HIT-HY 100 Adhesive Anchor Technical Supplement
Setting the standard for performance and reliability. Hilti. Outperform. Outlast.
Hilti. Outperform. Outlast.
Setting the standard for performance and reliability. HIT-HY 100 Adhesive Anchoring System The new Hilti HIT-HY 100 Adhesive Anchoring System is the latest addition to the fast cure adhesive anchor portfolio and designed for solid performance in a wide range of applications. Designed to utilize the existing Hilti dispenser platform and ICC-ES approved for uncracked concrete, this anchor is the perfect complement to the portfolio for day to day jobsite needs.
Performance ◼◼ ICC approved for uncracked concrete ◼◼ Complete anchor system available, including HIT-V, HAS-E and HIS rods ◼◼ Easy and accurate dispensing with battery dispenser
Reliability ◼◼ Reliable fastenings using the traditional cleaning method (2x2x2) ◼◼ Tested with wide range of rod diameters and embedments
Hilti Adhesive Anchors — every job, every application.
HY 200 SAFEset 2
HY 200
HY 100
HY 10+
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System HIT-HY 100 Hybrid Adhesive
Features and Applications
Technical Data
HIT-HY 100
◼◼ Anchoring light structural steel connections (e.g. steel columns, beams)
Product
Hybrid Urethane Methacrylate
◼◼ Anchoring secondary steel elements
Base material temperature*
14° F to 104° F (-10° C to 40° C)
◼◼ Rebar doweling and connecting secondary post-installed rebar ◼◼ Substituting misplaced or missing rebar ◼◼ ICC approved for un-cracked concrete ◼◼ Tested with a wide range of rod diameters and embedments ◼◼ Complete anchor system available, including HIT-V rods, HAS-E rods and HIS inserts ◼◼ Easy and accurate dispensing with battery dispenser
Working/Full Cure Time Table (Approximate)
Diameter range
3/8" to 1-1/4"
Listings/Approvals • ICC-ES (International Code Council) – ESR-3574 for un-cracked concrete • COLA (City of Los Angeles) (pending) Package volume •V olume of HIT-HY 100 11.1 fl oz/330 ml foil pack is 20.1 in3 • Volume of HIT-HY 100 16.9 fl oz/500 ml foil pack is 30.5 in3
Base Material Temperature °F
°C
twork
tcure
14 ... 22
-10 ... -5
3h
12 hrs
23 ... 31
-4 ... 0
40 min
4 hrs
32 ... 40
1 ... 5
20 min
2 hrs
41 ... 50
6 ... 10
8 min
60 min
51 ... 68
11 ... 20
5 min
30 min
69 ... 86
21 ... 30
3 min
30 min
87 ... 104
31 ... 40
2 min
30 min
Order Information Description
Qty of foil packs
Item No.
HIT-HY 100 (11.1oz/330ml)
1
02078494
HIT-HY 100 Master Carton (11.1oz/330ml)
25
03510989
HIT-HY 100 Master Carton (11.1oz/330ml) + HDM 500
25
03510991
HIT-HY 100 Master Carton (16.9oz/500ml)
20
02078495
(2) HIT-HY 100 Master Cartons (16.9oz/500ml) + HDM 500
40
03511063
(2) HIT-HY 100 Master Cartons (16.9oz/500ml) + HDE 500 Kit
40
03511064
Accessories Description
Item No.
HDM 500 Manual Dispenser
03498241
HDE 500 Compact Cordless Dispenser
03496606
HDE 500 Industrial Cordless Dispenser
03496605
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
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HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System 1.0
Product Description
2.0
Technical Data
1.0 Product Description
The Hilti HIT-HY 100 Adhesive Anchoring System is used to resist static, wind or earthquake (Seismic Design Categories A and B only) tension and shear loads in normal-weight concrete having a compressive strength, f´c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). It is suitable to be used in uncracked concrete as defined per ICC-ES, ACI, and CSA.
Listings/Approvals ICC-ES (International Code Council) ESR-3574 NSF/ANSI Standard 61 Certification for use of HIT-HY 100 in potable water
Hilti HIT-HY 100 Adhesive is an injectable two-component hybrid adhesive. The two components are separated by means of a dual-cylinder foil pack attached to a manifold. The two components combine and react when dispensed through a static mixing nozzle attached to the manifold.
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
Elements that are suitable for use with this system are as follows: threaded steel rods, Hilti HIS-(R)N steel internally threaded inserts, and steel reinforcing bars.
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.
Hilti HIT-HY 100 Adhesive Technical Data Table of Contents Element Type
Rebar
Hilti HAS Threaded Rod
Hilti HIS-N and HIS-RN Internally Threaded Insert
United States
Canada
Pages
9 – 15
16 – 19
20 – 26
27 – 29
Tables
1 – 10
11 – 17
18 – 27
28 – 30
Information on Working Time and Cure Time on page 30 Information on Resistance of Cured Hilti HIT-HY 100 to Chemicals on page 30
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Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System 2.0 Technical Data 2.1 T esting and Product Evaluation
Hilti HIT-HY 100 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 100 Adhesive Anchor System 2.3.1 Using technical data in ESR-3574
Technical data for the system components of Hilti HIT-HY 100 can be found in ICC-ES ESR-3574. This includes:
Hilti has had Hilti HIT-HY 100 evaluated according to AC308 and has received ESR-3574 from ICC-ES.
• Hilti HIT-HY 100 adhesive.
2.2 Adhesive Anchor Design Codes 2.2.1 United States
• Hilti HIS-(R)N internally threaded inserts.
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-3574 for Hilti HIT-HY 100 includes the design provisions for ACI 318-08 and AC308 Section 3.3.
2.2.2 Canada
CSA A23.3-04 Annex D provides the required limit states design equations for post-installed mechanical anchors, and for cast-in headed studs. At the time of this publication, Annex D, which is a non-mandatory part of the Canadian code, does not address adhesive anchor design or test criteria. Since Annex D does not provide guidance for the design of adhesive anchor systems, it is the position of Hilti that the design provisions of ACI 318-11 Appendix D can be used for the design of Hilti HIT-HY 100 in Canada. The foundations of a proper adhesive anchor design are now well established through ACI 318-11 and a proper chemical anchor design in the United States would be also relevant in Canada. It will be shown in later sections how to relate the results from technical data in this supplement to the Canadian design standard.
• Standard threaded rods and rebar. A designer can use the data in ESR-3574 to calculate the capacity of the Hilti HIT-HY 100 system in the following manner: • For standard threaded rods, rebar and the Hilti HIS-(R)N internally threaded inserts, a design using either ACI 318-11 Appendix D or ACI 318-08 Appendix D and AC308 Section 3.3 amendments to ACI 318 would be appropriate. The tables from ESR-3574 are not included in this supplement, but can be found by downloading ESR-3574 from www.us.hilti.com or on the ICC-ES website at www.icc-es.org, or by contacting your local Hilti representative.
2.3.2 Using the New Hilti Simplified Design Tables
In lieu of providing a copy of ESR-3574 design tables in this supplement, Hilti is providing a new, simple approach for designing an anchor according to the current codes described in Section 2.2. Refer to Section 2.4 for a description of these new innovative tables.
2.4 Hilti Simplified Design Tables The Hilti Simplified Design Tables is not a new “method” of designing an anchor that is different than the provisions of ACI 318 Appendix D or CSA A23.3 Annex D. Rather, it is a series of pre-calculated tables and reduction factors meant to help the designer create a quick calculation of the capacity of the Hilti anchor system, and still be compliant with the codes and criteria of ACI and CSA. The Hilti Simplified Design Tables are formatted similar to the Allowable Stress Design (ASD) tables and reduction factors which was a standard of practice for design of post-installed anchors. The Hilti Simplified Design Tables combine the simplicity of performing a calculation according to the ASD method with the code-required testing, evaluation criteria and technical data in ACI Appendix D and CSA Annex D.
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
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HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System 2.4.1 Simplified Tables Data Development
The Simplified Tables have two table types. The single anchor capacity table and the reduction factor table. Single anchor capacity tables show the design strength (for ACI) or factored resistance (for CSA) in tension and shear for a single anchor. This is the capacity of a single anchor with no edge distance or concrete thickness influences and is based on the assumptions outlined in the footnotes below each table. Reduction factor tables are created by comparing the single anchor capacity to the capacity that includes the influence of a specific edge distance, spacing, or concrete thickness, using the equations of ACI 318-11 Appendix D. The single anchor tension capacity is based on the lesser of concrete breakout strength or bond strength: ACI: ФNn = min | ФNcb ;ФNa | CSA/ACI: Nr = min | Ncbr ;Na | ФNn = Nr
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:
The shear value is based on the pryout strength. ACI: ФVn = ФVcp CSA/ACI: Vr = Vcpr ФVn = Vr Concrete breakout is calculated according to ACI 318 Appendix D and CSA A23.3 Annex D using the variables from ESR-3574. These values are equivalent. Bond strength is not recognized in CSA, so this is determined from ACI 318-11 Appendix D for both the US and Canada.
2.4.2 Steel Strength for All Elements
The steel strength is provided on a separate table and is based on calculations from ACI 318 Appendix D and CSA A23.3 Annex D. ACI and CSA have different reduction factors for steel strength, thus the values for both ACI and CSA are published.
2.4.3 How to Calculate Anchor Capacity Using Simplified Tables
The process for calculating the capacity of a single anchor or anchor group is similar to the ASD calculation process currently outlined in the 2011 North American Product Technical Guide Volume 2: Anchor Fastening Technical Guide on page 19.
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
The design strength (factored resistance) of an anchor is obtained as follows:
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Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System 2.4.4 Allowable Stress Design (ASD)
The values of Ndes and Vdes developed from Section 2.4.3 are design strengths (factored resistances) and are to be compared to the required strength in tension and shear from factored load combinations of ACI 318 Chapter 9 or CSA A23.3 Chapter 8.
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 N Vdes des 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 V des Vf ____ CSA: ≤ 0.2 Vdes
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
2.4.5 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.
2.4.6 Accuracy of the Simplified Tables
Calculations using the Simplified Tables have the potential of providing a design strength (factored resistance) that is exactly what would be calculated using equations from ACI 318 Appendix D or CSA A23.3 Annex D.
The tables for the single anchor design strength (factored resistance) for concrete / bond / pullout failure or steel failure have the same values that will be computed using the provisions of ACI and CSA.
The full shear strength can be permitted if: Nua ____ ACI: ≤ 0.2 Ndes Nf ____ CSA: ≤ 0.2 Ndes
The load adjustment factors for edge distance influences are Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
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HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System 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: •S ingle anchor tables have values equivalent to a calculation according to ACI or CSA. •S ince 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. •F or 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. •F or 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. •T he 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. •T he 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.
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• The load adjustment factors are determined by calculations according to ACI 318-11 Appendix D. This is more conservative than ACI 318-08 Appendix D because the ψg,Na factor, which is always greater than or equal to 1.0, does not need to be calculated. IMPORTANT NOTE: For applications such as a four bolt or six bolt anchor pattern in a corner in a thin slab, the calculation can be up to 80% conservative when compared to a calculation according to ACI or CSA. It is always suggested to perform a calculation by hand using the provisions of ACI and CSA to optimize the design. This is especially true when the Simplified Table calculation does not provide a value that satisfies the design requirements. The fact that a Simplified Table calculation does not exceed a design load does not mean the HIT-HY 100 Adhesive system will not fulfill the design requirements. Additional assistance can be given by your local Hilti representative.
2.4.7 Limitations Using Simplified Tables
There are additional limitations that the Simplified Tables do not consider: • Load Combinations: Table values are meant to be used with the load combinations of ACI 318 Section 9.2 and CSA A23.3 Chapter 8. • Supplementary Reinforcement: Table values, including reduction factors, are based on Condition B which does not consider the effects of supplementary reinforcement, nor is there an influence factor that can be applied to account for supplementary reinforcement. • Eccentric loading: Currently, there is not a method for applying a factor to the tables to account for eccentric loading. • Moments or Torsion: While a designer can apply a moment or torsion to the anchor system and obtain a specific load per anchor, the tables themselves do not have specific factors to account for moments or torsion applied to the anchor system. • Standoff: Standoff is not considered in the steel design tables. • Anchor layout: The Simplified Tables assume an orthogonal layout. There may be additional applications not noted above. Contact Hilti with any questions for specific applications.
