HIT RE 100 Adhesive Anchor Product Data 1353047
HIT RE 100 Adhesive Anchor Product Data 1353047
HIT RE 100 Adhesive Anchor Product Data 1353047
The new Hilti HIT-RE 100 adhesive anchoring system is the latest addition to the slow cure
adhesive anchor portfolio and designed for solid performance in a wide range of applications.
Designed to utilize the existing Hilti dispenser platform and ICC-ES approved for cracked and
uncracked concrete, this anchor is the perfect complement to the portfolio for day to day jobsite
needs.
performance
◼ ICC approved for cracked and uncracked concrete
◼ Complete anchor system available, including HIT-V and HAS-E
◼ Easy and accurate dispensing with battery dispenser
reliability
◼ Reliable fastenings using the traditional cleaning method (2x2x2)
◼ Tested with wide range of rod diameters and embedments
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Order Information
Description Qty of foil packs Item number
Accessories
Description Item number
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 3
HIT-RE 100 adhesive anchoring system
1.0 Product Description 1.0 product • Mixing tube provides proper mixing,
description eliminates measuring errors and
2.0 Technical Data
The Hilti HIT-RE 100 adhesive anchoring minimizes waste
listings/approvals system is used to resist static, wind • Meets requirements of ASTM C881-14,
and seismic tension and shear loads Type I, II, IV, and V Grade 3, Class A,
ICC-ES (International Code Council)
in normal-weight concrete having a B, C
ESR-3829
compressive strength, f´c, of 2,500 psi
NSF/ANSI Standard 61 to 8,500 psi (17.2 MPa to 58.6 MPa). It • Meets requirements of AASHTO
Certification for use of HIT-RE 100 in is suitable to be used in cracked and specification M235, Type I, II, IV, and V
potable water uncracked concrete as defined per Grade 3, Class A, B, C
ICC-ES, ACI, and CSA.
City of Los Angeles Research Report
No. 260__ Hilti HIT-RE 100 adhesive is an injectable
two-component epoxy adhesive. The
two components are separated by
means of a dual-cylinder foil pack
attached to a manifold. The two
components combine and react when
independent code dispensed through a static mixing nozzle
evaluation attached to the manifold.
IBC®/IRC® 2015 (ICC-ES AC308/ACI 355.4) Elements that are suitable for use with
® ®
IBC /IRC 2012 (ICC-ES AC308/ACI 355.4) this system are as follows: threaded
steel rods and steel reinforcing bars.
IBC®/IRC® 2009 (ICC-ES AC308)
Product Features
IBC®/IRC® 2006 (ICC-ES AC308)
• Seismic qualified with ICC-ES
LEED®: Credit 4.1-Low Emitting Materials
Acceptance Criteria AC308 and ACI
355.4
Pages 9 – 20 32 – 45 21 – 31
Tables 1 – 20 39 – 57 21 – 38
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HIT-RE 100 adhesive anchoring system
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 5
HIT-RE 100 adhesive anchoring system
2.4.1 Simplified tables data The design strength (factored resistance) of an anchor is
development obtained as follows:
The Simplified Tables have two table types. The single anchor Tension:
capacity table and the reduction factor table.
ACI: Ndes = n • min | ФNn • fAN • fRN ; ФNsa |
Single anchor capacity tables show the design strength (for
CSA: Ndes = n • min | Nr • fAN • fRN ; Nsr |
ACI) or factored resistance (for CSA) in tension and shear for a
single anchor. This is the capacity of a single anchor with no Shear:
edge distance or concrete thickness influences and is based ACI: Vdes = n • min | ФVn • fAV • fRV • fHV ; ФVsa |
on the assumptions outlined in the footnotes below each table.
