
0.65
0.67
0.69
0.69
0.70
0.72
0.74
0.74
0.77
0.81
0.84
0.88
0.88
0.91
0.94
0.98
1.00
9
(229)
n/a
0.54
0.55
0.55
0.55
0.56
0.57
0.58
0.58
0.59
0.59
0.60
0.61
0.61
0.62
0.64
0.65
0.67
0.67
0.68
0.70
0.71
0.73
0.77
0.86
12
(305)
n/a
0.53
0.53
0.54
0.54
0.55
0.55
0.56
0.56
0.56
0.57
0.57
0.58
0.58
0.59
0.60
0.61
0.63
0.63
0.64
0.65
0.66
0.67
0.70
0.77
20
(508)
n/a
0.52
0.52
0.52
0.52
0.53
0.53
0.53
0.54
0.54
0.54
0.54
0.55
0.55
0.55
0.56
0.57
0.58
0.58
0.58
0.59
0.60
0.60
0.62
0.66
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
4
9
12
20
4
9
12
(102) (229) (305) (508) (102) (229) (305)
0.08 0.02 0.01 0.01 0.15 0.05 0.03
0.37 0.11 0.07 0.03 0.61 0.22 0.14
0.48 0.14 0.09 0.04 0.70 0.29 0.19
0.51 0.15 0.10 0.05 0.73 0.30 0.20
0.61 0.18 0.12 0.05 0.82 0.35 0.23
0.74 0.22 0.14 0.07 0.93 0.38 0.29
0.89 0.26 0.17 0.08 1.00 0.40 0.33
1.00 0.31 0.20 0.09
0.43 0.35
0.35 0.23 0.11
0.46 0.37
0.37 0.24 0.11
0.47 0.38
0.40 0.26 0.12
0.49 0.39
0.46 0.30 0.14
0.52 0.41
0.51 0.33 0.15
0.56 0.44
0.52 0.34 0.16
0.57 0.44
0.62 0.40 0.19
0.64 0.48
0.74 0.48 0.22
0.72 0.52
0.87 0.56 0.26
0.80 0.58
1.00 0.65 0.30
0.87 0.64
0.66 0.31
0.88 0.65
0.74 0.35
0.95 0.70
0.84 0.39
1.00 0.76
0.94 0.43
0.82
1.00 0.48
0.87
0.63
1.00
0.98
Conc. Thickness
Factor in Shear4
fHV
20
(508)
0.01
0.07
0.09
0.09
0.11
0.13
0.16
0.19
0.21
0.22
0.24
0.28
0.31
0.32
0.34
0.36
0.38
0.41
0.41
0.43
0.46
0.49
0.51
0.62
0.82
4
(102)
n/a
n/a
n/a
0.65
0.69
0.74
0.78
0.83
0.87
0.88
0.91
0.94
0.98
0.99
1.00
9
(229)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.58
0.60
0.63
0.65
0.66
0.70
0.74
0.78
0.82
0.82
0.85
0.89
0.92
0.95
1.00
12
(305)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.57
0.60
0.64
0.67
0.71
0.71
0.74
0.77
0.80
0.83
0.91
1.00
20
(508)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.55
0.57
0.60
0.62
0.64
0.70
0.81
Table 63 — Load Adjustment Factors for 1-in. Diameter Fractional Threaded Rods in Cracked Concrete 1,2
1 in
Cracked
Concrete
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
1-3/4 (44)
5
(127)
6
(152)
6-1/4 (159)
7
(178)
8
(203)
9
(229)
10
(254)
11
(279)
11-1/4 (286)
12
(305)
13
(330)
14
(356)
14-1/4 (362)
16
(406)
18
(457)
20
(508)
22
(559)
22-1/4 (565)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48 (1219)
1
2
3
4
Spacing Factor in
Tension
fAN
4
(102)
n/a
0.59
0.61
0.61
0.63
0.65
0.66
0.68
0.70
0.71
0.72
0.74
0.76
0.76
0.79
0.83
0.86
0.90
0.91
0.94
0.97
1.00
9
(229)
n/a
0.59
0.61
0.61
0.63
0.65
0.66
0.68
0.70
0.71
0.72
0.74
0.76
0.76
0.79
0.83
0.86
0.90
0.91
0.94
0.97
1.00
12
(305)
n/a
0.57
0.58
0.59
0.60
0.61
0.63
0.64
0.65
0.66
0.67
0.68
0.69
0.70
0.72
0.75
0.78
0.81
0.81
0.83
0.86
0.89
0.92
1.00
20
(508)
n/a
0.54
0.55
0.55
0.56
0.57
0.58
0.58
0.59
0.59
0.60
0.61
0.62
0.62
0.63
0.65
0.67
0.68
0.69
0.70
0.72
0.73
0.75
0.80
0.90
Edge Distance Factor
in Tension
fRN
4
(102)
0.42
0.55
0.60
0.61
0.64
0.69
0.74
0.79
0.85
0.86
0.90
0.96
1.00
9
(229)
0.42
0.55
0.60
0.61
0.64
0.69
0.74
0.79
0.85
0.86
0.90
