The new Hilti HIT-RE 100 adhesive anchoring system is a more cost effective addition to the slow cure adhesive anchor.
HELPING TO SET THE STANDARD FOR PERFORMANCE AND RELIABILITY HIT-RE 100 Adhesive Anchor System ADHESIVE ANCHORING SYSTEM HIT-RE 100 The new Hilti HIT-RE 100 adhesive anchoring system is a more cost effective 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 · Works in all types of base material conditions including submerged underwater · Simpler installation with the new SafeSet electric dispenser · Simplified hole cleaning and accurate dosing with battery dispenser RELIABILITY · Automatic hole cleaning with SafeSetTM hollow drill bit technology · Tested with wide range of rod diameters and embedments Hilti Adhesive Anchors -- every job, every application. RE 100 HIT-RE 100 adhesive anchoring system 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-ES evaluated for cracked and un-cracked concrete · Tested with a wide range of rod diameters and embedments · Complete anchor system available, including HAS-E, HAS-B, and HAS-R threaded rods · Easier and more accurate dispensing with battery dispenser · Use a variety of hole conditions including water-filled holes and underwater Technical data Product Base material temperature Diameter range Listings/Approvals Package volume high strength two-part epoxy 41° F to 104° F (5° C to 40° C) 3/8" to 1-1/4" · ICC-ES (International Code Council) ESR-3829 for cracked and un-cracked concrete including LABC and FBC supplements · Volume of HIT-RE 100 11.1 fl oz/330 ml foil pack is 20.1 in3 · Volume of HIT-RE 100 16.9 fl oz/500 ml foil pack is 30.5 in3 Working/Full Cure Time Table (Approximate) Base Material Temperature ° F ° C 41 5 50 10 59 15 68 20 86 30 104 40 twork 2-1/2 h 2 h 1-1/2 h 30 min 20 min 12 min tcure 72 h 48 h 24 h 12 h 8 h 4 h ORDER INFORMATION Description Qty of foil packs Epoxy adhesive HIT-RE (11.10z/330ml) 1 Epoxy adhesive HIT-RE 100 (11.1oz/330ml) Master Carton (MC) 25 Epoxy adhesive HIT-RE 100 (16.9oz/500ml) Master Carton (MC) 20 Epoxy adhesive HIT-RE100 11.1oz. (1MC) + Nuron dispenser with battery & 25 charger Epoxy adhesive HIT-RE100 16.9oz. (1MC) + Nuron dispenser with battery & 20 charger Epoxy adhesive HIT-RE100 16.9oz. (2MC) + Nuron dispenser with battery & 40 charger Epoxy adhesive HIT-RE100 16.9oz. (5MC) + Nuron dispenser with battery & 100 charger Epoxy adhesive HIT-RE100 11.1oz. (2MC) + 12V electric dispenser with battery 50 & charger Epoxy adhesive HIT-RE100 16.9oz. (2MC) + 12V electric dispenser with battery 40 & charger Epoxy adhesive HIT-RE100 16.9oz. (5MC) + 12V electric dispenser with battery 100 & charger *Black cartridge holder is included in all master cartons and dispenser packages, except single foil pack ACCESSORIES Description Qty Additional Mixer Nozzle HIT-RE-M 1 Nuron 22V dispenser tool only with black cartridge holder 1 Nuron 22V dispenser with battery and charger (black cartridge holder 1 included) 12V electric dispenser with red and black cartridge holder 1 Item number 2123381 3537468 2123384 3786243 3786244 3786245 3786246 3836599 3836601 3836602 Item number 337111 3779079 3868226 3836589 March 2024 1 HIT-RE 100 ADHESIVE ANCHORING SYSTEM Product description Element Type Features and Benefits · Seismic qualified with ICC-ES Acceptance Criteria AC308 and ACI 355.4 HIT-RE 100 · Use in water-filled holes and underwater up to 165 ft (50 m) · Mixing tube provides proper mixing, and minimizes waste Rebar · Meets requirements of ASTM C881, 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 Hilti HAS Threaded Rod Uncracked concrete Cracked concrete Seismic Design Categories A-F Hollow Drill Bit Profis Anchor design software Listings/Approvals ICC-ES (International Code Council) NSF/ANSI Standard 61 City of Los Angeles Florida Building Code U.S. Green Building Council Department of Transportation ESR-3829 for concrete per ACI 318 Ch. 17 / ACI 355.4/ ICC-ES AC308 Certification for use of HIT-RE 100 in potable water City of Los Angeles LABC Supplement (within ESR-3829) Florida Building Code Supplement with High Velocity Hurricane Zone (HVHZ) recognition (within ESR-3829) LEED® Credit 4.1-Low Emitting Materials Contact Hilti for specific state certifications 2 March 2024 HIT-RE 100 adhesive anchoring system DESIGN DATA IN CONCRETE PER ACI 318 ACI 318 Chapter 17 design The technical data contained in this section are Hilti Simplified Design Tables. The load values were developed using the Strength Design parameters developed through testing per ACI 355.4 and the equations within ACI 318 Chapter 17. For a detailed explanation of the Hilti Simplified Design Tables, refer to of the Hilti North American Product Technical Guide, Volume 2: Anchor Fastening Technical Guide, Edition 2. For additional information or technical assistance, contact Hilti at 800-879-5000 (US) or 800-363-4459 (CA) Hilti HIT-RE 100 Adhesive with Deformed Reinforcing Bars (Rebar) Uncracked concrete Cracked concrete Dry Concrete Watersaturated concrete Water-filled holes Submerged (underwater) Hammer drilling with carbide tipped drill bit Hilti TE-CD or TE-YD Hollow Drill Bit Permissible concete conditions Permissible Drilling Method Table 1 -- Specifications for rebar installed with HIT-RE 100 adhesive Setting information Rebar Size Symbol Units 3 4 5 6 7 8 9 10 Nominal bit diameter Effective Embedment minimum maximum do hef,min hef,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. 3/4 3-1/8 (79) 12-1/2 (318) 3-1/8 (79) 3-1/8 (79) 7/8 3-1/2 (89) 15 (381) 3-3/4 (95) 3-3/4 (95) 1 3-1/8 (89) 17-1/2 (445) 1-1/8 4 (102) 20 (508) hef + 2do 4-3/8 (111) 4-3/8 (111) 5 (127) 5 (127) 1-3/8 4-1/2 (114) 22-1/2 (572) 5-5/8 (143) 5-5/8 (143) 1-1/2 5 (127) 25 (635) 6-1/4 (159) 6-1/4 (159) Note: The installation specifications in table 1 above and the data in tables 2 through 20 pertain to the use of Hilti HIT-RE 100 with rebar designed as a post-installed anchor using the provisions of ACI 318 Chapter 17. For the use of Hilti HIT-RE 100 with rebar for typical development calculations according to ACI 318 Chapter 25, refer to section 3.1.13 (2022 PTG) for the design method and tables 57 through 66 at the end of this document. March 2024 3 Table 2 -- H ilti 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 Effective Embedment Depth in. (mm) fc = 2500 psi (17.2 MPa) lb (kN) Tension -- Nn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) fc = 6000 psi (41.4 MPa) lb (kN) fc = 2500 psi (17.2 MPa) lb (kN) Shear -- Vn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) fc = 6000 psi (41.4 MPa) lb (kN) 3-3/8 4,110 4,185 4,305 4,485 8,850 9,015 9,275 9,660 (86) (18.3) (18.6) (19.1) (20.0) (39.4) (40.1) (41.3) (43.0) #3 4-1/2 (114) 5,480 (24.4) 5,580 (24.8) 5,745 (25.6) 5,980 (26.6) 11,800 (52.5) 12,020 (53.5) 12,370 (55.0) 12,880 (57.3) 7-1/2 9,130 9,300 9,570 9,965 19,670 20,030 20,615 21,470 (191) (40.6) (41.4) (42.6) (44.3) (87.5) (89.1) (91.7) (95.5) 4-1/2 7,215 7,345 7,560 7,875 15,535 15,825 16,285 16,960 (114) (32.1) (32.7) (33.6) (35.0) (69.1) (70.4) (72.4) (75.4) #4 6 (152) 9,620 (42.8) 9,795 (43.6) 10,080 (44.8) 10,500 (46.7) 20,715 (92.1) 21,095 (93.8) 21,715 (96.6) 22,610 (100.6) 10 16,030 16,325 16,800 17,495 34,525 35,160 36,190 37,685 (254) (71.3) (72.6) (74.7) (77.8) (153.6) (156.4) (161.0) (167.6) 5-5/8 10,405 11,005 11,325 11,795 22,415 23,700 24,390 25,400 (143) (46.3) (49.0) (50.4) (52.5) (99.7) (105.4) (108.5) (113.0) #5 7-1/2 (191) 14,405 (64.1) 14,670 (65.3) 15,100 (67.2) 15,725 (69.9) 31,030 (138.0) 31,600 (140.6) 32,520 (144.7) 33,865 (150.6) 12-1/2 24,010 24,450 25,165 26,205 51,715 52,665 54,200 56,445 (318) (106.8) (108.8) (111.9) (116.6) (230.0) (234.3) (241.1) (251.1) 6-3/4 13,680 14,985 15,765 16,420 29,460 32,275 33,955 35,360 (171) (60.9) (66.7) (70.1) (73.0) (131.0) (143.6) (151.0) (157.3) #6 9 (229) 20,055 (89.2) 20,425 (90.9) 21,020 (93.5) 21,890 (97.4) 43,195 (192.1) 43,990 (195.7) 45,275 (201.4) 47,150 (209.7) 15 33,425 34,040 35,035 36,485 71,995 73,320 75,460 78,580 (381) (148.7) (151.4) (155.8) (162.3) (320.2) (326.1) (335.7) (349.5) 7-7/8 16,730 17,035 17,535 18,260 37,125 40,670 44,630 46,475 (200) (74.4) (75.8) (78.0) (81.2) (165.1) (180.9) (198.5) (206.7) #7 10-1/2 (267) 22,305 (99.2) 22,715 (101.0) 23,380 (104.0) 24,345 (108.3) 56,775 (252.5) 57,820 (257.2) 59,505 (264.7) 61,970 (275.7) 17-1/2 37,175 37,860 38,965 40,575 94,625 96,365 99,175 103,280 (445) (165.4) (168.4) (173.3) (180.5) (420.9) (428.7) (441.2) (459.4) 9 21,060 21,620 22,250 23,170 45,360 49,690 56,630 58,975 (229) (93.7) (96.2) (99.0) (103.1) (201.8) (221.0) (251.9) (262.3) #8 12 (305) 28,305 (125.9) 28,825 (128.2) 29,665 (132.0) 30,890 (137.4) 69,835 (310.6) 73,370 (326.4) 75,510 (335.9) 78,635 (349.8) 20 47,170 48,040 49,440 51,485 120,070 122,280 125,850 131,055 (508) (209.8) (213.7) (219.9) (229.0) (534.1) (543.9) (559.8) (583.0) 10-1/8 25,130 26,760 27,540 28,680 54,125 59,290 68,465 73,000 (257) (111.8) (119.0) (122.5) (127.6) (240.8) (263.7) (304.5) (324.7) #9 13-1/2 (343) 35,035 (155.8) 35,680 (158.7) 36,720 (163.3) 38,240 (170.1) 83,330 (370.7) 90,815 (404.0) 93,465 (415.8) 97,335 (433.0) 22-1/2 58,390 59,465 61,200 63,730 148,625 151,360 155,780 162,225 (572) (259.7) (264.5) (272.2) (283.5) (661.1) (673.3) (692.9) (721.6) 11-1/4 29,430 32,240 33,360 34,745 63,395 69,445 80,185 88,435 (286) (130.9) (143.4) (148.4) (154.6) (282.0) (308.9) (356.7) (393.4) #10 15 (381) 42,440 (188.8) 43,220 (192.3) 44,485 (197.9) 46,325 (206.1) 97,600 (434.1) 106,915 (475.6) 113,230 (503.7) 117,915 (524.5) 25 70,735 72,035 74,140 77,205 180,055 183,365 188,715 196,525 (635) (314.6) (320.4) (329.8) (343.4) (800.9) (815.6) (839.4) (874.2) 1 See Section 3.1.8 (2022 PTG) for explanation on development of load values. 2 See Section 3.1.8 (2022 PTG) 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. 5Values 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 significant periods of time. 6Tabular values are for dry concrete conditions. For water saturated concrete applications multiply design strength by 0.69. For water-filled drilled holes or submerged (underwater) applications multiply design strength by 0.63. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.8 (2022 PTG). 8Tabular 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. For diamond core drilling is not permitted. 10 Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete. 4 March 2024 HIT-RE 100 adhesive anchoring system Table 3 -- H ilti 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 Effective Embedment Depth in. (mm) fc = 2500 psi (17.2 MPa) lb (kN) Tension -- Nn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) fc = 6000 psi (41.4 MPa) lb (kN) fc = 2500 psi (17.2 MPa) lb (kN) Shear -- Vn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) fc = 6000 psi (41.4 MPa) lb (kN) 3-3/8 1,540 1,565 1,610 1,680 3,310 3,375 3,470 3,615 (86) (6.9) (7.0) (7.2) (7.5) (14.7) (15.0) (15.4) (16.1) #3 4-1/2 (114) 2,050 (9.1) 2,090 (9.3) 2,150 (9.6) 2,240 (10.0) 4,415 (19.6) 4,495 (20.0) 4,630 (20.6) 4,820 (21.4) 7-1/2 3,415 3,480 3,580 3,730 7,360 7,495 7,715 8,035 (191) (15.2) (15.5) (15.9) (16.6) (32.7) (33.3) (34.3) (35.7) 4-1/2 2,735 2,785 2,865 2,985 5,890 5,995 6,170 6,425 (114) (12.2) (12.4) (12.7) (13.3) (26.2) (26.7) (27.4) (28.6) #4 6 (152) 3,645 (16.2) 3,710 (16.5) 3,820 (17.0) 3,980 (17.7) 7,850 (34.9) 7,995 (35.6) 8,230 (36.6) 8,570 (38.1) 10 6,075 6,185 6,365 6,630 13,085 13,325 13,715 14,280 (254) (27.0) (27.5) (28.3) (29.5) (58.2) (59.3) (61.0) (63.5) 5-5/8 4,270 4,350 4,475 4,660 9,200 9,370 9,645 10,040 (143) (19.0) (19.3) (19.9) (20.7) (40.9) (41.7) (42.9) (44.7) #5 7-1/2 (191) 5,695 (25.3) 5,800 (25.8) 5,970 (26.6) 6,215 (27.6) 12,265 (54.6) 12,495 (55.6) 12,855 (57.2) 13,390 (59.6) 12-1/2 9,490 9,665 9,950 10,360 20,445 20,820 21,430 22,315 (318) (42.2) (43.0) (44.3) (46.1) (90.9) (92.6) (95.3) (99.3) 6-3/4 6,150 6,265 6,445 6,715 13,250 13,490 13,885 14,460 (171) (27.4) (27.9) (28.7) (29.9) (58.9) (60.0) (61.8) (64.3) #6 9 (229) 8,200 (36.5) 8,350 (37.1) 8,595 (38.2) 8,950 (39.8) 17,665 (78.6) 17,990 (80.0) 18,515 (82.4) 19,280 (85.8) 15 13,670 13,920 14,325 14,920 29,440 29,980 30,855 32,135 (381) (60.8) (61.9) (63.7) (66.4) (131.0) (133.4) (137.2) (142.9) 7-7/8 7,085 7,215 7,425 7,730 18,030 18,365 18,900 19,680 (200) (31.5) (32.1) (33.0) (34.4) (80.2) (81.7) (84.1) (87.5) #7 10-1/2 (267) 9,445 (42.0) 9,620 (42.8) 9,900 (44.0) 10,310 (45.9) 24,045 (107.0) 24,485 (108.9) 25,200 (112.1) 26,245 (116.7) 17-1/2 15,745 16,030 16,500 17,185 40,070 40,810 42,000 43,740 (445) (70.0) (71.3) (73.4) (76.4) (178.2) (181.5) (186.8) (194.6) 9 8,785 8,950 9,210 9,590 22,365 22,775 23,440 24,410 (229) (39.1) (39.8) (41.0) (42.7) (99.5) (101.3) (104.3) (108.6) #8 12 (305) 11,715 (52.1) 11,930 (53.1) 12,280 (54.6) 12,785 (56.9) 29,820 (132.6) 30,370 (135.1) 31,255 (139.0) 32,550 (144.8) 20 19,525 19,885 20,465 21,310 49,700 50,615 52,090 54,245 (508) (86.9) (88.5) (91.0) (94.8) (221.1) (225.1) (231.7) (241.3) 10-1/8 10,530 10,725 11,035 11,495 26,805 27,295 28,095 29,255 (257) (46.8) (47.7) (49.1) (51.1) (119.2) (121.4) (125.0) (130.1) #9 13-1/2 (343) 14,040 (62.5) 14,300 (63.6) 14,715 (65.5) 15,325 (68.2) 35,735 (159.0) 36,395 (161.9) 37,455 (166.6) 39,005 (173.5) 22-1/2 23,400 23,830 24,525 25,540 59,560 60,660 62,430 65,010 (572) (104.1) (106.0) (109.1) (113.6) (264.9) (269.8) (277.7) (289.2) 11-1/4 12,390 12,620 12,990 13,525 31,545 32,125 33,060 34,430 (286) (55.1) (56.1) (57.8) (60.2) (140.3) (142.9) (147.1) (153.2) #10 15 (381) 16,525 (73.5) 16,825 (74.8) 17,320 (77.0) 18,035 (80.2) 42,060 (187.1) 42,830 (190.5) 44,080 (196.1) 45,905 (204.2) 25 27,540 28,045 28,865 30,060 70,095 71,385 73,470 76,510 (635) (122.5) (124.7) (128.4) (133.7) (311.8) (317.5) (326.8) (340.3) 1 See Section 3.1.8 (2022 PTG) for explanation on development of load values. 2 See Section 3.1.8 (2022 PTG) to convert design strength value to ASD value. 3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 4Apply 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. 5Values 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 significant periods of time. 6Tabular values are for dry concrete conditions. For water saturated concrete applications multiply design strength by 0.69. For water-filled drilled holes or submerged (underwater) applications multiply design strength by 0.63. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.8 (2022 PTG). 8Tabular 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. 10Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by seis = 0.75. See section 3.1.8 (2022 PTG) for additional information on seismic applications. March 2024 5 Table 4 -- Steel design strength for US rebar 1 ASTM A 615 Grade 40 2 ASTM A 615 Grade 60 2 Rebar Size Tensile3 Nsa lb (kN) Shear4 Vsa lb (kN) Seismic Shear5 Vsa,eq lb (kN) Tensile3 Nsa lb (kN) Shear4 Vsa lb (kN) Seismic Shear5 Vsa,eq lb (kN) #3 4,290 (19.1) 2,375 (10.6) 1,665 (7.4) 5,720 (25.4) 3,170 (14.1) 2,220 (9.9) #4 7,800 (34.7) 4,320 (19.2) 3,025 (13.5) 10,400 (46.3) 5,760 (25.6) 4,030 (17.9) #5 12,090 (53.8) 6,695 (29.8) 4,685 (20.8) 16,120 (71.7) 8,930 (39.7) 6,250 (27.8) #6 17,160 (76.3) 9,505 (42.3) 6,655 (29.6) 22,880 (101.8) 12,670 (56.4) 8,870 (39.5) #7 23,400 (104.1) 12,960 (57.6) 9,070 (40.3) 31,200 (138.8) 17,280 (76.9) 12,095 (53.8) #8 30,810 (137.0) 17,065 (75.9) 11,945 (53.1) 41,080 (182.7) 22,750 (101.2) 15,925 (70.8) #9 39,000 (173.5) 21,600 (96.1) 15,120 (67.3) 52,000 (231.3) 28,800 (128.1) 20,160 (89.7) #10 49,530 (220.3) 27,430 (122.0) 19,200 (85.4) 66,040 (293.8) 36,575 (162.7) 25,605 (113.9) ASTM A 706 Grade 60 2 Tensile3 Nsa lb (kN) Shear4 Vsa lb (kN) Seismic Shear5 Vsa,eq lb (kN) 6,600 (29.4) 12,000 (53.4) 18,600 (82.7) 26,400 (117.4) 36,000 (160.1) 47,400 (210.8) 60,000 (266.9) 76,200 (339.0) 3,430 (15.3) 6,240 (27.8) 9,670 (43.0) 13,730 (61.1) 18,720 (83.3) 24,650 (109.6) 31,200 (138.8) 39,625 (176.3) 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 3.1.8 (2022 PTG) 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 Chapter 17 4 Shear = 0.60 Ase,N futa as noted in ACI 318 Chapter 17 5Seismic Shear = V,seis Vsa : Reduction for seismic shear only. See section 3.1.8 (2022 PTG) for additional information on seismic applications. 6 March 2024 HIT-RE 100 adhesive anchoring system Table 5 -- Load adjustment factors for #3 rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #3 Uncracked Concrete Embedment hef in (mm) 1-3/4 (44) 1-7/8 (48) 2 (51) 3 (76) 4 (102) 4-5/8 (117) 5 (127) 5-3/4 (146) 6 (152) 7 (178) 8 (203) 8-3/4 (222) 9 (229) 10 (254) 11 (279) 12 (305) 14 (356) 16 (406) 18 (457) 24 (610) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 3-3/8 (86) n/a 0.59 0.60 0.65 0.70 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 Edge Distance Factor in Tension fRN 3-3/8 (86) 0.31 0.32 0.33 0.40 0.49 0.55 0.59 0.68 0.71 0.82 0.94 1.00 4-1/2 (114) 0.22 0.23 0.24 0.29 0.36 0.40 0.43 0.49 0.51 0.60 0.69 0.75 0.77 0.86 0.94 1.00 7-1/2 (191) 0.13 0.13 0.14 0.17 0.21 0.23 0.25 0.29 0.30 0.35 0.40 0.43 0.45 0.50 0.55 0.60 0.70 0.80 0.89 1.00 Spacing Factor in Shear4 fAV 3-3/8 (86) n/a 0.53 0.54 0.55 0.57 0.58 0.59 0.60 0.61 0.63 0.65 0.66 0.66 0.68 0.70 0.72 0.75 0.79 0.83 0.94 1.00 4-1/2 (114) n/a 0.53 0.53 0.54 0.56 0.57 0.57 0.59 0.59 0.60 0.62 0.63 0.63 0.65 0.66 0.68 0.71 0.74 0.77 0.86 0.95 1.00 7-1/2 (191) n/a 0.52 0.52 0.53 0.54 0.55 0.55 0.56 0.56 0.57 0.59 0.59 0.60 0.61 0.62 0.63 0.65 0.67 0.69 0.76 0.82 0.88 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) 0.08 0.06 0.04 0.17 0.12 0.07 0.09 0.07 0.04 0.18 0.14 0.08 0.10 0.08 0.05 0.20 0.15 0.09 0.19 0.14 0.08 0.37 0.28 0.17 0.29 0.22 0.13 0.49 0.36 0.21 0.36 0.27 0.16 0.55 0.40 0.23 0.40 0.30 0.18 0.59 0.43 0.25 0.50 0.37 0.22 0.68 0.49 0.29 0.53 0.40 0.24 0.71 0.51 0.30 0.67 0.50 0.30 0.82 0.60 0.35 0.81 0.61 0.37 0.94 0.69 0.40 0.93 0.70 0.42 1.00 0.75 0.43 0.97 0.73 0.44 0.77 0.45 1.00 0.85 0.51 0.86 0.50 0.98 0.59 0.94 0.55 1.00 0.67 1.00 0.60 0.85 0.70 1.00 0.80 0.89 1.00 Concrete Thickness Factor in Shear5 fHV 3-3/8 (86) n/a n/a n/a n/a n/a 0.58 0.60 0.65 0.66 0.71 0.76 0.80 0.81 0.85 0.89 0.93 1.00 4-1/2 (114) n/a n/a n/a n/a n/a n/a n/a 0.59 0.60 0.65 0.69 0.72 0.73 0.77 0.81 0.85 0.92 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 0.61 0.62 0.65 0.69 0.72 0.77 0.83 0.88 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 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 Edge Distance Factor in Tension fRN 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 Spacing Factor in Shear5 fAV 3-3/8 (86) n/a 0.55 0.56 0.58 0.61 0.63 0.64 0.66 0.67 0.70 0.72 0.74 0.75 0.78 0.81 0.84 0.89 0.95 1.00 4-1/2 (114) n/a 0.54 0.55 0.57 0.59 0.61 0.62 0.63 0.64 0.66 0.68 0.70 0.71 0.73 0.75 0.78 0.82 0.87 0.92 1.00 7-1/2 (191) n/a 0.53 0.53 0.55 0.57 0.58 0.58 0.59 0.60 0.61 0.63 0.64 0.65 0.66 0.68 0.70 0.73 0.76 0.80 0.89 0.99 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) 0.16 0.12 0.07 0.32 0.24 0.14 0.18 0.13 0.08 0.35 0.26 0.16 0.19 0.15 0.09 0.39 0.29 0.17 0.36 0.27 0.16 0.70 0.54 0.32 0.55 0.41 0.25 0.84 0.70 0.49 0.68 0.51 0.31 0.93 0.76 0.58 0.77 0.58 0.35 0.99 0.80 0.60 0.95 0.71 0.43 1.00 0.88 0.64 1.00 0.76 0.45 0.91 0.66 0.95 0.57 1.00 0.72 1.00 0.70 0.78 0.80 0.83 0.83 0.85 0.98 0.91 1.00 0.98 1.00 Concrete Thickness Factor in Shear5 fHV 3-3/8 (86) n/a n/a n/a n/a n/a 0.72 0.75 0.80 0.82 0.88 0.95 0.99 1.00 4-1/2 (114) n/a n/a n/a n/a n/a n/a n/a 0.73 0.74 0.80 0.86 0.90 0.91 0.96 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 0.76 0.77 0.81 0.85 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 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. March 2024 7 Table 7 -- Load adjustment factors for #4 rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #4 Uncracked Concrete Embedment hef in (mm) 1-3/4 (44) 2-1/2 (64) 3 (76) 4 (102) 5 (127) 5-3/4 (146) 6 (152) 7 (178) 7-1/4 (184) 8 (203) 9 (229) 10 (254) 11-1/4 (286) 12 (305) 14 (356) 16 (406) 18 (457) 20 (508) 22 (559) 24 (610) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 4-1/2 (114) n/a 0.59 0.61 0.65 0.69 0.71 0.72 0.76 0.77 0.80 0.83 0.87 0.92 0.94 1.00 6 (152) n/a 0.57 0.58 0.61 0.64 0.66 0.67 0.69 0.70 0.72 0.75 0.78 0.81 0.83 0.89 0.94 1.00 10 (254) n/a 0.54 0.55 0.57 0.58 0.60 0.60 0.62 0.62 0.63 0.65 0.67 0.69 0.70 0.73 0.77 0.80 0.83 0.87 0.90 1.00 Edge Distance Factor in Tension fRN 4-1/2 (114) 0.27 0.31 0.34 0.39 0.46 0.50 0.52 0.60 0.63 0.69 0.78 0.86 0.97 1.00 6 (152) 0.20 0.23 0.25 0.29 0.33 0.37 0.38 0.44 0.46 0.51 0.57 0.63 0.71 0.76 0.89 1.00 10 (254) 0.12 0.13 0.14 0.17 0.20 0.22 0.22 0.26 0.27 0.30 0.33 0.37 0.42 0.44 0.52 0.59 0.67 0.74 0.81 0.89 1.00 Spacing Factor in Shear4 fAV 4-1/2 (114) n/a 0.53 0.54 0.55 0.57 0.58 0.58 0.60 0.60 0.61 0.62 0.64 0.65 0.66 0.69 0.72 0.75 0.77 0.80 0.83 0.91 0.99 1.00 6 (152) n/a 0.53 0.53 0.55 0.56 0.57 0.57 0.58 0.58 0.59 0.60 0.61 0.63 0.64 0.66 0.68 0.70 0.73 0.75 0.77 0.84 0.91 1.00 10 (254) n/a 0.52 0.52 0.53 0.54 0.55 0.55 0.56 0.56 0.56 0.57 0.58 0.59 0.60 0.61 0.63 0.65 0.66 0.68 0.69 0.74 0.79 0.89 Edge Distance in Shear Toward Edge fRV To Edge fRV 4-1/2 6 10 4-1/2 6 10 (114) (152) (254) (114) (152) (254) 0.05 0.04 0.02 0.11 0.08 0.05 0.09 0.07 0.04 0.19 0.14 0.08 0.12 0.09 0.06 0.25 0.18 0.11 0.19 0.14 0.09 0.38 0.28 0.17 0.26 0.20 0.12 0.46 0.33 0.20 0.33 0.24 0.15 0.50 0.37 0.22 0.35 0.26 0.16 0.52 0.38 0.22 0.44 0.33 0.20 0.60 0.44 0.26 0.46 0.35 0.21 0.63 0.46 0.27 0.54 0.40 0.24 0.69 0.51 0.30 0.64 0.48 0.29 0.78 0.57 0.33 0.75 0.56 0.34 0.86 0.63 0.37 0.89 0.67 0.40 0.97 0.71 0.42 0.98 0.74 0.44 1.00 0.76 0.44 1.00 0.93 0.56 0.89 0.52 1.00 0.68 1.00 0.59 0.81 0.67 0.95 0.74 1.00 0.81 0.89 1.00 Concrete Thickness Factor in Shear5 fHV 4-1/2 (114) n/a n/a n/a n/a n/a 0.56 0.57 0.62 0.63 0.66 0.70 0.74 0.79 0.81 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 0.57 0.60 0.64 0.67 0.71 0.74 0.80 0.85 0.90 0.95 1.00 10 (254) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.60 0.62 0.67 0.72 0.76 0.80 0.84 0.88 0.98 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 4-1/2 (114) 0.49 0.56 0.60 0.70 0.80 0.88 0.91 1.00 6 (152) 0.45 0.50 0.53 0.60 0.67 0.73 0.75 0.83 0.85 0.91 1.00 10 (254) 0.41 0.44 0.46 0.49 0.53 0.56 0.57 0.62 0.63 0.66 0.70 0.75 0.81 0.85 0.95 1.00 Spacing Factor in Shear4 fAV 4-1/2 (114) n/a 0.55 0.56 0.58 0.60 0.62 0.63 0.65 0.65 0.67 0.69 0.71 0.74 0.75 0.79 0.84 0.88 0.92 0.96 1.00 6 (152) n/a 0.54 0.55 0.57 0.59 0.60 0.60 0.62 0.63 0.64 0.66 0.67 0.69 0.71 0.74 0.78 0.81 0.85 0.88 0.92 1.00 10 (254) n/a 0.53 0.54 0.55 0.56 0.57 0.57 0.59 0.59 0.60 0.61 0.62 0.64 0.65 0.67 0.70 0.72 0.75 0.77 0.80 0.87 0.94 1.00 Edge Distance in Shear Toward Edge fRV To Edge fRV 4-1/2 6 10 4-1/2 6 10 (114) (152) (254) (114) (152) (254) 0.10 0.08 0.05 0.21 0.15 0.09 0.18 0.13 0.08 0.35 0.26 0.16 0.23 0.17 0.10 0.46 0.35 0.21 0.36 0.27 0.16 0.70 0.54 0.32 0.50 0.37 0.22 0.80 0.67 0.45 0.61 0.46 0.28 0.88 0.73 0.55 0.66 0.49 0.29 0.91 0.75 0.57 0.83 0.62 0.37 1.00 0.83 0.62 0.87 0.65 0.39 0.85 0.63 1.00 0.76 0.45 0.91 0.66 0.90 0.54 1.00 0.70 1.00 0.63 0.75 0.76 0.81 0.83 0.85 1.00 0.95 1.00 Concrete Thickness Factor in Shear5 fHV 4-1/2 (114) n/a n/a n/a n/a n/a 0.69 0.71 0.77 0.78 0.82 0.87 0.92 0.97 1.00 6 (152) n/a n/a n/a n/a n/a n/a n/a n/a 0.71 0.74 0.79 0.83 0.88 0.91 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 0.74 0.77 0.83 0.89 0.94 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 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. 