CSA: Vdes = n • min | Vr • fAV • fRV • fHV ; Vsr |
Reduction factor tables are created by comparing the single
where:
anchor capacity to the capacity that includes the influence of a
specific edge distance, spacing, or concrete thickness, using n= number of anchors
the equations of ACI 318-14 Chapter 17. Ndes = design resistance in tension
ФNn = design strength in tension considering
The single anchor tension capacity is based on the lesser of
concrete breakout, pullout, or bond failure
concrete breakout strength or bond strength:
(ACI)
ACI: ФNn = min | ФNcb ;ФNa | ФNsa = design strength in tension considering steel
CSA/ACI: Nr = min | Ncbr ;Na | failure (ACI)
ФNn = Nr Nr = factored resistance in tension considering
concrete breakout, pullout, or bond failure
The shear value is based on the pryout strength.
(CSA)
ACI: ФVn = ФVcp Nsr = factored resistance in tension considering
CSA/ACI: Vr = Vcpr steel failure (CSA)
ФVn = Vr Vdes = design resistance in shear
ФVn = design strength in shear considering
The steel design strength is provided in a separate table and
concrete failure (ACI)
should be compared to the concrete strengths to determine
ФVsa = design strength in shear considering steel
the controlling failure mode.
failure (ACI)
These values published in the tables are calculated based on Vr = factored resistance in shear considering
ACI/CSA, see Section 3.1.8 in the 2016 Hilti North America concrete failure (CSA)
Product Technical Guide, Volume 2: Anchor Fastening Vsr = factored resistance in shear considering steel
Technical Guide for additional information. failure (CSA)
fAN = adjustment factor for spacing in tension
2.4.3 How to calculate anchor fRN = adjustment factor for edge distance in tension
capacity Using Simplified fAV = adjustment factor for spacing in shear
tables fRV = adjustment factor for edge distance in shear
The process for calculating the capacity of a single anchor fHV = adjustment factor for concrete thickness in
or anchor group is similar to the ASD calculation process shear (this is a new factor that ASD did not
currently outlined in the 2015 North American Product use previously)
Technical Guide Volume 2: Anchor Fastening Technical Guide
Adjustment factors are applied for all applicable near edge and
on Section 3.1.9.
spacing conditions.
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HIT-RE 100 adhesive anchoring system
For example, the capacity in tension corresponding to the The full tension strength can be permitted if:
anchor group based on worst case anchor “a” in the figure
Vua
below is evaluated as follows: ACI: _____ ≤ 0.2
Vdes
ACI: Ndes = 4 • ФNn • fA,x • fA,y • fR,x • fR,y
CSA: Ndes = 4 • Nr • fA,x • fA,y • fR,x • fR,y Vf
____
CSA: ≤ 0.2
Vdes
Nf
CSA: ____ ≤ 0.2
Ndes
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HIT-RE 100 adhesive anchoring system
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HIT-RE 100 adhesive anchoring system
Cracked or uncracked
Permissible concete conditions Permissible drilling methods
concrete
Dry concrete
Submerged (underwater)
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HIT-RE 100 adhesive anchoring system
Table 2 — Hilti HIT-RE 100 adhesive design strength with concrete / bond failure for US rebar in uncracked
concrete 1,2,3,4,5,6,7,8,9,10
Effective Tension — ϕNn Shear — ϕVn
Embedment f´c = 2500 psi f´c = 3000 psi f´c = 4000 psi f´c = 6000 psi f´c = 2500 psi f´c = 3000 psi f´c = 4000 psi f´c = 6000 psi
