Setting the standard for performance and reliability. · Setting the standard for performance and...

HIT-HY 100 Adhesive Anchor Technical Supplement

Setting the standard for performance and reliability.Hilti. Outperform. Outlast.

Hilti. Outperform. Outlast.

2 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en espaol 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-HY 100 Technical Supplement 01/14

The new Hilti HIT-HY 100 Adhesive Anchoring System is the latest addition to the fast cure adhesive anchor portfolio and designed for solid performance in a wide range of applications. Designed to utilize the existing Hilti dispenser platform and ICC-ES approved for uncracked concrete, this anchor is the perfect complement to the portfolio for day to day jobsite needs.

Setting the standard for performance and reliability. HIT-HY 100 Adhesive Anchoring System

Hilti Adhesive Anchors every job, every application.

HY 200 SAFEset HY 200 HY 100 HY 10+

Performance ICC approved for uncracked concrete

Complete anchor system available, including HIT-V, HAS-E and HIS rods

Easy and accurate dispensing with battery dispenser

Reliability Reliable fastenings using the traditional cleaning method (2x2x2)

Tested with wide range of rod diameters and embedments

HIT-HY 100 Adhesive Anchoring System


3Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en espaol 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 Hybrid Adhesive Features and Applications

Anchoring light structural steel connections (e.g. steel columns, beams)

Anchoring secondary steel elements Rebar doweling and connecting secondary

post-installed rebar Substituting misplaced or missing rebar ICC approved for un-cracked concrete Tested with a wide range of rod diameters

and embedments Complete anchor system available,

including HIT-V rods, HAS-E rods and HIS inserts

Easy and accurate dispensing with battery dispenser

Technical Data HIT-HY 100Product Hybrid Urethane

Methacrylate

Base material temperature*

14 F to 104 F(-10 C to 40 C)

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

Listings/Approvals ICC-ES (International Code Council)

ESR-3574 for un-cracked concrete COLA (City of Los Angeles) (pending)

Package volume Volume of HIT-HY 100 11.1 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

Working/Full Cure Time Table (Approximate)Base Material Temperature

F C twork tcure

14 ... 22 -10 ... -5 3 h 12 hrs23 ... 31 -4 ... 0 40 min 4 hrs32 ... 40 1 ... 5 20 min 2 hrs41 ... 50 6 ... 10 8 min 60 min51 ... 68 11 ... 20 5 min 30 min69 ... 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 02078494HIT-HY 100 Master Carton (11.1oz/330ml) 25 03510989HIT-HY 100 Master Carton (11.1oz/330ml) + HDM 500 25 03510991HIT-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 03498241HDE 500 Compact Cordless Dispenser 03496606HDE 500 Industrial Cordless Dispenser 03496605




1.0 Product Description

2.0 Technical Data

Listings/ApprovalsICC-ES (International Code Council) ESR-3574

NSF/ANSI Standard 61 Certification for use of HIT-HY 100 in potable water

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

IBC/IRC 2006 (ICC-ES AC308)

IBC/IRC 2003 (ICC-ES AC308)

LEED: Credit 4.1-Low Emitting Materials

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

1.0 Product Description

The Hilti HIT-HY 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, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). It is suitable to be used in uncracked concrete as defined per ICC-ES, ACI, and CSA.

Hilti HIT-HY 100 Adhesive is an injectable two-component hybrid adhesive. The two components are separated by means of a dual-cylinder foil pack attached to a manifold. The two components combine and react when dispensed through a static mixing nozzle attached to the manifold.

Elements that are suitable for use with this system are as follows: threaded steel rods, Hilti HIS-(R)N steel internally threaded inserts, and steel reinforcing bars.

Hilti HIT-HY 100 Adhesive Technical Data Table of Contents

Element Type Rebar Hilti HAS Threaded Rod

Hilti HIS-N and HIS-RN Internally Threaded Insert

United States Canada

Pages 9 15 16 19 20 26 27 29

Tables 1 10 11 17 18 27 28 30

Information on Working Time and Cure Time on page 30 Information on Resistance of Cured Hilti HIT-HY 100 to Chemicals on page 30




2.0 Technical Data2.1 Testing and Product

EvaluationHilti HIT-HY 100 has been tested in accordance with ICC Evaluation Services (ICC-ES) Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements (AC308).

Hilti has had Hilti HIT-HY 100 evaluated according to AC308 and has received ESR-3574 from ICC-ES.

2.2 Adhesive Anchor Design Codes

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

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

At the time of this publication, ESR-3574 for Hilti HIT-HY 100 includes the design provisions for ACI 318-08 and AC308 Section 3.3.

2.2.2 CanadaCSA A23.3-04 Annex D provides the required limit states design equations for post-installed mechanical anchors, and for cast-in headed studs. At the time of this publication, Annex D, which is a non-mandatory part of the Canadian code, does not address adhesive anchor design or test criteria.

Since Annex D does not provide guidance for the design of adhesive anchor systems, it is the position of Hilti that the design provisions of ACI 318-11 Appendix D can be used for the design of Hilti HIT-HY 100 in Canada. The foundations of a proper adhesive anchor design are now well established through ACI 318-11 and a proper chemical anchor design in the United States would be also relevant in Canada. It will be shown in later sections how to relate the results from technical data in this supplement to the Canadian design standard.

2.3 Design of Hilti HIT-HY 100 Adhesive Anchor System

2.3.1 Using technical data in ESR-3574

Technical data for the system components of Hilti HIT-HY 100 can be found in ICC-ES ESR-3574. This includes:

Hilti HIT-HY 100 adhesive.

Standard threaded rods and rebar.

Hilti HIS-(R)N internally threaded inserts.

A designer can use the data in ESR-3574 to calculate the capacity of the Hilti HIT-HY 100 system in the following manner:

For standard threaded rods, rebar and the Hilti HIS-(R)N internally threaded inserts, a design using either ACI 318-11 Appendix D or ACI 318-08 Appendix D and AC308 Section 3.3 amendments to ACI 318 would be appropriate.

The tables from ESR-3574 are not included in this supplement, but can be found by downloading ESR-3574 from www.us.hilti.com or on the ICC-ES website at www.icc-es.org, or by contacting your local Hilti representative.

2.3.2 Using the New Hilti Simplified Design Tables

In lieu of providing a copy of ESR-3574 design tables in this supplement, Hilti is providing a new, simple approach for designing an anchor according to the current codes described in Section 2.2. Refer to Section 2.4 for a description of these new innovative tables.

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

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

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




2.4.1 Simplified Tables Data Development

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

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

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

The single anchor tension capacity is based on the lesser of concrete breakout strength or bond strength:

ACI: Nn = min | Ncb ;Na | CSA/ACI: Nr = min | Ncbr ;Na | Nn = Nr

The shear value is based on the pryout strength.

ACI: Vn = Vcp CSA/ACI: Vr = Vcpr Vn = Vr

Concrete breakout is calculated according to ACI 318 Appendix D and CSA A23.3 Annex D using the variables from ESR-3574. These values are equivalent.

Bond strength is not recognized in CSA, so this is determined from ACI 318-11 Appendix D for both the US and Canada.

2.4.2 Steel Strength for All Elements

The steel strength is provided on a separate table and is based on calculations from ACI 318 Appendix D and CSA A23.3 Annex D. ACI and CSA have different reduction factors for steel strength, thus the values for both ACI and CSA are published.

2.4.3 How to Calculate Anchor Capacity Using Simplified Tables

The process for calculating the capacity of a single anchor or anchor group is similar to the ASD calculation process currently outlined in the 2011 North American Product Technical Guide Volume 2: Anchor Fastening Technical Guide on page 19.

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

Tension:

ACI: Ndes = n min | Nn fAN fRN ; Nsa |

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

Shear:

ACI: Vdes = n min | Vn fAV fRV fHV ; Vsa |

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

where:

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

concrete breakout, pullout, or bond failure (ACI)

Nsa = 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 Vn = design strength in shear considering

concrete failure (ACI) Vsa = 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 Nn fA,x fA,y fR,x fR,y CSA: Ndes = 4 Nr fA,x fA,y fR,x fR,y




Note: designs are for orthogonal anchor bolt patterns and no reduction factor for the diagonally located adjacent anchor is required.

Where anchors are loaded simultaneously in tension and shear, interaction must be considered. The interaction equation is as follows:

Nua Vua ACI: ____ + ____ 1.2 Ndes Vdes

Nf Vf CSA: ____ + ____ 1.2 Ndes Vdeswhere:

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

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

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

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

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

Vf CSA: ____ 0.2 VdesThe full shear strength can be permitted if: Nua ACI: ____ 0.2 Ndes Nf CSA: ____ 0.2 Ndes

2.4.4 Allowable Stress Design (ASD)

The values of Ndes and Vdes developed from Section 2.4.3 are design strengths (factored resistances) and are to be compared to the required strength in tension and shear from factored load combinations of ACI 318 Chapter 9 or CSA A23.3 Chapter 8.

The design strength (factored resistance) can be converted to an ASD value as follows: Ndes Ndes,ASD = _____ ASD

Vdes Vdes,ASD = _____ ASD

where: ASD = Conversion factor calculated as a weighted

average of the load factors for the controlling load combination.

An example for the calculation of ASD is as follows:

Controlling strength design load combination is 1.2D + 1.6L, % contribution is 30% D, 70% L

ASD = 1.2 x 0.30 + 1.6 x 0.70 = 1.48

2.4.5 Sustained Loads and Overhead Use

Sustained loading is calculated by multiplying the value of Nn 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 load adjustment factors for edge distance influences are




based on a single anchor near an edge. The load adjustment factors for spacing are determined from the influence of two adjacent anchors. Each reduction factor is calculated for the minimum value of either concrete or bond failure. When more than one edge distance and/or spacing condition exists, the load adjustment factors are multiplied together. This will result in a conservative design when compared to a full calculation based on ACI or CSA. Additionally, if the failure mode in the single anchor tables is controlled by concrete failure, and the reduction factor is controlled by bond failure, this will also give a conservative value (and vice versa).

The following is a general summary of the accuracy of the simplified tables:

Single anchor tables have values equivalent to a calculation according to ACI or CSA.

Since the table values, including load adjustment factors, are calculated using equations that are not linear, linear interpolation is not permitted. Use the smaller of the two table values listed. This provides a conservative value if the application falls between concrete compressive strengths, embedment depths, or spacing, edge distance, and concrete thickness.

For one anchor near one edge, applying the edge distance factor typically provides accurate values provided the failure mode of the table values is the same. If the failure mode is not the same, the values are conservative.

