Manual dispenser HDM 500 3498241 Compact cordless dispenser HDE 500 (2) B 18/2.6 Li-ion battery packs C 4/36-90 100-127V charger HIT-CB 500 black cartridge HIT-CR 500 red cartridge small tool bag 3496606 Industrial cordless dispenser HDE 500 (2) B 18/5.2 Li-ion battery packs C 4/36-90 100a-127V charger HIT-CB 500 black cartridge
Hilti adhesive anchors — every job, every application. re 500 V3 SAFEset re ... Epoxy adhesive HIT-RE 100 master carton (16.9oz/500ml). 20. 2123384. Epoxy ...
HIT-RE 100 Adhesive anchor system Setting tHe Standard fOr perfOrmance and reliability. Hilti. Outperform. Outlast. Hit-re 100 adhesive anchoring System The new Hilti HIT-RE 100 adhesive anchoring system is the latest addition to the slow 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 cracked and uncracked concrete, this anchor is the perfect complement to the portfolio for day to day jobsite needs. performance ICC approved for cracked and uncracked concrete Complete anchor system available, including HIT-V and HAS-E 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. re 500 V3 SAFEset re 500 V3 re 100 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-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Hit-re 100 epoxy adhesive Working/Full Cure Time Table (Approximate) Base Material Temperature ° F ° C twork tcure 41 5 2-1/2 h 72 h 50 10 2 h 48 h 59 15 1-1/2 h 24 h 68 20 30 min 12 h 86 30 20 min 8 h 104 40 12 min 4 h Applications and advantages 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 cracked and un-cracked concrete Tested with a wide range of rod diameters and embedments Complete anchor system available, including HIT-V rods, HAS-E, HAS-B, and HAS-R Easy and accurate dispensing with battery dispenser Use a variety of hole conditions including water-illed holes and underwater Technical data Product high strength two-part epoxy Base material temperature 41° F to 104° F (5° C to 40° C) Diameter range 3/8" to 1-1/4" Listings/Approvals · ICC-ES (International Code Council) ESR-3829 for cracked and un-cracked concrete · COLA (City of Los Angeles) (RR 26027) Package volume · Volume of HIT-RE 100 11.1 l oz/330 ml foil pack is 20.1 in3 · Volume of HIT-RE 100 16.9 l oz/500 ml foil pack is 30.5 in3 · Volume of HIT-RE 100 47.3 l oz/1400 ml foil pack is 85.4 in3 Order Information Description Epoxy adhesive HIT-RE 100 (11.1oz/330ml) Epoxy adhesive HIT-RE 100 master carton (11.1oz/330ml) Epoxy adhesive HIT-RE 100 master carton (11.1oz/330ml) + HDM 500 Epoxy adhesive HIT-RE 100 master carton (16.9oz/500ml) Epoxy adhesive HIT-RE 100 master carton (16.9oz/500ml) + HDM 500 (2) Epoxy adhesive HIT-RE 100 master cartons (16.9oz/500ml) + HDE 500 kit (5) Epoxy adhesive HIT-RE 100 master cartons (16.9oz/500ml) + HDE 500 kit Epoxy adhesive HIT-RE 100 (47.3 l oz/1400 ml) Epoxy adhesive HIT-RE 100 (47.3 l oz/1400 ml) pallet + P8000 pneumatic dispenser Qty of foil packs 1 25 25 20 20 40 100 4 64 Accessories Description Manual dispenser HDM 500 Compact cordless dispenser HDE 500 + (2) B 18/2.6 Li-ion battery packs + C 4/36-90 100-127V charger + HIT-CB 500 black cartridge + HIT-CR 500 red cartridge + small tool bag Industrial cordless dispenser HDE 500 + (2) B 18/5.2 Li-ion battery packs + C 4/36-90 100a-127V charger + HIT-CB 500 black cartridge + HIT-CR 500 red cartridge + small tool bag Pneumatic dispenser P8000 Item number 2123381 3537468 3537469 2123384 3537470 3537471 3537472 2123387 3537473 Item number 3498241 3496606 3496605 373959 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-RE 100 Technical Supplement 02/16 3 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system 1.0 Product Description 2.0 Technical Data listings/approvals ICC-ES (International Code Council) ESR-3829 NSF/ANSI Standard 61 Certification for use of HIT-RE 100 in potable water City of Los Angeles Research Report No. 260__ independent code evaluation IBC®/IRC® 2015 (ICC-ES AC308/ACI 355.4) IBC®/IRC® 2012 (ICC-ES AC308/ACI 355.4) IBC®/IRC® 2009 (ICC-ES AC308) IBC®/IRC® 2006 (ICC-ES AC308) LEED®: Credit 4.1-Low Emitting Materials 1.0 product description The Hilti HIT-RE 100 adhesive anchoring system is used to resist static, wind and seismic 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 cracked and uncracked concrete as defined per ICC-ES, ACI, and CSA. Hilti HIT-RE 100 adhesive is an injectable two-component epoxy 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 and steel reinforcing bars. Product Features · Seismic qualified with ICC-ES Acceptance Criteria AC308 and ACI 355.4 · Mixing tube provides proper mixing, eliminates measuring errors and minimizes waste · Meets requirements of ASTM C881-14, Type I, II, IV, and V Grade 3, Class A, B, C · Meets requirements of AASHTO specification M235, Type I, II, IV, and V Grade 3, Class A, B, C The Leadership in Energy and Environmental Design (LEED) Green Building Rating systemTM is the nationally accepted benchmark for the design, construction, and operation of high performance green buildings. · Use in water-filled holes and underwater up to 165 ft (50 m) Hilti Hit-re 100 adhesive technical data table of contents Element Type Rebar Pages United States 9 20 Tables 1 20 Information on Working Time and Cure Time on page 46 Information on Resistance of Cured Hilti HIT-RE 100 to Chemicals on page 46 Canada 32 45 39 57 Hilti HAS Threaded Rod 21 31 21 38 4 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system 2.0 technical data 2.1 testing and product evaluation Hilti HIT-RE 100 has been tested in accordance with ICC Evaluation Services (ICC-ES) Acceptance Criteria for PostInstalled Adhesive Anchors in Concrete Elements (AC308) which incorporates requirements in ACI 355.4-11. Hilti has had Hilti HIT-RE 100 evaluated according to AC308 and has received ESR-3829 from ICC-ES. 2.2 adhesive anchor design codes For post-installed and cast-in anchor systems in the United States, design calculations illustrated in this supplement are performed in accordance with ACI 318-14 Chapter 17. For post-installed and cast-in anchor systems in Canada, design calculations illustrated in this supplement are performed in accordance with CSA A23.3-14 Annex D. 2.3 design of Hilti Hit-re 100 adhesive anchor System 2.3.1 Using technical data in eSr-3829 Technical data for the system components of Hilti HIT-RE 100 can be found in ICC-ES ESR-3829. This includes: · Hilti HIT-RE 100 adhesive. · Standard threaded rods including Hilti HAS/HIT-V threaded rods. · Post-installed reinforcing bars (rebar) designed as an anchor per ACI 318-14 Chapter 17, ACI 318-11 Appendix D, or CSA A23.3-14 Annex D. A designer can use the data in ESR-3829 to calculate the capacity of the Hilti HIT-RE 100 system in the following manner: · For standard threaded rods and rebar a design using either ACI 318-14 Chapter 17, or ACI 318-11 Appendix D, and AC308 Section 3.3 amendments to ACI 318 would be appropriate. The tables from ESR-3829 are not included in this supplement, but can be found by downloading ESR-3829 from www.us.hilti.com, www.hilti.ca, or on the ICC-ES website at www.icc-es.org, or by contacting your local Hilti representative. 2.3.2 Using Hilti prOfiS anchor design Software The Hilti PROFIS anchor design software is the most innovative and comprehensive design software available for accurate and complete anchor designs. For Hilti HIT-RE 100, the data from ESR-3829 is used as the data base for the program. PROFIS anchor calculates the design capacity of the anchor according to ACI 318-08, ACI 318-11 including AC 308 amendments, ACI 318-14 Chapter 17, and CSA A23.3-14. The PROFIS anchor HIT-RE 100 portfolio includes the same components listed in section 2.3.1. This is the most accurate and best way to optimize the anchor design, especially for anchor systems with multiple anchors, complicated loading, edge distance constraints, and numerous other conditions. Hilti PROFIS anchor design software can be downloaded at www.us.hilti.com (US) or www.hilti.ca (Canada). Contact your local Hilti representative for a demonstration on this software at your office. 2.3.3 Using the Hilti Simplified design tables In lieu of providing a copy of ESR-3829 design tables in this supplement, Hilti is providing a simple approach for designing an anchor according to the current model codes described in Section 2.2. Refer to Section 2.4 for a description of these 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 Chapter 17 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 model 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 Chapter 17 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-RE 100 Technical Supplement 02/16 5 HIT-RE 100 adhesive anchoring system Hit-re 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 318-14 Chapter 17. The single anchor tension capacity is based on the lesser of concrete breakout strength or bond strength: ACI: CSA/ACI: Nn = min | Ncb ;Na | Nr = min | Ncbr ;Na | Nn = Nr The shear value is based on the pryout strength. ACI: CSA/ACI: Vn = Vcp Vr = Vcpr Vn = Vr The steel design strength is provided in a separate table and should be compared to the concrete strengths to determine the controlling failure mode. These values published in the tables are calculated based on ACI/CSA, see Section 3.1.8 in the 2016 Hilti North America Product Technical Guide, Volume 2: Anchor Fastening Technical Guide for additional information. 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 2015 North American Product Technical Guide Volume 2: Anchor Fastening Technical Guide on Section 3.1.9. 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 = Ndes = Nn = Nsa = Nr = Nsr = Vdes = Vn = Vsa = Vr = V= sr fAN = fRN = fAV = fRV = fHV = number of anchors design resistance in tension design strength in tension considering concrete breakout, pullout, or bond failure (ACI) design strength in tension considering steel failure (ACI) factored resistance in tension considering concrete breakout, pullout, or bond failure (CSA) factored resistance in tension considering steel failure (CSA) design resistance in shear design strength in shear considering concrete failure (ACI) design strength in shear considering steel failure (ACI) factored resistance in shear considering concrete failure (CSA) factored resistance in shear considering steel failure (CSA) adjustment factor for spacing in tension adjustment factor for edge distance in tension adjustment factor for spacing in shear adjustment factor for edge distance in shear 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. 6 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system 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: CSA: Ndes = 4 · Nn · fA,x · fA,y · fR,x · fR,y Ndes = 4 · Nr · fA,x · fA,y · fR,x · fR,y The full tension strength can be permitted if: ACI: __V_ua__ 0.2 Vdes CSA: __V_f _ 0.2 Vdes The full shear strength can be permitted if: ACI: __N_u_a 0.2 Ndes 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: ACI: CSA: where: Nua = Vua = Nf = V f = _N_u_a_ + _V_u_a _ 1.2 Ndes Vdes __N_f_ + _V_f__ 1.2 Ndes Vdes Required strength in tension based on factored load combinations of ACI 318 Chapter 5. Required strength in shear based on factored load combinations of ACI 318 Chapter 5. Required strength in tension based on factored load combinations of CSA A23.3 Chapter 8. Required strength in shear based on factored load combinations of CSA A23.3 Chapter 8. CSA: __N_f_ 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 5 or CSA A23.3 Chapter 8. To design using Allowable Stress Design (ASD), refer to Section 3.1.8.6 in the 2016 Hilti North America Product Technical Guide, Volume 2: Anchor Fastening Technical Guide. 2.4.5 Seismic design To determine the seismic design strength (factored resistance) a reduction factor, seis, is applied to the applicable table values. This value of seis will be in the footnotes of the relevant design tables. The value of seis for concrete / bond / pullout failure is based on 0.75 times a reduction factor determined from testing. The total reduction is footnoted in the tables. The value of seis for steel failure is based on testing and is typically only applied for shear. There is no additional 0.75 factor. The reduction is footnoted in the tables. The factored load and associated seismic load combinations that will be compared to the design strength (factored resistance) can be determined from ACI or CSA provisions and national or local code requirements. An additional value for non-ductile may be needed based on failure mode or ductility of the attached components. 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-RE 100 Technical Supplement 02/16 7 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system 2.4.6 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. 2.4.8 limitations Using Simplified tables There are limitations that the Simplified Tables do not consider. Refer to Section 3.1.8.10 of the 2016 Hilti North America Product Technical Guide, Volume 2: Anchor Fastening Technical Guide for additional information. Contact Hilti with any questions for specific applications. 2.4.7 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 Chapter 17 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. 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 a summary of the accuracy of the simplified tables, refer to Section 3.1.8.9 of the 2016 Hilti North America Product Technical Guide, Volume 2: Anchor Fastening Technical Guide. Additional assistance can be given by your local Hilti representative. 8 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-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system 2.4.8 Hilti Hit-re 100 adhesive with deformed reinforcing bars (rebar) Cracked or uncracked concrete Permissible concete conditions Dry concrete Permissible drilling methods Uncracked Concrete Cracked Concrete Water-saturated concrete Water-filled holes Hammer Drilling with Carbide Tipped Drill Bit Submerged (underwater) Table 1 -- Specifications for rebar installed with HIT-RE 100 adhesive Setting information Symbol Units 3 4 Nominal bit diameter Effective Embedment minimum maximum do hef,min h ef,max in. in. (mm) in. (mm) 1/2 2-3/8 (60) 7-1/2 (191) 5/8 2-3/4 (70) 10 (254) Minimum Concrete Thickness Minimum edge distance1 in. hmin (mm) hef + 1-1/4 (hef + 30) in. 1-7/8 cmin (mm) (48) 2-1/2 (64) Minimum anchor spacing in. 1-7/8 smin (mm) (48) 2-1/2 (64) 1 Edge distance of 1-3/4-inch (44mm) is permitted provided the rebar remains un-torqued. 5 3/4 3-1/8 (79) 12-1/2 (318) 3-1/8 (79) 3-1/8 (79) Rebar Size 6 7 7/8 1 3-1/2 3-1/8 (89) (89) 15 17-1/2 (381) (445) 8 1-1/8 4 (102) 20 (508) 3-3/4 (95) 3-3/4 (95) hef + 2do 4-3/8 (111) 4-3/8 (111) 5 (127) 5 (127) 9 1-3/8 4-1/2 (114) 22-1/2 (572) 5-5/8 (143) 5-5/8 (143) 10 1-1/2 5 (127) 25 (635) 6-1/4 (159) 6-1/4 (159) 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-RE 100 Technical Supplement 02/16 9 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 2 -- Hilti HIT-RE 100 adhesive design strength with concrete / bond failure for US rebar in uncracked concrete 1,2,3,4,5,6,7,8,9,10 Rebar Size #3 #4 #5 #6 #7 #8 #9 #10 Effective Embedment Depth in. (mm) 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) fc = 2500 psi (17.2 MPa) lb (kN) 2,780 (12.4) 3,710 (16.5) 6,180 (27.5) 4,885 (21.7) 6,510 (29.0) 10,850 (48.3) 7,315 (32.5) 9,750 (43.4) 16,255 (72.3) 10,180 (45.3) 13,575 (60.4) 22,625 (100.6) 13,385 (59.5) 17,845 (79.4) 29,740 (132.3) 16,980 (75.5) 22,640 (100.7) 37,735 (167.9) 21,020 (93.5) 28,025 (124.7) 46,710 (207.8) 25,465 (113.3) 33,955 (151.0) 56,590 (251.7) Tension -- Nn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) 2,835 (12.6) 3,775 (16.8) 6,295 (28.0) 4,975 (22.1) 6,630 (29.5) 11,050 (49.2) 7,450 (33.1) 9,930 (44.2) 16,550 (73.6) 10,370 (46.1) 13,825 (61.5) 23,045 (102.5) 13,630 (60.6) 18,170 (80.8) 30,285 (134.7) 17,295 (76.9) 23,060 (102.6) 38,430 (170.9) 21,405 (95.2) 28,540 (127.0) 47,570 (211.6) 25,935 (115.4) 34,575 (153.8) 57,630 (256.3) 2,915 (13.0) 3,885 (17.3) 6,480 (28.8) 5,120 (22.8) 6,825 (30.4) 11,375 (50.6) 7,665 (34.1) 10,220 (45.5) 17,035 (75.8) 10,670 (47.5) 14,230 (63.3) 23,715 (105.5) 14,025 (62.4) 18,700 (83.2) 31,170 (138.7) 17,800 (79.2) 23,730 (105.6) 39,555 (175.9) 22,030 (98.0) 29,375 (130.7) 48,960 (217.8) 26,690 (118.7) 35,585 (158.3) 59,310 (263.8) fc = 6000 psi (41.4 MPa) lb (kN) 3,035 (13.5) 4,050 (18.0) 6,745 (30.0) 5,330 (23.7) 7,105 (31.6) 11,845 (52.7) 7,985 (35.5) 10,645 (47.4) 17,740 (78.9) 11,115 (49.4) 14,820 (65.9) 24,695 (109.8) 14,605 (65.0) 19,475 (86.6) 32,460 (144.4) 18,535 (82.4) 24,715 (109.9) 41,190 (183.2) 22,945 (102.1) 30,590 (136.1) 50,985 (226.8) 27,795 (123.6) 37,060 (164.9) 61,765 (274.7) fc = 2500 psi (17.2 MPa) lb (kN) 7,080 (31.5) 9,440 (42.0) 15,735 (70.0) 12,430 (55.3) 16,575 (73.7) 27,620 (122.9) 18,615 (82.8) 24,825 (110.4) 41,370 (184.0) 25,920 (115.3) 34,555 (153.7) 57,595 (256.2) 34,065 (151.5) 45,420 (202.0) 75,700 (336.7) 43,225 (192.3) 57,635 (256.4) 96,055 (427.3) 53,505 (238.0) 71,340 (317.3) 118,900 (528.9) 63,395 (282.0) 86,425 (384.4) 144,040 (640.7) Shear -- Vn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) 7,210 (32.1) 9,615 (42.8) 16,025 (71.3) 12,660 (56.3) 16,875 (75.1) 28,130 (125.1) 18,960 (84.3) 25,280 (112.5) 42,130 (187.4) 26,395 (117.4) 35,195 (156.6) 58,655 (260.9) 34,690 (154.3) 46,255 (205.8) 77,090 (342.9) 44,020 (195.8) 58,695 (261.1) 97,825 (435.1) 54,490 (242.4) 72,655 (323.2) 121,090 (538.6) 66,010 (293.6) 88,015 (391.5) 146,690 (652.5) 7,420 (33.0) 9,895 (44.0) 16,490 (73.4) 13,030 (58.0) 17,370 (77.3) 28,950 (128.8) 19,515 (86.8) 26,015 (115.7) 43,360 (192.9) 27,165 (120.8) 36,220 (161.1) 60,365 (268.5) 35,705 (158.8) 47,605 (211.8) 79,340 (352.9) 45,305 (201.5) 60,410 (268.7) 100,680 (447.8) 56,080 (249.5) 74,775 (332.6) 124,620 (554.3) 67,940 (302.2) 90,585 (402.9) 150,975 (671.6) fc = 6000 psi (41.4 MPa) lb (kN) 7,730 (34.4) 10,305 (45.8) 17,175 (76.4) 13,565 (60.3) 18,090 (80.5) 30,150 (134.1) 20,320 (90.4) 27,095 (120.5) 45,155 (200.9) 28,290 (125.8) 37,720 (167.8) 62,865 (279.6) 37,180 (165.4) 49,575 (220.5) 82,625 (367.5) 47,180 (209.9) 62,910 (279.8) 104,845 (466.4) 58,400 (259.8) 77,870 (346.4) 129,780 (577.3) 70,750 (314.7) 94,335 (419.6) 157,220 (699.3) 1 See Section 2.4.1 for explanation on development of load values. 2 See Section 2.4.4 to convert design strength 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 5-20 as necessary. Compare to the steel values in table 4. The lesser of the values is to be used for the design. 5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C). 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 signiicant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.6 8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by a as follows: For sand-lightweight, a = 0.51. For all-lightweight, a = 0.45. 9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted. 10 Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete. 