Rebar Size Depth (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa) (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa)
in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN)
3-3/8 2,780 2,835 2,915 3,035 7,080 7,210 7,420 7,730
(86) (12.4) (12.6) (13.0) (13.5) (31.5) (32.1) (33.0) (34.4)
4-1/2 3,710 3,775 3,885 4,050 9,440 9,615 9,895 10,305
#3
(114) (16.5) (16.8) (17.3) (18.0) (42.0) (42.8) (44.0) (45.8)
7-1/2 6,180 6,295 6,480 6,745 15,735 16,025 16,490 17,175
(191) (27.5) (28.0) (28.8) (30.0) (70.0) (71.3) (73.4) (76.4)
4-1/2 4,885 4,975 5,120 5,330 12,430 12,660 13,030 13,565
(114) (21.7) (22.1) (22.8) (23.7) (55.3) (56.3) (58.0) (60.3)
6 6,510 6,630 6,825 7,105 16,575 16,875 17,370 18,090
#4
(152) (29.0) (29.5) (30.4) (31.6) (73.7) (75.1) (77.3) (80.5)
10 10,850 11,050 11,375 11,845 27,620 28,130 28,950 30,150
(254) (48.3) (49.2) (50.6) (52.7) (122.9) (125.1) (128.8) (134.1)
5-5/8 7,315 7,450 7,665 7,985 18,615 18,960 19,515 20,320
(143) (32.5) (33.1) (34.1) (35.5) (82.8) (84.3) (86.8) (90.4)
7-1/2 9,750 9,930 10,220 10,645 24,825 25,280 26,015 27,095
#5
(191) (43.4) (44.2) (45.5) (47.4) (110.4) (112.5) (115.7) (120.5)
12-1/2 16,255 16,550 17,035 17,740 41,370 42,130 43,360 45,155
(318) (72.3) (73.6) (75.8) (78.9) (184.0) (187.4) (192.9) (200.9)
6-3/4 10,180 10,370 10,670 11,115 25,920 26,395 27,165 28,290
(171) (45.3) (46.1) (47.5) (49.4) (115.3) (117.4) (120.8) (125.8)
9 13,575 13,825 14,230 14,820 34,555 35,195 36,220 37,720
#6
(229) (60.4) (61.5) (63.3) (65.9) (153.7) (156.6) (161.1) (167.8)
15 22,625 23,045 23,715 24,695 57,595 58,655 60,365 62,865
(381) (100.6) (102.5) (105.5) (109.8) (256.2) (260.9) (268.5) (279.6)
7-7/8 13,385 13,630 14,025 14,605 34,065 34,690 35,705 37,180
(200) (59.5) (60.6) (62.4) (65.0) (151.5) (154.3) (158.8) (165.4)
10-1/2 17,845 18,170 18,700 19,475 45,420 46,255 47,605 49,575
#7
(267) (79.4) (80.8) (83.2) (86.6) (202.0) (205.8) (211.8) (220.5)
17-1/2 29,740 30,285 31,170 32,460 75,700 77,090 79,340 82,625
(445) (132.3) (134.7) (138.7) (144.4) (336.7) (342.9) (352.9) (367.5)
9 16,980 17,295 17,800 18,535 43,225 44,020 45,305 47,180
(229) (75.5) (76.9) (79.2) (82.4) (192.3) (195.8) (201.5) (209.9)
12 22,640 23,060 23,730 24,715 57,635 58,695 60,410 62,910
#8
(305) (100.7) (102.6) (105.6) (109.9) (256.4) (261.1) (268.7) (279.8)
20 37,735 38,430 39,555 41,190 96,055 97,825 100,680 104,845
(508) (167.9) (170.9) (175.9) (183.2) (427.3) (435.1) (447.8) (466.4)
10-1/8 21,020 21,405 22,030 22,945 53,505 54,490 56,080 58,400
(257) (93.5) (95.2) (98.0) (102.1) (238.0) (242.4) (249.5) (259.8)
13-1/2 28,025 28,540 29,375 30,590 71,340 72,655 74,775 77,870
#9
(343) (124.7) (127.0) (130.7) (136.1) (317.3) (323.2) (332.6) (346.4)
22-1/2 46,710 47,570 48,960 50,985 118,900 121,090 124,620 129,780
(572) (207.8) (211.6) (217.8) (226.8) (528.9) (538.6) (554.3) (577.3)
11-1/4 25,465 25,935 26,690 27,795 63,395 66,010 67,940 70,750
(286) (113.3) (115.4) (118.7) (123.6) (282.0) (293.6) (302.2) (314.7)
15 33,955 34,575 35,585 37,060 86,425 88,015 90,585 94,335
#10
(381) (151.0) (153.8) (158.3) (164.9) (384.4) (391.5) (402.9) (419.6)
25 56,590 57,630 59,310 61,765 144,040 146,690 150,975 157,220
(635) (251.7) (256.3) (263.8) (274.7) (640.7) (652.5) (671.6) (699.3)
1 See Section 2.4.1 for explanation on development of load values.
2 See Section 2.4.4 to convert design strength value to ASD value.
3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
4 Apply spacing, edge distance, and concrete thickness factors in tables 5-20 as necessary. Compare to the steel values in table 4.