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System 2.4.8 Hilti HIT-HY 100 Adhesive with Deformed Reinforcing Bars (Rebar)
Dry Concrete
Uncracked Concrete
Water Saturated Concrete
US Rebar Installation Specifications
Rebar Size
#3 #4
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
Hammer Drilling with Carbide Tipped Drill Bit
Canadian Rebar Installation Specifications
Drill Bit Dia.
1/2
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 100 Technical Supplement 01/14
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HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 1 — Hilti HIT-HY 100 Adhesive Design Strength (Factored Resistance) with Concrete / Bond Failure for US Rebar in Uncracked Concrete 1,2,3,4,5,6,7,8 Nominal Rebar Size
#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)
3,155 (14.0) 4,205 (18.7) 7,005 (31.2) 5,605 (24.9) 7,475 (33.3) 12,455 (55.4) 8,760 (39.0) 11,680 (52.0) 19,465 (86.6) 12,610 (56.1) 16,815 (74.8) 28,025 (124.7) 17,165 (76.4) 22,890 (101.8) 38,150 (169.7) 21,060 (93.7) 29,895 (133.0) 49,825 (221.6) 24,010 (106.8) 32,015 (142.4) 53,360 (237.4) 29,430 (130.9) 39,525 (175.8) 65,875 (293.0)
3,155 (14.0) 4,205 (18.7) 7,005 (31.2) 5,605 (24.9) 7,475 (33.3) 12,455 (55.4) 8,760 (39.0) 11,680 (52.0) 19,465 (86.6) 12,610 (56.1) 16,815 (74.8) 28,025 (124.7) 17,165 (76.4) 22,890 (101.8) 38,150 (169.7) 22,420 (99.7) 29,895 (133.0) 49,825 (221.6) 24,010 (106.8) 32,015 (142.4) 53,360 (237.4) 29,645 (131.9) 39,525 (175.8) 65,875 (293.0)
3,155 (14.0) 4,205 (18.7) 7,005 (31.2) 5,605 (24.9) 7,475 (33.3) 12,455 (55.4) 8,760 (39.0) 11,680 (52.0) 19,465 (86.6) 12,610 (56.1) 16,815 (74.8) 28,025 (124.7) 17,165 (76.4) 22,890 (101.8) 38,150 (169.7) 22,420 (99.7) 29,895 (133.0) 49,825 (221.6) 24,010 (106.8) 32,015 (142.4) 53,360 (237.4) 29,645 (131.9) 39,525 (175.8) 65,875 (293.0)
3,340 (14.9) 4,455 (19.8) 7,425 (33.0) 5,940 (26.4) 7,920 (35.2) 13,205 (58.7) 9,285 (41.3) 12,380 (55.1) 20,630 (91.8) 13,370 (59.5) 17,825 (79.3) 29,710 (132.2) 18,195 (80.9) 24,260 (107.9) 40,435 (179.9) 23,765 (105.7) 31,690 (141.0) 52,815 (234.9) 25,450 (113.2) 33,935 (150.9) 56,560 (251.6) 31,425 (139.8) 41,895 (186.4) 69,830 (310.6)
6,790 (30.2) 9,055 (40.3) 15,090 (67.1) 12,075 (53.7) 16,100 (71.6) 26,830 (119.3) 18,865 (83.9) 25,150 (111.9) 41,920 (186.5) 27,165 (120.8) 36,220 (161.1) 60,365 (268.5) 36,975 (164.5) 49,300 (219.3) 82,165 (365.5) 45,360 (201.8) 64,390 (286.4) 107,315 (477.4) 54,125 (240.8) 81,495 (362.5) 135,825 (604.2) 63,395 (282.0) 97,600 (434.1) 167,685 (745.9)
6,790 (30.2) 9,055 (40.3) 15,090 (67.1) 12,075 (53.7) 16,100 (71.6) 26,830 (119.3) 18,865 (83.9) 25,150 (111.9) 41,920 (186.5) 27,165 (120.8) 36,220 (161.1) 60,365 (268.5) 36,975 (164.5) 49,300 (219.3) 82,165 (365.5) 48,295 (214.8) 64,390 (286.4) 107,315 (477.4) 59,290 (263.7) 81,495 (362.5) 135,825 (604.2) 69,445 (308.9) 100,610 (447.5) 167,685 (745.9)
6,790 (30.2) 9,055 (40.3) 15,090 (67.1) 12,075 (53.7) 16,100 (71.6) 26,830 (119.3) 18,865 (83.9) 25,150 (111.9) 41,920 (186.5) 27,165 (120.8) 36,220 (161.1) 60,365 (268.5) 36,975 (164.5) 49,300 (219.3) 82,165 (365.5) 48,295 (214.8) 64,390 (286.4) 107,315 (477.4) 61,120 (271.9) 81,495 (362.5) 135,825 (604.2) 75,455 (335.6) 100,610 (447.5) 167,685 (745.9)
7,200 (32.0) 9,600 (42.7) 15,995 (71.1) 12,800 (56.9) 17,065 (75.9) 28,440 (126.5) 19,995 (88.9) 26,660 (118.6) 44,435 (197.7) 28,795 (128.1) 38,395 (170.8) 63,990 (284.6) 39,190 (174.3) 52,255 (232.4) 87,095 (387.4) 51,190 (227.7) 68,255 (303.6) 113,755 (506.0) 64,785 (288.2) 86,385 (384.3) 143,970 (640.4) 79,985 (355.8) 106,645 (474.4) 177,745 (790.6)
See Section 2.4 for explanation on development of load values. See Section 2.4.4 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 3 - 10 as necessary. Compare to the steel values in table 2. 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 0.83. For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.48. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. Tabular values are for dry and water-saturated concrete conditions. Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.5. 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.
10
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 2 — Steel Design Strength (ACI 318 Appendix D Based Design) for US Rebar 3 ASTM A 615 Grade 40 4 Nominal Rebar Size #3 #4 #5 #6 #7 #8 #9 #10 1 2 3 4
ASTM A 615 Grade 60 4
ASTM A 706 Grade 60 4
Tensile ϕNsa lb (kN)
2
Shear ϕVsa lb (kN)
Tensile ϕNsa lb (kN)
Shear ϕVsa lb (kN)
Tensile1 ϕNsa lb (kN)
Shear2 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)
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)
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
1
2
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 2.4.4 to convert design strength (factored resistance) value to ASD value. ASTM A706 Grade 60 rebar are considered ductile steel elements. ASTM A 615 Grade 40 and 60 rebar are considered brittle steel elements.
Table 3 — Load Adjustment Factors for #3 US Rebar in Uncracked Concrete 1,2
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#3 Uncracked 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) 0.32 0.33 0.34 0.43 0.49 0.53 0.60 0.65 0.75 0.78 0.91 1.00
4-1/2 (114) 0.23 0.24 0.25 0.31 0.36 0.38 0.44 0.48 0.55 0.57 0.67 0.76 0.83 0.86 0.95 1.00
7-1/2 (191) 0.13 0.14 0.14 0.18 0.21 0.22 0.25 0.28 0.32 0.33 0.39 0.44 0.48 0.50 0.55 0.61 0.66 0.77 0.88 0.99 1.00
Spacing Factor in Shear3 fAV 3-3/8 (86) n/a 0.54 0.54 0.57 0.58 0.59 0.60 0.61 0.62 0.63 0.65 0.67 0.69 0.70 0.72 0.74 0.76 0.80 0.85 0.89 1.00
4-1/2 (114) n/a 0.53 0.54 0.55 0.56 0.57 0.58 0.59 0.60 0.61 0.63 0.64 0.66 0.66 0.68 0.70 0.71 0.75 0.79 0.82 0.93 1.00
7-1/2 (191) n/a 0.52 0.53 0.54 0.55 0.55 0.56 0.56 0.57 0.58 0.59 0.60 0.61 0.61 0.63 0.64 0.65 0.68 0.70 0.73 0.81 0.88 0.96 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) 0.11 0.08 0.05 0.22 0.16 0.12 0.09 0.05 0.24 0.18 0.13 0.10 0.06 0.27 0.20 0.24 0.18 0.11 0.46 0.37 0.32 0.24 0.15 0.52 0.42 0.38 0.28 0.17 0.55 0.45 0.47 0.35 0.21 0.62 0.49 0.52 0.39 0.24 0.65 0.51 0.65 0.48 0.29 0.75 0.57 0.69 0.52 0.31 0.78 0.59 0.87 0.65 0.39 0.91 0.67 1.00 0.80 0.48 1.00 0.76 0.91 0.55 0.83 0.95 0.57 0.86 1.00 0.67 0.95 0.77 1.00 0.88 1.00
Conc. Thickness Factor in Shear4 fHV 7-1/2 (191) 0.10 0.11 0.12 0.22 0.29 0.34 0.36 0.37 0.40 0.41 0.45 0.48 0.51 0.52 0.57 0.61 0.66 0.77 0.88 0.99 1.00
3-3/8 (86) n/a n/a n/a n/a n/a n/a 0.63 0.66 0.71 0.72 0.78 0.83 0.87 0.88 0.93 0.98 1.00
4-1/2 (114) n/a n/a n/a n/a n/a n/a n/a n/a 0.64 0.66 0.71 0.76 0.79 0.80 0.85 0.89 0.93 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 0.67 0.68 0.71 0.75 0.78 0.84 0.90 0.96 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 100 Technical Supplement 01/14
11
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 4 — 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 0.32 0.35 0.42 0.49 0.55 0.57 0.67 0.69 0.76 0.86 0.95 1.00
6 (152) 0.20 0.23 0.26 0.30 0.36 0.40 0.42 0.49 0.51 0.56 0.63 0.70 0.78 0.84 0.98 1.00
10 (254) 0.12 0.14 0.15 0.18 0.21 0.23 0.24 0.29 0.30 0.33 0.37 0.41 0.46 0.49 0.57 0.65 0.73 0.82 0.90 0.98 1.00
Spacing Factor in Shear3 fAV 4-1/2 (114) n/a 0.54 0.55 0.57 0.58 0.59 0.60 0.61 0.62 0.63 0.65 0.66 0.68 0.70 0.73 0.76 0.79 0.83 0.86 0.89 0.99 1.00
6 (152) 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 0.71 0.74 0.77 0.80 0.82 0.90 0.98 1.00
10 (254) n/a 0.52 0.53 0.54 0.55 0.55 0.56 0.57 0.57 0.58 0.59 0.60 0.61 0.61 0.63 0.65 0.67 0.69 0.71 0.73 0.79 0.84 0.96
Edge Distance in Shear ┴ ⃦ Toward Edge To Edge fRV fRV 4-1/2 6 10 4-1/2 6 (114) (152) (254) (114) (152) 0.07 0.05 0.03 0.14 0.11 0.12 0.09 0.05 0.24 0.18 0.16 0.12 0.07 0.32 0.24 0.24 0.18 0.11 0.45 0.37 0.34 0.26 0.15 0.51 0.42 0.42 0.31 0.19 0.57 0.46 0.45 0.34 0.20 0.59 0.47 0.56 0.42 0.25 0.67 0.52 0.59 0.45 0.27 0.69 0.53 0.69 0.52 0.31 0.76 0.57 0.82 0.62 0.37 0.86 0.63 0.96 0.72 0.43 0.95 0.70 1.00 0.86 0.52 1.00 0.78 0.95 0.57 0.84 1.00 0.72 0.98 0.88 1.00 1.00
Conc. Thickness Factor in Shear4 fHV 10 (254) 0.06 0.11 0.14 0.22 0.31 0.34 0.35 0.38 0.38 0.40 0.43 0.46 0.50 0.52 0.58 0.65 0.73 0.82 0.90 0.98 1.00
4-1/2 (114) n/a n/a n/a n/a n/a 0.61 0.62 0.67 0.69 0.72 0.76 0.81 0.86 0.88 0.95 1.00
6 (152) n/a n/a n/a n/a n/a n/a n/a n/a 0.62 0.66 0.69 0.73 0.78 0.80 0.87 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 0.66 0.68 0.73 0.78 0.83 0.87 0.92 0.96 1.00
Table 5 — 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
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 0.25 0.57 0.54 0.32 0.59 0.55 0.36 0.60 0.56 0.39 0.61 0.57 0.41 0.63 0.58 0.47 0.66 0.59 0.53 0.66 0.60 0.54 0.68 0.61 0.61 0.70 0.62 0.68 0.72 0.63 0.76 0.74 0.65 0.83 0.77 0.66 0.91 0.81 0.69 1.00 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 0.05 0.04 0.02 0.10 0.08 0.05 n/a n/a n/a 0.53 0.52 0.12 0.09 0.05 0.24 0.18 0.11 n/a n/a n/a 0.54 0.53 0.17 0.13 0.08 0.35 0.26 0.16 n/a n/a n/a 0.55 0.54 0.22 0.16 0.10 0.43 0.33 0.20 n/a n/a n/a 0.55 0.54 0.24 0.18 0.11 0.45 0.37 0.22 n/a n/a n/a 0.56 0.55 0.32 0.24 0.14 0.50 0.41 0.29 n/a n/a n/a 0.58 0.55 0.40 0.30 0.18 0.55 0.45 0.34 n/a n/a n/a 0.58 0.55 0.41 0.31 0.19 0.56 0.46 0.34 0.61 n/a n/a 0.59 0.56 0.49 0.37 0.22 0.61 0.49 0.36 0.65 n/a n/a 0.60 0.57 0.59 0.44 0.26 0.68 0.53 0.38 0.68 0.62 n/a 0.61 0.58 0.69 0.52 0.31 0.76 0.57 0.40 0.72 0.66 n/a 0.62 0.58 0.79 0.60 0.36 0.83 0.62 0.42 0.76 0.69 n/a 0.63 0.59 0.91 0.68 0.41 0.91 0.67 0.45 0.79 0.72 n/a 0.65 0.61 1.00 0.86 0.51 1.00 0.78 0.49 0.85 0.78 0.65 0.67 0.62 1.00 0.63 0.89 0.54 0.91 0.83 0.70 0.69 0.64 0.75 1.00 0.59 0.97 0.88 0.74 0.71 0.65 0.88 0.65 1.00 0.93 0.78 0.74 0.67 1.00 0.72 0.97 0.82 0.76 0.68 0.78 1.00 0.86 0.78 0.70 0.85 0.89 0.80 0.71 0.91 0.92 0.82 0.73 0.98 0.96 0.89 0.77 1.00 1.00 1.00 0.87
Spacing Factor in Shear3 fAV
7-1/2 12-1/2 5-5/8 (191) (318) (143) 0.19 0.11 n/a 0.23 0.14 0.54 0.27 0.16 0.55 0.29 0.17 0.56 0.30 0.18 0.57 0.34 0.20 0.58 0.39 0.23 0.59 0.40 0.23 0.59 0.45 0.26 0.60 0.50 0.29 0.62 0.56 0.33 0.63 0.61 0.36 0.64 0.67 0.39 0.66 0.78 0.46 0.68 0.89 0.52 0.71 1.00 0.59 0.73 0.65 0.76 0.72 0.79 0.78 0.81 0.85 0.84 0.91 0.86 0.98 0.89 1.00 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.