8 March 2024 HIT-RE 100 adhesive anchoring system Table 9 -- Load adjustment factors for #5 rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #5 Uncracked Concrete Embedment hef in (mm) 1-3/4 (44) 3-1/8 (79) 4 (102) 5 (127) 6 (152) 7 (178) 7-1/8 (181) 8 (203) 9 (229) 10 (254) 11 (279) 12 (305) 14 (356) 16 (406) 18 (457) 20 (508) 22 (559) 24 (610) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 5-5/8 (143) n/a 0.59 0.62 0.65 0.68 0.71 0.71 0.74 0.77 0.80 0.83 0.86 0.91 0.97 1.00 7-1/2 (191) n/a 0.57 0.59 0.61 0.63 0.66 0.66 0.68 0.70 0.72 0.74 0.77 0.81 0.86 0.90 0.94 0.99 1.00 12-1/2 (318) n/a 0.54 0.55 0.57 0.58 0.59 0.60 0.61 0.62 0.63 0.65 0.66 0.69 0.71 0.74 0.77 0.79 0.82 0.85 0.87 0.90 0.98 1.00 Edge Distance Factor in Tension fRN 5-5/8 (143) 0.25 0.31 0.35 0.40 0.45 0.50 0.51 0.56 0.63 0.70 0.77 0.84 0.98 1.00 7-1/2 (191) 0.19 0.23 0.26 0.29 0.33 0.37 0.37 0.41 0.46 0.51 0.56 0.62 0.72 0.82 0.92 1.00 12-1/2 (318) 0.11 0.13 0.15 0.17 0.19 0.21 0.22 0.24 0.27 0.30 0.33 0.36 0.42 0.48 0.54 0.60 0.66 0.72 0.78 0.84 0.90 1.00 Spacing Factor in Shear4 fAV 5-5/8 (143) n/a 0.54 0.55 0.56 0.57 0.58 0.58 0.59 0.60 0.62 0.63 0.64 0.66 0.69 0.71 0.73 0.75 0.78 0.80 0.82 0.85 0.92 1.00 7-1/2 (191) n/a 0.53 0.54 0.55 0.56 0.57 0.57 0.57 0.58 0.59 0.60 0.61 0.63 0.65 0.67 0.69 0.71 0.72 0.74 0.76 0.78 0.84 0.95 12-1/2 (318) n/a 0.52 0.53 0.53 0.54 0.55 0.55 0.55 0.56 0.57 0.57 0.58 0.59 0.61 0.62 0.63 0.65 0.66 0.67 0.69 0.70 0.74 0.82 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 (143) (191) (318) (143) (191) (318) 0.04 0.03 0.02 0.08 0.06 0.04 0.10 0.07 0.04 0.20 0.15 0.09 0.15 0.11 0.06 0.29 0.21 0.13 0.21 0.15 0.09 0.40 0.29 0.17 0.27 0.19 0.12 0.45 0.33 0.19 0.34 0.25 0.15 0.50 0.37 0.21 0.35 0.25 0.15 0.51 0.37 0.22 0.41 0.30 0.18 0.56 0.41 0.24 0.50 0.36 0.21 0.63 0.46 0.27 0.58 0.42 0.25 0.70 0.51 0.30 0.67 0.48 0.29 0.77 0.56 0.33 0.76 0.55 0.33 0.84 0.62 0.36 0.96 0.69 0.42 0.98 0.72 0.42 1.00 0.85 0.51 1.00 0.82 0.48 1.00 0.61 0.92 0.54 0.71 1.00 0.60 0.82 0.66 0.93 0.72 1.00 0.78 0.84 0.90 1.00 Concrete Thickness Factor in Shear5 fHV 5-5/8 (143) n/a n/a n/a n/a n/a n/a 0.57 0.61 0.65 0.68 0.71 0.75 0.81 0.86 0.91 0.96 1.00 7-1/2 (191) n/a n/a n/a n/a n/a n/a n/a n/a 0.58 0.61 0.64 0.67 0.72 0.77 0.82 0.86 0.91 0.95 0.99 1.00 12-1/2 (318) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.61 0.65 0.69 0.73 0.76 0.80 0.83 0.86 0.89 0.98 1.00 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 (127) 6 (152) 7 (178) 7-1/8 (181) 8 (203) 9 (229) 10 (254) 11 (279) 12 (305) 14 (356) 16 (406) 18 (457) 20 (508) 22 (559) 24 (610) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 5-5/8 (143) n/a 0.59 0.62 0.65 0.68 0.71 0.71 0.74 0.77 0.80 0.83 0.86 0.91 0.97 1.00 7-1/2 (191) n/a 0.57 0.59 0.61 0.63 0.66 0.66 0.68 0.70 0.72 0.74 0.77 0.81 0.86 0.90 0.94 0.99 1.00 12-1/2 (318) n/a 0.54 0.55 0.57 0.58 0.59 0.60 0.61 0.62 0.63 0.65 0.66 0.69 0.71 0.74 0.77 0.79 0.82 0.85 0.87 0.90 0.98 1.00 Edge Distance Factor in Tension fRN 5-5/8 (143) 0.46 0.56 0.62 0.70 0.78 0.87 0.88 0.96 1.00 7-1/2 (191) 0.43 0.50 0.55 0.60 0.66 0.72 0.73 0.78 0.85 0.91 0.98 1.00 12-1/2 (318) 0.40 0.44 0.46 0.49 0.53 0.56 0.56 0.59 0.62 0.66 0.69 0.73 0.81 0.89 0.97 1.00 Spacing Factor in Shear4 fAV 5-5/8 (143) n/a 0.55 0.57 0.58 0.60 0.62 0.62 0.63 0.65 0.67 0.68 0.70 0.73 0.77 0.80 0.84 0.87 0.90 0.94 0.97 1.00 7-1/2 (191) n/a 0.54 0.56 0.57 0.58 0.60 0.60 0.61 0.62 0.64 0.65 0.67 0.69 0.72 0.75 0.78 0.80 0.83 0.86 0.89 0.92 1.00 12-1/2 (318) n/a 0.53 0.54 0.55 0.56 0.57 0.57 0.58 0.59 0.60 0.61 0.62 0.64 0.66 0.68 0.70 0.72 0.74 0.76 0.78 0.80 0.85 0.97 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 (143) (191) (318) (143) (191) (318) 0.07 0.06 0.03 0.15 0.11 0.07 0.18 0.13 0.08 0.35 0.26 0.16 0.26 0.19 0.11 0.51 0.38 0.23 0.36 0.27 0.16 0.70 0.54 0.32 0.47 0.35 0.21 0.78 0.66 0.42 0.59 0.44 0.27 0.87 0.72 0.53 0.61 0.46 0.27 0.88 0.73 0.55 0.72 0.54 0.32 0.96 0.78 0.59 0.86 0.65 0.39 1.00 0.85 0.62 1.00 0.76 0.45 0.91 0.66 0.87 0.52 0.98 0.69 0.99 0.60 1.00 0.73 1.00 0.75 0.81 0.92 0.89 1.00 0.97 1.00 Concrete Thickness Factor in Shear5 fHV 5-5/8 (143) n/a n/a n/a n/a n/a n/a 0.69 0.73 0.78 0.82 0.86 0.90 0.97 1.00 7-1/2 (191) n/a n/a n/a n/a n/a n/a n/a n/a 0.71 0.74 0.78 0.82 0.88 0.94 1.00 12-1/2 (318) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.74 0.79 0.84 0.89 0.93 0.97 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 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. March 2024 9 Table 11 -- Load adjustment factors for #6 rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #6 Uncracked Concrete Embedment hef in (mm) 1-3/4 (44) 3-3/4 (95) 4 (102) 5 (127) 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 6-3/4 (171) 0.24 0.31 0.32 0.36 0.40 0.44 0.48 0.51 0.53 0.59 0.63 0.71 0.82 0.94 0.99 1.00 9 (229) 0.18 0.23 0.23 0.26 0.29 0.32 0.36 0.37 0.39 0.43 0.47 0.52 0.61 0.69 0.73 0.78 0.87 0.95 1.00 15 (381) 0.10 0.13 0.14 0.15 0.17 0.19 0.21 0.22 0.23 0.25 0.27 0.30 0.36 0.41 0.42 0.46 0.51 0.56 0.61 0.66 0.71 0.76 0.91 1.00 Spacing Factor in Shear4 fAV 6-3/4 (171) n/a 0.54 0.54 0.55 0.56 0.57 0.58 0.59 0.59 0.60 0.61 0.62 0.64 0.66 0.67 0.68 0.70 0.72 0.74 0.76 0.78 0.80 0.86 0.99 9 (229) n/a 0.53 0.53 0.54 0.55 0.55 0.56 0.57 0.57 0.58 0.58 0.59 0.61 0.63 0.63 0.64 0.66 0.67 0.69 0.70 0.72 0.74 0.78 0.88 15 (381) n/a 0.52 0.52 0.53 0.53 0.54 0.54 0.55 0.55 0.56 0.56 0.57 0.58 0.59 0.59 0.60 0.61 0.62 0.63 0.65 0.66 0.67 0.70 0.77 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) 0.03 0.02 0.01 0.07 0.05 0.03 0.11 0.07 0.04 0.22 0.15 0.09 0.12 0.08 0.05 0.24 0.16 0.10 0.17 0.11 0.07 0.33 0.23 0.14 0.22 0.15 0.09 0.40 0.29 0.17 0.28 0.19 0.11 0.44 0.32 0.19 0.34 0.23 0.14 0.48 0.36 0.21 0.37 0.25 0.15 0.51 0.37 0.22 0.40 0.28 0.17 0.53 0.39 0.23 0.47 0.32 0.19 0.59 0.43 0.25 0.53 0.36 0.22 0.63 0.47 0.27 0.62 0.42 0.25 0.71 0.52 0.30 0.78 0.53 0.32 0.82 0.61 0.36 0.96 0.65 0.39 0.94 0.69 0.41 1.00 0.70 0.42 0.99 0.73 0.42 0.78 0.47 1.00 0.78 0.46 0.91 0.55 0.87 0.51 1.00 0.63 0.95 0.56 0.72 1.00 0.61 0.81 0.66 0.91 0.71 1.00 0.76 0.91 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 0.59 0.60 0.64 0.66 0.70 0.75 0.80 0.82 0.85 0.90 0.94 0.99 1.00 9 (229) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.58 0.61 0.66 0.71 0.72 0.75 0.79 0.83 0.87 0.90 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 0.61 0.63 0.67 0.70 0.73 0.76 0.79 0.82 0.90 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 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 Spacing Factor in Shear4 fAV 6-3/4 (171) n/a 0.55 0.56 0.57 0.58 0.60 0.61 0.62 0.62 0.64 0.65 0.67 0.69 0.72 0.73 0.75 0.78 0.80 0.83 0.86 0.89 0.91 1.00 9 (229) n/a 0.54 0.55 0.56 0.57 0.58 0.59 0.60 0.60 0.61 0.62 0.64 0.66 0.68 0.69 0.70 0.73 0.75 0.77 0.80 0.82 0.84 0.91 1.00 15 (381) n/a 0.53 0.53 0.54 0.55 0.56 0.56 0.57 0.57 0.58 0.59 0.60 0.61 0.63 0.64 0.65 0.66 0.68 0.69 0.71 0.73 0.74 0.79 0.89 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) 0.06 0.04 0.02 0.11 0.08 0.05 0.17 0.13 0.08 0.35 0.26 0.16 0.19 0.14 0.09 0.38 0.29 0.17 0.27 0.20 0.12 0.53 0.40 0.24 0.35 0.26 0.16 0.70 0.52 0.31 0.44 0.33 0.20 0.77 0.65 0.40 0.54 0.40 0.24 0.84 0.70 0.48 0.59 0.44 0.27 0.88 0.72 0.53 0.64 0.48 0.29 0.91 0.75 0.57 0.75 0.56 0.34 0.99 0.80 0.60 0.84 0.63 0.38 1.00 0.84 0.62 0.99 0.74 0.44 0.91 0.66 1.00 0.93 0.56 1.00 0.72 1.00 0.68 0.78 0.73 0.81 0.82 0.85 0.96 0.91 1.00 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 0.68 0.70 0.74 0.77 0.81 0.88 0.94 0.96 1.00 9 (229) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.70 0.74 0.80 0.85 0.87 0.91 0.95 1.00 15 (381) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.74 0.76 0.80 0.84 0.88 0.92 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 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. 10 March 2024 HIT-RE 100 adhesive anchoring system Table 13 -- Load adjustment factors for #7 rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #7 Uncracked Concrete Embedment hef in (mm) 1-3/4 (44) 4-3/8 (111) 5 (127) 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 (200) n/a 0.59 0.61 0.63 0.65 0.67 0.69 0.71 0.71 0.73 0.75 0.76 0.80 0.84 0.88 0.91 0.92 0.97 1.00 10-1/2 17-1/2 (267) (445) n/a n/a 0.57 0.54 0.58 0.55 0.60 0.56 0.61 0.57 0.63 0.58 0.64 0.59 0.66 0.59 0.66 0.60 0.67 0.60 0.69 0.61 0.70 0.62 0.72 0.63 0.75 0.65 0.79 0.67 0.81 0.69 0.82 0.69 0.85 0.71 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 (200) 0.23 0.31 0.33 0.36 0.40 0.44 0.47 0.51 0.51 0.56 0.61 0.64 0.72 0.82 0.92 1.00 10-1/2 17-1/2 (267) (445) 0.17 0.10 0.23 0.13 0.24 0.14 0.27 0.16 0.29 0.17 0.32 0.19 0.35 0.20 0.37 0.22 0.38 0.22 0.41 0.24 0.45 0.26 0.47 0.28 0.53 0.31 0.60 0.35 0.68 0.40 0.73 0.43 0.75 0.44 0.83 0.48 0.90 0.53 0.98 0.57 1.00 0.62 0.66 0.79 1.00 Spacing Factor in Shear4 fAV 7-7/8 (200) n/a 0.54 0.54 0.55 0.56 0.57 0.58 0.59 0.59 0.60 0.60 0.61 0.62 0.64 0.66 0.67 0.67 0.69 0.71 0.73 0.74 0.76 0.81 0.92 10-1/2 17-1/2 (267) (445) n/a n/a 0.53 0.52 0.53 0.52 0.54 0.53 0.55 0.53 0.55 0.54 0.56 0.54 0.56 0.55 0.57 0.55 0.57 0.55 0.58 0.56 0.58 0.56 0.59 0.57 0.60 0.57 0.62 0.58 0.63 0.59 0.63 0.59 0.64 0.60 0.66 0.61 0.67 0.62 0.68 0.63 0.70 0.64 0.74 0.67 0.81 0.72 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 0.05 0.04 0.02 0.11 0.07 0.04 0.22 0.14 0.09 0.13 0.09 0.05 0.27 0.17 0.10 0.17 0.11 0.07 0.35 0.23 0.14 0.22 0.14 0.09 0.40 0.29 0.17 0.27 0.18 0.11 0.44 0.32 0.19 0.32 0.21 0.13 0.47 0.35 0.20 0.37 0.24 0.14 0.51 0.37 0.22 0.38 0.25 0.15 0.51 0.38 0.22 0.43 0.28 0.17 0.56 0.41 0.24 0.49 0.32 0.19 0.61 0.45 0.26 0.52 0.34 0.21 0.64 0.47 0.28 0.62 0.41 0.24 0.72 0.53 0.31 0.76 0.50 0.30 0.82 0.60 0.35 0.91 0.59 0.36 0.92 0.68 0.40 1.00 0.67 0.40 1.00 0.73 0.43 0.69 0.42 0.75 0.44 0.80 0.48 0.83 0.48 0.91 0.55 0.90 0.53 1.00 0.62 0.98 0.57 0.69 1.00 0.62 0.77 0.66 1.00 0.79 1.00 Concrete Thickness Factor in Shear5 fHV 7-7/8 (200) n/a n/a n/a n/a n/a n/a n/a 0.59 0.59 0.62 0.65 0.66 0.70 0.75 0.79 0.82 0.83 0.87 0.91 0.95 0.99 1.00 10-1/2 17-1/2 (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 n/a 0.57 n/a 0.61 n/a 0.65 n/a 0.69 n/a 0.71 0.60 0.72 0.61 0.76 0.64 0.79 0.67 0.82 0.70 0.86 0.72 0.89 0.75 0.97 0.82 1.00 0.94 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 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 (200) n/a 0.59 0.61 0.63 0.65 0.67 0.69 0.71 0.71 0.73 0.75 0.76 0.80 0.84 0.88 0.91 0.92 0.97 1.00 10-1/2 17-1/2 (267) (445) n/a n/a 0.57 0.54 0.58 0.55 0.60 0.56 0.61 0.57 0.63 0.58 0.64 0.59 0.66 0.59 0.66 0.60 0.67 0.60 0.69 0.61 0.70 0.62 0.72 0.63 0.75 0.65 0.79 0.67 0.81 0.69 0.82 0.69 0.85 0.71 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 (200) 0.43 0.56 0.59 0.64 0.70 0.76 0.82 0.87 0.88 0.95 1.00 10-1/2 17-1/2 (267) (445) 0.41 0.38 0.50 0.44 0.52 0.45 0.56 0.47 0.60 0.49 0.64 0.52 0.68 0.54 0.72 0.56 0.73 0.56 0.77 0.59 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 fAV 7-7/8 (200) n/a 0.55 0.56 0.57 0.58 0.59 0.60 0.61 0.61 0.62 0.63 0.64 0.66 0.68 0.70 0.72 0.72 0.75 0.77 0.79 0.81 0.84 0.90 1.00 10-1/2 17-1/2 (267) (445) n/a n/a 0.54 0.53 0.55 0.53 0.56 0.54 0.56 0.55 0.57 0.55 0.58 0.56 0.59 0.57 0.59 0.57 0.60 0.57 0.61 0.58 0.62 0.58 0.63 0.59 0.65 0.61 0.67 0.62 0.68 0.63 0.69 0.63 0.70 0.64 0.72 0.66 0.74 0.67 0.76 0.68 0.78 0.70 0.83 0.74 0.94 0.82 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) 0.04 0.03 0.02 0.08 0.06 0.04 0.16 0.12 0.07 0.32 0.24 0.14 0.20 0.15 0.09 0.39 0.29 0.18 0.26 0.19 0.12 0.51 0.39 0.23 0.32 0.24 0.15 0.65 0.49 0.29 0.40 0.30 0.18 0.76 0.59 0.36 0.47 0.35 0.21 0.82 0.68 0.42 0.54 0.41 0.24 0.87 0.72 0.49 0.55 0.41 0.25 0.88 0.73 0.50 0.64 0.48 0.29 0.95 0.77 0.57 0.73 0.54 0.33 1.00 0.82 0.61 0.77 0.58 0.35 0.84 0.62 0.92 0.69 0.41 0.91 0.66 1.00 0.84 0.50 1.00 0.71 1.00 0.60 0.76 0.68 0.80 0.70 0.82 0.81 0.87 0.92 0.93 1.00 0.99 1.00 Concrete Thickness Factor in Shear5 fHV 7-7/8 (200) n/a n/a n/a n/a n/a n/a n/a 0.67 0.67 0.70 0.73 0.75 0.79 0.85 0.90 0.94 0.95 0.99 1.00 10-1/2 17-1/2 (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 n/a 0.68 n/a 0.72 n/a 0.77 n/a 0.82 n/a 0.85 0.72 0.86 0.73 0.90 0.76 0.94 0.80 0.98 0.83 1.00 0.86 0.89 0.97 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 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. March 2024 11 Table 15 -- Load adjustment factors for #8 rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #8 Uncracked Concrete Embedment hef in (mm) 1-3/4 (44) 5 (127) 6 (152) 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 fRN 9 (229) 0.23 0.31 0.34 0.37 0.40 0.43 0.47 0.50 0.51 0.54 0.59 0.63 0.64 0.72 0.81 0.90 0.99 1.00 12 (305) 0.17 0.23 0.25 0.27 0.30 0.32 0.34 0.37 0.38 0.40 0.43 0.47 0.47 0.53 0.60 0.66 0.73 0.74 0.80 0.86 0.93 1.00 20 (508) 0.10 0.13 0.15 0.16 0.17 0.19 0.20 0.22 0.22 0.23 0.25 0.27 0.28 0.31 0.35 0.39 0.43 0.43 0.47 0.51 0.55 0.58 0.70 0.94 Spacing Factor in Shear4 fAV 9 (229) n/a 0.54 0.55 0.55 0.56 0.57 0.58 0.58 0.59 0.59 0.60 0.61 0.61 0.62 0.64 0.65 0.67 0.67 0.68 0.70 0.71 0.73 0.77 0.86 12 (305) n/a 0.53 0.53 0.54 0.55 0.55 0.56 0.56 0.56 0.57 0.57 0.58 0.58 0.59 0.60 0.61 0.63 0.63 0.64 0.65 0.66 0.67 0.70 0.77 20 (508) n/a 0.52 0.52 0.53 0.53 0.54 0.54 0.54 0.54 0.55 0.55 0.56 0.56 0.56 0.57 0.58 0.59 0.59 0.60 0.60 0.61 0.62 0.64 0.69 Edge Distance in Shear Toward Edge fRV To Edge fRV 9 12 20 9 12 20 (229) (305) (508) (229) (305) (508) 0.02 0.01 0.01 0.05 0.03 0.02 0.11 0.07 0.04 0.22 0.14 0.08 0.14 0.09 0.05 0.29 0.19 0.11 0.18 0.12 0.07 0.36 0.23 0.14 0.22 0.14 0.08 0.40 0.29 0.17 0.26 0.17 0.10 0.43 0.32 0.19 0.31 0.20 0.12 0.47 0.34 0.20 0.35 0.23 0.13 0.50 0.37 0.22 0.37 0.24 0.14 0.51 0.38 0.22 0.40 0.26 0.15 0.54 0.40 0.23 0.46 0.30 0.17 0.59 0.43 0.25 0.51 0.33 0.19 0.63 0.47 0.27 0.52 0.34 0.20 0.64 0.47 0.28 0.62 0.40 0.24 0.72 0.53 0.31 0.74 0.48 0.28 0.81 0.60 0.35 0.87 0.56 0.33 0.90 0.66 0.39 1.00 0.65 0.38 0.99 0.73 0.43 0.66 0.39 1.00 0.74 0.43 0.74 0.43 0.80 0.47 0.84 0.49 0.86 0.51 0.94 0.54 0.93 0.55 1.00 0.60 1.00 0.58 0.79 0.70 1.00 0.94 Concrete Thickness Factor in Shear5 fHV 9 (229) n/a n/a n/a n/a n/a n/a n/a n/a 0.58 0.60 0.63 0.65 0.66 0.70 0.74 0.78 0.82 0.82 0.85 0.89 0.92 0.95 1.00 12 (305) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.57 0.60 0.64 0.67 0.71 0.71 0.74 0.77 0.80 0.83 0.91 1.00 20 (508) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.59 0.62 0.64 0.67 0.69 0.76 0.87 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 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 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 fRN 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 fAV 9 (229) n/a 0.55 0.56 0.57 0.58 0.59 0.60 0.61 0.61 0.62 0.63 0.64 0.64 0.66 0.67 0.69 0.71 0.72 0.73 0.75 0.77 0.79 0.85 0.97 12 (305) n/a 0.54 0.55 0.56 0.56 0.57 0.58 0.59 0.59 0.60 0.60 0.61 0.61 0.63 0.64 0.66 0.68 0.68 0.69 0.71 0.72 0.74 0.79 0.89 20 (508) n/a 0.53 0.53 0.54 0.55 0.55 0.56 0.56 0.56 0.57 0.57 0.58 0.58 0.59 0.60 0.61 0.63 0.63 0.64 0.65 0.66 0.67 0.71 0.77 Edge Distance in Shear Toward Edge fRV To Edge fRV 9 12 20 9 12 20 (229) (305) (508) (229) (305) (508) 0.03 0.02 0.01 0.07 0.05 0.03 0.16 0.12 0.07 0.31 0.24 0.14 0.21 0.16 0.09 0.41 0.31 0.19 0.26 0.20 0.12 0.52 0.39 0.23 0.32 0.24 0.14 0.64 0.48 0.29 0.38 0.29 0.17 0.75 0.57 0.34 0.45 0.33 0.20 0.80 0.67 0.40 0.51 0.39 0.23 0.86 0.71 0.46 0.53 0.40 0.24 0.87 0.72 0.48 0.59 0.44 0.26 0.91 0.75 0.53 0.66 0.50 0.30 0.97 0.79 0.59 0.74 0.55 0.33 1.00 0.83 0.62 0.76 0.57 0.34 0.84 0.62 0.90 0.68 0.41 0.91 0.66 1.00 0.81 0.48 1.00 0.70 0.94 0.57 0.75 1.00 0.65 0.80 0.67 0.80 0.75 0.85 0.84 0.90 0.94 0.95 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 0.66 0.68 0.71 0.74 0.74 0.79 0.84 0.88 0.92 0.93 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 0.68 0.72 0.76 0.80 0.84 0.85 0.88 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 0.71 0.74 0.77 0.80 0.83 0.91 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 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. 