The lesser of the values is to be used for the design.
5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over signiicant
periods of time.
6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61.
7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.6
8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 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.
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HIT-RE 100 adhesive anchoring system
Table 3 — Hilti HIT-RE 100 adhesive design strength with concrete / bond failure for US rebar in cracked
concrete 1,2,3,4,5,6,7,8,9,10
Effective Tension — ϕNn Shear — ϕVn
Embedment f´c = 2500 psi f´c = 3000 psi f´c = 4000 psi f´c = 6000 psi f´c = 2500 psi f´c = 3000 psi f´c = 4000 psi f´c = 6000 psi
Rebar Size Depth (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa) (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa)
in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN)
3-3/8 1,040 1,060 1,090 1,135 2,650 2,700 2,775 2,890
(86) (4.6) (4.7) (4.8) (5.0) (11.8) (12.0) (12.3) (12.9)
4-1/2 1,390 1,415 1,455 1,515 3,535 3,600 3,705 3,855
#3
(114) (6.2) (6.3) (6.5) (6.7) (15.7) (16.0) (16.5) (17.1)
7-1/2 2,315 2,355 2,425 2,525 5,890 5,995 6,170 6,425
(191) (10.3) (10.5) (10.8) (11.2) (26.2) (26.7) (27.4) (28.6)
4-1/2 1,850 1,885 1,940 2,020 4,710 4,795 4,935 5,140
(114) (8.2) (8.4) (8.6) (9.0) (21.0) (21.3) (22.0) (22.9)
6 2,465 2,515 2,585 2,695 6,280 6,395 6,585 6,855
#4
(152) (11.0) (11.2) (11.5) (12.0) (27.9) (28.4) (29.3) (30.5)
10 4,110 4,190 4,310 4,490 10,470 10,660 10,970 11,425
(254) (18.3) (18.6) (19.2) (20.0) (46.6) (47.4) (48.8) (50.8)
5-5/8 2,890 2,945 3,030 3,155 7,360 7,495 7,715 8,035
(143) (12.9) (13.1) (13.5) (14.0) (32.7) (33.3) (34.3) (35.7)
7-1/2 3,855 3,925 4,040 4,210 9,815 9,995 10,285 10,710
#5
(191) (17.1) (17.5) (18.0) (18.7) (43.7) (44.5) (45.7) (47.6)
12-1/2 6,425 6,545 6,735 7,015 16,355 16,655 17,145 17,850
(318) (28.6) (29.1) (30.0) (31.2) (72.8) (74.1) (76.3) (79.4)
6-3/4 4,165 4,240 4,365 4,545 10,600 10,795 11,110 11,570
(171) (18.5) (18.9) (19.4) (20.2) (47.2) (48.0) (49.4) (51.5)
9 5,550 5,655 5,820 6,060 14,130 14,390 14,810 15,425
#6
(229) (24.7) (25.2) (25.9) (27.0) (62.9) (64.0) (65.9) (68.6)
15 9,255 9,425 9,700 10,100 23,555 23,985 24,685 25,705
(381) (41.2) (41.9) (43.1) (44.9) (104.8) (106.7) (109.8) (114.3)
7-7/8 5,665 5,770 5,940 6,185 14,425 14,690 15,120 15,745
(200) (25.2) (25.7) (26.4) (27.5) (64.2) (65.3) (67.3) (70.0)
10-1/2 7,555 7,695 7,920 8,250 19,235 19,590 20,160 20,995
#7