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-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 3 -- Hilti HIT-RE 100 adhesive design strength with concrete / bond failure for US rebar in cracked concrete 1,2,3,4,5,6,7,8,9,10 Rebar Size #3 #4 #5 #6 #7 #8 #9 #10 Effective Embedment Depth in. (mm) 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) fc = 2500 psi (17.2 MPa) lb (kN) 1,040 (4.6) 1,390 (6.2) 2,315 (10.3) 1,850 (8.2) 2,465 (11.0) 4,110 (18.3) 2,890 (12.9) 3,855 (17.1) 6,425 (28.6) 4,165 (18.5) 5,550 (24.7) 9,255 (41.2) 5,665 (25.2) 7,555 (33.6) 12,595 (56.0) 7,030 (31.3) 9,370 (41.7) 15,620 (69.5) 8,425 (37.5) 11,230 (50.0) 18,720 (83.3) 9,915 (44.1) 13,220 (58.8) 22,030 (98.0) Tension -- Nn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) 1,060 (4.7) 1,415 (6.3) 2,355 (10.5) 1,885 (8.4) 2,515 (11.2) 4,190 (18.6) 2,945 (13.1) 3,925 (17.5) 6,545 (29.1) 4,240 (18.9) 5,655 (25.2) 9,425 (41.9) 5,770 (25.7) 7,695 (34.2) 12,825 (57.0) 7,160 (31.8) 9,545 (42.5) 15,905 (70.7) 8,580 (38.2) 11,440 (50.9) 19,065 (84.8) 10,095 (44.9) 13,460 (59.9) 22,435 (99.8) 1,090 (4.8) 1,455 (6.5) 2,425 (10.8) 1,940 (8.6) 2,585 (11.5) 4,310 (19.2) 3,030 (13.5) 4,040 (18.0) 6,735 (30.0) 4,365 (19.4) 5,820 (25.9) 9,700 (43.1) 5,940 (26.4) 7,920 (35.2) 13,200 (58.7) 7,365 (32.8) 9,825 (43.7) 16,370 (72.8) 8,830 (39.3) 11,770 (52.4) 19,620 (87.3) 10,390 (46.2) 13,855 (61.6) 23,090 (102.7) fc = 6000 psi (41.4 MPa) lb (kN) 1,135 (5.0) 1,515 (6.7) 2,525 (11.2) 2,020 (9.0) 2,695 (12.0) 4,490 (20.0) 3,155 (14.0) 4,210 (18.7) 7,015 (31.2) 4,545 (20.2) 6,060 (27.0) 10,100 (44.9) 6,185 (27.5) 8,250 (36.7) 13,745 (61.1) 7,670 (34.1) 10,230 (45.5) 17,050 (75.8) 9,195 (40.9) 12,260 (54.5) 20,430 (90.9) 10,820 (48.1) 14,430 (64.2) 24,045 (107.0) fc = 2500 psi (17.2 MPa) lb (kN) 2,650 (11.8) 3,535 (15.7) 5,890 (26.2) 4,710 (21.0) 6,280 (27.9) 10,470 (46.6) 7,360 (32.7) 9,815 (43.7) 16,355 (72.8) 10,600 (47.2) 14,130 (62.9) 23,555 (104.8) 14,425 (64.2) 19,235 (85.6) 32,060 (142.6) 17,890 (79.6) 23,855 (106.1) 39,760 (176.9) 21,440 (95.4) 28,590 (127.2) 47,650 (212.0) 25,235 (112.3) 33,645 (149.7) 56,075 (249.4) Shear -- Vn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) 2,700 (12.0) 3,600 (16.0) 5,995 (26.7) 4,795 (21.3) 6,395 (28.4) 10,660 (47.4) 7,495 (33.3) 9,995 (44.5) 16,655 (74.1) 10,795 (48.0) 14,390 (64.0) 23,985 (106.7) 14,690 (65.3) 19,590 (87.1) 32,645 (145.2) 18,220 (81.0) 24,295 (108.1) 40,490 (180.1) 21,835 (97.1) 29,115 (129.5) 48,525 (215.8) 25,700 (114.3) 34,265 (152.4) 57,110 (254.0) 2,775 (12.3) 3,705 (16.5) 6,170 (27.4) 4,935 (22.0) 6,585 (29.3) 10,970 (48.8) 7,715 (34.3) 10,285 (45.7) 17,145 (76.3) 11,110 (49.4) 14,810 (65.9) 24,685 (109.8) 15,120 (67.3) 20,160 (89.7) 33,600 (149.5) 18,755 (83.4) 25,005 (111.2) 41,675 (185.4) 22,475 (100.0) 29,965 (133.3) 49,940 (222.1) 26,450 (117.7) 35,265 (156.9) 58,775 (261.4) fc = 6000 psi (41.4 MPa) lb (kN) 2,890 (12.9) 3,855 (17.1) 6,425 (28.6) 5,140 (22.9) 6,855 (30.5) 11,425 (50.8) 8,035 (35.7) 10,710 (47.6) 17,850 (79.4) 11,570 (51.5) 15,425 (68.6) 25,705 (114.3) 15,745 (70.0) 20,995 (93.4) 34,990 (155.6) 19,530 (86.9) 26,040 (115.8) 43,400 (193.1) 23,405 (104.1) 31,205 (138.8) 52,010 (231.4) 27,545 (122.5) 36,725 (163.4) 61,210 (272.3) 1 See Section 2.4.1 for explanation on development of load values. 2 See Section 2.4.4 to convert design strength 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 5-20 as necessary. Compare to the steel values in table 4. The lesser of the values is to be used for the design. 5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C). 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 signiicant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.60. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.6. 8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by a as follows: For sand-lightweight, a = 0.51. For all-lightweight, a = 0.45. 9 T abular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted. 10 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by seis = 0.675. See section 2.4.5 for additional information on seismic 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-RE 100 Technical Supplement 02/16 11 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 4 -- Steel design strength for US rebar 1 Rebar Size #3 #4 #5 #6 #7 #8 #9 #10 ASTM A 615 Grade 40 2 Tensile3 Nsa 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) Shear4 Vsa lb (kN) 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) Seismic Shear5 Vsa,eq lb (kN) 1,665 (7.4) 3,025 (13.5) 4,685 (20.8) 6,655 (29.6) 9,070 (40.3) 11,945 (53.1) 15,120 (67.3) 19,200 (85.4) ASTM A 615 Grade 60 2 Tensile3 Nsa lb (kN) 6,435 (28.6) 11,700 (52.0) 18,135 (80.7) 25,740 (114.5) 35,100 (156.1) 46,215 (205.6) 58,500 (260.2) 74,295 (330.5) Shear4 Vsa lb (kN) 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) Seismic Shear5 Vsa,eq lb (kN) 2,495 (11.1) 4,535 (20.2) 7,030 (31.3) 9,980 (44.4) 13,610 (60.5) 17,915 (79.7) 22,680 (100.9) 28,805 (128.1) ASTM A 706 Grade 60 2 Tensile3 Nsa lb (kN) 6,600 (29.4) 12,000 (53.4) 18,600 (82.7) 26,400 (117.4) 36,000 (160.1) 47,400 (210.8) 60,000 (266.9) 76,200 (339.0) Shear4 Vsa lb (kN) 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) Seismic Shear5 Vsa,eq lb (kN) 2,400 (10.7) 4,370 (19.4) 6,770 (30.1) 9,610 (42.7) 13,105 (58.3) 17,255 (76.8) 21,840 (97.1) 27,740 (123.4) 1 See Section 2.4.4 to convert design strength value to ASD value. 2 ASTM A706 Grade 60 rebar are considered ductile steel elements. ASTM A 615 Grade 40 and 60 rebar are considered brittle steel elements. 3 Tensile = Ase,N futa as noted in ACI 318-14 Chapter 17 4 Shear = 0.60 Ase,N futa as noted in ACI 318-14 Chapter 17 5 Seismic Shear = V,seis Vsa : Reduction for seismic shear only. See section 2.4.5 for additional information on seismic applications. 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-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 5 -- Load adjustment factors for #3 rebar in uncracked concrete 1,2,3 #3 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) 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 Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV 3-3/8 (86) n/a 0.59 0.60 0.65 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 0.65 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 0.59 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 3-3/8 (86) 0.32 0.33 0.34 0.42 0.52 0.60 0.64 0.74 0.77 0.90 1.00 4-1/2 (114) 0.23 0.24 0.25 0.31 0.38 0.43 0.47 0.54 0.56 0.66 0.75 0.82 0.84 0.94 1.00 7-1/2 (191) 0.13 0.14 0.14 0.18 0.22 0.25 0.27 0.31 0.33 0.38 0.43 0.48 0.49 0.54 0.60 0.65 0.76 0.87 0.98 1.00 3-3/8 (86) n/a 0.54 0.54 0.56 0.58 0.60 0.61 0.62 0.63 0.65 0.67 0.68 0.69 0.71 0.73 0.75 0.80 0.84 0.88 1.00 4-1/2 (114) n/a 0.53 0.53 0.55 0.57 0.58 0.59 0.60 0.60 0.62 0.64 0.65 0.66 0.67 0.69 0.71 0.74 0.78 0.81 0.92 1.00 7-1/2 (191) n/a 0.52 0.52 0.54 0.55 0.56 0.56 0.57 0.57 0.59 0.60 0.61 0.61 0.62 0.64 0.65 0.67 0.70 0.72 0.80 0.87 0.95 1.00 Edge Distance in Shear Toward Edge fRV To Edge fRV 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 (86) (114) (191) (86) (114) (191) 0.10 0.08 0.05 0.21 0.16 0.09 0.12 0.09 0.05 0.23 0.17 0.10 0.13 0.10 0.06 0.25 0.19 0.11 0.23 0.18 0.11 0.42 0.31 0.18 0.36 0.27 0.16 0.52 0.38 0.22 0.45 0.34 0.20 0.60 0.43 0.25 0.50 0.38 0.23 0.64 0.47 0.27 0.62 0.46 0.28 0.74 0.54 0.31 0.66 0.50 0.30 0.77 0.56 0.33 0.83 0.62 0.37 0.90 0.66 0.38 1.00 0.76 0.46 1.00 0.75 0.43 0.87 0.52 0.82 0.48 0.91 0.55 0.84 0.49 1.00 0.64 0.94 0.54 0.74 1.00 0.60 0.84 0.65 1.00 0.76 0.87 0.98 1.00 Concrete Thickness Factor in Shear5 fHV 3-3/8 (86) n/a n/a n/a n/a n/a 0.62 0.65 0.70 0.71 0.77 0.82 0.86 0.87 0.92 0.96 1.00 4-1/2 (114) n/a n/a n/a n/a n/a n/a n/a 0.63 0.65 0.70 0.75 0.78 0.79 0.83 0.87 0.91 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 0.66 0.67 0.70 0.74 0.77 0.83 0.89 0.94 1.00 Table 6 -- Load adjustment factors for #3 rebar in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #3 Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 1-7/8 (48) 2 (51) 3 (76) 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 Edge Distance Factor in Tension fRN Spacing Factor in Shear5 fAV 3-3/8 (86) n/a 0.59 0.60 0.65 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 0.65 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 0.59 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 3-3/8 (86) 0.54 0.56 0.57 0.70 0.84 0.93 0.99 1.00 4-1/2 (114) 0.49 0.50 0.51 0.60 0.70 0.76 0.80 0.88 0.91 1.00 7-1/2 (191) 0.43 0.44 0.44 0.49 0.55 0.58 0.60 0.64 0.66 0.72 0.78 0.83 0.85 0.91 0.98 1.00 3-3/8 (86) n/a 0.56 0.56 0.60 0.63 0.65 0.66 0.69 0.69 0.73 0.76 0.78 0.79 0.82 0.86 0.89 0.95 1.00 4-1/2 (114) n/a 0.55 0.55 0.58 0.61 0.62 0.63 0.65 0.66 0.69 0.71 0.73 0.74 0.77 0.79 0.82 0.87 0.93 0.98 1.00 7-1/2 (191) n/a 0.54 0.54 0.56 0.58 0.59 0.60 0.61 0.61 0.63 0.65 0.67 0.67 0.69 0.71 0.73 0.77 0.80 0.84 0.96 1.00 Edge Distance in Shear Toward Edge fRV To Edge fRV 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 (86) (114) (191) (86) (114) (191) 0.20 0.15 0.09 0.40 0.30 0.18 0.22 0.17 0.10 0.44 0.33 0.20 0.24 0.18 0.11 0.49 0.36 0.22 0.45 0.33 0.20 0.70 0.60 0.40 0.69 0.51 0.31 0.84 0.70 0.55 0.85 0.64 0.38 0.93 0.76 0.58 0.96 0.72 0.43 0.99 0.80 0.60 1.00 0.89 0.53 1.00 0.88 0.64 0.95 0.57 0.91 0.66 1.00 0.72 1.00 0.72 0.87 0.78 1.00 0.83 0.85 0.91 0.98 1.00 Concrete Thickness Factor in Shear5 fHV 3-3/8 (86) n/a n/a n/a n/a n/a 0.77 0.81 0.86 0.88 0.95 1.00 4-1/2 (114) n/a n/a n/a n/a n/a n/a n/a 0.78 0.80 0.87 0.93 0.97 0.98 1.00 7-1/2 (191) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.82 0.83 0.87 0.92 0.96 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence 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-RE 100 Technical Supplement 02/16 13 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 7 -- Load adjustment factors for #4 rebar in uncracked concrete 1,2,3 #4 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 5-3/4 6 7 7-1/4 (127) (146) (152) (178) (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 Spacing Factor in Shear4 fAV 4-1/2 (114) 0.27 0.32 0.35 0.41 0.48 0.54 0.57 0.66 0.68 0.75 0.85 0.94 1.00 6 (152) 0.20 0.23 0.26 0.30 0.35 0.40 0.42 0.48 0.50 0.55 0.62 0.69 0.78 0.83 0.97 1.00 10 (254) 0.12 0.14 0.15 0.18 0.21 0.23 0.24 0.28 0.29 0.32 0.36 0.40 0.46 0.49 0.57 0.65 0.73 0.81 0.89 0.97 1.00 4-1/2 (114) n/a 0.54 0.55 0.56 0.58 0.59 0.60 0.61 0.62 0.63 0.64 0.66 0.68 0.69 0.72 0.76 0.79 0.82 0.85 0.88 0.98 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 0.68 0.71 0.74 0.76 0.79 0.82 0.89 0.97 1.00 10 (254) n/a 0.52 0.53 0.54 0.55 0.55 0.56 0.57 0.57 0.57 0.58 0.59 0.61 0.61 0.63 0.65 0.67 0.69 0.71 0.72 0.78 0.84 0.95 Edge Distance in Shear Toward Edge fRV 4-1/2 6 10 To Edge fRV 4-1/2 6 10 (114) (152) (254) (114) (152) (254) 0.07 0.05 0.03 0.14 0.10 0.06 0.12 0.09 0.05 0.23 0.18 0.11 0.15 0.12 0.07 0.31 0.23 0.14 0.24 0.18 0.11 0.41 0.30 0.18 0.33 0.25 0.15 0.48 0.35 0.21 0.41 0.31 0.18 0.54 0.40 0.23 0.43 0.33 0.20 0.57 0.42 0.24 0.55 0.41 0.25 0.66 0.48 0.28 0.58 0.43 0.26 0.68 0.50 0.29 0.67 0.50 0.30 0.75 0.55 0.32 0.80 0.60 0.36 0.85 0.62 0.36 0.94 0.70 0.42 0.94 0.69 0.40 1.00 0.84 0.50 1.00 0.78 0.46 0.92 0.55 0.83 0.49 1.00 0.70 0.85 1.00 0.97 0.57 1.00 0.65 0.73 0.81 0.89 0.97 1.00 Concrete Thickness Factor in Shear5 fHV 4-1/2 (114) n/a n/a n/a n/a n/a 0.61 0.62 0.67 0.68 0.71 0.76 0.80 0.85 0.87 0.94 1.00 6 (152) n/a n/a n/a n/a n/a n/a n/a n/a 0.62 0.65 0.69 0.73 0.77 0.79 0.86 0.92 0.97 1.00 10 (254) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.65 0.67 0.72 0.77 0.82 0.87 0.91 0.95 1.00 Table 8 -- Load adjustment factors for #4 rebar in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #4 Cracked 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 Spacing Factor in Shear4 fAV 4-1/2 (114) 0.49 0.56 0.60 0.70 0.80 0.88 0.91 1.00 6 (152) 0.45 0.50 0.53 0.60 0.67 0.73 0.75 0.83 0.85 0.91 1.00 10 (254) 0.41 0.44 0.46 0.49 0.53 0.56 0.57 0.62 0.63 0.66 0.70 0.75 0.81 0.85 0.95 1.00 4-1/2 (114) n/a 0.56 0.57 0.60 0.62 0.64 0.65 0.67 0.68 0.69 0.72 0.74 0.77 0.79 0.84 0.89 0.94 0.99 1.00 6 (152) n/a 0.55 0.56 0.58 0.60 0.62 0.62 0.64 0.65 0.66 0.68 0.70 0.73 0.74 0.78 0.82 0.86 0.90 0.94 0.98 1.00 10 (254) n/a 0.54 0.54 0.56 0.57 0.58 0.59 0.60 0.60 0.61 0.63 0.64 0.66 0.67 0.70 0.73 0.76 0.79 0.81 0.84 0.93 1.00 Edge Distance in Shear Toward Edge fRV 4-1/2 6 10 To Edge fRV 4-1/2 6 10 (114) (152) (254) (114) (152) (254) 0.13 0.10 0.06 0.26 0.19 0.12 0.22 0.17 0.10 0.44 0.33 0.20 0.29 0.22 0.13 0.58 0.43 0.26 0.45 0.33 0.20 0.70 0.60 0.40 0.62 0.47 0.28 0.80 0.67 0.53 0.77 0.58 0.35 0.88 0.73 0.56 0.82 0.61 0.37 0.91 0.75 0.57 1.00 0.77 0.46 1.00 0.83 0.62 0.82 0.49 0.85 0.63 0.95 0.57 0.91 0.66 1.00 0.68 1.00 0.70 0.79 0.75 0.95 0.81 1.00 0.85 0.95 1.00 Concrete Thickness Factor in Shear5 fHV 4-1/2 (114) n/a n/a n/a n/a n/a 0.75 0.76 0.83 0.84 0.88 0.94 0.99 1.00 6 (152) n/a n/a n/a n/a n/a n/a n/a n/a 0.76 0.80 0.85 0.90 0.95 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 0.80 0.83 0.89 0.96 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence 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-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 9 -- Load adjustment factors for #5 rebar in uncracked concrete 1,2,3 #5 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) 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 7-1/2 12-1/2 Edge Distance Factor in Tension fRN 5-5/8 7-1/2 12-1/2 Spacing Factor in Shear4 fAV 5-5/8 7-1/2 12-1/2 Edge Distance in Shear Toward Edge fRV To Edge fRV 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 Concrete Thickness Factor in Shear5 fHV 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) n/a n/a n/a 0.25 0.19 0.11 n/a n/a n/a 0.05 0.04 0.02 0.10 0.08 0.05 n/a n/a n/a 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 0.62 0.59 0.55 0.36 0.27 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 0.42 0.31 0.18 0.57 0.55 0.54 0.25 0.19 0.11 0.42 0.31 0.18 n/a n/a n/a 0.68 0.63 0.58 0.47 0.35 0.20 0.58 0.56 0.55 0.32 0.24 0.15 0.47 0.35 0.20 n/a n/a n/a 0.71 0.66 0.59 0.53 0.39 0.23 0.59 0.58 0.55 0.41 0.31 0.18 0.53 0.39 0.23 n/a n/a n/a 0.71 0.66 0.60 0.54 0.40 0.23 0.59 0.58 0.55 0.42 0.31 0.19 0.54 0.40 0.23 0.61 n/a n/a 0.74 0.68 0.61 0.61 0.45 0.26 0.60 0.59 0.56 0.50 0.37 0.22 0.61 0.45 0.26 0.65 n/a n/a 0.77 0.70 0.62 0.69 0.51 0.30 0.62 0.60 0.57 0.60 0.45 0.27 0.69 0.51 0.30 0.69 0.62 n/a 0.80 0.72 0.63 0.76 0.56 0.33 0.63 0.61 0.58 0.70 0.52 0.31 0.76 0.56 0.33 0.72 0.66 n/a 0.83 0.74 0.65 0.84 0.62 0.36 0.64 0.62 0.58 0.81 0.60 0.36 0.84 0.62 0.36 0.76 0.69 n/a 0.86 0.77 0.66 0.92 0.67 0.39 0.66 0.63 0.59 0.92 0.69 0.41 0.92 0.67 0.39 0.79 0.72 n/a 0.91 0.81 0.69 1.00 0.79 0.46 0.68 0.65 0.61 1.00 0.87 0.52 1.00 0.79 0.46 0.86 0.78 0.66 0.97 0.86 0.71 1.00 0.90 0.74 0.90 0.53 0.71 0.67 0.62 1.00 0.59 0.74 0.69 0.64 1.00 0.64 0.76 0.90 0.53 0.92 0.83 0.70 1.00 0.59 0.97 0.88 0.74 0.94 0.77 0.66 0.76 0.72 0.65 0.89 0.66 1.00 0.93 0.78 0.99 0.79 0.72 0.79 0.74 0.67 1.00 0.72 0.98 0.82 1.00 0.82 0.85 0.79 0.81 0.76 0.68 0.85 0.84 0.78 0.70 0.79 1.00 0.86 0.85 0.90 0.87 0.92 0.87 0.80 0.72 0.92 0.93 0.90 0.99 0.89 0.82 0.73 0.99 0.96 0.98 1.00 0.97 0.89 0.78 1.00 1.00 1.00 1.00 1.00 0.87 Table 10 -- Load adjustment factors for #5 rebar in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #5 Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 3-1/8 (79) 4 (102) 5 6 7 7-1/8 8 (127) (152) (178) (181) (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 7-1/2 12-1/2 Edge Distance Factor in Tension fRN 5-5/8 7-1/2 12-1/2 Spacing Factor in Shear4 fAV 5-5/8 7-1/2 12-1/2 Edge Distance in Shear Toward Edge fRV To Edge fRV 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 Concrete Thickness Factor in Shear5 fHV 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) n/a n/a n/a 0.46 0.43 0.40 n/a n/a n/a 0.09 0.07 0.04 0.18 0.14 0.08 n/a n/a n/a 0.59 0.57 0.54 0.56 0.50 0.44 0.56 0.55 0.54 0.22 0.17 0.10 0.44 0.33 0.20 n/a n/a n/a 0.62 0.59 0.55 0.62 0.55 0.46 0.58 0.56 0.55 0.32 0.24 0.14 0.62 0.48 0.29 n/a n/a n/a 0.65 0.61 0.57 0.70 0.60 0.49 0.60 0.58 0.56 0.45 0.33 0.20 0.70 0.60 0.40 n/a n/a n/a 0.68 0.63 0.58 0.78 0.66 0.53 0.62 0.60 0.57 0.59 0.44 0.26 0.78 0.66 0.53 n/a n/a n/a 0.71 0.66 0.59 0.87 0.72 0.56 0.64 0.61 0.58 0.74 0.55 0.33 0.87 0.72 0.56 n/a n/a n/a 0.71 0.66 0.60 0.88 0.73 0.56 0.64 0.61 0.58 0.76 0.57 0.34 0.88 0.73 0.56 0.74 n/a n/a 0.74 0.68 0.61 0.96 0.78 0.59 0.66 0.63 0.59 0.90 0.68 0.41 0.96 0.78 0.59 0.79 n/a n/a 0.77 0.70 0.62 1.00 0.85 0.62 0.68 0.64 0.60 1.00 0.81 0.48 1.00 0.85 0.62 0.84 0.76 n/a 0.80 0.72 0.63 0.91 0.66 0.69 0.66 0.61 0.95 0.57 0.91 0.66 0.88 0.80 n/a 0.83 0.74 0.65 0.98 0.69 0.71 0.68 0.63 1.00 0.65 0.98 0.69 0.93 0.84 n/a 0.86 0.77 0.66 1.00 0.73 0.73 0.69 0.64 0.75 1.00 0.73 0.97 0.88 n/a 0.91 0.81 0.69 0.81 0.77 0.72 0.66 0.94 0.81 1.00 0.95 0.80 0.97 0.86 0.71 0.89 0.81 0.76 0.68 1.00 0.89 1.00 0.86 1.00 0.90 0.74 0.97 0.85 0.79 0.71 0.97 0.91 0.94 0.77 1.00 0.89 0.82 0.73 1.00 0.96 0.99 0.79 0.93 0.85 0.75 1.00 1.00 0.82 0.97 0.89 0.77 0.85 1.00 0.92 0.80 0.87 0.95 0.82 0.90 0.98 0.84 0.98 1.00 0.91 1.00 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence 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-RE 100 Technical Supplement 02/16 15 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 11 -- Load adjustment factors for #6 rebar in uncracked concrete 1,2,3 #6 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) 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 0.65 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 0.61 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 0.57 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 Spacing Factor in Shear4 fAV 6-3/4 (171) 0.24 0.32 0.33 0.37 0.42 0.47 0.52 0.55 0.58 0.64 0.69 0.77 0.90 1.00 9 (229) 0.18 0.23 0.24 0.27 0.31 0.34 0.38 0.40 0.43 0.47 0.51 0.57 0.66 0.76 0.79 0.85 0.95 1.00 15 (381) 0.10 0.14 0.14 0.16 0.18 0.20 0.22 0.24 0.25 0.28 0.30 0.33 0.39 0.44 0.46 0.50 0.55 0.61 0.67 0.72 0.78 0.83 1.00 6-3/4 (171) n/a 0.54 0.54 0.56 0.57 0.58 0.59 0.59 0.60 0.61 0.62 0.63 0.65 0.68 0.68 0.70 0.72 0.74 0.76 0.79 0.81 0.83 0.90 1.00 9 (229) n/a 0.53 0.54 0.55 0.55 0.56 0.57 0.58 0.58 0.59 0.60 0.61 0.63 0.65 0.65 0.66 0.68 0.70 0.72 0.74 0.75 0.77 0.83 0.94 15 (381) n/a 0.52 0.53 0.53 0.54 0.55 0.55 0.56 0.56 0.56 0.57 0.58 0.59 0.60 0.61 0.62 0.63 0.64 0.66 0.67 0.68 0.69 0.73 0.81 Edge Distance in Shear Toward Edge fRV To Edge fRV 6-3/4 9 15 6-3/4 9 15 (171) (229) (381) (171) (229) (381) 0.04 0.03 0.02 0.08 0.06 0.04 0.12 0.09 0.06 0.25 0.19 0.11 0.14 0.10 0.06 0.27 0.20 0.12 0.19 0.14 0.09 0.37 0.27 0.16 0.25 0.19 0.11 0.42 0.31 0.18 0.32 0.24 0.14 0.47 0.34 0.20 0.39 0.29 0.17 0.52 0.38 0.22 0.42 0.32 0.19 0.55 0.40 0.24 0.46 0.34 0.21 0.58 0.43 0.25 0.54 0.40 0.24 0.64 0.47 0.28 0.60 0.45 0.27 0.69 0.51 0.30 0.71 0.53 0.32 0.77 0.57 0.33 0.89 0.67 0.40 0.90 0.66 0.39 1.00 0.82 0.49 1.00 0.76 0.44 0.87 0.52 0.79 0.46 0.97 0.58 0.85 0.50 1.00 0.68 0.95 0.55 0.79 1.00 0.61 0.90 0.67 1.00 0.72 0.78 0.83 1.00 Concrete Thickness Factor in Shear5 fHV 6-3/4 (171) n/a n/a n/a n/a n/a n/a n/a 0.61 0.63 0.66 0.69 0.73 0.79 0.84 0.86 0.89 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 0.63 0.66 0.71 0.76 0.78 0.81 0.85 0.89 0.93 0.97 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 0.66 0.68 0.72 0.75 0.79 0.82 0.85 0.88 0.97 1.00 Table 12 -- Load adjustment factors for #6 rebar in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #6 Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 3-3/4 (95) 4 (102) 5 (127) 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 0.65 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 0.61 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 0.57 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 Spacing Factor in Shear4 fAV 6-3/4 (171) 0.44 0.56 0.57 0.63 0.70 0.77 0.84 0.88 0.91 0.99 1.00 9 (229) 0.42 0.50 0.51 0.56 0.60 0.65 0.70 0.72 0.75 0.80 0.84 0.91 1.00 15 (381) 0.39 0.44 0.44 0.47 0.49 0.52 0.55 0.56 0.57 0.60 0.62 0.66 0.72 0.78 0.81 0.85 0.91 0.98 1.00 6-3/4 (171) n/a 0.56 0.56 0.58 0.60 0.61 0.63 0.64 0.64 0.66 0.67 0.69 0.72 0.76 0.77 0.79 0.82 0.85 0.88 0.92 0.95 0.98 1.00 9 (229) n/a 0.55 0.55 0.57 0.58 0.59 0.61 0.61 0.62 0.63 0.64 0.66 0.68 0.71 0.72 0.74 0.76 0.79 0.82 0.84 0.87 0.90 0.98 1.00 15 (381) n/a 0.54 0.54 0.55 0.56 0.57 0.58 0.58 0.58 0.59 0.60 0.61 0.63 0.65 0.66 0.67 0.69 0.71 0.73 0.74 0.76 0.78 0.84 0.95 Edge Distance in Shear Toward Edge fRV 6-3/4 9 15 To Edge fRV 6-3/4 9 15 (171) (229) (381) (171) (229) (381) 0.07 0.05 0.03 0.14 0.10 0.06 0.22 0.16 0.10 0.43 0.32 0.19 0.24 0.18 0.11 0.48 0.36 0.21 0.33 0.25 0.15 0.63 0.50 0.30 0.44 0.33 0.20 0.70 0.60 0.39 0.55 0.41 0.25 0.77 0.65 0.50 0.67 0.50 0.30 0.84 0.70 0.55 0.74 0.55 0.33 0.88 0.72 0.56 0.80 0.60 0.36 0.91 0.75 0.57 0.94 0.70 0.42 0.99 0.80 0.60 1.00 0.79 0.47 1.00 0.84 0.62 1.00 0.93 0.56 0.91 0.66 1.00 0.70 1.00 0.72 0.86 0.78 0.92 0.81 1.00 0.85 0.91 0.98 1.00 ConcreteThickness Factor in Shear5 fHV 6-3/4 (171) n/a n/a n/a n/a n/a n/a n/a 0.74 0.76 0.80 0.83 0.88 0.95 1.00 9 (229) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.75 0.80 0.86 0.92 0.94 0.97 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 0.79 0.82 0.87 0.91 0.95 0.99 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0. 