12
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 6 — 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) 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) 0.24 0.32 0.33 0.37 0.38 0.41 0.46 0.51 0.54 0.57 0.63 0.68 0.76 0.88 1.00
9 (229) 0.18 0.23 0.24 0.27 0.28 0.30 0.34 0.37 0.39 0.42 0.46 0.50 0.56 0.65 0.74 0.78 0.83 0.93 1.00
15 (381) 0.10 0.14 0.14 0.16 0.16 0.18 0.20 0.22 0.23 0.24 0.27 0.29 0.33 0.38 0.43 0.45 0.49 0.54 0.60 0.65 0.71 0.76 0.81 0.98 1.00
Spacing Factor in Shear3 fAV 6-3/4 (171) n/a 0.54 0.54 0.55 0.56 0.56 0.57 0.59 0.59 0.60 0.61 0.61 0.63 0.65 0.67 0.68 0.69 0.71 0.74 0.76 0.78 0.80 0.82 0.88 1.00
9 (229) n/a 0.53 0.54 0.54 0.55 0.55 0.56 0.57 0.57 0.58 0.59 0.59 0.61 0.62 0.64 0.65 0.66 0.68 0.69 0.71 0.73 0.75 0.76 0.82 0.92
15 (381) n/a 0.52 0.53 0.53 0.53 0.54 0.54 0.55 0.55 0.56 0.56 0.57 0.58 0.59 0.60 0.61 0.61 0.63 0.64 0.65 0.66 0.68 0.69 0.73 0.80
Edge Distance in Shear ┴ ⃦ Toward Edge To Edge fRV fRV 6-3/4 9 15 6-3/4 9 (171) (229) (381) (171) (229) 0.04 0.03 0.02 0.08 0.06 0.12 0.09 0.05 0.24 0.18 0.13 0.10 0.06 0.26 0.19 0.18 0.14 0.08 0.36 0.27 0.20 0.15 0.09 0.39 0.29 0.24 0.18 0.11 0.45 0.36 0.30 0.23 0.14 0.49 0.41 0.37 0.28 0.17 0.53 0.44 0.40 0.30 0.18 0.56 0.45 0.44 0.33 0.20 0.58 0.47 0.51 0.39 0.23 0.63 0.50 0.57 0.43 0.26 0.68 0.53 0.67 0.51 0.30 0.76 0.57 0.85 0.64 0.38 0.88 0.65 1.00 0.78 0.47 1.00 0.74 0.83 0.50 0.78 0.93 0.56 0.83 1.00 0.65 0.93 0.75 1.00 0.86 0.97 1.00
Conc. Thickness Factor in Shear4 fHV 15 (381) 0.03 0.11 0.12 0.16 0.18 0.21 0.27 0.33 0.34 0.35 0.37 0.38 0.40 0.44 0.48 0.49 0.52 0.56 0.60 0.65 0.71 0.76 0.81 0.98 1.00
6-3/4 (171) n/a n/a n/a n/a n/a n/a n/a n/a 0.60 0.62 0.65 0.68 0.72 0.77 0.83 0.85 0.88 0.92 0.97 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 0.62 0.65 0.70 0.75 0.77 0.80 0.84 0.88 0.92 0.96 0.99 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 0.65 0.67 0.71 0.74 0.78 0.81 0.84 0.87 0.95 1.00
Table 7 — 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
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) (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 0.06 0.04 0.02 n/a n/a n/a 0.59 0.57 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.11 0.08 0.05 0.22 0.16 0.10 n/a n/a n/a 0.61 0.58 0.55 0.34 0.25 0.15 0.54 0.54 0.53 0.13 0.10 0.06 0.27 0.20 0.12 n/a n/a n/a 0.62 0.59 0.55 0.36 0.26 0.15 0.55 0.54 0.53 0.15 0.12 0.07 0.31 0.23 0.14 n/a n/a n/a 0.63 0.60 0.56 0.37 0.28 0.16 0.55 0.54 0.53 0.18 0.13 0.08 0.35 0.26 0.16 n/a n/a n/a 0.65 0.61 0.57 0.41 0.30 0.18 0.56 0.55 0.54 0.22 0.17 0.10 0.44 0.33 0.20 n/a n/a n/a 0.67 0.63 0.58 0.45 0.33 0.19 0.57 0.56 0.54 0.27 0.20 0.12 0.48 0.40 0.24 n/a n/a n/a 0.69 0.64 0.59 0.49 0.36 0.21 0.58 0.56 0.55 0.32 0.24 0.14 0.52 0.43 0.29 n/a n/a n/a 0.71 0.66 0.59 0.53 0.39 0.23 0.59 0.57 0.55 0.37 0.28 0.17 0.56 0.45 0.33 0.59 n/a n/a 0.71 0.66 0.60 0.54 0.40 0.23 0.59 0.57 0.55 0.38 0.28 0.17 0.56 0.45 0.34 0.59 n/a n/a 0.73 0.67 0.60 0.59 0.44 0.26 0.60 0.58 0.56 0.44 0.33 0.20 0.60 0.48 0.36 0.62 n/a n/a 0.75 0.69 0.61 0.65 0.48 0.28 0.60 0.59 0.56 0.50 0.37 0.22 0.65 0.51 0.37 0.65 n/a n/a 0.76 0.70 0.62 0.67 0.50 0.29 0.61 0.59 0.56 0.53 0.40 0.24 0.67 0.53 0.38 0.66 0.60 n/a 0.80 0.72 0.63 0.75 0.55 0.33 0.62 0.60 0.57 0.62 0.47 0.28 0.75 0.57 0.40 0.70 0.63 n/a 0.84 0.75 0.65 0.86 0.63 0.37 0.64 0.61 0.58 0.76 0.57 0.34 0.86 0.63 0.43 0.75 0.68 n/a 0.88 0.79 0.67 0.97 0.71 0.42 0.66 0.63 0.59 0.91 0.68 0.41 0.97 0.71 0.47 0.79 0.72 n/a 0.91 0.81 0.69 1.00 0.77 0.45 0.67 0.64 0.60 1.00 0.77 0.46 1.00 0.77 0.49 0.82 0.75 0.63 0.92 0.82 0.69 0.79 0.46 0.67 0.64 0.60 0.80 0.48 0.79 0.50 0.83 0.76 0.64 0.97 0.85 0.71 0.87 0.51 0.69 0.66 0.61 0.92 0.55 0.87 0.53 0.88 0.79 0.67 1.00 0.88 0.73 0.95 0.56 0.71 0.67 0.62 1.00 0.63 0.95 0.57 0.91 0.83 0.70 0.91 0.75 1.00 0.60 0.73 0.69 0.63 0.71 1.00 0.61 0.95 0.86 0.73 0.94 0.77 0.65 0.74 0.70 0.64 0.80 0.65 0.99 0.90 0.76 0.98 0.79 0.70 0.76 0.72 0.65 0.88 0.70 1.00 0.93 0.78 1.00 0.84 0.84 0.81 0.76 0.68 1.00 0.84 1.00 0.86 0.96 1.00 0.92 0.84 0.75 1.00 0.99 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.