For two to four anchors in tension with no edge reductions, applying the spacing factors provides a value that is equivalent to the ACI and CSA calculated values, provided the controlling failure modes of the table values are the same. If the failure mode is not the same, the values are conservative.

The spacing factor in shear is conservative when compared to two anchors with no edge distance considerations. This factor is based on spacing near an edge and can be conservative for installations away from the edge of the concrete member. Note: for less conservative results, it is possible to use the spacing factor in tension for this application if there is no edge distance to consider.

The concrete thickness factor in shear is conservative when compared to an anchor with no edge influences. This factor is based on applications near an edge. In the middle of a concrete member this is conservative. Note: for less conservative results, this factor can be ignored if the application is not near an edge.

The load adjustment factors are determined by calculations according to ACI 318-11 Appendix D. This is more conservative than ACI 318-08 Appendix D because the

g,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.




2.4.8 Hilti HIT-HY 100 Adhesive with Deformed Reinforcing Bars (Rebar)

Rebar Installation Conditions

Perm

issi

ble

Con

cret

e C

ondi

tions

UncrackedConcrete

DryConcrete

Perm

issi

ble

Dril

ling

Met

hod

Hammer Drilling with Carbide Tipped Drill Bit Water Saturated

Concrete

US Rebar Installation Specifications

RebarSize

DrillBitDia.

StandardEmbed.Depth

Embed.DepthRange

MinimumBase

MaterialThickness

din

hef stdin (mm)

hefin (mm)

hminin (mm)

#3 1/23-3/8 2-3/8 7-1/2

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

(86) (60 191)

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

#5 3/45-5/8 3-1/8 12-1/2

hef + 2d0

(143) (79 318)

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

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

#8 1-1/89 4 20

(229) (102 508)

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

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

Canadian Rebar Installation Specifications

RebarSize

DrillBitDia.

StandardEmbed.Depth

Embed.DepthRange

MinimumBase

MaterialThickness

din

hef stdmm

hefmm

hminmm

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

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




Table 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

NominalRebar Size

EffectiveEmbedment

Depthin. (mm)

Tension Nn or Nr Shear Vn or Vrfc = 2500 psi

(17.2 Mpa) lb (kN)

fc = 3000 psi (20.7 Mpa)

lb (kN)

fc = 4000 psi (27.6 Mpa)

lb (kN)

fc = 6000 psi (41.4 Mpa)

lb (kN)

fc = 2500 psi (17.2 Mpa)

lb (kN)

fc = 3000 psi (20.7 Mpa)

lb (kN)

fc = 4000 psi (27.6 Mpa)

lb (kN)

fc = 6000 psi (41.4 Mpa)

lb (kN)

#3

3-3/8 3,155 3,155 3,155 3,340 6,790 6,790 6,790 7,200(86) (14.0) (14.0) (14.0) (14.9) (30.2) (30.2) (30.2) (32.0)

4-1/2 4,205 4,205 4,205 4,455 9,055 9,055 9,055 9,600(114) (18.7) (18.7) (18.7) (19.8) (40.3) (40.3) (40.3) (42.7)7-1/2 7,005 7,005 7,005 7,425 15,090 15,090 15,090 15,995(191) (31.2) (31.2) (31.2) (33.0) (67.1) (67.1) (67.1) (71.1)

#4

4-1/2 5,605 5,605 5,605 5,940 12,075 12,075 12,075 12,800(114) (24.9) (24.9) (24.9) (26.4) (53.7) (53.7) (53.7) (56.9)

6 7,475 7,475 7,475 7,920 16,100 16,100 16,100 17,065(152) (33.3) (33.3) (33.3) (35.2) (71.6) (71.6) (71.6) (75.9)10 12,455 12,455 12,455 13,205 26,830 26,830 26,830 28,440

(254) (55.4) (55.4) (55.4) (58.7) (119.3) (119.3) (119.3) (126.5)

#5

5-5/8 8,760 8,760 8,760 9,285 18,865 18,865 18,865 19,995(143) (39.0) (39.0) (39.0) (41.3) (83.9) (83.9) (83.9) (88.9)7-1/2 11,680 11,680 11,680 12,380 25,150 25,150 25,150 26,660(191) (52.0) (52.0) (52.0) (55.1) (111.9) (111.9) (111.9) (118.6)

12-1/2 19,465 19,465 19,465 20,630 41,920 41,920 41,920 44,435(318) (86.6) (86.6) (86.6) (91.8) (186.5) (186.5) (186.5) (197.7)

#6

6-3/4 12,610 12,610 12,610 13,370 27,165 27,165 27,165 28,795(171) (56.1) (56.1) (56.1) (59.5) (120.8) (120.8) (120.8) (128.1)

9 16,815 16,815 16,815 17,825 36,220 36,220 36,220 38,395(229) (74.8) (74.8) (74.8) (79.3) (161.1) (161.1) (161.1) (170.8)15 28,025 28,025 28,025 29,710 60,365 60,365 60,365 63,990

(381) (124.7) (124.7) (124.7) (132.2) (268.5) (268.5) (268.5) (284.6)

#7

7-7/8 17,165 17,165 17,165 18,195 36,975 36,975 36,975 39,190(200) (76.4) (76.4) (76.4) (80.9) (164.5) (164.5) (164.5) (174.3)

10-1/2 22,890 22,890 22,890 24,260 49,300 49,300 49,300 52,255(267) (101.8) (101.8) (101.8) (107.9) (219.3) (219.3) (219.3) (232.4)

17-1/2 38,150 38,150 38,150 40,435 82,165 82,165 82,165 87,095(445) (169.7) (169.7) (169.7) (179.9) (365.5) (365.5) (365.5) (387.4)

#8

9 21,060 22,420 22,420 23,765 45,360 48,295 48,295 51,190(229) (93.7) (99.7) (99.7) (105.7) (201.8) (214.8) (214.8) (227.7)12 29,895 29,895 29,895 31,690 64,390 64,390 64,390 68,255

(305) (133.0) (133.0) (133.0) (141.0) (286.4) (286.4) (286.4) (303.6)20 49,825 49,825 49,825 52,815 107,315 107,315 107,315 113,755

(508) (221.6) (221.6) (221.6) (234.9) (477.4) (477.4) (477.4) (506.0)

#9

10-1/8 24,010 24,010 24,010 25,450 54,125 59,290 61,120 64,785(257) (106.8) (106.8) (106.8) (113.2) (240.8) (263.7) (271.9) (288.2)

13-1/2 32,015 32,015 32,015 33,935 81,495 81,495 81,495 86,385(343) (142.4) (142.4) (142.4) (150.9) (362.5) (362.5) (362.5) (384.3)

22-1/2 53,360 53,360 53,360 56,560 135,825 135,825 135,825 143,970(572) (237.4) (237.4) (237.4) (251.6) (604.2) (604.2) (604.2) (640.4)

#10

11-1/4 29,430 29,645 29,645 31,425 63,395 69,445 75,455 79,985(286) (130.9) (131.9) (131.9) (139.8) (282.0) (308.9) (335.6) (355.8)15 39,525 39,525 39,525 41,895 97,600 100,610 100,610 106,645

(381) (175.8) (175.8) (175.8) (186.4) (434.1) (447.5) (447.5) (474.4)25 65,875 65,875 65,875 69,830 167,685 167,685 167,685 177,745

(635) (293.0) (293.0) (293.0) (310.6) (745.9) (745.9) (745.9) (790.6)

1 See Section 2.4 for explanation on development of load values.2 See Section 2.4.4 to convert design strength (factored resistance) value to ASD value.3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.4 Apply spacing, edge distance, and concrete thickness factors in tables 3 - 10 as necessary. Compare to the steel values in table 2.

The lesser of the values is to be used for the design.5 Data is for temperature range A: Max. short term temperature = 104 F (40 C), max. long term temperature = 75 F (24 C).

For temperature range B: Max. short term temperature = 176 F (80 C), max. long term temperature = 122 F (50 C) multiply above value by 0.83. For temperature range C: Max. short term temperature = 248 F (120 C), max. long term temperature = 162 F (72 C) multiply above value by 0.48. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over 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 a as follows:

For sand-lightweight, a = 0.51. For all-lightweight, a = 0.45.




Table 2 Steel Design Strength (ACI 318 Appendix D Based Design) for US Rebar 3

NominalRebar Size

ASTM A 615 Grade 40 4 ASTM A 615 Grade 60 4 ASTM A 706 Grade 60 4 Tensile1

Nsalb (kN)

Shear2

Vsalb (kN)

Tensile1

Nsalb (kN)

Shear2

Vsalb (kN)

Tensile1

Nsalb (kN)

Shear2

Vsalb (kN)

#34,290 2,375 6,435 3,565 6,600 3,430(19.1) (10.6) (28.6) (15.9) (29.4) (15.3)

#47,800 4,320 11,700 6,480 12,000 6,240(34.7) (19.2) (52.0) (28.8) (53.4) (27.8)

#512,090 6,695 18,135 10,045 18,600 9,670(53.8) (29.8) (80.7) (44.7) (82.7) (43.0)

#617,160 9,505 25,740 14,255 26,400 13,730(76.3) (42.3) (114.5) (63.4) (117.4) (61.1)

#723,400 12,960 35,100 19,440 36,000 18,720(104.1) (57.6) (156.1) (86.5) (160.1) (83.3)

#830,810 17,065 46,215 25,595 47,400 24,650(137.0) (75.9) (205.6) (113.9) (210.8) (109.6)

#939,000 21,600 58,500 32,400 60,000 31,200(173.5) (96.1) (260.2) (144.1) (266.9) (138.8)

#1049,530 27,430 74,295 41,150 76,200 39,625(220.3) (122.0) (330.5) (183.0) (339.0) (176.3)

1 Tensile = Ase,N futa as noted in ACI 318 Appendix D2 Shear = 0.60 Ase,N futa as noted in ACI 318 Appendix D3 See Section 2.4.4 to convert design strength (factored resistance) value to ASD value.4 ASTM A706 Grade 60 rebar are considered ductile steel elements. ASTM A 615 Grade 40 and 60 rebar are considered brittle steel elements.