0.96
1.00
12
(305)
0.40
0.50
0.53
0.54
0.57
0.60
0.64
0.67
0.71
0.72
0.75
0.79
0.83
0.84
0.91
1.00
20
(508)
0.38
0.44
0.46
0.46
0.47
0.49
0.51
0.53
0.55
0.56
0.57
0.59
0.62
0.62
0.66
0.70
0.75
0.80
0.80
0.85
0.90
0.95
1.00
Spacing Factor in
Shear3
fAV
4
(102)
n/a
0.59
0.60
0.61
0.62
0.64
0.65
0.67
0.69
0.69
0.71
0.72
0.74
0.74
0.77
0.81
0.84
0.88
0.88
0.91
0.95
0.98
1.00
9
(229)
n/a
0.54
0.55
0.55
0.55
0.56
0.57
0.58
0.58
0.59
0.59
0.60
0.61
0.61
0.62
0.64
0.65
0.67
0.67
0.68
0.70
0.71
0.73
0.77
0.87
12
(305)
n/a
0.53
0.54
0.54
0.54
0.55
0.55
0.56
0.56
0.57
0.57
0.58
0.58
0.58
0.59
0.61
0.62
0.63
0.63
0.64
0.65
0.66
0.68
0.71
0.78
20
(508)
n/a
0.52
0.53
0.53
0.53
0.53
0.54
0.54
0.55
0.55
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59
0.59
0.60
0.61
0.62
0.63
0.65
0.70
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
4
9
12
20
4
9
12
(102) (229) (305) (508) (102) (229) (305)
0.08 0.02 0.02 0.01 0.15 0.05 0.03
0.37 0.11 0.07 0.04 0.74 0.22 0.15
0.49 0.14 0.10 0.06 0.97 0.29 0.19
0.52 0.15 0.10 0.06 1.00 0.31 0.21
0.61 0.18 0.12 0.07
0.36 0.24
0.75 0.22 0.15 0.09
0.44 0.30
0.89 0.26 0.18 0.11
0.53 0.36
1.00 0.31 0.21 0.13
0.62 0.42
0.36 0.24 0.14
0.72 0.48
0.37 0.25 0.15
0.74 0.50
0.41 0.27 0.16
0.82 0.55
0.46 0.31 0.19
0.92 0.62
0.51 0.35 0.21
1.00 0.69
0.53 0.36 0.21
0.71
0.63 0.42 0.25
0.85
0.75 0.50 0.30
1.00
0.88 0.59 0.35
1.00 0.68 0.41
0.69 0.42
0.78 0.47
0.88 0.53
0.98 0.59
1.00 0.65
0.86
1.00
Conc. Thickness
Factor in Shear4
fHV
20
(508)
0.02
0.09
0.12
0.12
0.15
0.18
0.21
0.25
0.29
0.30
0.33
0.37
0.42
0.43
0.51
0.61
0.71
0.80
0.80
0.85
0.90
0.95
1.00
4
(102)
n/a
n/a
n/a
0.66
0.69
0.74
0.79
0.83
0.87
0.88
0.91
0.95
0.98
0.99
1.00
9
(229)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.59
0.61
0.63
0.65
0.66
0.70
0.74
0.78
0.82
0.82
0.86
0.89
0.92
0.96
1.00
12
(305)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.58
0.61
0.65
0.69
0.72
0.72
0.75
0.78
0.81
0.84
0.92
1.00
20
(508)
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.61
0.63
0.66
0.68
0.71
0.78
0.90
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d ≤ s ≤ 16-in. and to 0.5 Tmax for s > 16-in.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
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 200 Technical Supplement 04/13
49
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 64 — Load Adjustment Factors for 1-1/4-in. Diameter Fractional Threaded Rods in Uncracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
1-1/4 in
Uncracked Concrete
Embedment hef
in (mm)
1-3/4
(44)
6-1/4
(159)
7
(178)
8
(203)
9
(229)
10
(254)
11
(279)
12
(305)
13
(330)
14
(356)
14-1/4
(362)
15
(381)
16
(406)
17
(432)
18
(457)
20
(508)
22
(559)
24
(610)
26
(660)
28
(711)
30
(762)
36
(914)
>48
(1219)
Spacing Factor in
Tension
fAN
5 11-1/4 15
(127) (286) (381)
n/a n/a n/a
0.59 0.59 0.57
0.60 0.60 0.58
0.62 0.62 0.59
0.63 0.63 0.60
0.65 0.65 0.61
0.66 0.66 0.62
0.68 0.68 0.63
0.69 0.69 0.64
0.70 0.70 0.66
0.71 0.71 0.66
0.72 0.72 0.67