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
13
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 8 — 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 0.32 0.35 0.35 0.38 0.41 0.45 0.48 0.52 0.53 0.57 0.61 0.66 0.67 0.75 0.85 0.94 1.00
12 (305) 0.17 0.23 0.25 0.26 0.28 0.30 0.33 0.35 0.38 0.39 0.42 0.45 0.49 0.49 0.55 0.62 0.69 0.76 0.77 0.83 0.90 0.97 1.00
20 (508) 0.10 0.14 0.15 0.15 0.16 0.18 0.19 0.21 0.22 0.23 0.24 0.26 0.28 0.29 0.33 0.37 0.41 0.45 0.45 0.49 0.53 0.57 0.61 0.73 0.98
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 0.54 0.54 0.54 0.55 0.55 0.56 0.57 0.57 0.57 0.58 0.58 0.59 0.60 0.61 0.62 0.63 0.63 0.64 0.66 0.67 0.68 0.72 0.79
20 (508) n/a 0.52 0.53 0.53 0.53 0.53 0.54 0.54 0.55 0.55 0.55 0.56 0.56 0.56 0.57 0.58 0.59 0.59 0.60 0.60 0.61 0.62 0.63 0.65 0.71
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 0.08 0.05 0.22 0.15 0.14 0.10 0.06 0.29 0.20 0.15 0.11 0.06 0.30 0.21 0.18 0.13 0.08 0.36 0.25 0.22 0.15 0.09 0.44 0.31 0.26 0.18 0.11 0.48 0.37 0.31 0.22 0.13 0.51 0.42 0.35 0.25 0.15 0.55 0.44 0.37 0.26 0.16 0.55 0.45 0.40 0.28 0.17 0.58 0.47 0.46 0.32 0.19 0.62 0.49 0.51 0.36 0.22 0.66 0.52 0.52 0.37 0.22 0.67 0.52 0.62 0.44 0.26 0.75 0.57 0.74 0.52 0.31 0.85 0.62 0.87 0.61 0.37 0.94 0.69 1.00 0.71 0.42 1.00 0.76 0.72 0.43 0.77 0.81 0.48 0.83 0.91 0.54 0.90 1.00 0.61 0.97 0.68 1.00 0.89 1.00
Conc. Thickness Factor in Shear4 fHV 20 (508) 0.02 0.09 0.12 0.13 0.15 0.19 0.22 0.26 0.30 0.31 0.34 0.36 0.38 0.38 0.40 0.43 0.46 0.49 0.49 0.52 0.55 0.58 0.61 0.73 0.98
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 0.59 0.62 0.66 0.69 0.73 0.73 0.76 0.79 0.82 0.85 0.93 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 0.62 0.64 0.67 0.69 0.72 0.78 0.91
Table 9 — 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 0.03 0.02 n/a n/a n/a 5-5/8 (143) 0.59 0.57 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.11 0.07 0.04 0.22 0.14 0.09 n/a n/a n/a 6 (152) 0.60 0.57 0.54 0.33 0.24 0.14 0.54 0.53 0.52 0.12 0.08 0.05 0.24 0.16 0.10 n/a n/a n/a 7 (178) 0.62 0.59 0.55 0.36 0.26 0.15 0.55 0.54 0.53 0.15 0.10 0.06 0.30 0.20 0.12 n/a n/a n/a 7-1/4 (184) 0.62 0.59 0.55 0.36 0.27 0.16 0.55 0.54 0.53 0.16 0.11 0.06 0.32 0.21 0.13 n/a n/a n/a 8 (203) 0.63 0.60 0.56 0.38 0.28 0.17 0.55 0.54 0.53 0.18 0.12 0.07 0.37 0.24 0.15 n/a n/a n/a 9 (229) 0.65 0.61 0.57 0.41 0.30 0.18 0.56 0.55 0.53 0.22 0.15 0.09 0.44 0.29 0.18 n/a n/a n/a 10 (254) 0.66 0.62 0.57 0.45 0.33 0.19 0.57 0.55 0.54 0.26 0.17 0.10 0.48 0.34 0.21 n/a n/a n/a 11 (279) 0.68 0.64 0.58 0.48 0.35 0.20 0.57 0.56 0.54 0.30 0.20 0.12 0.51 0.39 0.24 n/a n/a n/a 12 (305) 0.70 0.65 0.59 0.51 0.37 0.22 0.58 0.56 0.54 0.34 0.22 0.13 0.54 0.44 0.27 n/a n/a n/a 12-7/8 (327) 0.71 0.66 0.60 0.54 0.40 0.23 0.59 0.57 0.55 0.38 0.25 0.15 0.56 0.46 0.30 0.59 n/a n/a 13 (330) 0.71 0.66 0.60 0.55 0.40 0.24 0.59 0.57 0.55 0.38 0.25 0.15 0.57 0.46 0.30 0.59 n/a n/a 14 (356) 0.73 0.67 0.60 0.59 0.43 0.25 0.59 0.57 0.55 0.43 0.28 0.17 0.60 0.48 0.34 0.61 n/a n/a 16 (406) 0.76 0.70 0.62 0.67 0.50 0.29 0.61 0.58 0.56 0.52 0.35 0.21 0.67 0.53 0.38 0.66 n/a n/a 16-1/4 (413) 0.77 0.70 0.62 0.69 0.50 0.29 0.61 0.58 0.56 0.53 0.35 0.21 0.69 0.53 0.38 0.66 0.58 n/a 18 (457) 0.80 0.72 0.63 0.76 0.56 0.33 0.62 0.59 0.57 0.62 0.41 0.25 0.76 0.57 0.40 0.70 0.61 n/a (508) 0.83 0.75 0.65 0.84 0.62 0.36 0.63 0.60 0.57 0.73 0.48 0.29 0.84 0.62 0.43 0.73 0.64 n/a 20 22 (559) 0.86 0.77 0.66 0.93 0.68 0.40 0.65 0.61 0.58 0.84 0.56 0.34 0.93 0.68 0.45 0.77 0.67 n/a 24 (610) 0.90 0.80 0.68 1.00 0.74 0.43 0.66 0.62 0.59 0.96 0.64 0.38 1.00 0.74 0.48 0.80 0.70 n/a 25-1/4 (641) 0.92 0.81 0.69 0.78 0.46 0.67 0.63 0.59 1.00 0.69 0.41 0.78 0.49 0.83 0.72 0.61 26 (660) 0.93 0.82 0.69 0.80 0.47 0.68 0.63 0.60 0.72 0.43 0.80 0.50 0.84 0.73 0.62 28 (711) 0.96 0.85 0.71 0.87 0.51 0.69 0.64 0.60 0.80 0.48 0.87 0.53 0.87 0.76 0.64 30 (762) 0.99 0.87 0.72 0.93 0.54 0.70 0.65 0.61 0.89 0.53 0.93 0.56 0.90 0.79 0.66 36 (914) 1.00 0.94 0.77 1.00 0.65 0.74 0.68 0.63 1.00 0.70 1.00 0.65 0.99 0.86 0.73 >48 (1219) 1.00 0.86 0.87 0.82 0.75 0.68 1.00 0.87 1.00 0.99 0.84
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
#9 Uncracked 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.
14
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 10 — 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
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
Edge Distance Factor in Tension fRN
25 11-1/4 15 (635) (286) (381) n/a 0.22 0.16 0.54 0.32 0.23 0.55 0.34 0.25 0.55 0.36 0.27 0.56 0.39 0.28 0.57 0.41 0.30 0.57 0.44 0.32 0.58 0.47 0.34 0.59 0.50 0.37 0.59 0.53 0.39 0.60 0.54 0.40 0.60 0.57 0.42 0.61 0.61 0.45 0.61 0.64 0.47 0.62 0.68 0.50 0.63 0.76 0.56 0.65 0.83 0.61 0.66 0.91 0.67 0.67 0.99 0.72 0.69 1.00 0.78 0.70 0.83 0.74 1.00 0.82
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 0.53 0.16 0.10 0.06 0.31 0.20 0.53 0.19 0.12 0.07 0.38 0.24 0.53 0.22 0.14 0.08 0.44 0.29 0.53 0.25 0.16 0.10 0.47 0.33 0.54 0.29 0.19 0.11 0.50 0.38 0.54 0.33 0.21 0.12 0.53 0.42 0.54 0.36 0.24 0.14 0.55 0.45 0.55 0.37 0.24 0.14 0.56 0.46 0.55 0.40 0.26 0.15 0.58 0.47 0.55 0.45 0.29 0.17 0.61 0.49 0.55 0.49 0.32 0.18 0.64 0.51 0.56 0.53 0.35 0.20 0.68 0.53 0.56 0.62 0.40 0.24 0.76 0.57 0.57 0.72 0.47 0.27 0.83 0.62 0.58 0.82 0.53 0.31 0.91 0.67 0.58 0.92 0.60 0.35 0.99 0.72 0.59 1.00 0.67 0.39 1.00 0.78 0.60 0.74 0.43 0.83 0.61 0.98 0.57 1.00 0.65 1.00 0.87
Spacing Factor in Shear3 fAV
25 11-1/4 15 (635) (286) (381) 0.09 n/a n/a 0.14 0.54 0.53 0.14 0.54 0.53 0.16 0.55 0.54 0.17 0.55 0.54 0.18 0.56 0.55 0.19 0.57 0.55 0.20 0.57 0.55 0.21 0.58 0.56 0.23 0.59 0.56 0.23 0.59 0.56 0.24 0.59 0.57 0.26 0.60 0.57 0.28 0.60 0.58 0.29 0.61 0.58 0.33 0.62 0.59 0.36 0.63 0.60 0.39 0.65 0.61 0.42 0.66 0.62 0.46 0.67 0.63 0.49 0.68 0.64 0.59 0.72 0.66 0.78 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 0.10 n/a n/a 0.12 n/a n/a 0.14 n/a n/a 0.17 n/a n/a 0.19 n/a n/a 0.22 n/a n/a 0.25 n/a n/a 0.28 n/a n/a 0.28 0.59 n/a 0.31 0.60 n/a 0.34 0.62 n/a 0.37 0.64 n/a 0.38 0.66 0.57 0.40 0.70 0.60 0.42 0.73 0.63 0.45 0.76 0.66 0.47 0.79 0.69 0.49 0.82 0.71 0.52 0.85 0.74 0.59 0.94 0.81 0.78 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 0.60 0.62 0.68 0.78
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 100 Technical Supplement 01/14
15
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 11 — H ilti HIT-HY 100 Adhesive Factored Resistance with Concrete / Bond Failure for Canadian Rebar in Uncracked Concrete 1,2,3,4,5,6,7,8 Nominal Rebar Size
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
22.3 34.9 43.8 39.8 68.6 87.8 66.9 118.7 130.4 99.4 175.1 217.9 112.8 197.5 259.5
22.3 34.9 43.8 39.8 68.6 87.8 66.9 118.7 130.4 99.4 175.1 217.9 112.8 197.5 259.5
22.3 34.9 43.8 39.8 68.6 87.8 66.9 118.7 130.4 99.4 175.1 217.9 112.8 197.5 259.5
23.6 37.0 46.4 42.2 72.7 93.1 70.9 125.9 138.3 105.4 185.6 230.9 119.6 209.3 275.1
23.6 37.0 46.4 42.2 72.7 93.1 70.9 125.9 138.3 105.4 185.6 230.9 119.6 209.3 275.1
48.0 75.1 94.4 85.7 147.8 189.2 144.1 255.8 281.0 214.1 377.1 469.2 262.5 502.6 660.6
48.0 75.1 94.4 85.7 147.8 189.2 144.1 255.8 281.0 214.1 377.1 469.2 287.2 502.6 660.6
48.0 75.1 94.4 85.7 147.8 189.2 144.1 255.8 281.0 214.1 377.1 469.2 287.2 502.6 660.6
50.9 79.7 100.0 90.9 156.6 200.5 152.7 271.1 297.8 227.0 399.7 497.4 304.4 532.8 700.2
50.9 79.7 100.0 90.9 156.6 200.5 152.7 271.1 297.8 227.0 399.7 497.4 304.4 532.8 700.2
1 2 3 4
See Section 2.4 for explanation on development of load values. See Section 2.4.4 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 13 - 17 as necessary. Compare to the steel values in table 12. The lesser of the values is to be used for the design. 5 Data is for temperature range A: Max. short term temperature = 104° F (40° C), max. long term temperature = 75° F (24° C). For temperature range B: Max. short term temperature = 176° F (80° C), max. long term temperature = 122° F (50° C) multiply above value by 0.83. For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.48. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over 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 including overhead use, see Section 2.4.5. 8 Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λa as follows: For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
Table 12 — Steel Factored Resistance (CSA A23.3 Annex D Based Design) for Canadian Rebar 3 Nominal Rebar Size 10 M 15 M 20 M 25 M 30 M
CSA-G30.18 Grade 400 4 Tensile1 Nsr
Shear2 Vsr
32.1 64.6 96.1 160.7 226.1
17.9 35.9 53.6 89.2 125.7
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 2.4.4 to convert factored resistance value to ASD value. 4 CSA-G30.18 Grade 400 rebar are considered brittle steel elements.