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-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 13 -- Load adjustment factors for #7 rebar in uncracked concrete 1,2,3 #7 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) 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) Spacing Factor in Tension fAN 7-7/8 10-1/2 17-1/2 (200) (267) (445) n/a n/a n/a 0.59 0.57 0.54 0.61 0.58 0.55 0.63 0.60 0.56 0.65 0.61 0.57 0.67 0.63 0.58 0.69 0.64 0.59 0.71 0.66 0.59 0.71 0.66 0.60 0.73 0.67 0.60 0.75 0.69 0.61 0.76 0.70 0.62 0.80 0.72 0.63 0.84 0.75 0.65 0.88 0.79 0.67 0.91 0.81 0.69 0.92 0.82 0.69 0.97 0.85 0.71 1.00 0.88 0.73 0.91 0.75 0.94 0.77 0.98 0.79 1.00 0.84 0.96 Edge Distance Factor in Tension fRN 7-7/8 10-1/2 17-1/2 (200) (267) (445) 0.23 0.17 0.10 0.32 0.24 0.14 0.34 0.25 0.15 0.38 0.28 0.16 0.42 0.31 0.18 0.46 0.34 0.20 0.51 0.37 0.22 0.55 0.41 0.24 0.56 0.41 0.24 0.61 0.45 0.26 0.67 0.49 0.29 0.70 0.51 0.30 0.78 0.58 0.34 0.89 0.66 0.39 1.00 0.74 0.43 0.80 0.47 0.82 0.48 0.90 0.53 0.99 0.58 1.00 0.63 0.67 0.72 0.87 1.00 Spacing Factor in Shear4 fAV 7-7/8 10-1/2 17-1/2 (200) (267) (445) n/a n/a n/a 0.54 0.53 0.52 0.55 0.54 0.53 0.56 0.55 0.53 0.56 0.55 0.54 0.57 0.56 0.54 0.58 0.57 0.55 0.59 0.57 0.55 0.59 0.58 0.55 0.60 0.58 0.56 0.61 0.59 0.56 0.61 0.59 0.57 0.63 0.61 0.58 0.65 0.62 0.59 0.67 0.64 0.60 0.68 0.65 0.61 0.68 0.65 0.61 0.70 0.67 0.62 0.72 0.68 0.63 0.74 0.70 0.64 0.76 0.71 0.65 0.78 0.73 0.66 0.83 0.77 0.69 0.94 0.86 0.76 Edge Distance in Shear Toward Edge fRV To Edge fRV 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 (200) (267) (445) (200) (267) (445) 0.03 0.02 0.01 0.06 0.04 0.03 0.12 0.09 0.05 0.24 0.18 0.11 0.14 0.11 0.07 0.29 0.22 0.13 0.19 0.14 0.09 0.38 0.28 0.16 0.24 0.18 0.11 0.42 0.31 0.18 0.29 0.22 0.13 0.46 0.34 0.20 0.35 0.26 0.16 0.51 0.37 0.22 0.40 0.30 0.18 0.55 0.41 0.24 0.41 0.31 0.18 0.56 0.41 0.24 0.47 0.35 0.21 0.61 0.45 0.26 0.54 0.40 0.24 0.67 0.49 0.29 0.57 0.43 0.26 0.70 0.51 0.30 0.68 0.51 0.31 0.78 0.58 0.34 0.83 0.62 0.37 0.89 0.66 0.39 0.99 0.74 0.44 1.00 0.74 0.43 1.00 0.84 0.50 0.80 0.47 0.87 0.52 0.82 0.48 1.00 0.60 0.90 0.53 0.68 0.99 0.58 0.77 1.00 0.63 0.86 0.67 0.96 0.72 1.00 0.87 1.00 Concrete Thickness Factor in Shear5 fHV 7-7/8 10-1/2 17-1/2 (200) (267) (445) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.60 n/a n/a 0.61 n/a n/a 0.64 n/a n/a 0.66 n/a n/a 0.68 0.62 n/a 0.72 0.65 n/a 0.77 0.70 n/a 0.81 0.74 n/a 0.85 0.77 0.65 0.86 0.78 0.66 0.90 0.82 0.69 0.94 0.85 0.72 0.98 0.89 0.75 1.00 0.92 0.78 0.95 0.80 1.00 0.88 1.00 Table 14 -- Load adjustment factors for #7 rebar in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #7 Cracked Concrete Embedment h ef in (mm) 1-3/4 (44) 4-3/8 (111) 5 (127) 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) Spacing Factor in Tension fAN 7-7/8 10-1/2 17-1/2 (200) (267) (445) n/a n/a n/a 0.59 0.57 0.54 0.61 0.58 0.55 0.63 0.60 0.56 0.65 0.61 0.57 0.67 0.63 0.58 0.69 0.64 0.59 0.71 0.66 0.59 0.71 0.66 0.60 0.73 0.67 0.60 0.75 0.69 0.61 0.76 0.70 0.62 0.80 0.72 0.63 0.84 0.75 0.65 0.88 0.79 0.67 0.91 0.81 0.69 0.92 0.82 0.69 0.97 0.85 0.71 1.00 0.88 0.73 0.91 0.75 0.94 0.77 0.98 0.79 1.00 0.84 0.96 Edge Distance Factor in Tension f RN 7-7/8 10-1/2 17-1/2 (200) (267) (445) 0.43 0.41 0.38 0.56 0.50 0.44 0.59 0.52 0.45 0.64 0.56 0.47 0.70 0.60 0.49 0.76 0.64 0.52 0.82 0.68 0.54 0.87 0.72 0.56 0.88 0.73 0.56 0.95 0.77 0.59 1.00 0.82 0.61 0.84 0.62 0.91 0.66 1.00 0.71 0.76 0.80 0.82 0.87 0.93 0.99 1.00 Spacing Factor in Shear4 f AV 7-7/8 10-1/2 17-1/2 (200) (267) (445) n/a n/a n/a 0.56 0.55 0.53 0.57 0.55 0.54 0.58 0.56 0.55 0.59 0.58 0.55 0.60 0.59 0.56 0.62 0.60 0.57 0.63 0.61 0.58 0.63 0.61 0.58 0.64 0.62 0.58 0.66 0.63 0.59 0.66 0.63 0.60 0.68 0.65 0.61 0.71 0.67 0.62 0.73 0.69 0.64 0.75 0.71 0.65 0.76 0.71 0.65 0.79 0.74 0.67 0.81 0.76 0.68 0.84 0.78 0.70 0.86 0.80 0.71 0.89 0.82 0.73 0.97 0.89 0.78 1.00 1.00 0.87 Edge Distance in Shear Toward Edge fRV To Edge fRV 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 (200) (267) (445) (200) (267) (445) 0.05 0.04 0.02 0.10 0.08 0.05 0.20 0.15 0.09 0.40 0.30 0.18 0.24 0.18 0.11 0.49 0.37 0.22 0.32 0.24 0.14 0.64 0.48 0.29 0.40 0.30 0.18 0.70 0.60 0.36 0.49 0.37 0.22 0.76 0.64 0.44 0.59 0.44 0.27 0.82 0.68 0.53 0.68 0.51 0.30 0.87 0.72 0.56 0.69 0.52 0.31 0.88 0.73 0.56 0.80 0.60 0.36 0.95 0.77 0.59 0.91 0.68 0.41 1.00 0.82 0.61 0.97 0.72 0.43 0.84 0.62 1.00 0.86 0.51 0.91 0.66 1.00 0.63 1.00 0.71 0.75 0.76 0.85 0.80 0.88 0.82 1.00 0.87 0.93 0.99 1.00 Concrete Thickness Factor in Shear5 f HV 7-7/8 10-1/2 17-1/2 (200) (267) (445) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.72 n/a n/a 0.72 n/a n/a 0.76 n/a n/a 0.79 n/a n/a 0.81 0.73 n/a 0.85 0.78 n/a 0.91 0.83 n/a 0.97 0.88 n/a 1.00 0.92 0.77 0.93 0.78 0.97 0.82 1.00 0.86 0.89 0.93 0.96 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence 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-RE 100 Technical Supplement 02/16 17 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 15 -- Load adjustment factors for #8 rebar in uncracked concrete 1,2,3 #8 Uncracked Concrete Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) Embedment hef in (mm) 1-3/4 (44) 5 (127) 6 (152) 7 (178) 8 (203) 9 (229) 10 (254) 11 (279) 11-1/4 (286) 12 (305) 13 (330) 14 (356) 14-1/4 (362) 16 (406) 18 (457) 20 (508) 22 (559) 22-1/4 (565) 24 (610) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV 9 (229) n/a 0.59 0.61 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 0.60 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 0.56 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 9 (229) 0.23 0.32 0.35 0.39 0.42 0.46 0.50 0.54 0.56 0.59 0.64 0.69 0.70 0.79 0.89 0.99 1.00 12 (305) 0.17 0.24 0.26 0.29 0.31 0.34 0.37 0.40 0.41 0.44 0.47 0.51 0.52 0.58 0.65 0.73 0.80 0.81 0.87 0.94 1.00 20 (508) 0.10 0.14 0.15 0.17 0.18 0.20 0.21 0.23 0.24 0.26 0.28 0.30 0.30 0.34 0.38 0.43 0.47 0.47 0.51 0.55 0.60 0.64 0.77 1.00 9 (229) n/a 0.54 0.55 0.55 0.56 0.57 0.58 0.59 0.59 0.59 0.60 0.61 0.61 0.63 0.64 0.66 0.67 0.67 0.69 0.70 0.72 0.74 0.78 0.88 12 (305) n/a 0.53 0.54 0.55 0.55 0.56 0.56 0.57 0.57 0.58 0.58 0.59 0.59 0.60 0.62 0.63 0.64 0.64 0.66 0.67 0.68 0.69 0.73 0.81 20 (508) n/a 0.52 0.53 0.53 0.54 0.54 0.55 0.55 0.55 0.56 0.56 0.56 0.57 0.57 0.58 0.59 0.60 0.60 0.61 0.62 0.63 0.64 0.67 0.72 Edge Distance in Shear Toward Edge fRV To Edge fRV 9 12 20 9 12 20 (229) (305) (508) (229) (305) (508) 0.02 0.02 0.01 0.05 0.04 0.02 0.11 0.09 0.05 0.23 0.17 0.10 0.15 0.11 0.07 0.30 0.22 0.13 0.19 0.14 0.09 0.38 0.28 0.17 0.23 0.17 0.10 0.42 0.31 0.18 0.28 0.21 0.12 0.46 0.34 0.20 0.32 0.24 0.15 0.50 0.37 0.21 0.37 0.28 0.17 0.54 0.40 0.23 0.38 0.29 0.17 0.56 0.41 0.24 0.42 0.32 0.19 0.59 0.44 0.26 0.48 0.36 0.22 0.64 0.47 0.28 0.53 0.40 0.24 0.69 0.51 0.30 0.55 0.41 0.25 0.70 0.52 0.30 0.65 0.49 0.29 0.79 0.58 0.34 0.78 0.58 0.35 0.89 0.65 0.38 0.91 0.68 0.41 0.99 0.73 0.43 1.00 0.79 0.47 1.00 0.80 0.47 0.80 0.48 0.81 0.47 0.90 0.54 1.00 0.61 0.68 0.87 0.51 0.94 0.55 1.00 0.60 0.75 0.64 0.99 0.77 1.00 1.00 Concrete Thickness Factor in Shear5 fHV 9 (229) n/a n/a n/a n/a n/a n/a n/a n/a 0.59 0.61 0.64 0.66 0.67 0.71 0.75 0.79 0.83 0.84 0.87 0.90 0.94 0.97 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 0.61 0.64 0.68 0.72 0.75 0.76 0.79 0.82 0.85 0.88 0.97 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 0.64 0.66 0.69 0.72 0.74 0.81 0.94 Table 16 -- Load adjustment factors for #8 rebar in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #8 Cracked Concrete Embedment h ef in (mm) 1-3/4 (44) 5 (127) 6 (152) 7 (178) 8 (203) 9 (229) 10 (254) 11 (279) 11-1/4 (286) 12 (305) 13 (330) 14 (356) 14-1/4 (362) 16 (406) 18 (457) 20 (508) 22 (559) 22-1/4 (565) 24 (610) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 9 (229) n/a 0.59 0.61 0.63 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 0.60 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 0.56 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 f RN 9 (229) 0.42 0.56 0.60 0.65 0.70 0.75 0.80 0.86 0.87 0.91 0.97 1.00 12 (305) 0.40 0.50 0.53 0.57 0.60 0.64 0.67 0.71 0.72 0.75 0.79 0.83 0.84 0.91 1.00 20 (508) 0.38 0.44 0.46 0.47 0.49 0.51 0.53 0.55 0.56 0.57 0.59 0.62 0.62 0.66 0.70 0.75 0.80 0.80 0.85 0.90 0.95 1.00 Spacing Factor in Shear4 f AV 9 (229) n/a 0.56 0.57 0.58 0.59 0.60 0.61 0.62 0.63 0.64 0.65 0.66 0.66 0.68 0.70 0.73 0.75 0.75 0.77 0.79 0.82 0.84 0.91 1.00 12 (305) n/a 0.55 0.56 0.57 0.57 0.58 0.59 0.60 0.60 0.61 0.62 0.63 0.63 0.65 0.67 0.69 0.70 0.71 0.72 0.74 0.76 0.78 0.84 0.95 20 (508) n/a 0.53 0.54 0.55 0.55 0.56 0.57 0.57 0.57 0.58 0.59 0.59 0.59 0.61 0.62 0.63 0.65 0.65 0.66 0.67 0.69 0.70 0.74 0.82 Edge Distance in Shear Toward Edge fRV 9 12 20 To Edge fRV 9 12 20 (229) (305) (508) (229) (305) (508) 0.04 0.03 0.02 0.08 0.06 0.04 0.20 0.15 0.09 0.39 0.30 0.18 0.26 0.19 0.12 0.52 0.39 0.23 0.33 0.24 0.15 0.65 0.49 0.29 0.40 0.30 0.18 0.70 0.60 0.36 0.48 0.36 0.21 0.75 0.64 0.43 0.56 0.42 0.25 0.80 0.67 0.50 0.64 0.48 0.29 0.86 0.71 0.55 0.66 0.50 0.30 0.87 0.72 0.56 0.73 0.55 0.33 0.91 0.75 0.57 0.83 0.62 0.37 0.97 0.79 0.59 0.92 0.69 0.42 1.00 0.83 0.62 0.95 0.71 0.43 0.84 0.62 1.00 0.85 0.51 0.91 0.66 1.00 0.61 1.00 0.70 0.71 0.75 0.82 0.80 0.83 0.80 0.93 0.85 1.00 0.90 0.95 1.00 Concrete Thickness Factor in Shear5 f HV 9 (229) n/a n/a n/a n/a n/a n/a n/a n/a 0.71 0.74 0.77 0.79 0.80 0.85 0.90 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 0.73 0.77 0.82 0.86 0.91 0.91 0.95 0.98 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 0.77 0.80 0.83 0.86 0.89 0.98 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence 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-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 17 -- Load adjustment factors for #9 rebar in uncracked concrete 1,2,3 #9 Uncracked Concrete Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) Embedment hef in (mm) 1-3/4 (44) 5-5/8 (143) 6 (152) 7 (178) 8 (203) 9 (229) 10 (254) 11 (279) 12 (305) 12-7/8 (327) 13 (330) 14 (356) 16 (406) 16-1/4 (413) 18 (457) 20 (508) 22 (559) 24 (610) 25-1/4 (641) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Concrete Thickness Factor in Shear5 fHV 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) 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 0.59 0.57 0.54 0.32 0.24 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 0.60 0.57 0.54 0.34 0.25 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 0.62 0.59 0.55 0.37 0.27 0.16 0.55 0.54 0.53 0.15 0.11 0.07 0.31 0.23 0.14 n/a n/a n/a 0.63 0.60 0.56 0.40 0.29 0.17 0.55 0.54 0.53 0.19 0.14 0.08 0.37 0.28 0.17 n/a n/a n/a 0.65 0.61 0.57 0.43 0.31 0.18 0.56 0.55 0.54 0.22 0.17 0.10 0.43 0.31 0.18 n/a n/a n/a 0.66 0.62 0.57 0.46 0.34 0.20 0.57 0.56 0.54 0.26 0.20 0.12 0.46 0.34 0.20 n/a n/a n/a 0.68 0.64 0.58 0.50 0.36 0.21 0.57 0.56 0.54 0.30 0.23 0.14 0.50 0.36 0.21 n/a n/a n/a 0.70 0.65 0.59 0.54 0.39 0.23 0.58 0.57 0.55 0.34 0.26 0.15 0.54 0.39 0.23 n/a n/a n/a 0.71 0.66 0.60 0.57 0.42 0.25 0.59 0.57 0.55 0.38 0.29 0.17 0.57 0.42 0.25 0.59 n/a n/a 0.71 0.66 0.60 0.58 0.43 0.25 0.59 0.57 0.55 0.39 0.29 0.17 0.58 0.43 0.25 0.59 n/a n/a 0.73 0.67 0.60 0.62 0.46 0.27 0.60 0.58 0.56 0.43 0.32 0.19 0.62 0.46 0.27 0.62 n/a n/a 0.76 0.70 0.62 0.71 0.52 0.31 0.61 0.59 0.56 0.53 0.40 0.24 0.71 0.52 0.31 0.66 n/a n/a 0.77 0.70 0.62 0.72 0.53 0.31 0.61 0.59 0.56 0.54 0.40 0.24 0.72 0.53 0.31 0.66 0.60 n/a 0.80 0.72 0.63 0.80 0.59 0.35 0.62 0.60 0.57 0.63 0.47 0.28 0.80 0.59 0.35 0.70 0.64 n/a 0.83 0.75 0.65 0.89 0.66 0.38 0.64 0.61 0.58 0.74 0.55 0.33 0.89 0.66 0.38 0.74 0.67 n/a 0.86 0.77 0.66 0.98 0.72 0.42 0.65 0.62 0.59 0.85 0.64 0.38 0.98 0.72 0.42 0.77 0.70 n/a 0.90 0.80 0.68 1.00 0.79 0.46 0.66 0.63 0.60 0.97 0.73 0.44 1.00 0.79 0.46 0.81 0.73 n/a 0.92 0.81 0.69 0.93 0.82 0.69 0.96 0.85 0.71 0.83 0.48 0.67 0.64 0.60 1.00 0.78 0.47 0.85 0.50 0.68 0.65 0.60 0.82 0.49 0.92 0.54 0.69 0.66 0.61 0.92 0.55 0.83 0.48 0.83 0.75 0.64 0.85 0.50 0.84 0.76 0.64 0.92 0.54 0.87 0.79 0.67 0.99 0.87 0.72 0.98 0.58 0.70 0.67 0.62 1.00 0.61 0.98 0.58 0.90 0.82 0.69 1.00 0.94 0.77 1.00 0.86 1.00 0.69 0.74 0.70 0.64 0.92 0.83 0.77 0.69 0.80 1.00 0.69 0.99 0.90 0.76 1.00 0.92 1.00 1.00 0.88 Table 18 -- Load adjustment factors for #9 rebar in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #9 Cracked Concrete Embedment h ef in (mm) 1-3/4 (44) 5-5/8 (143) 6 (152) 7 (178) 8 (203) 9 (229) 10 (254) 11 (279) 12 (305) 12-7/8 (327) 13 (330) 14 (356) 16 (406) 16-1/4 (413) 18 (457) 20 (508) 22 (559) 24 (610) 25-1/4 (641) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN Edge Distance Factor in Tension f RN Spacing Factor in Shear4 f AV Edge Distance in Shear Toward Edge fRV To Edge fRV Concrete Thickness Factor in Shear5 f HV 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) n/a n/a n/a 0.41 0.39 0.38 n/a n/a n/a 0.03 0.03 0.02 0.07 0.05 0.03 n/a n/a n/a 0.59 0.57 0.54 0.56 0.50 0.44 0.56 0.55 0.53 0.20 0.15 0.09 0.39 0.29 0.18 n/a n/a n/a 0.60 0.57 0.54 0.57 0.51 0.44 0.56 0.55 0.54 0.22 0.16 0.10 0.43 0.32 0.19 n/a n/a n/a 0.62 0.59 0.55 0.61 0.54 0.46 0.57 0.56 0.54 0.27 0.20 0.12 0.54 0.41 0.24 n/a n/a n/a 0.63 0.60 0.56 0.65 0.57 0.48 0.58 0.57 0.55 0.33 0.25 0.15 0.65 0.50 0.30 n/a n/a n/a 0.65 0.61 0.57 0.70 0.60 0.49 0.59 0.57 0.55 0.40 0.30 0.18 0.70 0.59 0.36 n/a n/a n/a 0.66 0.62 0.57 0.74 0.63 0.51 0.60 0.58 0.56 0.46 0.35 0.21 0.74 0.63 0.42 n/a n/a n/a 0.68 0.64 0.58 0.79 0.67 0.53 0.61 0.59 0.56 0.54 0.40 0.24 0.79 0.67 0.48 n/a n/a n/a 0.70 0.65 0.59 0.84 0.70 0.55 0.62 0.60 0.57 0.61 0.46 0.27 0.84 0.70 0.55 n/a n/a n/a 0.71 0.66 0.60 0.88 0.73 0.56 0.63 0.61 0.58 0.68 0.51 0.31 0.88 0.73 0.56 0.72 n/a n/a 0.71 0.66 0.60 0.89 0.73 0.56 0.63 0.61 0.58 0.69 0.52 0.31 0.89 0.73 0.56 0.72 n/a n/a 0.73 0.67 0.60 0.94 0.77 0.58 0.64 0.62 0.58 0.77 0.58 0.35 0.94 0.77 0.58 0.75 n/a n/a 0.76 0.70 0.62 1.00 0.84 0.62 0.66 0.63 0.59 0.94 0.71 0.42 1.00 0.84 0.62 0.80 n/a n/a 0.77 0.70 0.62 0.85 0.63 0.66 0.63 0.60 0.96 0.72 0.43 0.85 0.63 0.81 0.73 n/a 0.80 0.72 0.63 0.83 0.75 0.65 0.91 0.66 0.68 0.65 0.61 1.00 0.84 0.50 0.99 0.70 0.70 0.67 0.62 0.99 0.59 0.91 0.66 0.85 0.77 n/a 0.99 0.70 0.89 0.81 n/a 0.86 0.77 0.66 1.00 0.74 0.72 0.68 0.63 1.00 0.68 1.00 0.74 0.94 0.85 n/a 0.90 0.80 0.68 0.78 0.74 0.70 0.64 0.78 0.78 0.98 0.89 n/a 0.92 0.81 0.69 0.81 0.75 0.71 0.65 0.84 0.81 1.00 0.91 0.77 0.93 0.82 0.69 0.82 0.76 0.71 0.65 0.88 0.82 0.93 0.78 0.96 0.85 0.71 0.87 0.78 0.73 0.66 0.98 0.87 0.96 0.81 0.99 0.87 0.72 0.91 0.80 0.75 0.68 1.00 0.91 1.00 0.84 1.00 0.94 0.77 1.00 0.86 0.80 0.71 1.00 0.92 1.00 0.86 1.00 0.98 0.90 0.78 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence 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-RE 100 Technical Supplement 02/16 19 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 19 -- Load adjustment factors for #10 rebar in uncracked concrete 1,2,3 #10 Uncracked Concrete Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 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 11-1/4 (286) n/a 0.59 0.60 0.62 0.63 0.65 0.66 0.68 0.69 0.71 0.71 0.72 0.74 0.75 0.77 0.80 0.83 0.86 0.89 0.91 0.94 1.00 15 (381) n/a 0.57 0.58 0.59 0.60 0.61 0.62 0.63 0.64 0.66 0.66 0.67 0.68 0.69 0.70 0.72 0.74 0.77 0.79 0.81 0.83 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 Spacing Factor in Shear4 fAV 11-1/4 (286) 0.22 0.32 0.34 0.37 0.40 0.43 0.46 0.49 0.53 0.57 0.58 0.61 0.65 0.69 0.73 0.81 0.89 0.97 1.00 1.00 15 (381) 0.16 0.24 0.25 0.27 0.29 0.32 0.34 0.36 0.39 0.42 0.42 0.45 0.47 0.50 0.53 0.59 0.65 0.71 0.77 0.83 0.89 1.00 25 (635) 0.09 0.14 0.15 0.16 0.17 0.18 0.20 0.21 0.23 0.24 0.25 0.26 0.28 0.30 0.31 0.35 0.38 0.42 0.45 0.49 0.52 0.63 0.83 11-1/4 (286) n/a 0.54 0.54 0.55 0.55 0.56 0.57 0.57 0.58 0.59 0.59 0.59 0.60 0.60 0.61 0.62 0.63 0.65 0.66 0.67 0.68 0.72 0.79 15 (381) n/a 0.53 0.53 0.54 0.54 0.55 0.55 0.56 0.56 0.57 0.57 0.57 0.58 0.58 0.59 0.60 0.61 0.62 0.63 0.64 0.65 0.68 0.74 25 (635) n/a 0.52 0.52 0.53 0.53 0.54 0.54 0.54 0.55 0.55 0.55 0.55 0.56 0.56 0.56 0.57 0.58 0.58 0.59 0.60 0.61 0.63 0.67 Edge Distance in Shear Toward Edge fRV To Edge fRV 11-1/4 15 25 11-1/4 15 25 (286) (381) (635) (286) (381) (635) 0.02 0.01 0.01 0.03 0.02 0.01 0.11 0.08 0.05 0.22 0.16 0.10 0.13 0.09 0.06 0.26 0.19 0.11 0.16 0.12 0.07 0.31 0.23 0.14 0.19 0.14 0.08 0.38 0.28 0.17 0.22 0.16 0.10 0.43 0.32 0.18 0.25 0.19 0.11 0.46 0.34 0.20 0.29 0.21 0.13 0.49 0.36 0.21 0.33 0.24 0.14 0.53 0.39 0.23 0.36 0.27 0.16 0.57 0.42 0.24 0.37 0.27 0.16 0.58 0.42 0.25 0.40 0.30 0.18 0.61 0.45 0.26 0.45 0.33 0.20 0.65 0.47 0.28 0.49 0.36 0.21 0.69 0.50 0.30 0.53 0.39 0.23 0.73 0.53 0.31 0.62 0.46 0.27 0.81 0.59 0.35 0.72 0.53 0.32 0.89 0.65 0.38 0.82 0.60 0.36 0.97 0.71 0.42 0.92 0.68 0.41 1.00 0.77 0.45 1.00 0.76 0.45 0.83 0.49 0.84 0.50 0.89 0.52 1.00 0.66 1.00 0.63 1.00 0.83 Concrete Thickness Factor in Shear5 fHV 11-1/4 (286) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.59 0.60 0.62 0.64 0.66 0.70 0.73 0.76 0.79 0.82 0.85 0.94 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 0.60 0.63 0.66 0.69 0.72 0.74 0.77 0.84 0.97 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 0.63 0.65 0.71 0.82 Table 20 -- Load adjustment factors for #10 rebar in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #10 Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 6-1/4 (159) 7 (178) 8 (203) 9 (229) 10 (254) 11 (279) 12 (305) 13 (330) 14 (356) 14-1/4 (362) 15 (381) 16 (406) 17 (432) 18 (457) 20 (508) 22 (559) 24 (610) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 11-1/4 (286) n/a 0.59 0.60 0.62 0.63 0.65 0.66 0.68 0.69 0.71 0.71 0.72 0.74 0.75 0.77 0.80 0.83 0.86 0.89 0.91 0.94 1.00 15 (381) n/a 0.57 0.58 0.59 0.60 0.61 0.62 0.63 0.64 0.66 0.66 0.67 0.68 0.69 0.70 0.72 0.74 0.77 0.79 0.81 0.83 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 Spacing Factor in Shear4 fAV 11-1/4 (286) 0.40 0.56 0.58 0.62 0.66 0.70 0.74 0.78 0.82 0.87 0.88 0.91 0.96 1.00 15 (381) 0.39 0.50 0.52 0.55 0.57 0.60 0.63 0.66 0.69 0.72 0.73 0.75 0.78 0.81 0.85 0.91 0.98 1.00 25 (635) 0.37 0.44 0.45 0.46 0.48 0.49 0.51 0.53 0.54 0.56 0.56 0.57 0.59 0.61 0.62 0.66 0.69 0.73 0.77 0.81 0.85 0.97 1.00 11-1/4 (286) n/a 0.56 0.56 0.57 0.58 0.59 0.60 0.61 0.62 0.63 0.63 0.63 0.64 0.65 0.66 0.68 0.70 0.72 0.73 0.75 0.77 0.82 0.93 15 (381) n/a 0.55 0.55 0.56 0.57 0.57 0.58 0.59 0.60 0.60 0.61 0.61 0.62 0.63 0.63 0.65 0.66 0.68 0.69 0.71 0.72 0.77 0.86 25 (635) n/a 0.53 0.54 0.54 0.55 0.55 0.56 0.56 0.57 0.57 0.58 0.58 0.58 0.59 0.59 0.61 0.62 0.63 0.64 0.65 0.66 0.69 0.75 Edge Distance in Shear Toward Edge fRV To Edge fRV 11-1/4 15 25 11-1/4 15 25 (286) (381) (635) (286) (381) (635) 0.03 0.02 0.01 0.06 0.04 0.03 0.20 0.15 0.09 0.39 0.29 0.18 0.23 0.17 0.10 0.46 0.35 0.21 0.28 0.21 0.13 0.56 0.42 0.25 0.34 0.25 0.15 0.66 0.51 0.30 0.39 0.30 0.18 0.70 0.59 0.36 0.46 0.34 0.20 0.74 0.63 0.41 0.52 0.39 0.23 0.78 0.66 0.47 0.59 0.44 0.26 0.82 0.69 0.53 0.65 0.49 0.29 0.87 0.72 0.56 0.67 0.50 0.30 0.88 0.73 0.56 0.73 0.54 0.33 0.91 0.75 0.57 0.80 0.60 0.36 0.96 0.78 0.59 0.87 0.66 0.39 1.00 0.81 0.61 0.95 0.71 0.43 0.85 0.62 1.00 0.84 0.50 0.91 0.66 0.97 0.58 0.98 0.69 1.00 0.66 1.00 0.73 0.74 0.77 0.83 0.81 0.92 0.85 1.00 0.97 1.00 Concrete Thickness Factor in Shear5 fHV 11-1/4 (286) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.71 0.73 0.76 0.78 0.80 0.85 0.89 0.93 0.97 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 0.73 0.77 0.81 0.84 0.88 0.91 0.94 1.00 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 0.77 0.79 0.87 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0. 20 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system 2.4.9 Hilti Hit-re 100 adhesive with Hilti HaS threaded rod Hilti HAS Threaded Rod Cracked or uncracked concrete Hilti HIT-V Threaded Rod Permissible concete conditions Dry concrete Permissible drilling methods Uncracked Concrete Cracked Concrete Water-saturated concrete Water-filled holes Hammer Drilling with Carbide Tipped Drill Bit Submerged (underwater) Table 21 -- Specifications for fractional threaded rod installed with HIT-RE 100 adhesive Setting information Symbol Units 3/8 Nominal anchor diameter 1/2 5/8 3/4 7/8 1 1-1/4 Nominal bit diameter Standard effective embedment do hef,std in. in. (mm) 7/16 3-3/8 (86) 9/16 4-1/2 (114) 3/4 5-5/8 (143) 7/8 6-3/4 (171) 1 7-7/8 (200) 1-1/8 1-3/8 9 11-1/4 (229) (286) Effective Embedment minimum maximum hef,min hef,max in. (mm) in. (mm) 2-3/8 (60) 7-1/2 (191) 2-3/4 (70) 10 (254) 3-1/8 (79) 12-1/2 (318) 3-1/2 (89) 15 (381) 3-1/2 (89) 17-1/2 (445) 4 (102) 20 (508) 5 (127) 25 (635) Figure 4 -- HAS/HIT-V threaded rods min Minimum diameter of fixture hole through-set preset in. 1/2 5/8 13/161 15/161 1-1/81 1-1/41 1-1/21 in. 7/16 19/16 11/16 13/16 15/16 1-1/8 1-3/8 Installation torque ft-lb 15 30 60 100 125 150 200 Tinst (Nm) (20) (40) (80) (136) (169) (203) (271) Minimum Concrete Thickness Minimum edge distance2 in. hef + 1-1/4 5/8 to 7/8 rods also have hef + 2 hef + 3 hmin min. conc. (mm) (hef + 51) thickness = hef+2do (hef + 57) (hef + 76) in. 1-7/8 2-1/2 3-1/8 3-3/4 4-3/8 5 5-5/8 c min (mm) (48) (64) (79) (95) (111) (127) (143) Minimum anchor spacing in. 1-7/8 2-1/2 3-1/8 3-3/4 4-3/8 5 5-5/8 smin (mm) (48) (64) (79) (95) (111) (127) (143) 1 Install using (2) washers. See Figure 5. 