Table 3 Load Adjustment Factors for #3 US Rebar in Uncracked Concrete 1,2

#3Uncracked Concrete

Spacing Factor in Tension

fAN

Edge Distance Factor in Tension

fRN

Spacing Factor in Shear3

fAV

Edge Distance in ShearConc. Thickness Factor in Shear4

fHV

Toward Edge

fRV

To Edge

fRVEmbedment hef

in (mm) 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2(86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

)

1-3/4 (44) n/a n/a n/a 0.32 0.23 0.13 n/a n/a n/a 0.11 0.08 0.05 0.22 0.16 0.10 n/a n/a n/a1-7/8 (48) 0.59 0.57 0.54 0.33 0.24 0.14 0.54 0.53 0.52 0.12 0.09 0.05 0.24 0.18 0.11 n/a n/a n/a

2 (51) 0.60 0.57 0.54 0.34 0.25 0.14 0.54 0.54 0.53 0.13 0.10 0.06 0.27 0.20 0.12 n/a n/a n/a3 (76) 0.65 0.61 0.57 0.43 0.31 0.18 0.57 0.55 0.54 0.24 0.18 0.11 0.46 0.37 0.22 n/a n/a n/a

3-5/8 (92) 0.68 0.63 0.58 0.49 0.36 0.21 0.58 0.56 0.55 0.32 0.24 0.15 0.52 0.42 0.29 n/a n/a n/a4 (102) 0.70 0.65 0.59 0.53 0.38 0.22 0.59 0.57 0.55 0.38 0.28 0.17 0.55 0.45 0.34 n/a n/a n/a

4-5/8 (117) 0.73 0.67 0.60 0.60 0.44 0.25 0.60 0.58 0.56 0.47 0.35 0.21 0.62 0.49 0.36 0.63 n/a n/a5 (127) 0.75 0.69 0.61 0.65 0.48 0.28 0.61 0.59 0.56 0.52 0.39 0.24 0.65 0.51 0.37 0.66 n/a n/a

5-3/4 (146) 0.78 0.71 0.63 0.75 0.55 0.32 0.62 0.60 0.57 0.65 0.48 0.29 0.75 0.57 0.40 0.71 0.64 n/a6 (152) 0.80 0.72 0.63 0.78 0.57 0.33 0.63 0.61 0.58 0.69 0.52 0.31 0.78 0.59 0.41 0.72 0.66 n/a7 (178) 0.85 0.76 0.66 0.91 0.67 0.39 0.65 0.63 0.59 0.87 0.65 0.39 0.91 0.67 0.45 0.78 0.71 n/a8 (203) 0.90 0.80 0.68 1.00 0.76 0.44 0.67 0.64 0.60 1.00 0.80 0.48 1.00 0.76 0.48 0.83 0.76 n/a

8-3/4 (222) 0.93 0.82 0.69 0.83 0.48 0.69 0.66 0.61 0.91 0.55 0.83 0.51 0.87 0.79 0.679 (229) 0.94 0.83 0.70 0.86 0.50 0.70 0.66 0.61 0.95 0.57 0.86 0.52 0.88 0.80 0.68

10 (254) 0.99 0.87 0.72 0.95 0.55 0.72 0.68 0.63 1.00 0.67 0.95 0.57 0.93 0.85 0.7111 (279) 1.00 0.91 0.74 1.00 0.61 0.74 0.70 0.64 0.77 1.00 0.61 0.98 0.89 0.7512 (305) 0.94 0.77 0.66 0.76 0.71 0.65 0.88 0.66 1.00 0.93 0.7814 (356) 1.00 0.81 0.77 0.80 0.75 0.68 1.00 0.77 1.00 0.8416 (406) 0.86 0.88 0.85 0.79 0.70 0.88 0.9018 (457) 0.90 0.99 0.89 0.82 0.73 0.99 0.9624 (610) 1.00 1.00 1.00 0.93 0.81 1.00 1.0030 (762) 1.00 0.8836 (914) 0.96

>48 (1219) 1.001 Linear interpolation not permitted2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.3 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.4 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.







fAN


fRN


fAV


fHV

Toward Edge

fRV

To Edge

fRVEmbedment hef

in (mm) 4-1/2 6 10 4-1/2 6 10 4-1/2 6 10 4-1/2 6 10 4-1/2 6 10 4-1/2 6 10(114) (152) (254) (114) (152) (254) (114) (152) (254) (114) (152) (254) (114) (152) (254) (114) (152) (254)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

) 1-3/4 (44) n/a n/a n/a 0.27 0.20 0.12 n/a n/a n/a 0.07 0.05 0.03 0.14 0.11 0.06 n/a n/a n/a2-1/2 (64) 0.59 0.57 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.12 0.09 0.05 0.24 0.18 0.11 n/a n/a n/a

3 (76) 0.61 0.58 0.55 0.35 0.26 0.15 0.55 0.54 0.53 0.16 0.12 0.07 0.32 0.24 0.14 n/a n/a n/a4 (102) 0.65 0.61 0.57 0.42 0.30 0.18 0.57 0.55 0.54 0.24 0.18 0.11 0.45 0.37 0.22 n/a n/a n/a5 (127) 0.69 0.64 0.58 0.49 0.36 0.21 0.58 0.57 0.55 0.34 0.26 0.15 0.51 0.42 0.31 n/a n/a n/a

5-3/4 (146) 0.71 0.66 0.60 0.55 0.40 0.23 0.59 0.58 0.55 0.42 0.31 0.19 0.57 0.46 0.34 0.61 n/a n/a6 (152) 0.72 0.67 0.60 0.57 0.42 0.24 0.60 0.58 0.56 0.45 0.34 0.20 0.59 0.47 0.35 0.62 n/a n/a7 (178) 0.76 0.69 0.62 0.67 0.49 0.29 0.61 0.59 0.57 0.56 0.42 0.25 0.67 0.52 0.38 0.67 n/a n/a

7-1/4 (184) 0.77 0.70 0.62 0.69 0.51 0.30 0.62 0.60 0.57 0.59 0.45 0.27 0.69 0.53 0.38 0.69 0.62 n/a8 (203) 0.80 0.72 0.63 0.76 0.56 0.33 0.63 0.61 0.58 0.69 0.52 0.31 0.76 0.57 0.40 0.72 0.66 n/a9 (229) 0.83 0.75 0.65 0.86 0.63 0.37 0.65 0.62 0.59 0.82 0.62 0.37 0.86 0.63 0.43 0.76 0.69 n/a

10 (254) 0.87 0.78 0.67 0.95 0.70 0.41 0.66 0.63 0.60 0.96 0.72 0.43 0.95 0.70 0.46 0.81 0.73 n/a11-1/4 (286) 0.92 0.81 0.69 1.00 0.78 0.46 0.68 0.65 0.61 1.00 0.86 0.52 1.00 0.78 0.50 0.86 0.78 0.66

12 (305) 0.94 0.83 0.70 0.84 0.49 0.70 0.66 0.61 0.95 0.57 0.84 0.52 0.88 0.80 0.6814 (356) 1.00 0.89 0.73 0.98 0.57 0.73 0.69 0.63 1.00 0.72 0.98 0.58 0.95 0.87 0.7316 (406) 0.94 0.77 1.00 0.65 0.76 0.71 0.65 0.88 1.00 0.65 1.00 0.93 0.7818 (457) 1.00 0.80 0.73 0.79 0.74 0.67 1.00 0.73 0.98 0.8320 (508) 0.83 0.82 0.83 0.77 0.69 0.82 1.00 0.8722 (559) 0.87 0.90 0.86 0.80 0.71 0.90 0.9224 (610) 0.90 0.98 0.89 0.82 0.73 0.98 0.9630 (762) 1.00 1.00 0.99 0.90 0.79 1.00 1.0036 (914) 1.00 0.98 0.84

>48 (1219) 1.00 0.96

1 Linear interpolation not permitted2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.3 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN.4 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0.




fAN


fRN


fAV


fHV

Toward Edge

fRV

To Edge

fRVEmbedment hef

in (mm) 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2(143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

)


4 (102) 0.62 0.59 0.55 0.36 0.27 0.16 0.55 0.54 0.53 0.17 0.13 0.08 0.35 0.26 0.16 n/a n/a n/a4-5/8 (117) 0.64 0.60 0.56 0.39 0.29 0.17 0.56 0.55 0.54 0.22 0.16 0.10 0.43 0.33 0.20 n/a n/a n/a


7-1/8 (181) 0.71 0.66 0.60 0.54 0.40 0.23 0.59 0.58 0.55 0.41 0.31 0.19 0.56 0.46 0.34 0.61 n/a n/a8 (203) 0.74 0.68 0.61 0.61 0.45 0.26 0.60 0.59 0.56 0.49 0.37 0.22 0.61 0.49 0.36 0.65 n/a n/a9 (229) 0.77 0.70 0.62 0.68 0.50 0.29 0.62 0.60 0.57 0.59 0.44 0.26 0.68 0.53 0.38 0.68 0.62 n/a

10 (254) 0.80 0.72 0.63 0.76 0.56 0.33 0.63 0.61 0.58 0.69 0.52 0.31 0.76 0.57 0.40 0.72 0.66 n/a11 (279) 0.83 0.74 0.65 0.83 0.61 0.36 0.64 0.62 0.58 0.79 0.60 0.36 0.83 0.62 0.42 0.76 0.69 n/a12 (305) 0.86 0.77 0.66 0.91 0.67 0.39 0.66 0.63 0.59 0.91 0.68 0.41 0.91 0.67 0.45 0.79 0.72 n/a14 (356) 0.91 0.81 0.69 1.00 0.78 0.46 0.68 0.65 0.61 1.00 0.86 0.51 1.00 0.78 0.49 0.85 0.78 0.6516 (406) 0.97 0.86 0.71 0.89 0.52 0.71 0.67 0.62 1.00 0.63 0.89 0.54 0.91 0.83 0.7018 (457) 1.00 0.90 0.74 1.00 0.59 0.73 0.69 0.64 0.75 1.00 0.59 0.97 0.88 0.7420 (508) 0.94 0.77 0.65 0.76 0.71 0.65 0.88 0.65 1.00 0.93 0.7822 (559) 0.99 0.79 0.72 0.79 0.74 0.67 1.00 0.72 0.97 0.8224 (610) 1.00 0.82 0.78 0.81 0.76 0.68 0.78 1.00 0.8626 (660) 0.85 0.85 0.84 0.78 0.70 0.85 0.8928 (711) 0.87 0.91 0.86 0.80 0.71 0.91 0.9230 (762) 0.90 0.98 0.89 0.82 0.73 0.98 0.9636 (914) 0.98 1.00 0.97 0.89 0.77 1.00 1.00

>48 (1219) 1.00 1.00 1.00 0.87







fAN


fRN


fAV

Edge Distance in Shear Conc. Thickness Factor in Shear4

fHV

Toward Edge

fRV

To Edge

fRVEmbedment hef

in (mm) 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15(171) (229) (381) (171) (229) (381) (171) (229) (381) (171) (229) (381) (171) (229) (381) (171) (229) (381)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