16
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 13 — 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 0.27 0.33 0.39 0.47 0.56 0.66 0.75 0.85 0.94 1.00
0.16 0.17 0.20 0.24 0.29 0.35 0.41 0.47 0.52 0.58 0.64 0.70 0.76 0.82 0.87 0.93 1.00
0.12 0.13 0.16 0.19 0.23 0.28 0.32 0.37 0.41 0.46 0.51 0.55 0.60 0.64 0.69 0.74 0.83 0.92 1.00
n/a 0.53 0.55 0.57 0.59 0.60 0.62 0.64 0.66 0.67 0.69 0.71 0.73 0.74 0.76 0.78 0.81 0.85 0.88 0.92 0.99 1.00
n/a 0.53 0.54 0.55 0.56 0.58 0.59 0.60 0.62 0.63 0.64 0.66 0.67 0.68 0.69 0.71 0.73 0.76 0.78 0.81 0.86 0.91 1.00
n/a 0.52 0.53 0.54 0.56 0.57 0.58 0.59 0.60 0.61 0.62 0.63 0.64 0.66 0.67 0.68 0.70 0.72 0.74 0.77 0.81 0.86 0.94 1.00
0.08 0.10 0.18 0.27 0.38 0.50 0.63 0.76 0.91 1.00
0.05 0.06 0.11 0.17 0.24 0.32 0.40 0.49 0.58 0.68 0.79 0.90 1.00
0.04 0.05 0.09 0.14 0.19 0.25 0.32 0.39 0.46 0.54 0.63 0.71 0.81 0.90 1.00
0.16 0.19 0.35 0.45 0.51 0.58 0.66 0.75 0.85 0.94 1.00
0.10 0.12 0.22 0.35 0.39 0.42 0.46 0.51 0.55 0.59 0.64 0.70 0.76 0.82 0.87 0.93 1.00
0.08 0.10 0.18 0.28 0.35 0.37 0.40 0.43 0.47 0.50 0.53 0.57 0.60 0.64 0.69 0.74 0.83 0.92 1.00
n/a n/a n/a n/a n/a 0.65 0.70 0.75 0.79 0.83 0.88 0.91 0.95 0.99 1.00
n/a n/a n/a n/a n/a n/a n/a n/a 0.68 0.72 0.75 0.79 0.82 0.85 0.88 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 0.70 0.73 0.76 0.79 0.82 0.84 0.89 0.94 0.99 1.00
Table 14 — 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
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
0.25 0.30 0.35 0.40 0.45 0.51 0.58 0.66 0.73 0.80 0.88 0.95 1.00
0.14 0.17 0.20 0.23 0.26 0.29 0.33 0.37 0.41 0.45 0.50 0.54 0.58 0.62 0.66 0.74 0.83 0.91 0.99 1.00
0.11 0.13 0.15 0.18 0.20 0.22 0.26 0.29 0.32 0.35 0.38 0.42 0.45 0.48 0.51 0.58 0.64 0.70 0.77 0.83 0.90 1.00
n/a 0.54 0.55 0.57 0.58 0.59 0.61 0.62 0.63 0.65 0.66 0.67 0.69 0.70 0.71 0.74 0.77 0.79 0.82 0.85 0.87 0.93 1.00
n/a 0.53 0.54 0.55 0.56 0.56 0.57 0.58 0.59 0.60 0.61 0.62 0.63 0.64 0.65 0.67 0.68 0.70 0.72 0.74 0.76 0.80 0.87 0.94
n/a 0.52 0.53 0.54 0.55 0.55 0.56 0.57 0.58 0.59 0.59 0.60 0.61 0.62 0.63 0.64 0.66 0.67 0.69 0.70 0.72 0.75 0.81 0.88
0.05 0.12 0.18 0.25 0.33 0.42 0.51 0.61 0.71 0.82 0.94 1.00
0.03 0.07 0.10 0.15 0.19 0.24 0.30 0.35 0.41 0.48 0.54 0.61 0.68 0.76 0.84 1.00
0.02 0.05 0.08 0.11 0.15 0.19 0.23 0.28 0.32 0.37 0.42 0.48 0.53 0.59 0.65 0.78 0.91 1.00
0.11 0.23 0.36 0.44 0.49 0.54 0.60 0.66 0.73 0.80 0.88 0.95 1.00
0.06 0.14 0.21 0.29 0.36 0.38 0.41 0.44 0.46 0.49 0.52 0.56 0.59 0.62 0.66 0.74 0.83 0.91 0.99 1.00
0.05 0.11 0.16 0.23 0.30 0.34 0.36 0.38 0.40 0.42 0.44 0.47 0.49 0.51 0.54 0.58 0.64 0.70 0.77 0.83 0.90 1.00
n/a n/a n/a n/a n/a 0.61 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 0.67 0.69 0.72 0.74 0.77 0.82 0.86 0.90 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 0.66 0.69 0.71 0.75 0.79 0.83 0.87 0.90 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 100 Technical Supplement 01/14
17
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 15 — 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 0.28 0.32 0.36 0.39 0.44 0.49 0.54 0.59 0.65 0.70 0.75 0.81 0.86 0.97 1.00
0.11 0.15 0.17 0.19 0.21 0.24 0.26 0.29 0.32 0.35 0.38 0.41 0.44 0.47 0.53 0.59 0.65 0.70 0.76 0.82 0.94 1.00
0.10 0.14 0.16 0.18 0.19 0.22 0.24 0.27 0.29 0.32 0.35 0.37 0.40 0.43 0.48 0.53 0.59 0.64 0.69 0.74 0.85 1.00
n/a 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 0.76 0.78 0.81 0.89 0.97 1.00
n/a 0.53 0.53 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 0.69 0.71 0.77 0.82 0.90
n/a 0.53 0.53 0.54 0.54 0.55 0.56 0.56 0.57 0.58 0.58 0.59 0.59 0.60 0.61 0.63 0.64 0.65 0.66 0.68 0.70 0.75 0.80 0.88
0.03 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
0.02 0.06 0.09 0.12 0.15 0.18 0.22 0.26 0.29 0.34 0.38 0.42 0.47 0.52 0.62 0.72 0.83 0.95 1.00
0.02 0.06 0.08 0.11 0.14 0.17 0.20 0.23 0.27 0.31 0.34 0.38 0.43 0.47 0.56 0.66 0.76 0.86 0.97 1.00
0.07 0.23 0.32 0.41 0.45 0.49 0.52 0.56 0.60 0.65 0.70 0.75 0.81 0.86 0.97 1.00
0.04 0.13 0.18 0.24 0.30 0.35 0.37 0.39 0.41 0.42 0.44 0.46 0.49 0.51 0.55 0.59 0.65 0.70 0.76 0.82 0.94 1.00
0.04 0.12 0.16 0.22 0.27 0.33 0.35 0.37 0.38 0.40 0.42 0.44 0.46 0.47 0.51 0.55 0.59 0.64 0.69 0.74 0.85 1.00
n/a n/a n/a n/a n/a n/a n/a n/a 0.66 0.69 0.71 0.74 0.77 0.79 0.84 0.89 0.93 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 0.69 0.73 0.77 0.80 0.84 0.87 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 0.67 0.71 0.74 0.78 0.81 0.84 0.90 1.00
Table 16 — 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
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
0.22 0.31 0.35 0.38 0.41 0.45 0.48 0.52 0.57 0.61 0.66 0.71 0.76 0.85 0.94 1.00
0.12 0.17 0.19 0.21 0.22 0.24 0.26 0.28 0.31 0.34 0.36 0.39 0.41 0.46 0.52 0.57 0.62 0.67 0.72 0.77 0.83 1.00
0.10 0.14 0.15 0.16 0.18 0.19 0.21 0.23 0.25 0.27 0.29 0.31 0.33 0.37 0.41 0.45 0.49 0.53 0.58 0.62 0.66 0.82 0.99 1.00
n/a 0.54 0.55 0.55 0.56 0.57 0.58 0.58 0.59 0.60 0.61 0.61 0.62 0.64 0.65 0.67 0.68 0.70 0.71 0.73 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 0.66 0.67 0.71 0.75 0.81
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 0.62 0.63 0.63 0.64 0.68 0.71 0.77
0.02 0.11 0.14 0.18 0.22 0.26 0.30 0.35 0.40 0.45 0.50 0.56 0.62 0.74 0.86 0.99 1.00
0.01 0.06 0.08 0.10 0.12 0.15 0.17 0.20 0.23 0.26 0.29 0.32 0.35 0.42 0.49 0.56 0.64 0.73 0.81 0.90 0.99 1.00
0.01 0.05 0.06 0.08 0.10 0.12 0.14 0.16 0.18 0.21 0.23 0.26 0.28 0.34 0.39 0.45 0.52 0.58 0.65 0.72 0.80 1.00
0.05 0.22 0.28 0.36 0.44 0.48 0.52 0.55 0.58 0.62 0.66 0.71 0.76 0.85 0.94 1.00
0.03 0.12 0.16 0.20 0.25 0.30 0.35 0.38 0.40 0.41 0.43 0.45 0.47 0.50 0.54 0.58 0.62 0.67 0.72 0.77 0.83 1.00
0.02 0.10 0.13 0.16 0.20 0.24 0.28 0.32 0.36 0.37 0.38 0.39 0.41 0.44 0.46 0.49 0.52 0.55 0.59 0.62 0.66 0.82 0.99 1.00
n/a n/a n/a n/a n/a n/a n/a n/a 0.60 0.63 0.65 0.67 0.70 0.74 0.78 0.81 0.85 0.89 0.92 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 0.76 0.79 0.81 0.91 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 0.66 0.68 0.71 0.73 0.76 0.85 0.93 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.
18
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 17 — 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
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
0.23 0.33 0.36 0.39 0.42 0.45 0.48 0.51 0.55 0.59 0.63 0.67 0.76 0.84 0.92 1.00
0.13 0.18 0.20 0.21 0.23 0.25 0.26 0.28 0.30 0.32 0.35 0.37 0.42 0.46 0.51 0.55 0.60 0.65 0.69 0.74 0.83 0.92 1.00
0.09 0.14 0.15 0.16 0.17 0.19 0.20 0.21 0.23 0.24 0.26 0.28 0.31 0.35 0.38 0.42 0.45 0.49 0.52 0.55 0.62 0.69 0.83 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 0.64 0.66 0.67 0.68 0.70 0.71 0.74 0.76 0.82 0.89
n/a 0.53 0.53 0.53 0.54 0.54 0.55 0.55 0.56 0.56 0.56 0.57 0.58 0.59 0.59 0.60 0.61 0.62 0.63 0.64 0.65 0.67 0.71 0.76
n/a 0.52 0.52 0.53 0.53 0.54 0.54 0.54 0.55 0.55 0.55 0.56 0.56 0.57 0.58 0.59 0.59 0.60 0.61 0.61 0.63 0.64 0.67 0.71
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 0.06 0.08 0.09 0.11 0.13 0.15 0.17 0.19 0.22 0.24 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 0.06 0.07 0.08 0.10 0.11 0.13 0.15 0.16 0.18 0.20 0.24 0.28 0.32 0.37 0.41 0.46 0.51 0.57 0.67 0.79 1.00
0.04 0.23 0.29 0.35 0.42 0.48 0.51 0.54 0.57 0.60 0.63 0.67 0.76 0.84 0.92 1.00
0.02 0.12 0.15 0.19 0.22 0.26 0.30 0.34 0.38 0.41 0.42 0.44 0.47 0.50 0.54 0.57 0.61 0.65 0.69 0.74 0.83 0.92 1.00
0.02 0.09 0.12 0.14 0.17 0.20 0.23 0.26 0.29 0.33 0.36 0.37 0.40 0.42 0.44 0.47 0.49 0.52 0.54 0.57 0.62 0.69 0.83 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 0.72 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 0.61 0.64 0.67 0.69 0.72 0.74 0.78 0.83 0.91 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 0.63 0.65 0.68 0.72 0.75 0.83 0.92
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 100 Technical Supplement 01/14
19
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System 2.4.9 Hilti HIT-HY 100 Adhesive with Hilti HAS Threaded Rod Dry Concrete
Uncracked Concrete
Water Saturated Concrete
Permissible Drilling Method
Permissible Concrete Conditions
Hilti HAS Threaded Rod Installation Conditions
Hammer Drilling with Carbide Tipped 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.