12 March 2024 HIT-RE 100 adhesive anchoring system Table 17 -- Load adjustment factors for #9 rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #9 Uncracked Concrete 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 0.02 0.01 n/a n/a n/a 0.59 0.57 0.54 0.31 0.23 0.14 0.54 0.53 0.52 0.11 0.07 0.04 0.22 0.14 0.08 n/a n/a n/a 0.60 0.57 0.54 0.32 0.24 0.14 0.54 0.53 0.52 0.12 0.08 0.04 0.24 0.16 0.09 n/a n/a n/a 0.62 0.59 0.55 0.35 0.26 0.15 0.55 0.54 0.52 0.15 0.10 0.05 0.30 0.20 0.11 n/a n/a n/a 0.63 0.60 0.56 0.38 0.28 0.16 0.55 0.54 0.53 0.18 0.12 0.07 0.37 0.24 0.13 n/a n/a n/a 0.65 0.61 0.57 0.41 0.30 0.17 0.56 0.55 0.53 0.22 0.14 0.08 0.41 0.29 0.16 n/a n/a n/a 0.66 0.62 0.57 0.44 0.32 0.19 0.57 0.55 0.53 0.26 0.17 0.09 0.44 0.32 0.19 n/a n/a n/a 0.68 0.64 0.58 0.47 0.34 0.20 0.57 0.56 0.54 0.30 0.19 0.11 0.47 0.34 0.20 n/a n/a n/a 0.70 0.65 0.59 0.50 0.37 0.21 0.58 0.56 0.54 0.34 0.22 0.12 0.50 0.37 0.21 n/a n/a n/a 0.71 0.66 0.60 0.53 0.39 0.23 0.59 0.57 0.54 0.38 0.24 0.14 0.53 0.39 0.23 0.59 n/a n/a 0.71 0.66 0.60 0.53 0.39 0.23 0.59 0.57 0.54 0.38 0.25 0.14 0.53 0.39 0.23 0.59 n/a n/a 0.73 0.67 0.60 0.57 0.42 0.25 0.59 0.57 0.55 0.43 0.28 0.16 0.57 0.42 0.25 0.61 n/a n/a 0.76 0.70 0.62 0.65 0.48 0.28 0.61 0.58 0.56 0.52 0.34 0.19 0.65 0.48 0.28 0.66 n/a n/a 0.77 0.70 0.62 0.66 0.49 0.28 0.61 0.58 0.56 0.53 0.35 0.19 0.66 0.49 0.28 0.66 0.57 n/a 0.80 0.72 0.63 0.73 0.54 0.32 0.62 0.59 0.56 0.62 0.40 0.23 0.73 0.54 0.32 0.70 0.60 n/a 0.83 0.75 0.65 0.82 0.60 0.35 0.63 0.60 0.57 0.73 0.47 0.27 0.82 0.60 0.35 0.73 0.64 n/a 0.86 0.77 0.66 0.90 0.66 0.39 0.65 0.61 0.58 0.84 0.55 0.31 0.90 0.66 0.39 0.77 0.67 n/a 0.90 0.80 0.68 0.98 0.72 0.42 0.66 0.62 0.58 0.96 0.62 0.35 0.98 0.72 0.42 0.80 0.70 n/a 0.92 0.81 0.69 1.00 0.76 0.44 0.67 0.63 0.59 1.00 0.67 0.38 1.00 0.76 0.44 0.83 0.71 0.59 0.93 0.82 0.69 0.78 0.46 0.68 0.63 0.59 0.70 0.39 0.78 0.46 0.84 0.73 0.60 0.96 0.85 0.71 0.84 0.49 0.69 0.64 0.60 0.78 0.44 0.84 0.49 0.87 0.75 0.62 0.99 0.87 0.72 0.90 0.53 0.70 0.65 0.60 0.87 0.49 0.90 0.53 0.90 0.78 0.64 1.00 0.94 0.77 1.00 0.63 0.74 0.68 0.62 1.00 0.64 1.00 0.63 0.99 0.85 0.70 1.00 0.86 0.84 0.82 0.74 0.67 0.99 0.84 1.00 0.99 0.81 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 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 0.41 0.39 0.38 n/a n/a n/a 0.03 0.02 0.01 0.05 0.04 0.02 n/a n/a n/a 0.59 0.57 0.54 0.56 0.50 0.44 0.55 0.54 0.53 0.16 0.12 0.07 0.31 0.24 0.14 n/a n/a n/a 0.60 0.57 0.54 0.57 0.51 0.44 0.55 0.54 0.53 0.17 0.13 0.08 0.35 0.26 0.16 n/a n/a n/a 0.62 0.59 0.55 0.61 0.54 0.46 0.56 0.55 0.54 0.22 0.16 0.10 0.44 0.33 0.20 n/a n/a n/a 0.63 0.60 0.56 0.65 0.57 0.48 0.57 0.56 0.54 0.27 0.20 0.12 0.53 0.40 0.24 n/a n/a n/a 0.65 0.61 0.57 0.70 0.60 0.49 0.58 0.56 0.55 0.32 0.24 0.14 0.63 0.48 0.29 n/a n/a n/a 0.66 0.62 0.57 0.74 0.63 0.51 0.59 0.57 0.55 0.37 0.28 0.17 0.74 0.56 0.33 n/a n/a n/a 0.68 0.64 0.58 0.79 0.67 0.53 0.59 0.58 0.56 0.43 0.32 0.19 0.79 0.64 0.39 n/a n/a n/a 0.70 0.65 0.59 0.84 0.70 0.55 0.60 0.59 0.56 0.49 0.37 0.22 0.84 0.70 0.44 n/a n/a n/a 0.71 0.66 0.60 0.88 0.73 0.56 0.61 0.59 0.57 0.54 0.41 0.24 0.88 0.73 0.49 0.67 n/a n/a 0.71 0.66 0.60 0.89 0.73 0.56 0.61 0.59 0.57 0.55 0.41 0.25 0.89 0.73 0.50 0.67 n/a n/a 0.73 0.67 0.60 0.94 0.77 0.58 0.62 0.60 0.57 0.62 0.46 0.28 0.94 0.77 0.55 0.69 n/a n/a 0.76 0.70 0.62 1.00 0.84 0.62 0.64 0.61 0.58 0.75 0.56 0.34 1.00 0.84 0.62 0.74 n/a n/a 0.77 0.70 0.62 0.85 0.63 0.64 0.62 0.58 0.77 0.58 0.35 0.85 0.63 0.75 0.68 n/a 0.80 0.72 0.63 0.91 0.66 0.66 0.63 0.59 0.90 0.67 0.40 0.91 0.66 0.79 0.72 n/a 0.83 0.75 0.65 0.99 0.70 0.67 0.64 0.60 1.00 0.79 0.47 0.99 0.70 0.83 0.75 n/a 0.86 0.77 0.66 1.00 0.74 0.69 0.66 0.61 0.91 0.55 1.00 0.74 0.87 0.79 n/a 0.90 0.80 0.68 0.78 0.71 0.67 0.62 1.00 0.62 0.78 0.91 0.83 n/a 0.92 0.81 0.69 0.81 0.72 0.68 0.63 0.67 0.81 0.93 0.85 0.71 0.93 0.82 0.69 0.82 0.72 0.68 0.63 0.70 0.82 0.95 0.86 0.73 0.96 0.85 0.71 0.87 0.74 0.70 0.64 0.78 0.87 0.98 0.89 0.75 0.99 0.87 0.72 0.91 0.76 0.71 0.65 0.87 0.91 1.00 0.92 0.78 1.00 0.94 0.77 1.00 0.81 0.76 0.68 1.00 1.00 1.00 0.85 1.00 0.86 0.91 0.84 0.74 0.99 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 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. March 2024 13 Table 19 -- Load adjustment factors for #10 rebar in uncracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) #10 Uncracked Concrete Embedment hef in (mm) 1-3/4 (44) 6-1/4 (159) 7 (178) 8 (203) 9 (229) 10 (254) 11 (279) 12 (305) 13 (330) 14 (356) 14-1/4 (362) 15 (381) 16 (406) 17 (432) 18 (457) 20 (508) 22 (559) 24 (610) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 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 0.31 0.33 0.36 0.38 0.41 0.43 0.46 0.49 0.52 0.53 0.55 0.59 0.63 0.66 0.74 0.81 0.89 0.96 1.00 15 (381) 0.16 0.23 0.24 0.26 0.28 0.30 0.32 0.34 0.36 0.38 0.39 0.41 0.43 0.46 0.49 0.54 0.60 0.65 0.71 0.76 0.81 0.98 1.00 25 (635) 0.09 0.14 0.14 0.15 0.16 0.18 0.19 0.20 0.21 0.22 0.23 0.24 0.25 0.27 0.29 0.32 0.35 0.38 0.41 0.44 0.48 0.57 0.76 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 0.55 0.56 0.56 0.56 0.57 0.57 0.58 0.58 0.59 0.60 0.61 0.62 0.63 0.64 0.66 0.72 25 (635) n/a 0.52 0.52 0.52 0.53 0.53 0.53 0.54 0.54 0.54 0.54 0.55 0.55 0.55 0.55 0.56 0.57 0.57 0.58 0.58 0.59 0.61 0.65 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 0.07 0.04 0.22 0.14 0.08 0.13 0.08 0.05 0.26 0.17 0.09 0.16 0.10 0.06 0.31 0.20 0.11 0.19 0.12 0.07 0.38 0.24 0.13 0.22 0.14 0.08 0.41 0.29 0.15 0.25 0.16 0.09 0.43 0.32 0.18 0.29 0.19 0.10 0.46 0.34 0.20 0.33 0.21 0.11 0.49 0.36 0.21 0.36 0.24 0.13 0.52 0.38 0.22 0.37 0.24 0.13 0.53 0.39 0.23 0.40 0.26 0.14 0.55 0.41 0.24 0.45 0.29 0.16 0.59 0.43 0.25 0.49 0.32 0.17 0.63 0.46 0.27 0.53 0.35 0.19 0.66 0.49 0.29 0.62 0.40 0.22 0.74 0.54 0.32 0.72 0.47 0.25 0.81 0.60 0.35 0.82 0.53 0.29 0.89 0.65 0.38 0.92 0.60 0.32 0.96 0.71 0.41 1.00 0.67 0.36 1.00 0.76 0.44 0.74 0.40 0.81 0.48 0.98 0.53 0.98 0.57 1.00 0.81 1.00 0.76 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 0.57 0.60 0.63 0.66 0.69 0.71 0.74 0.81 0.94 25 (635) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.58 0.60 0.66 0.76 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 0.55 0.55 0.56 0.57 0.58 0.59 0.59 0.60 0.61 0.61 0.62 0.62 0.63 0.64 0.65 0.67 0.69 0.70 0.72 0.73 0.78 0.87 15 (381) n/a 0.54 0.54 0.55 0.56 0.56 0.57 0.58 0.58 0.59 0.59 0.60 0.60 0.61 0.61 0.63 0.64 0.65 0.67 0.68 0.69 0.73 0.81 25 (635) n/a 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 0.58 0.59 0.60 0.61 0.62 0.63 0.64 0.66 0.72 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 0.02 0.01 0.05 0.03 0.02 0.16 0.12 0.07 0.31 0.23 0.14 0.18 0.14 0.08 0.37 0.28 0.17 0.23 0.17 0.10 0.45 0.34 0.20 0.27 0.20 0.12 0.54 0.40 0.24 0.32 0.24 0.14 0.63 0.47 0.28 0.36 0.27 0.16 0.73 0.55 0.33 0.42 0.31 0.19 0.78 0.62 0.37 0.47 0.35 0.21 0.82 0.69 0.42 0.52 0.39 0.24 0.87 0.72 0.47 0.54 0.40 0.24 0.88 0.73 0.48 0.58 0.44 0.26 0.91 0.75 0.52 0.64 0.48 0.29 0.96 0.78 0.58 0.70 0.52 0.31 1.00 0.81 0.61 0.76 0.57 0.34 0.85 0.62 0.89 0.67 0.40 0.91 0.66 1.00 0.77 0.46 0.98 0.69 0.88 0.53 1.00 0.73 0.99 0.60 0.77 1.00 0.67 0.81 0.74 0.85 0.97 0.97 1.00 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 0.66 0.68 0.70 0.72 0.75 0.79 0.82 0.86 0.90 0.93 0.96 1.00 15 (381) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.68 0.71 0.75 0.78 0.81 0.85 0.87 0.96 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 0.71 0.74 0.81 0.93 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 Chapter 17. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. 14 March 2024 Hilti HIT-RE 100 Adhesive with Hilti HAS Threaded Rod HIT-RE 100 adhesive anchoring system Hilti HAS Threaded Rod Uncracked concrete Cracked concrete Dry Concrete Watersaturated concrete Water-filled holes Submerged (underwater) Hammer drilling with carbide tipped drill bit Hilti TE-CD or TE-YD Hollow Drill Bit Permissible concete conditions Permissible Drilling Method Table 21 -- S pecifications 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 9 (229) 1-3/8 11-1/4 (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) 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 hmin in. (mm) hef + 1-1/4 (hef + 51) hef + 2do in. 1-7/8 2-1/2 3-1/8 3-3/4 4-3/8 5 5-5/8 cmin (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 2. 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 1 -- HAS threaded rods Figure 2 -- Installation with (2) washers March 2024 15 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) 2,855 (12.7) 4,110 (18.3) 5,480 (24.4) 9,130 (40.6) 3,555 (15.8) 7,215 (32.1) 9,620 (42.8) 16,030 (71.3) 4,310 (19.2) 10,405 (46.3) 14,405 (64.1) 24,010 (106.8) 5,105 (22.7) 13,680 (60.9) 20,055 (89.2) 33,425 (148.7) 5,105 (22.7) 16,730 (74.4) 22,305 (99.2) 37,175 (165.4) 6,240 (27.8) 21,060 (93.7) 28,305 (125.9) 47,170 (209.8) 8,720 (38.8) 29,430 (130.9) 42,440 (188.8) 70,735 (314.6) Tension -- Nn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) 2,945 (13.1) 4,185 (18.6) 5,580 (24.8) 9,300 (41.4) 3,895 (17.3) 7,345 (32.7) 9,795 (43.6) 16,325 (72.6) 4,720 (21.0) 11,005 (49.0) 14,670 (65.3) 24,450 (108.8) 5,595 (24.9) 14,985 (66.7) 20,425 (90.9) 34,040 (151.4) 5,595 (24.9) 17,035 (75.8) 22,715 (101.0) 37,860 (168.4) 6,835 (30.4) 21,620 (96.2) 28,825 (128.2) 48,040 (213.7) 9,555 (42.5) 32,240 (143.4) 43,220 (192.3) 72,035 (320.4) 3,030 (13.5) 4,305 (19.1) 5,745 (25.6) 9,570 (42.6) 4,500 (20.0) 7,560 (33.6) 10,080 (44.8) 16,800 (74.7) 5,450 (24.2) 11,325 (50.4) 15,100 (67.2) 25,165 (111.9) 6,460 (28.7) 15,765 (70.1) 21,020 (93.5) 35,035 (155.8) 6,460 (28.7) 17,535 (78.0) 23,380 (104.0) 38,965 (173.3) 7,895 (35.1) 22,250 (99.0) 29,665 (132.0) 49,440 (219.9) 11,030 (49.1) 33,360 (148.4) 44,485 (197.9) 74,140 (329.8) fc = 6000 psi (41.4 MPa) lb (kN) 3,155 (14.0) 4,485 (20.0) 5,980 (26.6) 9,965 (44.3) 4,810 (21.4) 7,875 (35.0) 10,500 (46.7) 17,495 (77.8) 6,550 (29.1) 11,795 (52.5) 15,725 (69.9) 26,205 (116.6) 7,910 (35.2) 16,420 (73.0) 21,890 (97.4) 36,485 (162.3) 7,910 (35.2) 18,260 (81.2) 24,345 (108.3) 40,575 (180.5) 9,665 (43.0) 23,170 (103.1) 30,890 (137.4) 51,485 (229.0) 13,510 (60.1) 34,745 (154.6) 46,325 (206.1) 77,205 (343.4) fc = 2500 psi (17.2 MPa) lb (kN) 3,075 (13.7) 8,850 (39.4) 11,800 (52.5) 19,670 (87.5) 7,660 (34.1) 15,535 (69.1) 20,715 (92.1) 34,525 (153.6) 9,280 (41.3) 22,415 (99.7) 31,030 (138.0) 51,715 (230.0) 11,000 (48.9) 29,460 (131.0) 43,195 (192.1) 71,995 (320.2) 11,000 (48.9) 37,125 (165.1) 56,775 (252.5) 94,625 (420.9) 13,440 (59.8) 45,360 (201.8) 69,835 (310.6) 120,070 (534.1) 18,785 (83.6) 63,395 (282.0) 97,600 (434.1) 180,055 (800.9) Shear -- Vn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) 3,170 (14.1) 9,015 (40.1) 12,020 (53.5) 20,030 (89.1) 8,395 (37.3) 15,825 (70.4) 21,095 (93.8) 35,160 (156.4) 10,165 (45.2) 23,700 (105.4) 31,600 (140.6) 52,665 (234.3) 12,050 (53.6) 32,275 (143.6) 43,990 (195.7) 73,320 (326.1) 12,050 (53.6) 40,670 (180.9) 57,820 (257.2) 96,365 (428.7) 14,725 (65.5) 49,690 (221.0) 73,370 (326.4) 122,280 (543.9) 20,575 (91.5) 69,445 (308.9) 106,915 (475.6) 183,365 (815.6) 3,265 (14.5) 9,275 (41.3) 12,370 (55.0) 20,615 (91.7) 9,690 (43.1) 16,285 (72.4) 21,715 (96.6) 36,190 (161.0) 11,740 (52.2) 24,390 (108.5) 32,520 (144.7) 54,200 (241.1) 13,915 (61.9) 33,955 (151.0) 45,275 (201.4) 75,460 (335.7) 13,915 (61.9) 44,630 (198.5) 59,505 (264.7) 99,175 (441.2) 17,000 (75.6) 56,630 (251.9) 75,510 (335.9) 125,850 (559.8) 23,760 (105.7) 80,185 (356.7) 113,230 (503.7) 188,715 (839.4) fc = 6000 psi (41.4 MPa) lb (kN) 3,400 (15.1) 9,660 (43.0) 12,880 (57.3) 21,470 (95.5) 10,365 (46.1) 16,960 (75.4) 22,610 (100.6) 37,685 (167.6) 14,110 (62.8) 25,400 (113.0) 33,865 (150.6) 56,445 (251.1) 17,040 (75.8) 35,360 (157.3) 47,150 (209.7) 78,580 (349.5) 17,040 (75.8) 46,475 (206.7) 61,970 (275.7) 103,280 (459.4) 20,820 (92.6) 58,975 (262.3) 78,635 (349.8) 131,055 (583.0) 29,100 (129.4) 88,435 (393.4) 117,915 (524.5) 196,525 (874.2) 1 See Section 3.1.8 (2022 PTG) for explanation on development of load values. 2 See Section 3.1.8 (2022 PTG) to convert design strength value to ASD value. 3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 4Apply spacing, edge distance, and concrete thickness factors in tables 26-39 as necessary. Compare to the steel values in table 24. The lesser of the values is to be used for the design. 5Values 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 significant periods of time. 6Tabular values are for dry concrete conditions. For water saturated concrete applications multiply design strength by 0.69. For water-filled drilled holes or submerged (underwater) applications multiply design strength by 0.63. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.8 (2022 PTG). 8Tabular 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. 16 March 2024 HIT-RE 100 adhesive anchoring system Table 23 -- H ilti 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) 1,400 (6.2) 1,990 (8.9) 2,655 (11.8) 4,420 (19.7) 2,080 (9.3) 3,400 (15.1) 4,535 (20.2) 7,555 (33.6) 2,950 (13.1) 5,310 (23.6) 7,085 (31.5) 11,805 (52.5) 3,620 (16.1) 7,235 (32.2) 9,650 (42.9) 16,080 (71.5) 3,415 (15.2) 7,680 (34.2) 10,240 (45.5) 17,065 (75.9) 4,145 (18.4) 9,330 (41.5) 12,440 (55.3) 20,735 (92.2) 5,510 (24.5) 12,390 (55.1) 16,525 (73.5) 27,540 (122.5) Tension -- Nn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) 1,425 (6.3) 2,025 (9.0) 2,700 (12.0) 4,505 (20.0) 2,115 (9.4) 3,465 (15.4) 4,615 (20.5) 7,695 (34.2) 3,005 (13.4) 5,410 (24.1) 7,215 (32.1) 12,025 (53.5) 3,820 (17.0) 7,370 (32.8) 9,825 (43.7) 16,375 (72.8) 3,475 (15.5) 7,820 (34.8) 10,430 (46.4) 17,380 (77.3) 4,225 (18.8) 9,500 (42.3) 12,670 (56.4) 21,115 (93.9) 5,610 (25.0) 12,620 (56.1) 16,825 (74.8) 28,045 (124.7) 1,470 (6.5) 2,085 (9.3) 2,780 (12.4) 4,635 (20.6) 2,180 (9.7) 3,565 (15.9) 4,750 (21.1) 7,920 (35.2) 3,095 (13.8) 5,570 (24.8) 7,425 (33.0) 12,375 (55.0) 3,935 (17.5) 7,585 (33.7) 10,115 (45.0) 16,855 (75.0) 3,575 (15.9) 8,050 (35.8) 10,730 (47.7) 17,885 (79.6) 4,345 (19.3) 9,780 (43.5) 13,040 (58.0) 21,730 (96.7) 5,775 (25.7) 12,990 (57.8) 17,320 (77.0) 28,865 (128.4) fc = 6000 psi (41.4 MPa) lb (kN) 1,530 (6.8) 2,170 (9.7) 2,895 (12.9) 4,825 (21.5) 2,270 (10.1) 3,710 (16.5) 4,950 (22.0) 8,245 (36.7) 3,220 (14.3) 5,800 (25.8) 7,730 (34.4) 12,885 (57.3) 4,095 (18.2) 7,900 (35.1) 10,530 (46.8) 17,550 (78.1) 3,725 (16.6) 8,380 (37.3) 11,175 (49.7) 18,625 (82.8) 4,525 (20.1) 10,185 (45.3) 13,580 (60.4) 22,630 (100.7) 6,010 (26.7) 13,525 (60.2) 18,035 (80.2) 30,060 (133.7) fc = 2500 psi (17.2 MPa) lb (kN) 1,510 (6.7) 4,285 (19.1) 5,715 (25.4) 9,525 (42.4) 4,475 (19.9) 7,325 (32.6) 9,765 (43.4) 16,275 (72.4) 6,355 (28.3) 11,440 (50.9) 15,255 (67.9) 25,425 (113.1) 7,790 (34.7) 15,585 (69.3) 20,780 (92.4) 34,635 (154.1) 7,790 (34.7) 19,550 (87.0) 26,065 (115.9) 43,440 (193.2) 9,520 (42.3) 23,750 (105.6) 31,665 (140.9) 52,780 (234.8) 13,305 (59.2) 31,545 (140.3) 42,060 (187.1) 70,095 (311.8) Shear -- Vn fc = 3000 psi (20.7 MPa) lb (kN) fc = 4000 psi (27.6 MPa) lb (kN) 1,535 (6.8) 4,365 (19.4) 5,820 (25.9) 9,700 (43.1) 4,560 (20.3) 7,460 (33.2) 9,945 (44.2) 16,575 (73.7) 6,475 (28.8) 11,655 (51.8) 15,535 (69.1) 25,895 (115.2) 8,230 (36.6) 15,875 (70.6) 21,165 (94.1) 35,275 (156.9) 8,535 (38.0) 19,905 (88.5) 26,545 (118.1) 44,240 (196.8) 10,430 (46.4) 24,185 (107.6) 32,250 (143.5) 53,750 (239.1) 14,275 (63.5) 32,125 (142.9) 42,830 (190.5) 71,385 (317.5) 1,580 (7.0) 4,490 (20.0) 5,990 (26.6) 9,985 (44.4) 4,690 (20.9) 7,675 (34.1) 10,235 (45.5) 17,055 (75.9) 6,665 (29.6) 11,995 (53.4) 15,990 (71.1) 26,650 (118.5) 8,470 (37.7) 16,335 (72.7) 21,780 (96.9) 36,305 (161.5) 9,105 (40.5) 20,490 (91.1) 27,320 (121.5) 45,530 (202.5) 11,065 (49.2) 24,895 (110.7) 33,190 (147.6) 55,320 (246.1) 14,695 (65.4) 33,060 (147.1) 44,080 (196.1) 73,470 (326.8) fc = 6000 psi (41.4 MPa) lb (kN) 1,645 (7.3) 4,680 (20.8) 6,240 (27.8) 10,395 (46.2) 4,885 (21.7) 7,995 (35.6) 10,655 (47.4) 17,760 (79.0) 6,940 (30.9) 12,490 (55.6) 16,650 (74.1) 27,755 (123.5) 8,820 (39.2) 17,010 (75.7) 22,685 (100.9) 37,805 (168.2) 9,485 (42.2) 21,335 (94.9) 28,450 (126.6) 47,415 (210.9) 11,520 (51.2) 25,925 (115.3) 34,565 (153.8) 57,610 (256.3) 15,300 (68.1) 34,430 (153.2) 45,905 (204.2) 76,510 (340.3) 1 See Section 3.1.8 (2022 PTG) for explanation on development of load values. 2 See Section 3.1.8 (2022 PTG) to convert design strength value to ASD value. 3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 4Apply spacing, edge distance, and concrete thickness factors in tables 26-39 as necessary. Compare to the steel values in table 24. The lesser of the values is to be used for the design. 5Values 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 significant periods of time. 6Tabular values are for dry concrete conditions. For water saturated concrete applications multiply design strength by 0.69. For water-filled drilled holes or submerged (underwater) applications multiply design strength by 0.63. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.8 (2022 PTG). 8Tabular 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. 10Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by seis = 0.75. See section 3.1.8 (2022 PTG) for additional information on seismic applications. March 2024 17 Table 24 -- Steel design strength for Hilti HAS threaded rods for use with ACI 318 Chapter 17 HAS-V-36 / HAS-V-36 HDG ASTM F1554 Gr. 364,6 HAS-E-55 / HAS-E-55 HDG ASTM F1554 Gr. 554,6 HAS-B-105 and HAS-B-105 HDG ASTM A193 B7 and ASTM F 1554 Gr.1054,6 HAS-R stainless steel ASTM F593 (3/8-in to 1-in)5 ASTM A193 (1-1/8-in to 2-in)4 Nominal anchor diameter in. Tensile1 Nsa lb (kN) Shear2 Vsa lb (kN) Seismic Shear3 Vsa,eq lb (kN) Tensile1 Nsa lb (kN) Shear2 Vsa lb (kN) Seismic Shear3 Vsa,eq lb (kN) Tensile1 Nsa lb (kN) Shear2 Vsa lb (kN) Seismic Shear3 Vsa,eq lb (kN) Tensile1 Nsa lb (kN) Shear2 Vsa lb (kN) Seismic Shear3 Vsa,eq lb (kN) 3/8 3,370 (15.0) 1,750 (7.8) 1,050 (4.7) 4,360 (19.4) 2,270 (10.1) 1,590 (7.1) 7,270 (32.3) 3,780 (16.8) 2,645 (11.8) 5,040 (22.4) 2,790 (12.4) 1,955 (8.7) 6,175 3,210 1,925 7,985 4,150 2,905 13,305 6,920 4,845 9,225 5,110 3,575 1/2 (27.5) (14.3) (8.6) (35.5) (18.5) (12.9) (59.2) (30.8) (21.6) (41.0) (22.7) (15.9) 5/8 9,835 5,110 3,065 12,715 6,610 4,625 21,190 11,020 7,715 14,690 8,135 5,695 (43.7) (22.7) (13.6) (56.6) (29.4) (20.6) (94.3) (49.0) (34.3) (65.3) (36.2) (25.3) 3/4 14,550 (64.7) 7,565 (33.7) 4,540 (20.2) 18,820 (83.7) 9,785 (43.5) 6,850 (30.5) 31,360 (139.5) 16,310 (72.6) 11,415 (50.8) 18,485 (82.2) 10,235 (45.5) 7,165 (31.9) 7/8 20,085 (89.3) 10,445 (46.5) 6,265 (27.9) 25,975 (115.5) 13,505 (60.1) 9,455 (42.1) 43,285 (192.5) 22,510 (100.1) 15,755 (70.1) 25,510 (113.5) 14,125 (62.8) 9,890 (44.0) 26,350 13,700 8,220 34,075 17,720 12,405 56,785 29,530 20,670 33,465 18,535 12,975 1 (117.2) (60.9) (36.6) (151.6) (78.8) (55.2) (252.6) (131.4) (91.9) (148.9) (82.4) (57.7) 1-1/4 42,160 (187.5) 21,920 (97.5) 13,150 (58.5) 54,515 (242.5) 28,345 (126.1) 19,840 (88.3) 90,855 (404.1) 47,245 (210.2) 33,070 (147.1) 41,430 (184.3) 21,545 (95.8) 12,925 (57.5) 1 Tensile = A se,N futa as noted in ACI 318 17.4.1.2 2 Shear = 0.60 A se,V futa as noted in ACI 318 17.5.1.2b. 3 Seismic Shear = V,seis Vsa : Reduction factor for seismic shear only. See ACI 318 for additional information on seismic applications. 4 HAS-V, HAS-E (3/8-in to 1-1/4-in), HAS-B, and HAS-R (Class 1; 1-1/4-in) threaded rods are considered ductile steel elements (including HDG rods). 5 HAS-R (CW1 and CW2; 3/8-in to 1-in) threaded rods are considered brittle steel elements. 6 3/8-inch dia. threaded rods are not included in the ASTM F1554 standard. Hilti 3/8-inch dia. HAS-V, HAS-E, and HAS-E-B (incl. HDG) threaded rods meet the chemical composition and mechanical property requirements of ASTM F1554. Table 25 -- Steel factored resistance for Hilti HAS threaded rods for use with CSA A23.3 Annex D HAS-V-36 / HAS-V-36 HDG ASTM F1554 Gr.364,6 HAS-E-55 / HAS-E-55 HDG ASTM F1554 Gr. 554,5,6 HAS-B-105 / HAS-B-105 HDG ASTM A193 B7 and ASTM F 1554 Gr.1054,6 HAS-R stainless steel ASTM F593 (3/8-in to 1-in)5 ASTM A193 (1-1/8-in to 2-in)4 Nominal anchor diameter in. 3/8 1/2 5/8 3/4 7/8 1 1-1/4 Tensile1 Nsar lb (kN) 3,055 (13.6) 5,595 (24.9) 8,915 (39.7) 13,190 (58.7) 18,210 (81.0) 23,890 (106.3) 38,225 (170.0) Shear2 Vsar lb (kN) 1,720 (7.7) 3,150 (14.0) 5,015 (22.3) 7,420 (33.0) 10,245 (45.6) 13,440 (59.8) 21,500 (95.6) Seismic Shear3 Vsar,eq lb (kN) 1,030 (4.6) 1,890 (8.4) 3,010 (13.4) 4,450 (19.8) 6,145 (27.3) 8,065 (35.9) 12,900 (57.4) Tensile1 Nsar lb (kN) 3,955 (17.6) 7,240 (32.2) 11,525 (51.3) 17,060 (75.9) 23,550 (104.8) 30,890 (137.4) 49,425 (219.9) Shear2 Vsar lb (kN) 2,225 (9.9) 4,070 (18.1) 6,485 (28.8) 9,600 (42.7) 13,245 (58.9) 17,380 (77.3) 27,800 (123.7) Seismic Shear3 Vsar,eq lb (kN) 1,560 (6.9) 2,850 (12.7) 4,540 (20.2) 6,720 (29.9) 9,270 (41.2) 12,165 (54.1) 19,460 (86.6) Tensile1 Nsar lb (kN) 6,570 (29.2) 12,035 (53.5) 19,160 (85.2) 28,365 (126.2) 39,150 (174.1) 51,360 (228.5) 82,175 (365.5) Shear2 Vsar lb (kN) 3,695 (16.4) 6,765 (30.1) 10,780 (48.0) 15,955 (71.0) 22,020 (97.9) 28,890 (128.5) 46,220 (205.6) Seismic Shear3 Vsar,eq lb (kN) 2,585 (11.5) 4,735 (21.1) 7,545 (33.6) 11,170 (49.7) 15,415 (68.6) 20,225 (90.0) 32,355 (143.9) Tensile1 Nsar lb (kN) 4,610 (20.5) 8,445 (37.6) 13,445 (59.8) 16,920 (75.3) 23,350 (103.9) 30,635 (136.3) 37,565 (167.1) Shear2 Vsar lb (kN) 2,570 (11.4) 4,705 (20.9) 7,490 (33.3) 9,425 (41.9) 13,010 (57.9) 17,065 (75.9) 21,130 (94.0) Seismic Shear3 Vsar,eq lb (kN) 1,800 (8.0) 3,295 (14.7) 5,245 (23.3) 6,600 (29.4) 9,105 (40.5) 11,945 (53.1) 12,680 (56.4) 1 Tensile = Ase,N futa R as noted in CSA A23.3 Eq. D.2. 2 Shear = Ase,V 0.60 futa R as noted in CSA A23.3 Eq. D.31. 3 Seismic Shear = V,seis Vsar : Reduction factor for seismic shear only. See CSA A23.3 Annex D for additional information on seismic applications. 4 HAS-V, HAS-E (3/8-in to 1-1/4-in), HAS-B, and HAS-R (Class 1; 1-1/4-in) threaded rods are considered ductile steel elements (including HDG rods). 5 HAS-R (CW1 and CW2; 3/8-in to 1-in) threaded rods are considered brittle steel elements. 6 3/8-inch dia. threaded rods are not included in the ASTM F1554 standard. Hilti 3/8-inch dia. HAS-V, HAS-E, and HAS-E-B (incl. HDG) threaded rods meet the chemical composition and mechanical property requirements of ASTM F1554. 