)


4 (102) 0.60 0.57 0.54 0.33 0.24 0.14 0.54 0.54 0.53 0.13 0.10 0.06 0.26 0.19 0.12 n/a n/a n/a5 (127) 0.62 0.59 0.56 0.37 0.27 0.16 0.55 0.54 0.53 0.18 0.14 0.08 0.36 0.27 0.16 n/a n/a n/a

5-1/4 (133) 0.63 0.60 0.56 0.38 0.28 0.16 0.56 0.55 0.53 0.20 0.15 0.09 0.39 0.29 0.18 n/a n/a n/a6 (152) 0.65 0.61 0.57 0.41 0.30 0.18 0.56 0.55 0.54 0.24 0.18 0.11 0.45 0.36 0.21 n/a n/a n/a7 (178) 0.67 0.63 0.58 0.46 0.34 0.20 0.57 0.56 0.54 0.30 0.23 0.14 0.49 0.41 0.27 n/a n/a n/a8 (203) 0.70 0.65 0.59 0.51 0.37 0.22 0.59 0.57 0.55 0.37 0.28 0.17 0.53 0.44 0.33 n/a n/a n/a

8-1/2 (216) 0.71 0.66 0.59 0.54 0.39 0.23 0.59 0.57 0.55 0.40 0.30 0.18 0.56 0.45 0.34 0.60 n/a n/a9 (229) 0.72 0.67 0.60 0.57 0.42 0.24 0.60 0.58 0.56 0.44 0.33 0.20 0.58 0.47 0.35 0.62 n/a n/a

10 (254) 0.75 0.69 0.61 0.63 0.46 0.27 0.61 0.59 0.56 0.51 0.39 0.23 0.63 0.50 0.37 0.65 n/a n/a10-3/4 (273) 0.77 0.70 0.62 0.68 0.50 0.29 0.61 0.59 0.57 0.57 0.43 0.26 0.68 0.53 0.38 0.68 0.62 n/a

12 (305) 0.80 0.72 0.63 0.76 0.56 0.33 0.63 0.61 0.58 0.67 0.51 0.30 0.76 0.57 0.40 0.72 0.65 n/a14 (356) 0.85 0.76 0.66 0.88 0.65 0.38 0.65 0.62 0.59 0.85 0.64 0.38 0.88 0.65 0.44 0.77 0.70 n/a16 (406) 0.90 0.80 0.68 1.00 0.74 0.43 0.67 0.64 0.60 1.00 0.78 0.47 1.00 0.74 0.48 0.83 0.75 n/a

16-3/4 (425) 0.91 0.81 0.69 0.78 0.45 0.68 0.65 0.61 0.83 0.50 0.78 0.49 0.85 0.77 0.6518 (457) 0.94 0.83 0.70 0.83 0.49 0.69 0.66 0.61 0.93 0.56 0.83 0.52 0.88 0.80 0.6720 (508) 0.99 0.87 0.72 0.93 0.54 0.71 0.68 0.63 1.00 0.65 0.93 0.56 0.92 0.84 0.7122 (559) 1.00 0.91 0.74 1.00 0.60 0.74 0.69 0.64 0.75 1.00 0.60 0.97 0.88 0.7424 (610) 0.94 0.77 0.65 0.76 0.71 0.65 0.86 0.65 1.00 0.92 0.7826 (660) 0.98 0.79 0.71 0.78 0.73 0.66 0.97 0.71 0.96 0.8128 (711) 1.00 0.81 0.76 0.80 0.75 0.68 1.00 0.76 0.99 0.8430 (762) 0.83 0.81 0.82 0.76 0.69 0.81 1.00 0.8736 (914) 0.90 0.98 0.88 0.82 0.73 0.98 0.95

>48 (1219) 1.00 1.00 1.00 0.92 0.80 1.00 1.00





fAN


fRN


fAV


fHV

Toward Edge

fRV

To Edge

fRVEmbedment hef

in (mm) 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2(200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

)


5 (127) 0.61 0.58 0.55 0.34 0.25 0.15 0.54 0.54 0.53 0.13 0.10 0.06 0.27 0.20 0.12 n/a n/a n/a5-1/2 (140) 0.62 0.59 0.55 0.36 0.26 0.15 0.55 0.54 0.53 0.15 0.12 0.07 0.31 0.23 0.14 n/a n/a n/a

6 (152) 0.63 0.60 0.56 0.37 0.28 0.16 0.55 0.54 0.53 0.18 0.13 0.08 0.35 0.26 0.16 n/a n/a n/a7 (178) 0.65 0.61 0.57 0.41 0.30 0.18 0.56 0.55 0.54 0.22 0.17 0.10 0.44 0.33 0.20 n/a n/a n/a8 (203) 0.67 0.63 0.58 0.45 0.33 0.19 0.57 0.56 0.54 0.27 0.20 0.12 0.48 0.40 0.24 n/a n/a n/a9 (229) 0.69 0.64 0.59 0.49 0.36 0.21 0.58 0.56 0.55 0.32 0.24 0.14 0.52 0.43 0.29 n/a n/a n/a

9-7/8 (251) 0.71 0.66 0.59 0.53 0.39 0.23 0.59 0.57 0.55 0.37 0.28 0.17 0.56 0.45 0.33 0.59 n/a n/a10 (254) 0.71 0.66 0.60 0.54 0.40 0.23 0.59 0.57 0.55 0.38 0.28 0.17 0.56 0.45 0.34 0.59 n/a n/a11 (279) 0.73 0.67 0.60 0.59 0.44 0.26 0.60 0.58 0.56 0.44 0.33 0.20 0.60 0.48 0.36 0.62 n/a n/a12 (305) 0.75 0.69 0.61 0.65 0.48 0.28 0.60 0.59 0.56 0.50 0.37 0.22 0.65 0.51 0.37 0.65 n/a n/a

12-1/2 (318) 0.76 0.70 0.62 0.67 0.50 0.29 0.61 0.59 0.56 0.53 0.40 0.24 0.67 0.53 0.38 0.66 0.60 n/a14 (356) 0.80 0.72 0.63 0.75 0.55 0.33 0.62 0.60 0.57 0.62 0.47 0.28 0.75 0.57 0.40 0.70 0.63 n/a16 (406) 0.84 0.75 0.65 0.86 0.63 0.37 0.64 0.61 0.58 0.76 0.57 0.34 0.86 0.63 0.43 0.75 0.68 n/a18 (457) 0.88 0.79 0.67 0.97 0.71 0.42 0.66 0.63 0.59 0.91 0.68 0.41 0.97 0.71 0.47 0.79 0.72 n/a

19-1/2 (495) 0.91 0.81 0.69 1.00 0.77 0.45 0.67 0.64 0.60 1.00 0.77 0.46 1.00 0.77 0.49 0.82 0.75 0.6320 (508) 0.92 0.82 0.69 0.79 0.46 0.67 0.64 0.60 0.80 0.48 0.79 0.50 0.83 0.76 0.6422 (559) 0.97 0.85 0.71 0.87 0.51 0.69 0.66 0.61 0.92 0.55 0.87 0.53 0.88 0.79 0.6724 (610) 1.00 0.88 0.73 0.95 0.56 0.71 0.67 0.62 1.00 0.63 0.95 0.57 0.91 0.83 0.7026 (660) 0.91 0.75 1.00 0.60 0.73 0.69 0.63 0.71 1.00 0.61 0.95 0.86 0.7328 (711) 0.94 0.77 0.65 0.74 0.70 0.64 0.80 0.65 0.99 0.90 0.7630 (762) 0.98 0.79 0.70 0.76 0.72 0.65 0.88 0.70 1.00 0.93 0.7836 (914) 1.00 0.84 0.84 0.81 0.76 0.68 1.00 0.84 1.00 0.86

>48 (1219) 0.96 1.00 0.92 0.84 0.75 1.00 0.99







fAN


fRN


fAV


fHV

Toward Edge

fRV

To Edge

fRVEmbedment hef

in (mm) 9 12 20 9 12 20 9 12 20 9 12 20 9 12 20 9 12 20

(229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

)

1-3/4 (44) n/a n/a n/a 0.23 0.17 0.10 n/a n/a n/a 0.02 0.02 0.01 0.05 0.03 0.02 n/a n/a n/a5 (127) 0.59 0.57 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.11 0.08 0.05 0.22 0.15 0.09 n/a n/a n/a6 (152) 0.61 0.58 0.55 0.35 0.25 0.15 0.55 0.54 0.53 0.14 0.10 0.06 0.29 0.20 0.12 n/a n/a n/a

6-1/4 (159) 0.62 0.59 0.55 0.35 0.26 0.15 0.55 0.54 0.53 0.15 0.11 0.06 0.30 0.21 0.13 n/a n/a n/a7 (178) 0.63 0.60 0.56 0.38 0.28 0.16 0.55 0.54 0.53 0.18 0.13 0.08 0.36 0.25 0.15 n/a n/a n/a8 (203) 0.65 0.61 0.57 0.41 0.30 0.18 0.56 0.55 0.53 0.22 0.15 0.09 0.44 0.31 0.19 n/a n/a n/a9 (229) 0.67 0.63 0.58 0.45 0.33 0.19 0.57 0.55 0.54 0.26 0.18 0.11 0.48 0.37 0.22 n/a n/a n/a

10 (254) 0.69 0.64 0.58 0.48 0.35 0.21 0.58 0.56 0.54 0.31 0.22 0.13 0.51 0.42 0.26 n/a n/a n/a11 (279) 0.70 0.65 0.59 0.52 0.38 0.22 0.58 0.57 0.55 0.35 0.25 0.15 0.55 0.44 0.30 n/a n/a n/a


14-1/4 (362) 0.76 0.70 0.62 0.67 0.49 0.29 0.61 0.59 0.56 0.52 0.37 0.22 0.67 0.52 0.38 0.66 0.59 n/a16 (406) 0.80 0.72 0.63 0.75 0.55 0.33 0.62 0.60 0.57 0.62 0.44 0.26 0.75 0.57 0.40 0.70 0.62 n/a18 (457) 0.83 0.75 0.65 0.85 0.62 0.37 0.64 0.61 0.58 0.74 0.52 0.31 0.85 0.62 0.43 0.74 0.66 n/a20 (508) 0.87 0.78 0.67 0.94 0.69 0.41 0.65 0.62 0.59 0.87 0.61 0.37 0.94 0.69 0.46 0.78 0.69 n/a22 (559) 0.91 0.81 0.68 1.00 0.76 0.45 0.67 0.63 0.59 1.00 0.71 0.42 1.00 0.76 0.49 0.82 0.73 n/a