(267) (33.6) (34.2) (35.2) (36.7) (85.6) (87.1) (89.7) (93.4)
17-1/2 12,595 12,825 13,200 13,745 32,060 32,645 33,600 34,990
(445) (56.0) (57.0) (58.7) (61.1) (142.6) (145.2) (149.5) (155.6)
9 7,030 7,160 7,365 7,670 17,890 18,220 18,755 19,530
(229) (31.3) (31.8) (32.8) (34.1) (79.6) (81.0) (83.4) (86.9)
12 9,370 9,545 9,825 10,230 23,855 24,295 25,005 26,040
#8
(305) (41.7) (42.5) (43.7) (45.5) (106.1) (108.1) (111.2) (115.8)
20 15,620 15,905 16,370 17,050 39,760 40,490 41,675 43,400
(508) (69.5) (70.7) (72.8) (75.8) (176.9) (180.1) (185.4) (193.1)
10-1/8 8,425 8,580 8,830 9,195 21,440 21,835 22,475 23,405
(257) (37.5) (38.2) (39.3) (40.9) (95.4) (97.1) (100.0) (104.1)
13-1/2 11,230 11,440 11,770 12,260 28,590 29,115 29,965 31,205
#9
(343) (50.0) (50.9) (52.4) (54.5) (127.2) (129.5) (133.3) (138.8)
22-1/2 18,720 19,065 19,620 20,430 47,650 48,525 49,940 52,010
(572) (83.3) (84.8) (87.3) (90.9) (212.0) (215.8) (222.1) (231.4)
11-1/4 9,915 10,095 10,390 10,820 25,235 25,700 26,450 27,545
(286) (44.1) (44.9) (46.2) (48.1) (112.3) (114.3) (117.7) (122.5)
15 13,220 13,460 13,855 14,430 33,645 34,265 35,265 36,725
#10
(381) (58.8) (59.9) (61.6) (64.2) (149.7) (152.4) (156.9) (163.4)
25 22,030 22,435 23,090 24,045 56,075 57,110 58,775 61,210
(635) (98.0) (99.8) (102.7) (107.0) (249.4) (254.0) (261.4) (272.3)
1 See Section 2.4.1 for explanation on development of load values.
2 See Section 2.4.4 to convert design strength value to ASD value.
3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
4 Apply spacing, edge distance, and concrete thickness factors in tables 5-20 as necessary. Compare to the steel values in table 4.
The lesser of the values is to be used for the design.
5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over signiicant
periods of time.
6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.60.
7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.6.
8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
9 T abular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted.
10 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by αseis = 0.675. See section 2.4.5 for additional information on seismic
applications.
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 11
HIT-RE 100 adhesive anchoring system
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HIT-RE 100 adhesive anchoring system
Embedment hef 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2
in (mm) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191)