18 March 2024 HIT-RE 100 adhesive anchoring system Table 26 -- Load adjustment factors for 3/8-in. diameter fractional threaded rods in uncracked concrete 1,2,3 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 0.40 0.31 0.22 0.13 n/a n/a n/a n/a 0.23 0.08 0.06 0.04 0.40 0.17 0.12 0.07 n/a n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 1-7/8 (48) 0.60 0.59 0.57 0.54 0.41 0.32 0.23 0.13 0.57 0.53 0.53 0.52 0.25 0.09 0.07 0.04 0.41 0.18 0.14 0.08 n/a n/a n/a n/a 2 (51) 0.61 0.60 0.57 0.54 0.43 0.33 0.24 0.14 0.57 0.54 0.53 0.52 0.28 0.10 0.08 0.05 0.43 0.20 0.15 0.09 n/a n/a n/a n/a 3 (76) 0.66 0.65 0.61 0.57 0.55 0.40 0.29 0.17 0.61 0.55 0.54 0.53 0.51 0.19 0.14 0.08 0.55 0.37 0.28 0.17 n/a n/a n/a n/a 3-5/8 (92) 0.69 0.68 0.63 0.58 0.64 0.46 0.33 0.19 0.63 0.57 0.55 0.54 0.68 0.25 0.19 0.11 0.64 0.46 0.33 0.19 0.72 n/a n/a n/a 4 (102) 0.71 0.70 0.65 0.59 0.71 0.49 0.36 0.21 0.64 0.57 0.56 0.54 0.79 0.29 0.22 0.13 0.71 0.49 0.36 0.21 0.75 n/a n/a n/a 4-5/8 (117) 0.75 0.73 0.67 0.60 0.82 0.55 0.40 0.23 0.66 0.58 0.57 0.55 0.98 0.36 0.27 0.16 0.82 0.55 0.40 0.23 0.81 0.58 n/a n/a 5 (127) 0.77 0.75 0.69 0.61 0.88 0.59 0.43 0.25 0.68 0.59 0.57 0.55 1.00 0.40 0.30 0.18 0.88 0.59 0.43 0.25 0.84 0.60 n/a n/a 5-3/4 (146) 0.81 0.78 0.71 0.63 1.00 0.68 0.49 0.29 0.70 0.60 0.59 0.56 0.50 0.37 0.22 1.00 0.68 0.49 0.29 0.91 0.65 0.59 n/a 6 (152) 0.82 0.80 0.72 0.63 0.71 0.51 0.30 0.71 0.61 0.59 0.56 0.53 0.40 0.24 0.71 0.51 0.30 0.92 0.66 0.60 n/a 7 (178) 0.87 0.85 0.76 0.66 0.82 0.60 0.35 0.75 0.63 0.60 0.57 0.67 0.50 0.30 0.82 0.60 0.35 1.00 0.71 0.65 n/a 8 (203) 0.92 0.90 0.80 0.68 0.94 0.69 0.40 0.79 0.65 0.62 0.59 0.81 0.61 0.37 0.94 0.69 0.40 0.76 0.69 n/a 8-3/4 (222) 0.96 0.93 0.82 0.69 1.00 0.75 0.43 0.81 0.66 0.63 0.59 0.93 0.70 0.42 1.00 0.75 0.43 0.80 0.72 0.61 9 (229) 0.98 0.94 0.83 0.70 0.77 0.45 0.82 0.66 0.63 0.60 0.97 0.73 0.44 0.77 0.45 0.81 0.73 0.62 10 (254) 1.00 0.99 0.87 0.72 0.86 0.50 0.86 0.68 0.65 0.61 1.00 0.85 0.51 0.86 0.50 0.85 0.77 0.65 11 (279) 1.00 0.91 0.74 0.94 0.55 0.89 0.70 0.66 0.62 0.98 0.59 0.94 0.55 0.89 0.81 0.69 12 (305) 0.94 0.77 1.00 0.60 0.93 0.72 0.68 0.63 1.00 0.67 1.00 0.60 0.93 0.85 0.72 14 (356) 1.00 0.81 0.70 1.00 0.75 0.71 0.65 0.85 0.70 1.00 0.92 0.77 16 (406) 0.86 0.80 0.79 0.74 0.67 1.00 0.80 0.98 0.83 18 (457) 0.90 0.89 0.83 0.77 0.69 0.89 1.00 0.88 24 (610) 1.00 1.00 0.94 0.86 0.76 1.00 1.00 30 (762) 1.00 0.95 0.82 36 (914) 1.00 0.88 >48 (1219) 1.00 Table 27 -- Load adjustment factors for 3/8-in. diameter fractional threaded rods in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 3/8 in Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 1-7/8 (48) 2 (51) 3 (76) 3-5/8 (92) 4 (102) 4-5/8 (117) 5 (127) 5-3/4 (146) 6 (152) 7 (178) 8 (203) 8-3/4 (222) 9 (229) 10 (254) 11 (279) 12 (305) 14 (356) 16 (406) 18 (457) 24 (610) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 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 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) n/a n/a n/a n/a 0.56 0.54 0.49 0.43 n/a n/a n/a n/a 0.33 0.12 0.09 0.06 0.56 0.25 0.18 0.11 n/a n/a n/a n/a 0.60 0.59 0.57 0.54 0.57 0.56 0.50 0.44 0.59 0.54 0.54 0.53 0.37 0.14 0.10 0.06 0.57 0.27 0.20 0.12 n/a n/a n/a n/a 0.61 0.60 0.57 0.54 0.59 0.57 0.51 0.44 0.59 0.55 0.54 0.53 0.41 0.15 0.11 0.07 0.59 0.30 0.23 0.14 n/a n/a n/a n/a 0.66 0.65 0.61 0.57 0.73 0.70 0.60 0.49 0.64 0.57 0.56 0.54 0.75 0.28 0.21 0.12 0.73 0.55 0.41 0.25 n/a n/a n/a n/a 0.69 0.68 0.63 0.58 0.82 0.78 0.66 0.53 0.67 0.59 0.57 0.55 0.99 0.37 0.27 0.16 0.82 0.73 0.55 0.33 0.81 n/a n/a n/a 0.71 0.70 0.65 0.59 0.88 0.84 0.70 0.55 0.68 0.59 0.58 0.56 1.00 0.42 0.32 0.19 0.88 0.84 0.64 0.38 0.86 n/a n/a n/a 0.75 0.73 0.67 0.60 0.99 0.93 0.76 0.58 0.71 0.61 0.59 0.56 0.53 0.40 0.24 0.99 0.93 0.76 0.47 0.92 0.66 n/a n/a 0.77 0.75 0.69 0.61 1.00 0.99 0.80 0.60 0.73 0.62 0.60 0.57 0.59 0.44 0.27 1.00 0.99 0.80 0.53 0.96 0.69 n/a n/a 0.81 0.78 0.71 0.63 1.00 0.88 0.64 0.76 0.64 0.61 0.58 0.73 0.55 0.33 1.00 0.88 0.64 1.00 0.74 0.67 n/a 0.82 0.80 0.72 0.63 0.91 0.66 0.77 0.64 0.62 0.58 0.78 0.58 0.35 0.91 0.66 0.75 0.68 n/a 0.87 0.85 0.76 0.66 1.00 0.72 0.82 0.66 0.64 0.60 0.98 0.74 0.44 1.00 0.72 0.81 0.74 n/a 0.92 0.90 0.80 0.68 0.78 0.87 0.69 0.66 0.61 1.00 0.90 0.54 0.78 0.87 0.79 n/a 0.96 0.93 0.82 0.69 0.83 0.90 0.71 0.67 0.62 1.00 0.62 0.83 0.91 0.82 0.70 0.98 0.94 0.83 0.70 0.85 0.91 0.71 0.67 0.62 0.64 0.85 0.92 0.84 0.71 1.00 0.99 0.87 0.72 0.91 0.96 0.74 0.69 0.64 0.75 0.91 0.97 0.88 0.74 1.00 0.91 0.74 0.98 1.00 0.76 0.71 0.65 0.87 0.98 1.00 0.92 0.78 0.94 0.77 1.00 0.78 0.73 0.67 0.99 1.00 0.97 0.81 1.00 0.81 0.83 0.77 0.69 1.00 1.00 0.88 0.86 0.88 0.81 0.72 0.94 0.90 0.92 0.85 0.75 1.00 1.00 1.00 0.97 0.83 1.00 0.91 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 Chapter 17 and CSA A23.3 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. March 2024 19 Table 28 -- Load adjustment factors for 1/2-in. diameter fractional threaded rods in uncracked concrete 1,2,3 1/2 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 2-3/4 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 0.36 0.27 0.20 0.12 n/a n/a n/a n/a 0.10 0.05 0.04 0.02 0.21 0.11 0.08 0.05 n/a n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 2-1/2 (64) 0.60 0.59 0.57 0.54 0.44 0.31 0.23 0.13 0.55 0.53 0.53 0.52 0.18 0.09 0.07 0.04 0.35 0.19 0.14 0.08 n/a n/a n/a n/a 3 (76) 0.62 0.61 0.58 0.55 0.49 0.34 0.25 0.14 0.56 0.54 0.53 0.52 0.23 0.12 0.09 0.06 0.46 0.25 0.18 0.11 n/a n/a n/a n/a 4 (102) 0.66 0.65 0.61 0.57 0.60 0.39 0.29 0.17 0.58 0.55 0.55 0.53 0.36 0.19 0.14 0.09 0.60 0.38 0.28 0.17 0.58 n/a n/a n/a 5 (127) 0.70 0.69 0.64 0.58 0.75 0.46 0.33 0.20 0.60 0.57 0.56 0.54 0.50 0.26 0.20 0.12 0.75 0.46 0.33 0.20 0.65 n/a n/a n/a 5-3/4 (146) 0.73 0.71 0.66 0.60 0.86 0.50 0.37 0.22 0.62 0.58 0.57 0.55 0.61 0.33 0.24 0.15 0.86 0.50 0.37 0.22 0.69 0.56 n/a n/a 6 (152) 0.74 0.72 0.67 0.60 0.90 0.52 0.38 0.22 0.63 0.58 0.57 0.55 0.65 0.35 0.26 0.16 0.90 0.52 0.38 0.22 0.71 0.57 n/a n/a 7 (178) 0.78 0.76 0.69 0.62 1.00 0.60 0.44 0.26 0.65 0.60 0.58 0.56 0.82 0.44 0.33 0.20 1.00 0.60 0.44 0.26 0.77 0.62 n/a n/a 7-1/4 (184) 0.79 0.77 0.70 0.62 0.63 0.46 0.27 0.65 0.60 0.58 0.56 0.87 0.46 0.35 0.21 0.63 0.46 0.27 0.78 0.63 0.57 n/a 8 (203) 0.82 0.80 0.72 0.63 0.69 0.51 0.30 0.67 0.61 0.59 0.56 1.00 0.54 0.40 0.24 0.69 0.51 0.30 0.82 0.66 0.60 n/a 9 (229) 0.86 0.83 0.75 0.65 0.78 0.57 0.33 0.69 0.62 0.60 0.57 0.64 0.48 0.29 0.78 0.57 0.33 0.87 0.70 0.64 n/a 10 (254) 0.90 0.87 0.78 0.67 0.86 0.63 0.37 0.71 0.64 0.61 0.58 0.75 0.56 0.34 0.86 0.63 0.37 0.92 0.74 0.67 n/a 11-1/4 (286) 0.95 0.92 0.81 0.69 0.97 0.71 0.42 0.74 0.65 0.63 0.59 0.89 0.67 0.40 0.97 0.71 0.42 0.97 0.79 0.71 0.60 12 (305) 0.98 0.94 0.83 0.70 1.00 0.76 0.44 0.75 0.66 0.64 0.60 0.98 0.74 0.44 1.00 0.76 0.44 1.00 0.81 0.74 0.62 14 (356) 1.00 1.00 0.89 0.73 0.89 0.52 0.79 0.69 0.66 0.61 1.00 0.93 0.56 0.89 0.52 0.88 0.80 0.67 16 (406) 0.94 0.77 1.00 0.59 0.83 0.72 0.68 0.63 1.00 0.68 1.00 0.59 0.94 0.85 0.72 18 (457) 1.00 0.80 0.67 0.88 0.75 0.70 0.65 0.81 0.67 0.99 0.90 0.76 20 (508) 0.83 0.74 0.92 0.77 0.73 0.66 0.95 0.74 1.00 0.95 0.80 22 (559) 0.87 0.81 0.96 0.80 0.75 0.68 1.00 0.81 1.00 0.84 24 (610) 0.90 0.89 1.00 0.83 0.77 0.69 0.89 0.88 30 (762) 1.00 1.00 0.91 0.84 0.74 1.00 0.98 36 (914) 0.99 0.91 0.79 1.00 >48 (1219) 1.00 1.00 0.89 Table 29 -- Load adjustment factors for 1/2-in. diameter fractional threaded rods in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 1/2 in 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 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) n/a n/a n/a n/a 0.50 0.49 0.45 0.41 n/a n/a n/a n/a 0.13 0.08 0.06 0.04 0.25 0.17 0.12 0.07 n/a n/a n/a n/a 0.60 0.59 0.57 0.54 0.57 0.56 0.50 0.44 0.56 0.55 0.54 0.53 0.22 0.14 0.11 0.06 0.43 0.28 0.21 0.13 n/a n/a n/a n/a 0.62 0.61 0.58 0.55 0.63 0.60 0.53 0.46 0.57 0.55 0.54 0.53 0.28 0.19 0.14 0.08 0.57 0.37 0.28 0.17 n/a n/a n/a n/a 0.66 0.65 0.61 0.57 0.73 0.70 0.60 0.49 0.60 0.57 0.56 0.54 0.44 0.29 0.22 0.13 0.73 0.57 0.43 0.26 0.62 n/a n/a n/a 0.70 0.69 0.64 0.58 0.85 0.80 0.67 0.53 0.62 0.59 0.57 0.55 0.61 0.40 0.30 0.18 0.85 0.80 0.60 0.36 0.69 n/a n/a n/a 0.73 0.71 0.66 0.60 0.94 0.88 0.73 0.56 0.64 0.60 0.59 0.56 0.75 0.49 0.37 0.22 0.94 0.88 0.73 0.44 0.74 0.65 n/a n/a 0.74 0.72 0.67 0.60 0.97 0.91 0.75 0.57 0.64 0.61 0.59 0.56 0.80 0.53 0.40 0.24 0.97 0.91 0.75 0.47 0.76 0.66 n/a n/a 0.78 0.76 0.69 0.62 1.00 1.00 0.83 0.62 0.67 0.63 0.60 0.57 1.00 0.66 0.50 0.30 1.00 1.00 0.83 0.60 0.82 0.71 n/a n/a 0.79 0.77 0.70 0.62 0.85 0.63 0.67 0.63 0.61 0.58 0.70 0.52 0.31 0.85 0.63 0.83 0.72 0.66 n/a 0.82 0.80 0.72 0.63 0.91 0.66 0.69 0.64 0.62 0.59 0.81 0.61 0.37 0.91 0.66 0.88 0.76 0.69 n/a 0.86 0.83 0.75 0.65 1.00 0.70 0.72 0.66 0.63 0.60 0.97 0.73 0.44 1.00 0.70 0.93 0.81 0.73 n/a 0.90 0.87 0.78 0.67 0.75 0.74 0.68 0.65 0.61 1.00 0.85 0.51 0.75 0.98 0.85 0.77 n/a 0.95 0.92 0.81 0.69 0.81 0.77 0.70 0.67 0.62 1.00 0.61 0.81 1.00 0.90 0.82 0.69 0.98 0.94 0.83 0.70 0.85 0.79 0.72 0.68 0.63 0.67 0.85 0.93 0.85 0.71 1.00 1.00 0.89 0.73 0.95 0.84 0.75 0.71 0.65 0.85 0.95 1.00 0.92 0.77 0.94 0.77 1.00 0.88 0.79 0.74 0.67 1.00 1.00 0.98 0.83 1.00 0.80 0.93 0.83 0.77 0.69 1.00 0.88 0.83 0.98 0.86 0.80 0.71 0.92 0.87 1.00 0.90 0.83 0.73 0.97 0.90 0.93 0.86 0.76 1.00 1.00 1.00 0.95 0.82 1.00 0.88 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 Chapter 17 and CSA A23.3 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. 20 March 2024 HIT-RE 100 adhesive anchoring system Table 30 -- Load adjustment factors for 5/8-in. diameter fractional threaded rods in uncracked concrete 1,2,3 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 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 0.35 0.25 0.19 0.11 n/a n/a n/a n/a 0.09 0.04 0.03 0.02 0.19 0.08 0.06 0.04 n/a n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 3-1/8 (79) 0.60 0.59 0.57 0.54 0.47 0.31 0.23 0.13 0.56 0.54 0.53 0.52 0.22 0.10 0.07 0.04 0.45 0.20 0.15 0.09 n/a n/a n/a n/a 4 (102) 0.63 0.62 0.59 0.55 0.56 0.35 0.26 0.15 0.58 0.55 0.54 0.53 0.32 0.15 0.11 0.06 0.56 0.29 0.21 0.13 n/a n/a n/a n/a 4-5/8 (117) 0.65 0.64 0.60 0.56 0.63 0.38 0.28 0.16 0.59 0.55 0.54 0.53 0.40 0.18 0.13 0.08 0.63 0.36 0.26 0.16 0.60 n/a n/a n/a 5 (127) 0.66 0.65 0.61 0.57 0.67 0.40 0.29 0.17 0.60 0.56 0.55 0.53 0.45 0.21 0.15 0.09 0.67 0.40 0.29 0.17 0.63 n/a n/a n/a 6 (152) 0.70 0.68 0.63 0.58 0.81 0.45 0.33 0.19 0.62 0.57 0.56 0.54 0.59 0.27 0.19 0.12 0.81 0.45 0.33 0.19 0.69 n/a n/a n/a 7 (178) 0.73 0.71 0.66 0.59 0.93 0.50 0.37 0.21 0.64 0.58 0.57 0.55 0.75 0.34 0.25 0.15 0.93 0.50 0.37 0.21 0.74 n/a n/a n/a 7-1/8 (181) 0.73 0.71 0.66 0.60 0.95 0.51 0.37 0.22 0.64 0.58 0.57 0.55 0.77 0.35 0.25 0.15 0.95 0.51 0.37 0.22 0.75 0.57 n/a n/a 8 (203) 0.76 0.74 0.68 0.61 1.00 0.56 0.41 0.24 0.66 0.59 0.57 0.55 0.91 0.41 0.30 0.18 1.00 0.56 0.41 0.24 0.79 0.61 n/a n/a 9 (229) 0.79 0.77 0.70 0.62 0.63 0.46 0.27 0.68 0.60 0.58 0.56 1.00 0.50 0.36 0.21 0.63 0.46 0.27 0.84 0.65 0.58 n/a 10 (254) 0.83 0.80 0.72 0.63 0.70 0.51 0.30 0.70 0.62 0.59 0.57 0.58 0.42 0.25 0.70 0.51 0.30 0.89 0.68 0.61 n/a 11 (279) 0.86 0.83 0.74 0.65 0.77 0.56 0.33 0.72 0.63 0.60 0.57 0.67 0.48 0.29 0.77 0.56 0.33 0.93 0.71 0.64 n/a 12 (305) 0.89 0.86 0.77 0.66 0.84 0.62 0.36 0.74 0.64 0.61 0.58 0.76 0.55 0.33 0.84 0.62 0.36 0.97 0.75 0.67 n/a 14 (356) 0.96 0.91 0.81 0.69 0.98 0.72 0.42 0.77 0.66 0.63 0.59 0.96 0.69 0.42 0.98 0.72 0.42 1.00 0.81 0.72 0.61 16 (406) 1.00 0.97 0.86 0.71 1.00 0.82 0.48 0.81 0.69 0.65 0.61 1.00 0.85 0.51 1.00 0.82 0.48 0.86 0.77 0.65 18 (457) 1.00 0.90 0.74 0.92 0.54 0.85 0.71 0.67 0.62 1.00 0.61 0.92 0.54 0.91 0.82 0.69 20 (508) 0.94 0.77 1.00 0.60 0.89 0.73 0.69 0.63 0.71 1.00 0.60 0.96 0.86 0.73 22 (559) 0.99 0.79 0.66 0.93 0.75 0.71 0.65 0.82 0.66 1.00 0.91 0.76 24 (610) 1.00 0.82 0.72 0.97 0.78 0.72 0.66 0.93 0.72 0.95 0.80 26 (660) 0.85 0.78 1.00 0.80 0.74 0.67 1.00 0.78 0.99 0.83 28 (711) 0.87 0.84 0.82 0.76 0.69 0.84 1.00 0.86 30 (762) 0.90 0.90 0.85 0.78 0.70 0.90 0.89 36 (914) 0.98 1.00 0.92 0.84 0.74 1.00 0.98 >48 (1219) 1.00 1.00 0.95 0.82 1.00 Table 31 -- Load adjustment factors for 5/8-in. diameter fractional threaded rods in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 5/8 in Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 3-1/8 (79) 4 (102) 4-5/8 (117) 5 (127) 6 (152) 7 (178) 7-1/8 (181) 8 (203) 9 (229) 10 (254) 11 (279) 12 (305) 14 (356) 16 (406) 18 (457) 20 (508) 22 (559) 24 (610) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 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 3-1/8 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) n/a n/a n/a n/a 0.47 0.46 0.43 0.40 n/a n/a n/a n/a 0.10 0.06 0.04 0.03 0.19 0.12 0.09 0.05 n/a n/a n/a n/a 0.60 0.59 0.57 0.54 0.58 0.56 0.50 0.44 0.56 0.55 0.54 0.53 0.23 0.14 0.11 0.06 0.46 0.28 0.21 0.13 n/a n/a n/a n/a 0.63 0.62 0.59 0.55 0.65 0.62 0.55 0.46 0.58 0.56 0.55 0.53 0.34 0.21 0.15 0.09 0.65 0.41 0.31 0.18 n/a n/a n/a n/a 0.65 0.64 0.60 0.56 0.71 0.67 0.58 0.48 0.59 0.57 0.56 0.54 0.42 0.26 0.19 0.11 0.71 0.51 0.38 0.23 0.61 n/a n/a n/a 0.66 0.65 0.61 0.57 0.74 0.70 0.60 0.49 0.60 0.57 0.56 0.54 0.47 0.29 0.22 0.13 0.74 0.57 0.43 0.26 0.63 n/a n/a n/a 0.70 0.68 0.63 0.58 0.84 0.78 0.66 0.53 0.62 0.59 0.57 0.55 0.62 0.38 0.28 0.17 0.84 0.75 0.57 0.34 0.70 n/a n/a n/a 0.73 0.71 0.66 0.59 0.93 0.87 0.72 0.56 0.64 0.60 0.58 0.56 0.78 0.48 0.36 0.21 0.93 0.87 0.71 0.43 0.75 n/a n/a n/a 0.73 0.71 0.66 0.60 0.95 0.88 0.73 0.56 0.64 0.60 0.59 0.56 0.80 0.49 0.37 0.22 0.95 0.88 0.73 0.44 0.76 0.64 n/a n/a 0.76 0.74 0.68 0.61 1.00 0.96 0.78 0.59 0.66 0.62 0.60 0.57 0.95 0.58 0.44 0.26 1.00 0.96 0.78 0.52 0.80 0.68 n/a n/a 0.79 0.77 0.70 0.62 1.00 0.85 0.62 0.68 0.63 0.61 0.58 1.00 0.69 0.52 0.31 1.00 0.85 0.62 0.85 0.72 0.66 n/a 0.83 0.80 0.72 0.63 0.91 0.66 0.70 0.64 0.62 0.59 0.81 0.61 0.37 0.91 0.66 0.90 0.76 0.69 n/a 0.86 0.83 0.74 0.65 0.98 0.69 0.72 0.66 0.63 0.59 0.94 0.70 0.42 0.98 0.69 0.94 0.80 0.73 n/a 0.89 0.86 0.77 0.66 1.00 0.73 0.74 0.67 0.64 0.60 1.00 0.80 0.48 1.00 0.73 0.98 0.83 0.76 n/a 0.96 0.91 0.81 0.69 0.81 0.78 0.70 0.67 0.62 1.00 0.60 0.81 1.00 0.90 0.82 0.69 1.00 0.97 0.86 0.71 0.89 0.82 0.73 0.69 0.64 0.74 0.89 0.96 0.88 0.74 1.00 0.90 0.74 0.97 0.86 0.76 0.72 0.65 0.88 0.97 1.00 0.93 0.78 0.94 0.77 1.00 0.90 0.79 0.74 0.67 1.00 1.00 0.98 0.83 0.99 0.79 0.94 0.82 0.76 0.69 1.00 0.87 1.00 0.82 0.98 0.85 0.79 0.70 0.90 0.85 1.00 0.88 0.81 0.72 0.94 0.87 0.91 0.84 0.74 0.98 0.90 0.93 0.86 0.76 1.00 0.98 1.00 0.93 0.81 1.00 1.00 0.91 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 Chapter 17 and CSA A23.3 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. March 2024 21 Table 32 -- Load adjustment factors for 3/4-in. diameter fractional threaded rods in uncracked concrete 1,2,3 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 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 0.35 0.24 0.18 0.10 n/a n/a n/a n/a 0.09 0.03 0.02 0.01 0.17 0.07 0.05 0.03 n/a n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 3-3/4 (95) 0.60 0.59 0.57 0.54 0.52 0.31 0.23 0.13 0.57 0.54 0.53 0.52 0.27 0.11 0.07 0.04 0.52 0.22 0.15 0.09 n/a n/a n/a n/a 4 (102) 0.61 0.60 0.57 0.54 0.54 0.32 0.23 0.14 0.57 0.54 0.53 0.52 0.29 0.12 0.08 0.05 0.54 0.24 0.16 0.10 n/a n/a n/a n/a 5 (127) 0.64 0.62 0.59 0.56 0.64 0.36 0.26 0.15 0.59 0.55 0.54 0.53 0.41 0.17 0.11 0.07 0.64 0.33 0.23 0.14 n/a n/a n/a n/a 5-1/4 (133) 0.65 0.63 0.60 0.56 0.66 0.37 0.27 0.16 0.60 0.55 0.54 0.53 0.44 0.18 0.12 0.07 0.66 0.36 0.25 0.15 0.62 n/a n/a n/a 6 (152) 0.67 0.65 0.61 0.57 0.75 0.40 0.29 0.17 0.61 0.56 0.55 0.53 0.54 0.22 0.15 0.09 0.75 0.40 0.29 0.17 0.66 n/a n/a n/a 7 (178) 0.69 0.67 0.63 0.58 0.83 0.44 0.32 0.19 0.63 0.57 0.55 0.54 0.68 0.28 0.19 0.11 0.83 0.44 0.32 0.19 0.72 n/a n/a n/a 8 (203) 0.72 0.70 0.65 0.59 0.91 0.48 0.36 0.21 0.65 0.58 0.56 0.54 0.83 0.34 0.23 0.14 0.91 0.48 0.36 0.21 0.77 n/a n/a n/a 8-1/2 (216) 0.74 0.71 0.66 0.59 0.96 0.51 0.37 0.22 0.66 0.59 0.57 0.55 0.91 0.37 0.25 0.15 0.96 0.51 0.37 0.22 0.79 0.59 n/a n/a 9 (229) 0.75 0.72 0.67 0.60 1.00 0.53 0.39 0.23 0.67 0.59 0.57 0.55 0.99 0.40 0.28 0.17 1.00 0.53 0.39 0.23 0.81 0.60 n/a n/a 10 (254) 0.78 0.75 0.69 0.61 0.59 0.43 0.25 0.68 0.60 0.58 0.56 1.00 0.47 0.32 0.19 0.59 0.43 0.25 0.86 0.64 n/a n/a 10-3/4 (273) 0.80 0.77 0.70 0.62 0.63 0.47 0.27 0.70 0.61 0.58 0.56 0.53 0.36 0.22 0.63 0.47 0.27 0.89 0.66 0.58 n/a 12 (305) 0.83 0.80 0.72 0.63 0.71 0.52 0.30 0.72 0.62 0.59 0.57 0.62 0.42 0.25 0.71 0.52 0.30 0.94 0.70 0.61 n/a 14 (356) 0.89 0.85 0.76 0.66 0.82 0.61 0.36 0.76 0.64 0.61 0.58 0.78 0.53 0.32 0.82 0.61 0.36 1.00 0.75 0.66 n/a 16 (406) 0.94 0.90 0.80 0.68 0.94 0.69 0.41 0.79 0.66 0.63 0.59 0.96 0.65 0.39 0.94 0.69 0.41 0.80 0.71 n/a 16-3/4 (425) 0.96 0.91 0.81 0.69 0.99 0.73 0.42 0.81 0.67 0.63 0.59 1.00 0.70 0.42 0.99 0.73 0.42 0.82 0.72 0.61 18 (457) 1.00 0.94 0.83 0.70 1.00 0.78 0.46 0.83 0.68 0.64 0.60 0.78 0.47 1.00 0.78 0.46 0.85 0.75 0.63 20 (508) 0.99 0.87 0.72 0.87 0.51 0.87 0.70 0.66 0.61 0.91 0.55 0.87 0.51 0.90 0.79 0.67 22 (559) 1.00 0.91 0.74 0.95 0.56 0.91 0.72 0.67 0.62 1.00 0.63 0.95 0.56 0.94 0.83 0.70 24 (610) 0.94 0.77 1.00 0.61 0.94 0.74 0.69 0.63 0.72 1.00 0.61 0.99 0.87 0.73 26 (660) 0.98 0.79 0.66 0.98 0.76 0.70 0.65 0.81 0.66 1.00 0.90 0.76 28 (711) 1.00 0.81 0.71 1.00 0.78 0.72 0.66 0.91 0.71 0.94 0.79 30 (762) 0.83 0.76 0.80 0.74 0.67 1.00 0.76 0.97 0.82 36 (914) 0.90 0.91 0.86 0.78 0.70 0.91 1.00 0.90 >48 (1219) 1.00 1.00 0.99 0.88 0.77 1.00 1.00 Table 33 -- Load adjustment factors for 3/4-in. diameter fractional threaded rods in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 3/4 in Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 3-3/4 (95) 4 (102) 5 (127) 5-1/4 (133) 6 (152) 7 (178) 8 (203) 8-1/2 (216) 9 (229) 10 (254) 10-3/4 (273) 12 (305) 14 (356) 16 (406) 16-3/4 (425) 18 (457) 20 (508) 22 (559) 24 (610) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 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 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 (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) n/a n/a n/a n/a 0.45 0.44 0.42 0.39 n/a n/a n/a n/a 0.09 0.05 0.04 0.02 0.17 0.09 0.07 0.04 n/a n/a n/a n/a 0.60 0.59 0.57 0.54 0.58 0.56 0.50 0.44 0.57 0.55 0.54 0.53 0.27 0.15 0.11 0.07 0.54 0.29 0.22 0.13 n/a n/a n/a n/a 0.61 0.60 0.57 0.54 0.60 0.57 0.51 0.44 0.57 0.55 0.54 0.53 0.30 0.16 0.12 0.07 0.59 0.32 0.24 0.15 n/a n/a n/a n/a 0.64 0.62 0.59 0.56 0.67 0.63 0.56 0.47 0.59 0.56 0.55 0.54 0.41 0.23 0.17 0.10 0.67 0.45 0.34 0.20 n/a n/a n/a n/a 0.65 0.63 0.60 0.56 0.69 0.65 0.57 0.47 0.60 0.56 0.55 0.54 0.45 0.24 0.18 0.11 0.69 0.49 0.36 0.22 0.62 n/a n/a n/a 0.67 0.65 0.61 0.57 0.75 0.70 0.60 0.49 0.61 0.57 0.56 0.54 0.54 0.30 0.22 0.13 0.75 0.59 0.45 0.27 0.67 n/a n/a n/a 0.69 0.67 0.63 0.58 0.83 0.77 0.65 0.52 0.63 0.59 0.57 0.55 0.69 0.37 0.28 0.17 0.83 0.75 0.56 0.34 0.72 n/a n/a n/a 0.72 0.70 0.65 0.59 0.91 0.84 0.70 0.55 0.65 0.60 0.58 0.56 0.84 0.46 0.34 0.21 0.91 0.84 0.69 0.41 0.77 n/a n/a n/a 0.74 0.71 0.66 0.59 0.96 0.88 0.72 0.56 0.66 0.61 0.59 0.56 0.92 0.50 0.38 0.23 0.96 0.88 0.72 0.45 0.79 0.65 n/a n/a 0.75 0.72 0.67 0.60 1.00 0.91 0.75 0.57 0.67 0.61 0.59 0.57 1.00 0.55 0.41 0.25 1.00 0.91 0.75 0.49 0.82 0.67 n/a n/a 0.78 0.75 0.69 0.61 0.99 0.80 0.60 0.69 0.62 0.60 0.57 0.64 0.48 0.29 0.99 0.80 0.58 0.86 0.70 n/a n/a 0.80 0.77 0.70 0.62 1.00 0.84 0.62 0.70 0.63 0.61 0.58 0.71 0.53 0.32 1.00 0.84 0.62 0.89 0.73 0.66 n/a 0.83 0.80 0.72 0.63 0.91 0.66 0.72 0.65 0.62 0.59 0.84 0.63 0.38 0.91 0.66 0.94 0.77 0.70 n/a 0.89 0.85 0.76 0.66 1.00 0.72 0.76 0.67 0.64 0.60 1.00 0.79 0.48 1.00 0.72 1.00 0.83 0.76 n/a 0.94 0.90 0.80 0.68 0.78 0.80 0.70 0.66 0.62 0.97 0.58 0.78 0.89 0.81 n/a 0.96 0.91 0.81 0.69 0.81 0.81 0.71 0.67 0.62 1.00 0.62 0.81 0.91 0.83 0.70 1.00 0.94 0.83 0.70 0.85 0.83 0.72 0.68 0.63 0.69 0.85 0.94 0.86 0.72 0.99 0.87 0.72 0.91 0.87 0.75 0.70 0.65 0.81 0.91 0.99 0.90 0.76 1.00 0.91 0.74 0.98 0.91 0.77 0.72 0.66 0.94 0.98 1.00 0.95 0.80 0.94 0.77 1.00 0.94 0.80 0.74 0.67 1.00 1.00 0.99 0.83 0.98 0.79 0.98 0.82 0.77 0.69 1.00 0.87 1.00 0.81 1.00 0.85 0.79 0.70 0.90 0.83 0.87 0.81 0.72 0.93 0.90 0.95 0.87 0.76 1.00 1.00 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 Chapter 17 and CSA A23.3 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. 