0.73 0.73 0.68
0.75 0.75 0.69
0.76 0.76 0.70
0.79 0.79 0.72
0.82 0.82 0.74
0.85 0.85 0.77
0.88 0.88 0.79
0.91 0.91 0.81
0.94 0.94 0.83
1.00 1.00 0.90
1.00
25
(635)
n/a
0.54
0.55
0.55
0.56
0.57
0.57
0.58
0.59
0.59
0.60
0.60
0.61
0.61
0.62
0.63
0.65
0.66
0.67
0.69
0.70
0.74
0.82
Edge Distance Factor
in Tension
fRN
5 11-1/4 15
(127) (286) (381)
0.35 0.23 0.16
0.55 0.31 0.22
0.58 0.33 0.23
0.62 0.35 0.25
0.65 0.37 0.26
0.69 0.39 0.28
0.73 0.41 0.29
0.77 0.44 0.31
0.82 0.46 0.33
0.86 0.49 0.34
0.87 0.49 0.35
0.90 0.51 0.36
0.95 0.54 0.38
0.99 0.56 0.40
1.00 0.60 0.42
0.66 0.47
0.73 0.51
0.80 0.56
0.86 0.61
0.93 0.65
1.00 0.70
1.00 0.84
1.00
25
(635)
0.09
0.13
0.14
0.14
0.15
0.16
0.17
0.18
0.19
0.20
0.20
0.21
0.22
0.23
0.25
0.27
0.30
0.33
0.36
0.38
0.41
0.49
0.66
Spacing Factor in
Shear3
fAV
5 11-1/4 15
(127) (286) (381)
n/a n/a n/a
0.59 0.54 0.53
0.60 0.54 0.53
0.61 0.55 0.54
0.62 0.55 0.54
0.64 0.56 0.55
0.65 0.57 0.55
0.66 0.57 0.55
0.68 0.58 0.56
0.69 0.59 0.56
0.69 0.59 0.56
0.70 0.59 0.57
0.72 0.60 0.57
0.73 0.60 0.58
0.75 0.61 0.58
0.77 0.62 0.59
0.80 0.63 0.60
0.83 0.65 0.61
0.86 0.66 0.62
0.88 0.67 0.63
0.91 0.68 0.64
0.99 0.72 0.66
1.00 0.79 0.72
25
(635)
n/a
0.52
0.52
0.52
0.52
0.53
0.53
0.53
0.54
0.54
0.54
0.54
0.54
0.55
0.55
0.55
0.56
0.57
0.57
0.58
0.58
0.60
0.63
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
5 11-1/4 15 25
5 11-1/4 15
(127) (286) (381) (635) (127) (286) (381)
0.05 0.02 0.01 0.01 0.11 0.03 0.02
0.37 0.11 0.07 0.03 0.63 0.22 0.14
0.43 0.13 0.08 0.04 0.69 0.26 0.17
0.53 0.16 0.10 0.05 0.78 0.31 0.20
0.63 0.19 0.12 0.06 0.87 0.37 0.24
0.74 0.22 0.14 0.07 0.97 0.39 0.29
0.86 0.25 0.16 0.08 1.00 0.41 0.33
0.98 0.29 0.19 0.09
0.44 0.35
1.00 0.33 0.21 0.10
0.46 0.36
0.36 0.24 0.11
0.49 0.38
0.37 0.24 0.11
0.49 0.38
0.40 0.26 0.12
0.51 0.39
0.45 0.29 0.13
0.54 0.41
0.49 0.32 0.15
0.56 0.43
0.53 0.35 0.16
0.60 0.44
0.62 0.40 0.19
0.66 0.48
0.72 0.47 0.22
0.73 0.51
0.82 0.53 0.25
0.80 0.56
0.92 0.60 0.28
0.86 0.61
1.00 0.67 0.31
0.93 0.65
0.74 0.35
1.00 0.70
0.98 0.45
1.00 0.84
1.00 0.70
1.00
Conc. Thickness
Factor in Shear4
fHV
25
(635)
0.02
0.07
0.08
0.10
0.11
0.13
0.15
0.17
0.20
0.22
0.23
0.24
0.27
0.29
0.32
0.34
0.36
0.37
0.39
0.41
0.43
0.50
0.66
5 11-1/4 11-1/4 25
(127) (286) (286) (635)
n/a n/a n/a n/a
n/a n/a n/a n/a
n/a n/a n/a n/a
0.66 n/a n/a n/a
0.70 n/a n/a n/a
0.74 n/a n/a n/a
0.78 n/a n/a n/a
0.81 n/a n/a n/a
0.84 n/a n/a n/a
0.87 0.58 n/a n/a
0.88 0.59 n/a n/a
0.91 0.60 n/a n/a
0.94 0.62 n/a n/a
0.96 0.64 n/a n/a
0.99 0.66 0.57 n/a
1.00 0.70 0.60 n/a
0.73 0.63 n/a
0.76 0.66 n/a
0.79 0.69 n/a
0.82 0.71 0.55
0.85 0.74 0.57
0.94 0.81 0.63
1.00 0.94 0.72
Table 65 — Load Adjustment Factors for 1-1/4-in. Diameter Fractional Threaded Rods in Cracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
1-1/4 in
Cracked Concrete
1
2
3
4
Spacing Factor in
Tension
fAN
Edge Distance Factor
in Tension
fRN
Spacing Factor in
Shear3
fAV
Embedment hef
5 11-1/4 15 25
5 11-1/4 15 25
