One giant leap. - Hilti · HIT-HY 200 Safe Set™ Technology 2 Hilti, Inc. (USA) 1-800-879-8000 I I...

HIT-HY 200 Adhesive Anchor Technical Supplement

One giant leap.

Hilti. Outperform. Outlast.

HIT-HY 200 Safe Set™ Technology

2 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 200 Technical Supplement 04/13

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 torque-contolled 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.

See ordering information on page 4

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.

HIT-HY 200 Adhesive Anchoring System


3Hilti, 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 Hybrid Adhesive Features and Applications

◼ Two great products with equal technical data

◼ User-chosen working time based on application suitability

◼ Compatible with Hilti Safe Set™ Technology when used with the TE-CD/YD Hollow Drill Bit or HIT-Z Anchor Rod

◼ Highest level of approvals in concrete for uncracked and cracked applications

Technical Data HIT-HY 200-A and

HIT-HY 200-RBase material temperature*

14° F to 104° F(-10° C to 40° C)

Diameter range 3/8" to 1-1/4"

Listings/Approvals• ICC-ES (International Code Council) cracked

and uncracked concrete - ESR-3187

Package volume• Volume 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)Base Material Temperature

° F ° C twork tcure

14 ... 23 -10 ... -5 90 min 7 hrs24 ... 32 -4 ... 0 50 min 4 hrs33 ... 41 1 ... 5 25 min 2 hrs42 ... 50 6 ... 10 15 min 75 min51 ... 68 11 ... 20 7 min 45 min69 ... 86 21 ... 30 4 min 30 min

87 ... 104 31 ... 40 3 min 30 min

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 02022791HIT-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 pack25 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

Order Information: HIT-HY 200-R (Regular working time)

Description Package Contents Qty1 Item No. 1

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 02022793HIT-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 pack25 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

HIT-HY 200-R (Regular working time)Working/Full Cure Time Table (Approximate)Base Material Temperature

° F ° C twork tcure

14 ... 23 -10 ... -5 180 min 20 hrs24 ... 32 -4 ... 0 120 min 8 hrs33 ... 41 1 ... 5 60 min 4 hrs42 ... 50 6 ... 10 40 min 2.5 hrs51 ... 68 11 ... 20 15 min 1.5 hrs69 ... 86 21 ... 30 9 min 1 hr

87 ... 104 31 ... 40 6 min 1 hr

HIT-HY 200-A

HIT-HY 200-R

1 Item numbers and quantities may change. Contact Hilti for current ordering information.




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* For temperatures below 41° F (5° C) hole cleaning is required

No cleaning required.HIT-Z Anchor Rods

Hilti HIT-Z Anchor RodDescription 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 02018452HIT-Z 3/8" x 6-3/8" 7/16" 2-3/8" 40 02018442 40 02018453HIT-Z 1/2" x 4-1/2" 9/16" 2-3/4" 20 02018443 20 02018454HIT-Z 1/2" x 6-1/2" 9/16" 2-3/4" 20 02018444 20 02018455HIT-Z 1/2" x 8" 9/16" 2-3/4" 20 02018445 20 02018456HIT-Z 5/8" x 6" 3/4" 3-3/4" 12 02018446 12 02018457HIT-Z 5/8" x 8" 3/4" 3-3/4" 12 02018447 12 02018458HIT-Z 5/8" x 9-1/2" 3/4" 3-3/4" 12 02018448 12 02018459HIT-Z 3/4" x 8-1/2" 7/8" 4" 6 02018449 6 02018460HIT-Z 3/4" x 9-3/4" 7/8" 4" 6 02018450 6 02018461

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

All HIT-Z rods contain head markings indicating length and unique designation for the specialty element





TE-CD Hollow Drill Bits — ImperialOrder Description Working Length Item No. Single1 Item No. 3 pack1

Hollow Drill Bit TE-CD 1/2"-13" 8 in 02018941 03497391Hollow Drill Bit TE-CD 9/16"-14" 9-1/2 in 02018943 03497392Hollow Drill Bit TE-CD 5/8"-14" 9-1/2 in 02018944 03497393Hollow Drill Bit TE-CD 3/4"-14" 9-1/2 in 02018947 03497394Hollow Drill Bit TE-CD 16-A (Replacement collar) 02018978 -

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.

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

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

Order Description Working Length Item No. Single1 Item No. 3 pack1

Hollow Drill Bit TE-YD 3/4"-24" 15-1/2 in 02018958 03497387Hollow Drill Bit TE-YD 7/8"-24" 15-1/2 in 02018961 03497388Hollow Drill Bit TE-YD 1"-24" 15-1/2 in 02018963 03497389Hollow Drill Bit TE-YD 1 1/8"-24" 15-1/2 in 02018965 03497390Hollow Drill Bit TE-YD 25-A (Replacement collar) 02018979 -

TE-YD Hollow Drill Bits — Imperial





1.0 Product Description

2.0 Technical Data

Listings/ApprovalsICC-ES (International Code Council) ESR-3187

Independent Code EvaluationIBC®/IRC® 2009 (ICC-ES AC308)

IBC®/IRC® 2006 (ICC-ES AC308)

IBC®/IRC® 2003 (ICC-ES AC308)

LEED®: Credit 4.1-Low Emitting Materials

The Leadership in Energy and Environmental Design (LEED) Green Building Rating system™ is the nationally accepted benchmark for the design, construction, and operation of high performance green buildings.

1.0 Product Description

The Hilti HIT-HY 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.

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




2.0 Technical Data2.1 Testing and Product

EvaluationHilti HIT-HY 200 has been tested in accordance with ICC Evaluation Services (ICC-ES) Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements (AC308).

Hilti has had Hilti HIT-HY 200 evaluated according to AC308 and has received ESR-3187 from ICC-ES.

2.2 Adhesive Anchor Design Codes

2.2.1 United StatesFor post-installed and cast-in anchor systems, design calculations are performed according to ACI 318 Appendix D. This has been a requirement of the International Building Code (IBC) since 2003. ACI 318-11 Appendix D introduced for the first time specific equations for the design of adhesive anchor systems using threaded rod or rebar. Prior to this only post-installed expansion and undercut anchors and cast-in headed studs were recognized.

Prior to the publication of ACI 318-11, designers of post-installed adhesive anchor systems used ACI 318-08 Appendix D and Section 3.3 of AC308 which provides amendments to Appendix D. These amendments provide the relevant equations to design a post-installed adhesive anchor.

At the time of this publication, ESR-3187 for Hilti HIT-HY 200 includes the design provisions for ACI 318-08 and AC308 Section 3.3.

2.2.2 CanadaCSA 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.

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 HIT-HY 200-A and Hilti HIT-HY 200-R adhesives (with the same technical data).

• Hilti HIT-Z(-R) threaded rod which requires no cleaning.

• 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,




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 TablesThe Hilti Simplified Design Tables is not a new “method” of designing an anchor that is different than the provisions of ACI 318 Appendix D or CSA A23.3 Annex D. Rather, it is a series of pre-calculated tables and reduction factors meant to help the designer create a quick calculation of the capacity of the Hilti anchor system, and still be compliant with the codes and criteria of ACI and CSA.

The Hilti Simplified Design Tables are formatted similar to the Allowable Stress Design (ASD) tables and reduction factors which was a standard of practice for design of post-installed anchors.

The Hilti Simplified Design Tables combine the simplicity of performing a calculation according to the ASD method with the code-required testing, evaluation criteria and technical data in ACI Appendix D and CSA Annex D.

2.4.1 Simplified Tables Data Development

The Simplified Tables have two table types. The single anchor capacity table and the reduction factor table.

Single anchor capacity tables show the design strength (for ACI) or factored resistance (for CSA) in tension and shear for a single anchor. This is the capacity of a single anchor with no edge distance or concrete thickness influences and is based on the assumptions outlined in the footnotes below each table.

Reduction factor tables are created by comparing the single anchor capacity to the capacity that includes the influence of a specific edge distance, spacing, or concrete thickness, using the equations of ACI 318-11 Appendix D.

2.4.2 Hilti HIT-Z(-R) Anchor RodsThe 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:

ACI: ФNn = min | ФNcb ;ФNa | CSA/ACI: Nr = min | Ncbr ;Na | ФNn = Nr

The shear value is based on the pryout strength.