22 March 2024 HIT-RE 100 adhesive anchoring system Table 34 -- Load adjustment factors for 7/8-in. diameter fractional threaded rods in uncracked concrete 1,2,3 7/8 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 in (mm) 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) 1-3/4 (44) 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 0.018 0.01 0.18 0.05 0.04 0.02 n/a n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 4-3/8 (111) 0.61 0.59 0.57 0.54 0.59 0.31 0.23 0.13 0.58 0.54 0.53 0.52 0.35 0.11 0.07 0.04 0.59 0.22 0.14 0.09 n/a n/a n/a n/a 5 (127) 0.62 0.61 0.58 0.55 0.63 0.33 0.24 0.14 0.59 0.54 0.53 0.52 0.43 0.13 0.09 0.05 0.63 0.27 0.17 0.10 n/a n/a n/a n/a 5-1/2 (140) 0.63 0.62 0.59 0.55 0.66 0.35 0.26 0.15 0.60 0.55 0.54 0.53 0.50 0.15 0.10 0.06 0.66 0.31 0.20 0.12 0.65 n/a n/a n/a 6 (152) 0.65 0.63 0.60 0.56 0.69 0.36 0.27 0.16 0.61 0.55 0.54 0.53 0.57 0.17 0.11 0.07 0.69 0.35 0.23 0.14 0.68 n/a n/a n/a 7 (178) 0.67 0.65 0.61 0.57 0.76 0.40 0.29 0.17 0.63 0.56 0.55 0.53 0.71 0.22 0.14 0.09 0.76 0.40 0.29 0.17 0.73 n/a n/a n/a 8 (203) 0.69 0.67 0.63 0.58 0.83 0.44 0.32 0.19 0.65 0.57 0.55 0.54 0.87 0.27 0.18 0.11 0.83 0.44 0.32 0.19 0.78 n/a n/a n/a 9 (229) 0.72 0.69 0.64 0.59 0.90 0.47 0.35 0.20 0.67 0.58 0.56 0.54 1.00 0.32 0.21 0.13 0.90 0.47 0.35 0.20 0.83 n/a n/a n/a 9-7/8 (251) 0.74 0.71 0.66 0.59 0.97 0.51 0.37 0.22 0.69 0.59 0.56 0.55 0.37 0.24 0.14 0.97 0.51 0.37 0.22 0.87 0.59 n/a n/a 10 (254) 0.74 0.71 0.66 0.60 0.97 0.51 0.38 0.22 0.69 0.59 0.57 0.55 0.38 0.25 0.15 0.97 0.51 0.38 0.22 0.87 0.59 n/a n/a 11 (279) 0.77 0.73 0.67 0.60 1.00 0.56 0.41 0.24 0.71 0.60 0.57 0.55 0.43 0.28 0.17 1.00 0.56 0.41 0.24 0.91 0.62 n/a n/a 12 (305) 0.79 0.75 0.69 0.61 0.61 0.45 0.26 0.73 0.60 0.58 0.56 0.49 0.32 0.19 0.61 0.45 0.26 0.95 0.65 n/a n/a 12-1/2 (318) 0.80 0.76 0.70 0.62 0.64 0.47 0.28 0.74 0.61 0.58 0.56 0.52 0.34 0.21 0.64 0.47 0.28 0.97 0.66 0.57 n/a 14 (356) 0.84 0.80 0.72 0.63 0.72 0.53 0.31 0.77 0.62 0.59 0.57 0.62 0.41 0.24 0.72 0.53 0.31 1.00 0.70 0.61 n/a 16 (406) 0.89 0.84 0.75 0.65 0.82 0.60 0.35 0.80 0.64 0.60 0.57 0.76 0.50 0.30 0.82 0.60 0.35 0.75 0.65 n/a 18 (457) 0.94 0.88 0.79 0.67 0.92 0.68 0.40 0.84 0.66 0.62 0.58 0.91 0.59 0.36 0.92 0.68 0.40 0.79 0.69 n/a 19-1/2 (495) 0.97 0.91 0.81 0.69 1.00 0.73 0.43 0.87 0.67 0.63 0.59 1.00 0.67 0.40 1.00 0.73 0.43 0.82 0.71 0.60 20 (508) 0.98 0.92 0.82 0.69 0.75 0.44 0.88 0.67 0.63 0.59 0.69 0.42 0.75 0.44 0.83 0.72 0.61 22 (559) 1.00 0.97 0.85 0.71 0.83 0.48 0.92 0.69 0.64 0.60 0.80 0.48 0.83 0.48 0.87 0.76 0.64 24 (610) 1.00 0.88 0.73 0.90 0.53 0.96 0.71 0.66 0.61 0.91 0.55 0.90 0.53 0.91 0.79 0.67 26 (660) 0.91 0.75 0.98 0.57 0.99 0.73 0.67 0.62 1.00 0.62 0.98 0.57 0.95 0.82 0.70 28 (711) 0.94 0.77 1.00 0.62 1.00 0.74 0.68 0.63 0.69 1.00 0.62 0.99 0.86 0.72 30 (762) 0.98 0.79 0.66 0.76 0.70 0.64 0.77 0.66 1.00 0.89 0.75 36 (914) 1.00 0.84 0.79 0.81 0.74 0.67 1.00 0.79 0.97 0.82 >48 (1219) 0.96 1.00 0.92 0.81 0.72 1.00 1.00 0.94 Table 35 -- 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 0.61 0.62 0.63 0.65 0.67 0.69 0.72 0.74 0.74 0.77 0.79 0.80 0.84 0.89 0.94 0.97 0.98 1.00 n/a 0.59 0.61 0.62 0.63 0.65 0.67 0.69 0.71 0.71 0.73 0.75 0.76 0.80 0.84 0.88 0.91 0.92 0.97 1.00 n/a 0.57 0.58 0.59 0.60 0.61 0.63 0.64 0.66 0.66 0.67 0.69 0.70 0.72 0.75 0.79 0.81 0.82 0.85 0.88 0.91 0.94 0.98 1.00 n/a 0.54 0.55 0.55 0.56 0.57 0.58 0.59 0.59 0.60 0.60 0.61 0.62 0.63 0.65 0.67 0.69 0.69 0.71 0.73 0.75 0.77 0.79 0.84 0.96 0.44 0.59 0.63 0.66 0.69 0.76 0.83 0.90 0.97 0.97 1.00 0.43 0.56 0.59 0.62 0.64 0.70 0.76 0.82 0.87 0.88 0.95 1.00 0.41 0.50 0.52 0.54 0.56 0.60 0.64 0.68 0.72 0.73 0.77 0.82 0.84 0.91 1.00 0.38 0.44 0.45 0.46 0.47 0.49 0.52 0.54 0.56 0.56 0.59 0.61 0.62 0.66 0.71 0.76 0.80 0.82 0.87 0.93 0.99 1.00 n/a 0.58 0.60 0.61 0.61 0.63 0.65 0.67 0.69 0.69 0.71 0.73 0.74 0.77 0.81 0.84 0.87 0.88 0.92 0.96 1.00 n/a 0.55 0.55 0.56 0.56 0.57 0.59 0.60 0.61 0.61 0.62 0.63 0.63 0.65 0.67 0.69 0.71 0.71 0.73 0.76 0.78 0.80 0.82 0.88 1.00 n/a 0.54 0.54 0.55 0.55 0.56 0.57 0.58 0.59 0.59 0.60 0.61 0.61 0.62 0.64 0.66 0.67 0.68 0.69 0.71 0.73 0.75 0.76 0.82 0.92 n/a 0.53 0.53 0.53 0.54 0.54 0.55 0.56 0.56 0.56 0.57 0.57 0.58 0.59 0.60 0.61 0.62 0.62 0.64 0.65 0.66 0.67 0.69 0.72 0.80 0.09 0.36 0.43 0.50 0.57 0.72 0.88 1.00 0.04 0.15 0.18 0.21 0.24 0.30 0.36 0.44 0.50 0.51 0.59 0.67 0.71 0.84 1.00 0.03 0.11 0.14 0.16 0.18 0.22 0.27 0.33 0.38 0.38 0.44 0.50 0.53 0.63 0.77 0.92 1.00 0.02 0.07 0.08 0.09 0.11 0.13 0.16 0.20 0.23 0.23 0.26 0.30 0.32 0.38 0.46 0.55 0.62 0.65 0.75 0.85 0.96 1.00 0.18 0.59 0.63 0.66 0.69 0.76 0.83 0.90 0.97 0.97 1.00 0.07 0.29 0.36 0.42 0.47 0.60 0.73 0.82 0.87 0.88 0.95 1.00 0.06 0.22 0.27 0.31 0.36 0.45 0.55 0.65 0.72 0.73 0.77 0.82 0.84 0.91 1.00 0.03 0.13 0.16 0.19 0.21 0.27 0.33 0.39 0.45 0.46 0.53 0.60 0.62 0.66 0.71 0.76 0.80 0.82 0.87 0.93 0.99 1.00 n/a n/a n/a 0.65 0.68 0.73 0.78 0.83 0.87 0.87 0.92 0.96 0.98 1.00 n/a n/a n/a n/a n/a n/a n/a n/a 0.65 0.65 0.68 0.71 0.73 0.77 0.82 0.87 0.91 0.92 0.97 1.00 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.66 0.70 0.75 0.79 0.83 0.84 0.88 0.92 0.96 0.99 1.00 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.70 0.71 0.74 0.77 0.81 0.84 0.87 0.95 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 Chapter 17 and CSA A23.3 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. March 2024 23 Table 36 -- Load adjustment factors for 1-in. diameter fractional threaded rods in uncracked concrete 1,2,3 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 hef in (mm) 4 9 12 20 4 9 12 20 4 9 12 20 4 9 12 20 4 9 12 20 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 0.38 0.23 0.17 0.10 n/a n/a n/a n/a 0.08 0.02 0.01 0.01 0.15 0.05 0.03 0.02 n/a n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 5 (127) 0.61 0.59 0.57 0.54 0.59 0.31 0.23 0.13 0.59 0.54 0.53 0.52 0.37 0.11 0.07 0.04 0.59 0.22 0.14 0.08 n/a n/a n/a n/a 6 (152) 0.63 0.61 0.58 0.55 0.65 0.34 0.25 0.15 0.60 0.55 0.53 0.52 0.48 0.14 0.09 0.05 0.65 0.29 0.19 0.11 n/a n/a n/a n/a 6-1/4 (159) 0.63 0.62 0.59 0.55 0.66 0.35 0.26 0.15 0.61 0.55 0.54 0.52 0.51 0.15 0.10 0.06 0.66 0.30 0.20 0.11 0.65 n/a n/a n/a 7 (178) 0.65 0.63 0.60 0.56 0.71 0.37 0.27 0.16 0.62 0.55 0.54 0.53 0.61 0.18 0.12 0.07 0.71 0.36 0.23 0.14 0.69 n/a n/a n/a 8 (203) 0.67 0.65 0.61 0.57 0.76 0.40 0.30 0.17 0.64 0.56 0.55 0.53 0.74 0.22 0.14 0.08 0.76 0.40 0.29 0.17 0.74 n/a n/a n/a 9 (229) 0.69 0.67 0.63 0.58 0.83 0.43 0.32 0.19 0.65 0.57 0.55 0.54 0.89 0.26 0.17 0.10 0.83 0.43 0.32 0.19 0.78 n/a n/a n/a 10 (254) 0.71 0.69 0.64 0.58 0.89 0.47 0.34 0.20 0.67 0.58 0.56 0.54 1.00 0.31 0.20 0.12 0.89 0.47 0.34 0.20 0.83 n/a n/a n/a 11 (279) 0.74 0.70 0.65 0.59 0.96 0.50 0.37 0.22 0.69 0.58 0.56 0.54 0.35 0.23 0.13 0.96 0.50 0.37 0.22 0.87 n/a n/a n/a 11-1/4 (286) 0.74 0.71 0.66 0.59 0.97 0.51 0.38 0.22 0.69 0.59 0.56 0.54 0.37 0.24 0.14 0.97 0.51 0.38 0.22 0.88 0.58 n/a n/a 12 (305) 0.76 0.72 0.67 0.60 1.00 0.54 0.40 0.23 0.70 0.59 0.57 0.55 0.40 0.26 0.15 1.00 0.54 0.40 0.23 0.91 0.60 n/a n/a 13 (330) 0.78 0.74 0.68 0.61 0.59 0.43 0.25 0.72 0.60 0.57 0.55 0.46 0.30 0.17 0.59 0.43 0.25 0.94 0.63 n/a n/a 14 (356) 0.80 0.76 0.69 0.62 0.63 0.47 0.27 0.74 0.61 0.58 0.56 0.51 0.33 0.19 0.63 0.47 0.27 0.98 0.65 n/a n/a 14-1/4 (362) 0.81 0.76 0.70 0.62 0.64 0.47 0.28 0.74 0.61 0.58 0.56 0.52 0.34 0.20 0.64 0.47 0.28 0.99 0.66 0.57 n/a 16 (406) 0.84 0.80 0.72 0.63 0.72 0.53 0.31 0.77 0.62 0.59 0.56 0.62 0.40 0.24 0.72 0.53 0.31 1.00 0.70 0.60 n/a 18 (457) 0.89 0.83 0.75 0.65 0.81 0.60 0.35 0.81 0.64 0.60 0.57 0.74 0.48 0.28 0.81 0.60 0.35 0.74 0.64 n/a 20 (508) 0.93 0.87 0.78 0.67 0.90 0.66 0.39 0.84 0.65 0.61 0.58 0.87 0.56 0.33 0.90 0.66 0.39 0.78 0.67 n/a 22 (559) 0.97 0.91 0.81 0.68 0.99 0.73 0.43 0.88 0.67 0.63 0.59 1.00 0.65 0.38 0.99 0.73 0.43 0.82 0.71 n/a 22-1/4 (565) 0.98 0.91 0.81 0.69 1.00 0.74 0.43 0.88 0.67 0.63 0.59 0.66 0.39 1.00 0.74 0.43 0.82 0.71 0.59 24 (610) 1.00 0.94 0.83 0.70 0.80 0.47 0.91 0.68 0.64 0.60 0.74 0.43 0.80 0.47 0.85 0.74 0.62 26 (660) 0.98 0.86 0.72 0.86 0.51 0.94 0.70 0.65 0.60 0.84 0.49 0.86 0.51 0.89 0.77 0.64 28 (711) 1.00 0.89 0.73 0.93 0.55 0.98 0.71 0.66 0.61 0.94 0.54 0.93 0.55 0.92 0.80 0.67 30 (762) 0.92 0.75 1.00 0.58 1.00 0.73 0.67 0.62 1.00 0.60 1.00 0.58 0.95 0.83 0.69 36 (914) 1.00 0.80 0.70 0.77 0.70 0.64 0.79 0.70 1.00 0.91 0.76 >48 (1219) 0.90 0.94 0.86 0.77 0.69 1.00 0.94 1.00 0.87 Table 37 -- Load adjustment factors for 1-in. diameter fractional threaded rods in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 1 in Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 5 (127) 6 (152) 6-1/4 (159) 7 (178) 8 (203) 9 (229) 10 (254) 11 (279) 11-1/4 (286) 12 (305) 13 (330) 14 (356) 14-1/4 (362) 16 (406) 18 (457) 20 (508) 22 (559) 22-1/4 (565) 24 (610) 26 (660) 28 (711) 30 (762) 36 (914) >48 (1219) Spacing Factor in Tension fAN 4 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) n/a n/a n/a n/a 0.43 0.42 0.40 0.38 n/a n/a n/a n/a 0.08 0.03 0.02 0.01 0.15 0.06 0.05 0.03 n/a n/a n/a n/a 0.61 0.59 0.57 0.54 0.59 0.56 0.50 0.44 0.59 0.55 0.54 0.53 0.37 0.15 0.11 0.07 0.59 0.30 0.22 0.13 n/a n/a n/a n/a 0.63 0.61 0.58 0.55 0.65 0.60 0.53 0.46 0.60 0.56 0.55 0.53 0.49 0.19 0.15 0.09 0.65 0.39 0.29 0.18 n/a n/a n/a n/a 0.63 0.62 0.59 0.55 0.66 0.61 0.54 0.46 0.61 0.56 0.55 0.53 0.52 0.21 0.16 0.09 0.66 0.41 0.31 0.19 0.66 n/a n/a n/a 0.65 0.63 0.60 0.56 0.71 0.65 0.57 0.47 0.62 0.57 0.55 0.54 0.61 0.25 0.18 0.11 0.71 0.49 0.37 0.22 0.69 n/a n/a n/a 0.67 0.65 0.61 0.57 0.76 0.70 0.60 0.49 0.64 0.57 0.56 0.54 0.75 0.30 0.23 0.14 0.76 0.60 0.45 0.27 0.74 n/a n/a n/a 0.69 0.67 0.63 0.58 0.83 0.75 0.64 0.51 0.65 0.58 0.57 0.55 0.89 0.36 0.27 0.16 0.83 0.72 0.54 0.32 0.79 n/a n/a n/a 0.71 0.69 0.64 0.58 0.89 0.80 0.67 0.53 0.67 0.59 0.58 0.55 1.00 0.42 0.31 0.19 0.89 0.80 0.63 0.38 0.83 n/a n/a n/a 0.74 0.70 0.65 0.59 0.96 0.86 0.71 0.55 0.69 0.60 0.58 0.56 0.48 0.36 0.22 0.96 0.86 0.71 0.44 0.87 n/a n/a n/a 0.74 0.71 0.66 0.59 0.97 0.87 0.72 0.56 0.69 0.61 0.59 0.56 0.50 0.38 0.23 0.97 0.87 0.72 0.45 0.88 0.65 n/a n/a 0.76 0.72 0.67 0.60 1.00 0.91 0.75 0.57 0.71 0.61 0.59 0.57 0.55 0.41 0.25 1.00 0.91 0.75 0.50 0.91 0.67 n/a n/a 0.78 0.74 0.68 0.61 0.97 0.79 0.59 0.72 0.62 0.60 0.57 0.62 0.47 0.28 0.97 0.79 0.56 0.95 0.70 n/a n/a 0.80 0.76 0.69 0.62 1.00 0.83 0.62 0.74 0.63 0.61 0.58 0.69 0.52 0.31 1.00 0.83 0.62 0.98 0.72 n/a n/a 0.81 0.76 0.70 0.62 0.84 0.62 0.74 0.63 0.61 0.58 0.71 0.54 0.32 0.84 0.62 0.99 0.73 0.66 n/a 0.84 0.80 0.72 0.63 0.91 0.66 0.77 0.65 0.62 0.59 0.85 0.64 0.38 0.91 0.66 1.00 0.77 0.70 n/a 0.89 0.83 0.75 0.65 1.00 0.70 0.81 0.67 0.64 0.60 1.00 0.76 0.46 1.00 0.70 0.82 0.75 n/a 0.93 0.87 0.78 0.67 0.75 0.84 0.69 0.65 0.61 0.89 0.53 0.75 0.86 0.79 n/a 0.97 0.91 0.81 0.68 0.80 0.88 0.71 0.67 0.62 1.00 0.62 0.80 0.91 0.82 n/a 0.98 0.91 0.81 0.69 0.80 0.88 0.71 0.67 0.62 0.63 0.80 0.91 0.83 0.70 1.00 0.94 0.83 0.70 0.85 0.91 0.72 0.69 0.63 0.70 0.85 0.95 0.86 0.73 0.98 0.86 0.72 0.90 0.95 0.74 0.70 0.64 0.79 0.90 0.99 0.90 0.76 1.00 0.89 0.73 0.95 0.98 0.76 0.72 0.65 0.88 0.95 1.00 0.93 0.78 0.92 0.75 1.00 1.00 0.78 0.73 0.66 0.98 1.00 0.96 0.81 1.00 0.80 0.84 0.78 0.70 1.00 1.00 0.89 0.90 0.95 0.87 0.76 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 Chapter 17 and CSA A23.3 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. 24 March 2024 HIT-RE 100 adhesive anchoring system Table 38 -- Load adjustment factors for 1-1/4-in. diameter fractional threaded rods in uncracked concrete 1,2,3 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 hef in (mm) 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 (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 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 6-1/4 (159) 0.61 0.59 0.57 0.54 0.60 0.31 0.23 0.14 0.59 0.54 0.53 0.52 0.37 0.11 0.07 0.04 0.60 0.22 0.14 0.08 n/a n/a n/a n/a 7 (178) 0.62 0.60 0.58 0.55 0.63 0.33 0.24 0.14 0.60 0.54 0.53 0.52 0.43 0.13 0.08 0.05 0.63 0.26 0.17 0.09 n/a n/a n/a n/a 8 (203) 0.64 0.62 0.59 0.55 0.68 0.35 0.26 0.15 0.61 0.55 0.54 0.52 0.53 0.16 0.10 0.06 0.68 0.31 0.20 0.11 0.66 n/a n/a n/a 9 (229) 0.66 0.63 0.60 0.56 0.73 0.38 0.28 0.16 0.62 0.55 0.54 0.53 0.63 0.19 0.12 0.07 0.73 0.38 0.24 0.13 0.70 n/a n/a n/a 10 (254) 0.68 0.65 0.61 0.57 0.77 0.41 0.30 0.17 0.64 0.56 0.55 0.53 0.74 0.22 0.14 0.08 0.77 0.41 0.29 0.15 0.74 n/a n/a n/a 11 (279) 0.69 0.66 0.62 0.57 0.83 0.43 0.32 0.19 0.65 0.57 0.55 0.53 0.86 0.25 0.16 0.09 0.83 0.43 0.32 0.18 0.78 n/a n/a n/a 12 (305) 0.71 0.68 0.63 0.58 0.88 0.46 0.34 0.20 0.66 0.57 0.55 0.54 0.98 0.29 0.19 0.10 0.88 0.46 0.34 0.20 0.81 n/a n/a n/a 13 (330) 0.73 0.69 0.64 0.59 0.93 0.49 0.36 0.21 0.68 0.58 0.56 0.54 1.00 0.33 0.21 0.11 0.93 0.49 0.36 0.21 0.84 n/a n/a n/a 14 (356) 0.75 0.71 0.66 0.59 0.99 0.52 0.38 0.22 0.69 0.59 0.56 0.54 0.36 0.24 0.13 0.99 0.52 0.38 0.22 0.87 0.58 n/a n/a 14-1/4 (362) 0.75 0.71 0.66 0.60 1.00 0.52 0.38 0.23 0.69 0.59 0.56 0.54 0.37 0.24 0.13 1.00 0.52 0.38 0.23 0.88 0.59 n/a n/a 15 (381) 0.76 0.72 0.67 0.60 0.55 0.40 0.24 0.70 0.59 0.57 0.55 0.40 0.26 0.14 0.55 0.40 0.24 0.91 0.60 n/a n/a 16 (406) 0.78 0.74 0.68 0.61 0.59 0.43 0.25 0.72 0.60 0.57 0.55 0.45 0.29 0.16 0.59 0.43 0.25 0.94 0.62 n/a n/a 17 (432) 0.80 0.75 0.69 0.61 0.62 0.46 0.27 0.73 0.60 0.58 0.55 0.49 0.32 0.17 0.62 0.46 0.27 0.96 0.64 n/a n/a 18 (457) 0.82 0.77 0.70 0.62 0.66 0.49 0.29 0.75 0.61 0.58 0.55 0.53 0.35 0.19 0.66 0.49 0.29 0.99 0.66 0.57 n/a 20 (508) 0.85 0.80 0.72 0.63 0.73 0.54 0.32 0.77 0.62 0.59 0.56 0.62 0.40 0.22 0.73 0.54 0.32 1.00 0.70 0.60 n/a 22 (559) 0.89 0.83 0.74 0.65 0.81 0.59 0.35 0.80 0.63 0.60 0.57 0.72 0.47 0.25 0.81 0.59 0.35 0.73 0.63 n/a 24 (610) 0.92 0.86 0.77 0.66 0.88 0.65 0.38 0.83 0.65 0.61 0.57 0.82 0.53 0.29 0.88 0.65 0.38 0.76 0.66 n/a 26 (660) 0.96 0.89 0.79 0.67 0.95 0.70 0.41 0.86 0.66 0.62 0.58 0.92 0.60 0.32 0.95 0.70 0.41 0.79 0.69 n/a 28 (711) 0.99 0.91 0.81 0.69 1.00 0.76 0.44 0.88 0.67 0.63 0.58 1.00 0.67 0.36 1.00 0.76 0.44 0.82 0.71 0.58 30 (762) 1.00 0.94 0.83 0.70 0.81 0.48 0.91 0.68 0.64 0.59 0.74 0.40 0.81 0.48 0.85 0.74 0.60 36 (914) 1.00 0.90 0.74 0.97 0.57 0.99 0.72 0.66 0.61 0.98 0.53 0.97 0.57 0.94 0.81 0.66 >48 (1219) 1.00 0.82 1.00 0.76 1.00 0.79 0.72 0.65 1.00 0.81 1.00 0.76 1.00 0.94 0.76 Table 39 -- Load adjustment factors for 1-1/4-in. diameter fractional threaded rods in cracked concrete 1,2,3 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 1-1/4 in 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 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 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 (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) n/a n/a n/a n/a 0.41 0.40 0.39 0.37 n/a n/a n/a n/a 0.05 0.02 0.02 0.01 0.11 0.05 0.03 0.02 n/a n/a n/a n/a 0.61 0.59 0.57 0.54 0.60 0.56 0.50 0.44 0.59 0.55 0.54 0.53 0.37 0.16 0.12 0.07 0.74 0.31 0.23 0.14 n/a n/a n/a n/a 0.62 0.60 0.58 0.55 0.63 0.58 0.52 0.45 0.60 0.55 0.54 0.53 0.44 0.18 0.14 0.08 0.88 0.37 0.28 0.17 n/a n/a n/a n/a 0.64 0.62 0.59 0.55 0.68 0.62 0.55 0.46 0.61 0.56 0.55 0.54 0.54 0.23 0.17 0.10 1.00 0.45 0.34 0.20 0.66 n/a n/a n/a 0.66 0.63 0.60 0.56 0.73 0.66 0.57 0.48 0.62 0.57 0.56 0.54 0.64 0.27 0.20 0.12 0.54 0.40 0.24 0.70 n/a n/a n/a 0.68 0.65 0.61 0.57 0.77 0.70 0.60 0.49 0.64 0.58 0.56 0.55 0.75 0.32 0.24 0.14 0.63 0.47 0.28 0.74 n/a n/a n/a 0.69 0.66 0.62 0.57 0.83 0.74 0.63 0.51 0.65 0.59 0.57 0.55 0.86 0.36 0.27 0.16 0.73 0.55 0.33 0.78 n/a n/a n/a 0.71 0.68 0.63 0.58 0.88 0.78 0.66 0.53 0.66 0.59 0.58 0.55 0.98 0.42 0.31 0.19 0.78 0.62 0.37 0.81 n/a n/a n/a 0.73 0.69 0.64 0.59 0.93 0.82 0.69 0.54 0.68 0.60 0.58 0.56 1.00 0.47 0.35 0.21 0.82 0.69 0.42 0.85 n/a n/a n/a 0.75 0.71 0.66 0.59 0.99 0.87 0.72 0.56 0.69 0.61 0.59 0.56 0.52 0.39 0.24 0.87 0.72 0.47 0.88 0.66 n/a n/a 0.75 0.71 0.66 0.60 1.00 0.88 0.73 0.56 0.70 0.61 0.59 0.56 0.54 0.40 0.24 0.88 0.73 0.48 0.89 0.66 n/a n/a 0.76 0.72 0.67 0.60 0.91 0.75 0.57 0.71 0.62 0.60 0.57 0.58 0.44 0.26 0.91 0.75 0.52 0.91 0.68 n/a n/a 0.78 0.74 0.68 0.61 0.96 0.78 0.59 0.72 0.62 0.60 0.57 0.64 0.48 0.29 0.96 0.78 0.58 0.94 0.70 n/a n/a 0.80 0.75 0.69 0.61 1.00 0.81 0.61 0.73 0.63 0.61 0.58 0.70 0.52 0.31 1.00 0.81 0.61 0.97 0.72 n/a n/a 0.82 0.77 0.70 0.62 0.85 0.62 0.75 0.64 0.61 0.58 0.76 0.57 0.34 0.85 0.62 0.99 0.75 0.68 n/a 0.85 0.80 0.72 0.63 0.91 0.66 0.77 0.65 0.63 0.59 0.89 0.67 0.40 0.91 0.66 1.00 0.79 0.71 n/a 0.89 0.83 0.74 0.65 0.98 0.69 0.80 0.67 0.64 0.60 1.00 0.77 0.46 0.98 0.69 0.82 0.75 n/a 0.92 0.86 0.77 0.66 1.00 0.73 0.83 0.69 0.65 0.61 0.88 0.53 1.00 0.73 0.86 0.78 n/a 0.96 0.89 0.79 0.67 0.77 0.86 0.70 0.67 0.62 0.99 0.60 0.77 0.90 0.81 n/a 0.99 0.91 0.81 0.69 0.81 0.88 0.72 0.68 0.63 1.00 0.67 0.81 0.93 0.85 0.71 1.00 0.94 0.83 0.70 0.85 0.91 0.73 0.69 0.64 0.74 0.85 0.96 0.87 0.74 1.00 0.90 0.74 0.97 0.99 0.78 0.73 0.66 0.97 0.97 1.00 0.96 0.81 1.00 0.82 1.00 1.00 0.87 0.81 0.72 1.00 1.00 1.00 0.93 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 Chapter 17 and CSA A23.3 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. March 2024 25 2.4.10 CANADIAN LIMIT STATE DESIGN Limit State Design of anchors is described in the provisions of CSA A23. 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 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 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 40 -- Specifications for CA Rebar installed with HIT-RE 100 Setting information Anchor O.D. Effective Embedment minimum maximum Minimum Concrete Thickness Symbol do 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 25 M 1 1-1/4 90 100 390 504 hef + 2do 30 M 1-1/2 120 598 Table 41 -- Steel factored resistance for CA rebar 1 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 (32.2) 4,035 17.9) 2,825 (12.6) 15 M 14,525 (64.6) 8,090 (36.0) 5,665 (25.2) 20 M 21,570 (95.9) 12,020 (53.5) 8,415 (37.4) 25 M 36,025 (160.2) 20,070 (89.3) 14,050 (62.5) 30 M 50,715 (225.6) 28,255 (125.7) 19,780 (88.0) 1 See Section 3.1.8 (2022 PTG) 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 futa R as noted in CSA A23.3 Annex D 4 Shear = Ase,V s 0.60 futa R as noted in CSA A23.3 Annex D. 5 Seismic Shear = V,seis Vsar : Reduction factor for seismic shear only. See section 3.1.8 (2022 PTG) for additional information on seismic applications. 26 March 2024 HIT-RE 100 adhesive anchoring system Table 42 -- Hilti HIT-RE 100 adhesive design information with CA rebar in hammer drilled holes in accordance with CSA A23.3 Annex D 1,9 Design parameter Symbol Units 10 M 15 M Rebar Size 20 M 25 M 30 M Ref A23.3 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-3829, 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 - 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 Characteristic bond stress in cracked Temp. concrete 7,8 cr range A 6 Characteristic bond stress in uncracked concrete 7,8 uncr psi (MPa) psi (MPa) 595 (4.1) 1,590 (11.0) 595 (4.1) 1,505 (10.4) 595 (4.1) 1,445 (10.0) 565 (3.9) 1,375 (9.5) 520 (3.6) 1,320 (9.1) D.6.5.2 D.6.5.2 Anchor category, dry concrete Resistance modification factor - - 1 1 1 2 2 D.5.3 (c) Rdry - 1.00 1.00 1.00 0.85 0.85 Water Saturated Concrete Temp. Characteristic bond stress in cracked concrete 7,8 cr range A 6 Characteristic bond stress in uncracked concrete 7,8 uncr psi (MPa) psi (MPa) 595 (4.1) 1,590 (11.0) 595 (4.1) 1,505 (10.4) 595 (4.1) 1,445 (10.0) 565 (3.9) 1,375 (9.5) 495 (3.4) 1,255 (8.7) D.6.5.2 D.6.5.2 Anchor category, water-saturated concrete Resistance modification factor - - 2 3 3 3 3 D.5.3 (c) Rws - 0.85 0.75 0.75 0.75 0.75 Water-Filled Hole Characteristic bond stress in cracked Temp. concrete 7,8 cr range A 6 Characteristic bond stress in uncracked concrete 7,8 uncr psi (MPa) psi (MPa) 565 (3.9) 1,510 (10.4) 570 (3.9) 1,415 (9.8) 540 (3.7) 1,315 (9.1) 480 (3.3) 1,170 (8.1) 425 (2.9) 1,070 (7.4) D.6.5.2 D.6.5.2 Anchor category, water-filled hole Resistance modification factor - - 3 3 3 3 3 D.5.3 (c) Rwf - 0.75 0.75 0.75 0.75 0.75 Underwater Application Temp. Characteristic bond stress in cracked concrete 7,8 cr range A 6 Characteristic bond stress in uncracked concrete 7,8 uncr psi (MPa) psi (MPa) 565 (3.9) 1,510 (10.4) 570 (3.9) 1,415 (9.8) 540 (3.7) 1,315 (9.1) 480 (3.3) 1,170 (8.1) 425 (2.9) 1,070 (7.4) D.6.5.2 D.6.5.2 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 March 2024, tables 14 and 15, and converted for use with CSA A23.3 Annex D. 2 See figure 1. 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 coefficient 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 chapter 8. Condition B applies where supplementary reinforcement in conformance with CSA A23.3 section D.5.3 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the resistance modification 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 significant 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 B ond 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 = 1.0. Figure 3 -- CA rebar March 2024 27 Table 43 -- H ilti 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 Effective Embedment Depth in. (mm) fc = 20 MPa (2,900 psi) lb (kN) Tension -- Nr fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) fc = 40 MPa (5,800 psi) lb (kN) fc = 20 MPa (2,900 psi) lb (kN) Shear -- Vr fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) fc = 40 MPa (5,800 psi) lb (kN) 4-1/2 (115) 6,640 (29.5) 6,790 (30.2) 6,915 (30.8) 7,120 (31.7) 13,280 (59.1) 13,580 (60.4) 13,830 (61.5) 14,235 (63.3) 10 M 7-1/16 (180) 8-7/8 10,395 (46.2) 13,050 10,630 (47.3) 13,345 10,825 (48.2) 13,590 11,140 (49.6) 13,990 20,790 (92.5) 26,100 21,260 (94.6) 26,690 21,650 (96.3) 27,180 22,280 (99.1) 27,975 (226) 5-11/16 (58.1) 11,220 (59.4) 11,475 (60.5) 11,685 (62.2) 12,030 (116.1) 22,445 (118.7) 22,950 (120.9) 23,375 (124.4) 24,055 (145) (49.9) (51.0) (52.0) (53.5) (99.8) (102.1) (104.0) (107.0) 15 M 9-13/16 (250) 19,350 (86.1) 19,785 (88.0) 20,150 (89.6) 20,740 (92.2) 38,700 (172.1) 39,570 (176.0) 40,300 (179.3) 41,475 (184.5) 12-5/8 24,765 25,325 25,790 26,545 49,535 50,650 51,585 53,090 (320) 7-7/8 (110.2) 18,115 (112.7) 18,520 (114.7) 18,865 (118.1) 19,415 (220.3) 36,225 (225.3) 37,045 (229.5) 37,725 (236.1) 38,825 (200) (80.6) (82.4) (83.9) (86.4) (161.1) (164.8) (167.8) (172.7) 20 M 14 (355) 32,150 (143.0) 32,875 (146.2) 33,480 (148.9) 34,460 (153.3) 64,300 (286.0) 65,755 (292.5) 66,960 (297.9) 68,915 (306.6) 15-3/8 35,320 36,120 36,780 37,855 70,640 72,235 73,565 75,710 (390) 9-1/16 (157.1) 21,775 (160.7) 22,265 (163.6) 22,675 (168.4) 23,335 (314.2) 43,545 (321.3) 44,530 (327.2) 45,345 (336.8) 46,670 25 M (230) 15-15/16 (405) (96.8) 38,340 (170.5) (99.0) 39,205 (174.4) (100.9) 39,925 (177.6) (103.8) 41,090 (182.8) (193.7) 76,680 (341.1) (198.1) 78,410 (348.8) (201.7) 79,850 (355.2) (207.6) 82,180 (365.6) 19-13/16 (504) 47,710 (212.2) 48,785 (217.0) 49,685 (221.0) 51,135 (227.5) 95,420 (424.5) 97,575 (434.0) 99,370 (442.0) 102,270 (454.9) 10-1/4 27,395 28,665 29,195 30,045 54,795 57,335 58,390 60,095 30 M (260) 17-15/16 (455) (121.9) 49,060 (218.2) (127.5) 50,170 (223.2) (129.9) 51,090 (227.3) (133.7) 52,580 (233.9) (243.7) 98,120 (436.5) (255.0) 100,335 (446.3) (259.7) 102,180 (454.5) (267.3) 105,165 (467.8) 23-9/16 (598) 64,480 (286.8) 65,935 (293.3) 67,150 (298.7) 69,110 (307.4) 128,960 (573.6) 131,870 (586.6) 134,295 (597.4) 138,215 (614.8) 1 See Section 3.1.8 (2022 PTG) for explanation on development of load values. 