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Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 18 — Hilti HIT-HY 100 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)
2,765 (12.3) 3,930 (17.5) 5,240 (23.3) 8,730 (38.8) 3,555 (15.8) 7,395 (32.9) 9,865 (43.9) 16,440 (73.1) 4,310 (19.2) 10,405 (46.3) 16,020 (71.3) 26,960 (119.9) 5,105 (22.7) 13,680 (60.9) 21,060 (93.7) 39,055 (173.7) 5,105 (22.7) 17,235 (76.7) 26,540 (118.1) 47,215 (210.0) 6,240 (27.8) 21,060 (93.7) 32,425 (144.2) 56,770 (252.5) 8,720 (38.8) 27,945 (124.3) 37,255 (165.7) 62,095 (276.2)
2,765 (12.3) 3,930 (17.5) 5,240 (23.3) 8,730 (38.8) 3,895 (17.3) 7,395 (32.9) 9,865 (43.9) 16,440 (73.1) 4,720 (21.0) 11,400 (50.7) 16,175 (71.9) 26,960 (119.9) 5,595 (24.9) 14,985 (66.7) 23,070 (102.6) 39,055 (173.7) 5,595 (24.9) 18,885 (84.0) 28,330 (126.0) 47,215 (210.0) 6,835 (30.4) 23,070 (102.6) 34,060 (151.5) 56,770 (252.5) 9,555 (42.5) 27,945 (124.3) 37,255 (165.7) 62,095 (276.2)
2,765 (12.3) 3,930 (17.5) 5,240 (23.3) 8,730 (38.8) 4,500 (20.0) 7,395 (32.9) 9,865 (43.9) 16,440 (73.1) 5,450 (24.2) 12,135 (54.0) 16,175 (71.9) 26,960 (119.9) 6,460 (28.7) 17,305 (77.0) 23,430 (104.2) 39,055 (173.7) 6,460 (28.7) 21,245 (94.5) 28,330 (126.0) 47,215 (210.0) 7,895 (35.1) 25,545 (113.6) 34,060 (151.5) 56,770 (252.5) 11,030 (49.1) 27,945 (124.3) 37,255 (165.7) 62,095 (276.2)
2,930 (13.0) 4,165 (18.5) 5,550 (24.7) 9,255 (41.2) 4,790 (21.3) 7,840 (34.9) 10,455 (46.5) 17,425 (77.5) 6,675 (29.7) 12,860 (57.2) 17,145 (76.3) 28,580 (127.1) 7,910 (35.2) 18,630 (82.9) 24,840 (110.5) 41,395 (184.1) 7,910 (35.2) 22,520 (100.2) 30,030 (133.6) 50,050 (222.6) 9,665 (43.0) 27,080 (120.5) 36,105 (160.6) 60,175 (267.7) 13,165 (58.6) 29,620 (131.8) 39,495 (175.7) 65,820 (292.8)
2,975 (13.2) 8,460 (37.6) 11,280 (50.2) 18,800 (83.6) 7,660 (34.1) 15,935 (70.9) 21,245 (94.5) 35,405 (157.5) 9,280 (41.3) 22,415 (99.7) 34,505 (153.5) 58,070 (258.3) 11,000 (48.9) 29,460 (131.0) 45,360 (201.8) 84,115 (374.2) 11,000 (48.9) 37,125 (165.1) 57,160 (254.3) 101,695 (452.4) 13,440 (59.8) 45,360 (201.8) 69,835 (310.6) 122,270 (543.9) 18,785 (83.6) 63,395 (282.0) 94,835 (421.8) 158,060 (703.1)
2,975 (13.2) 8,460 (37.6) 11,280 (50.2) 18,800 (83.6) 8,395 (37.3) 15,935 (70.9) 21,245 (94.5) 35,405 (157.5) 10,165 (45.2) 24,550 (109.2) 34,840 (155.0) 58,070 (258.3) 12,050 (53.6) 32,275 (143.6) 49,690 (221.0) 84,115 (374.2) 12,050 (53.6) 40,670 (180.9) 61,015 (271.4) 101,695 (452.4) 14,725 (65.5) 49,690 (221.0) 73,360 (326.3) 122,270 (543.9) 20,575 (91.5) 69,445 (308.9) 94,835 (421.8) 158,060 (703.1)
2,975 (13.2) 8,460 (37.6) 11,280 (50.2) 18,800 (83.6) 9,690 (43.1) 15,935 (70.9) 21,245 (94.5) 35,405 (157.5) 11,740 (52.2) 26,130 (116.2) 34,840 (155.0) 58,070 (258.3) 13,915 (61.9) 37,265 (165.8) 50,470 (224.5) 84,115 (374.2) 13,915 (61.9) 45,765 (203.6) 61,015 (271.4) 101,695 (452.4) 17,000 (75.6) 55,020 (244.7) 73,360 (326.3) 122,270 (543.9) 23,760 (105.7) 71,130 (316.4) 94,835 (421.8) 158,060 (703.1)
3,155 (14.0) 8,970 (39.9) 11,960 (53.2) 19,930 (88.7) 10,320 (45.9) 16,890 (75.1) 22,520 (100.2) 37,530 (166.9) 14,380 (64.0) 27,700 (123.2) 36,935 (164.3) 61,555 (273.8) 17,040 (75.8) 40,125 (178.5) 53,500 (238.0) 89,165 (396.6) 17,040 (75.8) 48,510 (215.8) 64,680 (287.7) 107,795 (479.5) 20,820 (92.6) 58,325 (259.4) 77,765 (345.9) 129,605 (576.5) 29,100 (129.4) 75,395 (335.4) 100,525 (447.2) 167,545 (745.3)
See Section 2.4 for explanation on development of load values. See Section 2.4.4 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 21 - 27 as necessary. Compare to the steel values in table 19 or 20. 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 0.77. For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.44. 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 2.4.5. 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 100 Technical Supplement 01/14
21
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 19 — Steel Design Strength (ACI 318 Appendix D Based Design) for Hilti HAS Threaded Rods 3 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
HAS Standard ISO 898 Class 5.8 4
HAS-Super ASTM A193 B7 4
HAS SS AISI 304/316 SS 4
Tensile ϕNsa lb (kN)
2
Shear ϕVsa lb (kN)
Tensile ϕNsa lb (kN)
Shear ϕVsa lb (kN)
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)
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)
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)
1
1
2
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 2.4.4 to convert design strength (factored resistance) value to ASD value. HAS Super rods are considered ductile steel elements. HAS Standard and HAS SS rods are considered brittle steel elements.
Table 20 — Steel Factored Resistance (CSA A23.3 Annex D Based Design) for Hilti HAS Threaded Rods 3 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
HAS Standard ISO 898 Class 5.8 4
HAS-Super ASTM A193 B7 4
HAS SS AISI 304/316 SS 4
Tensile ϕNsr lb (kN)
2
Shear ϕVsr lb (kN)
Tensile ϕNsr lb (kN)
Shear ϕVsr lb (kN)
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)
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)
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)
1
1
2
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 2.4.4 to convert design strength (factored resistance) value to ASD value. HAS Super rods are considered ductile steel elements. HAS Standard and HAS SS rods are considered brittle steel elements.
22
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 21 — 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 0.60 0.61 0.66 0.70 0.72 0.75 0.77 0.81 0.82 0.88 0.93 0.97 0.99 1.00
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 2-3/8 (60) 0.40 0.42 0.43 0.56 0.65 0.72 0.83 0.90 1.00
3-3/8 (86) 0.31 0.32 0.33 0.41 0.46 0.49 0.55 0.60 0.69 0.72 0.84 0.96 1.00
4-1/2 (114) 0.23 0.23 0.24 0.30 0.34 0.36 0.40 0.44 0.50 0.52 0.61 0.70 0.76 0.78 0.87 0.96 1.00
7-1/2 (191) 0.13 0.13 0.14 0.17 0.19 0.21 0.23 0.25 0.29 0.30 0.35 0.40 0.44 0.45 0.50 0.55 0.61 0.71 0.81 0.91 1.00
Spacing Factor in Shear3 fAV 2-3/8 (60) n/a 0.57 0.57 0.61 0.63 0.65 0.67 0.68 0.71 0.72 0.75 0.79 0.82 0.83 0.86 0.90 0.94 1.00
3-3/8 (86) n/a 0.54 0.54 0.56 0.57 0.57 0.59 0.59 0.61 0.61 0.63 0.65 0.66 0.67 0.69 0.71 0.72 0.76 0.80 0.84 0.95 1.00
4-1/2 (114) n/a 0.53 0.53 0.55 0.56 0.56 0.57 0.58 0.59 0.59 0.61 0.62 0.64 0.64 0.65 0.67 0.69 0.72 0.75 0.78 0.87 0.96 1.00
7-1/2 (191) n/a 0.52 0.52 0.53 0.54 0.54 0.55 0.55 0.56 0.57 0.58 0.59 0.60 0.60 0.61 0.62 0.63 0.65 0.68 0.70 0.76 0.83 0.90 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) 0.24 0.09 0.07 0.04 0.47 0.17 0.13 0.26 0.10 0.07 0.04 0.42 0.19 0.14 0.29 0.11 0.08 0.05 0.43 0.21 0.16 0.53 0.20 0.15 0.09 0.56 0.39 0.29 0.70 0.26 0.19 0.12 0.65 0.48 0.39 0.82 0.30 0.23 0.14 0.72 0.51 0.41 1.00 0.37 0.28 0.17 0.83 0.56 0.45 0.42 0.32 0.19 0.90 0.60 0.47 0.52 0.39 0.23 1.00 0.69 0.52 0.55 0.41 0.25 0.72 0.54 0.70 0.52 0.31 0.84 0.61 0.85 0.64 0.38 0.96 0.70 0.97 0.73 0.44 1.00 0.76 1.00 0.76 0.46 0.78 0.89 0.54 0.87 1.00 0.62 0.96 0.70 1.00 0.89 1.00
Conc. Thickness Factor in Shear4 fHV 7-1/2 (191) 0.08 0.09 0.10 0.18 0.23 0.27 0.33 0.34 0.37 0.37 0.41 0.44 0.47 0.48 0.52 0.56 0.61 0.71 0.81 0.91 1.00
2-3/8 (60) n/a n/a n/a n/a 0.73 0.76 0.82 0.85 0.91 0.93 1.00
3-3/8 (86) n/a n/a n/a n/a n/a n/a 0.59 0.61 0.66 0.67 0.72 0.77 0.81 0.82 0.87 0.91 0.95 1.00
4-1/2 (114) n/a n/a n/a n/a n/a n/a n/a n/a 0.60 0.61 0.66 0.70 0.74 0.75 0.79 0.82 0.86 0.93 0.99 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 0.62 0.63 0.66 0.70 0.73 0.78 0.84 0.89 1.00
Table 22 — 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)
1 2 3 4
Spacing Factor in Tension fAN 2-3/4 (70) n/a 0.60 0.62 0.66 0.70 0.73 0.74 0.78 0.79 0.82 0.85 0.89 0.94 0.97 1.00
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 2-3/4 (70) 0.36 0.43 0.48 0.59 0.74 0.85 0.88 1.00
4-1/2 (114) 0.27 0.31 0.33 0.39 0.45 0.50 0.52 0.60 0.62 0.68 0.77 0.85 0.96 1.00
6 (152) 0.20 0.23 0.25 0.29 0.33 0.37 0.38 0.44 0.45 0.50 0.56 0.62 0.70 0.75 0.87 1.00
10 (254) 0.12 0.13 0.14 0.17 0.19 0.21 0.22 0.26 0.26 0.29 0.33 0.37 0.41 0.44 0.51 0.58 0.66 0.73 0.80 0.88 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 0.64 0.65 0.66 0.69 0.72 0.74 0.77 0.80 0.82 0.91 0.99 1.00
6 (152) n/a 0.53 0.53 0.54 0.56 0.56 0.57 0.58 0.58 0.59 0.60 0.61 0.63 0.63 0.66 0.68 0.70 0.72 0.75 0.77 0.83 0.90 1.00
10 (254) n/a 0.52 0.52 0.53 0.54 0.55 0.55 0.56 0.56 0.56 0.57 0.58 0.59 0.60 0.61 0.63 0.64 0.66 0.67 0.69 0.74 0.79 0.88
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 0.04 0.02 0.21 0.11 0.08 0.18 0.09 0.07 0.04 0.35 0.18 0.14 0.23 0.12 0.09 0.05 0.46 0.24 0.18 0.36 0.18 0.14 0.08 0.59 0.37 0.28 0.50 0.26 0.19 0.12 0.74 0.46 0.38 0.61 0.32 0.24 0.14 0.85 0.51 0.41 0.65 0.34 0.25 0.15 0.88 0.52 0.42 0.82 0.43 0.32 0.19 1.00 0.60 0.47 0.87 0.45 0.34 0.20 0.62 0.48 1.00 0.52 0.39 0.23 0.68 0.51 0.62 0.47 0.28 0.77 0.56 0.73 0.55 0.33 0.85 0.62 0.87 0.65 0.39 0.96 0.70 0.96 0.72 0.43 1.00 0.75 1.00 0.91 0.54 0.87 1.00 0.66 1.00 0.79 0.93 1.00
Conc. Thickness Factor in Shear4 fHV 10 (254) 0.05 0.08 0.11 0.17 0.23 0.29 0.31 0.34 0.34 0.36 0.39 0.41 0.44 0.46 0.52 0.58 0.66 0.73 0.80 0.88 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 0.63 0.66 0.70 0.74 0.78 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 0.57 0.60 0.63 0.67 0.71 0.73 0.79 0.84 0.90 0.94 0.99 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 0.60 0.62 0.67 0.71 0.76 0.80 0.84 0.87 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.