22-1/4 (565) 0.91 0.81 0.69 0.77 0.45 0.67 0.63 0.60 0.72 0.43 0.77 0.49 0.82 0.73 0.6224 (610) 0.94 0.83 0.70 0.83 0.49 0.68 0.64 0.60 0.81 0.48 0.83 0.52 0.85 0.76 0.6426 (660) 0.98 0.86 0.72 0.90 0.53 0.70 0.66 0.61 0.91 0.54 0.90 0.55 0.89 0.79 0.6728 (711) 1.00 0.89 0.73 0.97 0.57 0.71 0.67 0.62 1.00 0.61 0.97 0.58 0.92 0.82 0.6930 (762) 0.92 0.75 1.00 0.61 0.73 0.68 0.63 0.68 1.00 0.61 0.95 0.85 0.7236 (914) 1.00 0.80 0.73 0.77 0.72 0.65 0.89 0.73 1.00 0.93 0.78

>48 (1219) 0.90 0.98 0.86 0.79 0.71 1.00 0.98 1.00 0.91





fAN


fRN


fAV


fHV

Toward Edge

fRV

To Edge

fRVEmbedment hef

in (mm) 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2(257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

)


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/a7 (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/a8 (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/a9 (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



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/a18 (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/a20 (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/a22 (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/a24 (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 0.6126 (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 0.6228 (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 0.6430 (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 0.6636 (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







fAN


fRN


fAV


fHV

Toward Edge

fRV

To Edge

fRVEmbedment hef

in (mm) 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25(286) (381) (635) (286) (381) (635) (286) (381) (635) (286) (381) (635) (286) (381) (635) (286) (381) (635)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

) 1-3/4 (44) n/a n/a n/a 0.22 0.16 0.09 n/a n/a n/a 0.02 0.01 0.01 0.03 0.02 0.01 n/a n/a n/a6-1/4 (159) 0.59 0.57 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.11 0.07 0.04 0.22 0.14 0.08 n/a n/a n/a


10 (254) 0.65 0.61 0.57 0.41 0.30 0.18 0.56 0.55 0.53 0.22 0.14 0.08 0.44 0.29 0.17 n/a n/a n/a11 (279) 0.66 0.62 0.57 0.44 0.32 0.19 0.57 0.55 0.53 0.25 0.16 0.10 0.47 0.33 0.19 n/a n/a n/a12 (305) 0.68 0.63 0.58 0.47 0.34 0.20 0.57 0.55 0.54 0.29 0.19 0.11 0.50 0.38 0.22 n/a n/a n/a13 (330) 0.69 0.64 0.59 0.50 0.37 0.21 0.58 0.56 0.54 0.33 0.21 0.12 0.53 0.42 0.25 n/a n/a n/a14 (356) 0.71 0.66 0.59 0.53 0.39 0.23 0.59 0.56 0.54 0.36 0.24 0.14 0.55 0.45 0.28 n/a n/a n/a

14-1/4 (362) 0.71 0.66 0.60 0.54 0.40 0.23 0.59 0.56 0.55 0.37 0.24 0.14 0.56 0.46 0.28 0.59 n/a n/a15 (381) 0.72 0.67 0.60 0.57 0.42 0.24 0.59 0.57 0.55 0.40 0.26 0.15 0.58 0.47 0.31 0.60 n/a n/a16 (406) 0.74 0.68 0.61 0.61 0.45 0.26 0.60 0.57 0.55 0.45 0.29 0.17 0.61 0.49 0.34 0.62 n/a n/a17 (432) 0.75 0.69 0.61 0.64 0.47 0.28 0.60 0.58 0.55 0.49 0.32 0.18 0.64 0.51 0.37 0.64 n/a n/a18 (457) 0.77 0.70 0.62 0.68 0.50 0.29 0.61 0.58 0.56 0.53 0.35 0.20 0.68 0.53 0.38 0.66 0.57 n/a20 (508) 0.80 0.72 0.63 0.76 0.56 0.33 0.62 0.59 0.56 0.62 0.40 0.24 0.76 0.57 0.40 0.70 0.60 n/a22 (559) 0.83 0.74 0.65 0.83 0.61 0.36 0.63 0.60 0.57 0.72 0.47 0.27 0.83 0.62 0.42 0.73 0.63 n/a24 (610) 0.86 0.77 0.66 0.91 0.67 0.39 0.65 0.61 0.58 0.82 0.53 0.31 0.91 0.67 0.45 0.76 0.66 n/a26 (660) 0.89 0.79 0.67 0.99 0.72 0.42 0.66 0.62 0.58 0.92 0.60 0.35 0.99 0.72 0.47 0.79 0.69 n/a28 (711) 0.91 0.81 0.69 1.00 0.78 0.46 0.67 0.63 0.59 1.00 0.67 0.39 1.00 0.78 0.49 0.82 0.71 0.6030 (762) 0.94 0.83 0.70 0.83 0.49 0.68 0.64 0.60 0.74 0.43 0.83 0.52 0.85 0.74 0.6236 (914) 1.00 0.90 0.74 1.00 0.59 0.72 0.66 0.61 0.98 0.57 1.00 0.59 0.94 0.81 0.68

>48 (1219) 1.00 0.82 0.78 0.79 0.72 0.65 1.00 0.87 0.78 1.00 0.94 0.78





Table 11 Hilti HIT-HY 100 Adhesive Factored Resistance with Concrete / Bond Failure for Canadian Rebar in Uncracked Concrete 1,2,3,4,5,6,7,8

NominalRebar Size

EffectiveEmbedment

Depthmm

Tension Nr Shear Vrfc =

20 MPa(kN)

fc = 25 MPa

(kN)

fc = 30 MPa

(kN)

fc = 35 MPa

(kN)

fc = 40 MPa

(kN)

fc = 20 MPa

(kN)

fc = 25 MPa

(kN)

fc = 30 MPa

(kN)

fc = 35 MPa

(kN)

fc = 40 MPa

(kN)

10 M115 22.3 22.3 22.3 23.6 23.6 48.0 48.0 48.0 50.9 50.9180 34.9 34.9 34.9 37.0 37.0 75.1 75.1 75.1 79.7 79.7226 43.8 43.8 43.8 46.4 46.4 94.4 94.4 94.4 100.0 100.0

15 M145 39.8 39.8 39.8 42.2 42.2 85.7 85.7 85.7 90.9 90.9250 68.6 68.6 68.6 72.7 72.7 147.8 147.8 147.8 156.6 156.6320 87.8 87.8 87.8 93.1 93.1 189.2 189.2 189.2 200.5 200.5

20 M200 66.9 66.9 66.9 70.9 70.9 144.1 144.1 144.1 152.7 152.7355 118.7 118.7 118.7 125.9 125.9 255.8 255.8 255.8 271.1 271.1390 130.4 130.4 130.4 138.3 138.3 281.0 281.0 281.0 297.8 297.8

25 M230 99.4 99.4 99.4 105.4 105.4 214.1 214.1 214.1 227.0 227.0405 175.1 175.1 175.1 185.6 185.6 377.1 377.1 377.1 399.7 399.7504 217.9 217.9 217.9 230.9 230.9 469.2 469.2 469.2 497.4 497.4

30 M260 112.8 112.8 112.8 119.6 119.6 262.5 287.2 287.2 304.4 304.4455 197.5 197.5 197.5 209.3 209.3 502.6 502.6 502.6 532.8 532.8598 259.5 259.5 259.5 275.1 275.1 660.6 660.6 660.6 700.2 700.2

1 See Section 2.4 for explanation on development of load values.2 See Section 2.4.4 to convert design strength (factored resistance) value to ASD value.3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.4 Apply spacing, edge distance, and concrete thickness factors in tables 13 - 17 as necessary. Compare to the steel values in table 12.



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 a as follows:


Table 12 Steel Factored Resistance (CSA A23.3 Annex D Based Design) for Canadian Rebar 3

NominalRebar Size

CSA-G30.18 Grade 400 4 Tensile1

Nsr

Shear2

Vsr

10 M 32.1 17.915 M 64.6 35.920 M 96.1 53.625 M 160.7 89.230 M 226.1 125.7

1 Tensile = Ase s fut R as noted in CSA A23.3 Annex D2 Shear = Ase s 0.60 fut R as noted in CSA A23.3 Annex D3 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.




Table 13 Load Adjustment Factors for 10 M Canadian Rebar in Uncracked Concrete 1,2

10 MUncracked Concrete


fAN


fRN


fAV


fHV

Toward Edge

fRV

To Edge

fRV

Embedment hef mm

115 180 226 115 180 226 115 180 226 115 180 226 115 180 226 115 180 226

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

)

45 n/a n/a n/a 0.25 0.16 0.12 n/a n/a n/a 0.08 0.05 0.04 0.16 0.10 0.08 n/a n/a n/a50 0.57 0.55 0.54 0.27 0.17 0.13 0.53 0.53 0.52 0.10 0.06 0.05 0.19 0.12 0.10 n/a n/a n/a75 0.61 0.57 0.56 0.33 0.20 0.16 0.55 0.54 0.53 0.18 0.11 0.09 0.35 0.22 0.18 n/a n/a n/a

100 0.64 0.59 0.57 0.39 0.24 0.19 0.57 0.55 0.54 0.27 0.17 0.14 0.45 0.35 0.28 n/a n/a n/a125 0.68 0.62 0.59 0.47 0.29 0.23 0.59 0.56 0.56 0.38 0.24 0.19 0.51 0.39 0.35 n/a n/a n/a150 0.72 0.64 0.61 0.56 0.35 0.28 0.60 0.58 0.57 0.50 0.32 0.25 0.58 0.42 0.37 0.65 n/a n/a175 0.75 0.66 0.63 0.66 0.41 0.32 0.62 0.59 0.58 0.63 0.40 0.32 0.66 0.46 0.40 0.70 n/a n/a200 0.79 0.69 0.65 0.75 0.47 0.37 0.64 0.60 0.59 0.76 0.49 0.39 0.75 0.51 0.43 0.75 n/a n/a225 0.83 0.71 0.67 0.85 0.52 0.41 0.66 0.62 0.60 0.91 0.58 0.46 0.85 0.55 0.47 0.79 0.68 n/a250 0.86 0.73 0.68 0.94 0.58 0.46 0.67 0.63 0.61 1.00 0.68 0.54 0.94 0.59 0.50 0.83 0.72 n/a275 0.90 0.75 0.70 1.00 0.64 0.51 0.69 0.64 0.62 0.79 0.63 1.00 0.64 0.53 0.88 0.75 0.70300 0.93 0.78 0.72 0.70 0.55 0.71 0.66 0.63 0.90 0.71 0.70 0.57 0.91 0.79 0.73325 0.97 0.80 0.74 0.76 0.60 0.73 0.67 0.64 1.00 0.81 0.76 0.60 0.95 0.82 0.76350 1.00 0.82 0.76 0.82 0.64 0.74 0.68 0.66 0.90 0.82 0.64 0.99 0.85 0.79375 0.85 0.78 0.87 0.69 0.76 0.69 0.67 1.00 0.87 0.69 1.00 0.88 0.82400 0.87 0.79 0.93 0.74 0.78 0.71 0.68 0.93 0.74 0.91 0.84450 0.92 0.83 1.00 0.83 0.81 0.73 0.70 1.00 0.83 0.96 0.89500 0.96 0.87 0.92 0.85 0.76 0.72 0.92 1.00 0.94550 1.00 0.91 1.00 0.88 0.78 0.74 1.00 0.99600 0.94 0.92 0.81 0.77 1.00700 1.00 0.99 0.86 0.81800 1.00 0.91 0.861000 1.00 0.94