ACI: ФVn = ФVcp CSA/ACI: Vr = Vcpr ФVn = Vr

Concrete breakout is calculated according to ACI 318 Appendix D and CSA A23.3 Annex D using the variables from ESR-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.




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.

The design strength (factored resistance) of an anchor is obtained as follows:

Tension:

ACI: Ndes = n • min | ФNn • fAN • fRN ; ФNsa |

CSA: Ndes = n • min | Nr • fAN • fRN ; Nsr |

Shear:

ACI: Vdes = n • min | ФVn • fAV • fRV • fHV ; ФVsa |

CSA: Vdes = n • min | Vr • fAV • fRV • fHV ; Vsr |

where:

n = number of anchors Ndes = design resistance in tension ФNn = design strength in tension considering

concrete breakout, pullout, or bond failure (ACI)

ФNsa = design strength in tension considering steel failure (ACI)

Nr = factored resistance in tension considering concrete breakout, pullout, or bond failure (CSA)

Nsr = factored resistance in tension considering steel failure (CSA)

Vdes = design resistance in shear ФVn = design strength in shear considering

concrete failure (ACI) ФVsa = design strength in shear considering steel

failure (ACI) Vr = factored resistance in shear considering

concrete failure (CSA) Vsr = factored resistance in shear considering steel

failure (CSA) fAN = adjustment factor for spacing in tension fRN = adjustment factor for edge distance in tension fAV = adjustment factor for spacing in shear fRV = adjustment factor for edge distance in shear fHV = adjustment factor for concrete thickness in

shear (this is a new factor that ASD did not use previously)

Adjustment factors are applied for all applicable near edge and spacing conditions.

For example, the capacity in tension corresponding to the anchor group based on worst case anchor “a” in the figure below is evaluated as follows:

ACI: Ndes = 4 • ФNn • fA,x • fA,y • fR,x • fR,y CSA: Ndes = 4 • Nr • fA,x • fA,y • fR,x • fR,y

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

Nf Vf CSA: ____ + ____ ≤ 1.2 Ndes Vdeswhere:

Nua = Required strength in tension based on factored load combinations of ACI 318 Chapter 9.

Vua = Required strength in shear based on factored load combinations of ACI 318 Chapter 9.

Nf = Required strength in tension based on factored load combinations of CSA A23.3 Chapter 8.

Vf = Required strength in shear based on factored load combinations of CSA A23.3 Chapter 8.

The full tension strength can be permitted if: Vua ACI: _____ ≤ 0.2 Vdes

Vf CSA: ____ ≤ 0.2 Vdes




The full shear strength can be permitted if: Nua ACI: ____ ≤ 0.2 Ndes Nf CSA: ____ ≤ 0.2 Ndes

2.4.6 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 = _____ αASD

Vdes Vdes,ASD = _____ αASD

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 DesignTo 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.

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




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 ψ

g,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:

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.

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.




2.4.11 Hilti HIT-HY 200 Adhesive with Hilti HIT-Z and HIT-Z-R Threaded Rods

Hilti HIT-Z and HIT-Z-R Installation Conditions

Perm

issi

ble

Con

cret

e C

ondi

tions

UncrackedConcrete

DryConcrete

Perm

issi

ble

Dril

ling

Met

hod

Hammer Drilling with Carbide Tipped Drill Bit 1

CrackedConcrete

Water SaturatedConcrete

Hilti TE-CD or TE-YD Hollow Drill Bit 2

Water-FilledDrilled Holes

Diamond Core Drill Bit 3

1 Drilling 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 SpecificationsNominal Rod

Diameter Drill Bit

DiameterEmbedment

DepthInstallation

Torqueød

in (mm)ød0in

hefin (mm)

Tinstft-lb (Nm)

3/87/16

2-3/8 – 4-1/2 15(9.5) (60 – 114) (20)1/2

9/162-3/4 – 6 30

(12.7) (70 – 152) (40)5/8

3/43-3/4 – 7-1/2 60

(15.9) (95 – 190) (80)3/4

7/84 – 8-1/2 110

(19.1) (102 – 216) (150)df HIT-Z(-R) 3/8 1/2 5/8 3/4

df,1 1/2 5/8 13/16* 15/16*

df,2 7/16 9/16 11/16 13/16

* Use two washers




Mechanical PropertiesHilti HIT-Z and HIT-Z-R Material Specifications fya Min. futa

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 B18.2.2HIT-Z Carbon Steel Washers meet the requirements of ASTM F 844HIT-Z Carbon steel rods are furnished with a 0.005-mm-thick zinc electroplated coatingHIT-Z-R Stainless Steel Nuts meet the requirements of ASTM F 594 conforming to ANSI B18.2.2HIT-Z-R Stainless Steel Washers meet the requirements of AISI 316 conforming to ASTM A 240

Hilti HIT-Z and HIT-Z-R Anchor Rod Lengths and Thread Dimensions

Name and Size ℓ

Anchor Lengthℓhelix

Helix LengthSmooth Shank

Length Total Thread

LengthUsable Thread

Lengthin (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)

ℓhelix

ℓ

Usable ThreadLength

Total Thread Length

Smooth Shank Length




Table 1 — HIT-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)

Effective Embed. Depth

in. (mm)

Tension — ФNn or Nr Shear — ФVn or Vrf´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)

2-3/8 2,855 3,125 3,610 4,425 3,075 3,370 3,890 4,765(60) (12.7) (13.9) (16.1) (19.7) (13.7) (15.0) (17.3) (21.2)

3-3/8 4,835 5,300 5,560 5,560 10,415 11,410 13,175 16,135(86) (21.5) (23.6) (24.7) (24.7) (46.3) (50.8) (58.6) (71.8)

4-1/2 5,560 5,560 5,560 5,560 16,035 17,570 20,285 24,845(114) (24.7) (24.7) (24.7) (24.7) (71.3) (78.2) (90.2) (110.5)

1/2(12.7)

2-3/4 3,555 3,895 4,500 5,510 7,660 8,395 9,690 11,870(70) (15.8) (17.3) (20.0) (24.5) (34.1) (37.3) (43.1) (52.8)

4-1/2 7,445 8,155 8,190 8,190 16,035 17,570 20,285 24,845(114) (33.1) (36.3) (36.4) (36.4) (71.3) (78.2) (90.2) (110.5)

6 8,190 8,190 8,190 8,190 24,690 27,045 31,230 38,250(152) (36.4) (36.4) (36.4) (36.4) (109.8) (120.3) (138.9) (170.1)

5/8(15.9)

3-3/4 5,665 6,205 7,165 8,775 12,200 13,365 15,430 18,900(95) (25.2) (27.6) (31.9) (39.0) (54.3) (59.5) (68.6) (84.1)

5-5/8 10,405 11,400 13,165 14,950 22,415 24,550 28,350 34,720(143) (46.3) (50.7) (58.6) (66.5) (99.7) (109.2) (126.1) (154.4)7-1/2 14,950 14,950 14,950 14,950 34,505 37,800 43,650 53,455(191) (66.5) (66.5) (66.5) (66.5) (153.5) (168.1) (194.2) (237.8)

3/4(19.1)

4 6,240 6,835 7,895 9,665 13,440 14,725 17,000 20,820(102) (27.8) (30.4) (35.1) (43.0) (59.8) (65.5) (75.6) (92.6)6-3/4 13,680 14,985 17,305 19,890 29,460 32,275 37,265 45,645(171) (60.9) (66.7) (77.0) (88.5) (131.0) (143.6) (165.8) (203.0)8-1/2 19,330 19,890 19,890 19,890 41,635 45,605 52,660 64,500(216) (86.0) (88.5) (88.5) (88.5) (185.2) (202.9) (234.2) (286.9)

Table 2 — HIT-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)

Effective Embed. Depth

in. (mm)

Tension — ФNn or Nr Shear — ФVn or Vrf´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)

2-3/8 2,020 2,215 2,560 3,135 2,180 2,385 2,755 3,375(60) (9.0) (9.9) (11.4) (13.9) (9.7) (10.6) (12.3) (15.0)

3-3/8 3,425 3,755 4,335 5,305 7,380 8,085 9,335 11,430(86) (15.2) (16.7) (19.3) (23.6) (32.8) (36.0) (41.5) (50.8)

4-1/2 5,275 5,560 5,560 5,560 11,360 12,445 14,370 17,600(114) (23.5) (24.7) (24.7) (24.7) (50.5) (55.4) (63.9) (78.3)

1/2(12.7)