5 11-1/4 15 25
(127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635)
in (mm)
1-3/4
(44)
n/a n/a n/a n/a 0.40 0.40 0.39 0.37 n/a n/a n/a n/a
6-1/4
(159) 0.59 0.59 0.57 0.54 0.55 0.55 0.50 0.44 0.59 0.54 0.53 0.52
7
(178) 0.60 0.60 0.58 0.55 0.58 0.58 0.52 0.45 0.60 0.54 0.53 0.52
8
(203) 0.62 0.62 0.59 0.55 0.62 0.62 0.55 0.46 0.61 0.55 0.54 0.52
9
(229) 0.63 0.63 0.60 0.56 0.65 0.65 0.57 0.48 0.62 0.55 0.54 0.53
10
(254) 0.65 0.65 0.61 0.57 0.69 0.69 0.60 0.49 0.64 0.56 0.55 0.53
11
(279) 0.66 0.66 0.62 0.57 0.73 0.73 0.63 0.51 0.65 0.57 0.55 0.53
12
(305) 0.68 0.68 0.63 0.58 0.77 0.77 0.66 0.53 0.66 0.57 0.55 0.54
13
(330) 0.69 0.69 0.64 0.59 0.82 0.82 0.69 0.54 0.68 0.58 0.56 0.54
14
(356) 0.70 0.70 0.66 0.59 0.86 0.86 0.72 0.56 0.69 0.59 0.56 0.54
14-1/4
(362) 0.71 0.71 0.66 0.60 0.87 0.87 0.73 0.56 0.70 0.59 0.57 0.54
15
(381) 0.72 0.72 0.67 0.60 0.90 0.90 0.75 0.57 0.71 0.59 0.57 0.55
16
(406) 0.73 0.73 0.68 0.61 0.95 0.95 0.78 0.59 0.72 0.60 0.57 0.55
17
(432) 0.75 0.75 0.69 0.61 0.99 0.99 0.81 0.61 0.73 0.60 0.58 0.55
18
(457) 0.76 0.76 0.70 0.62 1.00 1.00 0.85 0.62 0.75 0.61 0.58 0.56
20
(508) 0.79 0.79 0.72 0.63
0.91 0.66 0.77 0.62 0.59 0.56
22
(559) 0.82 0.82 0.74 0.65
0.98 0.69 0.80 0.63 0.60 0.57
24
(610) 0.85 0.85 0.77 0.66
1.00 0.73 0.83 0.65 0.61 0.57
26
(660) 0.88 0.88 0.79 0.67
0.77 0.86 0.66 0.62 0.58
28
(711) 0.91 0.91 0.81 0.69
0.81 0.88 0.67 0.63 0.59
30
(762) 0.94 0.94 0.83 0.70
0.85 0.91 0.68 0.64 0.59
36
(914) 1.00 1.00 0.90 0.74
0.97 0.99 0.72 0.66 0.61
>48
(1219)
1.00 0.82
1.00 1.00 0.79 0.72 0.65
Edge Distance in Shear
┴
⃦
Toward Edge
To Edge
fRV
fRV
5 11-1/4 15 25
5 11-1/4 15
(127) (286) (381) (635) (127) (286) (381)
0.05 0.02 0.01 0.01 0.11 0.03 0.02
0.37 0.11 0.07 0.04 0.74 0.22 0.14
0.44 0.13 0.08 0.05 0.88 0.26 0.17
0.54 0.16 0.10 0.06 1.00 0.32 0.21
0.64 0.19 0.12 0.07
0.38 0.25
0.75 0.22 0.14 0.08
0.44 0.29
0.86 0.26 0.17 0.09
0.51 0.33
0.98 0.29 0.19 0.10
0.58 0.38
1.00 0.33 0.21 0.12
0.66 0.43
0.37 0.24 0.13
0.73 0.48
0.38 0.25 0.14
0.75 0.49
0.41 0.26 0.15
0.82 0.53
0.45 0.29 0.16
0.90 0.58
0.49 0.32 0.18
0.98 0.64
0.54 0.35 0.19
1.00 0.70
0.63 0.41 0.23
0.82
0.72 0.47 0.26
0.94
0.82 0.54 0.30
1.00
0.93 0.60 0.33
1.00 0.68 0.37
0.75 0.41
0.98 0.54
1.00 0.84
Conc. Thickness
Factor in Shear4
fHV
25
(635)
0.01
0.08
0.09
0.11
0.14
0.16
0.18
0.21
0.24
0.26
0.27
0.29
0.32
0.35
0.38
0.45
0.52
0.59
0.67
0.75
0.83
0.97
1.00
5 11-1/4 11-1/4 25
(127) (286) (286) (635)
n/a n/a n/a n/a
n/a n/a n/a n/a
n/a n/a n/a n/a
0.66 n/a n/a n/a
0.70 n/a n/a n/a
0.74 n/a n/a n/a
0.78 n/a n/a n/a
0.81 n/a n/a n/a
0.85 n/a n/a n/a
0.88 0.58 n/a n/a
0.89 0.59 n/a n/a
0.91 0.61 n/a n/a
0.94 0.63 n/a n/a
0.97 0.64 n/a n/a
0.99 0.66 0.57 n/a
1.00 0.70 0.61 n/a
0.73 0.63 n/a
0.77 0.66 n/a
0.80 0.69 n/a
0.83 0.72 0.59
0.86 0.74 0.61
0.94 0.81 0.67
1.00 0.94 0.77
Linear interpolation not permitted
Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d ≤ s ≤ 16-in. and to 0.5 Tmax for s > 16-in.
Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
50
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
2.4.13 Hilti HIT-HY 200 Adhesive
with Hilti HIS-N and
HIS-RN Internally
Threaded Insert
Uncracked
Concrete
Dry
Concrete
Cracked
Concrete
Water Saturated
Concrete
Hammer Drilling with Carbide
Tipped Drill Bit
Permissible
Drilling
Method
Permissible
Concrete
Conditions
Hilti HIS-N and HIS-RN Internally Threaded Insert Installation Conditions
Hilti TE-CD or TE-YD Hollow
Drill Bit
Hilti HIS-N and HIS-RN Installation Specifications
Minimum
Internal
Maximum
Insert
Base
Drill
Embedment
Bolt
Nominal
Installation
External
Material
Bit Diameter
Depth
Embedment
Rod
Torque
Diameter
Thickness
Diameter
ød
in (mm)
øD
in (mm)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
0.65
(16.5)
0.81
(20.5)
1.00
(25.4)
1.09
(27.6)
ød0
in
11/16
7/8
1-1/8
1-1/4
hef
in (mm)
4-3/8
(110)
5
(125)
6-3/4
(170)
8-1/8
(205)
hs
in
3/8 – 15/16
1/2 – 1-3/16
5/8 – 1-1/2
3/4 – 1-7/8
Tmax
ft-lb (Nm)
hmin
in (mm)
15
(20)
30
(41)
60
(81)
100
(136)
5.9
(150)
6.7
(170)
9.1
(230)
10.6
(270)
min
max
Mechanical Properties
Hilti HIS-N and HIS-RN Internally Threaded Insert Material Specifications
Min. futa
fya
ksi
(MPa)
ksi
(MPa)
HIS-N Insert (3/8-in) 11MnPb30+C Carbon Steel conforming to DIN 10277-3
59.5
(410)
71.1
(490)
HIS-N Insert (1/2-in to 3/4-in) 11MnPb30+C Carbon Steel conforming to DIN 10277-3
54.4
(375)
66.7
(460)
HIS-RN Insert X5CrNiMo17122 K700 Stainless Steel conforming to DIN EN 10088-3
50.8
(350)
101.5
(700)
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 200 Technical Supplement 04/13
51
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 66 — H
ilti HIT-HY 200 Adhesive Design Strength (Factored Resistance) with Concrete / Bond Failure for Hilti
HIS-N and HIS-RN Internally Threaded Inserts in Uncracked Concrete 1,2,3,4,5,6,7,8
Tension — ФNn or Nr
Shear — ФVn or Vr
Anchor
Diameter
in. (mm)
Effective
Embedment
Depth
in. (mm)
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)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
4-3/8
(111)
5
(127)
6-3/4
(171)
8-1/8
(206)
7,140
(31.8)
8,720
(38.8)
13,680
(60.9)
18,065
(80.4)
7,820
(34.8)
9,555
(42.5)
14,985
(66.7)
19,790
(88.0)
9,030
(40.2)
11,030
(49.1)
17,305
(77.0)
22,850
(101.6)
11,060
(49.2)
13,510
(60.1)
21,190
(94.3)
27,985
(124.5)
15,375
(68.4)
18,785
(83.6)
29,460
(131.0)
38,910
(173.1)
16,840
(74.9)
20,575
(91.5)
32,275
(143.6)
42,620
(189.6)
19,445
(86.5)
23,760
(105.7)
37,265
(165.8)
49,215
(218.9)
23,815
(105.9)
29,100
(129.4)
45,645
(203.0)
60,275
(268.1)
Table 67 — H
ilti HIT-HY 200 Adhesive Design Strength (Factored Resistance) with Concrete / Bond Failure for Hilti
HIS-N and HIS-RN Internally Threaded Inserts in Cracked Concrete 1,2,3,4,5,6,7,8,9
1
2
3
4
5
6
7
8
9
Tension — ФNn or Nr
Shear — ФVn or Vr
Anchor
Diameter
in. (mm)
Effective
Embedment
Depth
in. (mm)
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)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
4-3/8
(111)
5
(127)
6-3/4
(171)
8-1/8
(206)
5,055
(22.5)
6,175
(27.5)
9,690
(43.1)
12,795
(56.9)
5,540
(24.6)
6,765
(30.1)
10,615
(47.2)
14,015
(62.3)
6,145
(27.3)
7,815
(34.8)
12,255
(54.5)
16,185
(72.0)
6,510
(29.0)
9,335
(41.5)
13,210
(58.8)
17,385
(77.3)
10,890
(48.4)
13,305
(59.2)
20,870
(92.8)
27,560
(122.6)
11,930
(53.1)
14,575
(64.8)
22,860
(101.7)
30,190
(134.3)
13,235
(58.9)
16,830
(74.9)
26,395
(117.4)
34,860
(155.1)
14,025
(62.4)
20,110
(89.5)
28,450
(126.6)
37,450
(166.6)
See Section 2.4 for explanation on development of load values.
See Section 2.4.6 to convert design strength (factored resistance) value to ASD value.
Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
Apply spacing, edge distance, and concrete thickness factors in tables 69 - 70 as necessary. Compare to the steel values in table 68.
The lesser of the values is to be used for the design.
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 0.80.
For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.70.
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.