1-3/4 (44) n/a n/a n/a 0.32 0.23 0.13 n/a n/a n/a 0.10 0.08 0.05 0.21 0.16 0.09 n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
1-7/8 (48) 0.59 0.57 0.54 0.33 0.24 0.14 0.54 0.53 0.52 0.12 0.09 0.05 0.23 0.17 0.10 n/a n/a n/a
2 (51) 0.60 0.57 0.54 0.34 0.25 0.14 0.54 0.53 0.52 0.13 0.10 0.06 0.25 0.19 0.11 n/a n/a n/a
3 (76) 0.65 0.61 0.57 0.42 0.31 0.18 0.56 0.55 0.54 0.23 0.18 0.11 0.42 0.31 0.18 n/a n/a n/a
4 (102) 0.70 0.65 0.59 0.52 0.38 0.22 0.58 0.57 0.55 0.36 0.27 0.16 0.52 0.38 0.22 n/a n/a n/a
4-5/8 (117) 0.73 0.67 0.60 0.60 0.43 0.25 0.60 0.58 0.56 0.45 0.34 0.20 0.60 0.43 0.25 0.62 n/a n/a
5 (127) 0.75 0.69 0.61 0.64 0.47 0.27 0.61 0.59 0.56 0.50 0.38 0.23 0.64 0.47 0.27 0.65 n/a n/a
5-3/4 (146) 0.78 0.71 0.63 0.74 0.54 0.31 0.62 0.60 0.57 0.62 0.46 0.28 0.74 0.54 0.31 0.70 0.63 n/a
6 (152) 0.80 0.72 0.63 0.77 0.56 0.33 0.63 0.60 0.57 0.66 0.50 0.30 0.77 0.56 0.33 0.71 0.65 n/a
7 (178) 0.85 0.76 0.66 0.90 0.66 0.38 0.65 0.62 0.59 0.83 0.62 0.37 0.90 0.66 0.38 0.77 0.70 n/a
8 (203) 0.90 0.80 0.68 1.00 0.75 0.43 0.67 0.64 0.60 1.00 0.76 0.46 1.00 0.75 0.43 0.82 0.75 n/a
8-3/4 (222) 0.93 0.82 0.69 0.82 0.48 0.68 0.65 0.61 0.87 0.52 0.82 0.48 0.86 0.78 0.66
9 (229) 0.94 0.83 0.70 0.84 0.49 0.69 0.66 0.61 0.91 0.55 0.84 0.49 0.87 0.79 0.67
10 (254) 0.99 0.87 0.72 0.94 0.54 0.71 0.67 0.62 1.00 0.64 0.94 0.54 0.92 0.83 0.70
11 (279) 1.00 0.91 0.74 1.00 0.60 0.73 0.69 0.64 0.74 1.00 0.60 0.96 0.87 0.74
12 (305) 0.94 0.77 0.65 0.75 0.71 0.65 0.84 0.65 1.00 0.91 0.77
14 (356) 1.00 0.81 0.76 0.80 0.74 0.67 1.00 0.76 0.99 0.83
16 (406) 0.86 0.87 0.84 0.78 0.70 0.87 1.00 0.89
18 (457) 0.90 0.98 0.88 0.81 0.72 0.98 0.94
24 (610) 1.00 1.00 1.00 0.92 0.80 1.00 1.00
30 (762) 1.00 0.87
36 (914) 0.95
>48 (1219) 1.00
Embedment hef 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2
in (mm) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191)
1-3/4 (44) n/a n/a n/a 0.54 0.49 0.43 n/a n/a n/a 0.20 0.15 0.09 0.40 0.30 0.18 n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
1-7/8 (48) 0.59 0.57 0.54 0.56 0.50 0.44 0.56 0.55 0.54 0.22 0.17 0.10 0.44 0.33 0.20 n/a n/a n/a
2 (51) 0.60 0.57 0.54 0.57 0.51 0.44 0.56 0.55 0.54 0.24 0.18 0.11 0.49 0.36 0.22 n/a n/a n/a
3 (76) 0.65 0.61 0.57 0.70 0.60 0.49 0.60 0.58 0.56 0.45 0.33 0.20 0.70 0.60 0.40 n/a n/a n/a
4 (102) 0.70 0.65 0.59 0.84 0.70 0.55 0.63 0.61 0.58 0.69 0.51 0.31 0.84 0.70 0.55 n/a n/a n/a
4-5/8 (117) 0.73 0.67 0.60 0.93 0.76 0.58 0.65 0.62 0.59 0.85 0.64 0.38 0.93 0.76 0.58 0.77 n/a n/a
5 (127) 0.75 0.69 0.61 0.99 0.80 0.60 0.66 0.63 0.60 0.96 0.72 0.43 0.99 0.80 0.60 0.81 n/a n/a