>1200 1.00





fAN


fRN


fAV


fHV

Toward Edge

fRV

To Edge

fRV

Embedment hef mm

145 250 320 145 250 320 145 250 320 145 250 320 145 250 320 145 250 320

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

)

45 n/a n/a n/a 0.25 0.14 0.11 n/a n/a n/a 0.05 0.03 0.02 0.11 0.06 0.05 n/a n/a n/a75 0.59 0.55 0.54 0.30 0.17 0.13 0.54 0.53 0.52 0.12 0.07 0.05 0.23 0.14 0.11 n/a n/a n/a

100 0.61 0.57 0.55 0.35 0.20 0.15 0.55 0.54 0.53 0.18 0.10 0.08 0.36 0.21 0.16 n/a n/a n/a125 0.64 0.58 0.57 0.40 0.23 0.18 0.57 0.55 0.54 0.25 0.15 0.11 0.44 0.29 0.23 n/a n/a n/a150 0.67 0.60 0.58 0.45 0.26 0.20 0.58 0.56 0.55 0.33 0.19 0.15 0.49 0.36 0.30 n/a n/a n/a175 0.70 0.62 0.59 0.51 0.29 0.22 0.59 0.56 0.55 0.42 0.24 0.19 0.54 0.38 0.34 0.61 n/a n/a200 0.73 0.63 0.60 0.58 0.33 0.26 0.61 0.57 0.56 0.51 0.30 0.23 0.60 0.41 0.36 0.65 n/a n/a225 0.76 0.65 0.62 0.66 0.37 0.29 0.62 0.58 0.57 0.61 0.35 0.28 0.66 0.44 0.38 0.69 n/a n/a250 0.79 0.67 0.63 0.73 0.41 0.32 0.63 0.59 0.58 0.71 0.41 0.32 0.73 0.46 0.40 0.73 n/a n/a275 0.82 0.68 0.64 0.80 0.45 0.35 0.65 0.60 0.59 0.82 0.48 0.37 0.80 0.49 0.42 0.76 n/a n/a300 0.84 0.70 0.66 0.88 0.50 0.38 0.66 0.61 0.59 0.94 0.54 0.42 0.88 0.52 0.44 0.80 0.67 n/a325 0.87 0.72 0.67 0.95 0.54 0.42 0.67 0.62 0.60 1.00 0.61 0.48 0.95 0.56 0.47 0.83 0.69 n/a350 0.90 0.73 0.68 1.00 0.58 0.45 0.69 0.63 0.61 0.68 0.53 1.00 0.59 0.49 0.86 0.72 0.66375 0.93 0.75 0.70 0.62 0.48 0.70 0.64 0.62 0.76 0.59 0.62 0.51 0.89 0.74 0.69400 0.96 0.77 0.71 0.66 0.51 0.71 0.65 0.63 0.84 0.65 0.66 0.54 0.92 0.77 0.71450 1.00 0.80 0.73 0.74 0.58 0.74 0.67 0.64 1.00 0.78 0.74 0.58 0.98 0.82 0.75500 0.83 0.76 0.83 0.64 0.77 0.68 0.66 0.91 0.83 0.64 1.00 0.86 0.79550 0.87 0.79 0.91 0.70 0.79 0.70 0.67 1.00 0.91 0.70 0.90 0.83600 0.90 0.81 0.99 0.77 0.82 0.72 0.69 0.99 0.77 0.94 0.87650 0.93 0.84 1.00 0.83 0.85 0.74 0.70 1.00 0.83 0.98 0.90700 0.97 0.86 0.90 0.87 0.76 0.72 0.90 1.00 0.94800 1.00 0.92 1.00 0.93 0.80 0.75 1.00 1.00

1000 1.00 1.00 0.87 0.81>1200 0.94 0.88







fAN


fRN


fAV


fHV

Toward Edge

fRV

To Edge

fRV

Embedment hef mm

200 355 390 200 355 390 200 355 390 200 355 390 200 355 390 200 355 390

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

)

45 n/a n/a n/a 0.21 0.11 0.10 n/a n/a n/a 0.03 0.02 0.02 0.07 0.04 0.04 n/a n/a n/a100 0.58 0.55 0.54 0.28 0.15 0.14 0.54 0.53 0.53 0.11 0.06 0.06 0.23 0.13 0.12 n/a n/a n/a125 0.60 0.56 0.55 0.32 0.17 0.16 0.55 0.53 0.53 0.16 0.09 0.08 0.32 0.18 0.16 n/a n/a n/a150 0.63 0.57 0.56 0.36 0.19 0.18 0.56 0.54 0.54 0.21 0.12 0.11 0.41 0.24 0.22 n/a n/a n/a175 0.65 0.58 0.57 0.39 0.21 0.19 0.57 0.55 0.54 0.27 0.15 0.14 0.45 0.30 0.27 n/a n/a n/a200 0.67 0.59 0.59 0.44 0.24 0.22 0.58 0.55 0.55 0.32 0.18 0.17 0.49 0.35 0.33 n/a n/a n/a225 0.69 0.61 0.60 0.49 0.26 0.24 0.59 0.56 0.56 0.39 0.22 0.20 0.52 0.37 0.35 n/a n/a n/a250 0.71 0.62 0.61 0.54 0.29 0.27 0.60 0.57 0.56 0.45 0.26 0.23 0.56 0.39 0.37 n/a n/a n/a275 0.73 0.63 0.62 0.59 0.32 0.29 0.61 0.57 0.57 0.52 0.29 0.27 0.60 0.41 0.38 0.66 n/a n/a300 0.75 0.64 0.63 0.65 0.35 0.32 0.62 0.58 0.58 0.60 0.34 0.31 0.65 0.42 0.40 0.69 n/a n/a325 0.77 0.65 0.64 0.70 0.38 0.35 0.63 0.59 0.58 0.67 0.38 0.34 0.70 0.44 0.42 0.71 n/a n/a350 0.79 0.66 0.65 0.75 0.41 0.37 0.64 0.59 0.59 0.75 0.42 0.38 0.75 0.46 0.44 0.74 n/a n/a375 0.81 0.68 0.66 0.81 0.44 0.40 0.65 0.60 0.59 0.83 0.47 0.43 0.81 0.49 0.46 0.77 n/a n/a400 0.83 0.69 0.67 0.86 0.47 0.43 0.66 0.61 0.60 0.92 0.52 0.47 0.86 0.51 0.47 0.79 n/a n/a450 0.88 0.71 0.69 0.97 0.53 0.48 0.68 0.62 0.61 1.00 0.62 0.56 0.97 0.55 0.51 0.84 0.69 0.67500 0.92 0.73 0.71 1.00 0.59 0.53 0.70 0.63 0.63 0.72 0.66 1.00 0.59 0.55 0.89 0.73 0.71550 0.96 0.76 0.74 0.65 0.59 0.72 0.65 0.64 0.83 0.76 0.65 0.59 0.93 0.77 0.74600 1.00 0.78 0.76 0.70 0.64 0.74 0.66 0.65 0.95 0.86 0.70 0.64 0.97 0.80 0.78650 0.81 0.78 0.76 0.69 0.76 0.67 0.66 1.00 0.97 0.76 0.69 1.00 0.84 0.81700 0.83 0.80 0.82 0.74 0.78 0.69 0.68 1.00 0.82 0.74 0.87 0.84800 0.88 0.84 0.94 0.85 0.81 0.71 0.70 0.94 0.85 0.93 0.90

1000 0.97 0.93 1.00 1.00 0.89 0.77 0.75 1.00 1.00 1.00 1.001200 1.00 1.00 0.97 0.82 0.80

>1500 1.00 0.90 0.88





fAN


fRN


fAV


fHV

Toward Edge

fRV

To Edge

fRV

Embedment hef mm

230 405 504 230 405 504 230 405 504 230 405 504 230 405 504 230 405 504

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

)