Tabular values are for dry concrete conditions. For water saturated concrete multiply design strength (factored resistance) by 0.85.
Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.8.
Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values by αseis = 0.60.
See section 2.4.7 for additional information on seismic applications.
Table 68 — Steel Design Strength (Factored Resistance) for Steel Bolt / Cap Screw for Hilti HIS-N and HIS-RN Internally
Threaded Inserts 3,7
Internal
Thread
Diameter
in. (mm)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
1
2
3
2
5
6
7
ACI 318 Appendix D Based Design
ASTM A 193 Grade B8M
ASTM A 193 B7
Stainless Steel
Tensile1
Tensile1
Shear2
Shear2
αseis,V7
αseis,V7
ϕNsa
ϕVsa
ϕNsa
ϕVsa
lb (kN)
lb (kN)
lb (kN)
lb (kN)
CSA A23.3 Annex D Based Design
ASTM A 193 Grade B8M
ASTM A 193 B7
Stainless Steel
Tensile3
Tensile3
Shear4
Shear4
αseis,V7
αseis,V7
Nsr
Vsr
Nsr
Vsr
lb (kN)
lb (kN)
lb (kN)
lb (kN)
6,300
(28.0)
11,530
(51.3)
18,365
(81.7)
27,180
(120.9)
5,765
(25.6)
10,555
(47.0)
16,810
(74.8)
24,880
(110.7)
3,490
(15.5)
6,385
(28.4)
10,170
(45.2)
15,055
(67.0)
0.7
0.7
0.7
0.7
5,540
(24.6)
10,145
(45.1)
16,160
(71.9)
23,915
(106.4)
3,070
(13.7)
5,620
(25.0)
8,950
(39.8)
13,245
(58.9)
0.7
0.7
0.7
0.7
3,215
(14.3)
5,880
(26.2)
9,365
(41.7)
13,860
(61.7)
0.7
0.7
0.7
0.7
5,070
(22.6)
9,290
(41.3)
14,790
(65.8)
21,895
(97.4)
2,825
(12.6)
5,175
(23.0)
8,240
(36.7)
12,195
(54.2)
0.7
0.7
0.7
0.7
Tensile = ϕ Ase,N futa as noted in ACI 318 Appendix D.
Shear = ϕ 0.60 Ase,N futa as noted in ACI 318 Appendix D
Tensile = Ase ϕs fut R as noted in CSA A23.3 Annex D
Shear = Ase ϕs 0.60 fut R as noted in CSA A23.3 Annex D
See Section 2.4.6 to convert design strength (factored resistance) value to ASD value.
Reduction factor for seismic shear only. See Section 2.4.7 for additional information on seismic applications.
Steel bolt / cap screw for Hilti HIS-N and HIS-RN inserts are considered brittle steel elements.
52
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 200 Technical Supplement 04/13
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
Table 69 — Load Adjustment Factors for Hilti HIS-N and HIS-RN Internally Threaded Inserts in Uncracked Concrete 1
HIS-N and HIS-RN
All Diameters
Uncracked
Concrete
Internal Diameter
in (mm)
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
3-1/4
4
5
5-1/2
(83)
Spacing Factor in
Tension
fAN
3/8
1/2
5/8
3/4
Edge Distance Factor
in Tension
fRN
3/8
1/2
5/8
3/4
Edge Distance in Shear
Spacing Factor in
Shear2
fAV
3/8
1/2
5/8
3/4
┴
Toward Edge
fRV
3/8
1/2
5/8
Conc. Thickness
Factor in Shear3
fHV
⃦
To Edge
fRV
3/4
3/8
1/2
5/8
3/4
3/8
1/2
5/8
3/4
(9.5) (12.7) (15.9) (19.1) (9.5) (12.7) (15.9) (19.1) (9.5) (12.7) (15.9) (19.1) (9.5) (12.7) (15.9) (19.1) (9.5) (12.7) (15.9) (19.1) (9.5) (12.7) (15.9) (19.1)
4-3/8
5
6-3/4 8-1/8 4-3/8
5
6-3/4 8-1/8 4-3/8
5
6-3/4 8-1/8 4-3/8
5
6-3/4 8-1/8 4-3/8
5
6-3/4 8-1/8 4-3/8
5
6-3/4 8-1/8
(111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206)
0.59 n/a
n/a
n/a
0.35 n/a
n/a
n/a
0.55 n/a
n/a
n/a
0.15 n/a
n/a
n/a
0.31 n/a
n/a
n/a
n/a
n/a
n/a
n/a
(102) 0.61 0.59
n/a
n/a
0.39 0.38
n/a
n/a
0.56 0.55
n/a
n/a
0.21 0.19
n/a
n/a
0.39 0.38
n/a
n/a
n/a
n/a
n/a
n/a
(127) 0.64 0.61 0.59
n/a
0.45 0.43 0.37
n/a
0.57 0.57 0.55
n/a
0.29 0.26 0.17
n/a
0.45 0.43 0.33
n/a
n/a
n/a
n/a
n/a