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14
23
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 23 — 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 0.60 0.62 0.64 0.65 0.68 0.72 0.72 0.75 0.78 0.81 0.84 0.87 0.93 0.99 1.00
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
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) 0.34 0.45 0.53 0.60 0.64 0.77 0.89 0.90 0.99 1.00
5-5/8 (143) 0.25 0.31 0.34 0.37 0.39 0.43 0.48 0.49 0.53 0.60 0.67 0.73 0.80 0.93 1.00
7-1/2 12-1/2 (191) (318) 0.18 0.11 0.22 0.13 0.25 0.15 0.27 0.16 0.28 0.17 0.32 0.19 0.35 0.21 0.36 0.21 0.39 0.23 0.44 0.26 0.49 0.29 0.54 0.31 0.59 0.34 0.68 0.40 0.78 0.46 0.88 0.51 0.98 0.57 1.00 0.63 0.69 0.74 0.80 0.86 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 0.54 0.56 0.54 0.56 0.54 0.57 0.55 0.58 0.56 0.59 0.56 0.60 0.57 0.60 0.57 0.62 0.59 0.64 0.60 0.66 0.61 0.67 0.62 0.69 0.64 0.71 0.65 0.73 0.66 0.74 0.67 0.76 0.68 0.81 0.72 0.92 0.79
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 0.08 0.06 0.03 0.22 0.10 0.07 0.04 0.45 0.20 0.13 0.08 0.32 0.15 0.10 0.06 0.53 0.29 0.19 0.11 0.40 0.18 0.12 0.07 0.60 0.36 0.24 0.14 0.45 0.21 0.13 0.08 0.64 0.39 0.27 0.16 0.59 0.27 0.18 0.10 0.77 0.44 0.35 0.21 0.75 0.34 0.22 0.13 0.90 0.49 0.40 0.26 0.77 0.35 0.23 0.13 0.91 0.49 0.40 0.27 0.91 0.41 0.27 0.16 1.00 0.54 0.43 0.32 1.00 0.50 0.32 0.19 0.60 0.46 0.33 0.58 0.38 0.22 0.67 0.50 0.35 0.67 0.43 0.26 0.73 0.54 0.37 0.76 0.50 0.29 0.80 0.59 0.39 0.96 0.62 0.37 0.93 0.68 0.43 1.00 0.76 0.45 1.00 0.78 0.48 0.91 0.54 0.88 0.52 1.00 0.63 0.98 0.57 0.73 1.00 0.63 0.83 0.69 0.94 0.74 1.00 0.80 0.86 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 0.59 0.75 0.63 0.79 0.67 0.83 0.70 0.87 0.74 0.91 0.77 0.95 0.80 0.99 0.83 1.00 0.86 0.94 1.00
Table 24 — 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) (305) 12 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 0.60 0.59 0.60 0.60 0.63 0.62 0.63 0.63 0.65 0.65 0.68 0.67 0.70 0.70 0.72 0.71 0.73 0.72 0.76 0.75 0.77 0.77 0.81 0.80 0.86 0.85 0.91 0.90 0.93 0.91 0.96 0.94 1.00 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 3-1/2 6-3/4 (89) (171) 0.33 0.24 0.49 0.30 0.51 0.31 0.60 0.35 0.63 0.36 0.71 0.38 0.78 0.42 0.86 0.46 0.90 0.48 0.94 0.51 1.00 0.55 0.59 0.66 0.77 0.88 0.92 0.99 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 0.68 0.73 0.81 0.89 0.97 1.00
15 (381) 0.10 0.13 0.13 0.15 0.15 0.17 0.18 0.20 0.21 0.22 0.24 0.26 0.29 0.33 0.38 0.40 0.43 0.48 0.52 0.57 0.62 0.67 0.71 0.86 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 0.53 0.53 0.53 0.54 0.54 0.54 0.55 0.55 0.55 0.56 0.57 0.58 0.58 0.59 0.60 0.61 0.62 0.63 0.64 0.65 0.68 0.74
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 0.49 0.22 0.14 0.29 0.12 0.08 0.04 0.51 0.24 0.16 0.41 0.17 0.11 0.06 0.60 0.33 0.22 0.44 0.18 0.12 0.06 0.63 0.36 0.23 0.54 0.22 0.14 0.08 0.72 0.39 0.29 0.68 0.28 0.18 0.10 0.84 0.43 0.36 0.83 0.34 0.22 0.12 0.96 0.47 0.38 0.91 0.37 0.24 0.13 1.00 0.49 0.40 0.99 0.40 0.26 0.14 0.51 0.41 1.00 0.47 0.31 0.17 0.55 0.44 0.53 0.34 0.18 0.59 0.46 0.62 0.40 0.22 0.66 0.50 0.78 0.51 0.27 0.77 0.57 0.96 0.62 0.34 0.88 0.65 1.00 0.67 0.36 0.92 0.68 0.74 0.40 0.99 0.73 0.87 0.47 1.00 0.81 1.00 0.54 0.89 0.62 0.97 0.70 1.00 0.78 0.86 1.00
Conc. Thickness Factor in Shear4 fHV 15 (381) 0.02 0.08 0.08 0.12 0.13 0.15 0.19 0.24 0.26 0.28 0.32 0.33 0.35 0.38 0.42 0.43 0.45 0.49 0.53 0.57 0.62 0.67 0.71 0.86 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 0.58 0.60 0.63 0.67 0.69 0.72 0.75 0.78 0.85 0.98
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.
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 100 Technical Supplement 01/14
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 25 — 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 0.60 0.59 0.57 0.54 0.58 0.31 0.23 0.13 0.58 0.54 0.53 0.52 0.35 0.11 0.07 0.04 0.60 0.22 0.14 0.08 n/a n/a n/a n/a 0.62 0.61 0.58 0.55 0.61 0.33 0.24 0.14 0.59 0.54 0.53 0.52 0.43 0.13 0.09 0.05 0.66 0.27 0.17 0.10 n/a n/a n/a n/a 0.63 0.62 0.59 0.55 0.65 0.34 0.25 0.15 0.60 0.55 0.54 0.52 0.50 0.15 0.10 0.06 0.72 0.31 0.20 0.11 0.65 n/a n/a n/a 0.64 0.63 0.60 0.56 0.68 0.36 0.26 0.16 0.61 0.55 0.54 0.53 0.57 0.17 0.11 0.06 0.78 0.35 0.23 0.13 0.68 n/a n/a n/a 0.66 0.65 0.61 0.57 0.74 0.39 0.29 0.17 0.63 0.56 0.55 0.53 0.71 0.22 0.14 0.08 0.91 0.41 0.29 0.16 0.73 n/a n/a n/a 0.69 0.67 0.63 0.58 0.81 0.43 0.32 0.18 0.65 0.57 0.55 0.54 0.87 0.27 0.17 0.10 1.00 0.44 0.35 0.20 0.78 n/a n/a n/a 0.71 0.69 0.64 0.59 0.87 0.46 0.34 0.20 0.67 0.58 0.56 0.54 1.00 0.32 0.21 0.12 0.48 0.39 0.23 0.83 n/a n/a n/a 0.73 0.71 0.66 0.59 0.94 0.50 0.37 0.21 0.69 0.59 0.56 0.54 0.37 0.24 0.13 0.51 0.41 0.27 0.87 0.59 n/a n/a 0.73 0.71 0.66 0.60 0.94 0.50 0.37 0.22 0.69 0.59 0.57 0.54 0.38 0.24 0.14 0.51 0.42 0.27 0.87 0.59 n/a n/a 0.76 0.73 0.67 0.60 1.00 0.54 0.40 0.23 0.71 0.60 0.57 0.55 0.43 0.28 0.16 0.55 0.44 0.32 0.91 0.62 n/a n/a 0.78 0.75 0.69 0.61 0.59 0.44 0.26 0.73 0.60 0.58 0.55 0.49 0.32 0.18 0.59 0.47 0.34 0.95 0.65 n/a n/a 0.62 0.45 0.27 0.74 0.61 0.58 0.56 0.52 0.34 0.19 0.62 0.48 0.35 0.97 0.66 0.57 n/a 0.79 0.76 0.70 0.62 0.83 0.80 0.72 0.63 0.69 0.51 0.30 0.77 0.62 0.59 0.56 0.62 0.40 0.23 0.69 0.52 0.37 1.00 0.70 0.60 n/a 0.87 0.84 0.75 0.65 0.79 0.58 0.34 0.80 0.64 0.60 0.57 0.76 0.49 0.28 0.79 0.58 0.40 0.75 0.65 n/a 0.92 0.88 0.79 0.67 0.89 0.66 0.38 0.84 0.66 0.62 0.58 0.91 0.59 0.33 0.89 0.66 0.43 0.79 0.68 n/a 0.95 0.91 0.81 0.69 0.97 0.71 0.42 0.87 0.67 0.63 0.59 1.00 0.66 0.37 0.97 0.71 0.45 0.82 0.71 0.59 0.97 0.92 0.82 0.69 0.99 0.73 0.43 0.88 0.67 0.63 0.59 0.69 0.39 0.99 0.73 0.46 0.83 0.72 0.60 1.00 0.97 0.85 0.71 1.00 0.80 0.47 0.92 0.69 0.64 0.60 0.80 0.45 1.00 0.80 0.49 0.87 0.76 0.62 1.00 0.88 0.73 0.87 0.51 0.96 0.71 0.66 0.61 0.91 0.51 0.87 0.52 0.91 0.79 0.65 0.91 0.75 0.95 0.55 0.99 0.73 0.67 0.62 1.00 0.57 0.95 0.56 0.95 0.82 0.68 0.94 0.77 1.00 0.60 1.00 0.74 0.68 0.62 0.64 1.00 0.60 0.99 0.85 0.70 0.98 0.79 0.64 0.76 0.70 0.63 0.71 0.64 1.00 0.88 0.73 1.00 0.84 0.77 0.81 0.73 0.66 0.94 0.77 0.97 0.80 0.96 1.00 0.92 0.81 0.71 1.00 1.00 1.00 0.92 Spacing Factor in Tension fAN
Edge Distance Factor in Tension fRN
Spacing Factor in Shear3 fAV
Table 26 — 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)
1 2 3 4
Spacing Factor in Tension fAN 4 (102) n/a 0.61 0.63 0.63 0.65 0.67 0.69 0.71 0.73 0.74 0.75 0.78 0.80 0.80 0.84 0.88 0.92 0.97 0.97 1.00
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 4 (102) 0.36 0.59 0.64 0.66 0.70 0.76 0.82 0.88 0.95 0.96 1.00
9 (229) 0.23 0.31 0.34 0.35 0.37 0.40 0.43 0.46 0.50 0.51 0.54 0.58 0.63 0.64 0.72 0.80 0.89 0.98 0.99 1.00
12 (305) 0.17 0.23 0.25 0.25 0.27 0.29 0.32 0.34 0.37 0.37 0.39 0.43 0.46 0.47 0.53 0.59 0.66 0.72 0.73 0.79 0.86 0.92 0.99 1.00
20 (508) 0.10 0.13 0.15 0.15 0.16 0.17 0.19 0.20 0.22 0.22 0.23 0.25 0.27 0.27 0.31 0.35 0.39 0.42 0.43 0.46 0.50 0.54 0.58 0.69 0.93
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 0.53 0.53 0.54 0.54 0.54 0.54 0.55 0.55 0.55 0.56 0.56 0.57 0.58 0.59 0.59 0.59 0.60 0.61 0.62 0.64 0.69
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 0.04 0.61 0.22 0.14 0.48 0.14 0.09 0.05 0.70 0.29 0.19 0.51 0.15 0.10 0.06 0.73 0.30 0.20 0.61 0.18 0.12 0.07 0.82 0.36 0.23 0.74 0.22 0.14 0.08 0.93 0.42 0.29 0.89 0.26 0.17 0.10 1.00 0.45 0.34 1.00 0.31 0.20 0.11 0.48 0.40 0.35 0.23 0.13 0.52 0.42 0.37 0.24 0.14 0.53 0.43 0.40 0.26 0.15 0.55 0.44 0.46 0.30 0.17 0.59 0.47 0.51 0.33 0.19 0.63 0.49 0.52 0.34 0.19 0.64 0.50 0.62 0.40 0.23 0.72 0.54 0.74 0.48 0.28 0.80 0.59 0.87 0.56 0.32 0.89 0.66 1.00 0.65 0.37 0.98 0.72 0.66 0.38 0.99 0.73 0.74 0.42 1.00 0.79 0.84 0.48 0.86 0.94 0.53 0.92 1.00 0.59 0.99 0.78 1.00 1.00
Conc. Thickness Factor in Shear4 fHV 20 (508) 0.02 0.08 0.11 0.11 0.13 0.16 0.19 0.23 0.26 0.27 0.30 0.34 0.36 0.36 0.38 0.41 0.43 0.46 0.46 0.49 0.52 0.55 0.58 0.69 0.93
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 0.59 0.61 0.64 0.66 0.69 0.75 0.87
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 100 Technical Supplement 01/14
25
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 27 — 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
1 2 3 4
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 0.62 0.59 0.57 0.63 0.60 0.58 0.65 0.62 0.59 0.67 0.63 0.60 0.69 0.65 0.61 0.71 0.66 0.62 0.72 0.68 0.63 0.74 0.69 0.64 0.76 0.71 0.66 0.77 0.71 0.66 0.78 0.72 0.67 0.80 0.74 0.68 0.82 0.75 0.69 0.84 0.77 0.70 0.87 0.80 0.72 0.91 0.83 0.74 0.95 0.86 0.77 0.98 0.89 0.79 1.00 0.91 0.81 0.94 0.83 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 0.22 0.16 0.62 0.32 0.23 0.65 0.34 0.25 0.70 0.36 0.27 0.75 0.39 0.29 0.81 0.42 0.31 0.86 0.44 0.33 0.92 0.47 0.35 0.98 0.50 0.37 1.00 0.54 0.40 0.55 0.40 0.58 0.43 0.62 0.45 0.65 0.48 0.69 0.51 0.77 0.57 0.85 0.62 0.92 0.68 1.00 0.74 0.79 0.85 1.00