2 Edge distance of 1-3/4-inch (44mm) is permitted provided the installation torque is reduced to 0.30 T inst for 5d < s < 16-in. and to 0.5 Tinst for s>16-in. Figure 5 -- Installation with (2) washers 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-RE 100 Technical Supplement 02/16 21 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 22 -- Hilti HIT-RE 100 adhesive design strength with concrete / bond failure for fractional threaded rod in uncracked concrete 1,2,3,4,5,6,7,8,9,10 Nominal Anchor Diameter in. (mm) 3/8 1/2 5/8 3/4 7/8 1 1-1/4 Nominal anchor diameter in. (mm) 2-3/8 (60) 3-3/8 (86) 4-1/2 (114) 7-1/2 (191) 2-3/4 (70) 4-1/2 (114) 6 (152) 10 (254) 3-1/8 (79) 5-5/8 (143) 7-1/2 (191) 12-1/2 (318) 3-1/2 (89) 6-3/4 (171) 9 (229) 15 (381) 3-1/2 (89) 7-7/8 (200) 10-1/2 (267) 17-1/2 (445) 4 (102) 9 (229) 12 (305) 20 (508) 5 (127) 11-1/4 (286) 15 (381) 25 (635) fc = 2500 psi (17.2 MPa) lb (kN) 1,955 (8.7) 2,780 (12.4) 3,710 (16.5) 6,180 (27.5) 2,985 (13.3) 4,885 (21.7) 6,510 (29.0) 10,850 (48.3) 4,065 (18.1) 7,315 (32.5) 9,750 (43.4) 16,255 (72.3) 5,105 (22.7) 10,180 (45.3) 13,575 (60.4) 22,625 (100.6) 5,105 (22.7) 13,385 (59.5) 17,845 (79.4) 29,740 (132.3) 6,240 (27.8) 16,980 (75.5) 22,640 (100.7) 37,735 (167.9) 8,720 (38.8) 25,465 (113.3) 33,955 (151.0) 56,590 (251.7) Tension -- Nn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) 1,995 (8.9) 2,835 (12.6) 3,775 (16.8) 6,295 (28.0) 3,040 (13.5) 4,975 (22.1) 6,630 (29.5) 11,050 (49.2) 4,140 (18.4) 7,450 (33.1) 9,930 (44.2) 16,550 (73.6) 5,375 (23.9) 10,370 (46.1) 13,825 (61.5) 23,045 (102.5) 5,595 (24.9) 13,630 (60.6) 18,170 (80.8) 30,285 (134.7) 6,835 (30.4) 17,295 (76.9) 23,060 (102.6) 38,430 (170.9) 9,555 (42.5) 25,935 (115.4) 34,575 (153.8) 57,630 (256.3) 2,050 (9.1) 2,915 (13.0) 3,885 (17.3) 6,480 (28.8) 3,130 (13.9) 5,120 (22.8) 6,825 (30.4) 11,375 (50.6) 4,260 (18.9) 7,665 (34.1) 10,220 (45.5) 17,035 (75.8) 5,535 (24.6) 10,670 (47.5) 14,230 (63.3) 23,715 (105.5) 6,235 (27.7) 14,025 (62.4) 18,700 (83.2) 31,170 (138.7) 7,895 (35.1) 17,800 (79.2) 23,730 (105.6) 39,555 (175.9) 11,030 (49.1) 26,690 (118.7) 35,585 (158.3) 59,310 (263.8) fc = 6000 psi (41.4 MPa) lb (kN) 2,135 (9.5) 3,035 (13.5) 4,050 (18.0) 6,745 (30.0) 3,255 (14.5) 5,330 (23.7) 7,105 (31.6) 11,845 (52.7) 4,435 (19.7) 7,985 (35.5) 10,645 (47.4) 17,740 (78.9) 5,765 (25.6) 11,115 (49.4) 14,820 (65.9) 24,695 (109.8) 6,490 (28.9) 14,605 (65.0) 19,475 (86.6) 32,460 (144.4) 8,240 (36.7) 18,535 (82.4) 24,715 (109.9) 41,190 (183.2) 12,355 (55.0) 27,795 (123.6) 37,060 (164.9) 61,765 (274.7) fc = 2500 psi (17.2 MPa) lb (kN) 2,490 (11.1) 7,080 (31.5) 9,440 (42.0) 15,735 (70.0) 7,595 (33.8) 12,430 (55.3) 16,575 (73.7) 27,620 (122.9) 9,280 (41.3) 18,615 (82.8) 24,825 (110.4) 41,370 (184.0) 11,000 (48.9) 25,920 (115.3) 34,555 (153.7) 57,595 (256.2) 11,000 (48.9) 34,065 (151.5) 45,420 (202.0) 75,700 (336.7) 13,440 (59.8) 43,225 (192.3) 57,635 (256.4) 96,055 (427.3) 18,785 (83.6) 63,395 (282.0) 86,425 (384.4) 144,040 (640.7) Shear -- Vn fc = 3000 psi (20.7 MPa) lb (kN) 2,535 (11.3) 7,210 (32.1) 9,615 (42.8) 16,025 (71.3) 7,735 (34.4) 12,660 (56.3) 16,875 (75.1) 28,130 (125.1) 10,165 (45.2) 18,960 (84.3) 25,280 (112.5) 42,130 (187.4) 12,050 (53.6) 26,395 (117.4) 35,195 (156.6) 58,655 (260.9) 12,050 (53.6) 34,690 (154.3) 46,255 (205.8) 77,090 (342.9) 14,725 (65.5) 44,020 (195.8) 58,695 (261.1) 97,825 (435.1) 20,575 (91.5) 66,010 (293.6) 88,015 (391.5) 146,690 (652.5) fc = 4000 psi (27.6 MPa) lb (kN) 2,610 (11.6) 7,420 (33.0) 9,895 (44.0) 16,490 (73.4) 7,960 (35.4) 13,030 (58.0) 17,370 (77.3) 28,950 (128.8) 10,840 (48.2) 19,515 (86.8) 26,015 (115.7) 43,360 (192.9) 13,915 (61.9) 27,165 (120.8) 36,220 (161.1) 60,365 (268.5) 13,915 (61.9) 35,705 (158.8) 47,605 (211.8) 79,340 (352.9) 17,000 (75.6) 45,305 (201.5) 60,410 (268.7) 100,680 (447.8) 23,760 (105.7) 67,940 (302.2) 90,585 (402.9) 150,975 (671.6) fc = 6000 psi (41.4 MPa) lb (kN) 2,720 (12.1) 7,730 (34.4) 10,305 (45.8) 17,175 (76.4) 8,290 (36.9) 13,565 (60.3) 18,090 (80.5) 30,150 (134.1) 11,290 (50.2) 20,320 (90.4) 27,095 (120.5) 45,155 (200.9) 14,670 (65.3) 28,290 (125.8) 37,720 (167.8) 62,865 (279.6) 16,525 (73.5) 37,180 (165.4) 49,575 (220.5) 82,625 (367.5) 20,820 (92.6) 47,180 (209.9) 62,910 (279.8) 104,845 (466.4) 29,100 (129.4) 70,750 (314.7) 94,335 (419.6) 157,220 (699.3) 1 See Section 2.4.1 for explanation on development of load values. 2 See Section 2.4.4 to convert design strength 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 26-38 as necessary. Compare to the steel values in table 24 . The lesser of the values is to be used for the design. 5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C). 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 signiicant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.6 8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by a as follows: For sand-lightweight, a = 0.51. For all-lightweight, a = 0.45. 9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted. 10 Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete. 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-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 23 -- Hilti HIT-RE 100 adhesive design strength with concrete / bond failure for threaded rod in cracked concrete 1,2,3,4,5,6,7,8,9,10 Nominal anchor diameter in. (mm) 3/8 1/2 5/8 3/4 7/8 1 1-1/4 Effective Embedment Depth in. (mm) 2-3/8 (60) 3-3/8 (86) 4-1/2 (114) 7-1/2 (191) 2-3/4 (70) 4-1/2 (114) 6 (152) 10 (254) 3-1/8 (79) 5-5/8 (143) 7-1/2 (191) 12-1/2 (318) 3-1/2 (89) 6-3/4 (171) 9 (229) 15 (381) 3-1/2 (89) 7-7/8 (200) 10-1/2 (267) 17-1/2 (445) 4 (102) 9 (229) 12 (305) 20 (508) 5 (127) 11-1/4 (286) 15 (381) 25 (635) fc = 2500 psi (17.2 MPa) lb (kN) 950 (4.2) 1,345 (6.0) 1,795 (8.0) 2,995 (13.3) 1,405 (6.2) 2,300 (10.2) 3,070 (13.7) 5,115 (22.8) 2,000 (8.9) 3,595 (16.0) 4,795 (21.3) 7,990 (35.5) 2,540 (11.3) 4,900 (21.8) 6,530 (29.0) 10,885 (48.4) 2,730 (12.1) 6,145 (27.3) 8,190 (36.4) 13,650 (60.7) 3,320 (14.8) 7,465 (33.2) 9,955 (44.3) 16,590 (73.8) 4,405 (19.6) 9,915 (44.1) 13,220 (58.8) 22,030 (98.0) Tension -- Nn fc = 3000 psi (20.7 MPa) lb (kN) 965 (4.3) 1,370 (6.1) 1,830 (8.1) 3,050 (13.6) 1,430 (6.4) 2,345 (10.4) 3,125 (13.9) 5,210 (23.2) 2,035 (9.1) 3,660 (16.3) 4,885 (21.7) 8,140 (36.2) 2,585 (11.5) 4,990 (22.2) 6,650 (29.6) 11,085 (49.3) 2,780 (12.4) 6,255 (27.8) 8,340 (37.1) 13,905 (61.9) 3,380 (15.0) 7,600 (33.8) 10,135 (45.1) 16,895 (75.2) 4,485 (20.0) 10,095 (44.9) 13,460 (59.9) 22,435 (99.8) fc = 4000 psi (27.6 MPa) lb (kN) 995 (4.4) 1,410 (6.3) 1,885 (8.4) 3,140 (14.0) 1,475 (6.6) 2,410 (10.7) 3,215 (14.3) 5,360 (23.8) 2,095 (9.3) 3,770 (16.8) 5,025 (22.4) 8,375 (37.3) 2,660 (11.8) 5,135 (22.8) 6,845 (30.4) 11,410 (50.8) 2,860 (12.7) 6,440 (28.6) 8,585 (38.2) 14,310 (63.7) 3,475 (15.5) 7,825 (34.8) 10,430 (46.4) 17,385 (77.3) 4,620 (20.6) 10,390 (46.2) 13,855 (61.6) 23,090 (102.7) fc = 6000 psi (41.4 MPa) lb (kN) 1,035 (4.6) 1,470 (6.5) 1,960 (8.7) 3,265 (14.5) 1,535 (6.8) 2,510 (11.2) 3,350 (14.9) 5,580 (24.8) 2,180 (9.7) 3,925 (17.5) 5,235 (23.3) 8,725 (38.8) 2,770 (12.3) 5,345 (23.8) 7,130 (31.7) 11,880 (52.8) 2,980 (13.3) 6,705 (29.8) 8,940 (39.8) 14,900 (66.3) 3,620 (16.1) 8,145 (36.2) 10,865 (48.3) 18,105 (80.5) 4,810 (21.4) 10,820 (48.1) 14,430 (64.2) 24,045 (107.0) fc = 2500 psi (17.2 MPa) lb (kN) 1,205 (5.4) 3,430 (15.3) 4,570 (20.3) 7,620 (33.9) 3,580 (15.9) 5,860 (26.1) 7,810 (34.7) 13,020 (57.9) 5,085 (22.6) 9,155 (40.7) 12,205 (54.3) 20,340 (90.5) 6,465 (28.8) 12,470 (55.5) 16,625 (74.0) 27,710 (123.3) 6,950 (30.9) 15,640 (69.6) 20,850 (92.7) 34,750 (154.6) 8,445 (37.6) 19,000 (84.5) 25,335 (112.7) 42,225 (187.8) 11,215 (49.9) 25,235 (112.3) 33,645 (149.7) 56,075 (249.4) Shear -- Vn fc = 3000 psi (20.7 MPa) lb (kN) 1,230 (5.5) 3,490 (15.5) 4,655 (20.7) 7,760 (34.5) 3,645 (16.2) 5,965 (26.5) 7,955 (35.4) 13,260 (59.0) 5,180 (23.0) 9,320 (41.5) 12,430 (55.3) 20,715 (92.1) 6,585 (29.3) 12,700 (56.5) 16,930 (75.3) 28,220 (125.5) 7,080 (31.5) 15,925 (70.8) 21,235 (94.5) 35,390 (157.4) 8,600 (38.3) 19,350 (86.1) 25,800 (114.8) 43,000 (191.3) 11,420 (50.8) 25,700 (114.3) 34,265 (152.4) 57,110 (254.0) fc = 4000 psi (27.6 MPa) lb (kN) 1,265 (5.6) 3,595 (16.0) 4,790 (21.3) 7,985 (35.5) 3,750 (16.7) 6,140 (27.3) 8,185 (36.4) 13,645 (60.7) 5,330 (23.7) 9,595 (42.7) 12,790 (56.9) 21,320 (94.8) 6,775 (30.1) 13,070 (58.1) 17,425 (77.5) 29,040 (129.2) 7,285 (32.4) 16,390 (72.9) 21,855 (97.2) 36,425 (162.0) 8,850 (39.4) 19,915 (88.6) 26,555 (118.1) 44,255 (196.9) 11,755 (52.3) 26,450 (117.7) 35,265 (156.9) 58,775 (261.4) fc = 6000 psi (41.4 MPa) lb (kN) 1,315 (5.8) 3,745 (16.7) 4,990 (22.2) 8,315 (37.0) 3,910 (17.4) 6,395 (28.4) 8,525 (37.9) 14,210 (63.2) 5,550 (24.7) 9,990 (44.4) 13,320 (59.3) 22,205 (98.8) 7,055 (31.4) 13,610 (60.5) 18,145 (80.7) 30,245 (134.5) 7,585 (33.7) 17,070 (75.9) 22,760 (101.2) 37,930 (168.7) 9,215 (41.0) 20,740 (92.3) 27,650 (123.0) 46,085 (205.0) 12,240 (54.4) 27,545 (122.5) 36,725 (163.4) 61,210 (272.3) 1 See Section 2.4.1 for explanation on development of load values. 2 See Section 2.4.4 to convert design strength 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 5-20 as necessary. Compare to the steel values in table 24. The lesser of the values is to be used for the design. 5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C). 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 signiicant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.6 8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by a as follows: For sand-lightweight, a = 0.51. For all-lightweight, a = 0.45. 9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted. 10 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by seis = 0.675. See section 2.4.5 for additional information on seismic 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-RE 100 Technical Supplement 02/16 23 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 24 -- Steel design strength for Hilti HIT-V and HAS threaded rods 1 Nominal anchor diameter in. (mm) 3/8 1/2 5/8 3/4 7/8 1 1-1/4 Tensile4 Nsa 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) HAS-E ISO 898 Class 5.8 2 Shear5 Vsa lb (kN) Seismic Shear6 Vsa,eq lb (kN) 2,020 (9.0) 3,705 (16.5) 5,900 (26.2) 8,730 (38.8) 12,050 (53.6) 15,805 (70.3) 25,295 (112.5) 1,415 (6.3) 2,595 (11.5) 4,130 (18.4) 6,110 (27.2) 8,435 (37.5) 11,065 (49.2) 17,705 (78.8) Tensile4 Nsa lb (kN) 7,265 (32.3) 13,300 (59.2) 21,190 (94.3) 31,360 (139.5) 43,285 (192.5) 56,785 (252.6) 90,850 (404.1) HAS-E-B7 ASTM A193 B7 3 Shear5 Vsa lb (kN) 3,775 (16.8) 6,915 (30.8) 11,020 (49.0) 16,305 (72.5) 22,505 (100.1) 29,525 (131.3) 47,240 (210.1) Seismic Shear6 Vsa,eq lb (kN) 2,645 (11.8) 4,840 (21.5) 7,715 (34.3) 11,415 (50.8) 15,755 (70.1) 20,670 (91.9) 33,070 (147.1) 1 See Section 2.4.4 to convert design strength value to ASD value. 2 HAS-E and HAS-R threaded rods are considered brittle steel elements. HAS-E does not comply with % elongation requirements of ISO 898-1. 3 HAS-E-B7 rods are considered ductile steel elements. 4 Tensile = Ase,N futa as noted inACI 318-14 Chapter 17 5 Shear = 0.60 Ase,V futa as noted inACI 318-14 Chapter 17. For 3/8-in diameter threaded rod, shear = 0.50 Ase,V futa 6 Seismic Shear = V,seis Vsa : Reduction for seismic shear only. See section 2.4.5 for additional information on seismic applications. HAS-R stainless steel ASTM F 593 - AISI 304/316 SS 2 Tensile4 Nsa lb (kN) 5,040 (22.4) 9,225 (41.0) 14,690 (65.3) 18,480 (82.2) 25,510 (113.5) 33,465 (148.9) 53,540 (238.2) Shear5 Vsa lb (kN) 2,790 (12.4) 5,110 (22.7) 8,135 (36.2) 10,235 (45.5) 14,125 (62.8) 18,535 (82.4) 29,655 (131.9) Seismic Shear6 Vsa,eq lb (kN) 1,955 (8.7) 3,575 (15.9) 5,695 (25.3) 7,165 (31.9) 9,890 (44.0) 12,975 (57.7) 20,760 (92.3) 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-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 25 -- Load adjustment factors for 3/8-in. diameter fractional threaded rods in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 3/8 in Uncracked Concrete Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV Embedment hef 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 in (mm) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) 1-3/4 (44) n/a n/a n/a n/a 0.43 0.32 0.23 0.13 n/a n/a n/a n/a 0.28 0.10 0.08 0.05 0.43 0.21 0.16 0.09 n/a n/a n/a n/a 1-7/8 (48) 0.61 0.59 0.57 0.54 0.45 0.33 0.24 0.14 0.58 0.54 0.53 0.52 0.31 0.12 0.09 0.05 0.45 0.23 0.17 0.10 n/a n/a n/a n/a 2 (51) 0.62 0.60 0.57 0.54 0.47 0.34 0.25 0.14 0.58 0.54 0.53 0.52 0.34 0.13 0.10 0.06 0.47 0.25 0.19 0.11 n/a n/a n/a n/a 3 (76) 0.68 0.65 0.61 0.57 0.60 0.42 0.31 0.18 0.62 0.56 0.55 0.54 0.63 0.23 0.18 0.11 0.60 0.42 0.31 0.18 n/a n/a n/a n/a 3-5/8 (92) 0.72 0.68 0.63 0.58 0.70 0.48 0.35 0.20 0.65 0.58 0.56 0.54 0.84 0.31 0.23 0.14 0.70 0.48 0.35 0.20 0.77 n/a n/a n/a 4 (102) 0.74 0.70 0.65 0.59 0.77 0.52 0.38 0.22 0.66 0.58 0.57 0.55 0.98 0.36 0.27 0.16 0.77 0.52 0.38 0.22 0.81 n/a n/a n/a 4-5/8 (117) 0.77 0.73 0.67 0.60 0.89 0.60 0.43 0.25 0.69 0.60 0.58 0.56 1.00 0.45 0.34 0.20 0.89 0.60 0.43 0.25 0.87 0.62 n/a n/a 5 (127) 0.80 0.75 0.69 0.61 0.96 0.64 0.47 0.27 0.70 0.61 0.59 0.56 0.50 0.38 0.23 0.96 0.64 0.47 0.27 0.91 0.65 n/a n/a 5-3/4 (146) 0.84 0.78 0.71 0.63 1.00 0.74 0.54 0.31 0.74 0.62 0.60 0.57 0.62 0.46 0.28 1.00 0.74 0.54 0.31 0.97 0.70 0.63 n/a 6 (152) 0.86 0.80 0.72 0.63 0.77 0.56 0.33 0.75 0.63 0.60 0.57 0.66 0.50 0.30 0.77 0.56 0.33 0.99 0.71 0.65 n/a 7 (178) 0.92 0.85 0.76 0.66 0.90 0.66 0.38 0.79 0.65 0.62 0.59 0.83 0.62 0.37 0.90 0.66 0.38 1.00 0.77 0.70 n/a 8 (203) 0.97 0.90 0.80 0.68 1.00 0.75 0.43 0.83 0.67 0.64 0.60 1.00 0.76 0.46 1.00 0.75 0.43 0.82 0.75 n/a 8-3/4 (222) 1.00 0.93 0.82 0.69 0.82 0.48 0.86 0.68 0.65 0.61 0.87 0.52 0.82 0.48 0.86 0.78 0.66 9 (229) 0.94 0.83 0.70 0.84 0.49 0.87 0.69 0.66 0.61 0.91 0.55 0.84 0.49 0.87 0.79 0.67 10 (254) 0.99 0.87 0.72 0.94 0.54 0.91 0.71 0.67 0.62 1.00 0.64 0.94 0.54 0.92 0.83 0.70 11 (279) 1.00 0.91 0.74 1.00 0.60 0.95 0.73 0.69 0.64 0.74 1.00 0.60 0.96 0.87 0.74 12 (305) 0.94 0.77 0.65 0.99 0.75 0.71 0.65 0.84 0.65 1.00 0.91 0.77 14 (356) 1.00 0.81 0.76 1.00 0.80 0.74 0.67 1.00 0.76 0.99 0.83 16 (406) 0.86 0.87 0.84 0.78 0.70 0.87 1.00 0.89 18 (457) 0.90 0.98 0.88 0.81 0.72 0.98 0.94 24 (610) 1.00 1.00 1.00 0.92 0.80 1.00 1.00 30 (762) 1.00 0.87 36 (914) 0.95 >48 (1219) 1.00 Table 26 -- Load adjustment factors for 3/8-in. diameter fractional threaded rods in cracked concrete 1,2,3 3/8 in Cracked Concrete Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV Embedment hef 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 in (mm) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) 1-3/4 (44) n/a n/a n/a n/a 0.58 0.54 0.49 0.43 n/a n/a n/a n/a 0.42 0.15 0.12 0.07 0.58 0.31 0.23 0.14 n/a n/a n/a n/a 1-7/8 (48) 0.61 0.59 0.57 0.54 0.60 0.56 0.50 0.44 0.60 0.55 0.54 0.53 0.46 0.17 0.13 0.08 0.60 0.34 0.26 0.15 n/a n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 2 (51) 0.62 0.60 0.57 0.54 0.62 0.57 0.51 0.44 0.61 0.55 0.55 0.53 0.51 0.19 0.14 0.08 0.62 0.38 0.28 0.17 n/a n/a n/a n/a 3 (76) 0.68 0.65 0.61 0.57 0.78 0.70 0.60 0.49 0.66 0.58 0.57 0.55 0.93 0.34 0.26 0.16 0.78 0.69 0.52 0.31 n/a n/a n/a n/a 3-5/8 (92) 0.72 0.68 0.63 0.58 0.89 0.78 0.66 0.53 0.69 0.60 0.58 0.56 1.00 0.46 0.34 0.21 0.89 0.78 0.66 0.41 0.88 n/a n/a n/a 4 (102) 0.74 0.70 0.65 0.59 0.96 0.84 0.70 0.55 0.71 0.61 0.59 0.56 0.53 0.40 0.24 0.96 0.84 0.70 0.48 0.92 n/a n/a n/a 4-5/8 (117) 0.77 0.73 0.67 0.60 1.00 0.93 0.76 0.58 0.75 0.63 0.60 0.57 5 (127) 0.80 0.75 0.69 0.61 0.99 0.80 0.60 0.77 0.64 0.61 0.58 0.66 0.49 0.30 1.00 0.93 0.76 0.58 0.99 0.71 n/a n/a 0.74 0.56 0.33 0.99 0.80 0.60 1.00 0.74 n/a n/a 5-3/4 (146) 0.84 0.78 0.71 0.63 1.00 0.88 0.64 0.81 0.66 0.63 0.59 0.91 0.69 0.41 1.00 0.88 0.64 0.79 0.72 n/a 6 (152) 0.86 0.80 0.72 0.63 7 (178) 0.92 0.85 0.76 0.66 8 (203) 0.97 0.90 0.80 0.68 0.91 0.66 0.82 0.66 0.64 0.60 1.00 0.72 0.87 0.69 0.66 0.61 0.78 0.92 0.72 0.68 0.63 0.97 0.73 0.44 1.00 0.92 0.55 1.00 0.68 0.91 0.66 1.00 0.72 0.78 0.81 0.74 n/a 0.87 0.79 n/a 0.93 0.85 n/a 8-3/4 9 10 (222) (229) (254) 1.00 0.93 0.82 0.69 0.94 0.83 0.70 0.99 0.87 0.72 0.83 0.96 0.74 0.70 0.64 0.85 0.98 0.75 0.70 0.64 0.91 1.00 0.77 0.73 0.66 0.77 0.81 0.94 0.83 0.85 0.91 0.98 0.89 0.75 0.99 0.90 0.76 1.00 0.95 0.80 11 (279) 1.00 0.91 0.74 0.98 0.80 0.75 0.68 1.00 0.98 1.00 0.84 12 (305) 14 (356) 0.94 0.77 1.00 0.81 1.00 0.83 0.77 0.69 0.88 0.82 0.72 1.00 0.88 0.95 16 (406) 0.86 0.94 0.86 0.76 1.00 18 (457) 0.90 0.99 0.91 0.79 24 (610) 1.00 1.00 1.00 0.88 30 (762) 0.98 36 (914) 1.00 >48 (1219) 1 Linear interpolation not permitted 2 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. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence 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-RE 100 Technical Supplement 02/16 25 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 27 -- Load adjustment factors for 1/2-in. diameter fractional threaded rods in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 1/2 in Uncracked Concrete Embedment h ef in (mm) Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) 1-3/4 (44) n/a n/a n/a n/a 0.40 0.27 0.20 0.12 n/a n/a n/a n/a 0.10 0.07 0.05 0.03 0.21 0.14 0.10 0.06 n/a n/a n/a n/a 2-1/2 (64) 0.61 0.59 0.57 0.54 0.48 0.32 0.23 0.14 0.55 0.54 0.53 0.52 0.18 0.12 0.09 0.05 0.35 0.23 0.18 0.11 n/a n/a n/a n/a 3 (76) 0.63 0.61 0.58 0.55 0.53 0.35 0.26 0.15 0.56 0.55 0.54 0.53 0.23 0.15 0.12 0.07 0.47 0.31 0.23 0.14 n/a n/a n/a n/a 4 (102) 0.68 0.65 0.61 0.57 0.66 0.41 0.30 0.18 0.58 0.56 0.55 0.54 0.36 0.24 0.18 0.11 0.66 0.41 0.30 0.18 0.58 n/a n/a n/a 5 (127) 0.72 0.69 0.64 0.58 0.82 0.48 0.35 0.21 0.61 0.58 0.57 0.55 0.50 0.33 0.25 0.15 0.82 0.48 0.35 0.21 0.65 n/a n/a n/a 5-3/4 (146) 0.76 0.71 0.66 0.60 0.94 0.54 0.40 0.23 0.62 0.59 0.58 0.55 0.62 0.41 0.31 0.18 0.94 0.54 0.40 0.23 0.70 0.61 n/a n/a 6 (152) 0.77 0.72 0.67 0.60 0.98 0.57 0.42 0.24 0.63 0.60 0.58 0.56 0.66 0.43 0.33 0.20 0.98 0.57 0.42 0.24 0.71 0.62 n/a n/a 7 (178) 0.81 0.76 0.69 0.62 1.00 0.66 0.48 0.28 0.65 0.61 0.59 0.57 0.83 0.55 0.41 0.25 1.00 0.66 0.48 0.28 0.77 0.67 n/a n/a 7-1/4 (184) 0.82 0.77 0.70 0.62 8 (203) 0.86 0.80 0.72 0.63 0.68 0.50 0.29 0.65 0.62 0.60 0.57 0.88 0.58 0.43 0.26 0.75 0.55 0.32 0.67 0.63 0.61 0.57 1.00 0.67 0.50 0.30 0.68 0.50 0.29 0.78 0.68 0.62 n/a 0.75 0.55 0.32 0.82 0.71 0.65 n/a 9 (229) 0.90 0.83 0.75 0.65 0.85 0.62 0.36 0.69 0.64 0.62 0.58 0.80 0.60 0.36 0.85 0.62 0.36 0.87 0.76 0.69 n/a 10 (254) 0.95 0.87 0.78 0.67 11-1/4 (286) 1.00 0.92 0.81 0.69 0.94 0.69 0.40 0.71 0.66 0.63 0.59 1.00 0.78 0.46 0.74 0.68 0.65 0.61 0.94 0.70 0.42 1.00 0.84 0.50 0.94 0.69 0.40 0.92 0.80 0.73 n/a 1.00 0.78 0.46 0.97 0.85 0.77 0.65 12 (305) 0.94 0.83 0.70 0.83 0.49 0.75 0.69 0.66 0.61 0.92 0.55 0.83 0.49 1.00 0.87 0.79 0.67 14 (356) 1.00 0.89 0.73 0.97 0.57 0.79 0.72 0.68 0.63 1.00 0.70 0.97 0.57 0.94 0.86 0.72 16 (406) 0.94 0.77 1.00 0.65 0.84 0.76 0.71 0.65 0.85 1.00 0.65 1.00 0.92 0.77 18 (457) 1.00 0.80 0.73 0.88 0.79 0.74 0.67 1.00 0.73 0.97 0.82 20 (508) 0.83 0.81 0.92 0.82 0.76 0.69 0.81 1.00 0.87 22 (559) 0.87 0.89 0.96 0.85 0.79 0.71 0.89 0.91 24 (610) 0.90 0.97 1.00 0.88 0.82 0.72 0.97 0.95 30 (762) 1.00 1.00 0.98 0.89 0.78 1.00 1.00 36 (914) 1.00 0.97 0.84 >48 (1219) 1.00 0.95 Table 28 -- Load adjustment factors for 1/2-in. diameter fractional threaded rods in cracked concrete 1,2,3 1/2 in Cracked Concrete Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV Embedment hef 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 in (mm) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) 1-3/4 (44) n/a n/a n/a n/a 0.52 0.49 0.45 0.41 n/a n/a n/a n/a 0.16 0.10 0.08 0.05 0.32 0.21 0.16 0.09 n/a n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 2-1/2 (64) 0.61 0.59 0.57 0.54 0.60 0.56 0.50 0.44 0.57 0.55 0.54 0.53 0.27 0.18 0.13 0.08 0.54 0.35 0.27 0.16 n/a n/a n/a n/a 3 (76) 0.63 0.61 0.58 0.55 0.66 0.60 0.53 0.46 0.58 0.56 0.55 0.54 0.35 0.23 0.17 0.10 0.66 0.47 0.35 0.21 n/a n/a n/a n/a 4 (102) 0.68 0.65 0.61 0.57 0.79 0.70 0.60 0.49 0.61 0.58 0.57 0.55 0.54 0.36 0.27 0.16 0.79 0.70 0.54 0.32 0.67 n/a n/a n/a 5 (127) 0.72 0.69 0.64 0.58 0.92 0.80 0.67 0.53 0.64 0.61 0.59 0.56 0.76 0.50 0.38 0.23 0.92 0.80 0.67 0.45 0.75 n/a n/a n/a 5-3/4 (146) 0.76 0.71 0.66 0.60 1.00 0.88 0.73 0.56 0.66 0.62 0.60 0.57 0.94 0.62 0.46 0.28 1.00 0.88 0.73 0.56 0.80 0.70 n/a n/a 6 (152) 0.77 0.72 0.67 0.60 0.91 0.75 0.57 0.67 0.63 0.60 0.57 1.00 0.66 0.49 0.30 0.91 0.75 0.57 0.82 0.71 n/a n/a 7 (178) 0.81 0.76 0.69 0.62 1.00 0.83 0.62 0.69 0.65 0.62 0.59 0.83 0.62 0.37 1.00 0.83 0.62 0.88 0.77 n/a n/a 7-1/4 (184) 0.82 0.77 0.70 0.62 0.85 0.63 0.70 0.65 0.63 0.59 0.87 0.66 0.39 0.85 0.63 0.90 0.78 0.71 n/a 8 (203) 0.86 0.80 0.72 0.63 0.91 0.66 0.72 0.67 0.64 0.60 1.00 0.76 0.46 0.91 0.66 0.94 0.82 0.75 n/a 9 (229) 0.90 0.83 0.75 0.65 1.00 0.70 0.75 0.69 0.66 0.61 0.91 0.54 1.00 0.70 1.00 0.87 0.79 n/a 10 (254) 0.95 0.87 0.78 0.67 0.75 0.78 0.71 0.67 0.62 1.00 0.64 0.75 0.92 0.83 n/a 11-1/4 (286) 1.00 0.92 0.81 0.69 0.81 0.81 0.74 0.70 0.64 0.76 0.81 0.97 0.88 0.75 12 (305) 0.94 0.83 0.70 0.85 0.83 0.75 0.71 0.65 0.84 0.85 1.00 0.91 0.77 14 (356) 1.00 0.89 0.73 0.95 0.89 0.79 0.74 0.67 1.00 0.95 0.99 0.83 16 (406) 0.94 0.77 1.00 0.94 0.84 0.78 0.70 1.00 1.00 0.89 18 (457) 1.00 0.80 1.00 0.88 0.81 0.72 0.94 20 (508) 0.83 0.92 0.85 0.75 0.99 22 (559) 0.87 0.96 0.88 0.77 1.00 24 (610) 0.90 1.00 0.92 0.80 30 (762) 1.00 1.00 0.87 36 (914) 0.94 >48 (1219) 1.00 1 Linear interpolation not permitted 2 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. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0. 26 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 29 -- Load adjustment factors for 5/8-in. diameter fractional threaded rods in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 5/8 in Uncracked Concrete Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV Embedment h ef in (mm) 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 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) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) 1-3/4 (44) n/a n/a n/a n/a 0.39 0.25 0.19 0.11 n/a n/a n/a n/a 0.09 0.05 0.04 0.02 0.19 0.10 0.08 0.05 n/a n/a n/a n/a 3-1/8 (79) 0.61 0.59 0.57 0.54 0.52 0.32 0.23 0.14 0.56 0.54 0.53 0.52 0.22 0.12 0.09 0.05 0.45 0.24 0.18 0.11 n/a n/a n/a n/a 4 (102) 0.65 0.62 0.59 0.55 0.61 0.36 0.27 0.16 0.58 0.55 0.54 0.53 0.32 0.18 0.13 0.08 0.61 0.35 0.26 0.16 n/a n/a n/a n/a 4-5/8 (117) 0.67 0.64 0.60 0.56 0.68 0.40 0.29 0.17 0.59 0.56 0.55 0.54 0.40 0.22 0.16 0.10 0.68 0.40 0.29 0.17 0.60 n/a n/a n/a 5 (127) 0.68 0.65 0.61 0.57 0.74 0.42 0.31 0.18 0.60 0.57 0.55 0.54 0.45 0.25 0.19 0.11 0.74 0.42 0.31 0.18 0.63 n/a n/a n/a 6 (152) 0.72 0.68 0.63 0.58 0.89 0.47 0.35 0.20 0.62 0.58 0.56 0.55 0.59 0.32 0.24 0.15 0.89 0.47 0.35 0.20 0.69 n/a n/a n/a 7 (178) 0.76 0.71 0.66 0.59 1.00 0.53 0.39 0.23 0.64 0.59 0.58 0.55 0.75 0.41 0.31 0.18 1.00 0.53 0.39 0.23 0.74 n/a n/a n/a 7-1/8 (181) 0.76 0.71 0.66 0.60 0.54 0.40 0.23 0.64 0.59 0.58 0.55 0.77 0.42 0.31 0.19 0.54 0.40 0.23 0.75 0.61 n/a n/a 8 (203) 0.79 0.74 0.68 0.61 0.61 0.45 0.26 0.66 0.60 0.59 0.56 0.91 0.50 0.37 0.22 0.61 0.45 0.26 0.79 0.65 n/a n/a 9 (229) 0.83 0.77 0.70 0.62 0.69 0.51 0.30 0.68 0.62 0.60 0.57 1.00 0.60 0.45 0.27 0.69 0.51 0.30 0.84 0.69 0.62 n/a 10 (254) 0.87 0.80 0.72 0.63 0.76 0.56 0.33 0.70 0.63 0.61 0.58 0.70 0.52 0.31 0.76 0.56 0.33 0.89 0.72 0.66 n/a 11 (279) 0.90 0.83 0.74 0.65 0.84 0.62 0.36 0.72 0.64 0.62 0.58 0.81 0.60 0.36 0.84 0.62 0.36 0.93 0.76 0.69 n/a 12 (305) 0.94 0.86 0.77 0.66 0.92 0.67 0.39 0.74 0.66 0.63 0.59 0.92 0.69 0.41 0.92 0.67 0.39 0.97 0.79 0.72 n/a 14 (356) 1.00 0.91 0.81 0.69 1.00 0.79 0.46 0.77 0.68 0.65 0.61 1.00 0.87 0.52 1.00 0.79 0.46 1.00 0.86 0.78 0.66 16 (406) 0.97 0.86 0.71 0.90 0.53 0.81 0.71 0.67 0.62 1.00 0.64 0.90 0.53 0.92 0.83 0.70 18 (457) 1.00 0.90 0.74 1.00 0.59 0.85 0.74 0.69 0.64 0.76 1.00 0.59 0.97 0.88 0.74 20 (508) 0.94 0.77 0.66 0.89 0.76 0.72 0.65 0.89 0.66 1.00 0.93 0.78 22 (559) 0.99 0.79 0.72 0.93 0.79 0.74 0.67 1.00 0.72 0.98 0.82 24 (610) 1.00 0.82 0.79 0.97 0.81 0.76 0.68 0.79 1.00 0.86 26 (660) 0.85 0.85 1.00 0.84 0.78 0.70 0.85 0.90 28 (711) 0.87 0.92 0.87 0.80 0.72 0.92 0.93 30 (762) 0.90 0.99 0.89 0.82 0.73 0.99 0.96 36 (914) 0.98 1.00 0.97 0.89 0.78 1.00 1.00 >48 (1219) 1.00 1.00 1.00 0.87 Table 30 -- Load adjustment factors for 5/8-in. diameter fractional threaded rods in cracked concrete 1,2,3 5/8 in Cracked Concrete Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV Embedment hef in (mm) 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 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) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) 1-3/4 (44) n/a n/a n/a n/a 0.49 0.46 0.43 0.40 n/a n/a n/a n/a 0.12 0.07 0.06 0.03 0.24 0.15 0.11 0.07 n/a n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 3-1/8 (79) 0.61 0.59 0.57 0.54 0.61 0.56 0.50 0.44 0.57 0.55 0.54 0.53 0.29 0.18 0.13 0.08 0.58 0.35 0.27 0.16 n/a n/a n/a n/a 4 (102) 0.65 0.62 0.59 0.55 0.69 0.62 0.55 0.46 0.59 0.57 0.56 0.54 0.42 0.26 0.19 0.12 0.69 0.51 0.38 0.23 n/a n/a n/a n/a 4-5/8 (117) 0.67 0.64 0.60 0.56 0.76 0.67 0.58 0.48 0.61 0.58 0.56 0.55 0.52 0.32 0.24 0.14 0.76 0.64 0.48 0.29 0.66 n/a n/a n/a 5 (127) 0.68 0.65 0.61 0.57 0.80 0.70 0.60 0.49 0.62 0.58 0.57 0.55 0.59 0.36 0.27 0.16 0.80 0.70 0.54 0.32 0.68 n/a n/a n/a 6 (152) 0.72 0.68 0.63 0.58 0.91 0.78 0.66 0.53 0.64 0.60 0.58 0.56 0.77 0.47 0.35 0.21 0.91 0.78 0.66 0.42 0.75 n/a n/a n/a 7 (178) 0.76 0.71 0.66 0.59 1.00 0.87 0.72 0.56 0.66 0.62 0.60 0.57 0.97 0.59 0.45 0.27 1.00 0.87 0.72 0.53 0.81 n/a n/a n/a 7-1/8 (181) 0.76 0.71 0.66 0.60 0.88 0.73 0.56 0.67 0.62 0.60 0.57 1.00 0.61 0.46 0.27 0.88 0.73 0.55 0.82 0.69 n/a n/a 8 (203) 0.79 0.74 0.68 0.61 0.96 0.78 0.59 0.69 0.63 0.61 0.58 0.73 0.54 0.33 0.96 0.78 0.59 0.87 0.73 n/a n/a 9 (229) 0.83 0.77 0.70 0.62 1.00 0.85 0.62 0.71 0.65 0.62 0.59 0.87 0.65 0.39 1.00 0.85 0.62 0.92 0.78 0.71 n/a 10 (254) 0.87 0.80 0.72 0.63 0.91 0.66 0.73 0.67 0.64 0.60 1.00 0.76 0.46 0.91 0.66 0.97 0.82 0.75 n/a 11 (279) 0.90 0.83 0.74 0.65 0.98 0.69 0.76 0.69 0.65 0.61 0.88 0.53 0.98 0.69 1.00 0.86 0.78 n/a 12 (305) 0.94 0.86 0.77 0.66 1.00 0.73 0.78 0.70 0.67 0.62 1.00 0.60 1.00 0.73 0.90 0.82 n/a 14 (356) 1.00 0.91 0.81 0.69 0.81 0.83 0.74 0.69 0.64 0.76 0.81 0.97 0.88 0.74 16 (406) 0.97 0.86 0.71 0.89 0.87 0.77 0.72 0.66 0.92 0.89 1.00 0.94 0.80 18 (457) 1.00 0.90 0.74 0.97 0.92 0.80 0.75 0.68 1.00 0.97 1.00 0.84 20 (508) 0.94 0.77 1.00 0.97 0.84 0.78 0.70 1.00 0.89 22 (559) 0.99 0.79 1.00 0.87 0.81 0.72 0.93 24 (610) 1.00 0.82 0.90 0.83 0.74 0.97 26 (660) 0.85 0.94 0.86 0.76 1.00 28 (711) 0.87 0.97 0.89 0.78 30 (762) 0.90 1.00 0.92 0.80 36 (914) 0.98 1.00 0.86 >48 (1219) 1.00 0.97 1 Linear interpolation not permitted 2 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. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence 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-RE 100 Technical Supplement 02/16 27 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 31 -- Load adjustment factors for 3/4-in. diameter fractional threaded rods in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 3/4 in Uncracked Concrete Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV Embedment h 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 ef in (mm) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) 1-3/4 (44) n/a n/a n/a n/a 0.38 0.24 0.18 0.10 n/a n/a n/a n/a 0.09 0.04 0.03 0.02 0.17 0.08 0.06 0.04 n/a n/a n/a n/a 3-3/4 (95) 0.62 0.59 0.57 0.54 0.55 0.32 0.23 0.14 0.57 0.54 0.53 0.52 0.27 0.12 0.09 0.06 0.53 0.25 0.19 0.11 n/a n/a n/a n/a 4 (102) 0.62 0.60 0.57 0.54 0.58 0.33 0.24 0.14 0.57 0.54 0.54 0.53 0.29 0.14 0.10 0.06 0.58 0.27 0.20 0.12 n/a n/a n/a n/a 5 (127) 0.66 0.62 0.59 0.56 0.68 0.37 0.27 0.16 0.59 0.56 0.55 0.53 0.41 0.19 0.14 0.09 0.68 0.37 0.27 0.16 n/a n/a n/a n/a 5-1/4 (133) 0.66 0.63 0.60 0.56 0.71 0.38 0.28 0.17 0.60 0.56 0.55 0.53 0.44 0.20 0.15 0.09 0.71 0.38 0.28 0.17 0.62 n/a n/a n/a 6 (152) 0.69 0.65 0.61 0.57 0.81 0.42 0.31 0.18 0.61 0.57 0.55 0.54 0.54 0.25 0.19 0.11 0.81 0.42 0.31 0.18 0.66 n/a n/a n/a 7 (178) 0.72 0.67 0.63 0.58 0.90 0.47 0.34 0.20 0.63 0.58 0.56 0.55 0.68 0.32 0.24 0.14 0.90 0.47 0.34 0.20 0.72 n/a n/a n/a 8 (203) 0.75 0.70 0.65 0.59 0.99 0.52 0.38 0.22 0.65 0.59 0.57 0.55 0.83 0.39 0.29 0.17 0.99 0.52 0.38 0.22 0.77 n/a n/a n/a 8-1/2 (216) 0.76 0.71 0.66 0.59 1.00 0.55 0.40 0.24 0.66 0.59 0.58 0.56 0.91 0.42 0.32 0.19 1.00 0.55 0.40 0.24 0.79 0.61 n/a n/a 9 (229) 0.78 0.72 0.67 0.60 0.58 0.43 0.25 0.67 0.60 0.58 0.56 0.99 0.46 0.34 0.21 0.58 0.43 0.25 0.81 0.63 n/a n/a 10 (254) 0.81 0.75 0.69 0.61 0.64 0.47 0.28 0.68 0.61 0.59 0.56 1.00 0.54 0.40 0.24 0.64 0.47 0.28 0.86 0.66 n/a n/a 10-3/4 (273) 0.83 0.77 0.70 0.62 0.69 0.51 0.30 0.70 0.62 0.60 0.57 0.60 0.45 0.27 0.69 0.51 0.30 0.89 0.69 0.63 n/a 12 (305) 0.87 0.80 0.72 0.63 0.77 0.57 0.33 0.72 0.63 0.61 0.58 0.71 0.53 0.32 0.77 0.57 0.33 0.94 0.73 0.66 n/a 14 (356) 0.93 0.85 0.76 0.66 0.90 0.66 0.39 0.76 0.65 0.63 0.59 0.89 0.67 0.40 0.90 0.66 0.39 1.00 0.79 0.71 n/a 16 (406) 1.00 0.90 0.80 0.68 1.00 0.76 0.44 0.79 0.68 0.65 0.60 1.00 0.82 0.49 1.00 0.76 0.44 0.84 0.76 n/a 16-3/4 (425) 0.91 0.81 0.69 0.79 0.46 0.81 0.68 0.65 0.61 0.87 0.52 0.79 0.46 0.86 0.78 0.66 18 (457) 0.94 0.83 0.70 0.85 0.50 0.83 0.70 0.66 0.62 0.97 0.58 0.85 0.50 0.89 0.81 0.68 20 (508) 0.99 0.87 0.72 0.95 0.55 0.87 0.72 0.68 0.63 1.00 0.68 0.95 0.55 0.94 0.85 0.72 22 (559) 1.00 0.91 0.74 1.00 0.61 0.91 0.74 0.70 0.64 0.79 1.00 0.61 0.99 0.89 0.75 24 (610) 0.94 0.77 0.67 0.94 0.76 0.72 0.66 0.90 0.67 1.00 0.93 0.79 26 (660) 0.98 0.79 0.72 0.98 0.79 0.74 0.67 1.00 0.72 0.97 0.82 28 (711) 1.00 0.81 0.78 1.00 0.81 0.75 0.68 0.78 1.00 0.85 30 (762) 0.83 0.83 0.83 0.77 0.69 0.83 0.88 36 (914) 0.90 1.00 0.90 0.83 0.73 1.00 0.97 >48 (1219) 1.00 1.00 0.94 0.81 1.00 Table 32 -- Load adjustment factors for 3/4-in. diameter fractional threaded rods in cracked concrete 1,2,3 3/4 in Cracked Concrete Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV Embedment hef 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 in (mm) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) 1-3/4 (44) n/a n/a n/a n/a 0.47 0.44 0.42 0.39 n/a n/a n/a n/a 0.10 0.06 0.04 0.03 0.21 0.12 0.09 0.05 n/a n/a n/a n/a 3-3/4 (95) 0.62 0.59 0.57 0.54 0.62 0.56 0.50 0.44 0.58 0.55 0.54 0.53 0.32 0.18 0.14 0.08 0.62 0.37 0.28 0.17 n/a n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 4 (102) 0.62 0.60 0.57 0.54 0.64 0.57 0.51 0.44 0.58 0.56 0.55 0.53 0.36 0.20 0.15 0.09 0.64 0.40 0.30 0.18 n/a n/a n/a n/a 5 (127) 0.66 0.62 0.59 0.56 0.72 0.63 0.56 0.47 0.60 0.57 0.56 0.54 0.50 0.28 0.21 0.13 0.72 0.56 0.42 0.25 n/a n/a n/a n/a 5-1/4 (133) 0.66 0.63 0.60 0.56 0.74 0.65 0.57 0.47 0.61 0.58 0.56 0.54 0.54 0.30 0.23 0.14 0.74 0.61 0.46 0.27 0.66 n/a n/a n/a 6 (152) 0.69 0.65 0.61 0.57 0.81 0.70 0.60 0.49 0.63 0.59 0.57 0.55 0.66 0.37 0.28 0.17 0.81 0.70 0.56 0.33 0.71 n/a n/a n/a 7 (178) 0.72 0.67 0.63 0.58 0.90 0.77 0.65 0.52 0.65 0.60 0.58 0.56 0.83 0.47 0.35 0.21 0.90 0.77 0.65 0.42 0.77 n/a n/a n/a 8 (203) 0.75 0.70 0.65 0.59 0.99 0.84 0.70 0.55 0.67 0.61 0.59 0.57 1.00 0.57 0.43 0.26 0.99 0.84 0.70 0.51 0.82 n/a n/a n/a 8-1/2 (216) 0.76 0.71 0.66 0.59 1.00 0.88 0.72 0.56 0.68 0.62 0.60 0.57 0.63 0.47 0.28 1.00 0.88 0.72 0.56 0.84 0.70 n/a n/a 9 (229) 0.78 0.72 0.67 0.60 0.91 0.75 0.57 0.69 0.63 0.61 0.58 0.68 0.51 0.31 0.91 0.75 0.57 0.87 0.72 n/a n/a 10 (254) 0.81 0.75 0.69 0.61 10-3/4 (273) 0.83 0.77 0.70 0.62 0.99 0.80 0.60 0.71 0.64 0.62 0.58 1.00 0.84 0.62 0.73 0.65 0.63 0.59 0.80 0.60 0.36 0.89 0.67 0.40 0.99 0.80 0.60 0.92 0.76 n/a n/a 1.00 0.84 0.62 0.95 0.79 0.71 n/a 12 (305) 0.87 0.80 0.72 0.63 14 (356) 0.93 0.85 0.76 0.66 0.91 0.66 0.75 0.67 0.64 0.60 1.00 0.72 0.79 0.70 0.67 0.62 1.00 0.79 0.47 0.99 0.60 0.91 0.66 1.00 0.83 0.75 n/a 1.00 0.72 0.90 0.81 n/a 16 (406) 1.00 0.90 0.80 0.68 0.78 0.84 0.73 0.69 0.63 1.00 0.73 0.78 0.96 0.87 n/a 16-3/4 (425) 0.91 0.81 0.69 0.81 0.85 0.74 0.70 0.64 0.78 0.81 0.98 0.89 0.75 18 (457) 0.94 0.83 0.70 0.85 0.88 0.76 0.71 0.65 0.87 0.85 1.00 0.92 0.78 20 (508) 0.99 0.87 0.72 0.91 0.92 0.79 0.74 0.67 1.00 0.91 0.97 0.82 22 (559) 1.00 0.91 0.74 0.98 0.96 0.82 0.76 0.69 0.98 1.00 0.86 24 (610) 0.94 0.77 1.00 1.00 0.84 0.78 0.70 1.00 0.90 26 (660) 0.98 0.79 0.87 0.81 0.72 0.94 28 (711) 1.00 0.81 0.90 0.83 0.74 0.97 30 (762) 0.83 0.93 0.86 0.75 1.00 36 (914) 0.90 1.00 0.93 0.80 >48 (1219) 1.00 1.00 0.90 1 Linear interpolation not permitted 2 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. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0. 28 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 33 -- Load adjustment factors for 7/8-in. diameter fractional threaded rods in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 7/8 in Uncracked Concrete Embedment h ef 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) Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV 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 0.39 0.23 0.17 0.10 n/a n/a n/a n/a 0.09 0.03 0.02 0.01 0.18 0.06 0.04 0.03 n/a n/a n/a n/a 0.62 0.59 0.57 0.54 0.62 0.32 0.24 0.14 0.58 0.54 0.53 0.52 0.35 0.12 0.09 0.05 0.62 0.24 0.18 0.11 n/a n/a n/a n/a 0.64 0.61 0.58 0.55 0.66 0.34 0.25 0.15 0.59 0.55 0.54 0.53 0.43 0.14 0.11 0.07 0.66 0.29 0.22 0.13 n/a n/a n/a n/a 0.65 0.62 0.59 0.55 0.70 0.36 0.27 0.16 0.60 0.55 0.54 0.53 0.50 0.17 0.13 0.08 0.70 0.33 0.25 0.15 0.65 n/a n/a n/a 0.66 0.63 0.60 0.56 0.74 0.38 0.28 0.16 0.61 0.56 0.55 0.53 0.57 0.19 0.14 0.09 0.74 0.38 0.28 0.16 0.68 n/a n/a n/a 0.69 0.65 0.61 0.57 0.81 0.42 0.31 0.18 0.63 0.56 0.55 0.54 0.71 0.24 0.18 0.11 0.81 0.42 0.31 0.18 0.73 n/a n/a n/a 0.72 0.67 0.63 0.58 0.90 0.46 0.34 0.20 0.65 0.57 0.56 0.54 0.87 0.29 0.22 0.13 0.90 0.46 0.34 0.20 0.78 n/a n/a n/a 0.74 0.69 0.64 0.59 0.98 0.51 0.37 0.22 0.67 0.58 0.57 0.55 1.00 0.35 0.26 0.16 0.98 0.51 0.37 0.22 0.83 n/a n/a n/a 0.77 0.71 0.66 0.59 1.00 0.55 0.41 0.24 0.69 0.59 0.57 0.55 0.40 0.30 0.18 1.00 0.55 0.41 0.24 0.87 0.60 n/a n/a 0.77 0.71 0.66 0.60 0.56 0.41 0.24 0.69 0.59 0.58 0.55 0.41 0.31 0.18 0.56 0.41 0.24 0.87 0.61 n/a n/a 0.80 0.73 0.67 0.60 0.61 0.45 0.26 0.71 0.60 0.58 0.56 0.47 0.35 0.21 0.61 0.45 0.26 0.91 0.64 n/a n/a 0.82 0.75 0.69 0.61 0.67 0.49 0.29 0.73 0.61 0.59 0.56 0.54 0.40 0.24 0.67 0.49 0.29 0.95 0.66 n/a n/a 0.84 0.76 0.70 0.62 0.70 0.51 0.30 0.74 0.61 0.59 0.57 0.57 0.43 0.26 0.70 0.51 0.30 0.97 0.68 0.62 n/a 0.88 0.80 0.72 0.63 0.78 0.58 0.34 0.77 0.63 0.61 0.58 0.68 0.51 0.31 0.78 0.58 0.34 1.00 0.72 0.65 n/a 0.93 0.84 0.75 0.65 0.89 0.66 0.39 0.80 0.65 0.62 0.59 0.83 0.62 0.37 0.89 0.66 0.39 0.77 0.70 n/a 0.99 0.88 0.79 0.67 1.00 0.74 0.43 0.84 0.67 0.64 0.60 0.99 0.74 0.44 1.00 0.74 0.43 0.81 0.74 n/a 1.00 0.91 0.81 0.69 0.80 0.47 0.87 0.68 0.65 0.61 1.00 0.84 0.50 0.80 0.47 0.85 0.77 0.65 0.92 0.82 0.69 0.82 0.48 0.88 0.68 0.65 0.61 0.87 0.52 0.82 0.48 0.86 0.78 0.66 0.97 0.85 0.71 0.90 0.53 0.92 0.70 0.67 0.62 1.00 0.60 0.90 0.53 0.90 0.82 0.69 1.00 0.88 0.73 0.99 0.58 0.96 0.72 0.68 0.63 0.68 0.99 0.58 0.94 0.85 0.72 0.91 0.75 1.00 0.63 0.99 0.74 0.70 0.64 0.77 1.00 0.63 0.98 0.89 0.75 0.94 0.77 0.67 1.00 0.76 0.71 0.65 0.86 0.67 1.00 0.92 0.78 0.98 0.79 0.72 0.78 0.73 0.66 0.96 0.72 0.95 0.80 1.00 0.84 0.87 0.83 0.77 0.69 1.00 0.87 1.00 0.88 0.96 1.00 0.94 0.86 0.76 1.00 1.00 Table 34 -- Load adjustment factors for 7/8-in. diameter fractional threaded rods in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 7/8 in Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 4-3/8 (111) 5 (127) 5-1/2 (140) 6 (152) 7 (178) 8 (203) 9 (229) 9-7/8 (251) 10 (254) 11 (279) 12 (305) 12-1/2 (318) 14 (356) 16 (406) 18 (457) 19-1/2 (495) 20 (508) 22 (559) 24 (610) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV 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 0.45 0.43 0.41 0.38 n/a n/a n/a n/a 0.10 0.05 0.03 0.02 0.20 0.09 0.07 0.04 n/a n/a n/a n/a 0.62 0.59 0.57 0.54 0.62 0.56 0.50 0.44 0.59 0.55 0.54 0.53 0.40 0.18 0.14 0.08 0.62 0.37 0.28 0.17 n/a n/a n/a n/a 0.64 0.61 0.58 0.55 0.66 0.59 0.52 0.45 0.60 0.56 0.55 0.54 0.49 0.23 0.17 0.10 0.66 0.45 0.34 0.20 n/a n/a n/a n/a 0.65 0.62 0.59 0.55 0.70 0.62 0.54 0.46 0.61 0.57 0.56 0.54 0.56 0.26 0.19 0.12 0.70 0.52 0.39 0.23 0.67 n/a n/a n/a 0.66 0.63 0.60 0.56 0.74 0.64 0.56 0.47 0.62 0.57 0.56 0.54 0.64 0.30 0.22 0.13 0.74 0.59 0.44 0.27 0.70 n/a n/a n/a 0.69 0.65 0.61 0.57 0.81 0.70 0.60 0.49 0.64 0.59 0.57 0.55 0.81 0.37 0.28 0.17 0.81 0.70 0.56 0.34 0.76 n/a n/a n/a 0.72 0.67 0.63 0.58 0.90 0.76 0.64 0.52 0.66 0.60 0.58 0.56 0.98 0.46 0.34 0.21 0.90 0.76 0.64 0.41 0.81 n/a n/a n/a 0.74 0.69 0.64 0.59 0.98 0.82 0.68 0.54 0.69 0.61 0.59 0.57 1.00 0.54 0.41 0.24 0.98 0.82 0.68 0.49 0.86 n/a n/a n/a 0.77 0.71 0.66 0.59 1.00 0.87 0.72 0.56 0.70 0.62 0.60 0.57 0.63 0.47 0.28 1.00 0.87 0.72 0.56 0.90 0.70 n/a n/a 0.77 0.71 0.66 0.60 0.88 0.73 0.56 0.71 0.62 0.60 0.57 0.64 0.48 0.29 0.88 0.73 0.56 0.91 0.70 n/a n/a 0.80 0.73 0.67 0.60 0.95 0.77 0.59 0.73 0.64 0.61 0.58 0.73 0.55 0.33 0.95 0.77 0.59 0.95 0.74 n/a n/a 0.82 0.75 0.69 0.61 1.00 0.82 0.61 0.75 0.65 0.62 0.59 0.84 0.63 0.38 1.00 0.82 0.61 0.99 0.77 n/a n/a 0.84 0.76 0.70 0.62 0.84 0.62 0.76 0.65 0.63 0.59 0.89 0.67 0.40 0.84 0.62 1.00 0.79 0.71 n/a 0.88 0.80 0.72 0.63 0.91 0.66 0.79 0.67 0.64 0.60 1.00 0.79 0.47 0.91 0.66 0.83 0.76 n/a 0.93 0.84 0.75 0.65 1.00 0.71 0.83 0.70 0.66 0.62 0.97 0.58 1.00 0.71 0.89 0.81 n/a 0.99 0.88 0.79 0.67 0.76 0.87 0.72 0.68 0.63 1.00 0.69 0.76 0.94 0.86 n/a 1.00 0.91 0.81 0.69 0.80 0.90 0.74 0.70 0.64 0.78 0.80 0.98 0.89 0.75 0.92 0.82 0.69 0.82 0.91 0.75 0.70 0.64 0.81 0.82 0.99 0.90 0.76 0.97 0.85 0.71 0.87 0.95 0.77 0.72 0.66 0.94 0.87 1.00 0.95 0.80 1.00 0.88 0.73 0.93 0.99 0.80 0.74 0.67 1.00 0.93 0.99 0.83 0.91 0.75 0.99 1.00 0.82 0.76 0.69 0.99 1.00 0.87 0.94 0.77 1.00 0.85 0.79 0.70 1.00 0.90 0.98 0.79 0.87 0.81 0.72 0.93 1.00 0.84 0.94 0.87 0.76 1.00 0.96 1.00 0.99 0.85 1 Linear interpolation not permitted 2 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. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence 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-RE 100 Technical Supplement 02/16 29 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 35 -- Load adjustment factors for 1-in. diameter fractional threaded rods in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 1 in Uncracked Concrete Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV Embedment h ef 4 9 12 20 4 9 12 20 4 9 12 20 4 9 12 20 4 9 12 20 4 9 12 20 in (mm) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) 1-3/4 (44) n/a n/a n/a n/a 0.38 0.23 0.17 0.10 n/a n/a n/a n/a 0.08 0.02 0.02 0.01 0.15 0.05 0.04 0.02 n/a n/a n/a n/a 5 (127) 0.62 0.59 0.57 0.54 0.62 0.32 0.24 0.14 0.59 0.54 0.53 0.52 0.37 0.11 0.09 0.05 0.62 0.23 0.17 0.10 n/a n/a n/a n/a 6 (152) 0.64 0.61 0.58 0.55 0.69 0.35 0.26 0.15 0.60 0.55 0.54 0.53 0.48 0.15 0.11 0.07 0.69 0.30 0.22 0.13 n/a n/a n/a n/a 6-1/4 (159) 0.65 0.62 0.59 0.55 0.70 0.36 0.27 0.16 0.61 0.55 0.54 0.53 0.51 0.16 0.12 0.07 0.70 0.32 0.24 0.14 0.65 n/a n/a n/a 7 (178) 0.67 0.63 0.60 0.56 0.75 0.39 0.29 0.17 0.62 0.55 0.55 0.53 0.61 0.19 0.14 0.09 0.75 0.38 0.28 0.17 0.69 n/a n/a n/a 8 (203) 0.69 0.65 0.61 0.57 0.82 0.42 0.31 0.18 0.64 0.56 0.55 0.54 0.74 0.23 0.17 0.10 0.82 0.42 0.31 0.18 0.74 n/a n/a n/a 9 (229) 0.72 0.67 0.63 0.58 0.89 0.46 0.34 0.20 0.65 0.57 0.56 0.54 0.89 0.28 0.21 0.12 0.89 0.46 0.34 0.20 0.78 n/a n/a n/a 10 (254) 0.74 0.69 0.64 0.58 0.97 0.50 0.37 0.21 0.67 0.58 0.56 0.55 1.00 0.32 0.24 0.15 0.97 0.50 0.37 0.21 0.83 n/a n/a n/a 11 (279) 0.76 0.70 0.65 0.59 1.00 0.54 0.40 0.23 0.69 0.59 0.57 0.55 0.37 0.28 0.17 1.00 0.54 0.40 0.23 0.87 n/a n/a n/a 11-1/4 (286) 0.77 0.71 0.66 0.59 0.56 0.41 0.24 0.69 0.59 0.57 0.55 0.38 0.29 0.17 0.56 0.41 0.24 0.88 0.59 n/a n/a 12 (305) 0.79 0.72 0.67 0.60 0.59 0.44 0.26 0.70 0.59 0.58 0.56 0.42 0.32 0.19 0.59 0.44 0.26 0.91 0.61 n/a n/a 13 (330) 0.81 0.74 0.68 0.61 0.64 0.47 0.28 0.72 0.60 0.58 0.56 0.48 0.36 0.22 0.64 0.47 0.28 0.94 0.64 n/a n/a 14 (356) 0.84 0.76 0.69 0.62 0.69 0.51 0.30 0.74 0.61 0.59 0.56 0.53 0.40 0.24 0.69 0.51 0.30 0.98 0.66 n/a n/a 14-1/4 (362) 0.84 0.76 0.70 0.62 0.70 0.52 0.30 0.74 0.61 0.59 0.57 0.55 0.41 0.25 0.70 0.52 0.30 0.99 0.67 0.61 n/a 16 (406) 0.88 0.80 0.72 0.63 0.79 0.58 0.34 0.77 0.63 0.60 0.57 0.65 0.49 0.29 0.79 0.58 0.34 1.00 0.71 0.64 n/a 18 (457) 0.93 0.83 0.75 0.65 0.89 0.65 0.38 0.81 0.64 0.62 0.58 0.78 0.58 0.35 0.89 0.65 0.38 0.75 0.68 n/a 20 (508) 0.98 0.87 0.78 0.67 0.99 0.73 0.43 0.84 0.66 0.63 0.59 0.91 0.68 0.41 0.99 0.73 0.43 0.79 0.72 n/a 22 (559) 1.00 0.91 0.81 0.68 1.00 0.80 0.47 0.88 0.67 0.64 0.60 1.00 0.79 0.47 1.00 0.80 0.47 0.83 0.75 n/a 22-1/4 (565) 0.91 0.81 0.69 0.81 0.47 0.88 0.67 0.64 0.60 0.80 0.48 0.81 0.47 0.84 0.76 0.64 24 (610) 0.94 0.83 0.70 0.87 0.51 0.91 0.69 0.66 0.61 0.90 0.54 0.87 0.51 0.87 0.79 0.66 26 (660) 0.98 0.86 0.72 0.94 0.55 0.94 0.70 0.67 0.62 1.00 0.61 0.94 0.55 0.90 0.82 0.69 28 (711) 1.00 0.89 0.73 1.00 0.60 0.98 0.72 0.68 0.63 0.68 1.00 0.60 0.94 0.85 0.72 30 (762) 0.92 0.75 0.64 1.00 0.74 0.69 0.64 0.75 0.64 0.97 0.88 0.74 36 (914) 1.00 0.80 0.77 0.78 0.73 0.67 0.99 0.77 1.00 0.97 0.81 >48 (1219) 0.90 1.00 0.88 0.81 0.72 1.00 1.00 1.00 0.94 Table 36 -- Load adjustment factors for 1-in. diameter fractional threaded rods in cracked concrete 1,2,3 1 in Cracked Concrete Embedment hef in (mm) Spacing Factor in Tension fAN 4 9 12 20 Edge Distance Factor in Tension fRN 4 9 12 20 Spacing Factor in Shear4 fAV 4 9 12 20 Edge Distance in Shear Toward Edge fRV To Edge fRV 4 9 12 20 4 9 12 20 Conc. Thickness Factor in Shear5 fHV 4 9 12 20 (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) 1-3/4 (44) n/a n/a n/a n/a 0.44 0.42 0.40 0.38 n/a n/a n/a n/a 0.09 0.04 0.03 0.02 0.17 0.08 0.06 0.03 n/a n/a n/a n/a 5 (127) 0.62 0.59 0.57 0.54 0.62 0.56 0.50 0.44 0.59 0.55 0.54 0.53 0.42 0.19 0.14 0.08 0.62 0.37 0.28 0.17 n/a n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 6 (152) 0.64 0.61 0.58 0.55 0.69 0.60 0.53 0.46 0.61 0.57 0.55 0.54 0.55 0.24 0.18 0.11 0.69 0.49 0.37 0.22 n/a n/a n/a n/a 6-1/4 (159) 0.65 0.62 0.59 0.55 0.70 0.61 0.54 0.46 0.62 0.57 0.56 0.54 0.58 0.26 0.19 0.12 0.70 0.52 0.39 0.23 0.68 n/a n/a n/a 7 (178) 0.67 0.63 0.60 0.56 0.75 0.65 0.57 0.47 0.63 0.58 0.56 0.54 0.69 0.31 0.23 0.14 0.75 0.61 0.46 0.28 0.72 n/a n/a n/a 8 (203) 0.69 0.65 0.61 0.57 0.82 0.70 0.60 0.49 0.65 0.59 0.57 0.55 0.84 0.38 0.28 0.17 0.82 0.70 0.56 0.34 0.77 n/a n/a n/a 9 (229) 0.72 0.67 0.63 0.58 0.89 0.75 0.64 0.51 0.67 0.60 0.58 0.56 1.00 0.45 0.34 0.20 0.89 0.75 0.64 0.40 0.82 n/a n/a n/a 10 (254) 0.74 0.69 0.64 0.58 0.97 0.80 0.67 0.53 0.69 0.61 0.59 0.56 0.52 0.39 0.24 0.97 0.80 0.67 0.47 0.86 n/a n/a n/a 11 (279) 0.76 0.70 0.65 0.59 1.00 0.86 0.71 0.55 0.70 0.62 0.60 0.57 0.60 0.45 0.27 1.00 0.86 0.71 0.54 0.90 n/a n/a n/a 11-1/4 (286) 0.77 0.71 0.66 0.59 0.87 0.72 0.56 0.71 0.62 0.60 0.57 0.63 0.47 0.28 0.87 0.72 0.56 0.92 0.70 n/a n/a 12 (305) 0.79 0.72 0.67 0.60 13 (330) 0.81 0.74 0.68 0.61 0.91 0.75 0.57 0.72 0.63 0.61 0.58 0.97 0.79 0.59 0.74 0.64 0.62 0.58 0.69 0.52 0.31 0.78 0.58 0.35 0.91 0.75 0.57 0.95 0.72 n/a n/a 0.97 0.79 0.59 0.98 0.75 n/a n/a 14 (356) 0.84 0.76 0.69 0.62 1.00 0.83 0.62 0.76 0.65 0.63 0.59 0.87 0.65 0.39 1.00 0.83 0.62 1.00 0.78 n/a n/a 14-1/4 (362) 0.84 0.76 0.70 0.62 0.84 0.62 0.77 0.65 0.63 0.59 0.89 0.67 0.40 0.84 0.62 0.79 0.71 n/a 16 (406) 0.88 0.80 0.72 0.63 0.91 0.66 0.80 0.67 0.64 0.60 1.00 0.80 0.48 0.91 0.66 0.83 0.76 n/a 18 (457) 0.93 0.83 0.75 0.65 1.00 0.70 0.83 0.70 0.66 0.61 0.95 0.57 1.00 0.70 0.88 0.80 n/a 20 (508) 0.98 0.87 0.78 0.67 0.75 0.87 0.72 0.68 0.63 1.00 0.67 0.75 0.93 0.85 n/a 22 (559) 1.00 0.91 0.81 0.68 0.80 0.91 0.74 0.70 0.64 0.77 0.80 0.98 0.89 n/a 22-1/4 (565) 0.91 0.81 0.69 0.80 0.91 0.74 0.70 0.64 0.78 0.80 0.98 0.89 0.75 24 (610) 0.94 0.83 0.70 0.85 0.95 0.76 0.71 0.65 0.88 0.85 1.00 0.93 0.78 26 (660) 0.98 0.86 0.72 0.90 0.98 0.78 0.73 0.67 0.99 0.90 0.96 0.81 28 (711) 1.00 0.89 0.73 0.95 1.00 0.80 0.75 0.68 1.00 0.95 1.00 0.84 30 (762) 0.92 0.75 1.00 0.83 0.77 0.69 1.00 0.87 36 (914) 1.00 0.80 0.89 0.82 0.73 0.96 >48 (1219) 0.90 1.00 0.93 0.81 1.00 1 Linear interpolation not permitted 2 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. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0. 30 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 37 -- Load adjustment factors for 1-1/4-in. diameter fractional threaded rods in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 1-1/4 in Uncracked Concrete Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV Embedment h ef 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 in (mm) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) 1-3/4 (44) n/a n/a n/a n/a 0.37 0.22 0.16 0.09 n/a n/a n/a n/a 0.05 0.02 0.01 0.01 0.11 0.03 0.02 0.01 n/a n/a n/a n/a 6-1/4 (159) 0.62 0.59 0.57 0.54 0.63 0.32 0.24 0.14 0.59 0.54 0.53 0.52 0.37 0.11 0.08 0.05 0.63 0.22 0.16 0.10 n/a n/a n/a n/a 7 (178) 0.64 0.60 0.58 0.55 0.67 0.34 0.25 0.15 0.60 0.54 0.53 0.52 0.43 0.13 0.09 0.06 0.67 0.26 0.19 0.11 n/a n/a n/a n/a 8 (203) 0.66 0.62 0.59 0.55 0.72 0.37 0.27 0.16 0.61 0.55 0.54 0.53 0.53 0.16 0.12 0.07 0.72 0.31 0.23 0.14 0.66 n/a n/a n/a 9 (229) 0.68 0.63 0.60 0.56 0.78 0.40 0.29 0.17 0.62 0.55 0.54 0.53 0.63 0.19 0.14 0.08 0.78 0.38 0.28 0.17 0.70 n/a n/a n/a 10 (254) 0.70 0.65 0.61 0.57 0.83 0.43 0.31 0.18 0.64 0.56 0.55 0.54 0.74 0.22 0.16 0.10 0.83 0.43 0.31 0.18 0.74 n/a n/a n/a 11 (279) 0.72 0.66 0.62 0.57 0.89 0.46 0.34 0.20 0.65 0.57 0.55 0.54 0.86 0.25 0.19 0.11 0.89 0.46 0.34 0.20 0.78 n/a n/a n/a 12 (305) 0.74 0.68 0.63 0.58 0.95 0.49 0.36 0.21 0.66 0.57 0.56 0.54 0.98 0.29 0.21 0.13 0.95 0.49 0.36 0.21 0.81 n/a n/a n/a 13 (330) 0.76 0.69 0.64 0.59 1.00 0.52 0.38 0.23 0.68 0.58 0.56 0.55 1.00 0.33 0.24 0.14 1.00 0.52 0.38 0.23 0.84 n/a n/a n/a 14 (356) 0.77 0.71 0.66 0.59 0.56 0.41 0.24 0.69 0.59 0.57 0.55 0.36 0.27 0.16 0.56 0.41 0.24 0.87 0.58 n/a n/a 14-1/4 (362) 0.78 0.71 0.66 0.60 0.57 0.42 0.25 0.69 0.59 0.57 0.55 0.37 0.27 0.16 0.57 0.42 0.25 0.88 0.59 n/a n/a 15 (381) 0.79 0.72 0.67 0.60 0.60 0.44 0.26 0.70 0.59 0.57 0.55 0.40 0.30 0.18 0.60 0.44 0.26 0.91 0.60 n/a n/a 16 (406) 0.81 0.74 0.68 0.61 0.64 0.47 0.28 0.72 0.60 0.58 0.56 0.45 0.33 0.20 0.64 0.47 0.28 0.94 0.62 n/a n/a 17 (432) 0.83 0.75 0.69 0.61 0.68 0.50 0.29 0.73 0.60 0.58 0.56 0.49 0.36 0.21 0.68 0.50 0.29 0.96 0.64 n/a n/a 18 (457) 0.85 0.77 0.70 0.62 0.72 0.53 0.31 0.75 0.61 0.59 0.56 0.53 0.39 0.23 0.72 0.53 0.31 0.99 0.66 0.60 n/a 20 (508) 0.89 0.80 0.72 0.63 0.80 0.59 0.35 0.77 0.62 0.60 0.57 0.62 0.46 0.27 0.80 0.59 0.35 1.00 0.70 0.63 n/a 22 (559) 0.93 0.83 0.74 0.65 0.88 0.65 0.38 0.80 0.63 0.61 0.58 0.72 0.53 0.32 0.88 0.65 0.38 0.73 0.66 n/a 24 (610) 0.97 0.86 0.77 0.66 0.96 0.71 0.42 0.83 0.65 0.62 0.58 0.82 0.60 0.36 0.96 0.71 0.42 0.76 0.69 n/a 26 (660) 1.00 0.89 0.79 0.67 1.00 0.77 0.45 0.86 0.66 0.63 0.59 0.92 0.68 0.41 1.00 0.77 0.45 0.79 0.72 n/a 28 (711) 0.91 0.81 0.69 0.83 0.48 0.88 0.67 0.64 0.60 1.00 0.76 0.45 0.83 0.48 0.82 0.74 0.63 30 (762) 0.94 0.83 0.70 0.89 0.52 0.91 0.68 0.65 0.61 0.84 0.50 0.89 0.52 0.85 0.77 0.65 36 (914) 1.00 0.90 0.74 1.00 0.62 0.99 0.72 0.68 0.63 1.00 0.66 1.00 0.62 0.94 0.84 0.71 >48 (1219) 1.00 0.82 0.83 1.00 0.79 0.74 0.67 1.00 0.83 1.00 0.97 0.82 Table 38 -- Load adjustment factors for 1-1/4-in. diameter fractional threaded rods in cracked concrete 1,2,3 1-1/4 in Cracked Concrete Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Conc. Thickness Factor in Shear5 fHV Embedment hef 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 in (mm) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) 1-3/4 (44) n/a n/a n/a n/a 0.42 0.40 0.39 0.37 n/a n/a n/a n/a 0.07 0.03 0.02 0.01 0.13 0.06 0.04 0.03 n/a n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 6-1/4 (159) 0.62 0.59 0.57 0.54 0.63 0.56 0.50 0.44 0.60 0.56 0.55 0.53 0.44 0.20 0.15 0.09 0.87 0.39 0.29 0.18 n/a n/a n/a n/a 7 (178) 0.64 0.60 0.58 0.55 0.67 0.58 0.52 0.45 0.61 0.56 0.55 0.54 0.52 0.23 0.17 0.10 0.95 0.46 0.35 0.21 n/a n/a n/a n/a 8 (203) 0.66 0.62 0.59 0.55 0.72 0.62 0.55 0.46 0.62 0.57 0.56 0.54 0.64 0.28 0.21 0.13 1.00 0.56 0.42 0.25 0.70 n/a n/a n/a 9 (229) 0.68 0.63 0.60 0.56 0.78 0.66 0.57 0.48 0.64 0.58 0.57 0.55 0.76 0.34 0.25 0.15 0.66 0.51 0.30 0.74 n/a n/a n/a 10 (254) 0.70 0.65 0.61 0.57 0.83 0.70 0.60 0.49 0.65 0.59 0.57 0.55 0.89 0.39 0.30 0.18 0.70 0.59 0.36 0.78 n/a n/a n/a 11 (279) 0.72 0.66 0.62 0.57 0.89 0.74 0.63 0.51 0.67 0.60 0.58 0.56 1.00 0.46 0.34 0.20 0.74 0.63 0.41 0.82 n/a n/a n/a 12 (305) 0.74 0.68 0.63 0.58 0.95 0.78 0.66 0.53 0.68 0.61 0.59 0.56 0.52 0.39 0.23 0.78 0.66 0.47 0.86 n/a n/a n/a 13 (330) 0.76 0.69 0.64 0.59 1.00 0.82 0.69 0.54 0.70 0.62 0.60 0.57 0.59 0.44 0.26 0.82 0.69 0.53 0.89 n/a n/a n/a 14 (356) 0.77 0.71 0.66 0.59 0.87 0.72 0.56 0.72 0.63 0.60 0.57 0.65 0.49 0.29 0.87 0.72 0.56 0.93 0.71 n/a n/a 14-1/4 (362) 0.78 0.71 0.66 0.60 0.88 0.73 0.56 0.72 0.63 0.61 0.58 0.67 0.50 0.30 0.88 0.73 0.56 0.94 0.71 n/a n/a 15 (381) 0.79 0.72 0.67 0.60 0.91 0.75 0.57 0.73 0.63 0.61 0.58 0.73 0.54 0.33 0.91 0.75 0.57 0.96 0.73 n/a n/a 16 (406) 0.81 0.74 0.68 0.61 0.96 0.78 0.59 0.75 0.64 0.62 0.58 0.80 0.60 0.36 0.96 0.78 0.59 0.99 0.76 n/a n/a 17 (432) 0.83 0.75 0.69 0.61 1.00 0.81 0.61 0.76 0.65 0.63 0.59 0.87 0.66 0.39 1.00 0.81 0.61 1.00 0.78 n/a n/a 18 (457) 0.85 0.77 0.70 0.62 0.85 0.62 0.78 0.66 0.63 0.59 0.95 0.71 0.43 0.85 0.62 0.80 0.73 n/a 20 (508) 0.89 0.80 0.72 0.63 0.91 0.66 0.81 0.68 0.65 0.61 1.00 0.84 0.50 0.91 0.66 0.85 0.77 n/a 22 (559) 0.93 0.83 0.74 0.65 0.98 0.69 0.84 0.70 0.66 0.62 0.97 0.58 0.98 0.69 0.89 0.81 n/a 24 (610) 0.97 0.86 0.77 0.66 1.00 0.73 0.87 0.72 0.68 0.63 1.00 0.66 1.00 0.73 0.93 0.84 n/a 26 (660) 1.00 0.89 0.79 0.67 0.77 0.90 0.73 0.69 0.64 0.74 0.77 0.97 0.88 n/a 28 (711) 0.91 0.81 0.69 0.81 0.93 0.75 0.71 0.65 0.83 0.81 1.00 0.91 0.77 30 (762) 0.94 0.83 0.70 0.85 0.96 0.77 0.72 0.66 0.92 0.85 0.94 0.79 36 (914) 1.00 0.90 0.74 0.97 1.00 0.82 0.77 0.69 1.00 0.97 1.00 0.87 >48 (1219) 1.00 0.82 1.00 1.00 0.93 0.86 0.75 1.00 1.00 1 Linear interpolation not permitted 2 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. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence 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-RE 100 Technical Supplement 02/16 31 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system 2.4.10 canadian limit State design Limit State Design of anchors is described in the provisions of CSA A23.3 -14 (2014) Annex D for post-installed anchors tested and assessed in accordance with ACI 355.2 for mechanical anchors and ACI 355.4 for adhesive anchors. This section contains the Limit State Design tables with unfactored characteristic loads that are based on the published loads in ICC Evaluation Services ESR-3829. These tables are followed by factored resistance tables. The factored resistance tables have characteristic design loads that are prefactored by the applicable reduction factors for a single anchor with no anchor-to-anchor spacing or edge distance adjustments for the convenience of the user of this document. All the figures in the previous ACI 318-14 Chapter 17 design section are applicable to Limit State Design and the tables will reference these figures. For a detailed explanation of the tables developed in accordance with CSA A23.3-14 (2014) Annex D, refer to Section 3.1.8. Technical assistance is available by contacting Hilti Canada at (800) 363-4458 or at www.hilti.ca Table 39 -- Specifications for CA Rebar installed with HIT-RE 100 Setting information Nominal bit diameter Effective Embedment minimum maximum Minimum Concrete Thickness Symbol d o hef,min hef,max hmin Units in. mm mm mm. 10 M 9/16 60 226 hef + 30 15 M 3/4 80 320 Rebar Size 20 M 1 25 M 1-1/4 90 100 390 504 hef + 2do 30 M 1-1/2 120 598 Table 40 -- Specifications for CA Rebar installed with HIT-RE 100 CSA-G30.18 Grade 4002 Rebar Size Tensile3 Nsar lb (kN) Shear4 Vsar lb (kN) Seismic shear5 Vsar,eq lb (kN) 10 M 7,245 4.035 2.825 (32.2) 17.9) (12.6) 15 M 14,525 8,090 5,665 (64.6) (36.0) (25.2) 20 M 21,570 12,020 8,415 (95.9) (53.5) (37.4) 25 M 36,025 20,070 14,050 (160.2) (89.3) (62.5) 30 M 50,715 28,255 19,780 (225.6) (125.7) (88.0) 1 See Section 3.1.8.6 to convert design strength value to ASD value. 2 CSA-G30.18 Grade 400 rebar are considered ductile steel elements. 3 Tensile = Ase,N s R as noted in CSA A23.3-14 Annex D 4 Shear = Ase,V s 0.60 futa R as noted in CSA A23.3-14 Annex D. 5 Seismic Shear = V,seis Vsar : Reduction factor for seismic shear only. See section 3.1.8.7 for additional information on seismic applications. 32 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 41 -- Hilti HIT-RE 100 adhesive design information with CA rebar in hammer drilled holes in accordance with CSA A23.3-14 Annex D 1,9 Design parameter Symbol Units 10 M 15 M Rebar Size 20 M 25 M 30 M Ref A23.3-14 Anchor O.D. Effective minimum embedment 2 Effective maximum embedment 2 Minimum concrete thickness 2 Critical edge distance Minimum edge distance Minimum anchor spacing Coeff. for factored conc. breakout resistance, uncracked concrete da hef hef hmin cac c3 min smin k4 c,uncr mm 11.3 16.0 19.5 25.2 mm 60 80 90 101 mm 226 320 390 504 mm hef + 30 mm hef + 2d0 See ESR-3187, section 4.1.10 mm 57 80 98 126 mm 57 80 98 126 - 10 29.9 120 598 150 150 D.6.2.2 Coeff. for factored conc. breakout resistance, cracked concrete k4 c,cr - 7 D.6.2.2 Concrete material resistance factor c - Resistance modification factor for tension and shear, concrete failure modes, Condition B 5 Rconc - 0.65 8.4.2 1.00 D.5.3 (c ) Dry Concrete Temp. range A 6 Characteristic bond stress in cracked concrete 7,8 Characteristic bond stress in uncracked concrete 7,8 Anchor category, dry concrete Resistance modification factor psi 476 476 476 476 416 cr (MPa) (3.3) (3.3) (3.3) (3.3) D.6.5.2 (2.9 psi 1,272 1,204 1,156 1,100 1,056 uncr (MPa) (8.8) (8.3) (8.0) (7.6) D.6.5.2 (7.3 - - 2 2 2 2 2 D.5.3 (c) Rdry - 0.85 0.85 0.85 0.85 0.85 Water Saturated Concrete Temp. range A 6 Characteristic bond stress in cracked concrete 7,8 Characteristic bond stress in uncracked concrete 7,8 Anchor category, water-saturated concrete Resistance modification factor psi 424 420 405 cr (MPa) (2.9) (2.9) (2.8) psi 1,133 1,061 986 uncr (MPa) (7.8) (7.3) (6.8) - - 3 3 3 Rws - 0.75 0.75 0.75 Water-Filled Hole 360 (2.5) 878 (6.1) 3 0.75 319 D.6.5.2 (2.2 803 D.6.5.2 (5.5) 3 D.5.3 (c) 0.75 Temp. range A 6 Characteristic bond stress in cracked concrete 7,8 Characteristic bond stress in uncracked concrete 7,8 Anchor category, water-filled hole Resistance modification factor psi 424 420 405 cr (MPa) (2.9) (2.9) (2.8) psi 1,133 1,061 986 uncr (MPa) (7.8) (7.3) (6.8) - - 3 3 3 Rwf - 0.75 0.75 0.75 Underwater Application 360 (2.5) 878 (6.1) 3 0.75 319 D.6.5.2 (2.2) 803 D.6.5.2 (5.5) 3 D.5.3 (c) 0.75 Temp. Characteristic bond stress in cracked concrete 7,8 psi 424 420 405 360 319 cr (MPa) (2.9) (2.9) (2.8) (2.5) D.6.5.2 (2.2) range A 6 Characteristic bond stress in psi 1,133 1,061 986 878 803 uncracked concrete 7,8 uncr (MPa) (7.8) (7.3) (6.8) (6.1) D.6.5.2 (5.5) Anchor category, underwater Resistance modification factor - - 3 3 3 3 3 D.5.3 (c) Ruw - 0.75 0.75 0.75 0.75 0.75 1 Design information in this table is taken from ICC-ES ESR-3829, dated January, 2016, table 32 and 33, and converted for use with CSA A23.3-14 Annex D. 2 See igure 2. 3 Minimum edge distance may be reduced to 45mm provided rebar remains untorqued. See ESR-3829 section 4.1.9. 4 For all design cases, c,N = 1.0. The appropriate coeficient for breakout resistance for cracked concrete (kc,cr) or uncracked concrete (kc,uncr) must be used. 5 For use with the load combinations of CSA A23.3-14 chapter 8. Condition B applies where supplementary reinforcement in conformance with CSA A23.3-14 section D.5.3 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be veriied, the resistance modiication factors associated with Condition A may be used. 6 Temperature range A: Max. short term temperature = 130°F (55°C), max. long term temperature = 110°F (43°C). 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 signiicant periods of time. 7 Bond strength values corresponding to concrete compressive strength fc = 2,500 psi (17.2 MPa). For concrete compressive strength, fc, between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (fc/2,500)0.1 [for SI: (fc / 17.2)0.1]. 8 Bond strength values are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased by 40 percent. 9 For structures assigned to Seismic Design Categories C, D, E, or F, bond strength values must be multiplied by N,seis = 0.9. 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-RE 100 Technical Supplement 02/16 33 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 42 -- Hilti HIT-RE 100 adhesive factored resistance with concrete / bond failure for CA rebar in uncracked concrete 1,2,3,4,5,6,7,8,9,10 Rebar Size 10 M 15 M 20 M 25 M 30 M Effective Embedment Depth in. (mm) 4-1/2 (115) 7-1/16 (180) 8-7/8 (226) 5-11/16 (145) 9-13/16 (250) 12-5/8 (320) 7-7/8 (200) 14 (355) 15-3/8 (390) 9-1/16 (230) 15-15/16 (405) 19-13/16 (504) 10-1/4 (260) 17-15/16 (455) 23-9/16 (598) fc = 20 MPa (2,900 psi) lb (kN) 4,515 (20.1) 7,070 (31.4) 8,875 (39.5) 7,630 (33.9) 13,155 (58.5) 16,840 (74.9) 12,315 (54.8) 21,865 (97.2) 24,020 (106.8) 17,420 (77.5) 30,670 (136.4) 38,170 (169.8) 22,430 (99.8) 39,250 (174.6) 51,585 (229.5) Tension -- Nr fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) 4,620 4,705 (20.5) (20.9) 7,230 7,360 (32.2) (32.7) 9,075 9,240 (40.4) (41.1) 7,805 7,945 (34.7) (35.3) 13,455 13,700 (59.8) (60.9) 17,220 17,540 (76.6) (78.0) 12,595 12,825 (56.0) (57.1) 22,355 22,765 (99.4) (101.3) 24,560 25,010 (109.2) (111.3) 17,810 18,140 (79.2) (80.7) 31,365 31,940 (139.5) (142.1) 39,030 39,750 (173.6) (176.8) 22,935 23,355 (102.0) (103.9) 40,135 40,875 (178.5) (181.8) 52,750 (234.6) 53,720 (239.0) fc = 40 MPa (5,800 psi) lb (kN) 4,840 (21.5) 7,575 (33.7) 9,510 (42.3) 8,180 (36.4) 14,100 (62.7) 18,050 (80.3) 13,200 (58.7) 23,430 (104.2) 25,740 (114.5) 18,670 (83.0) 32,870 (146.2) 40,910 (182.0) 24,040 (106.9) 42,065 (187.1) 55,285 (245.9) fc = 20 MPa (2,900 psi) lb (kN) 9,030 (40.2) 14,135 (62.9) 17,750 (79.0) 15,260 (67.9) 26,315 (117.1) 33,685 (149.8) 24,635 (109.6) 43,725 (194.5) 48,035 (213.7) 34,835 (155.0) 61,340 (272.9) 76,335 (339.6) 44,855 (199.5) 78,500 (349.2) 103,170 (458.9) Shear -- Vr fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) 9,235 9,405 (41.1) (41.8) 14,455 14,720 (64.3) (65.5) 18,150 18,485 (80.7) (82.2) 15,605 15,895 (69.4) (70.7) 26,910 27,405 (119.7) (121.9) 34,445 35,075 (153.2) 25,190 (156.0) 25,655 (112.0) (114.1) 44,710 45,535 (198.9) (202.5) 49,120 50,025 (218.5) (222.5) 35,620 36,280 (158.5) (161.4) 62,725 63,880 (279.0) (284.2) 78,060 79,495 (347.2) (353.6) 45,870 46,710 (204.0) (207.8) 80,270 81,745 (357.1) (363.6) 105,495 (469.3) 107,435 (477.9) fc = 40 MPa (5,800 psi) lb (kN) 9,680 (43.1) 15,150 (67.4) 19,025 (84.6) 16,360 (72.8) 28,205 (125.5) 36,100 (160.6) 26,400 (117.4) 46,865 (208.5) 51,485 (229.0) 37,335 (166.1) 65,745 (292.4) 81,815 (363.9) 48,075 (213.8) 84,130 (374.2) 110,575 (491.9) 1 See Section 2.4.1 for explanation on development of load values. 2 See Section 2.4.4 to convert design strength 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 5-20 as necessary. Compare to the steel values in table 40. The lesser of the values is to be used for the design. 5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C). 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 signiicant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.6 8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by a as follows: For sand-lightweight, a = 0.51. For all-lightweight, a = 0.45. 9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted. 10 Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete. 34 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-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 43 -- Hilti HIT-RE 100 adhesive factored resistance with concrete / bond failure for CA rebar in cracked concrete 1,2,3,4,5,6,7,8,9,10 Rebar Size 10 M 15 M 20 M 25 M 30 M Effective Embedment Depth in. (mm) 4-1/2 (115) 7-1/16 (180) 8-7/8 (226) 5-11/16 (145) 9-13/16 (250) 12-5/8 (320) 7-7/8 (200) 14 (355) 15-3/8 (390) 9-1/16 (230) 15-15/16 (405) 19-13/16 (504) 10-1/4 (260) 17-15/16 (455) 23-9/16 (598) fc = 20 MPa (2,900 psi) lb (kN) 1,690 (7.5) 2,645 (11.8) 3,320 (14.8) 3,015 (13.4) 5,200 (23.1) 6,660 (29.6) 5,070 (22.6) 9,000 (40.0) 9,890 (44.0) 7,535 (33.5) 13,270 (59.0) 16,515 (73.5) 8,835 (39.3) 15,460 (68.8) 20,320 (90.4) Tension -- Nr fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) 1,730 (7.7) 1,760 (7.8) 2,705 2,755 (12.0) (12.3) 3,395 3,460 (15.1) (15.4) 3,085 3,140 (13.7) (14.0) 5,320 5,415 (23.7) (24.1) 6,810 6,935 (30.3) (30.8) 5,185 5,280 (23.1) (23.5) 9,205 (40.9) 9,375 (41.7) 10,115 10,300 (45.0) (45.8) 7,705 7,850 (34.3) (34.9) 13,570 13,820 (60.4) (61.5) 16,890 17,200 (75.1) (76.5) 9,035 9,200 (40.2) (40.9) 15,810 16,100 (70.3) (71.6) 20,780 21,160 (92.4) (94.1) fc = 40 MPa (5,800 psi) lb (kN) 1,810 (8.1) 2,835 (12.6) 3,560 (15.8) 3,235 (14.4) 5,575 (24.8) 7,135 (31.7) 5,435 (24.2) 9,650 (42.9) 10,600 (47.1) 8,080 (35.9) 14,225 (63.3) 17,700 (78.7) 9,470 (42.1) 16,570 (73.7) 21,780 (96.9) fc = 20 MPa (2,900 psi) lb (kN) 3,380 (15.0) 5,290 (23.5) 6,640 (29.5) 6,035 (26.8) 10,405 (46.3) 13,315 (59.2) 10,145 (45.1) 18,005 (80.1) 19,780 (88.0) 15,075 (67.1) 26,545 (118.1) 33,035 (146.9) 17,670 (78.6) 30,925 (137.6) 40,640 (180.8) Shear -- Vr fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) 3,455 3,520 (15.4) (15.7) 5,410 5,510 (24.1) (24.5) 6,790 6,915 (30.2) (30.8) 6,170 6,285 (27.4) (28.0) 10,640 10,835 (47.3) (48.2) 13,615 13,865 (60.6) 10,370 (61.7) 10,565 (46.1) (47.0) 18,410 18,750 (81.9) (83.4) 20,225 20,600 (90.0) 15,415 (91.6) 15,700 (68.6) (69.8) 27,145 27,645 (120.7) (123.0) 33,780 34,400 (150.3) (153.0) 18,070 18,400 (80.4) (81.9) 31,620 32,205 (140.7) (143.2) 41,560 42,325 (184.9) (188.3) fc = 40 MPa (5,800 psi) lb (kN) 3,620 (16.1) 5,670 (25.2) 7,120 (31.7) 6,465 (28.8) 11,150 (49.6) 14,270 (63.5) 10,870 (48.4) 19,295 (85.8) 21,200 (94.3) 16,155 (71.9) 28,450 (126.5) 35,405 (157.5) 18,940 (84.2) 33,145 (147.4) 43,560 (193.8) 1 See Section 2.4.1 for explanation on development of load values. 