2-3/4 2,520 2,760 3,185 3,905 5,425 5,945 6,865 8,405(70) (11.2) (12.3) (14.2) (17.4) (24.1) (26.4) (30.5) (37.4)

4-1/2 5,275 5,780 6,670 7,640 11,360 12,445 14,370 17,600(114) (23.5) (25.7) (29.7) (34.0) (50.5) (55.4) (63.9) (78.3)

6 7,640 7,640 7,640 7,640 17,490 19,160 22,120 27,095(152) (34.0) (34.0) (34.0) (34.0) (77.8) (85.2) (98.4) (120.5)

5/8(15.9)

3-3/4 4,010 4,395 5,075 6,215 8,640 9,465 10,930 13,390(95) (17.8) (19.5) (22.6) (27.6) (38.4) (42.1) (48.6) (59.6)

5-5/8 7,370 8,075 9,325 11,420 15,875 17,390 20,080 24,595(143) (32.8) (35.9) (41.5) (50.8) (70.6) (77.4) (89.3) (109.4)7-1/2 11,350 12,430 14,355 14,950 24,440 26,775 30,915 37,865(191) (50.5) (55.3) (63.9) (66.5) (108.7) (119.1) (137.5) (168.4)

3/4(19.1)

4 4,420 4,840 5,590 6,845 9,520 10,430 12,040 14,750(102) (19.7) (21.5) (24.9) (30.4) (42.3) (46.4) (53.6) (65.6)6-3/4 9,690 10,615 12,255 15,010 20,870 22,860 26,395 32,330(171) (43.1) (47.2) (54.5) (66.8) (92.8) (101.7) (117.4) (143.8)8-1/2 13,690 15,000 17,320 19,535 29,490 32,305 37,300 45,685(216) (60.9) (66.7) (77.0) (86.9) (131.2) (143.7) (165.9) (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.5 Data is for temperature range A: Max. short term temperature = 104° F (40° C), max. long term temperature = 75° F (24° C).

For temperature range B: Max. short term temperature = 176° F (80° C), max. long term temperature = 122° F (50° C) multiply above value by 0.86. 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 2.4.8.8 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 = 0.45.9 Tabular 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.




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.

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.

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.

Table 3 — Steel Design Strength (Factored Resistance) for Hilti HIT-Z and HIT-Z-R Rods 5,7

Anchor Diameterin. (mm)

ACI 318 Appendix D Based Design CSA A23.3 Annex D Based DesignHIT-Z Carbon Steel Rod HIT-Z-R Stainless Steel Rod HIT-Z Carbon Steel Rod HIT-Z-R Stainless Steel Rod

Tensile1

ϕNsalb (kN)

Shear2

ϕVsalb (kN)

αseis,V7Tensile1

ϕNsalb (kN)

Shear2

ϕVsalb (kN)

αseis,V7Tensile3

Nsrlb (kN)

Shear4

Vsrlb (kN)

αseis,V7Tensile3

Nsrlb (kN)

Shear4

Vsrlb (kN)

αseis,V7

3/8 4,750 1,9301.0

4,750 2,6301.0

4,345 1,7751.0

4,345 2,4201.0

(9.5) (21.1) (8.6) (21.1) (11.7) (19.3) (7.9) (19.3) (10.8)1/2 8,695 3,530

0.658,695 4,815

0.757,960 3,250

0.657,960 4,435

0.75(12.7) (38.7) (15.7) (38.7) (21.4) (35.4) (14.5) (35.4) (19.7)5/8 13,850 5,625

0.6513,850 7,670

0.6512,675 5,180

0.6512,675 7,065

0.65(15.9) (61.6) (25.0) (61.6) (34.1) (56.4) (23.0) (56.4) (31.4)3/4 20,455 8,310

0.6520,455 11,330

0.6518,725 7,650

0.6518,725 10,435

0.65(19.1) (91.0) (37.0) (91.0) (50.4) (83.3) (34.0) (83.3) (46.4)

1 Tensile = ϕ Ase,N futa as noted in ACI 318 Appendix D.2 Shear values determined by static shear tests with ϕVsa ≤ ϕ 0.60 Ase,V futa as noted in ACI 318 Appendix D.3 Tensile = Ase ϕs fut R as noted in CSA A23.3 Annex D.4 Shear values determined by static shear tests with Vsr ≤ Ase ϕs 0.60 fut R as noted in CSA A23.3 Annex D.5 See Section 2.4.6 to convert design strength (factored resistance) value to ASD value.6 Reduction factor for seismic shear only. See Section 2.4.7 for additional information on seismic applications.7 HIT-Z and HIT-Z-R rods are to be considered brittle steel elements.

h1

h2

h0 > hef

h0 = hef

hef

Hole Condition ①

Hole Condition 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)

Table 4 — Minimum Edge Distance, Spacing, and Concrete Thickness for 3/8" Diameter Hilti HIT-Z and HIT-Z-R Rods

Rod O.D. din. 3/8

(mm) (9.5)

Effective embedment hefin. 2-3/8 3-3/8 4-1/2

(mm) (60) (86) (114)Drilled hole condition - - 2 2 1 or 2 2 2 1 or 2 2 2 1 or 2

Minimum concrete thickness hin. 4 4-5/8 5-3/4 4-5/8 5-5/8 6-3/8 5-3/4 6-3/4 7-3/8

(mm) (102) (117) (146) (117) (143) (162) (146) (171) (187)

Unc

rack

ed C

oncr

ete Minimum edge and

spacingCase 1 1

c min,1in. 3-1/8 2-3/4 2-1/4 2-3/4 2-1/4 2 2-1/4 1-7/8 1-7/8

(mm) (79) (70) (57) (70) (57) (51) (57) (48) (48)

s min,1in. 9-1/8 7-3/4 6-1/8 7-3/4 6-1/2 5-5/8 6-1/8 5-3/8 4-1/2

(mm) (232) (197) (156) (197) (165) (143) (156) (137) (114)

Minimum edge andspacingCase 2 1

c min,2in. 5-5/8 4-3/4 3-3/4 4-3/4 3-7/8 3-1/4 3-3/4 3-1/8 2-3/4

(mm) (143) (121) (95) (121) (98) (83) (95) (79) (70)

s min,2in. 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8

(mm) (48) (48) (48) (48) (48) (48) (48) (48) (48)

Cra

cked

Con

cret

e Minimum edge andspacingCase 1 1

c min,1in. 2-1/8 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8

(mm) (54) (48) (48) (48) (48) (48) (48) (48) (48)

s min,1in. 6-3/8 5-1/2 4-1/4 5-1/2 3-1/2 2-5/8 3-1/4 2 1-7/8

(mm) (162) (140) (108) (140) (89) (67) (83) (51) (48)


c min,2in. 3-5/8 3-1/8 2-3/8 3-1/8 2-1/2 2-1/8 2-3/8 2 1-7/8

(mm) (92) (79) (60) (79) (64) (54) (60) (51) (48)

s min,2in. 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8 1-7/8

(mm) (48) (48) (48) (48) (48) (48) (48) (48) (48)


Rod O.D. din. 1/2

(mm) (12.7)

Effective embedment hefin. 2-3/4 4-1/2 6


Minimum concrete thickness hin. 4 5 7-1/8 5-3/4 6-3/4 8-1/4 7-1/4 8-1/4 9-3/4

(mm) (102) (127) (181) (146) (171) (210) (184) (210) (248)

Unc

rack

ed C

oncr


spacingCase 1 1

c min,1in. 5-1/8 4-1/8 2-7/8 3-5/8 3 2-1/2 2-7/8 2-1/2 2-1/2

(mm) (130) (105) (73) (92) (76) (64) (73) (64) (64)

s min,1in. 14-7/8 11-7/8 8-5/8 10-1/4 9 7-1/4 8-1/8 7-1/4 5

(mm) (378) (302) (219) (260) (229) (184) (206) (184) (127)


c min,2in. 9-1/4 7-1/4 4-7/8 6-1/4 5-1/4 4-1/8 4-3/4 4-1/8 3-3/8

(mm) (235) (184) (124) (159) (133) (105) (121) (105) (86)

s min,2in. 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2

(mm) (64) (64) (64) (64) (64) (64) (64) (64) (64)

Cra

cked

Con

cret


c min,1in. 3-5/8 3 2-1/2 2-5/8 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2