(140) 0.65 0.62 0.60 0.59 0.48 0.46 0.39 0.35 0.58 0.58 0.56 0.55 0.34 0.30 0.19 0.15 0.48 0.46 0.39 0.29
n/a
n/a
n/a
n/a
6
(152) 0.67 0.64 0.61 0.60 0.51 0.48 0.41 0.37 0.59 0.58 0.56 0.55 0.39 0.35 0.22 0.17 0.51 0.48 0.41 0.33 0.60 n/a
n/a
n/a
7
(178) 0.70 0.66 0.63 0.62 0.59 0.54 0.45 0.40 0.60 0.60 0.57 0.56 0.49 0.43 0.28 0.21 0.59 0.54 0.45 0.40 0.64 0.62
n/a
n/a
8
(203) 0.72 0.68 0.65 0.63 0.67 0.61 0.49 0.43 0.62 0.61 0.58 0.57 0.60 0.53 0.34 0.26 0.67 0.61 0.49 0.43 0.69 0.66
n/a
n/a
9
(229) 0.75 0.70 0.66 0.65 0.76 0.69 0.54 0.46 0.63 0.62 0.59 0.58 0.71 0.63 0.40 0.31 0.76 0.69 0.54 0.46 0.73 0.70
n/a
n/a
10
(254) 0.78 0.73 0.68 0.67 0.84 0.76 0.58 0.50 0.65 0.64 0.60 0.58 0.83 0.74 0.47 0.36 0.84 0.76 0.58 0.50 0.77 0.74 0.64
n/a
11
(279) 0.81 0.75 0.70 0.68 0.93 0.84 0.64 0.53 0.66 0.65 0.61 0.59 0.96 0.86 0.55 0.41 0.93 0.84 0.64 0.53 0.81 0.78 0.67 0.61
12
(305) 0.84 0.77 0.72 0.70 1.00 0.91 0.70 0.57 0.68 0.66 0.62 0.60 1.00 0.98 0.62 0.47 1.00 0.91 0.70 0.57 0.84 0.81 0.70 0.64
14
(356) 0.89 0.82 0.76 0.73
1.00 0.81 0.66 0.71 0.69 0.64 0.62
1.00 0.78 0.59
16
(406) 0.95 0.86 0.79 0.77
0.93 0.76 0.74 0.72 0.66 0.63
0.96 0.73
0.93 0.76 0.97 0.94 0.80 0.73
18
(457) 1.00 0.91 0.83 0.80
1.00 0.85 0.77 0.75 0.68 0.65
1.00 0.87
1.00 0.85 1.00 0.99 0.85 0.78
24
(610)
1.00 0.94 0.90
1.00 0.85 0.83 0.74 0.70
1.00
30
(762)
1.00 1.00
0.94 0.91 0.80 0.75
36
(914)
1.00 0.99 0.86 0.80
>48
(1219)
1.00 0.99 0.90
1.00 0.81 0.66 0.91 0.87 0.75 0.69
1.00
1.00 0.99 0.90
1.00 1.00
Table 70 — Load Adjustment Factors for Hilti HIS-N and HIS-RN Internally Threaded Inserts in Cracked Concrete 1
HIS-N and HIS-RN
All Diameters
Cracked Concrete
Internal Diameter
in (mm)
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
Embedment hef
in (mm)
3-1/4
4
5
5-1/2
(83)
Spacing Factor in
Tension
fAN
3/8
1/2
5/8
3/4
Edge Distance Factor
in Tension
fRN
3/8
1/2
5/8
3/4
Edge Distance in Shear
Spacing Factor in
Shear2
fAV
3/8
1/2
5/8
3/4
┴
Toward Edge
fRV
3/8
1/2
5/8
Conc. Thickness
Factor in Shear3
fHV
⃦
To Edge
fRV
3/4
3/8
1/2
5/8
3/4
3/8
1/2
5/8
3/4
(9.5) (12.7) (15.9) (19.1) (9.5) (12.7) (15.9) (19.1) (9.5) (12.7) (15.9) (19.1) (9.5) (12.7) (15.9) (19.1) (9.5) (12.7) (15.9) (19.1) (9.5) (12.7) (15.9) (19.1)
4-3/8
5
6-3/4 8-1/8 4-3/8
5
6-3/4 8-1/8 4-3/8
5
6-3/4 8-1/8 4-3/8
5
6-3/4 8-1/8 4-3/8
5
6-3/4 8-1/8 4-3/8
5
6-3/4 8-1/8
(111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206)
0.59 n/a
n/a
n/a
0.55 n/a
n/a
n/a
0.55 n/a
n/a
n/a
0.16 n/a
n/a
n/a
0.31 n/a
n/a
n/a
n/a
n/a
n/a
n/a
(102) 0.61 0.59
n/a
n/a
0.60 0.55
n/a
n/a
0.56 0.55
n/a
n/a
0.21 0.19
n/a
n/a
0.42 0.38
n/a
n/a
n/a
n/a
n/a
n/a
(127) 0.64 0.61 0.59
n/a
0.68 0.61 0.55
n/a
0.57 0.57 0.55
n/a
0.30 0.26 0.17
n/a
0.59 0.53 0.34
n/a
n/a
n/a
n/a
n/a
(140) 0.65 0.62 0.60 0.59 0.72 0.63 0.57 0.55 0.58 0.58 0.56 0.55 0.34 0.31 0.19 0.15 0.69 0.61 0.39 0.29
n/a
n/a
n/a
n/a
6
(152) 0.67 0.64 0.61 0.60 0.75 0.66 0.60 0.57 0.59 0.58 0.56 0.55 0.39 0.35 0.22 0.17 0.78 0.70 0.44 0.34 0.60 n/a
n/a
n/a
7
(178) 0.70 0.66 0.63 0.62 0.84 0.72 0.64 0.62 0.60 0.60 0.57 0.56 0.49 0.44 0.28 0.21 0.98 0.88 0.56 0.42 0.64 0.62
n/a
n/a
8
(203) 0.72 0.68 0.65 0.63 0.92 0.79 0.69 0.66 0.62 0.61 0.58 0.57 0.60 0.54 0.34 0.26 1.00 1.00 0.68 0.52 0.69 0.66
n/a
n/a
9
(229) 0.75 0.70 0.66 0.65 1.00 0.85 0.74 0.71 0.63 0.62 0.59 0.58 0.72 0.64 0.41 0.31 1.00 1.00 0.82 0.62 0.73 0.70
n/a
n/a