25 (635) 0.09 0.14 0.15 0.16 0.17 0.18 0.19 0.20 0.22 0.23 0.24 0.25 0.27 0.28 0.30 0.33 0.37 0.40 0.43 0.47 0.50 0.60 0.80
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 0.56 0.68 0.58 0.56 0.69 0.59 0.57 0.69 0.59 0.57 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 0.67 1.00 0.79 0.72
25 (635) n/a 0.52 0.52 0.53 0.53 0.53 0.54 0.54 0.54 0.55 0.55 0.55 0.55 0.56 0.56 0.57 0.57 0.58 0.59 0.59 0.60 0.62 0.66
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 0.63 0.22 0.15 0.43 0.13 0.09 0.05 0.69 0.26 0.17 0.53 0.16 0.11 0.06 0.78 0.31 0.21 0.63 0.19 0.13 0.08 0.87 0.38 0.25 0.74 0.22 0.15 0.09 0.97 0.44 0.29 0.86 0.25 0.17 0.10 1.00 0.48 0.34 0.98 0.29 0.19 0.12 0.51 0.39 1.00 0.33 0.22 0.13 0.54 0.44 0.36 0.24 0.15 0.56 0.46 0.37 0.25 0.15 0.57 0.46 0.40 0.27 0.16 0.59 0.48 0.45 0.30 0.18 0.62 0.50 0.49 0.33 0.20 0.65 0.52 0.53 0.36 0.21 0.69 0.54 0.62 0.42 0.25 0.77 0.58 0.72 0.48 0.29 0.85 0.63 0.82 0.55 0.33 0.92 0.68 0.92 0.62 0.37 1.00 0.74 1.00 0.69 0.41 0.79 0.76 0.46 0.85 1.00 0.60 1.00 0.93
Conc. Thickness Factor in Shear4 fHV 25 (635) 0.01 0.09 0.10 0.13 0.15 0.18 0.20 0.23 0.26 0.29 0.30 0.32 0.36 0.38 0.39 0.41 0.43 0.46 0.48 0.50 0.53 0.60 0.80
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 0.58 n/a 1.00 0.70 0.61 n/a 0.73 0.64 n/a 0.76 0.67 n/a 0.79 0.69 n/a 0.82 0.72 0.61 0.85 0.75 0.63 0.94 0.82 0.69 1.00 0.94 0.80
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.
26
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HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System 2.4.10 Hilti HIT-HY 100 Adhesive with Hilti HIS-N and HIS-RN Internally Threaded Insert
Uncracked Concrete
Dry Concrete Water Saturated Concrete
Permissible Drilling Method
Permissible Concrete Conditions
Hilti HIS-N and HIS-RN Internally Threaded Insert Installation Conditions
Hammer Drilling with Carbide Tipped 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)
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27
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 28 — H ilti HIT-HY 100 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
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)
8,740 (38.9) 11,030 (49.1) 16,265 (72.3) 20,165 (89.7)
9,265 (41.2) 12,185 (54.2) 17,240 (76.7) 21,375 (95.1)
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)
18,825 (83.7) 23,760 (105.7) 35,030 (155.8) 43,430 (193.2)
19,955 (88.8) 26,245 (116.7) 37,135 (165.2) 46,035 (204.8)
See Section 2.4 for explanation on development of load values. See Section 2.4.4 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 table 30 as necessary. Compare to the steel values in table 29. 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 0.75. For temperature range C: Max. short term temperature = 248° F (120° C), max. long term temperature = 162° F (72° C) multiply above value by 0.41. 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 2.4.5. 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.
Table 29 — Steel Design Strength (Factored Resistance) for Steel Bolt / Cap Screw for Hilti HIS-N and HIS-RN Internally Threaded Inserts 5,6 Internal Thread
CSA A23.3 Annex D Based Design ASTM A 193 Grade B8M
ASTM A 193 B7
in. (mm)
Tensile1 ϕNsa lb (kN)
Shear2 ϕVsa lb (kN)
Stainless Steel Tensile1 Shear2 ϕNsa ϕVsa lb (kN) lb (kN)
Tensile3 Nsr lb (kN)
Shear4 Vsr lb (kN)
Stainless Steel Tensile3 Shear4 Nsr Vsr lb (kN) lb (kN)
3/8 (9.5) 1/2 (12.7) 5/8 (15.9) 3/4 (19.1)
6,300 (28.0) 11,530 (51.3) 18,365 (81.7) 27,180 (120.9)
3,490 (15.5) 6,385 (28.4) 10,170 (45.2) 15,055 (67.0)
5,540 (24.6) 10,145 (45.1) 16,160 (71.9) 23,915 (106.4)
5,765 (25.6) 10,555 (47.0) 16,810 (74.8) 24,880 (110.7)
3,215 (14.3) 5,880 (26.2) 9,365 (41.7) 13,860 (61.7)
5,070 (22.6) 9,290 (41.3) 14,790 (65.8) 21,895 (97.4)
Diameter
1 2 3 2 5 6
ACI 318 Appendix D Based Design ASTM A 193 Grade B8M
ASTM A 193 B7
3,070 (13.7) 5,620 (25.0) 8,950 (39.8) 13,245 (58.9)
2,825 (12.6) 5,175 (23.0) 8,240 (36.7) 12,195 (54.2)
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 2.4.4 to convert design strength (factored resistance) value to ASD value. Steel bolt / cap screw for Hilti HIS-N and HIS-RN inserts are considered brittle steel elements.
28
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HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System Table 30 — 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) 0.60 n/a
n/a
n/a
0.38 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) 0.63 0.60
n/a
n/a
0.43 0.41
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) 0.66 0.63 0.62
n/a
0.49 0.47 0.42
n/a
0.57 0.57 0.55
n/a
0.29 0.26 0.17
n/a
0.49 0.47 0.33
n/a
n/a
n/a
n/a
n/a
(140) 0.67 0.64 0.63 0.61 0.53 0.50 0.44 0.39 0.58 0.58 0.56 0.55 0.34 0.30 0.19 0.15 0.53 0.50 0.39 0.29
n/a
n/a
n/a
n/a
6
(152) 0.69 0.66 0.64 0.62 0.56 0.53 0.46 0.41 0.59 0.58 0.56 0.55 0.39 0.35 0.22 0.17 0.56 0.53 0.44 0.33 0.60 n/a
n/a
n/a
7
(178) 0.72 0.68 0.66 0.64 0.64 0.59 0.51 0.45 0.60 0.60 0.57 0.56 0.49 0.43 0.28 0.21 0.64 0.59 0.51 0.42 0.64 0.62
n/a
n/a
8
(203) 0.75 0.71 0.68 0.66 0.74 0.66 0.56 0.49 0.62 0.61 0.58 0.57 0.60 0.53 0.34 0.26 0.74 0.66 0.56 0.50 0.69 0.66
n/a
n/a
9
(229) 0.78 0.74 0.71 0.68 0.83 0.75 0.61 0.53 0.63 0.62 0.59 0.58 0.71 0.63 0.40 0.31 0.83 0.75 0.61 0.54 0.73 0.70
n/a
n/a
10
(254) 0.81 0.76 0.73 0.71 0.92 0.83 0.66 0.57 0.65 0.64 0.60 0.58 0.83 0.74 0.47 0.36 0.92 0.83 0.66 0.58 0.77 0.74 0.64
n/a
11
(279) 0.84 0.79 0.75 0.73 1.00 0.91 0.72 0.61 0.66 0.65 0.61 0.59 0.96 0.86 0.55 0.41 1.00 0.91 0.72 0.62 0.81 0.78 0.67 0.61
12
(305) 0.88 0.81 0.78 0.75
0.99 0.79 0.66 0.68 0.66 0.62 0.60 1.00 0.98 0.62 0.47
0.99 0.79 0.66 0.84 0.81 0.70 0.64
14
(356) 0.94 0.87 0.82 0.79
1.00 0.92 0.77 0.71 0.69 0.64 0.62
1.00 0.78 0.59
1.00 0.92 0.77 0.91 0.87 0.75 0.69
16
(406) 1.00 0.92 0.87 0.83
1.00 0.88 0.74 0.72 0.66 0.63
0.96 0.73
1.00 0.88 0.97 0.94 0.80 0.73
18
(457)
0.97 0.91 0.87
0.99 0.77 0.75 0.68 0.65
1.00 0.87
0.99 1.00 0.99 0.85 0.78
24
(610)
1.00 1.00 0.99
1.00 0.85 0.83 0.74 0.70
1.00
30
(762)
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
1.00 0.99 0.90 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.
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29
HIT-HY 100 Adhesive Anchoring System
HIT-HY 100 Adhesive Anchoring System 2.4.11 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.
2.4.12 Working Time and Cure Time
Chemical conc. 10%
Acetic acid Acetone Ammonia Carbolic acid solution Carbon tetrachloride Chlorinated lime solution Citric acid Diesel oil Ethanol Formic acid
HIT-HY 100
Gasoline / Petrol Glycol
HIT-V, HAS HIS-N Rebar
Hydrochloric acid
[°C]
[°F]
-10...-5
14...22
3 h
12 h
-4...0
23...31
40 min
4 h
1...5
32...40
20 min
2 h
6...10
41...50
8 min
60 min
11...20
51...68
5 min
30 min
21...30
69...86
3 min
30 min
31...40
87...104
2 min
30 min
twork
2.4.13 Resistance of Cured HIT-HY 100 to Chemicals
tcure
Hydrogen peroxide Lactic acid Machine oil Nitric acid Phosphoric acid Salt (common) solution Sea water Soda solution Sodium Hydroxide (Caustic soda) Sodium hypochlorite Sulphuric acid Toluene
Key: – non-resistant
+ resistant
conc. 5% 10% 10% 10%
conc. 10%
conc. 10% 10% conc. 10% conc. 10% conc. 10% 10% 10% 40% 20% 5% 2% conc. 30% 10% • limited resistance
Behavior • + – • + – – + + • – – • • + • + + + + • – • + + + + + • + + + – • + +
Samples of the HIT-HY 100 resin were immersed in the various chemical compounds for up to one year. At the time of the test period, the samples were analyzed. Any samples showing no visible damage and having less than a 25% reduction in bending (flexural) strength were classified as “Resistant.” Samples that had slight damage, such as small cracks, chips, etc. or reduction in bending strength of 25% or more, were classified as “Partially Resistant.” Samples that were heavily damaged or destroyed were classified as “Not Resistant.” Note: In actual use, the majority of the resin is encased in the base material, leaving very little surface area exposed.
30
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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 100 Technical Supplement 01/14
31
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 2014 by Hilti, Inc. (U.S.) • 01/14 • 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