(mm) (92) (76) (64) (67) (64) (64) (64) (64) (64)

s min,1in. 10-7/8 8-1/2 6 7-3/8 5-1/2 3-1/8 4-1/2 3-1/8 2-1/2

(mm) (276) (216) (152) (187) (140) (79) (114) (79) (64)


c min,2in. 6-1/2 5 3-1/4 4-1/4 3-1/2 2-3/4 3-1/4 2-3/4 2-1/2

(mm) (165) (127) (83) (108) (89) (70) (83) (70) (64)

s min,2in. 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2

(mm) (64) (64) (64) (64) (64) (64) (64) (64) (64)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:


2 For shaded cells, drilling dust must be removed from drilled hole to justify minimum concrete thickness.

Concrete Edge

Anchors not permitted in shaded area

Smin,2Smin,1

Cm

in,1

Cm

in,2

Case 1

Case 2

cdesignedge distance c

ca min at s ≥

smin at c ≥

sdesign

spac

ing

s





Rod O.D. din. 5/8

(mm) (15.9)

Effective embedment hefin. 3-3/4 5-5/8 7-1/2


Minimum concrete thickness hin. 5-1/2 7-3/4 9-3/8 7-3/8 9-5/8 10-1/2 9-1/4 11-1/2 12-1/4

(mm) (140) (197) (238) (187) (244) (267) (235) (292) (311)

Unc

rack

ed C

oncr


spacingCase 1 1

c min,1in. 6-1/4 4-1/2 3-3/4 4-5/8 3-5/8 3-1/4 3-3/4 3-1/8 3-1/8

(mm) (159) (114) (95) (117) (92) (83) (95) (79) (79)

s min,1in. 18-3/8 12-7/8 10-5/8 13-7/8 10-3/8 9-3/4 10-7/8 8-3/8 7-3/8

(mm) (467) (327) (270) (352) (264) (248) (276) (213) (187)


c min,2in. 11-3/8 7-3/4 6-1/4 8-1/4 6-1/8 5-1/2 6-3/8 4-7/8 4-5/8

(mm) (289) (197) (159) (210) (156) (140) (162) (124) (117)

s min,2in. 3-1/8 3-1/8 3-1/8 3-1/8 3-1/8 3-1/8 3-1/8 3-1/8 3-1/8

(mm) (79) (79) (79) (79) (79) (79) (79) (79) (79)

Cra

cked

Con

cret


c min,1in. 4-5/8 3-3/8 3-1/8 3-1/2 3-1/8 3-1/8 3-1/8 3-1/8 3-1/8

(mm) (117) (86) (79) (89) (79) (79) (79) (79) (79)

s min,1in. 13-7/8 9-1/2 8-3/4 10-1/8 6-1/2 5-3/8 7-1/8 3-7/8 3-1/8

(mm) (352) (241) (222) (257) (165) (137) (181) (98) (79)


c min,2in. 8-1/4 5-1/2 4-3/8 5-7/8 4-1/4 3-7/8 4-1/2 3-3/8 3-1/8

(mm) (210) (140) (111) (149) (108) (98) (114) (86) (79)

s min,2in. 3-1/8 3-1/8 3-1/8 3-1/8 3-1/8 3-1/8 3-1/8 3-1/8 3-1/8

(mm) (79) (79) (79) (79) (79) (79) (79) (79) (79)


Rod O.D. din. 3/4

(mm) (19.1)

Effective embedment hefin. 4 6-3/4 8-1/2


Minimum concrete thickness hin. 5-3/4 8 11-1/2 8-1/2 10-3/4 13-1/8 10-1/4 12-1/2 14-1/2

(mm) (146) (203) (292) (216) (273) (333) (260) (318) (368)

Unc

rack

ed C

oncr


spacingCase 1 1

c min,1in. 9-3/4 7 5 6-5/8 5-1/4 4-1/4 5-1/2 4-1/2 4

(mm) (248) (178) (127) (168) (133) (108) (140) (114) (102)

s min,1in. 28-3/4 20-5/8 14 19-3/8 15-1/4 12-5/8 16 13-1/4 11

(mm) (730) (524) (356) (492) (387) (321) (406) (337) (279)


c min,2in. 18-1/8 12-5/8 8-1/2 11-7/8 9-1/8 7-1/4 9-5/8 7-3/4 6-1/2

(mm) (460) (321) (216) (302) (232) (184) (244) (197) (165)

s min,2in. 3-3/4 3-3/4 3-3/4 3-3/4 3-3/4 3-3/4 3-3/4 3-3/4 3-3/4

(mm) (95) (95) (95) (95) (95) (95) (95) (95) (95)

Cra

cked

Con

cret


c min,1in. 7-1/4 5-1/4 4-1/8 5 4 3-3/4 4-1/8 3-3/4 3-3/4

(mm) (184) (133) (105) (127) (102) (95) (105) (95) (95)

s min,1in. 21-3/4 15-1/2 12-1/4 14-1/2 11-3/8 9 12-1/8 8-3/4 6-1/2

(mm) (552) (394) (311) (368) (289) (229) (308) (222) (165)


c min,2in. 13-1/4 9-1/4 6 8-5/8 6-5/8 5-1/8 7 5-1/2 4-1/2

(mm) (337) (235) (152) (219) (168) (130) (178) (140) (114)

s min,2in. 3-3/4 3-3/4 3-3/4 3-3/4 3-3/4 3-3/4 3-3/4 3-3/4 3-3/4

(mm) (95) (95) (95) (95) (95) (95) (95) (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:


2 For shaded cells, drilling dust must be removed from drilled hole to justify minimum concrete thickness.




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 Factor in Tension

fAN

Edge Distance Factor in Tension

fRN

Spacing Factor in Shear2

fAV

Edge Distance in ShearConc. Thickness Factor in Shear3

fHV

┴Toward Edge

fRV

⃦ To Edge

fRVEmbedment hef

in (mm) 2-3/8 3-3/8 4-1/2 2-3/8 3-3/8 4-1/2 2-3/8 3-3/8 4-1/2 2-3/8 3-3/8 4-1/2 2-3/8 3-3/8 4-1/2 2-3/8 3-3/8 4-1/2(60) (86) (114) (60) (86) (114) (60) (86) (114) (60) (86) (114) (60) (86) (114) (60) (86) (114)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

— in

(mm

) 1-7/8 (48) 0.63 0.59 0.57 n/a n/a 0.21 0.57 0.53 0.52 n/a n/a 0.05 n/a n/a 0.10 n/a n/a n/a2 (51) 0.64 0.60 0.57 n/a 0.25 0.21 0.57 0.53 0.52 n/a 0.09 0.06 n/a 0.17 0.11 n/a n/a n/a

2-1/4 (57) 0.66 0.61 0.58 0.38 0.26 0.22 0.58 0.54 0.53 0.33 0.10 0.07 0.38 0.21 0.13 n/a n/a n/a3 (76) 0.71 0.65 0.61 0.46 0.30 0.25 0.61 0.55 0.54 0.51 0.16 0.10 0.51 0.32 0.21 n/a n/a n/a4 (102) 0.78 0.70 0.65 0.59 0.36 0.29 0.64 0.57 0.55 0.79 0.24 0.16 0.79 0.44 0.29 0.76 n/a n/a

4-5/8 (117) 0.82 0.73 0.67 0.69 0.40 0.31 0.66 0.58 0.56 0.98 0.30 0.20 0.98 0.49 0.31 0.81 0.55 n/a5 (127) 0.85 0.75 0.69 0.74 0.43 0.33 0.68 0.58 0.56 1.00 0.34 0.22 1.00 0.52 0.33 0.84 0.57 n/a

5-3/4 (146) 0.90 0.78 0.71 0.86 0.49 0.36 0.70 0.59 0.57 1.00 0.42 0.27 1.00 0.59 0.36 0.91 0.61 0.536 (152) 0.92 0.80 0.72 0.89 0.51 0.38 0.71 0.60 0.57 1.00 0.45 0.29 1.00 0.62 0.38 0.92 0.63 0.547 (178) 0.99 0.85 0.76 1.00 0.60 0.43 0.75 0.61 0.59 0.57 0.37 0.72 0.43 1.00 0.68 0.588 (203) 1.00 0.90 0.80 0.69 0.49 0.79 0.63 0.60 0.69 0.45 0.83 0.49 1.00 0.72 0.639 (229) 1.00 0.94 0.83 0.77 0.55 0.82 0.65 0.61 0.83 0.54 0.93 0.55 0.77 0.66