n/a
10
(254) 0.78 0.73 0.68 0.67
0.92 0.79 0.75 0.65 0.64 0.60 0.58 0.84 0.75 0.48 0.36
0.95 0.72 0.77 0.74 0.64
11
(279) 0.81 0.75 0.70 0.68
0.99 0.85 0.80 0.66 0.65 0.61 0.59 0.97 0.86 0.55 0.42
1.00 0.83 0.81 0.78 0.67 0.61
12
(305) 0.84 0.77 0.72 0.70
1.00 0.90 0.85 0.68 0.66 0.62 0.60 1.00 0.98 0.63 0.48
14
(356) 0.89 0.82 0.76 0.73
1.00 0.95 0.71 0.69 0.64 0.62
1.00 0.79 0.60
0.95 0.84 0.81 0.70 0.64
1.00 0.91 0.88 0.76 0.69
16
(406) 0.95 0.86 0.79 0.77
1.00 0.74 0.72 0.66 0.64
0.97 0.73
0.97 0.94 0.81 0.74
18
(457) 1.00 0.91 0.83 0.80
0.77 0.75 0.68 0.65
1.00 0.87
1.00 0.99 0.86 0.78
24
(610)
1.00 0.94 0.90
0.86 0.83 0.74 0.70
1.00
1.00 0.99 0.90
30
(762)
1.00 1.00
0.95 0.91 0.81 0.75
36
(914)
1.00 0.99 0.87 0.80
>48
(1219)
1.00 0.99 0.91
1.00 1.00
1 Linear interpolation not permitted
2 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.
3 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.
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 200 Technical Supplement 04/13
53
HIT-HY 200 Adhesive Anchoring System
HIT-HY 200 Adhesive Anchoring System
2.4.14 Installation Instructions
Installation Instructions For Use (IFU) are included with each product package. They can also be viewed or downloaded on-line at
www.us.hilti.com (US) and www.hilti.ca (Canada) — “Service/Technical Info >> Technical Downloads >> Anchoring Systems”.
Because of the possibility of changes, always verify that downloaded IFU are current when used. Proper installation is critical to
achieve full performance. Training is available on request. Contact Hilti Technical Services for applications and conditions not
addressed in the IFU.
2.4.15 Working Time and Cure Time
54
-10...-5
-4...0
1...5
6...10
11...20
21...30
31...40
14...23
24...32
33...41
42...50
51...68
69...86
87...104
1.5
50
25
15
7
4
3
h
min
min
min
min
min
min
-10...-5
-4...0
1...5
6...10
11...20
21...30
31...40
14...23
24...32
33...41
42...50
51...68
69...86
87...104
3
2
1
40
15
9
6
h
h
h
min
min
min
min
7
4
2
1.25
45
30
30
20
8
4
2.5
1.5
1
1
h
h
h
h
min
min
min
–
–
–
15
7
4
3
h
h
h
h
h
h
h
–
–
–
40
15
9
6
min
min
min
min
min
min
min
min
–
–
–
1.25
45
30
30
h
min
min
min
–
–
–
2.5
1.5
1
1
h
h
h
h
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 200 Technical Supplement 04/13
Notes
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 200 Technical Supplement 04/13
55
Hilti. Outperform. Outlast.
P.O. Box 21148, Tulsa, OK 74121 • Hilti, Inc. (U.S.) 1-800-879-8000 • www.us.hilti.com • en español 1-800-879-5000 • Hilti
(Canada) Corp. 1-800-363-4458 www.hilti.ca • Hilti is an equal opportunity employer • Hilti is a registered trademark of Hilti, Corp.
©Copyright 2013 by Hilti, Inc. (U.S.) • H468 • 3503398 • 04/13 • DBS
The data contained in this literature was current as of the date of publication. Updates and changes may be made
based on later testing. If verification is needed that the data is still current, please contact the Hilti Technical
Support Specialists at 1-800-363-4458. All published load values contained in this literature represent the results
of testing by Hilti or test organizations. Local base materials were used. Because of variations in materials, on-site
testing is necessary to determine performance at any specific site. Laser beams represented by red lines in this
publication. Printed in the United States
*14001 US only