45 n/a n/a n/a 0.22 0.12 0.10 n/a n/a n/a 0.02 0.01 0.01 0.05 0.03 0.02 n/a n/a n/a125 0.59 0.55 0.54 0.31 0.17 0.14 0.54 0.53 0.52 0.11 0.06 0.05 0.22 0.12 0.10 n/a n/a n/a150 0.61 0.56 0.55 0.35 0.19 0.15 0.55 0.53 0.53 0.14 0.08 0.06 0.28 0.16 0.13 n/a n/a n/a175 0.63 0.57 0.56 0.38 0.21 0.16 0.55 0.54 0.53 0.18 0.10 0.08 0.36 0.20 0.16 n/a n/a n/a200 0.64 0.58 0.57 0.41 0.22 0.18 0.56 0.54 0.54 0.22 0.12 0.10 0.44 0.25 0.20 n/a n/a n/a225 0.66 0.59 0.57 0.45 0.24 0.19 0.57 0.55 0.54 0.26 0.15 0.12 0.48 0.30 0.24 n/a n/a n/a250 0.68 0.60 0.58 0.48 0.26 0.21 0.58 0.55 0.54 0.30 0.17 0.14 0.52 0.35 0.28 n/a n/a n/a275 0.70 0.61 0.59 0.52 0.28 0.23 0.58 0.56 0.55 0.35 0.20 0.16 0.55 0.38 0.32 n/a n/a n/a300 0.72 0.62 0.60 0.57 0.31 0.25 0.59 0.56 0.55 0.40 0.23 0.18 0.58 0.40 0.36 0.60 n/a n/a325 0.74 0.63 0.61 0.61 0.34 0.27 0.60 0.57 0.56 0.45 0.26 0.21 0.62 0.41 0.37 0.63 n/a n/a350 0.75 0.64 0.62 0.66 0.36 0.29 0.61 0.57 0.56 0.50 0.29 0.23 0.66 0.43 0.38 0.65 n/a n/a375 0.77 0.65 0.62 0.71 0.39 0.31 0.61 0.58 0.57 0.56 0.32 0.26 0.71 0.45 0.39 0.67 n/a n/a400 0.79 0.66 0.63 0.76 0.41 0.33 0.62 0.58 0.57 0.62 0.35 0.28 0.76 0.47 0.41 0.70 n/a n/a450 0.83 0.69 0.65 0.85 0.46 0.37 0.64 0.59 0.58 0.74 0.42 0.34 0.85 0.50 0.44 0.74 n/a n/a500 0.86 0.71 0.67 0.94 0.52 0.41 0.65 0.60 0.59 0.86 0.49 0.39 0.94 0.54 0.46 0.78 0.64 n/a550 0.90 0.73 0.68 1.00 0.57 0.45 0.67 0.61 0.60 0.99 0.56 0.45 1.00 0.58 0.49 0.81 0.67 n/a600 0.93 0.75 0.70 0.62 0.49 0.68 0.62 0.61 1.00 0.64 0.52 0.62 0.52 0.85 0.70 0.66650 0.97 0.77 0.71 0.67 0.53 0.70 0.63 0.62 0.73 0.58 0.67 0.55 0.89 0.73 0.68700 1.00 0.79 0.73 0.72 0.58 0.71 0.64 0.63 0.81 0.65 0.72 0.59 0.92 0.76 0.71750 0.81 0.75 0.77 0.62 0.73 0.66 0.63 0.90 0.72 0.77 0.62 0.95 0.79 0.73800 0.83 0.76 0.83 0.66 0.74 0.67 0.64 0.99 0.80 0.83 0.66 0.98 0.81 0.76

1000 0.91 0.83 1.00 0.82 0.80 0.71 0.68 1.00 1.00 1.00 0.82 1.00 0.91 0.851200 0.99 0.90 0.99 0.86 0.75 0.71 0.99 1.00 0.93

>1500 1.00 1.00 1.00 0.95 0.81 0.77 1.00 1.00







fAN


fRN


fAV


fHV

Toward Edge

fRV

To Edge

fRV

Embedment hef mm

260 455 598 260 455 598 260 455 598 260 455 598 260 455 598 260 455 598

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

)

45 n/a n/a n/a 0.23 0.13 0.09 n/a n/a n/a 0.02 0.01 0.01 0.04 0.02 0.02 n/a n/a n/a150 0.60 0.55 0.54 0.33 0.18 0.14 0.54 0.53 0.52 0.12 0.06 0.05 0.23 0.12 0.09 n/a n/a n/a175 0.61 0.56 0.55 0.36 0.20 0.15 0.55 0.53 0.52 0.14 0.08 0.06 0.29 0.15 0.12 n/a n/a n/a200 0.63 0.57 0.56 0.39 0.21 0.16 0.55 0.53 0.53 0.18 0.09 0.07 0.35 0.19 0.14 n/a n/a n/a225 0.64 0.58 0.56 0.42 0.23 0.17 0.56 0.54 0.53 0.21 0.11 0.08 0.42 0.22 0.17 n/a n/a n/a250 0.66 0.59 0.57 0.45 0.25 0.19 0.57 0.54 0.54 0.25 0.13 0.10 0.48 0.26 0.20 n/a n/a n/a275 0.68 0.60 0.58 0.48 0.26 0.20 0.57 0.55 0.54 0.29 0.15 0.11 0.51 0.30 0.23 n/a n/a n/a300 0.69 0.61 0.58 0.51 0.28 0.21 0.58 0.55 0.54 0.33 0.17 0.13 0.54 0.34 0.26 n/a n/a n/a325 0.71 0.62 0.59 0.55 0.30 0.23 0.59 0.56 0.55 0.37 0.19 0.15 0.57 0.38 0.29 n/a n/a n/a350 0.72 0.63 0.60 0.59 0.32 0.24 0.59 0.56 0.55 0.41 0.22 0.16 0.60 0.41 0.33 0.61 n/a n/a375 0.74 0.64 0.60 0.63 0.35 0.26 0.60 0.56 0.55 0.45 0.24 0.18 0.63 0.42 0.36 0.63 n/a n/a400 0.76 0.65 0.61 0.67 0.37 0.28 0.61 0.57 0.56 0.50 0.26 0.20 0.67 0.44 0.37 0.65 n/a n/a450 0.79 0.66 0.63 0.76 0.42 0.31 0.62 0.58 0.56 0.60 0.31 0.24 0.76 0.47 0.40 0.69 n/a n/a500 0.82 0.68 0.64 0.84 0.46 0.35 0.63 0.59 0.57 0.70 0.37 0.28 0.84 0.50 0.42 0.72 n/a n/a550 0.85 0.70 0.65 0.92 0.51 0.38 0.64 0.59 0.58 0.81 0.42 0.32 0.92 0.54 0.44 0.76 0.61 n/a600 0.88 0.72 0.67 1.00 0.55 0.42 0.66 0.60 0.59 0.92 0.48 0.37 1.00 0.57 0.47 0.79 0.64 n/a650 0.92 0.74 0.68 0.60 0.45 0.67 0.61 0.59 1.00 0.54 0.41 0.61 0.49 0.83 0.67 n/a700 0.95 0.76 0.70 0.65 0.49 0.68 0.62 0.60 0.61 0.46 0.65 0.52 0.86 0.69 0.63750 0.98 0.77 0.71 0.69 0.52 0.70 0.63 0.61 0.67 0.51 0.69 0.54 0.89 0.72 0.65800 1.00 0.79 0.72 0.74 0.55 0.71 0.64 0.61 0.74 0.57 0.74 0.57 0.92 0.74 0.68900 0.83 0.75 0.83 0.62 0.74 0.65 0.63 0.89 0.67 0.83 0.62 0.97 0.78 0.72

1000 0.87 0.78 0.92 0.69 0.76 0.67 0.64 1.00 0.79 0.92 0.69 1.00 0.83 0.751200 0.94 0.83 1.00 0.83 0.82 0.71 0.67 1.00 1.00 0.83 0.91 0.83

>1500 1.00 0.92 1.00 0.89 0.76 0.71 1.00 1.00 0.92





2.4.9 Hilti HIT-HY 100 Adhesive with Hilti HAS Threaded Rod

Hilti HAS Threaded Rod Installation Conditions

Perm

issi

ble

Con

cret

e C

ondi

tions

UncrackedConcrete

DryConcrete

Perm

issi

ble

Dril

ling

Met

hod

Hammer Drilling with Carbide Tipped Drill Bit Water Saturated

Concrete

Mechanical PropertiesHilti HAS Threaded Rod Material Specifications fya Min. futa

ksi (MPa) ksi (MPa)Standard HAS-E rod material meets the requirements of ISO 898 Class 5.8 58 (400) 72.5 (500)High Strength or Super HAS rod material meets the requirements of ASTM A 193, Grade B7 105 (724) 125 (862)Stainless HAS rod material meets the requirements of ASTM F 593 (AISI 304/316) Condition CW1 3/8" to 5/8"

65 (448) 100 (689)

Stainless HAS rod material meets the requirements of ASTM F 593 (AISI 304/316) Condition CW 3/4" to 1-1/4"

45 (310) 85 (586)

HAS Super & HAS-E Standard Nut Material meets the requirements of SAE J995 Grade 5HAS Stainless Steel Nut material meets the requirements of ASTM F 594HAS Standard and Stainless Steel Washers meet dimensional requirements of ANSI B18.22.1 Type A PlainHAS Stainless Steel Washers meet the requirements of AISI 304 or AISI 316 conforming to ASTM A 240HAS Super & HAS-E Standard Washers meet the requirements of ASTM F 884, HVAll HAS Super Rods (except 7/8) & HAS-E Standard, nuts & washers are zinc plated to ASTM B 633 SC 17/8 HAS Super rods hot-dip galvanized in accordance with ASTM A 153HAS Carbon steel HAS rods are furnished with a 0.005-mm-thick zinc electroplated coatingNote: Special Order threaded rods may vary from standard materials.

Hilti HAS Threaded Rod Installation SpecificationsNominal

Rod Diameter

Drill Bit Diameter

Embedment Depth

Embedment Depth Range

Maximum Installation

Torque

Minimum Base Material

Thickness

din (mm)

d0in

hef ,stdin (mm)

hefin (mm)

Tmaxft-lb (Nm)

hminin (mm)

3/87/16

3-3/8 2-3/8 7-1/2 15hef + 1-1/4 (hef + 30)

(9.5) (86) (60 191) (20)1/2

9/164-1/2 2-3/4 10 30

(12.7) (114) (70 254) (41)5/8

3/45-5/8 3-1/8 12-1/2 60

hef + 2d0

(15.9) (143) (79 318) (81)3/4

7/86-3/4 3-1/2 15 100

(19.1) (171) (89 381) (136)7/8

17-7/8 3-1/2 17-1/2 125

(22.2) (200) (89 445) (169)1

1-1/89 4 20 150

(25.4) (229) (102 508) (203)1-1/4

1-3/811-1/4 5 25 200

(31.8) (286) (127 635) (271)

min

maxdf HAS 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




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)

Effective Embedment

Depth in. (mm)

Tension Nn or Nr Shear Vn or Vrfc = 2500 psi

(17.2 Mpa) lb (kN)

fc = 3000 psi (20.7 Mpa)

lb (kN)

fc = 4000 psi (27.6 Mpa)

lb (kN)

fc = 6000 psi (41.4 Mpa)

lb (kN)

fc = 2500 psi(17.2 Mpa)

lb (kN)

fc = 3000 psi(20.7 Mpa)

lb (kN)

fc = 4000 psi(27.6 Mpa)

lb (kN)

fc = 6000 psi(41.4 Mpa)

lb (kN)

3/8(9.5)

2-3/8 2,765 2,765 2,765 2,930 2,975 2,975 2,975 3,155(60) (12.3) (12.3) (12.3) (13.0) (13.2) (13.2) (13.2) (14.0)

3-3/8 3,930 3,930 3,930 4,165 8,460 8,460 8,460 8,970(86) (17.5) (17.5) (17.5) (18.5) (37.6) (37.6) (37.6) (39.9)