2 See Section 3.1.8 (2022 PTG) 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 45-54 as necessary. Compare to the steel values in table 41. The lesser of the values is to be used for the design. 5Values 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 significant periods of time. 6Tabular values are for dry concrete conditions. For water saturated concrete applications multiply design strength by 0.75. For water-filled drilled holes or submerged (underwater) applications multiply design strength by 0.68. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.8 (2022 PTG). 8Tabular 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. For diamond core drilling is not permitted. 10 Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete. 28 March 2024 HIT-RE 100 adhesive anchoring system Table 44 -- 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 Effective Embedment Depth in. (mm) fc = 20 MPa (2,900 psi) lb (kN) Tension -- Nr fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) fc = 40 MPa (5,800 psi) lb (kN) fc = 20 MPa (2,900 psi) lb (kN) Shear -- Vr fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) fc = 40 MPa (5,800 psi) lb (kN) 4-1/2 (115) 2,485 (11.1) 2,540 (11.3) 2,590 (11.5) 2,665 (11.8) 4,970 (22.1) 5,080 (22.6) 5,175 (23.0) 5,325 (23.7) 10 M 7-1/16 (180) 8-7/8 3,890 (17.3) 4,885 3,980 (17.7) 4,995 4,050 (18.0) 5,085 4,170 (18.5) 5,235 7,780 (34.6) 9,770 7,955 (35.4) 9,990 8,100 (36.0) 10,170 8,340 (37.1) 10,470 (226) 5-11/16 (21.7) 4,435 (22.2) 4,535 (22.6) 4,620 (23.3) 4,755 (43.4) 8,875 (44.4) 9,075 (45.2) 9,240 (46.6) 9,510 (145) (19.7) (20.2) (20.6) (21.2) (39.5) (40.4) (41.1) (42.3) 15 M 9-13/16 (250) 7,650 (34.0) 7,820 (34.8) 7,965 (35.4) 8,200 (36.5) 15,300 (68.1) 15,645 (69.6) 15,930 (70.9) 16,395 (72.9) 12-5/8 9,790 10,010 10,195 10,495 19,585 20,025 20,395 20,990 (320) 7-7/8 (43.6) 7,460 (44.5) 7,625 (45.4) 7,765 (46.7) 7,995 (87.1) 14,915 (89.1) 15,255 (90.7) 15,535 (93.4) 15,985 (200) (33.2) (33.9) (34.5) (35.6) (66.4) (67.8) (69.1) (71.1) 20 M 14 (355) 13,240 (58.9) 13,535 (60.2) 13,785 (61.3) 14,190 (63.1) 26,475 (117.8) 27,075 (120.4) 27,575 (122.6) 28,375 (126.2) 15-3/8 14,545 14,870 15,145 15,590 29,090 29,745 30,290 31,175 (390) 9-1/16 (64.7) 8,945 (66.2) 9,150 (67.4) 9,315 (69.3) 9,590 (129.4) 17,895 (132.3) 18,295 (134.7) 18,635 (138.7) 19,175 25 M (230) 15-15/16 (405) (39.8) 15,755 (70.1) (40.7) 16,110 (71.7) (41.4) 16,405 (73.0) (42.7) 16,885 (75.1) (79.6) 31,505 (140.2) (81.4) 32,220 (143.3) (82.9) 32,810 (146.0) (85.3) 33,770 (150.2) 19-13/16 (504) 19,605 (87.2) 20,045 (89.2) 20,415 (90.8) 21,010 (93.5) 39,210 (174.4) 40,095 (178.3) 40,830 (181.6) 42,025 (186.9) 10-1/4 11,045 11,295 11,500 11,835 22,090 22,585 23,000 23,675 30 M (260) 17-15/16 (455) (49.1) 19,325 (86.0) (50.2) 19,765 (87.9) (51.2) 20,125 (89.5) (52.7) 20,715 (92.1) (98.3) 38,655 (171.9) (100.5) 39,525 (175.8) (102.3) 40,255 (179.1) (105.3) 41,430 (184.3) 23-9/16 (598) 25,400 (113.0) 25,975 (115.5) 26,450 (117.7) 27,225 (121.1) 50,805 (226.0) 51,950 (231.1) 52,905 (235.3) 54,450 (242.2) 1 See Section 3.1.8 (2022 PTG) for explanation on development of load values. 2 See Section 3.1.8 (2022 PTG) to convert design strength value to ASD value. 3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 4Apply spacing, edge distance, and concrete thickness factors in tables 45-54 as necessary. Compare to the steel values in table 41. The lesser of the values is to be used for the design. 5Values 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 significant periods of time. 6Tabular values are for dry concrete conditions. For water saturated concrete applications multiply design strength by 0.75. For water-filled drilled holes or submerged (underwater) applications multiply design strength by 0.68. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.8 (2022 PTG). 8Tabular 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. 10Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by seis = 0.75. See section 3.1.8 (2022 PTG) for additional information on seismic applications. March 2024 29 Table 45 -- Load adjustment factors for 10M rebar in uncracked concrete 1,2,3 10 M Uncracked Concrete Embedment hef in (mm) 1-3/4 (44) Spacing Factor in Tension fAN 4-1/2 7-1/16 8-7/8 (115) (180) (226) n/a n/a n/a Edge Distance Factor in Tension fRN 4-1/2 7-1/16 8-7/8 (115) (180) (226) 0.25 0.15 0.12 Spacing Factor in Shear4 fAV 4-1/2 7-1/16 8-8/9 (115) (180) (226) n/a n/a n/a Edge Distance in Shear Toward Edge fRV To Edge fRV 4-1/2 7-1/16 8-7/8 4-1/2 7-1/16 8-7/8 (115) (180) (226) (115) (180) (226) 0.06 0.04 0.03 0.12 0.08 0.06 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 2-3/16 (55) 0.58 0.55 0.54 0.27 0.17 0.13 0.53 0.52 0.52 0.08 0.05 0.04 0.17 0.11 0.09 3 (76) 0.61 0.57 0.56 0.31 0.19 0.15 0.54 0.53 0.53 0.14 0.09 0.07 0.27 0.18 0.14 4 (102) 0.65 0.59 0.57 0.37 0.23 0.18 0.56 0.54 0.54 0.21 0.14 0.11 0.37 0.23 0.18 5 (127) 0.68 0.62 0.59 0.43 0.27 0.21 0.57 0.55 0.55 0.30 0.19 0.15 0.43 0.27 0.21 5-11/16 (145) 0.71 0.63 0.61 0.48 0.30 0.24 0.58 0.56 0.55 0.36 0.23 0.18 0.48 0.30 0.24 6 (152) 0.72 0.64 0.61 0.51 0.32 0.25 0.59 0.57 0.56 0.39 0.25 0.20 0.51 0.32 0.25 7 (178) 0.76 0.66 0.63 0.59 0.37 0.29 0.60 0.58 0.57 0.49 0.31 0.25 0.59 0.37 0.29 8 (203) 0.79 0.69 0.65 0.68 0.42 0.33 0.62 0.59 0.58 0.60 0.38 0.30 0.68 0.42 0.33 8-1/4 9 (210) (229) 0.80 0.69 0.65 0.70 0.44 0.34 0.62 0.59 0.58 0.63 0.40 0.32 0.70 0.44 0.34 0.83 0.71 0.67 0.76 0.47 0.37 0.63 0.60 0.58 0.71 0.46 0.36 0.76 0.47 0.37 10-1/16 (256) 0.87 0.74 0.69 0.86 0.53 0.42 0.65 0.61 0.60 0.85 0.54 0.43 0.86 0.53 0.42 11 (279) 0.90 0.76 0.71 0.93 0.58 0.46 0.66 0.62 0.60 0.97 0.62 0.49 0.93 0.58 0.46 12 (305) 0.94 0.78 0.72 1.00 0.63 0.50 0.68 0.63 0.61 1.00 0.70 0.56 1.00 0.63 0.50 14 (356) 1.00 0.83 0.76 0.74 0.58 0.71 0.65 0.63 0.89 0.71 0.74 0.58 16 (406) 0.88 0.80 0.84 0.66 0.74 0.68 0.65 1.00 0.86 0.84 0.66 18 (457) 24 (610) 0.92 0.84 1.00 0.95 0.95 0.75 0.77 0.70 0.67 1.00 1.00 0.86 0.76 0.73 1.00 0.95 0.75 1.00 1.00 30 (762) 1.00 0.94 0.83 0.78 36 (914) 1.00 0.90 0.84 >48 (1219) 1.00 0.95 Concrete Thickness Factor in Shear5 fHV 4-1/2 (115) n/a n/a n/a n/a n/a 0.58 0.60 0.64 0.69 0.70 0.73 0.77 0.81 0.84 0.91 0.97 1.00 7-1/16 (180) n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.60 0.63 0.67 0.69 0.73 0.78 0.84 0.89 1.00 8-7/8 (226) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.62 0.64 0.67 0.73 0.78 0.82 0.95 1.00 Table 46 -- Load adjustment factors for 10M rebar in cracked concrete 1,2,3 10 M Cracked Concrete Embedment hef in (mm) 1-3/4 (44) Spacing Factor in Tension fAN 4-1/2 7-1/16 8-7/8 (115) (180) (226) n/a n/a n/a Edge Distance Factor in Tension fRN 4-1/2 7-1/16 8-7/8 (115) (180) (226) 0.49 0.44 0.42 Spacing Factor in Shear4 fAV 4-1/2 7-1/16 8-8/9 (115) (180) (226) n/a n/a n/a Edge Distance in Shear Toward Edge fRV To Edge fRV 4-1/2 7-1/16 8-7/8 4-1/2 7-1/16 8-7/8 (115) (180) (226) (115) (180) (226) 0.12 0.07 0.06 0.23 0.15 0.12 Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 2-3/16 (55) 0.58 0.55 0.54 0.52 0.46 0.43 0.55 0.54 0.53 0.16 0.10 0.08 0.32 0.20 0.16 3 (76) 0.61 0.57 0.56 0.60 0.50 0.47 0.57 0.55 0.54 0.26 0.17 0.13 0.52 0.34 0.27 4 (102) 0.65 0.59 0.57 0.70 0.56 0.51 0.59 0.57 0.56 0.40 0.26 0.21 0.70 0.52 0.41 5 (127) 0.68 0.62 0.59 0.80 0.62 0.56 0.61 0.58 0.57 0.56 0.36 0.29 0.80 0.62 0.56 5-11/16 (145) 0.71 0.63 0.61 0.88 0.66 0.59 0.63 0.60 0.58 0.69 0.44 0.35 0.88 0.66 0.59 6 (152) 0.72 0.64 0.61 0.91 0.68 0.61 0.64 0.60 0.59 0.74 0.47 0.38 0.91 0.68 0.61 7 (178) 0.76 0.66 0.63 1.00 0.74 0.65 0.66 0.62 0.60 0.94 0.60 0.48 1.00 0.74 0.65 8 (203) 0.79 0.69 0.65 0.81 0.70 0.68 0.64 0.62 1.00 0.73 0.58 0.81 0.70 8-1/4 (210) 0.80 0.69 0.65 0.83 0.72 0.69 0.64 0.62 0.77 0.61 0.83 0.72 9 (229) 0.83 0.71 0.67 0.88 0.76 0.70 0.65 0.63 0.87 0.69 0.88 0.76 10-1/16 (256) 0.87 0.74 0.69 0.96 0.81 0.73 0.67 0.65 1.00 0.82 0.96 0.81 11 (279) 0.90 0.76 0.71 1.00 0.86 0.75 0.69 0.66 0.94 1.00 0.86 12 (305) 0.94 0.78 0.72 0.92 0.77 0.70 0.67 1.00 0.92 14 (356) 1.00 0.83 0.76 1.00 0.82 0.74 0.70 1.00 16 (406) 0.88 0.80 0.86 0.77 0.73 18 (457) 0.92 0.84 0.91 0.80 0.76 24 (610) 1.00 0.95 1.00 0.91 0.85 30 (762) 1.00 1.00 0.94 36 (914) 1.00 >48 (1219) Concrete Thickness Factor in Shear5 fHV 4-1/2 (115) n/a n/a n/a n/a n/a 0.72 0.74 0.80 0.85 0.87 0.91 0.96 1.00 7-1/16 (180) n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.75 0.78 0.83 0.86 0.90 0.97 1.00 8-7/8 (226) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.76 0.80 0.83 0.90 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 CSA A23.3 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. 30 March 2024 HIT-RE 100 adhesive anchoring system Table 47 -- Load adjustment factors for 15M rebar in uncracked concrete 1,2,3 15 M Uncracked Concrete Embedment hef in (mm) 1-3/4 (44) Spacing Factor in Tension fAN 5-11/16 9-13/16 12-5/8 Edge Distance Factor in Tension fRN 5-11/16 9-13/16 12-5/8 Spacing Factor in Shear4 fAV 5-11/16 9-13/16 12-5/8 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 Concrete Thickness Factor in Shear5 fHV 5-11/16 9-13/16 12-5/8 (145) (250) (320) (145) (250) (320) (145) (250) (320) (145) (250) (320) (145) (250) (320) (145) (250) (320) n/a n/a n/a 0.25 0.14 0.11 n/a n/a n/a 0.04 0.03 0.02 0.09 0.05 0.04 n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 3-1/8 (80) 0.59 0.55 0.54 0.31 0.17 0.13 0.54 0.53 0.52 0.10 0.06 0.05 0.21 0.12 0.09 n/a n/a n/a 4 (102) 0.62 0.57 0.55 0.34 0.19 0.15 0.55 0.53 0.53 0.15 0.09 0.07 0.30 0.17 0.14 n/a n/a n/a 5 (127) 0.65 0.58 0.57 0.39 0.22 0.17 0.56 0.54 0.53 0.21 0.12 0.09 0.39 0.22 0.17 n/a n/a n/a 6 (152) 0.68 0.60 0.58 0.44 0.25 0.19 0.57 0.55 0.54 0.27 0.16 0.12 0.44 0.25 0.19 n/a n/a n/a 7 (178) 0.70 0.62 0.59 0.49 0.28 0.21 0.58 0.56 0.55 0.34 0.20 0.16 0.49 0.28 0.21 n/a n/a n/a 7-1/4 (184) 0.71 0.62 0.60 0.51 0.28 0.22 0.58 0.56 0.55 0.36 0.21 0.16 0.51 0.28 0.22 0.58 n/a n/a 8 (203) 0.73 0.64 0.61 0.55 0.31 0.24 0.59 0.57 0.56 0.42 0.24 0.19 0.55 0.31 0.24 0.61 n/a n/a 9 (229) 0.76 0.65 0.62 0.62 0.35 0.27 0.61 0.57 0.56 0.50 0.29 0.23 0.62 0.35 0.27 0.65 n/a n/a 10 (254) 0.79 0.67 0.63 0.69 0.39 0.30 0.62 0.58 0.57 0.59 0.34 0.27 0.69 0.39 0.30 0.68 n/a n/a 11-3/8 (289) 0.83 0.69 0.65 0.78 0.44 0.34 0.63 0.59 0.58 0.71 0.41 0.32 0.78 0.44 0.34 0.73 0.61 n/a 12 (305) 0.85 0.70 0.66 0.83 0.46 0.36 0.64 0.60 0.58 0.77 0.45 0.35 0.83 0.46 0.36 0.75 0.63 n/a 14-1/8 (359) 0.91 0.74 0.69 0.97 0.55 0.42 0.67 0.62 0.60 0.99 0.57 0.45 0.97 0.55 0.42 0.81 0.68 0.62 16 (406) 0.97 0.77 0.71 1.00 0.62 0.48 0.69 0.63 0.61 1.00 0.69 0.54 1.00 0.62 0.48 0.87 0.72 0.66 18 (457) 1.00 0.80 0.74 0.69 0.54 0.71 0.65 0.62 0.83 0.64 0.69 0.54 0.92 0.77 0.71 20 (508) 0.84 0.76 0.77 0.60 0.73 0.66 0.64 0.97 0.75 0.77 0.60 0.97 0.81 0.74 22 (559) 24 (610) 0.87 0.79 0.91 0.82 0.85 0.66 0.76 0.68 0.65 0.93 0.72 0.78 0.70 0.67 1.00 0.87 0.99 0.85 0.66 1.00 0.85 0.78 0.93 0.72 0.88 0.81 30 (762) 1.00 0.90 1.00 0.90 0.85 0.74 0.71 1.00 1.00 0.90 0.99 0.91 36 (914) 0.98 1.00 0.92 0.79 0.75 1.00 1.00 1.00 >48 (1219) 1.00 1.00 0.89 0.83 Table 48 -- Load adjustment factors for 15M rebar in cracked concrete 1,2,3 15 M Cracked Concrete Embedment hef in (mm) 1-3/4 (44) Spacing Factor in Tension fAN 5-11/16 9-13/16 12-5/8 (145) (250) (320) n/a n/a n/a Edge Distance Factor in Tension fRN 5-11/16 9-13/16 12-5/8 (145) (250) (320) 0.46 0.41 0.40 Spacing Factor in Shear4 fAV 5-11/16 9-13/16 12-5/8 (145) (250) (320) n/a n/a n/a Edge Distance in Shear Toward Edge fRV 5-11/16 9-13/16 12-5/8 To Edge fRV 5-11/16 9-13/16 12-5/8 (145) (250) (320) (145) (250) (320) 0.08 0.05 0.04 0.16 0.09 0.07 Concrete Thickness Factor in Shear5 fHV 5-11/16 9-13/16 12-5/8 (145) (250) (320) n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 3-1/8 (80) 0.59 0.55 0.54 0.55 0.46 0.44 0.55 0.54 0.53 0.19 0.11 0.09 0.38 0.22 0.17 n/a n/a n/a 4 (102) 0.62 0.57 0.55 0.62 0.50 0.46 0.57 0.55 0.54 0.27 0.16 0.12 0.54 0.31 0.24 n/a n/a n/a 5 (127) 0.65 0.58 0.57 0.69 0.54 0.49 0.59 0.56 0.55 0.38 0.22 0.17 0.69 0.44 0.34 n/a n/a n/a 6 (152) 0.68 0.60 0.58 0.77 0.58 0.52 0.60 0.57 0.56 0.49 0.29 0.22 0.77 0.57 0.45 n/a n/a n/a 7 (178) 0.70 0.62 0.59 0.86 0.62 0.56 0.62 0.58 0.57 0.62 0.36 0.28 0.86 0.62 0.56 n/a n/a n/a 7-1/4 (184) 0.71 0.62 0.60 0.88 0.63 0.56 0.63 0.59 0.57 0.66 0.38 0.30 0.88 0.63 0.56 0.71 n/a n/a 8 (203) 0.73 0.64 0.61 0.95 0.66 0.59 0.64 0.60 0.58 0.76 0.44 0.35 0.95 0.66 0.59 0.75 n/a n/a 9 (229) 0.76 0.65 0.62 1.00 0.71 0.62 0.66 0.61 0.59 0.91 0.53 0.41 1.00 0.71 0.62 0.79 n/a n/a 10 (254) 0.79 0.67 0.63 0.76 0.66 0.67 0.62 0.60 1.00 0.62 0.48 0.76 0.66 0.83 n/a n/a 11-3/8 (289) 0.83 0.69 0.65 0.82 0.71 0.70 0.64 0.62 0.75 0.59 0.82 0.71 0.89 0.74 n/a 12 (305) 0.85 0.70 0.66 0.86 0.73 0.71 0.64 0.62 0.81 0.63 0.86 0.73 0.91 0.76 n/a 14-1/8 (359) 0.91 0.74 0.69 0.97 0.81 0.75 0.67 0.64 1.00 0.81 0.97 0.81 0.99 0.83 0.76 16 (406) 0.97 0.77 0.71 1.00 0.88 0.78 0.69 0.66 0.98 1.00 0.88 1.00 0.88 0.81 18 (457) 1.00 0.80 0.74 0.96 0.81 0.72 0.68 1.00 0.96 0.93 0.86 20 (508) 0.84 0.76 1.00 0.85 0.74 0.70 1.00 0.98 0.91 22 (559) 0.87 0.79 0.88 0.77 0.73 1.00 0.95 24 (610) 0.91 0.82 0.92 0.79 0.75 0.99 30 (762) 1.00 0.90 1.00 0.86 0.81 1.00 36 (914) 0.98 0.93 0.87 >48 (1219) 1.00 1.00 0.99 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 influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. March 2024 31 Table 49 -- Load adjustment factors for 20M rebar in uncracked concrete 1,2,3 20 M Uncracked Concrete Embedment hef in (mm) 1-3/4 (44) Spacing Factor in Tension fAN 7-7/8 (200) n/a 14 15-3/8 (355) (390) n/a n/a Edge Distance Factor in Tension fRN 7-7/8 (200) 0.21 14 (355) 0.11 15-3/8 (390) 0.10 Spacing Factor in Shear4 fAV 7-7/8 (200) n/a 14 15-3/8 (355) (390) n/a n/a Edge Distance in Shear Toward Edge fRV To Edge fRV 7-7/8 14 15-3/8 7-7/8 14 15-3/8 (200) (355) (390) (200) (355) (390) 0.03 0.02 0.01 0.06 0.03 0.03 Concrete Thickness Factor in Shear5 fHV 7-7/8 (200) n/a 14 (355) n/a 15-3/8 (390) n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 3-7/8 (98) 0.58 0.55 0.54 0.27 0.15 0.13 0.53 0.52 0.52 0.09 0.05 0.05 0.19 0.11 0.10 n/a n/a n/a 4 (102) 0.58 0.55 0.54 0.28 0.15 0.14 0.54 0.52 0.52 0.10 0.06 0.05 0.20 0.11 0.10 n/a n/a n/a 5 (127) 0.61 0.56 0.55 0.31 0.17 0.15 0.54 0.53 0.53 0.14 0.08 0.07 0.28 0.16 0.14 n/a n/a n/a 6 (152) 0.63 0.57 0.57 0.34 0.19 0.17 0.55 0.54 0.53 0.18 0.10 0.09 0.34 0.19 0.17 n/a n/a n/a 7 (178) 0.65 0.58 0.58 0.38 0.21 0.19 0.56 0.54 0.54 0.23 0.13 0.12 0.38 0.21 0.19 n/a n/a n/a 8 (203) 0.67 0.60 0.59 0.42 0.23 0.21 0.57 0.55 0.55 0.28 0.16 0.14 0.42 0.23 0.21 n/a n/a n/a 9 (229) 0.69 0.61 0.60 0.46 0.25 0.23 0.58 0.55 0.55 0.33 0.19 0.17 0.46 0.25 0.23 n/a n/a n/a 10 (254) 0.71 0.62 0.61 0.51 0.28 0.25 0.59 0.56 0.56 0.39 0.22 0.20 0.51 0.28 0.25 0.60 n/a n/a 11 (279) 0.73 0.63 0.62 0.56 0.30 0.27 0.60 0.57 0.56 0.45 0.25 0.23 0.56 0.30 0.27 0.63 n/a n/a 12 (305) 0.75 0.64 0.63 0.61 0.33 0.30 0.61 0.57 0.57 0.51 0.29 0.26 0.61 0.33 0.30 0.65 n/a n/a 14 (356) 0.80 0.67 0.65 0.71 0.39 0.35 0.62 0.58 0.58 0.64 0.36 0.33 0.71 0.39 0.35 0.71 n/a n/a 16 (406) 0.84 0.69 0.67 0.81 0.44 0.40 0.64 0.60 0.59 0.79 0.44 0.40 0.81 0.44 0.40 0.75 0.62 n/a 18 (457) 0.88 0.71 0.70 0.91 0.50 0.45 0.66 0.61 0.60 0.94 0.53 0.48 0.91 0.50 0.45 0.80 0.66 0.64 20 (508) 0.92 0.74 0.72 1.00 0.55 0.50 0.68 0.62 0.61 1.00 0.62 0.56 1.00 0.55 0.50 0.84 0.70 0.67 22 (559) 0.97 0.76 0.74 0.61 0.55 0.70 0.63 0.63 0.72 0.65 0.61 0.55 0.88 0.73 0.71 24 (610) 1.00 0.79 0.76 26 (660) 0.81 0.78 0.66 0.60 0.71 0.65 0.64 0.72 0.65 0.73 0.66 0.65 0.82 0.742 0.92 0.84 0.66 0.60 0.92 0.76 0.74 0.72 0.65 0.96 0.79 0.77 28 (711) 0.83 0.80 0.77 0.70 0.75 0.67 0.66 1.00 0.94 0.77 0.70 1.00 0.82 0.80 30 (762) 0.86 0.83 0.83 0.75 0.77 0.68 0.67 1.00 0.83 0.75 0.85 0.83 36 (914) 0.93 0.89 0.99 0.90 0.82 0.72 0.70 0.99 0.90 0.93 0.91 >48 (1219) 1.00 1.00 1.00 1.00 0.93 0.79 0.77 1.00 1.00 1.00 1.00 Table 50 -- Load adjustment factors for 20M rebar in cracked concrete 1,2,3 20 M Cracked Concrete Embedment hef in (mm) 1-3/4 (44) Spacing Factor in Tension fAN 7-7/8 (200) n/a 14 15-3/8 (355) (390) n/a n/a Edge Distance Factor in Tension fRN 7-7/8 (200) 0.43 14 (355) 0.39 15-3/8 (390) 0.39 Spacing Factor in Shear4 fAV 7-7/8 (200) n/a 14 15-3/8 (355) (390) n/a n/a Edge Distance in Shear Toward Edge fRV To Edge fRV 7-7/8 14 15-3/8 7-7/8 14 15-3/8 (200) (355) (390) (200) (355) (390) 0.05 0.03 0.03 0.10 0.06 0.05 Concrete Thickness Factor in Shear5 fHV 7-7/8 (200) n/a 14 (355) n/a 15-3/8 (390) 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 0.55 0.53 0.53 0.16 0.09 0.08 0.32 0.18 0.17 n/a n/a n/a 4 (102) 0.58 0.55 0.54 0.54 0.45 0.44 0.55 0.53 0.53 0.17 0.10 0.09 0.34 0.19 0.18 n/a n/a n/a 5 (127) 0.61 0.56 0.55 0.59 0.48 0.47 0.56 0.54 0.54 0.24 0.13 0.12 0.48 0.27 0.24 n/a n/a n/a 6 (152) 0.63 0.57 0.57 0.64 0.51 0.49 0.58 0.55 0.55 0.31 0.18 0.16 0.63 0.35 0.32 n/a n/a n/a 7 (178) 0.65 0.58 0.58 0.70 0.53 0.52 0.59 0.56 0.56 0.40 0.22 0.20 0.70 0.45 0.41 n/a n/a n/a 8 (203) 0.67 0.60 0.59 0.76 0.56 0.54 0.60 0.57 0.57 0.48 0.27 0.25 0.76 0.54 0.50 n/a n/a n/a 9 (229) 0.69 0.61 0.60 0.82 0.59 0.57 0.62 0.58 0.57 0.58 0.32 0.30 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 0.63 0.59 0.58 0.68 0.38 0.35 0.88 0.62 0.60 0.72 n/a n/a 11 (279) 0.73 0.63 0.62 0.95 0.65 0.62 0.64 0.60 0.59 0.78 0.44 0.40 0.95 0.65 0.62 0.75 n/a n/a 12 (305) 0.75 0.64 0.63 1.00 0.69 0.65 0.65 0.60 0.60 0.89 0.50 0.46 1.00 0.69 0.65 0.78 n/a n/a 14 (356) 0.80 0.67 0.65 0.75 0.71 0.68 0.62 0.62 1.00 0.63 0.57 0.75 0.71 0.85 n/a n/a 16 (406) 0.84 0.69 0.67 0.82 0.77 0.71 0.64 0.63 0.77 0.70 0.82 0.77 0.91 0.75 n/a 18 (457) 0.88 0.71 0.70 0.89 0.83 0.73 0.66 0.65 0.92 0.84 0.89 0.83 0.96 0.79 0.77 20 (508) 0.92 0.74 0.72 22 (559) 0.97 0.76 0.74 0.96 0.90 0.76 0.67 0.66 1.00 0.96 0.78 0.69 0.68 1.00 0.98 1.00 0.96 0.90 1.00 0.84 0.81 1.00 0.96 0.88 0.85 24 (610) 1.00 0.79 0.76 1.00 0.81 0.71 0.70 1.00 0.92 0.89 26 (660) 28 (711) 0.81 0.78 0.83 0.80 0.83 0.73 0.71 0.86 0.74 0.73 0.95 0.92 0.99 0.96 30 (762) 0.86 0.83 0.88 0.76 0.75 1.00 0.99 36 (914) 0.93 0.89 0.96 0.81 0.80 1.00 >48 (1219) 1.00 1.00 1.00 0.92 0.89 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 influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. 