10 (254) 1.00 0.99 0.87 0.86 0.61 0.86 0.66 0.62 0.97 0.63 1.00 0.63 0.81 0.7011 (279) 1.00 0.91 0.94 0.67 0.89 0.68 0.63 1.00 0.72 0.72 0.85 0.7312 (305) 0.94 1.00 0.73 0.93 0.70 0.65 0.83 0.83 0.88 0.7714 (356) 1.00 0.85 1.00 0.73 0.67 1.00 1.00 0.96 0.8316 (406) 0.98 0.76 0.70 1.00 0.8818 (457) 1.00 0.79 0.72 0.9424 (610) 0.89 0.79 1.0030 (762) 0.99 0.8736 (914) 1.00 0.94

> 48 (1219) 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


fAN


fRN


fAV


fHV

┴Toward Edge

fRV

⃦ To Edge

fRVEmbedment hef

in (mm) 2-3/8 3-3/8 4-1/2 2-3/8 3-3/8 4-1/2 2-3/8 3-3/8 4-1/2 2-3/8 3-3/8 4-1/2 2-3/8 3-3/8 4-1/2 2-3/8 3-3/8 4-1/2(60) (86) (114) (60) (86) (114) (60) (86) (114) (60) (86) (114) (60) (86) (114) (60) (86) (114)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

— in

(mm

) 1-7/8 (48) 0.63 0.59 0.57 n/a 0.56 0.50 0.57 0.53 0.52 n/a 0.08 0.05 n/a 0.16 0.10 n/a n/a n/a2 (51) 0.64 0.60 0.57 n/a 0.57 0.51 0.57 0.53 0.52 n/a 0.09 0.06 n/a 0.17 0.11 n/a n/a n/a

2-1/4 (57) 0.66 0.61 0.58 0.73 0.60 0.53 0.58 0.54 0.53 0.34 0.10 0.07 0.67 0.21 0.14 n/a n/a n/a3 (76) 0.71 0.65 0.61 0.88 0.70 0.60 0.61 0.55 0.54 0.52 0.16 0.10 0.88 0.32 0.21 n/a n/a n/a4 (102) 0.78 0.70 0.65 1.00 0.84 0.70 0.64 0.57 0.55 0.80 0.25 0.16 1.00 0.49 0.32 0.76 n/a n/a

4-5/8 (117) 0.82 0.73 0.67 0.93 0.76 0.67 0.58 0.56 0.99 0.31 0.20 0.61 0.40 0.81 0.55 n/a5 (127) 0.85 0.75 0.69 0.99 0.80 0.68 0.58 0.56 1.00 0.34 0.22 0.69 0.45 0.85 0.57 n/a

5-3/4 (146) 0.90 0.78 0.71 1.00 0.88 0.71 0.59 0.57 0.42 0.28 0.85 0.55 0.91 0.61 0.536 (152) 0.92 0.80 0.72 0.91 0.71 0.60 0.57 0.45 0.29 0.91 0.59 0.93 0.63 0.547 (178) 0.99 0.85 0.76 1.00 0.75 0.61 0.59 0.57 0.37 1.00 0.74 1.00 0.68 0.598 (203) 1.00 0.90 0.80 0.79 0.63 0.60 0.70 0.45 0.91 0.72 0.639 (229) 0.94 0.83 0.82 0.65 0.61 0.83 0.54 1.00 0.77 0.67

10 (254) 0.99 0.87 0.86 0.66 0.62 0.97 0.63 0.81 0.7011 (279) 1.00 0.91 0.89 0.68 0.64 1.00 0.73 0.85 0.7412 (305) 0.94 0.93 0.70 0.65 0.83 0.89 0.7714 (356) 1.00 1.00 0.73 0.67 1.00 0.96 0.8316 (406) 0.76 0.70 1.00 0.8918 (457) 0.79 0.72 0.9424 (610) 0.89 0.79 1.0030 (762) 0.99 0.8736 (914) 1.00 0.94

> 48 (1219) 1.001 Linear interpolation not permitted2 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 = 1.0.4 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.







fAN


fRN


fAV


fHV

┴Toward Edge

fRV

⃦ To Edge

fRVEmbedment hef

in (mm) 2-3/4 4-1/2 6 2-3/4 4-1/2 6 2-3/4 4-1/2 6 2-3/4 4-1/2 6 2-3/4 4-1/2 6 2-3/4 4-1/2 6(70) (114) (152) (70) (114) (152) (70) (114) (152) (70) (114) (152) (70) (114) (152) (70) (114) (152)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

— in

(mm

) 2-1/2 (64) 0.65 0.59 0.57 n/a 0.23 0.20 0.55 0.53 0.53 n/a 0.09 0.06 n/a 0.18 0.12 n/a n/a n/a2-7/8 (73) 0.67 0.61 0.58 0.35 0.24 0.21 0.56 0.54 0.53 0.22 0.11 0.07 0.35 0.22 0.15 n/a n/a n/a

3 (76) 0.68 0.61 0.58 0.36 0.25 0.21 0.56 0.54 0.53 0.23 0.12 0.08 0.36 0.24 0.15 n/a n/a n/a3-1/2 (89) 0.71 0.63 0.60 0.40 0.27 0.22 0.57 0.55 0.54 0.29 0.15 0.10 0.40 0.30 0.19 n/a n/a n/a

4 (102) 0.74 0.65 0.61 0.44 0.29 0.24 0.58 0.55 0.54 0.36 0.18 0.12 0.44 0.33 0.24 0.58 n/a n/a4-1/2 (114) 0.77 0.67 0.63 0.50 0.31 0.25 0.59 0.56 0.55 0.42 0.22 0.14 0.50 0.35 0.25 0.61 n/a n/a

5 (127) 0.80 0.69 0.64 0.55 0.33 0.27 0.60 0.57 0.55 0.50 0.26 0.17 0.55 0.38 0.27 0.65 n/a n/a5-1/2 (140) 0.83 0.70 0.65 0.61 0.35 0.28 0.62 0.57 0.56 0.57 0.30 0.19 0.61 0.40 0.28 0.68 n/a n/a

6 (152) 0.86 0.72 0.67 0.66 0.38 0.30 0.63 0.58 0.56 0.65 0.34 0.22 0.66 0.43 0.30 0.71 0.57 n/a7 (178) 0.92 0.76 0.69 0.77 0.43 0.33 0.65 0.59 0.57 0.82 0.42 0.28 0.82 0.49 0.33 0.77 0.61 n/a

7-1/4 (184) 0.94 0.77 0.70 0.80 0.44 0.34 0.65 0.60 0.57 0.87 0.45 0.29 0.87 0.50 0.34 0.78 0.62 0.548 (203) 0.98 0.80 0.72 0.88 0.49 0.36 0.67 0.61 0.58 1.00 0.52 0.34 1.00 0.56 0.36 0.82 0.66 0.579 (229) 1.00 0.83 0.75 0.99 0.55 0.40 0.69 0.62 0.59 1.00 0.62 0.40 1.00 0.63 0.40 0.87 0.70 0.60

10 (254) 1.00 0.87 0.78 1.00 0.61 0.44 0.71 0.63 0.60 1.00 0.72 0.47 1.00 0.72 0.47 0.92 0.73 0.6411 (279) 1.00 0.91 0.81 0.67 0.48 0.73 0.65 0.61 0.84 0.54 0.84 0.54 0.96 0.77 0.6712 (305) 1.00 0.94 0.83 0.73 0.53 0.75 0.66 0.62 0.95 0.62 0.95 0.62 1.00 0.80 0.7014 (356) 1.00 1.00 0.89 0.85 0.62 0.79 0.69 0.64 1.00 0.78 1.00 0.78 0.87 0.7516 (406) 1.00 0.94 0.98 0.70 0.83 0.72 0.66 0.95 0.95 0.93 0.8018 (457) 1.00 1.00 0.79 0.88 0.74 0.68 1.00 1.00 0.98 0.8524 (610) 1.00 1.00 0.82 0.74 1.00 0.9830 (762) 0.90 0.80 1.0036 (914) 0.98 0.86

> 48 (1219) 1.00 0.98




fAN


fRN


fAV


fHV

┴Toward Edge

fRV

⃦ To Edge

fRVEmbedment hef

in (mm) 2-3/4 4-1/2 6 2-3/4 4-1/2 6 2-3/4 4-1/2 6 2-3/4 4-1/2 6 2-3/4 4-1/2 6 2-3/4 4-1/2 6(70) (114) (152) (70) (114) (152) (70) (114) (152) (70) (114) (152) (70) (114) (152) (70) (114) (152)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