2 See Section 2.4.4 to convert design strength 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 5-20 as necessary. Compare to the steel values in table 40. The lesser of the values is to be used for the design. 5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C). 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 signiicant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.6 8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by a as follows: For sand-lightweight, a = 0.51. For all-lightweight, a = 0.45. 9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted. 10 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by seis = 0.675. See section 2.4.5 for additional information on seismic 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-RE 100 Technical Supplement 02/16 35 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 45 -- Load adjustment factors for 10M rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 10 M Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 2-3/16 (55) 3 (76) 4 (102) 5 (127) 5-11/16 (145) 6 (152) 7 (178) 8 (203) 8-1/4 (210) 9 (229) 10-1/16 (256) 11 (279) 12 (305) 14 (356) 16 (406) 18 (457) 24 (610) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV 4-1/2 7-1/16 8-7/8 (115) (180) (226) n/a n/a n/a 0.58 0.55 0.54 0.61 0.57 0.56 0.65 0.59 0.57 0.68 0.62 0.59 0.71 0.63 0.61 0.72 0.64 0.61 0.76 0.66 0.63 0.79 0.69 0.65 0.80 0.69 0.65 0.83 0.71 0.67 0.87 0.74 0.69 0.90 0.76 0.71 0.94 0.78 0.72 1.00 0.83 0.76 0.88 0.80 0.92 0.84 1.00 0.95 1.00 4-1/2 7-1/16 8-7/8 (115) (180) (226) 0.25 0.16 0.12 0.28 0.17 0.13 0.33 0.20 0.16 0.39 0.24 0.19 0.46 0.29 0.23 0.53 0.33 0.26 0.56 0.35 0.27 0.65 0.40 0.32 0.74 0.46 0.36 0.77 0.48 0.38 0.84 0.52 0.41 0.94 0.58 0.46 1.00 0.63 0.50 0.69 0.54 0.81 0.64 0.92 0.73 1.00 0.82 1.00 4-1/2 7-1/16 8-8/9 (115) (180) (226) n/a n/a n/a 0.54 0.53 0.53 0.56 0.54 0.54 0.58 0.56 0.55 0.60 0.57 0.56 0.61 0.58 0.57 0.61 0.59 0.57 0.63 0.60 0.59 0.65 0.61 0.60 0.66 0.62 0.60 0.67 0.63 0.61 0.69 0.64 0.62 0.71 0.66 0.63 0.73 0.67 0.65 0.77 0.70 0.67 0.81 0.73 0.70 0.84 0.76 0.72 0.96 0.84 0.79 1.00 0.93 0.87 1.00 0.94 1.00 Edge Distance in Shear Toward Edge fRV 4-1/2 7-1/16 8-7/8 To Edge fRV 4-1/2 7-1/16 8-7/8 (115) (180) (226) (115) (180) (226) 0.09 0.06 0.05 0.18 0.12 0.09 0.12 0.08 0.06 0.25 0.16 0.13 0.20 0.13 0.10 0.33 0.20 0.16 0.31 0.20 0.16 0.39 0.24 0.19 0.43 0.28 0.22 0.46 0.29 0.23 0.53 0.34 0.27 0.53 0.33 0.26 0.57 0.37 0.29 0.56 0.35 0.27 0.72 0.46 0.37 0.65 0.40 0.32 0.88 0.56 0.45 0.74 0.46 0.36 0.92 0.59 0.47 0.77 0.48 0.38 1.00 0.67 0.53 0.84 0.52 0.41 0.80 0.63 0.94 0.58 0.46 0.91 0.72 1.00 0.63 0.50 1.00 0.82 0.69 0.54 1.00 0.81 0.64 0.92 0.73 1.00 0.82 1.00 Concrete Thickness Factor in Shear5 fHV 4-1/2 7-1/16 8-7/8 (115) (180) (226) 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 n/a n/a 0.68 n/a n/a 0.73 n/a n/a 0.78 n/a n/a 0.80 0.69 n/a 0.83 0.71 n/a 0.88 0.76 0.70 0.92 0.79 0.73 0.96 0.83 0.77 1.00 0.89 0.83 0.95 0.88 1.00 0.94 1.00 Table 46 -- Load adjustment factors for 10M rebar in cracked concrete 1,2,3 10 M Uncracked Concrete Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) Embedment hef in (mm) 1-3/4 (44) 2-3/16 (55) 3 (76) 4 (102) 5 (127) 5-11/16 (145) 6 (152) 7 (178) 8 (203) 8-1/4 (210) 9 (229) 10-1/16 (256) 11 (279) 12 (305) 14 (356) 16 (406) 18 (457) 24 (610) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV 4-1/2 7-1/16 8-7/8 (115) (180) (226) n/a n/a n/a 0.58 0.55 0.54 0.61 0.57 0.56 0.65 0.59 0.57 0.68 0.62 0.59 0.71 0.63 0.61 0.72 0.64 0.61 0.76 0.66 0.63 0.79 0.69 0.65 0.80 0.69 0.65 0.83 0.71 0.67 0.87 0.74 0.69 0.90 0.76 0.71 0.94 0.78 0.72 1.00 0.83 0.76 0.88 0.80 0.92 0.84 4-1/2 7-1/16 8-7/8 (115) (180) (226) 0.49 0.44 0.42 0.52 0.46 0.43 0.60 0.50 0.47 0.70 0.56 0.51 0.80 0.62 0.56 0.88 0.66 0.59 0.91 0.68 0.61 1.00 0.74 0.65 0.81 0.70 0.83 0.72 0.88 0.76 0.96 0.81 1.00 0.86 0.92 1.00 4-1/2 7-1/16 8-8/9 (115) (180) (226) n/a n/a n/a 0.56 0.55 0.54 0.59 0.57 0.56 0.62 0.59 0.58 0.65 0.61 0.59 0.67 0.62 0.61 0.68 0.63 0.61 0.71 0.65 0.63 0.74 0.67 0.65 0.74 0.68 0.66 0.77 0.70 0.67 0.80 0.72 0.69 0.82 0.74 0.71 0.85 0.76 0.73 0.91 0.81 0.76 0.97 0.85 0.80 1.00 0.89 0.84 1.00 0.95 1.00 0.95 1.00 1.00 Edge Distance in Shear Toward Edge fRV 4-1/2 7-1/16 8-7/8 To Edge fRV 4-1/2 7-1/16 8-7/8 (115) (180) (226) (115) (180) (226) 0.17 0.11 0.09 0.34 0.22 0.17 0.24 0.15 0.12 0.47 0.30 0.24 0.39 0.25 0.20 0.60 0.49 0.39 0.59 0.38 0.30 0.70 0.56 0.51 0.83 0.53 0.42 0.80 0.62 0.56 1.00 0.65 0.52 0.88 0.66 0.59 0.70 0.56 0.91 0.68 0.61 0.88 0.70 1.00 0.74 0.65 1.00 0.85 0.81 0.70 0.90 0.83 0.72 1.00 0.88 0.76 0.96 0.81 1.00 0.86 0.92 1.00 Concrete Thickness Factor in Shear5 fHV 4-1/2 7-1/16 8-7/8 (115) (180) (226) 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 0.82 n/a n/a 0.84 n/a n/a 0.91 n/a n/a 0.97 n/a n/a 0.99 0.85 n/a 1.00 0.89 n/a 0.94 0.87 0.98 0.91 1.00 0.95 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from CSA A23.3-14 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0. 36 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 47 -- Load adjustment factors for 15M rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 15 M Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 3-1/8 (80) 4 (102) 5 (127) 6 (152) 7 (178) 7-1/4 (184) 8 (203) 9 (229) 10 (254) 11-3/8 (289) 12 (305) 14-1/8 (359) 16 (406) 18 (457) 20 (508) 22 (559) 24 (610) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 5-11/16 9-13/16 12-5/8 (145) (250) (320) n/a n/a n/a 0.59 0.55 0.54 0.62 0.57 0.55 0.65 0.58 0.57 0.68 0.60 0.58 0.70 0.62 0.59 0.71 0.62 0.60 0.73 0.64 0.61 0.76 0.65 0.62 0.79 0.67 0.63 0.83 0.69 0.65 0.85 0.70 0.66 0.91 0.74 0.69 0.97 0.77 0.71 1.00 0.80 0.74 0.84 0.76 0.87 0.79 0.91 0.82 1.00 0.90 0.98 1.00 Edge Distance Factor in Tension fRN 5-11/16 9-13/16 12-5/8 (145) (250) (320) 0.25 0.14 0.11 0.32 0.18 0.14 0.36 0.20 0.16 0.41 0.23 0.18 0.47 0.26 0.20 0.53 0.30 0.23 0.55 0.31 0.24 0.60 0.34 0.26 0.68 0.38 0.29 0.75 0.42 0.33 0.86 0.48 0.37 0.90 0.51 0.39 1.00 0.60 0.46 0.68 0.52 0.76 0.59 0.84 0.65 0.93 0.72 1.00 0.78 0.98 1.00 Spacing Factor in Shear4 fAV 5-11/16 9-13/16 12-5/8 (145) (250) (320) n/a n/a n/a 0.55 0.53 0.53 0.56 0.54 0.54 0.58 0.55 0.54 0.59 0.56 0.55 0.61 0.57 0.56 0.61 0.58 0.56 0.62 0.58 0.57 0.64 0.59 0.58 0.65 0.61 0.59 0.67 0.62 0.60 0.68 0.63 0.61 0.71 0.65 0.63 0.74 0.67 0.64 0.77 0.69 0.66 0.80 0.71 0.68 0.83 0.73 0.70 0.86 0.75 0.71 0.95 0.82 0.77 1.00 0.88 0.82 1.00 0.93 Edge Distance in Shear Toward Edge fRV To Edge fRV 5-11/16 9-13/16 12-5/8 5-11/16 9-13/16 12-5/8 (145) (250) (320) (145) (250) (320) 0.06 0.04 0.03 0.13 0.07 0.06 0.15 0.09 0.07 0.31 0.18 0.14 0.22 0.13 0.10 0.36 0.20 0.16 0.31 0.18 0.14 0.41 0.23 0.18 0.40 0.23 0.18 0.47 0.26 0.20 0.51 0.29 0.23 0.53 0.30 0.23 0.53 0.31 0.24 0.55 0.31 0.24 0.62 0.36 0.28 0.60 0.34 0.26 0.74 0.43 0.34 0.68 0.38 0.29 0.87 0.50 0.39 0.75 0.42 0.33 1.00 0.61 0.48 0.86 0.48 0.37 0.66 0.52 0.90 0.51 0.39 0.84 0.66 1.00 0.60 0.46 1.00 0.79 0.68 0.52 0.95 0.76 0.59 1.00 0.84 0.65 0.93 0.72 1.00 0.78 0.98 1.00 Concrete Thickness Factor in Shear5 fHV 5-11/16 9-13/16 12-5/8 (145) (250) (320) 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 0.66 n/a n/a 0.70 n/a n/a 0.74 n/a n/a 0.78 n/a n/a 0.83 0.69 n/a 0.85 0.71 n/a 0.93 0.77 0.71 0.98 0.82 0.76 1.00 0.87 0.80 0.92 0.85 0.96 0.89 1.00 0.93 1.00 Table 48 -- Load adjustment factors for 15M rebar in cracked concrete 1,2,3 15 M Uncracked Concrete Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) Embedment hef in (mm) 1-3/4 (44) 3-1/8 (80) 4 (102) 5 (127) 6 (152) 7 (178) 7-1/4 (184) 8 (203) 9 (229) 10 (254) 11-3/8 (289) 12 (305) 14-1/8 (359) 16 (406) 18 (457) 20 (508) 22 (559) 24 (610) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 5-11/16 9-13/16 12-5/8 (145) (250) (320) n/a n/a n/a 0.59 0.55 0.54 0.62 0.57 0.55 0.65 0.58 0.57 0.68 0.60 0.58 0.70 0.62 0.59 0.71 0.62 0.60 0.73 0.64 0.61 0.76 0.65 0.62 0.79 0.67 0.63 0.83 0.69 0.65 0.85 0.70 0.66 0.91 0.74 0.69 0.97 0.77 0.71 1.00 0.80 0.74 0.84 0.76 0.87 0.79 0.91 0.82 1.00 0.90 0.98 1.00 Edge Distance Factor in Tension fRN 5-11/16 9-13/16 12-5/8 (145) (250) (320) 0.46 0.41 0.40 0.55 0.46 0.44 0.62 0.50 0.46 0.69 0.54 0.49 0.77 0.58 0.52 0.86 0.62 0.56 0.88 0.63 0.56 0.95 0.66 0.59 1.00 0.71 0.62 0.76 0.66 0.82 0.71 0.86 0.73 0.97 0.81 1.00 0.88 0.96 1.00 Spacing Factor in Shear4 fAV 5-11/16 9-13/16 12-5/8 (145) (250) (320) n/a n/a n/a 0.57 0.55 0.54 0.59 0.56 0.55 0.61 0.58 0.57 0.63 0.59 0.58 0.66 0.61 0.59 0.66 0.61 0.60 0.68 0.63 0.61 0.70 0.64 0.62 0.72 0.66 0.63 0.76 0.68 0.65 0.77 0.69 0.66 0.82 0.72 0.69 0.86 0.75 0.71 0.90 0.78 0.74 0.95 0.81 0.77 0.99 0.84 0.79 1.00 0.88 0.82 0.97 0.90 1.00 0.98 1.00 Edge Distance in Shear Toward Edge fRV To Edge fRV 5-11/16 9-13/16 12-5/8 5-11/16 9-13/16 12-5/8 (145) (250) (320) (145) (250) (320) 0.11 0.07 0.05 0.23 0.13 0.10 0.28 0.16 0.13 0.55 0.32 0.25 0.40 0.23 0.18 0.62 0.46 0.36 0.55 0.32 0.25 0.69 0.54 0.49 0.73 0.42 0.33 0.77 0.58 0.52 0.92 0.53 0.42 0.86 0.62 0.56 0.96 0.56 0.44 0.88 0.63 0.56 1.00 0.65 0.51 0.95 0.66 0.59 0.78 0.61 1.00 0.71 0.62 0.91 0.71 0.76 0.66 1.00 0.86 0.82 0.71 0.93 0.86 0.73 1.00 0.97 0.81 1.00 0.88 0.96 1.00 Concrete Thickness Factor in Shear5 fHV 5-11/16 9-13/16 12-5/8 (145) (250) (320) 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 0.81 n/a n/a 0.85 n/a n/a 0.90 n/a n/a 0.95 n/a n/a 1.00 0.84 n/a 0.87 n/a 0.94 0.87 1.00 0.92 0.98 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from CSA A23.3-14 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence 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-RE 100 Technical Supplement 02/16 37 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 49 -- Load adjustment factors for 20M rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 20 M Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 3-7/8 (98) 4 (102) 5 (127) 6 (152) 7 (178) 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 7-7/8 14 15-3/8 Edge Distance Factor in Tension fRN 7-7/8 14 15-3/8 Spacing Factor in Shear4 fAV 7-7/8 14 15-3/8 Edge Distance in Shear Toward Edge fRV To Edge fRV 7-7/8 14 15-3/8 7-7/8 14 15-3/8 Concrete Thickness Factor in Shear5 fHV 7-7/8 14 15-3/8 (200) (355) (390) (200) (355) (390) (200) (355) (390) (200) (355) (390) (200) (355) (390) (200) (355) (390) n/a n/a n/a 0.21 0.11 0.10 n/a n/a n/a 0.04 0.02 0.02 0.08 0.05 0.04 n/a n/a n/a 0.58 0.55 0.54 0.28 0.15 0.14 0.54 0.53 0.53 0.14 0.08 0.07 0.27 0.15 0.14 n/a n/a n/a 0.58 0.55 0.54 0.29 0.16 0.14 0.55 0.53 0.53 0.14 0.08 0.07 0.29 0.16 0.14 n/a n/a n/a 0.61 0.56 0.55 0.32 0.18 0.16 0.56 0.54 0.54 0.20 0.11 0.10 0.32 0.18 0.16 n/a n/a n/a 0.63 0.57 0.57 0.36 0.20 0.18 0.57 0.55 0.54 0.27 0.15 0.14 0.36 0.20 0.18 n/a n/a n/a 0.65 0.58 0.58 0.40 0.22 0.20 0.58 0.55 0.55 0.34 0.19 0.17 0.40 0.22 0.20 n/a n/a n/a 0.67 0.60 0.59 0.44 0.24 0.22 0.59 0.56 0.56 0.41 0.23 0.21 0.44 0.24 0.22 n/a n/a n/a 0.69 0.61 0.60 0.50 0.27 0.25 0.60 0.57 0.57 0.49 0.28 0.25 0.50 0.27 0.25 n/a n/a n/a 0.71 0.62 0.61 0.55 0.30 0.27 0.61 0.58 0.57 0.57 0.32 0.29 0.55 0.30 0.27 0.68 n/a n/a 0.73 0.63 0.62 0.61 0.33 0.30 0.63 0.59 0.58 0.66 0.37 0.34 0.61 0.33 0.30 0.71 n/a n/a 0.75 0.64 0.63 0.66 0.36 0.33 0.64 0.59 0.59 0.75 0.42 0.39 0.66 0.36 0.33 0.74 n/a n/a 0.80 0.67 0.65 0.77 0.42 0.38 0.66 0.61 0.60 0.95 0.53 0.49 0.77 0.42 0.38 0.80 n/a n/a 0.84 0.69 0.67 0.88 0.48 0.44 0.68 0.63 0.62 1.00 0.65 0.59 0.88 0.48 0.44 0.86 0.71 n/a 0.88 0.71 0.70 1.00 0.54 0.49 0.71 0.64 0.63 0.78 0.71 1.00 0.54 0.49 0.91 0.75 0.73 0.92 0.74 0.72 0.60 0.55 0.73 0.66 0.65 0.91 0.83 0.60 0.55 0.96 0.79 0.77 0.97 0.76 0.74 0.66 0.60 0.75 0.67 0.66 1.00 0.96 0.66 0.60 1.00 0.83 0.80 1.00 0.79 0.76 0.72 0.66 0.78 0.69 0.68 1.00 0.72 0.66 0.87 0.84 0.81 0.78 0.78 0.71 0.80 0.70 0.69 0.78 0.71 0.90 0.87 0.83 0.80 0.84 0.76 0.82 0.72 0.71 0.84 0.76 0.94 0.91 0.86 0.83 0.90 0.82 0.84 0.74 0.72 0.90 0.82 0.97 0.94 0.93 0.89 1.00 0.98 0.91 0.78 0.76 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.85 1.00 Table 50 -- Load adjustment factors for 20M rebar in cracked concrete 1,2,3 20 M Uncracked Concrete Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN Spacing Factor in Shear4 fAV Edge Distance in Shear Toward Edge fRV To Edge fRV Concrete Thickness Factor in Shear5 fHV Embedment hef in (mm) 7-7/8 14 15-3/8 7-7/8 14 15-3/8 7-7/8 14 15-3/8 7-7/8 14 15-3/8 7-7/8 14 15-3/8 7-7/8 14 15-3/8 (200) (355) (390) (200) (355) (390) (200) (355) (390) (200) (355) (390) (200) (355) (390) (200) (355) (390) 1-3/4 (44) n/a n/a n/a 0.43 0.39 0.39 n/a n/a n/a 0.07 0.04 0.04 0.15 0.08 0.07 n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 3-7/8 (98) 0.58 0.55 0.54 0.53 0.45 0.44 0.56 0.54 0.54 0.24 0.13 0.12 0.48 0.27 0.24 n/a n/a n/a 4 (102) 0.58 0.55 0.54 0.54 0.45 0.44 0.57 0.55 0.54 0.25 0.14 0.13 0.50 0.28 0.26 n/a n/a n/a 5 (127) 0.61 0.56 0.55 0.59 0.48 0.47 0.58 0.56 0.55 0.35 0.20 0.18 0.59 0.40 0.36 n/a n/a n/a 6 (152) 0.63 0.57 0.57 0.64 0.51 0.49 0.60 0.57 0.56 0.46 0.26 0.24 0.64 0.51 0.47 n/a n/a n/a 7 (178) 0.65 0.58 0.58 0.70 0.53 0.52 0.62 0.58 0.57 0.58 0.33 0.30 0.70 0.53 0.52 n/a n/a n/a 8 (203) 0.67 0.60 0.59 0.76 0.56 0.54 0.63 0.59 0.59 0.71 0.40 0.36 0.76 0.56 0.54 n/a n/a n/a 9 (229) 0.69 0.61 0.60 0.82 0.59 0.57 0.65 0.60 0.60 0.85 0.48 0.43 0.82 0.59 0.57 n/a n/a n/a 10 (254) 0.71 0.62 0.61 0.88 0.62 0.60 0.67 0.61 0.61 0.99 0.56 0.51 0.88 0.62 0.60 0.81 n/a n/a 11 (279) 0.73 0.63 0.62 0.95 0.65 0.62 0.68 0.62 0.62 1.00 0.65 0.59 0.95 0.65 0.62 0.85 n/a n/a 12 (305) 0.75 0.64 0.63 1.00 0.69 0.65 0.70 0.64 0.63 0.74 0.67 1.00 0.69 0.65 0.89 n/a n/a 14 (356) 0.80 0.67 0.65 0.75 0.71 0.73 0.66 0.65 0.93 0.84 0.75 0.71 0.96 n/a n/a 16 (406) 0.84 0.69 0.67 0.82 0.77 0.77 0.68 0.67 1.00 1.00 0.82 0.77 1.00 0.85 n/a 18 (457) 0.88 0.71 0.70 0.89 0.83 0.80 0.70 0.69 0.89 0.83 0.90 0.87 20 (508) 0.92 0.74 0.72 0.96 0.90 0.83 0.73 0.71 0.96 0.90 0.95 0.92 22 (559) 0.97 0.76 0.74 1.00 0.96 0.86 0.75 0.73 1.00 0.96 1.00 0.97 24 (610) 1.00 0.79 0.76 1.00 0.90 0.77 0.76 1.00 1.00 26 (660) 0.81 0.78 0.93 0.79 0.78 28 (711) 0.83 0.80 0.96 0.82 0.80 30 (762) 0.86 0.83 1.00 0.84 0.82 36 (914) 0.93 0.89 0.91 0.88 >48 (1219) 1.00 1.00 1.00 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from CSA A23.3-14 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0. 38 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 51 -- Load adjustment factors for 25M rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 25 M Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 5 (127) 6 (152) 7 (178) 8 (203) 9 (229) 10 (254) 11-9/16 (294) 12 (305) 14 (356) 16 (406) 18 (457) 18-7/16 (469) 20 (508) 22-3/8 (568) 24 (610) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN 9-1/16 15-15/16 19-13/16 9-1/16 15-15/16 19-13/16 Spacing Factor in Shear4 fAV 9-1/16 15-15/16 19-13/16 Edge Distance in Shear Toward Edge fRV To Edge fRV 9-1/16 15-15/16 19-13/16 9-1/16 15-15/16 19-13/16 Concrete Thickness Factor in Shear5 fHV 9-1/16 15-15/16 19-13/16 (230) (405) (504) (230) (405) (504) (230) (405) (504) (230) (405) (504) (230) (405) (504) (230) (405) (504) n/a n/a n/a 0.22 0.12 0.10 n/a n/a n/a 0.03 0.02 0.01 0.06 0.03 0.03 n/a n/a n/a 0.59 0.55 0.54 0.32 0.18 0.14 0.55 0.53 0.53 0.14 0.08 0.07 0.29 0.16 0.13 n/a n/a n/a 0.61 0.56 0.55 0.35 0.19 0.15 0.55 0.54 0.53 0.19 0.11 0.09 0.35 0.19 0.15 n/a n/a n/a 0.63 0.57 0.56 0.39 0.21 0.17 0.56 0.54 0.54 0.24 0.13 0.11 0.39 0.21 0.17 n/a n/a n/a 0.65 0.58 0.57 0.42 0.23 0.18 0.57 0.55 0.54 0.29 0.16 0.13 0.42 0.23 0.18 n/a n/a n/a 0.67 0.59 0.58 0.46 0.25 0.20 0.58 0.56 0.55 0.35 0.20 0.16 0.46 0.25 0.20 n/a n/a n/a 0.68 0.60 0.58 0.50 0.27 0.22 0.59 0.56 0.55 0.40 0.23 0.18 0.50 0.27 0.22 n/a n/a n/a 0.71 0.62 0.60 0.57 0.31 0.25 0.61 0.57 0.56 0.50 0.29 0.23 0.57 0.31 0.25 0.65 n/a n/a 0.72 0.63 0.60 0.59 0.32 0.26 0.61 0.58 0.56 0.53 0.30 0.24 0.59 0.32 0.26 0.66 n/a n/a 0.76 0.65 0.62 0.69 0.38 0.30 0.63 0.59 0.58 0.67 0.38 0.31 0.69 0.38 0.30 0.71 n/a n/a 0.79 0.67 0.63 0.79 0.43 0.34 0.65 0.60 0.59 0.82 0.47 0.37 0.79 0.43 0.34 0.76 n/a n/a 0.83 0.69 0.65 0.89 0.49 0.39 0.66 0.61 0.60 0.98 0.56 0.45 0.89 0.49 0.39 0.81 n/a n/a 0.84 0.69 0.66 0.91 0.50 0.40 0.67 0.62 0.60 1.00 0.58 0.46 0.91 0.50 0.40 0.82 0.68 n/a 0.87 0.71 0.67 0.99 0.54 0.43 0.68 0.63 0.61 0.65 0.52 0.99 0.54 0.43 0.85 0.71 n/a 0.91 0.73 0.69 1.00 0.60 0.48 0.70 0.64 0.62 0.77 0.62 1.00 0.60 0.48 0.90 0.75 0.70 0.94 0.75 0.70 0.65 0.52 0.72 0.65 0.63 0.85 0.69 0.65 0.52 0.94 0.77 0.72 0.98 0.77 0.72 0.70 0.56 0.74 0.66 0.64 0.96 0.77 0.70 0.56 0.97 0.81 0.75 1.00 0.79 0.74 0.76 0.60 0.76 0.68 0.65 1.00 0.87 0.76 0.60 1.00 0.84 0.78 0.81 0.75 0.88 0.80 1.00 0.90 0.81 0.65 0.77 0.69 0.66 0.97 0.78 0.83 0.73 0.69 1.00 1.00 0.94 0.80 0.76 0.96 0.81 0.65 0.87 0.81 1.00 0.97 0.78 0.95 0.88 1.00 1.00 1.00 1.00 Table 52 -- Load adjustment factors for 25M rebar in cracked concrete 1,2,3 25 M Uncracked Concrete Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) Embedment hef in (mm) 1-3/4 (44) 5 (127) 6 (152) 7 (178) 8 (203) 9 (229) 10 (254) 11-9/16 (294) 12 (305) 14 (356) 16 (406) 18 (457) 18-7/16 (469) 20 (508) 22-3/8 (568) 24 (610) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN 9-1/16 15-15/16 19-13/16 9-1/16 15-15/16 19-13/16 Spacing Factor in Shear4 fAV 9-1/16 15-15/16 19-13/16 Edge Distance in Shear Toward Edge fRV To Edge fRV 9-1/16 15-15/16 19-13/16 9-1/16 15-15/16 19-13/16 Concrete Thickness Factor in Shear5 fHV 9-1/16 15-15/16 19-13/16 (230) (405) (504) (230) (405) (504) (230) (405) (504) (230) (405) (504) (230) (405) (504) (230) (405) (504) n/a n/a n/a 0.42 0.39 0.38 n/a n/a n/a 0.05 0.03 0.02 0.10 0.06 0.04 n/a n/a n/a 0.59 0.55 0.54 0.55 0.46 0.44 0.56 0.54 0.54 0.24 0.13 0.11 0.47 0.27 0.22 n/a n/a n/a 0.61 0.56 0.55 0.60 0.48 0.46 0.58 0.55 0.55 0.31 0.18 0.14 0.60 0.35 0.28 n/a n/a n/a 0.63 0.57 0.56 0.65 0.51 0.48 0.59 0.56 0.55 0.39 0.22 0.18 0.65 0.44 0.36 n/a n/a n/a 0.65 0.58 0.57 0.70 0.53 0.50 0.60 0.57 0.56 0.48 0.27 0.22 0.70 0.53 0.44 n/a n/a n/a 0.67 0.59 0.58 0.75 0.56 0.51 0.61 0.58 0.57 0.57 0.32 0.26 0.75 0.56 0.51 n/a n/a n/a 0.68 0.60 0.58 0.80 0.59 0.53 0.63 0.59 0.58 0.67 0.38 0.30 0.80 0.59 0.53 n/a n/a n/a 0.71 0.62 0.60 0.89 0.63 0.57 0.65 0.60 0.59 0.83 0.47 0.38 0.89 0.63 0.57 0.77 n/a n/a 0.72 0.63 0.60 0.91 0.64 0.58 0.65 0.60 0.59 0.88 0.50 0.40 0.91 0.64 0.58 0.78 n/a n/a 0.76 0.65 0.62 1.00 0.69 0.62 0.68 0.62 0.61 1.00 0.63 0.51 1.00 0.69 0.62 0.84 n/a n/a 0.79 0.67 0.63 0.75 0.66 0.70 0.64 0.62 0.77 0.62 0.75 0.66 0.90 n/a n/a 0.83 0.69 0.65 0.81 0.71 0.73 0.66 0.64 0.92 0.74 0.81 0.71 0.96 n/a n/a 0.84 0.69 0.66 0.83 0.72 0.74 0.66 0.64 0.95 0.76 0.83 0.72 0.97 0.80 n/a 0.87 0.71 0.67 0.87 0.75 0.75 0.67 0.65 1.00 0.86 0.87 0.75 1.00 0.84 n/a 0.91 0.73 0.69 0.95 0.81 0.78 0.70 0.67 1.00 0.95 0.81 0.88 0.82 0.94 0.75 0.70 1.00 0.85 0.81 0.71 0.68 1.00 0.85 0.92 0.85 0.98 0.77 0.72 0.90 0.83 0.73 0.70 0.90 0.95 0.89 1.00 0.79 0.74 0.95 0.86 0.74 0.71 0.95 0.99 0.92 0.81 0.75 1.00 0.88 0.76 0.73 1.00 1.00 0.95 0.88 0.80 0.96 0.81 0.77 1.00 1.00 0.90 1.00 0.92 0.86 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from CSA A23.3-14 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence 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-RE 100 Technical Supplement 02/16 39 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 53 -- Load adjustment factors for 30M rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 30 M Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 5-7/8 (150) 6 (152) 7 (178) 8 (203) 9 (229) 10 (254) 11 (279) 12 (305) 13-1/4 (337) 14 (356) 16 (406) 18 (457) 20 (508) 20-7/8 (531) 22 (559) 24 (610) 26-9/16 (675) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 10-1/4 17-15/16 23-9/16 (260) (455) (598) n/a n/a n/a 0.60 0.55 0.54 0.60 0.56 0.54 0.61 0.57 0.55 0.63 0.57 0.56 0.65 0.58 0.56 0.66 0.59 0.57 0.68 0.60 0.58 0.70 0.61 0.58 0.72 0.62 0.59 0.73 0.63 0.60 0.76 0.65 0.61 0.79 0.67 0.63 0.83 0.69 0.64 0.84 0.69 0.65 0.86 0.70 0.66 0.89 0.72 0.67 0.93 0.75 0.69 0.96 0.76 0.70 0.99 0.78 0.71 1.00 