32 March 2024 HIT-RE 100 adhesive anchoring system Table 51 -- Load adjustment factors for 25M rebar in uncracked concrete 1,2,3 25 M Uncracked Concrete Embedment hef in (mm) 1-3/4 (44) 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 9-1/16 15-15/16 19-13/16 9-1/16 15-15/16 19-13/16 9-1/16 15-15/16 19-13/16 9-1/16 15-15/16 19-13/16 9-1/16 15-15/16 19-13/16 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 0.02 0.01 0.01 0.05 0.03 0.02 n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 5 (127) 0.59 0.55 0.54 0.31 0.17 0.14 0.54 0.53 0.52 0.11 0.07 0.05 0.23 0.13 0.10 n/a n/a n/a 6 (152) 0.61 0.56 0.55 0.34 0.19 0.15 0.55 0.53 0.53 0.15 0.09 0.07 0.30 0.17 0.14 n/a n/a n/a 7 (178) 0.63 0.57 0.56 0.37 0.20 0.16 0.56 0.54 0.53 0.19 0.11 0.09 0.37 0.20 0.16 n/a n/a n/a 8 (203) 0.65 0.58 0.57 0.40 0.22 0.17 0.56 0.54 0.54 0.23 0.13 0.11 0.40 0.22 0.17 n/a n/a n/a 9 (229) 0.67 0.59 0.58 0.43 0.24 0.19 0.57 0.55 0.54 0.28 0.16 0.13 0.43 0.24 0.19 n/a n/a n/a 10 (254) 0.68 0.60 0.58 0.47 0.26 0.20 0.58 0.55 0.55 0.32 0.18 0.15 0.47 0.26 0.20 n/a n/a n/a 11-9/16 (294) 0.71 0.62 0.60 0.52 0.29 0.23 0.59 0.56 0.55 0.40 0.23 0.18 0.52 0.29 0.23 0.60 n/a n/a 12 (305) 0.72 0.63 0.60 0.54 0.30 0.24 0.59 0.56 0.56 0.43 0.24 0.19 0.54 0.30 0.24 0.61 n/a n/a 14 (356) 0.76 0.65 0.62 0.63 0.35 0.28 0.61 0.58 0.57 0.54 0.30 0.24 0.63 0.35 0.28 0.66 n/a n/a 16 (406) 0.79 0.67 0.63 0.72 0.40 0.32 0.63 0.59 0.57 0.66 0.37 0.30 0.72 0.40 0.32 0.71 n/a n/a 18 (457) 0.83 0.69 0.65 0.81 0.45 0.35 0.64 0.60 0.58 0.78 0.44 0.36 0.81 0.45 0.35 0.75 n/a n/a 18-7/16 (469) 0.84 0.69 0.66 0.83 0.46 0.36 0.65 0.60 0.59 0.81 0.46 0.37 0.83 0.46 0.36 0.76 0.63 n/a 20 (508) 0.87 0.71 0.67 0.90 0.49 0.39 0.66 0.61 0.59 0.92 0.52 0.42 0.90 0.49 0.39 0.79 0.66 n/a 22-3/8 (568) 0.91 0.73 0.69 1.00 0.55 0.44 0.68 0.62 0.60 1.00 0.61 0.49 1.00 0.55 0.44 0.84 0.69 0.65 24 (610) 0.94 0.75 0.70 0.59 0.47 0.69 0.63 0.61 0.68 0.55 0.59 0.47 0.87 0.72 0.67 26 (660) 0.98 0.77 0.72 28 (711) 1.00 0.79 0.74 0.64 0.51 0.70 0.64 0.62 0.69 0.55 0.72 0.65 0.63 0.77 0.62 0.86 0.69 0.64 0.51 0.90 0.75 0.70 0.69 0.55 0.94 0.78 0.72 30 (762) 0.81 0.75 0.74 0.59 0.74 0.66 0.64 0.96 0.77 0.74 0.59 0.97 0.80 0.75 36 (914) 0.88 0.80 0.89 0.71 0.78 0.69 0.67 1.00 1.00 0.89 0.71 1.00 0.88 0.82 >48 (1219) 1.00 0.90 1.00 0.95 0.88 0.76 0.72 1.00 0.95 1.00 0.95 Table 52 -- Load adjustment factors for 25M rebar in cracked concrete 1,2,3 25 M Cracked Concrete Embedment hef in (mm) 1-3/4 (44) 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 9-1/16 15-15/16 19-13/16 9-1/16 15-15/16 19-13/16 9-1/16 15-15/16 19-13/16 9-1/16 15-15/16 19-13/16 9-1/16 15-15/16 19-13/16 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 0.04 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 (127) 0.59 0.55 0.54 0.55 0.46 0.44 0.56 0.54 0.53 0.20 0.11 0.09 0.40 0.23 0.18 n/a n/a n/a 6 (152) 0.61 0.56 0.55 0.60 0.48 0.46 0.57 0.55 0.54 0.26 0.15 0.12 0.52 0.30 0.24 n/a n/a n/a 7 (178) 0.63 0.57 0.56 0.65 0.51 0.48 0.58 0.55 0.55 0.33 0.19 0.15 0.65 0.37 0.30 n/a n/a n/a 8 (203) 0.65 0.58 0.57 0.70 0.53 0.50 0.59 0.56 0.55 0.40 0.23 0.18 0.70 0.46 0.37 n/a n/a n/a 9 (229) 0.67 0.59 0.58 0.75 0.56 0.51 0.60 0.57 0.56 0.48 0.27 0.22 0.75 0.55 0.44 n/a n/a n/a 10 (254) 0.68 0.60 0.58 0.80 0.59 0.53 0.61 0.58 0.57 0.56 0.32 0.26 0.80 0.59 0.51 n/a n/a n/a 11-9/16 (294) 0.71 0.62 0.60 0.89 0.63 0.57 0.63 0.59 0.58 0.70 0.40 0.32 0.89 0.63 0.57 0.73 n/a n/a 12 (305) 0.72 0.63 0.60 0.91 0.64 0.58 0.64 0.59 0.58 0.74 0.42 0.34 0.91 0.64 0.58 0.74 n/a n/a 14 (356) 0.76 0.65 0.62 1.00 0.69 0.62 0.66 0.61 0.59 0.93 0.53 0.43 1.00 0.69 0.62 0.80 n/a n/a 16 (406) 0.79 0.67 0.63 18 (457) 0.83 0.69 0.65 0.75 0.66 0.68 0.62 0.61 1.00 0.65 0.52 0.81 0.71 0.70 0.64 0.62 0.77 0.62 0.75 0.66 0.85 n/a n/a 0.81 0.71 0.90 n/a n/a 18-7/16 (469) 0.84 0.69 0.66 0.83 0.72 0.71 0.64 0.62 0.80 0.64 0.83 0.72 0.92 0.76 n/a 20 (508) 0.87 0.71 0.67 0.87 0.75 0.73 0.66 0.63 0.90 0.73 0.87 0.75 0.95 0.79 n/a 22-3/8 (568) 0.91 0.73 0.69 0.95 0.81 0.75 0.67 0.65 1.00 0.86 0.95 0.81 1.00 0.83 0.78 24 (610) 0.94 0.75 0.70 1.00 0.85 0.77 0.69 0.66 0.96 1.00 0.85 0.86 0.80 26 (660) 0.98 0.77 0.72 0.90 0.80 0.70 0.68 1.00 0.90 0.90 0.84 28 (711) 1.00 0.79 0.74 30 (762) 0.81 0.75 0.95 0.82 0.72 0.69 1.00 0.84 0.73 0.70 0.95 1.00 0.93 0.87 0.97 0.90 36 (914) 0.88 0.80 0.91 0.78 0.74 1.00 0.98 >48 (1219) 1.00 0.90 1.00 0.87 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 influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. March 2024 33 Table 53 -- Load adjustment factors for 30M rebar in uncracked concrete 1,2,3 30 M Uncracked Concrete Embedment hef in (mm) 1-3/4 (44) Spacing Factor in Tension fAN 10-1/4 17-15/16 23-9/16 Edge Distance Factor in Tension fRN 10-1/4 17-15/16 23-9/16 Spacing Factor in Shear4 fAV 10-1/4 17-15/16 23-9/16 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 Concrete Thickness Factor in Shear5 fHV 10-1/4 17-15/16 23-9/16 (260) (455) (598) (260) (455) (598) (260) (455) (598) (260) (455) (598) (260) (455) (598) (260) (455) (598) n/a n/a n/a 0.23 0.13 0.09 n/a n/a n/a 0.02 0.01 0.01 0.04 0.02 0.02 n/a n/a n/a Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), -- in (mm) 5-7/8 (150) 0.60 0.55 0.54 0.33 0.18 0.14 0.54 0.53 0.52 0.12 0.07 0.05 0.23 0.13 0.10 n/a n/a n/a 6 (152) 0.60 0.56 0.54 0.33 0.18 0.14 0.54 0.53 0.52 0.12 0.07 0.05 0.24 0.13 0.10 n/a n/a n/a 7 (178) 0.61 0.57 0.55 0.36 0.20 0.15 0.55 0.53 0.53 0.15 0.08 0.06 0.30 0.17 0.13 n/a n/a n/a 8 (203) 0.63 0.57 0.56 0.38 0.21 0.16 0.55 0.54 0.53 0.18 0.10 0.08 0.36 0.21 0.16 n/a n/a n/a 9 (229) 0.65 0.58 0.56 0.41 0.23 0.17 0.56 0.54 0.53 0.22 0.12 0.09 0.41 0.23 0.17 n/a n/a n/a 10 (254) 0.66 0.59 0.57 0.44 0.24 0.18 0.57 0.55 0.54 0.25 0.14 0.11 0.44 0.24 0.18 n/a n/a n/a 11 (279) 0.68 0.60 0.58 0.47 0.26 0.19 0.57 0.55 0.54 0.29 0.17 0.13 0.47 0.26 0.19 n/a n/a n/a 12 (305) 0.70 0.61 0.58 0.50 0.28 0.21 0.58 0.55 0.55 0.33 0.19 0.14 0.50 0.28 0.21 n/a n/a n/a 13-1/4 (337) 0.72 0.62 0.59 0.54 0.30 0.22 0.59 0.56 0.55 0.39 0.22 0.17 0.54 0.30 0.22 0.60 n/a n/a 14 (356) 0.73 0.63 0.60 0.57 0.31 0.24 0.59 0.56 0.55 0.42 0.24 0.18 0.57 0.31 0.24 0.61 n/a n/a 16 (406) 0.76 0.65 0.61 0.65 0.36 0.27 0.61 0.57 0.56 0.51 0.29 0.22 0.65 0.36 0.27 0.65 n/a n/a 18 (457) 0.79 0.67 0.63 0.74 0.40 0.30 0.62 0.58 0.57 0.61 0.35 0.26 0.74 0.40 0.30 0.69 n/a n/a 20 (508) 0.83 0.69 0.64 0.82 0.45 0.34 0.63 0.59 0.58 0.72 0.41 0.31 0.82 0.45 0.34 0.73 n/a n/a 20-7/8 (531) 0.84 0.69 0.65 0.85 0.47 0.35 0.64 0.60 0.58 0.77 0.43 0.33 0.85 0.47 0.35 0.75 n/a n/a 22 (559) 0.86 0.70 0.66 0.90 0.49 0.37 0.65 0.60 0.58 0.83 0.47 0.36 0.90 0.49 0.37 0.77 0.63 n/a 24 26-9/16 (610) (675) 0.89 0.72 0.67 0.98 0.54 0.41 0.66 0.61 0.59 0.94 0.53 0.41 0.98 0.54 0.41 0.80 0.66 n/a 0.93 0.75 0.69 1.00 0.60 0.45 0.68 0.62 0.60 1.00 0.62 0.47 1.00 0.60 0.45 0.84 0.70 0.64 28 (711) 0.96 0.76 0.70 0.63 0.47 0.69 0.63 0.61 0.67 0.51 0.63 0.47 0.86 0.72 0.65 30 (762) 0.99 0.78 0.71 0.67 0.51 0.70 0.64 0.61 0.75 0.57 0.67 0.51 0.89 0.74 0.68 36 (914) 1.00 0.83 0.75 0.81 0.61 0.74 0.66 0.64 0.98 0.75 0.81 0.61 0.98 0.81 0.74 >48 (1219) 0.95 0.84 1.00 0.81 0.82 0.72 0.68 1.00 1.00 1.00 0.81 1.00 0.94 0.86 Table 54 -- Load adjustment factors for 30M rebar in cracked concrete 1,2,3 30 M Cracked Concrete Embedment hef in (mm) 1-3/4 (44) Spacing Factor in Tension fAN 10-1/4 17-15/16 23-9/16 Edge Distance Factor in Tension fRN 10-1/4 17-15/16 23-9/16 Spacing Factor in Shear4 fAV 10-1/4 17-15/16 23-9/16 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 Concrete Thickness Factor in Shear5 fHV 10-1/4 17-15/16 23-9/16 (260) (455) (598) (260) (455) (598) (260) (455) (598) (260) (455) (598) (260) (455) (598) (260) (455) (598) n/a n/a n/a 0.41 0.38 0.38 n/a n/a n/a 0.03 0.02 0.01 0.07 0.04 0.03 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 0.56 0.54 0.53 0.21 0.12 0.09 0.41 0.24 0.18 n/a n/a n/a 6 (152) 0.60 0.56 0.54 0.57 0.47 0.44 0.56 0.54 0.53 0.21 0.12 0.09 0.42 0.24 0.18 n/a n/a n/a 7 (178) 0.61 0.57 0.55 0.61 0.49 0.46 0.57 0.55 0.54 0.27 0.15 0.12 0.53 0.31 0.23 n/a n/a n/a 8 (203) 0.63 0.57 0.56 0.65 0.51 0.47 0.58 0.55 0.55 0.33 0.19 0.14 0.65 0.37 0.28 n/a n/a n/a 9 (229) 0.65 0.58 0.56 0.69 0.53 0.49 0.59 0.56 0.55 0.39 0.22 0.17 0.69 0.44 0.34 n/a n/a n/a 10 (254) 0.66 0.59 0.57 0.74 0.56 0.50 0.60 0.57 0.56 0.46 0.26 0.20 0.74 0.52 0.40 n/a n/a n/a 11 (279) 0.68 0.60 0.58 0.79 0.58 0.52 0.61 0.57 0.56 0.53 0.30 0.23 0.79 0.58 0.46 n/a n/a n/a 12 (305) 0.70 0.61 0.58 0.83 0.60 0.54 0.62 0.58 0.57 0.60 0.34 0.26 0.83 0.60 0.52 n/a n/a n/a 13-1/4 (337) 0.72 0.62 0.59 0.89 0.63 0.56 0.63 0.59 0.58 0.70 0.40 0.30 0.89 0.63 0.56 0.72 n/a n/a 14 (356) 0.73 0.63 0.60 0.93 0.65 0.57 0.64 0.60 0.58 0.76 0.43 0.33 0.93 0.65 0.57 0.74 n/a n/a 16 (406) 0.76 0.65 0.61 1.00 0.70 0.61 0.66 0.61 0.59 0.92 0.53 0.40 1.00 0.70 0.61 0.79 n/a n/a 18 (457) 0.79 0.67 0.63 0.75 0.64 0.68 0.62 0.60 1.00 0.63 0.48 0.75 0.64 0.84 n/a n/a 20 (508) 0.83 0.69 0.64 0.81 0.68 0.70 0.64 0.61 0.74 0.56 0.81 0.68 0.89 n/a n/a 20-7/8 (531) 0.84 0.69 0.65 0.83 0.70 0.71 0.64 0.62 0.79 0.60 0.83 0.70 0.91 n/a n/a 22 (559) 0.86 0.70 0.66 0.86 0.72 0.72 0.65 0.62 0.85 0.65 0.86 0.72 0.93 0.77 n/a 24 (610) 0.89 0.72 0.67 0.92 0.76 0.74 0.66 0.64 0.97 0.74 0.92 0.76 0.97 0.81 n/a 26-9/16 (675) 0.93 0.75 0.69 0.99 0.81 0.76 0.68 0.65 1.00 0.86 0.99 0.81 1.00 0.85 0.78 28 (711) 0.96 0.76 0.70 1.00 0.84 0.78 0.69 0.66 0.93 1.00 0.84 0.87 0.80 30 (762) 0.99 0.78 0.71 0.88 0.80 0.70 0.67 1.00 0.88 0.90 0.82 36 (914) 1.00 0.83 0.75 1.00 0.86 0.74 0.70 1.00 0.99 0.90 >48 (1219) 0.95 0.84 0.97 0.83 0.77 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 Annex D. 4 Spacing factor reduction in shear, fAV, assumes an influence of a nearby edge. If no edge exists, then fAV = fAN. 5 Concrete thickness reduction factor in shear, fHV, assumes an influence of a nearby edge. If no edge exists, then fHV = 1.0. 34 March 2024 HIT-RE 100 adhesive anchoring system Table 55 -- H ilti HIT-RE 100 design information with HAS threaded rods in hammer drilled holes in accordance with CSA A23.3 Annex D 1,9 `Temp. range A 6 Temp. range A 6 Design parameter 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 Coeff. for factored conc. breakout resistance, cracked concrete Concrete material resistance factor Resistance modification factor for tension and shear, concrete failure modes, Condition B 5 Characteristic bond stress in cracked concrete 7,8 Characteristic bond stress in uncracked concrete 7,8 Anchor category, dry concrete Resistance modification factor Characteristic bond stress in cracked concrete 7,8 Characteristic bond stress in uncracked concrete 7,8 Anchor category, water-saturated concrete Resistance modification factor Symbol Units da hef hef hmin cac c3 min smin k4 c,uncr mm mm mm mm mm mm mm - Nominal rod diameter (in.) 3/8 1/2 5/8 3/4 7/8 1 9.5 12.7 15.9 19.1 22.2 25.4 60 70 79 89 89 102 191 254 318 381 445 508 hef + 30 hef + 2d0 See ESR-3829, section 4.1.10 48 64 79 95 111 127 48 64 79 95 111 127 10 k4 c,cr - c - 7 0.65 Rconc - 1.00 Dry Concrete psi 770 740 740 700 645 600 cr (MPa) (5.3) (5.1) (5.1) (4.8) (4.4) (4.1) psi 1,590 1,570 1,505 1,455 1,405 1,365 uncr (MPa) (11.0) (10.8) (10.4) (10.0) (9.7) (9.4) - - 1 1 1 1 2 2 Rdry - 1.00 1.00 1.00 1.00 0.85 0.85 Water Saturated Concrete psi 770 740 740 700 645 595 cr (MPa) (5.3) (5.1) (5.1) (4.8) (4.4) (4.1) psi 1,590 1,570 1,505 1,455 1,405 1,355 uncr (MPa) (11.0) (10.8) (10.4) (10.0) (9.7) (9.3) - - 2 2 3 3 3 3 Rws - 0.85 0.85 0.75 0.75 0.75 0.75 1-1/4 31.8 127 635 159 159 510 (3.5) 1,310 (9.0) 2 0.85 475 (3.3) 1,230 (8.5) 3 0.75 Ref A23.3 D.6.2.2 D.6.2.2 8.4.2 D.5.3 (c ) D.6.5.2 D.6.5.2 D.5.3 (c) D.6.5.2 D.6.5.2 D.5.3 (c) Temp. range A 6 Characteristic bond stress in cracked concrete 7,8 cr Characteristic bond stress in uncracked concrete 7,8 uncr Anchor category, water-saturated - conc. Resistance modification factor Rws Water-Filled Hole 730 695 (5.0) (4.8) 1,510 1,475 (10.4) (10.2) 695 (4.8) 1,415 (9.8) 635 (4.4) 1,325 (9.1) 555 (3.8) 1,220 (8.4) 500 (3.4) 1,145 (7.9) 400 (2.8) 1,035 (7.1) D.6.5.2 D.6.5.2 - 3 3 3 3 3 3 3 D.5.3 (c) - 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Figure 4 -- HAS threaded rods Temp. range A 6 Characteristic bond stress in cracked concrete 7,8 Characteristic bond stress in uncracked concrete 7,8 Anchor category, underwater Resistance modification factor psi 730 695 695 635 555 500 400 cr D.6.5.2 (MPa) (5.0) (4.8) (4.8) (4.4) (3.8) (3.4) (2.8) psi 1,510 1,475 1,415 1,325 1,220 1,145 1,035 uncr D.6.5.2 (MPa) (10.4) (10.2) (9.8) (9.1) (8.4) (7.9) (7.1) - - 3 3 3 3 3 3 3 D.5.3 Ruw - 0.75 0.75 0.75 0.75 0.75 0.75 0.75 (c) 1 Design information in this table is taken from ICC-ES ESR-3829, dated March 2024, table 6 and table 8, and converted for use with CSA A23.3 Annex D. 2 See figure 1. 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 coefficient 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 chapter 8. Condition B applies where supplementary reinforcement in conformance with CSA A23.3 section D.5.3 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the resistance modification 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 significant 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 = 1.0. March 2024 35 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 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 = 20 MPa (2,900 psi) lb (kN) 2,935 (13.1) 4,175 (18.6) 5,565 (24.7) 9,275 (41.2) 3,815 (17.0) 7,325 (32.6) 9,765 (43.4) 16,280 (72.4) 4,620 (20.6) 10,970 (48.8) 14,630 (65.1) 24,380 (108.5) 5,480 (24.4) 14,670 (65.3) 20,365 (90.6) 33,945 (151.0) 5,480 (24.4) 17,065 (75.9) 22,750 (101.2) 37,920 (168.7) 6,690 (29.8) 21,655 (96.3) 28,870 (128.4) 48,120 (214.0) 9,355 (41.6) 31,565 (140.4) 43,295 (192.6) 72,155 (321.0) Tension -- Nn fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) 3,005 (13.4) 4,265 (19.0) 5,690 (25.3) 9,480 (42.2) 4,265 (19.0) 7,490 (33.3) 9,985 (44.4) 16,645 (74.0) 5,165 (23.0) 11,220 (49.9) 14,960 (66.5) 24,930 (110.9) 6,125 (27.2) 15,620 (69.5) 20,825 (92.6) 34,710 (154.4) 6,125 (27.2) 17,450 (77.6) 23,265 (103.5) 38,775 (172.5) 7,480 (33.3) 22,140 (98.5) 29,520 (131.3) 49,205 (218.9) 10,455 (46.5) 33,205 (147.7) 44,270 (196.9) 73,785 (328.2) 3,060 (13.6) 4,345 (19.3) 5,795 (25.8) 9,655 (43.0) 4,660 (20.7) 7,630 (33.9) 10,170 (45.2) 16,950 (75.4) 5,660 (25.2) 11,425 (50.8) 15,235 (67.8) 25,390 (112.9) 6,710 (29.8) 15,905 (70.8) 21,210 (94.3) 35,345 (157.2) 6,710 (29.8) 17,770 (79.0) 23,695 (105.4) 39,490 (175.7) 8,195 (36.5) 22,550 (100.3) 30,065 (133.7) 50,110 (222.9) 11,455 (51.0) 33,815 (150.4) 45,085 (200.5) 75,140 (334.2) fc = 40 MPa (5,800 psi) lb (kN) 3,145 (14.0) 4,470 (19.9) 5,965 (26.5) 9,940 (44.2) 4,800 (21.3) 7,850 (34.9) 10,470 (46.6) 17,445 (77.6) 6,535 (29.1) 11,760 (52.3) 15,680 (69.7) 26,130 (116.2) 7,745 (34.5) 16,370 (72.8) 21,825 (97.1) 36,380 (161.8) 7,745 (34.5) 18,290 (81.4) 24,385 (108.5) 40,640 (180.8) 9,465 (42.1) 23,205 (103.2) 30,945 (137.6) 51,570 (229.4) 13,225 (58.8) 34,800 (154.8) 46,400 (206.4) 77,335 (344.0) fc = 20 MPa (2,900 psi) lb (kN) 2,935 (13.1) 8,345 (37.1) 11,130 (49.5) 18,545 (82.5) 7,630 (33.9) 14,650 (65.2) 19,535 (86.9) 32,555 (144.8) 9,245 (41.1) 21,945 (97.6) 29,255 (130.1) 48,760 (216.9) 10,955 (48.7) 29,340 (130.5) 40,730 (181.2) 67,885 (302.0) 10,955 (48.7) 34,130 (151.8) 45,505 (202.4) 75,840 (337.4) 13,385 (59.5) 43,305 (192.6) 57,740 (256.8) 96,235 (428.1) 18,705 (83.2) 63,135 (280.8) 86,585 (385.2) 144,310 (641.9) Shear -- Vn fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) 3,005 (13.4) 8,535 (38.0) 11,380 (50.6) 18,965 (84.4) 8,530 (37.9) 14,980 (66.6) 19,975 (88.8) 33,290 (148.1) 10,335 (46.0) 22,440 (99.8) 29,920 (133.1) 49,865 (221.8) 12,250 (54.5) 31,240 (139.0) 41,650 (185.3) 69,415 (308.8) 12,250 (54.5) 34,900 (155.2) 46,530 (207.0) 77,550 (345.0) 14,965 (66.6) 44,285 (197.0) 59,045 (262.6) 98,410 (437.7) 20,915 (93.0) 66,405 (295.4) 88,540 (393.8) 147,565 (656.4) 3,060 (13.6) 8,690 (38.7) 11,590 (51.5) 19,315 (85.9) 9,325 (41.5) 15,255 (67.9) 20,340 (90.5) 33,905 (150.8) 11,320 (50.4) 22,850 (101.6) 30,470 (135.5) 50,780 (225.9) 13,420 (59.7) 31,810 (141.5) 42,415 (188.7) 70,695 (314.5) 13,420 (59.7) 35,540 (158.1) 47,385 (210.8) 78,980 (351.3) 16,395 (72.9) 45,100 (200.6) 60,130 (267.5) 100,220 (445.8) 22,910 (101.9) 67,625 (300.8) 90,170 (401.1) 150,280 (668.5) fc = 40 MPa (5,800 psi) lb (kN) 3,145 (14.0) 8,945 (39.8) 11,925 (53.1) 19,875 (88.4) 9,595 (42.7) 15,700 (69.8) 20,935 (93.1) 34,890 (155.2) 13,065 (58.1) 23,520 (104.6) 31,355 (139.5) 52,260 (232.5) 15,495 (68.9) 32,740 (145.6) 43,655 (194.2) 72,755 (323.6) 15,495 (68.9) 36,580 (162.7) 48,770 (216.9) 81,285 (361.6) 18,930 (84.2) 46,415 (206.5) 61,885 (275.3) 103,145 (458.8) 26,455 (117.7) 69,600 (309.6) 92,800 (412.8) 154,670 (688.0) 1 See Section 3.1.8 (2022 PTG) for explanation on development of load values. 2 See Section 3.1.8 (2022 PTG) 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 - 39 as necessary. Compare to the steel values in table 25. The lesser of the values is to be used for the design. 5Values 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 significant periods of time. 6Tabular values are for dry concrete conditions. For water saturated concrete applications multiply design strength by 0.75. For water-filled drilled holes or submerged (underwater) applications multiply design strength by 0.68. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.8 (2022 PTG). 8Tabular 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. 36 March 2024 HIT-RE 100 adhesive anchoring system Table 57 -- H ilti 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 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 = 20 MPa (2,900 psi) lb (kN) 1,420 (6.3) 2,020 (9.0) 2,695 (12.0) 4,490 (20.0) 2,110 (9.4) 3,455 (15.4) 4,605 (20.5) 7,670 (34.1) 2,995 (13.3) 5,395 (24.0) 7,195 (32.0) 11,990 (53.3) 3,810 (16.9) 7,350 (32.7) 9,800 (43.6) 16,330 (72.6) 3,480 (15.5) 7,835 (34.8) 10,445 (46.5) 17,410 (77.4) 4,230 (18.8) 9,520 (42.3) 12,690 (56.5) 21,150 (94.1) 5,620 (25.0) 12,640 (56.2) 16,855 (75.0) 28,090 (125.0) Tension -- Nn fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) 1,455 (6.5) 2,065 (9.2) 2,755 (12.3) 4,590 (20.4) 2,160 (9.6) 3,530 (15.7) 4,705 (20.9) 7,845 (34.9) 3,065 (13.6) 5,515 (24.5) 7,355 (32.7) 12,260 (54.5) 3,895 (17.3) 7,515 (33.4) 10,020 (44.6) 16,700 (74.3) 3,560 (15.8) 8,010 (35.6) 10,680 (47.5) 17,800 (79.2) 4,325 (19.2) 9,735 (43.3) 12,975 (57.7) 21,630 (96.2) 5,745 (25.6) 12,925 (57.5) 17,235 (76.7) 28,725 (127.8) 1,480 (6.6) 2,105 (9.4) 2,805 (12.5) 4,675 (20.8) 2,195 (9.8) 3,595 (16.0) 4,795 (21.3) 7,990 (35.5) 3,120 (13.9) 5,620 (25.0) 7,490 (33.3) 12,485 (55.5) 3,970 (17.7) 7,650 (34.0) 10,205 (45.4) 17,005 (75.6) 3,625 (16.1) 8,160 (36.3) 10,875 (48.4) 18,130 (80.6) 4,405 (19.6) 9,910 (44.1) 13,215 (58.8) 22,025 (98.0) 5,850 (26.0) 13,165 (58.6) 17,550 (78.1) 29,255 (130.1) fc = 40 MPa (5,800 psi) lb (kN) 1,525 (6.8) 2,165 (9.6) 2,890 (12.8) 4,815 (21.4) 2,260 (10.1) 3,700 (16.5) 4,935 (21.9) 8,225 (36.6) 3,210 (14.3) 5,780 (25.7) 7,710 (34.3) 12,850 (57.2) 4,085 (18.2) 7,875 (35.0) 10,500 (46.7) 17,500 (77.9) 3,730 (16.6) 8,395 (37.3) 11,195 (49.8) 18,660 (83.0) 4,535 (20.2) 10,200 (45.4) 13,600 (60.5) 22,670 (100.8) 6,020 (26.8) 13,550 (60.3) 18,065 (80.4) 30,105 (133.9) fc = 20 MPa (2,900 psi) lb (kN) 1,420 (6.3) 4,040 (18.0) 5,390 (24.0) 8,980 (40.0) 4,220 (18.8) 6,905 (30.7) 9,205 (41.0) 15,345 (68.3) 5,995 (26.7) 10,790 (48.0) 14,385 (64.0) 23,975 (106.7) 7,620 (33.9) 14,695 (65.4) 19,595 (87.2) 32,660 (145.3) 6,965 (31.0) 15,665 (69.7) 20,890 (92.9) 34,815 (154.9) 8,460 (37.6) 19,035 (84.7) 25,380 (112.9) 42,300 (188.2) 11,235 (50.0) 25,280 (112.5) 33,710 (149.9) 56,180 (249.9) Shear -- Vn fc = 25 MPa (3,625 psi) lb (kN) fc = 30 MPa (4,350 psi) lb (kN) 1,455 (6.5) 4,135 (18.4) 5,510 (24.5) 9,185 (40.9) 4,315 (19.2) 7,060 (31.4) 9,415 (41.9) 15,690 (69.8) 6,130 (27.3) 11,035 (49.1) 14,710 (65.4) 24,515 (109.1) 7,790 (34.7) 15,030 (66.8) 20,040 (89.1) 33,395 (148.6) 7,120 (31.7) 16,020 (71.3) 21,360 (95.0) 35,600 (158.4) 8,650 (38.5) 19,465 (86.6) 25,955 (115.4) 43,255 (192.4) 11,490 (51.1) 25,850 (115.0) 34,470 (153.3) 57,450 (255.5) 1,480 (6.6) 4,210 (18.7) 5,610 (25.0) 9,355 (41.6) 4,395 (19.5) 7,190 (32.0) 9,590 (42.6) 15,980 (71.1) 6,240 (27.8) 11,235 (50.0) 14,980 (66.6) 24,970 (111.1) 7,935 (35.3) 15,305 (68.1) 20,405 (90.8) 34,010 (151.3) 7,250 (32.3) 16,315 (72.6) 21,755 (96.8) 36,255 (161.3) 8,810 (39.2) 19,825 (88.2) 26,430 (117.6) 44,050 (196.0) 11,700 (52.1) 26,330 (117.1) 35,105 (156.2) 58,505 (260.3) fc = 40 MPa (5,800 psi) lb (kN) 1,525 (6.8) 4,330 (19.3) 5,775 (25.7) 9,625 (42.8) 4,525 (20.1) 7,400 (32.9) 9,870 (43.9) 16,445 (73.2) 6,425 (28.6) 11,565 (51.4) 15,420 (68.6) 25,695 (114.3) 8,165 (36.3) 15,750 (70.1) 21,000 (93.4) 35,005 (155.7) 7,465 (33.2) 16,790 (74.7) 22,390 (99.6) 37,315 (166.0) 9,070 (40.3) 20,400 (90.8) 27,205 (121.0) 45,340 (201.7) 12,045 (53.6) 27,095 (120.5) 36,130 (160.7) 60,215 (267.8) 1 See Section 3.1.8 (2022 PTG) for explanation on development of load values. 2 See Section 3.1.8 (2022 PTG) to convert design strength value to ASD value. 3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 4Apply spacing, edge distance, and concrete thickness factors in tables 26 - 39 as necessary. Compare to the steel values in table 25. The lesser of the values is to be used for the design. 5Values 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 significant periods of time. 6Tabular values are for dry concrete conditions. For water saturated concrete applications multiply design strength by 0.75. For water-filled drilled holes or submerged (underwater) applications multiply design strength by 0.68. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.8 (2022 PTG). 8Tabular 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. For diamond core drilling is not permitted. 10Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by seis = 0.75. See section 3.1.8 (2022 PTG) for additional information on seismic applications. March 2024 37 POST-INSTALLED REBAR DESIGN IN CONCRETE PER ACI 318 Development and splicing of post-installed reinforcement Calculations for post-installed rebar for typical development lengths may be done according to ACI 318 Chapter 25 and CSA A23.3 Chapter 12 for adhesive anchors tested and approved in accordance with AC 308. This section contains tables for the data provided in ICC Evaluation Services ESR-3829. Refer to section 3.1.13 (2022 PTG) and the Hilti North America Post-Installed Reinforcing Bar Guide for the design method. Table 58 -- C alculated tension development and Class B splice lengths for Grade 60 bars in walls, slabs, columns, and footings per ACI 318 Chapter 25 3,4,5,6,7,8 Rebar size c_b__+_K__tr db Min. edge dist. in.1 Min. spacing in.2 fc = 2500 psi Class B d splice in. in. fc = 3000 psi Class B d splice in. in. fc = 4000 psi Class B d splice in. in. fc = 6000 psi Class B d splice in. in. #3 2-1/4 2 12 14 12 13 12 12 12 12 #4 2-3/4 2-1/2 14 19 13 17 12 15 12 12 #5 3 3-1/4 18 23 16 21 14 18 12 15 #6 3-3/4 3-3/4 22 28 20 26 17 22 14 18 2.5 #7 4-1/2 4-1/2 32 41 29 37 25 32 20 26 #8 5 5 36 47 33 43 28 37 23 30 #9 5-1/4 5-3/4 41 53 37 48 32 42 26 34 #10 5-3/4 6-1/2 46 59 42 54 36 47 30 38 1 Edge distances are determined using the minimum cover specified by ESR-3829 with an additional 6% of the development length per suggestions for drilling without an aid per Hilti Post-Installed Reinforcing Bar Guide Section 3.3. Smaller edge distances may be possible, for which development and splice lengths may need to be recalculated. For further information on required cover see ACI 318, Sec. 20.6.1.3; see Sec. 2.2 for determination of cb. 2 Spacing values represent those producing cb =5 db rounded up to the nearest 1/4 in. Smaller spacing values may be possible, for which development and splice lengths may need to be recalculated. For further information on required spacing see ACI 318 Sec. 25.2; see Sec. 2.2 for determination of cb. 3 t = 1.0 See ACI 318, Sec. 25.4.2.4. 