— in

(mm

) 2-1/2 (64) 0.65 0.59 0.57 0.71 0.56 0.50 0.55 0.53 0.53 0.18 0.09 0.06 0.35 0.18 0.12 n/a n/a n/a2-7/8 (73) 0.67 0.61 0.58 0.77 0.59 0.53 0.56 0.54 0.53 0.22 0.11 0.07 0.44 0.23 0.15 n/a n/a n/a

3 (76) 0.68 0.61 0.58 0.79 0.60 0.53 0.56 0.54 0.53 0.23 0.12 0.08 0.47 0.24 0.16 n/a n/a n/a3-1/2 (89) 0.71 0.63 0.60 0.88 0.65 0.57 0.57 0.55 0.54 0.29 0.15 0.10 0.59 0.30 0.20 n/a n/a n/a

4 (102) 0.74 0.65 0.61 0.98 0.70 0.60 0.58 0.55 0.54 0.36 0.18 0.12 0.72 0.37 0.24 0.58 n/a n/a4-1/2 (114) 0.77 0.67 0.63 1.00 0.75 0.64 0.59 0.56 0.55 0.43 0.22 0.14 0.86 0.44 0.29 0.62 n/a n/a

5 (127) 0.80 0.69 0.64 1.00 0.80 0.67 0.61 0.57 0.55 0.50 0.26 0.17 1.00 0.52 0.34 0.65 n/a n/a5-1/2 (140) 0.83 0.70 0.65 1.00 0.86 0.71 0.62 0.57 0.56 0.58 0.30 0.19 1.00 0.60 0.39 0.68 n/a n/a

6 (152) 0.86 0.72 0.67 1.00 0.91 0.75 0.63 0.58 0.56 0.66 0.34 0.22 1.00 0.68 0.44 0.71 0.57 n/a7 (178) 0.92 0.76 0.69 1.00 1.00 0.83 0.65 0.59 0.57 0.83 0.43 0.28 1.00 0.86 0.56 0.77 0.62 n/a

7-1/4 (184) 0.94 0.77 0.70 0.85 0.65 0.60 0.57 0.88 0.45 0.29 0.90 0.59 0.78 0.63 0.548 (203) 0.98 0.80 0.72 0.91 0.67 0.61 0.58 1.00 0.52 0.34 1.00 0.68 0.82 0.66 0.579 (229) 1.00 0.83 0.75 1.00 0.69 0.62 0.59 0.62 0.41 0.81 0.87 0.70 0.60

10 (254) 1.00 0.87 0.78 0.71 0.64 0.60 0.73 0.47 0.95 0.92 0.74 0.6411 (279) 1.00 0.91 0.81 0.73 0.65 0.61 0.84 0.55 1.00 0.96 0.77 0.6712 (305) 0.94 0.83 0.75 0.66 0.62 0.96 0.62 1.00 0.81 0.7014 (356) 1.00 0.89 0.79 0.69 0.64 1.00 0.79 0.87 0.7516 (406) 0.94 0.84 0.72 0.66 0.96 0.93 0.8118 (457) 1.00 0.88 0.74 0.68 1.00 0.99 0.8524 (610) 1.00 0.82 0.74 1.00 0.9930 (762) 0.91 0.80 1.0036 (914) 0.99 0.87

> 48 (1219) 1.00 0.991 Linear interpolation not permitted2 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 = 1.0.4 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.








fAN


fRN


fAV


fHV

┴Toward Edge

fRV

⃦ To Edge

fRVEmbedment hef

in (mm) 3-3/4 5-5/8 7-1/2 3-3/4 5-5/8 7-1/2 3-3/4 5-5/8 7-1/2 3-3/4 5-5/8 7-1/2 3-3/4 5-5/8 7-1/2 3-3/4 5-5/8 7-1/2(95) (143) (191) (95) (143) (191) (95) (143) (191) (95) (143) (191) (95) (143) (191) (95) (143) (191)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

— in

(mm

) 3-1/8 (79) 0.64 0.59 0.57 n/a n/a 0.20 0.55 0.54 0.53 n/a n/a 0.07 n/a n/a 0.13 n/a n/a n/a3-1/4 (83) 0.64 0.60 0.57 n/a 0.24 0.20 0.55 0.54 0.53 n/a 0.11 0.07 n/a 0.21 0.14 n/a n/a n/a3-3/4 (95) 0.67 0.61 0.58 0.34 0.25 0.21 0.56 0.54 0.53 0.23 0.13 0.09 0.34 0.27 0.17 n/a n/a n/a

4 (102) 0.68 0.62 0.59 0.36 0.26 0.22 0.57 0.55 0.53 0.25 0.15 0.10 0.36 0.29 0.19 n/a n/a n/a5 (127) 0.72 0.65 0.61 0.42 0.29 0.24 0.58 0.56 0.54 0.36 0.21 0.13 0.42 0.38 0.24 n/a n/a n/a

5-1/2 (140) 0.74 0.66 0.62 0.45 0.31 0.25 0.59 0.56 0.55 0.41 0.24 0.15 0.45 0.40 0.25 0.61 n/a n/a6 (152) 0.77 0.68 0.63 0.49 0.33 0.26 0.60 0.57 0.55 0.47 0.27 0.18 0.49 0.42 0.26 0.63 n/a n/a7 (178) 0.81 0.71 0.66 0.57 0.36 0.29 0.62 0.58 0.56 0.59 0.34 0.22 0.59 0.47 0.29 0.68 n/a n/a

7-3/8 (187) 0.83 0.72 0.66 0.60 0.38 0.30 0.62 0.59 0.56 0.64 0.37 0.24 0.64 0.49 0.30 0.70 0.58 n/a8 (203) 0.86 0.74 0.68 0.65 0.40 0.31 0.63 0.59 0.57 0.72 0.41 0.27 0.72 0.52 0.31 0.73 0.61 n/a9 (229) 0.90 0.77 0.70 0.73 0.45 0.34 0.65 0.60 0.58 0.86 0.50 0.32 0.86 0.58 0.34 0.78 0.65 n/a

9-1/4 (235) 0.91 0.77 0.71 0.76 0.46 0.35 0.65 0.61 0.58 0.89 0.52 0.34 0.89 0.59 0.35 0.79 0.65 0.5710 (254) 0.94 0.80 0.72 0.82 0.50 0.37 0.67 0.62 0.59 1.00 0.58 0.38 1.00 0.64 0.38 0.82 0.68 0.5911 (279) 0.99 0.83 0.74 0.90 0.55 0.39 0.68 0.63 0.60 1.00 0.67 0.43 1.00 0.70 0.43 0.86 0.71 0.6212 (305) 1.00 0.86 0.77 0.98 0.60 0.43 0.70 0.64 0.60 1.00 0.76 0.50 1.00 0.77 0.50 0.90 0.75 0.6514 (356) 1.00 0.91 0.81 1.00 0.70 0.50 0.73 0.66 0.62 0.96 0.62 0.96 0.62 0.97 0.81 0.7016 (406) 1.00 0.97 0.86 0.80 0.57 0.77 0.69 0.64 1.00 0.76 1.00 0.76 1.00 0.86 0.7518 (457) 1.00 1.00 0.90 0.89 0.64 0.80 0.71 0.66 0.91 0.91 0.91 0.7924 (610) 1.00 1.00 1.00 0.86 0.90 0.78 0.71 1.00 1.00 1.00 0.9130 (762) 1.00 1.00 0.85 0.76 1.0036 (914) 0.92 0.81

> 48 (1219) 1.00 0.92




fAN


fRN


fAV


fHV

┴Toward Edge

fRV

⃦ To Edge

fRVEmbedment hef

in (mm) 3-3/4 5-5/8 7-1/2 3-3/4 5-5/8 7-1/2 3-3/4 5-5/8 7-1/2 3-3/4 5-5/8 7-1/2 3-3/4 5-5/8 7-1/2 3-3/4 5-5/8 7-1/2(95) (143) (191) (95) (143) (191) (95) (143) (191) (95) (143) (191) (95) (143) (191) (95) (143) (191)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