0.83 0.75 0.95 0.84 Edge Distance Factor in Tension fRN 10-1/4 17-15/16 23-9/16 (260) (455) (598) 0.23 0.13 0.09 0.34 0.19 0.14 0.34 0.19 0.14 0.37 0.20 0.15 0.40 0.22 0.17 0.43 0.24 0.18 0.47 0.26 0.19 0.50 0.28 0.21 0.54 0.29 0.22 0.59 0.33 0.24 0.63 0.34 0.26 0.71 0.39 0.30 0.80 0.44 0.33 0.89 0.49 0.37 0.93 0.51 0.39 0.98 0.54 0.41 1.00 0.59 0.44 0.65 0.49 0.69 0.52 0.74 0.55 0.88 0.66 1.00 0.89 Spacing Factor in Shear4 fAV 10-1/4 17-15/16 23-9/16 (260) (455) (598) n/a n/a n/a 0.55 0.53 0.53 0.55 0.53 0.53 0.55 0.54 0.53 0.56 0.54 0.54 0.57 0.55 0.54 0.58 0.55 0.54 0.58 0.56 0.55 0.59 0.56 0.55 0.60 0.57 0.56 0.61 0.57 0.56 0.62 0.58 0.57 0.64 0.60 0.58 0.65 0.61 0.59 0.66 0.61 0.59 0.67 0.62 0.60 0.68 0.63 0.61 0.70 0.64 0.62 0.72 0.65 0.62 0.73 0.66 0.63 0.78 0.69 0.66 0.87 0.75 0.71 Edge Distance in Shear Toward Edge fRV To Edge fRV 10-1/4 17-15/16 23-9/16 10-1/4 17-15/16 23-9/16 (260) (455) (598) (260) (455) (598) 0.02 0.01 0.01 0.05 0.03 0.02 0.14 0.08 0.06 0.29 0.16 0.12 0.15 0.08 0.06 0.29 0.17 0.13 0.18 0.11 0.08 0.37 0.20 0.15 0.22 0.13 0.10 0.40 0.22 0.17 0.27 0.15 0.12 0.43 0.24 0.18 0.31 0.18 0.14 0.47 0.26 0.19 0.36 0.21 0.16 0.50 0.28 0.21 0.41 0.24 0.18 0.54 0.29 0.22 0.48 0.27 0.21 0.59 0.33 0.24 0.52 0.30 0.23 0.63 0.34 0.26 0.64 0.36 0.28 0.71 0.39 0.30 0.76 0.43 0.33 0.80 0.44 0.33 0.89 0.51 0.39 0.89 0.49 0.37 0.95 0.54 0.41 0.93 0.51 0.39 1.00 0.59 0.45 0.98 0.54 0.41 0.67 0.51 1.00 0.59 0.44 0.78 0.59 0.65 0.49 0.84 0.64 0.69 0.52 0.93 0.71 0.74 0.55 1.00 0.93 0.88 0.66 1.00 1.00 0.89 Concrete Thickness Factor in Shear5 fHV 10-1/4 17-15/16 23-9/16 (260) (455) (598) 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 n/a n/a n/a n/a n/a n/a n/a n/a 0.64 n/a n/a 0.66 n/a n/a 0.70 n/a n/a 0.74 n/a n/a 0.79 n/a n/a 0.80 n/a n/a 0.82 0.68 n/a 0.86 0.71 n/a 0.91 0.75 0.69 0.93 0.77 0.70 0.96 0.80 0.73 1.00 0.87 0.80 1.00 1.00 0.92 Table 54 -- Load adjustment factors for 30M rebar in cracked concrete 1,2,3 30 M Uncracked Concrete Embedment hef in (mm) Spacing Factor in Tension fAN Edge Distance Factor in Tension fRN 10-1/4 17-15/16 23-9/16 10-1/4 17-15/16 23-9/16 (260) (455) (598) (260) (455) (598) Spacing Factor in Shear4 fAV 10-1/4 17-15/16 23-9/16 (260) (455) (598) Edge Distance in Shear Toward Edge fRV 10-1/4 17-15/16 23-9/16 To Edge fRV 10-1/4 17-15/16 23-9/16 (260) (455) (598) (260) (455) (598) Concrete Thickness Factor in Shear5 fHV 10-1/4 17-15/16 23-9/16 (260) (455) (598) 1-3/4 (44) n/a n/a n/a 0.41 0.38 0.38 n/a n/a n/a 0.04 0.02 0.02 0.08 0.05 0.04 n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 5-7/8 (150) 0.60 0.55 0.54 0.56 0.47 0.44 0.57 0.55 0.54 0.26 0.15 0.11 0.52 0.30 0.22 n/a n/a n/a 6 (152) 0.60 0.56 0.54 0.57 0.47 0.44 0.57 0.55 0.54 0.26 0.15 0.12 0.53 0.30 0.23 n/a n/a n/a 7 (178) 0.61 0.57 0.55 0.61 0.49 0.46 0.58 0.56 0.55 0.33 0.19 0.15 0.61 0.38 0.29 n/a n/a n/a 8 (203) 0.63 0.57 0.56 0.65 0.51 0.47 0.59 0.56 0.55 0.41 0.23 0.18 0.65 0.47 0.35 n/a n/a n/a 9 (229) 0.65 0.58 0.56 0.69 0.53 0.49 0.60 0.57 0.56 0.49 0.28 0.21 0.69 0.53 0.42 n/a n/a n/a 10 (254) 0.66 0.59 0.57 0.74 0.56 0.50 0.61 0.58 0.57 0.57 0.33 0.25 0.74 0.56 0.50 n/a n/a n/a 11 (279) 0.68 0.60 0.58 0.79 0.58 0.52 0.63 0.59 0.57 0.66 0.38 0.29 0.79 0.58 0.52 n/a n/a n/a 12 (305) 0.70 0.61 0.58 0.83 0.60 0.54 0.64 0.59 0.58 0.75 0.43 0.33 0.83 0.60 0.54 n/a n/a n/a 13-1/4 (337) 0.72 0.62 0.59 0.89 0.63 0.56 0.65 0.60 0.59 0.87 0.50 0.38 0.89 0.63 0.56 0.78 n/a n/a 14 (356) 0.73 0.63 0.60 0.93 0.65 0.57 0.66 0.61 0.59 0.94 0.54 0.41 0.93 0.65 0.57 0.80 n/a n/a 16 (406) 0.76 0.65 0.61 1.00 0.70 0.61 0.68 0.63 0.61 1.00 0.66 0.50 1.00 0.70 0.61 0.86 n/a n/a 18 (457) 0.79 0.67 0.63 0.75 0.64 0.71 0.64 0.62 0.79 0.60 0.75 0.64 0.91 n/a n/a 20 (508) 0.83 0.69 0.64 0.81 0.68 0.73 0.66 0.63 0.92 0.70 0.81 0.68 0.96 n/a n/a 20-7/8 (531) 0.84 0.69 0.65 0.83 0.70 0.74 0.66 0.64 0.98 0.75 0.83 0.70 0.98 n/a n/a 22 (559) 0.86 0.70 0.66 0.86 0.72 0.75 0.67 0.64 1.00 0.81 0.86 0.72 1.00 0.83 n/a 24 (610) 0.89 0.72 0.67 0.92 0.76 0.77 0.69 0.66 0.92 0.92 0.76 0.87 n/a 26-9/16 (675) 0.93 0.75 0.69 0.99 0.81 0.80 0.71 0.67 1.00 0.99 0.81 0.92 0.84 28 (711) 0.96 0.76 0.70 1.00 0.84 0.82 0.72 0.68 1.00 0.84 0.94 0.86 30 (762) 0.99 0.78 0.71 0.88 0.84 0.74 0.70 0.88 0.97 0.89 36 (914) 1.00 0.83 0.75 1.00 0.91 0.78 0.74 1.00 1.00 0.97 >48 (1219) 0.95 0.84 1.00 0.88 0.82 1.00 1 Linear interpolation not permitted. 2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque. 3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from CSA A23.3 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0. 40 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 55 -- Hilti HIT-RE 100 design information with HAS threaded rods in hammer drilled holes in accordance with CSA A23.3-14 Annex D 1,9 Design parameter Nominal rod diameter (in.) Symbol Units 3/8 1/2 5/8 3/4 7/8 Ref 1 1-1/4 A23.3-14 Anchor O.D. Effective minimum embedment 2 Effective maximum embedment 2 Minimum concrete thickness 2 Critical edge distance Minimum edge distance Minimum anchor spacing Coeff. for factored conc. breakout resistance, uncracked concrete da hef hef hmin cac c3 min smin k4 c,uncr mm mm mm mm mm mm mm - 9.5 12.7 60 70 191 254 hef + 30 48 64 48 64 15.9 19.1 22.2 25.4 79 89 89 102 318 381 445 508 hef + 2d0 See ESR-3829, section 4.1.10 79 95 111 127 79 95 111 127 10 31.8 127 635 159 159 D.6.2.2 Coeff. for factored conc. breakout resistance, cracked concrete k4 c,cr - 7 D.6.2.2 Concrete material resistance factor c - 0.65 8.4.2 Resistance modification factor for tension and shear, concrete failure modes, Condition B 5 Rconc - 1.00 D.5.3 (c ) Dry Concrete Temp. range A 6 Characteristic bond stress in cracked concrete 7,8 Characteristic bond stress in uncracked concrete 7,8 psi 616 592 592 560 516 480 408 cr (MPa) (4.2) (4.1) (4.1) (3.9) (3.6) (3.3) D.6.5.2 (2.8 psi 1,272 1,256 1,204 1,164 1,124 1,092 1,048 uncr (MPa) (8.8) (8.7) (8.3) (8.0) (7.8) (7.5) D.6.5.2 (7.2) Anchor category, dry concrete - - 2 2 2 2 2 2 2 Resistance modification factor Rdry - 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Water Saturated Concrete Temp. Characteristic bond stress in cracked concrete 7,8 psi 548 521 521 476 416 375 300 cr (MPa) (3.8) (3.6) (3.6) (3.3) (2.9) (2.6) D.6.5.2 (2.1) range A 6 Characteristic bond stress in psi 1,133 1,106 1,061 994 915 859 776 uncracked concrete 7,8 uncr (MPa) (7.8) (7.6) (7.3) (6.9) (6.3) (5.9) D.6.5.2 (5.4) Anchor category, water-saturated concrete - - 2 2 2 2 2 2 2 Resistance modification factor Rws - 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Water-Filled Hole Temp. Characteristic bond stress in cracked concrete 7,8 psi 548 521 521 476 416 375 300 cr (MPa) (3.8) (3.6) (3.6) (3.3) (2.9) (2.6) D.6.5.2 (2.1) range A 6 Characteristic bond stress in psi 1,133 1,106 1,061 994 915 859 776 uncracked concrete 7,8 uncr (MPa) (7.8) (7.6) (7.3) (6.9) (6.3) (5.9) D.6.5.2 (5.4) Anchor category, water-filled hole Resistance modification factor - - 3 3 3 3 3 3 3 D.5.3 (c) Rwf - 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Underwater Application Temp. Characteristic bond stress in cracked concrete 7,8 psi 548 521 521 476 416 375 300 cr (MPa) (3.8) (3.6) (3.6) (3.3) (2.9) (2.6) D.6.5.2 (2.1) range A 6 Characteristic bond stress in psi 1,133 1,106 1,061 994 915 859 776 uncracked concrete 7,8 uncr (MPa) (7.8) (7.6) (7.3) (6.9) (6.3) (5.9) D.6.5.2 (5.4) Anchor category, underwater - - 3 3 3 3 3 3 3 Resistance modification factor Ruw - 0.75 0.75 0.75 0.75 0.75 0.75 0.75 1 Design information in this table is taken from ICC-ES ESR-3829, dated January, 2016, table 8 and 9, and converted for use with CSA A23.3-14 Annex D. 2 See igure 4. 3 Minimum edge distance may be reduced to 45mm < cai < 5d provided Tinst is reduced. See ESR-3829 section 4.1.9. 4 For all design cases, c,N = 1.0. The appropriate coeficient for breakout resistance for cracked concrete (kc,cr) or uncracked concrete (kc,uncr) must be used. 5 For use with the load combinations of CSA A23.3-14 chapter 8. Condition B applies where supplementary reinforcement in conformance with CSA A23.3-14 section D.5.3 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be veriied, the resistance modiication factors associated with Condition A may be used. 6 Temperature range A: Max. short term temperature = 130°F (55°C), max. long term temperature = 110°F (43°C). 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 signiicant periods of time. 7 Bond strength values corresponding to concrete compressive strength fc = 2,500 psi (17.2 MPa). For concrete compressive strength, fc, between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (fc/2,500)0.1 [for SI: (fc / 17.2)0.1]. 8 Bond strength values are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased by 40 percent. 9 For structures assigned to Seismic Design Categories C, D, E, or F, bond strength values must be multiplied by N,seis = 0.9. 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-RE 100 Technical Supplement 02/16 41 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 56 -- Hilti HIT-RE 100 adhesive factored resistance with concrete / bond failure for threaded rod in uncracked concrete 1,2,3,4,5,6,7,8,9,10 Nominal Anchor Diameter in. (mm) 3/8 1/2 5/8 3/4 7/8 1 1-1/4 Nominal anchor diameter in. (mm) 2-3/8 (60) 3-3/8 (86) 4-1/2 (114) 7-1/2 (191) 2-3/4 (70) 4-1/2 (114) 6 (152) 10 (254) 3-1/8 (79) 5-5/8 (143) 7-1/2 (191) 12-1/2 (318) 3-1/2 (89) 6-3/4 (171) 9 (229) 15 (381) 3-1/2 (89) 7-7/8 (200) 10-1/2 (267) 17-1/2 (445) 4 (102) 9 (229) 12 (305) 20 (508) 5 (127) 11-1/4 (286) 15 (381) 25 (635) fc = 20 MPa (2,900 psi) lb (kN) 1,995 (8.9) 2,840 (12.6) 3,785 (16.8) 6,305 (28.0) 3,045 (13.5) 4,980 (22.2) 6,640 (29.5) 11,070 (49.2) 4,145 (18.4) 7,460 (33.2) 9,950 (44.2) 16,580 (73.7) 5,385 (24.0) 10,385 (46.2) 13,850 (61.6) 23,080 (102.7) 5,480 (24.4) 13,650 (60.7) 18,200 (81.0) 30,335 (134.9) 6,690 (29.8) 17,325 (77.1) 23,095 (102.7) 38,495 (171.2) 9,355 (41.6) 25,975 (115.5) 34,635 (154.1) 57,725 (256.8) Tension -- Nn fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) 2,040 (9.1) 2,900 (12.9) 3,870 (17.2) 6,450 (28.7) 3,115 (13.8) 5,095 (22.7) 6,790 (30.2) 11,320 (50.3) 4,240 (18.9) 7,630 (33.9) 10,170 (45.2) 16,955 (75.4) 5,505 (24.5) 10,620 (47.2) 14,160 (63.0) 23,600 (105.0) 6,125 (27.2) 13,960 (62.1) 18,610 (82.8) 31,020 (138.0) 7,480 (33.3) 17,715 (78.8) 23,620 (105.1) 39,365 (175.1) 10,455 (46.5) 26,560 (118.2) 35,415 (157.5) 59,025 (262.6) 2,080 (9.2) 2,955 (13.1) 3,940 (17.5) 6,565 (29.2) 3,170 (14.1) 5,185 (23.1) 6,915 (30.8) 11,525 (51.3) 4,315 (19.2) 7,770 (34.6) 10,360 (46.1) 17,265 (76.8) 5,610 (24.9) 10,815 (48.1) 14,420 (64.2) 24,035 (106.9) 6,320 (28.1) 14,215 (63.2) 18,955 (84.3) 31,590 (140.5) 8,020 (35.7) 18,040 (80.2) 24,055 (107.0) 40,090 (178.3) 11,455 (51.0) 27,050 (120.3) 36,070 (160.4) 60,115 (267.4) fc = 40 MPa (5,800 psi) lb (kN) 2,140 (9.5) 3,040 (13.5) 4,055 (18.0) 6,760 (30.1) 3,260 (14.5) 5,340 (23.7) 7,120 (31.7) 11,865 (52.8) 4,440 (19.8) 7,995 (35.6) 10,660 (47.4) 17,770 (79.0) 5,770 (25.7) 11,130 (49.5) 14,845 (66.0) 24,740 (110.0) 6,505 (28.9) 14,630 (65.1) 19,510 (86.8) 32,515 (144.6) 8,250 (36.7) 18,565 (82.6) 24,755 (110.1) 41,260 (183.5) 12,375 (55.0) 27,840 (123.8) 37,120 (165.1) 61,865 (275.2) fc = 20 MPa (2,900 psi) lb (kN) 1,995 (8.9) 5,675 (25.2) 7,565 (33.7) 12,610 (56.1) 6,090 (27.1) 9,960 (44.3) 13,285 (59.1) 22,140 (98.5) 8,290 (36.9) 14,920 (66.4) 19,895 (88.5) 33,160 (147.5) 10,770 (47.9) 20,775 (92.4) 27,695 (123.2) 46,160 (205.3) 10,955 (48.7) 27,300 (121.4) 36,405 (161.9) 60,670 (269.9) 13,385 (59.5) 34,645 (154.1) 46,195 (205.5) 76,990 (342.5) 18,705 (83.2) 51,950 (231.1) 69,270 (308.1) 115,450 (513.5) Shear -- Vn fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) 2,040 (9.1) 5,805 (25.8) 7,735 (34.4) 12,895 (57.4) 6,225 (27.7) 10,185 (45.3) 13,580 (60.4) 22,635 (100.7) 8,475 (37.7) 15,260 (67.9) 20,345 (90.5) 33,905 (150.8) 11,015 (49.0) 21,240 (94.5) 28,320 (126.0) 47,205 (210.0) 12,250 (54.5) 27,920 (124.2) 37,225 (165.6) 62,040 (276.0) 14,965 (66.6) 35,425 (157.6) 47,235 (210.1) 78,725 (350.2) 20,915 (93.0) 53,125 (236.3) 70,830 (315.1) 118,055 (525.1) 2,080 (9.2) 5,910 (26.3) 7,880 (35.1) 13,135 (58.4) 6,340 (28.2) 10,375 (46.1) 13,830 (61.5) 23,055 (102.5) 8,635 (38.4) 15,540 (69.1) 20,720 (92.2) 34,530 (153.6) 11,215 (49.9) 21,630 (96.2) 28,845 (128.3) 48,070 (213.8) 12,635 (56.2) 28,430 (126.5) 37,910 (168.6) 63,185 (281.0) 16,035 (71.3) 36,080 (160.5) 48,105 (214.0) 80,175 (356.6) 22,910 (101.9) 54,100 (240.7) 72,135 (320.9) 120,225 (534.8) fc = 40 MPa (5,800 psi) lb (kN) 2,140 (9.5) 6,080 (27.1) 8,110 (36.1) 13,515 (60.1) 6,525 (29.0) 10,675 (47.5) 14,235 (63.3) 23,725 (105.5) 8,885 (39.5) 15,990 (71.1) 21,325 (94.8) 35,540 (158.1) 11,545 (51.4) 22,265 (99.0) 29,685 (132.0) 49,475 (220.1) 13,005 (57.9) 29,260 (130.2) 39,015 (173.6) 65,025 (289.3) 16,505 (73.4) 37,130 (165.2) 49,510 (220.2) 82,515 (367.0) 24,745 (110.1) 55,680 (247.7) 74,240 (330.2) 123,735 (550.4) 1 See Section 2.4.1 for explanation on development of load values. 2 See Section 2.4.4 to convert design strength 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 26 - 38 as necessary. Compare to the steel values in table 24. The lesser of the values is to be used for the design. 5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C). 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 signiicant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.5.6 8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by a as follows: For sand-lightweight, a = 0.51. For all-lightweight, a = 0.45. 9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted. 10 Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete. 42 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 HIT-RE 100 adhesive anchoring system Hit-re 100 adhesive anchoring system Table 57 -- Hilti HIT-RE 100 adhesive factored resistance with concrete / bond failure for threaded rod in cracked concrete 1,2,3,4,5,6,7,8,9,10 Nominal Anchor Diameter in. (mm) 3/8 1/2 5/8 3/4 7/8 1 1-1/4 Nominal anchor diameter in. (mm) 2-3/8 (60) 3-3/8 (86) 4-1/2 (114) 7-1/2 (191) 2-3/4 (70) 4-1/2 (114) 6 (152) 10 (254) 3-1/8 (79) 5-5/8 (143) 7-1/2 (191) 12-1/2 (318) 3-1/2 (89) 6-3/4 (171) 9 (229) 15 (381) 3-1/2 (89) 7-7/8 (200) 10-1/2 (267) 17-1/2 (445) 4 (102) 9 (229) 12 (305) 20 (508) 5 (127) 11-1/4 (286) 15 (381) 25 (635) fc = 20 MPa (2,900 psi) lb (kN) 965 (4.3) 1,375 (6.1) 1,830 (8.1) 3,055 (13.6) 1,435 (6.4) 2,350 (10.4) 3,130 (13.9) 5,215 (23.2) 2,040 (9.1) 3,670 (16.3) 4,890 (21.8) 8,150 (36.3) 2,590 (11.5) 4,995 (22.2) 6,665 (29.6) 11,105 (49.4) 2,785 (12.4) 6,265 (27.9) 8,355 (37.2) 13,925 (61.9) 3,385 (15.1) 7,615 (33.9) 10,150 (45.2) 16,920 (75.3) 4,495 (20.0) 10,115 (45.0) 13,485 (60.0) 22,475 (100.0) Tension -- Nn fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) 990 (4.4) 1,405 (6.3) 1,875 (8.3) 3,125 (13.9) 1,465 (6.5) 2,400 (10.7) 3,200 (14.2) 5,335 (23.7) 2,085 (9.3) 3,750 (16.7) 5,000 (22.2) 8,335 (37.1) 2,650 (11.8) 5,110 (22.7) 6,815 (30.3) 11,355 (50.5) 2,850 (12.7) 6,410 (28.5) 8,545 (38.0) 14,240 (63.3) 3,460 (15.4) 7,785 (34.6) 10,380 (46.2) 17,305 (77.0) 4,595 (20.4) 10,340 (46.0) 13,790 (61.3) 22,980 (102.2) 1,005 (4.5) 1,430 (6.4) 1,910 (8.5) 3,180 (14.1) 1,495 (6.6) 2,445 (10.9) 3,260 (14.5) 5,435 (24.2) 2,120 (9.4) 3,820 (17.0) 5,095 (22.7) 8,490 (37.8) 2,700 (12.0) 5,205 (23.1) 6,940 (30.9) 11,565 (51.4) 2,900 (12.9) 6,525 (29.0) 8,700 (38.7) 14,505 (64.5) 3,525 (15.7) 7,930 (35.3) 10,575 (47.0) 17,620 (78.4) 4,680 (20.8) 10,530 (46.8) 14,040 (62.5) 23,405 (104.1) fc = 40 MPa (5,800 psi) lb (kN) 1,035 (4.6) 1,475 (6.6) 1,965 (8.7) 3,275 (14.6) 1,540 (6.8) 2,515 (11.2) 3,355 (14.9) 5,590 (24.9) 2,185 (9.7) 3,930 (17.5) 5,240 (23.3) 8,735 (38.9) 2,775 (12.4) 5,355 (23.8) 7,140 (31.8) 11,900 (52.9) 2,985 (13.3) 6,715 (29.9) 8,955 (39.8) 14,925 (66.4) 3,625 (16.1) 8,160 (36.3) 10,880 (48.4) 18,135 (80.7) 4,815 (21.4) 10,840 (48.2) 14,450 (64.3) 24,085 (107.1) fc = 20 MPa (2,900 psi) lb (kN) 965 (4.3) 2,750 (12.2) 3,665 (16.3) 6,105 (27.2) 2,870 (12.8) 4,695 (20.9) 6,260 (27.8) 10,435 (46.4) 4,075 (18.1) 7,335 (32.6) 9,780 (43.5) 16,305 (72.5) 5,180 (23.1) 9,995 (44.5) 13,325 (59.3) 22,210 (98.8) 5,570 (24.8) 12,535 (55.8) 16,710 (74.3) 27,855 (123.9) 6,770 (30.1) 15,230 (67.7) 20,305 (90.3) 33,840 (150.5) 8,990 (40.0) 20,225 (90.0) 26,965 (120.0) 44,945 (199.9) Shear -- Vn fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) 990 (4.4) 2,810 (12.5) 3,745 (16.7) 6,245 (27.8) 2,935 (13.1) 4,800 (21.4) 6,400 (28.5) 10,670 (47.5) 4,170 (18.5) 7,500 (33.4) 10,005 (44.5) 16,670 (74.2) 5,300 (23.6) 10,220 (45.5) 13,625 (60.6) 22,710 (101.0) 5,695 (25.3) 12,815 (57.0) 17,090 (76.0) 28,480 (126.7) 6,920 (30.8) 15,570 (69.3) 20,765 (92.4) 34,605 (153.9) 9,190 (40.9) 20,680 (92.0) 27,575 (122.7) 45,960 (204.4) 1,005 (4.5) 2,860 (12.7) 3,815 (17.0) 6,360 (28.3) 2,990 (13.3) 4,890 (21.8) 6,520 (29.0) 10,865 (48.3) 4,245 (18.9) 7,640 (34.0) 10,185 (45.3) 16,980 (75.5) 5,395 (24.0) 10,405 (46.3) 13,875 (61.7) 23,125 (102.9) 5,800 (25.8) 13,055 (58.1) 17,405 (77.4) 29,005 (129.0) 7,050 (31.4) 15,860 (70.5) 21,145 (94.1) 35,240 (156.8) 9,360 (41.6) 21,060 (93.7) 28,085 (124.9) 46,805 (208.2) fc = 40 MPa (5,800 psi) lb (kN) 1,035 (4.6) 2,945 (13.1) 3,925 (17.5) 6,545 (29.1) 3,075 (13.7) 5,035 (22.4) 6,710 (29.8) 11,185 (49.7) 4,370 (19.4) 7,865 (35.0) 10,485 (46.6) 17,475 (77.7) 5,555 (24.7) 10,710 (47.6) 14,280 (63.5) 23,800 (105.9) 5,970 (26.6) 13,435 (59.8) 17,910 (79.7) 29,850 (132.8) 7,255 (32.3) 16,320 (72.6) 21,760 (96.8) 36,270 (161.3) 9,635 (42.9) 21,675 (96.4) 28,905 (128.6) 48,170 (214.3) 1 See Section 2.4.1 for explanation on development of load values. 2 See Section 2.4.4 to convert design strength 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 26 - 38 as necessary. Compare to the steel values in table 24. The lesser of the values is to be used for the design. 5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C). 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 signiicant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.5.6 8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by a as follows: For sand-lightweight, a = 0.51. For all-lightweight, a = 0.45. 9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted. 10 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by seis = 0.675. See section 2.4.5 for additional information on seismic 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-RE 100 Technical Supplement 02/16 43 HIT-RE 100 adhesive anchoring system Hit-re 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 (approx.) 2.4.13 materials Specifications Table 60 -- Material properties of fully cured HIT-RE 100 adhesive Bond Strength ASTM C882-121 2 day cure 14 day cure 20.1 Mpa 21.0 Mpa 2,920 psi 3,050 psi Compressive Strength ASTM D695-101 74.3 Mpa 10,780 psi Compressive Modulus ASTM D695-101 3,731 Mpa 0.541 x 106 psi Tensile Strength 7 day ASTM D638-10 11.7 Mpa 1,690 psi Elongation at break ASTM D638-10 0.10% Heat Deflection Temperature ASTM D648-07 56.8°C 134.3°F Absorption ASTM D570-10 0.06% Linear Coefficient of Shrinkage on Cure ASTM D2566-86 0.0001 1 Minimum values obtained as the result of tests at 35°F, 50°F, 75°F and 110°F. 2.4.14 resistance of cured Hit-re 100 to chemicals Table 59 -- Resistance of HIT-RE 100 to chemicals Chemical Chemicals Tested Not Resistant Resistant Concrete drilling mud (10%) pH=12.6 + Alkaline Concrete drilling mud (10%) pH=13.2 + Concrete potash solution (10%) + pH=14.0 Acetic acid (10%)1 - Nitric acid (10%)1 - Alkaline Hydrochloric acid (10%) 3 month - Sulfuric acid (10%) - Benzyl alcohol - Ethanol - Ethyl acetate - Solvents Methyl ethyl ketone (MEK) - Trichlorethylene - Xylene (mixture) + Chemicals Concrete plasticizer + Chemicals used on job Diesel oil + used on job sites Oil + sites Petrol + Oil for form work (forming oil) + Environmental Salt water + chemicals de-mineralized water + Environmental salt spraying test + chemicals SO2 + Environment/weather + 1 Concrete was dissolved by acid Samples of the HIT-RE 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 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. 44 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 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-RE 100 Technical Supplement 02/16 Hilti. Outperform. Outlast. 7250 Dallas Parkway, Suite 1000, Plano, TX 75024 · 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 2016 by Hilti, Inc. (U.S.) · 02/16 · 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 onlyGPL Ghostscript 9.16