5-3/4 (146) 0.78 0.71 0.63 1.00 0.88 0.64 0.69 0.65 0.61 1.00 0.89 0.53 1.00 0.88 0.64 0.86 0.78 n/a
6 (152) 0.80 0.72 0.63 0.91 0.66 0.69 0.66 0.61 0.95 0.57 0.91 0.66 0.88 0.80 n/a
7 (178) 0.85 0.76 0.66 1.00 0.72 0.73 0.69 0.63 1.00 0.72 1.00 0.72 0.95 0.87 n/a
8 (203) 0.90 0.80 0.68 0.78 0.76 0.71 0.65 0.87 0.78 1.00 0.93 n/a
8-3/4 (222) 0.93 0.82 0.69 0.83 0.78 0.73 0.67 1.00 0.83 0.97 0.82
9 (229) 0.94 0.83 0.70 0.85 0.79 0.74 0.67 0.85 0.98 0.83
10 (254) 0.99 0.87 0.72 0.91 0.82 0.77 0.69 0.91 1.00 0.87
11 (279) 1.00 0.91 0.74 0.98 0.86 0.79 0.71 0.98 0.92
12 (305) 0.94 0.77 1.00 0.89 0.82 0.73 1.00 0.96
14 (356) 1.00 0.81 0.95 0.87 0.77 1.00
16 (406) 0.86 1.00 0.93 0.80
18 (457) 0.90 0.98 0.84
24 (610) 1.00 1.00 0.96
30 (762) 1.00
36 (914)
>48 (1219)
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use
Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 13
HIT-RE 100 adhesive anchoring system
2-1/2 0.59 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.12 0.09 0.05 0.23 0.18 0.11 n/a n/a n/a
3 (76) 0.61 0.58 0.55 0.35 0.26 0.15 0.55 0.54 0.53 0.15 0.12 0.07 0.31 0.23 0.14 n/a n/a n/a
4 (102) 0.65 0.61 0.57 0.41 0.30 0.18 0.56 0.55 0.54 0.24 0.18 0.11 0.41 0.30 0.18 n/a n/a n/a
5 (127) 0.69 0.64 0.58 0.48 0.35 0.21 0.58 0.57 0.55 0.33 0.25 0.15 0.48 0.35 0.21 n/a n/a n/a
5-3/4 (146) 0.71 0.66 0.60 0.54 0.40 0.23 0.59 0.58 0.55 0.41 0.31 0.18 0.54 0.40 0.23 0.61 n/a n/a
6 (152) 0.72 0.67 0.60 0.57 0.42 0.24 0.60 0.58 0.56 0.43 0.33 0.20 0.57 0.42 0.24 0.62 n/a n/a
7 (178) 0.76 0.69 0.62 0.66 0.48 0.28 0.61 0.59 0.57 0.55 0.41 0.25 0.66 0.48 0.28 0.67 n/a n/a
7-1/4 (184) 0.77 0.70 0.62 0.68 0.50 0.29 0.62 0.60 0.57 0.58 0.43 0.26 0.68 0.50 0.29 0.68 0.62 n/a
8 (203) 0.80 0.72 0.63 0.75 0.55 0.32 0.63 0.61 0.57 0.67 0.50 0.30 0.75 0.55 0.32 0.71 0.65 n/a
9 (229) 0.83 0.75 0.65 0.85 0.62 0.36 0.64 0.62 0.58 0.80 0.60 0.36 0.85 0.62 0.36 0.76 0.69 n/a
10 (254) 0.87 0.78 0.67 0.94 0.69 0.40 0.66 0.63 0.59 0.94 0.70 0.42 0.94 0.69 0.40 0.80 0.73 n/a
11-1/4 (286) 0.92 0.81 0.69 1.00 0.78 0.46 0.68 0.65 0.61 1.00 0.84 0.50 1.00 0.78 0.46 0.85 0.77 0.65
12 (305) 0.94 0.83 0.70 0.83 0.49 0.69 0.66 0.61 0.92 0.55 0.83 0.49 0.87 0.79 0.67
14 (356) 1.00 0.89 0.73 0.97 0.57 0.72 0.68 0.63 1.00 0.70 0.97 0.57 0.94 0.86 0.72
16 (406) 0.94 0.77 1.00 0.65 0.76 0.71 0.65 0.85 1.00 0.65 1.00 0.92 0.77
18 (457) 1.00 0.80 0.73 0.79 0.74 0.67 1.00 0.73 0.97 0.82
20 (508) 0.83 0.81 0.82 0.76 0.69 0.81 1.00 0.87
22 (559) 0.87 0.89 0.85 0.79 0.71 0.89 0.91
24 (610) 0.90 0.97 0.88 0.82 0.72 0.97 0.95