— in

(mm

) 3-1/8 (79) 0.64 0.59 0.57 0.67 0.56 0.50 0.55 0.54 0.53 0.18 0.10 0.07 0.35 0.20 0.13 n/a n/a n/a3-1/4 (83) 0.64 0.60 0.57 0.69 0.56 0.51 0.55 0.54 0.53 0.19 0.11 0.07 0.38 0.22 0.14 n/a n/a n/a3-3/4 (95) 0.67 0.61 0.58 0.75 0.60 0.53 0.56 0.54 0.53 0.23 0.13 0.09 0.47 0.27 0.17 n/a n/a n/a

4 (102) 0.68 0.62 0.59 0.78 0.62 0.55 0.57 0.55 0.53 0.26 0.15 0.10 0.51 0.30 0.19 n/a n/a n/a5 (127) 0.72 0.65 0.61 0.91 0.70 0.60 0.58 0.56 0.54 0.36 0.21 0.13 0.72 0.41 0.27 n/a n/a n/a

5-1/2 (140) 0.74 0.66 0.62 0.98 0.74 0.63 0.59 0.56 0.55 0.41 0.24 0.15 0.83 0.48 0.31 0.61 n/a n/a6 (152) 0.77 0.68 0.63 1.00 0.78 0.66 0.60 0.57 0.55 0.47 0.27 0.18 0.94 0.54 0.35 0.64 n/a n/a7 (178) 0.81 0.71 0.66 1.00 0.87 0.72 0.62 0.58 0.56 0.59 0.34 0.22 1.00 0.68 0.44 0.69 n/a n/a

7-3/8 (187) 0.83 0.72 0.66 1.00 0.90 0.74 0.62 0.59 0.56 0.64 0.37 0.24 1.00 0.74 0.48 0.70 0.59 n/a8 (203) 0.86 0.74 0.68 1.00 0.96 0.78 0.63 0.59 0.57 0.73 0.42 0.27 1.00 0.84 0.54 0.73 0.61 n/a9 (229) 0.90 0.77 0.70 1.00 1.00 0.85 0.65 0.60 0.58 0.87 0.50 0.32 1.00 1.00 0.65 0.78 0.65 n/a

9-1/4 (235) 0.91 0.77 0.71 0.86 0.66 0.61 0.58 0.90 0.52 0.34 0.68 0.79 0.66 0.5710 (254) 0.94 0.80 0.72 0.91 0.67 0.62 0.59 1.00 0.58 0.38 0.76 0.82 0.68 0.5911 (279) 0.99 0.83 0.74 0.98 0.69 0.63 0.60 0.67 0.44 0.88 0.86 0.72 0.6212 (305) 1.00 0.86 0.77 1.00 0.70 0.64 0.60 0.77 0.50 1.00 0.90 0.75 0.6514 (356) 1.00 0.91 0.81 0.74 0.66 0.62 0.97 0.63 1.00 0.97 0.81 0.7016 (406) 0.97 0.86 0.77 0.69 0.64 1.00 0.77 1.00 0.86 0.7518 (457) 1.00 0.90 0.80 0.71 0.66 0.92 0.92 0.7924 (610) 1.00 0.90 0.78 0.71 1.00 1.00 0.9230 (762) 1.00 0.85 0.76 1.0036 (914) 0.92 0.81

> 48 (1219) 1.00 0.92

1 Linear interpolation not permitted2 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 = 1.0.4 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.








fAN


fRN


fAV


fHV

┴Toward Edge

fRV

⃦ To Edge

fRVEmbedment hef

in (mm) 4 6-3/4 8-1/2 4 6-3/4 8-1/2 4 6-3/4 8-1/2 4 6-3/4 8-1/2 4 6-3/4 8-1/2 4 6-3/4 8-1/2

(102) (171) (216) (102) (171) (216) (102) (171) (216) (102) (171) (216) (102) (171) (216) (102) (171) (216)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

— in

(mm

) 3-3/4 (95) 0.66 0.59 0.57 n/a n/a n/a 0.56 0.54 0.53 n/a n/a n/a n/a n/a n/a n/a n/a n/a4 (102) 0.67 0.60 0.58 n/a n/a 0.21 0.57 0.54 0.53 n/a n/a 0.08 n/a n/a 0.17 n/a n/a n/a

4-1/8 (105) 0.67 0.60 0.58 n/a n/a 0.21 0.57 0.54 0.53 n/a n/a 0.09 n/a n/a 0.18 n/a n/a n/a4-1/4 (108) 0.68 0.60 0.58 n/a 0.24 0.21 0.57 0.54 0.53 n/a 0.13 0.09 n/a 0.26 0.19 n/a n/a n/a

5 (127) 0.71 0.62 0.60 0.39 0.26 0.23 0.58 0.55 0.54 0.35 0.17 0.12 0.39 0.32 0.23 n/a n/a n/a5-3/4 (146) 0.74 0.64 0.61 0.44 0.28 0.24 0.59 0.56 0.55 0.43 0.21 0.15 0.44 0.34 0.24 0.61 n/a n/a

6 (152) 0.75 0.65 0.62 0.45 0.28 0.24 0.60 0.56 0.55 0.45 0.22 0.16 0.45 0.35 0.24 0.63 n/a n/a7 (178) 0.79 0.67 0.64 0.53 0.31 0.27 0.61 0.57 0.56 0.57 0.28 0.20 0.57 0.38 0.27 0.68 n/a n/a8 (203) 0.83 0.70 0.66 0.60 0.34 0.29 0.63 0.58 0.56 0.70 0.34 0.24 0.70 0.42 0.29 0.72 n/a n/a

8-1/2 (216) 0.85 0.71 0.67 0.64 0.36 0.30 0.64 0.59 0.57 0.77 0.37 0.26 0.77 0.44 0.30 0.75 0.59 n/a9 (229) 0.88 0.72 0.68 0.68 0.37 0.31 0.65 0.59 0.57 0.83 0.40 0.29 0.83 0.45 0.31 0.77 0.60 n/a

10 (254) 0.92 0.75 0.70 0.75 0.40 0.33 0.66 0.60 0.58 0.98 0.47 0.33 0.98 0.49 0.33 0.81 0.64 n/a10-1/4 (260) 0.93 0.75 0.70 0.77 0.41 0.34 0.67 0.60 0.58 1.00 0.49 0.35 1.00 0.50 0.35 0.82 0.64 0.57

11 (279) 0.96 0.77 0.72 0.83 0.44 0.35 0.68 0.61 0.59 1.00 0.55 0.39 1.00 0.55 0.39 0.85 0.67 0.5912 (305) 1.00 0.80 0.74 0.90 0.48 0.38 0.70 0.62 0.60 1.00 0.62 0.44 1.00 0.62 0.44 0.89 0.70 0.6214 (356) 1.00 0.85 0.77 1.00 0.56 0.43 0.73 0.64 0.61 1.00 0.78 0.55 1.00 0.78 0.55 0.96 0.75 0.6716 (406) 1.00 0.90 0.81 1.00 0.64 0.50 0.76 0.66 0.63 1.00 0.96 0.68 1.00 0.96 0.68 1.00 0.80 0.7218 (457) 1.00 0.94 0.85 1.00 0.72 0.56 0.80 0.68 0.64 1.00 1.00 0.81 1.00 1.00 0.81 0.85 0.7624 (610) 1.00 1.00 0.97 1.00 0.97 0.75 0.89 0.74 0.69 1.00 1.00 1.00 1.00 0.99 0.8830 (762) 1.00 1.00 1.00 0.93 0.99 0.80 0.74 1.00 0.9836 (914) 1.00 1.00 0.86 0.79 1.00

> 48 (1219) 0.99 0.89




fAN


fRN


fAV


fHV

┴Toward Edge

fRV

⃦ To Edge

fRVEmbedment hef

in (mm) 4 6-3/4 8-1/2 4 6-3/4 8-1/2 4 6-3/4 8-1/2 4 6-3/4 8-1/2 4 6-3/4 8-1/2 4 6-3/4 8-1/2

(102) (171) (216) (102) (171) (216) (102) (171) (216) (102) (171) (216) (102) (171) (216) (102) (171) (216)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

— in

(mm

) 3-3/4 (95) 0.66 0.59 0.57 n/a 0.56 0.51 0.56 0.54 0.53 n/a 0.11 0.08 n/a 0.22 0.16 n/a n/a n/a4 (102) 0.67 0.60 0.58 n/a 0.57 0.52 0.57 0.54 0.53 n/a 0.12 0.09 n/a 0.24 0.17 n/a n/a n/a