4 e = 1.0 for non-epoxy coated bars. See ACI 318, Sec. 25.4.2.4. 5 s = 0.8 for #6 bars and smaller bars, 1.0 for #7 and larger bars. See ACI 318, Sec. 25.4.2.4. 6 Values are for normal weight concrete. For sand-lightweight concrete, multiply development and splice lengths by 1.18, for all-lightweight concrete multiply development and splice lengths by 1.33. See ACI 318 Sec. 19.2.4. 7 Development and splice length values are for static design. The value of fc used to calculate development length shall not exceed 2,500 psi (17.2 MPa) for post-installed reinforcing bar applications in SDC`s C, D, E and F. Seismic design development and splice lengths can be found in ACI 318 18.8.5 for special moment frames and ACI 318 18.10.2.3 for special structural walls. For further information about reinforcement in seismic design, see ACI 318 Ch. 18. 8 Refer to the Hilti North America Post-Installed Reinforcing Bar Guide for further explanation, background information, and design examples. 38 March 2024 HIT-RE 100 adhesive anchoring system Effect. embed. Min. spacing Effect. embed. Min. spacing Effect. embed. Min. spacing Effect. embed. Min. spacing Table 59 -- Suggested embedment, Grade 60 bars based on edge distance, and ACI 318 Chapter 17 spacing (see Figure 3) to develop -- SDC A and B only1,2,3,4,7,8 125% of fy in fc = 2500 psi Minimum edge dist. ca,min in. hef Cond. Cond. smin Rebar size in. I II in. #3 7 18 8 15 #4 10 25 11 22 #5 13 32 15 29 #6 15 38 19 37 #7 22 54 23 45 #8 26 63 27 54 #9 29 72 32 63 #10 34 82 37 74 fc = 3000 psi Minimum edge dist. ca,min in. hef Cond. Cond. smin in. I II in. 7 18 7 14 10 25 11 21 12 31 14 28 15 38 18 35 21 53 22 43 25 63 26 51 29 71 30 60 33 81 35 70 fc = 4000 psi Minimum edge dist. ca,min in. hef Cond. Cond. smin in. I II in. 7 17 7 13 9 24 10 19 12 31 13 25 15 37 16 32 21 53 20 39 24 62 23 47 28 70 27 54 32 80 32 64 fc = 6000 psi Minimum edge dist. ca,min in. hef Cond. Cond. smin in. I II in. 7 17 6 11 9 24 9 17 12 30 11 22 14 36 14 28 20 51 17 34 24 60 21 41 27 68 24 48 31 78 28 56 1 Additional reductions per ACI 318 17.5.2.2 are not included, however, and as such these embedments are not intended for sustained tension load applications. Shaded embedment values exceed 20 bar diameters. The particular assumptions used for the application of anchor theory to bar development (e.g., bar yield and bond strength values) are a matter of engineering judgment and will in part depend on the specific circumstances of the design. For embedments corresponding to nominal yield (i.e., no overstrength) multiply the unbolded and bolded tabulated hef values by 0.80 and 0.86, respectively. 2 c a and s are the minimum edge distance and bar spacing (from bar centerline) associated with the tabulated embedments. 3 Applicable for hammer-drilled holes. For rock-drilled and core-drilled holes, contact Hilti. 4 Values are for normal weight concrete. For lightweight concrete contact Hilti. 5 Refer to the Hilti North America Post-Installed Reinforcing Bar Guide for further explanation, background information, and design examples. See Hilti Instructions for Use (IFU) for specific installation requirements. , , , (N) SECTION (E) SECTION PLAN Figure 3 -- Illustration of Table 59 dimensions March 2024 39 Effective embedment Minimum spacing Effective embedment Minimum spacing Effective embedment Minimum spacing Effective embedment Minimum spacing Table 60 -- S uggested embedment, edge distance, and spacing (see Figure 4) to develop 125% of ofynilny1C,2a,3,n4,a7,8dian 400 MPa bars based on CSA A23.3 Chapter 17 -- non-seismic design fc = 20 MPa fc = 25 MPa fc = 30 MPa fc = 40 MPa Minimum edge dist. ca,min mm hef Cond. Cond. smin Rebar size mm I II mm Minimum edge dist. ca,min mm hef Cond. Cond. smin mm I II mm Minimum edge dist. ca,min mm hef Cond. Cond. smin mm I II mm Minimum edge dist. ca,min mm hef Cond. Cond. smin mm I II mm 10M 200 510 220 440 200 510 200 400 190 500 190 380 190 490 180 350 15M 300 760 350 690 290 750 320 640 280 740 300 600 280 730 280 550 20M 380 950 450 900 370 940 420 840 360 930 400 790 350 910 360 720 25M 600 1,510 630 1,260 590 1,480 590 1,170 580 1,470 560 1,110 560 1,440 500 1,000 30M 740 1,830 790 1,580 720 1,800 740 1,470 710 1,780 690 1,380 690 1,750 630 1,260 1 Additional reductions per ACI 318 17.5.2.2 are not included, however, and as such these embedments are not intended for sustained tension load applications. Shaded embedment values exceed 20 bar diameters.The particular assumptions used for the application of anchor theory to bar development (e.g., bar yield and bond strength values) are a matter of engineering judgment and will in part depend on the specific circumstances of the design. For embedments corresponding to nominal yield (i.e., no overstrength) multiply the unbolded and bolded tabulated hef values by 0.80 and 0.86, respectively. 2 c a and s are the minimum edge distance and bar spacing (from bar centerline) associated with the tabulated embedments. 3 Applicable for hammer-drilled holes. For rock-drilled and core-drilled holes, contact Hilti. 4 Values are for normal weight concrete. For lightweight concrete contact Hilti. 5 Refer to the Hilti North America Post-Installed Reinforcing Bar Guide for further explanation, background information, and design examples. See Hilti Instructions for Use (IFU) for specific installation requirements. , , , (N) SECTION (E) SECTION PLAN Figure 4 -- Illustration of Table 60 dimensions 40 March 2024 HIT-RE 100 adhesive anchoring system Table 61 -- S uggested embedment and edge distance (see Figure 5) based on ACI 318 Chapter 17 to d24evineclohpes12--5%SDoCf fAy inanGdraBdoen6ly01,w2,3a,6l,l7/column starter bars in a linear array with bar spacing = fc = 2500 psi fc = 3000 psi fc = 4000 psi fc = 6000 psi Effective embedment Effective embedment Effective embedment Effective embedment Minimum Minimum Minimum Minimum edge dist. edge dist. edge dist. edge dist. Linear spacing ca,min in. ca,min in. ca,min in. ca,min in. Rebar s size in. hef Cond. Cond. hef Cond. Cond. hef Cond. Cond. hef Cond. Cond. in. I II in. I II in. I II in. I II #3 5 14 8 5 14 7 5 14 7 5 14 6 #4 8 22 11 7 20 11 7 19 10 7 19 9 #5 24 13 37 19 11 32 17 9 26 13 8 24 11 #6 21 62 32 19 54 28 15 45 23 11 33 17 #7 32 91 47 28 82 42 23 68 35 18 52 26 1 Shaded embedment values exceed 20 bar diameters. For non-tabulated rebar sizes, design per development length provisions is recommended. The particular assumptions used for the application of anchor theory to bar development (e.g., bar yield and bond strength values) are a matter of engineering judgment and will in part depend on the specific circumstances of the design. For embedments corresponding to nominal yield (i.e., no overstrength) multiply the tabulated hef values by 0.86. 2 ca is the minimum edge distance (from bar centerline) associated with the tabulated embedments and s = 24 in. 3 Applicable for hammer-drilled holes. For rock-drilled and core-drilled holes, contact Hilti. 4 Values are for normal weight concrete. For lightweight concrete contact Hilti. 5 Refer to the Hilti North America Post-Installed Reinforcing Bar Guide for detailed explanation, background information, and design examples. See Hilti Instructions for Use (IFU) for specific installation requirements. (N) , , = 24 . = 24 . SECTION (E) BARS IN LINEAR ARRAY SECTION PLAN Figure 5 -- Illustration of Table 61 dimensions March 2024 41 Table 62 -- Suggested embedment and edge distance (see Figure 6) based on ACI 318 Chapter 17 to 1d8evineclohpes12--5%SDoCf fAy inanGdraBdoen6ly01,w2,3a,6l,l7/column starter bars in a linear array with bar spacing = fc = 2500 psi fc = 3000 psi fc = 4000 psi fc = 6000 psi Effective embedment Effective embedment Effective embedment Effective embedment Rebar size #3 Linear spacing s in. Minimum edge dist. ca,min in. Minimum edge dist. ca,min in. Minimum edge dist. ca,min in. Minimum edge dist. ca,min in. hef Cond. Cond. hef Cond. Cond. hef Cond. Cond. hef Cond. Cond. in. I II in. I II in. I II in. I II 5 14 8 5 14 7 5 14 7 5 14 6 #4 18 10 28 14 8 24 12 7 19 10 7 19 9 #5 18 52 27 16 47 24 13 38 19 10 28 14 1 Shaded embedment values exceed 20 bar diameters. For non-tabulated rebar sizes, design per development length provisions is recommended. The particular assumptions used for the application of anchor theory to bar development (e.g., bar yield and bond strength values) are a matter of engineering judgment and will in part depend on the specific circumstances of the design. For embedments corresponding to nominal yield (i.e., no overstrength) multiply the tabulated hef values by 0.86. 2 ca is the minimum edge distance (from bar centerline) associated with the tabulated embedments and s = 18 in 3 Applicable for hammer-drilled holes. For rock-drilled and core-drilled holes, contact Hilti. 4 Values are for normal weight concrete. For lightweight concrete contact Hilti. 5 Refer to the Hilti North America Post-Installed Reinforcing Bar Guide for further explanation, background information, and design examples. See Hilti Instructions for Use (IFU) for specific installation requirements. (N) , , = 18 . = 18 . SECTION (E) BARS IN LINEAR ARRAY SECTION PLAN Figure 6 -- Illustration of Table 62 dimensions 42 March 2024 HIT-RE 100 adhesive anchoring system Table 63 -- Suggested embedment and edge distance (see Figure 7) based on ACI 318 Chapter 17 to d12evineclohpes12--5%SDoCf fAy inanGdraBdoen6ly01,w2,3a,6l,l7/column starter bars in a linear array with bar spacing = fc = 2500 psi fc = 3000 psi fc = 4000 psi fc = 6000 psi Effective embedment Effective embedment Effective embedment Effective embedment Rebar size #3 #4 Linear spacing s in. 12 Minimum edge dist. ca,min in. Minimum edge dist. ca,min in. Minimum edge dist. ca,min in. Minimum edge dist. ca,min in. hef Cond. Cond. hef Cond. Cond. hef Cond. Cond. hef Cond. Cond. in. I II in. I II in. I II in. I II 7 19 10 6 16 9 5 14 7 5 14 6 - - - 13 40 20 11 33 16 8 25 12 1 Shaded embedment values exceed 20 bar diameters. For non-tabulated rebar sizes, design per development length provisions is recommended. The particular assumptions used for the application of anchor theory to bar development (e.g., bar yield and bond strength values) are a matter of engineering judgment and will in part depend on the specific circumstances of the design. For embedments corresponding to nominal yield (i.e., no overstrength) multiply the tabulated hef values by 0.86. 2 ca is the minimum edge distance (from bar centerline) associated with the tabulated embedments and s = 12 in 3 Applicable for hammer-drilled holes. For rock-drilled and core-drilled holes, contact Hilti. 4 Values are for normal weight concrete. For lightweight concrete contact Hilti. 5 Refer to the Hilti North America Post-Installed Reinforcing Bar Guide for further explanation, background information, and design examples.See Hilti Instructions for Use (IFU) for specific installation requirements. (N) , , = 12 . = 12 . SECTION (E) BARS IN LINEAR ARRAY SECTION PLAN Figure 7 -- Illustration of Table 63 dimensions Table 64 -- Calculated tension development and splice lengths for Canadian 400 MPa bars in walls, slabs, columns, and footings per CSA A23.3 for Hilti HIT-RE 100 -- non-seismic design only3,4,5,6,7,8 fc = 20 MPa fc = 25 MPa fc = 30 MPa fc = 40 MPa Rebar size Min. Class B Class B Class B Class B Min. edge spacing d splice d splice d splice d splice dcs + Ktr dist.mm1 mm2 mm mm mm mm mm mm mm mm 10 M 15 M 20 M 25 M 30 M 60 50 300 380 300 340 300 310 300 300 70 75 410 540 370 480 340 440 300 380 2.5 db 80 100 510 660 450 590 410 540 360 460 120 125 820 1,060 730 950 670 870 580 750 130 150 960 1,250 860 1,120 790 1,020 680 890 1 Edge distances are determined using the minimum cover specified by ESR-3829 with an additional 6% of the development length per suggestions for drilling without an aid per Hilti Post-Installed Reinforcing Bar Guide Section 3.3. Smaller edge distances may be possible, for which development and splice lengths may need to be recalculated. For further information on required cover see CSA A23.1 Table 17; see Sec. 3.2 for determination of dcs . 2 Spacing values represent those producing cb 5db. Smaller spacing values may be possible, for which development and splice lengths may need to be recalculated. For further information on required spacing see CSA A23.1 Sec. 6.6.5.2; see Sec. 3.2 for determination of dcs. 3 k1 and k2 as defined by CSA A23.3 12.2.4 (a) and (b), are taken as 1.0 for post-installed reinforcing bars 4 k4 = 0.8 for 20M bars and smaller bars, 1.0 for 25M and larger bars. See CSA A23.3 12.2.4 (d). 5 Ktr is assumed to equal zero. 6 Values are for normal weight concrete. For lightweight concrete, multiply development and splice lengths by 1.3. 7 Development and splice length values are for static design. The value of fc used to calculate the development length shall not exceed 2,500 psi (17.2 MPa) for post installed reinforcing bar applications in SDC`s C, D, E and F. For tension development and splice lengths of bars in joints, see CSA A23.3 21.3.3.5. For further information about reinforcement in seismic design, see CSA A23.3 Ch. 21. 8 Refer to the Hilti North America Post-Installed Reinforcing Bar Guide for further explanation, background information, and design examples. March 2024 43 Table 65 -- Suggested embedment and edge distance (see Figure 8) based on CSA A23.3 Annex D to develop 125% bar spacing = 60 0ofmfiylilnimCeatenrasdi--ann4o0n0-sMePisamwicadll/ecsoiglunmonn starter ly1,2,3,6,7 bars in a linear array with fc = 20 MPa fc = 25 MPa fc = 30 MPa fc = 40 MPa Effective embedment Effective embedment Effective embedment Effective embedment Minimum Minimum Minimum Minimum edge dist. edge dist. edge dist. edge dist. Linear spacing ca,min mm ca,min mm ca,min mm ca,min mm s Rebar size mm hef Cond. Cond. hef Cond. Cond. mm I II mm I II hef Cond. Cond. hef Cond. Cond. in. I II mm I II 10M 150 430 220 140 410 200 140 400 190 130 390 180 15M 600 280 820 420 230 690 350 200 600 300 200 590 280 20M 510 1,490 760 430 1,270 650 380 1,120 570 310 900 460 1 Shaded embedment values exceed 20 bar diameters. For non-tabulated rebar sizes, design per development length provisions is recommended. The particular assumptions used for the application of anchor theory to bar development (e.g., bar yield and bond strength values) are a matter of engineering judgment and will in part depend on the specific circumstances of the design. For embedments corresponding to nominal yield (i.e., no overstrength) multiply the tabulated hef values by 0.86. 2 ca is the minimum edge distance (from bar centerline) associated with the tabulated embedments and s = 600 mm. 3 Applicable for hammer-drilled holes. For rock-drilled and core-drilled holes, contact Hilti. 4 Values are for normal weight concrete. For lightweight concrete contact Hilti. 5 Refer to the Hilti North America Post-Installed Reinforcing Bar Guide for further explanation, background information, and design examples.See Hilti Instructions for Use (IFU) for specific installation requirements. (N) , , = 600 = 600 SECTION (E) BARS IN LINEAR ARRAY SECTION PLAN Figure 8 -- Illustration of Table 65 dimensions 44 March 2024 HIT-RE 100 adhesive anchoring system Table 66 -- Suggested embedment and edge distance (see Figure 9) based on CSA A23.3 Annex D to develop 125% bar spacing = 45 0ofmfiylliinmCeatenrasd--ianno40n0-sMeiPsamwicadlle/csoiglunmonnlsyt1,a2,r3t,6e,7r bars in a linear array with fc = 20 MPa fc = 25 MPa fc = 30 MPa fc = 40 MPa Effective embedment Effective embedment Effective embedment Effective embedment Minimum Minimum Minimum Minimum edge dist. edge dist. edge dist. edge dist. Linear spacing ca,min mm ca,min mm ca,min mm ca,min mm s Rebar size mm hef Cond. Cond. hef Cond. Cond. mm I II mm I II hef Cond. Cond. hef Cond. Cond. in. I II mm I II 10M 15M 150 430 220 140 410 200 140 400 190 130 390 180 450 390 1,170 590 340 1,010 500 300 890 440 240 720 360 1 Shaded embedment values exceed 20 bar diameters. For non-tabulated rebar sizes, design per development length provisions is recommended. The particular assumptions used for the application of anchor theory to bar development (e.g., bar yield and bond strength values) are a matter of engineering judgment and will in part depend on the specific circumstances of the design. For embedments corresponding to nominal yield (i.e., no overstrength) multiply the tabulated hef values by 0.86. 2 ca is the minimum edge distance (from bar centerline) associated with the tabulated embedments and s = 450 mm. 3 Applicable for hammer-drilled holes. For rock-drilled and core-drilled holes, contact Hilti. 4 Values are for normal weight concrete. For lightweight concrete contact Hilti. 5 Refer to the Hilti North America Post-Installed Reinforcing Bar Guide for further explanation, background information, and design examples. See Hilti Instructions for Use (IFU) for specific installation requirements. (N) , , = 450 = 450 SECTION (E) BARS IN LINEAR ARRAY SECTION PLAN Figure 9 -- Illustration of Table 66 dimensions March 2024 45 Table 67 -- Suggested embedment and edge distance (see Figure 13) based on CSA A23.3 Annex D to develop 125% bar spacing = 30 0ofmfiylliinmCeatenrasd--ianno40n0-sMeiPsamwicadlle/csoiglunmonnlsyt1,a2,r3t,6e,7r bars in a linear array with fc = 20 MPa fc = 25 MPa fc = 30 MPa fc = 40 MPa Effective embedment Effective embedment Effective embedment Effective embedment Minimum Minimum Minimum Minimum edge dist. edge dist. edge dist. edge dist. Linear spacing ca,min mm ca,min mm ca,min mm ca,min mm s hef Cond. Cond. hef Cond. Cond. hef Cond. Cond. hef Cond. Cond. Rebar size mm mm I II mm I II in. I II mm I II 10M 300 240 700 350 200 600 300 180 520 260 150 440 210 1 Shaded embedment values exceed 20 bar diameters. For non-tabulated rebar sizes, design per development length provisions is recommended. The particular assumptions used for the application of anchor theory to bar development (e.g., bar yield and bond strength values) are a matter of engineering judgment and will in part depend on the specific circumstances of the design. For embedments corresponding to nominal yield (i.e., no overstrength) multiply the tabulated hef values by 0.86. 2 ca is the minimum edge distance (from bar centerline) associated with the tabulated embedments and s = 300 mm. 3 Applicable for hammer-drilled holes. For rock-drilled and core-drilled holes, contact Hilti. 4 Values are for normal weight concrete. For lightweight concrete contact Hilti. 5 Refer to the Hilti North America Post-Installed Reinforcing Bar Guide for further explanation, background information, and design examples. See Hilti Instructions for Use (IFU) for specific installation requirements. (N) , , = 300 = 300 SECTION (E) BARS IN LINEAR ARRAY SECTION PLAN Figure 10 -- Illustration of Table 67 dimensions 46 March 2024 HIT-RE 100 adhesive anchoring system 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. WORKING TIME AND CURE TIME (APPROX.) Table 69 -- Resistance of HIT-RE 100 to chemicals Resistant Not Resistant MATERIALS SPECIFICATIONS Table 68 -- 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. Table 70 -- H IT-RE 100 Ultimate Tensile Bond Strength for Smooth Epoxy Coated Dowel Bars in Concrete 2410 psi (15.9 MPa) Anchor Diameter in. (mm) 1 (25.4) 1-1/4 (31.8) 1-1/2 (38.1) March 2024 Drill Bit Diameter in. (mm) 1-1/8 (29) 1-3/8 (34.9) 1-5/8 (41) Embedment Depth in. (mm) Ultimate Tensile Load lb (kN) 9 (229) 40385 (179.7) Chemical Chemicals Tested Alkaline Concrete drilling + mud (10%) pH=12.6 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 used on job Diesel + Chemicals oil used on job sites Oil + sites Petrol + Oil for form work + (forming oil) Environmental Salt + water chemicals + Environmental de-mineralized water chemicals salt spraying test + 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. 47 DBS · 03/24 Hilti, Inc. (U.S.) 1-800-879-8000 en español 1-800-879-5000 Hilti (Canada) Corporation 1-800-363-4458 48 www.hilti.com www.hilti.ca March 2024pdftk 2.02 - www tk.com itext-paulo-155 (itextpdf.sf.net-lowagie.com)