4-1/2 5,240 5,240 5,240 5,550 11,280 11,280 11,280 11,960(114) (23.3) (23.3) (23.3) (24.7) (50.2) (50.2) (50.2) (53.2)7-1/2 8,730 8,730 8,730 9,255 18,800 18,800 18,800 19,930(191) (38.8) (38.8) (38.8) (41.2) (83.6) (83.6) (83.6) (88.7)

1/2(12.7)

2-3/4 3,555 3,895 4,500 4,790 7,660 8,395 9,690 10,320(70) (15.8) (17.3) (20.0) (21.3) (34.1) (37.3) (43.1) (45.9)

4-1/2 7,395 7,395 7,395 7,840 15,935 15,935 15,935 16,890(114) (32.9) (32.9) (32.9) (34.9) (70.9) (70.9) (70.9) (75.1)

6 9,865 9,865 9,865 10,455 21,245 21,245 21,245 22,520(152) (43.9) (43.9) (43.9) (46.5) (94.5) (94.5) (94.5) (100.2)10 16,440 16,440 16,440 17,425 35,405 35,405 35,405 37,530

(254) (73.1) (73.1) (73.1) (77.5) (157.5) (157.5) (157.5) (166.9)

5/8(15.9)

3-1/8 4,310 4,720 5,450 6,675 9,280 10,165 11,740 14,380(79) (19.2) (21.0) (24.2) (29.7) (41.3) (45.2) (52.2) (64.0)

5-5/8 10,405 11,400 12,135 12,860 22,415 24,550 26,130 27,700(143) (46.3) (50.7) (54.0) (57.2) (99.7) (109.2) (116.2) (123.2)7-1/2 16,020 16,175 16,175 17,145 34,505 34,840 34,840 36,935(191) (71.3) (71.9) (71.9) (76.3) (153.5) (155.0) (155.0) (164.3)

12-1/2 26,960 26,960 26,960 28,580 58,070 58,070 58,070 61,555(318) (119.9) (119.9) (119.9) (127.1) (258.3) (258.3) (258.3) (273.8)

3/4(19.1)

3-1/2 5,105 5,595 6,460 7,910 11,000 12,050 13,915 17,040(89) (22.7) (24.9) (28.7) (35.2) (48.9) (53.6) (61.9) (75.8)

6-3/4 13,680 14,985 17,305 18,630 29,460 32,275 37,265 40,125(171) (60.9) (66.7) (77.0) (82.9) (131.0) (143.6) (165.8) (178.5)

9 21,060 23,070 23,430 24,840 45,360 49,690 50,470 53,500(229) (93.7) (102.6) (104.2) (110.5) (201.8) (221.0) (224.5) (238.0)15 39,055 39,055 39,055 41,395 84,115 84,115 84,115 89,165

(381) (173.7) (173.7) (173.7) (184.1) (374.2) (374.2) (374.2) (396.6)

7/8(22.2)

3-1/2 5,105 5,595 6,460 7,910 11,000 12,050 13,915 17,040(89) (22.7) (24.9) (28.7) (35.2) (48.9) (53.6) (61.9) (75.8)

7-7/8 17,235 18,885 21,245 22,520 37,125 40,670 45,765 48,510(200) (76.7) (84.0) (94.5) (100.2) (165.1) (180.9) (203.6) (215.8)

10-1/2 26,540 28,330 28,330 30,030 57,160 61,015 61,015 64,680(267) (118.1) (126.0) (126.0) (133.6) (254.3) (271.4) (271.4) (287.7)

17-1/2 47,215 47,215 47,215 50,050 101,695 101,695 101,695 107,795(445) (210.0) (210.0) (210.0) (222.6) (452.4) (452.4) (452.4) (479.5)

1(25.4)

4 6,240 6,835 7,895 9,665 13,440 14,725 17,000 20,820(102) (27.8) (30.4) (35.1) (43.0) (59.8) (65.5) (75.6) (92.6)

9 21,060 23,070 25,545 27,080 45,360 49,690 55,020 58,325(229) (93.7) (102.6) (113.6) (120.5) (201.8) (221.0) (244.7) (259.4)12 32,425 34,060 34,060 36,105 69,835 73,360 73,360 77,765

(305) (144.2) (151.5) (151.5) (160.6) (310.6) (326.3) (326.3) (345.9)20 56,770 56,770 56,770 60,175 122,270 122,270 122,270 129,605

(508) (252.5) (252.5) (252.5) (267.7) (543.9) (543.9) (543.9) (576.5)

1-1/4(31.8)

5 8,720 9,555 11,030 13,165 18,785 20,575 23,760 29,100(127) (38.8) (42.5) (49.1) (58.6) (83.6) (91.5) (105.7) (129.4)

11-1/4 27,945 27,945 27,945 29,620 63,395 69,445 71,130 75,395(286) (124.3) (124.3) (124.3) (131.8) (282.0) (308.9) (316.4) (335.4)15 37,255 37,255 37,255 39,495 94,835 94,835 94,835 100,525

(381) (165.7) (165.7) (165.7) (175.7) (421.8) (421.8) (421.8) (447.2)25 62,095 62,095 62,095 65,820 158,060 158,060 158,060 167,545

(635) (276.2) (276.2) (276.2) (292.8) (703.1) (703.1) (703.1) (745.3)1 See Section 2.4 for explanation on development of load values.2 See Section 2.4.4 to convert design strength (factored resistance) value to ASD value.3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.4 Apply spacing, edge distance, and concrete thickness factors in tables 21 - 27 as necessary. Compare to the steel values in table 19 or 20.



6 Tabular values are for dry concrete conditions. For water saturated concrete multiply design strength (factored resistance) by 0.85.7 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 a as follows:





Table 19 Steel Design Strength (ACI 318 Appendix D Based Design) for Hilti HAS Threaded Rods 3

AnchorDiameterin. (mm)

HAS Standard ISO 898 Class 5.8 4 HAS-Super ASTM A193 B7 4 HAS SS AISI 304/316 SS 4 Tensile1

Nsalb (kN)

Shear2

Vsalb (kN)

Tensile1

Nsalb (kN)

Shear2

Vsalb (kN)

Tensile1

Nsalb (kN)

Shear2

Vsalb (kN)

3/8 3,655 1,685 7,265 3,150 5,040 2,325(9.5) (16.3) (7.5) (32.3) (14.0) (22.4) (10.3)1/2 6,690 3,705 13,300 6,915 9,225 5,110

(12.7) (29.8) (16.5) (59.2) (30.8) (41.0) (22.7)5/8 10,650 5,900 21,190 11,020 14,690 8,135

(15.9) (47.4) (26.2) (94.3) (49.0) (65.3) (36.2)3/4 15,765 8,730 31,360 16,305 18,480 10,235

(19.1) (70.1) (38.8) (139.5) (72.5) (82.2) (45.5)7/8 21,755 12,050 43,285 22,505 25,510 14,125

(22.2) (96.8) (53.6) (192.5) (100.1) (113.5) (62.8)1 28,540 15,805 56,785 29,525 33,465 18,535

(25.4) (127.0) (70.3) (252.6) (131.3) (148.9) (82.4)1-1/4 45,670 25,295 90,850 47,240 53,540 29,655(31.8) (203.1) (112.5) (404.1) (210.1) (238.2) (131.9)

1 Tensile = Ase,N futa as noted in ACI 318 Appendix D2 Shear = 0.60 Ase,N futa as noted in ACI 318 Appendix D3 See Section 2.4.4 to convert design strength (factored resistance) value to ASD value.4 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

AnchorDiameterin. (mm)

HAS Standard ISO 898 Class 5.8 4 HAS-Super ASTM A193 B7 4 HAS SS AISI 304/316 SS 4 Tensile1

Nsrlb (kN)

Shear2

Vsrlb (kN)

Tensile1

Nsrlb (kN)

Shear2

Vsrlb (kN)

Tensile1

Nsrlb (kN)

Shear2

Vsrlb (kN)

3/8 3,345 1,555 6,585 3,090 4,610 2,140(9.5) (14.9) (6.9) (29.3) (13.7) (20.5) (9.5)1/2 6,125 3,410 12,060 6,785 8,445 4,705

(12.7) (27.2) (15.2) (53.6) (30.2) (37.6) (20.9)5/8 9,750 5,430 19,210 10,805 13,445 7,490

(15.9) (43.4) (24.2) (85.4) (48.1) (59.8) (33.3)3/4 14,430 8,040 28,430 15,990 16,915 9,425

(19.1) (64.2) (35.8) (126.5) (71.1) (75.2) (41.9)7/8 19,915 11,095 39,245 22,075 23,350 13,010

(22.2) (88.6) (49.4) (174.6) (98.2) (103.9) (57.9)1 26,125 14,555 51,485 28,960 30,635 17,065

(25.4) (116.2) (64.7) (229.0) (128.8) (136.3) (75.9)1-1/4 41,805 23,290 82,370 46,335 49,010 27,305(31.8) (186.0) (103.6) (366.4) (206.1) (218.0) (121.5)

1 Tensile = Ase s fut R as noted in CSA A23.3 Annex D2 Shear = Ase s 0.60 fut R as noted in CSA A23.3 Annex D3 See Section 2.4.4 to convert design strength (factored resistance) value to ASD value.4 HAS Super rods are considered ductile steel elements. HAS Standard and HAS SS rods are considered brittle steel elements.




Table 21 Load Adjustment Factors for 3/8-in. Diameter Fractional Threaded Rods in Uncracked Concrete 1,2

3/8 inUncracked Concrete


fAN


fRN


fAV


fHV

Toward Edge

fRV

To Edge

fRVEmbedment hef

in (mm) 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2(60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191)

Spac

ing

(s) /

Edg

e D

ista

nce

(ca)

/ Con

cret

e Th

ickn

ess

(h),

in

(mm

)

1-3/4 (44) n/a n/a n/a n/a 0.40 0.31 0.23 0.13 n/a n/a n/a n/a 0.24 0.09 0.07 0.04 0.47 0.17 0.13 0.08 n/a n/a n/a n/a1-7/8 (48) 0.60 0.59 0.57 0.54 0.42 0.32 0.23 0.13 0.57 0.54 0.53 0.52 0.26 0.10 0.07 0.04 0.42 0.19 0.14 0.09 n/a n/a n/a n/a

2 (51) 0.61 0.60 0.57 0.54 0.43 0.33 0.24 0.14 0.57 0.54 0.53 0.52 0.29 0.11 0.08 0.05 0.43 0.21 0.16 0.10 n/a n/a n/a n/a3 (76) 0.6

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