4-1/8 (105) 0.67 0.60 0.58 0.76 0.58 0.53 0.57 0.54 0.53 0.26 0.13 0.09 0.52 0.25 0.18 n/a n/a n/a4-1/4 (108) 0.68 0.60 0.58 0.78 0.59 0.53 0.57 0.54 0.53 0.27 0.13 0.09 0.55 0.26 0.19 n/a n/a n/a

5 (127) 0.71 0.62 0.60 0.87 0.63 0.57 0.58 0.55 0.54 0.35 0.17 0.12 0.70 0.34 0.24 n/a n/a n/a5-3/4 (146) 0.74 0.64 0.61 0.97 0.68 0.61 0.59 0.56 0.55 0.43 0.21 0.15 0.86 0.42 0.29 0.62 n/a n/a

6 (152) 0.75 0.65 0.62 1.00 0.70 0.62 0.60 0.56 0.55 0.46 0.22 0.16 0.92 0.44 0.31 0.63 n/a n/a7 (178) 0.79 0.67 0.64 1.00 0.77 0.67 0.62 0.57 0.56 0.58 0.28 0.20 1.00 0.56 0.40 0.68 n/a n/a8 (203) 0.83 0.70 0.66 1.00 0.84 0.72 0.63 0.58 0.56 0.70 0.34 0.24 1.00 0.68 0.48 0.73 n/a n/a

8-1/2 (216) 0.85 0.71 0.67 1.00 0.88 0.75 0.64 0.59 0.57 0.77 0.37 0.26 1.00 0.75 0.53 0.75 0.59 n/a9 (229) 0.88 0.72 0.68 1.00 0.91 0.78 0.65 0.59 0.57 0.84 0.41 0.29 1.00 0.82 0.58 0.77 0.61 n/a

10 (254) 0.92 0.75 0.70 1.00 0.99 0.83 0.67 0.60 0.58 0.99 0.48 0.34 1.00 0.95 0.68 0.81 0.64 n/a10-1/4 (260) 0.93 0.75 0.70 1.00 1.00 0.85 0.67 0.60 0.58 1.00 0.50 0.35 1.00 0.99 0.70 0.82 0.65 0.58

11 (279) 0.96 0.77 0.72 1.00 0.89 0.68 0.61 0.59 1.00 0.55 0.39 1.00 1.00 0.78 0.85 0.67 0.6012 (305) 1.00 0.80 0.74 1.00 0.95 0.70 0.62 0.60 1.00 0.63 0.44 1.00 0.89 0.89 0.70 0.6214 (356) 1.00 0.85 0.77 1.00 1.00 0.73 0.64 0.61 1.00 0.79 0.56 1.00 1.00 0.96 0.76 0.6716 (406) 1.00 0.90 0.81 0.76 0.66 0.63 0.97 0.68 1.00 0.81 0.7218 (457) 1.00 0.94 0.85 0.80 0.68 0.65 1.00 0.82 0.86 0.7624 (610) 1.00 1.00 0.97 0.90 0.74 0.69 1.00 0.99 0.8830 (762) 1.00 1.00 0.81 0.74 1.00 0.9836 (914) 1.00 0.87 0.79 1.00

>48 (1219) 0.99 0.89

1 Linear interpolation not permitted2 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 = 1.0.4 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.





2.4.12 Hilti HIT-HY 200 Adhesive with Deformed Reinforcing Bars (Rebar)

Rebar Installation Conditions

Perm

issi

ble

Con

cret

e C

ondi

tions

UncrackedConcrete

DryConcrete

Perm

issi

ble

Dril

ling

Met

hod

Hammer Drilling with Carbide Tipped Drill Bit

CrackedConcrete

Water SaturatedConcrete

Hilti TE-CD or TE-YD Hollow Drill Bit

US Rebar Installation Specifications

RebarSize

DrillBitDia.

StandardEmbed.Depth

Embed.DepthRange

MinimumBase

MaterialThickness

ødin

hef stdin (mm)

hefin (mm)

hminin (mm)

#3 1/23-3/8 2-3/8 – 7-1/2

hef + 1-1/4(hef + 30)

(86) (60 – 191)

#4 5/84-1/2 2-3/4 – 10(114) (70 – 254)

#5 3/45-5/8 3-1/8 – 12-1/2

hef + 2d0

(143) (79 – 318)

#6 7/86-3/4 3-1/2 – 15(171) (89 – 381)

#7 17-7/8 3-1/2 – 17-1/2(200) (89 – 445)

#8 1-1/89 4 – 20

(229) (102 – 508)

#9 1-3/810-1/8 4-1/2 – 22-1/2(257) (114 – 572)

#10 1-1/211-1/4 5 – 25(286) (127 – 635)

Canadian Rebar Installation Specifications

RebarSize

DrillBitDia.

StandardEmbed.Depth

Embed.DepthRange

MinimumBase

MaterialThickness

ødin

hef stdmm

hefmm

hminmm

10 M 9/16 115 70 – 226 hef + 3015 M 3/4 145 80 – 320

hef + 2d020 M 1 200 90 – 39025 M 1-1/4 230 101 – 50430 M 1-1/2 260 120 – 598




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

NominalRebar Size

EffectiveEmbedment

Depthin. (mm)

Tension — ϕNn or Nr Shear — ϕVn or Vrf´c = 2500 psi

(17.2 Mpa) lb (kN)

f´c = 3000 psi (20.7 Mpa)

lb (kN)

f´c = 4000 psi (27.6 Mpa)

lb (kN)

f´c = 6000 psi (41.4 Mpa)

lb (kN)

f´c = 2500 psi (17.2 Mpa)

lb (kN)

f´c = 3000 psi (20.7 Mpa)

lb (kN)

f´c = 4000 psi (27.6 Mpa)

lb (kN)

f´c = 6000 psi (41.4 Mpa)

lb (kN)

#3

3-3/8 4,295 4,295 4,295 4,550 9,245 9,245 9,245 9,800(86) (19.1) (19.1) (19.1) (20.2) (41.1) (41.1) (41.1) (43.6)

4-1/2 5,725 5,725 5,725 6,065 12,330 12,330 12,330 13,070(114) (25.5) (25.5) (25.5) (27.0) (54.8) (54.8) (54.8) (58.1)7-1/2 9,540 9,540 9,540 10,110 20,545 20,545 20,545 21,780(191) (42.4) (42.4) (42.4) (45.0) (91.4) (91.4) (91.4) (96.9)

#4

4-1/2 7,445 7,630 7,630 8,090 16,035 16,435 16,435 17,425(114) (33.1) (33.9) (33.9) (36.0) (71.3) (73.1) (73.1) (77.5)

6 10,175 10,175 10,175 10,785 21,915 21,915 21,915 23,230(152) (45.3) (45.3) (45.3) (48.0) (97.5) (97.5) (97.5) (103.3)10 16,960 16,960 16,960 17,975 36,525 36,525 36,525 38,720

(254) (75.4) (75.4) (75.4) (80.0) (162.5) (162.5) (162.5) (172.2)

#5

5-5/8 10,405 11,400 11,925 12,640 22,415 24,550 25,685 27,225(143) (46.3) (50.7) (53.0) (56.2) (99.7) (109.2) (114.3) (121.1)7-1/2 15,900 15,900 15,900 16,855 34,245 34,245 34,245 36,300(191) (70.7) (70.7) (70.7) (75.0) (152.3) (152.3) (152.3) (161.5)

12-1/2 26,500 26,500 26,500 28,090 57,075 57,075 57,075 60,500(318) (117.9) (117.9) (117.9) (124.9) (253.9) (253.9) (253.9) (269.1)

#6

6-3/4 13,680 14,985 17,170 18,200 29,460 32,275 36,985 39,205(171) (60.9) (66.7) (76.4) (81.0) (131.0) (143.6) (164.5) (174.4)

9 21,060 22,895 22,895 24,270 45,360 49,310 49,310 52,270(229) (93.7) (101.8) (101.8) (108.0) (201.8) (219.3) (219.3) (232.5)15 38,160 38,160 38,160 40,445 82,185 82,185 82,185 87,120

(381) (169.7) (169.7) (169.7) (179.9) (365.6) (365.6) (365.6)

One giant leap. - Hilti · HIT-HY 200 Safe Set™ Technology 2 Hilti, Inc. (USA) 1-800-879-8000 I I...

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