30 (762) 1.00 1.00 0.98 0.89 0.78 1.00 1.00
36 (914) 1.00 0.97 0.84
>48 (1219) 1.00 0.95
2-1/2 (64) 0.59 0.57 0.54 0.56 0.50 0.44 0.56 0.55 0.54 0.22 0.17 0.10 0.44 0.33 0.20 n/a n/a n/a
3 (76) 0.61 0.58 0.55 0.60 0.53 0.46 0.57 0.56 0.54 0.29 0.22 0.13 0.58 0.43 0.26 n/a n/a n/a
4 (102) 0.65 0.61 0.57 0.70 0.60 0.49 0.60 0.58 0.56 0.45 0.33 0.20 0.70 0.60 0.40 n/a n/a n/a
5 (127) 0.69 0.64 0.58 0.80 0.67 0.53 0.62 0.60 0.57 0.62 0.47 0.28 0.80 0.67 0.53 n/a n/a n/a
5-3/4 (146) 0.71 0.66 0.60 0.88 0.73 0.56 0.64 0.62 0.58 0.77 0.58 0.35 0.88 0.73 0.56 0.75 n/a n/a
6 (152) 0.72 0.67 0.60 0.91 0.75 0.57 0.65 0.62 0.59 0.82 0.61 0.37 0.91 0.75 0.57 0.76 n/a n/a
7 (178) 0.76 0.69 0.62 1.00 0.83 0.62 0.67 0.64 0.60 1.00 0.77 0.46 1.00 0.83 0.62 0.83 n/a n/a
7-1/4 (184) 0.77 0.70 0.62 0.85 0.63 0.68 0.65 0.60 0.82 0.49 0.85 0.63 0.84 0.76 n/a
8 (203) 0.80 0.72 0.63 0.91 0.66 0.69 0.66 0.61 0.95 0.57 0.91 0.66 0.88 0.80 n/a
9 (229) 0.83 0.75 0.65 1.00 0.70 0.72 0.68 0.63 1.00 0.68 1.00 0.70 0.94 0.85 n/a
10 (254) 0.87 0.78 0.67 0.75 0.74 0.70 0.64 0.79 0.75 0.99 0.90 n/a
11-1/4 (286) 0.92 0.81 0.69 0.81 0.77 0.73 0.66 0.95 0.81 1.00 0.95 0.80
12 (305) 0.94 0.83 0.70 0.85 0.79 0.74 0.67 1.00 0.85 0.98 0.83
14 (356) 1.00 0.89 0.73 0.95 0.84 0.78 0.70 0.95 1.00 0.89
16 (406) 0.94 0.77 1.00 0.89 0.82 0.73 1.00 0.96
18 (457) 1.00 0.80 0.94 0.86 0.76 1.00
20 (508) 0.83 0.99 0.90 0.79
22 (559) 0.87 1.00 0.94 0.81
24 (610) 0.90 0.98 0.84
30 (762) 1.00 1.00 0.93
36 (914) 1.00
>48 (1219)
14 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Embedment hef 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2
in (mm) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318)
1-3/4 (44) n/a n/a n/a 0.25 0.19 0.11 n/a n/a n/a 0.05 0.04 0.02 0.10 0.08 0.05 n/a n/a n/a
(79) 0.57
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
3-1/8 0.59 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.12 0.09 0.05 0.24 0.18 0.11 n/a n/a n/a
4 (102) 0.62 0.59 0.55 0.36 0.27 0.16 0.55 0.54 0.53 0.18 0.13 0.08 0.35 0.26 0.16 n/a n/a n/a
5 (127) 0.65 0.61 0.57 0.42 0.31 0.18 0.57 0.55 0.54 0.25 0.19 0.11 0.42 0.31 0.18 n/a n/a n/a
6 (152) 0.68 0.63 0.58 0.47 0.35 0.20 0.58 0.56 0.55 0.32 0.24 0.15 0.47 0.35 0.20 n/a n/a n/a
7 (178) 0.71 0.66 0.59 0.53 0.39 0.23 0.59 0.58 0.55 0.41 0.31 0.18 0.53 0.39 0.23 n/a n/a n/a
7-1/8 (181) 0.71 0.66 0.60 0.54 0.40 0.23 0.59 0.58 0.55 0.42 0.31 0.19 0.54 0.40 0.23 0.61 n/a n/a
8 (203) 0.74 0.68 0.61 0.61 0.45 0.26 0.60 0.59 0.56 0.50 0.37 0.22 0.61 0.45 0.26 0.65 n/a n/a
9 (229) 0.77 0.70 0.62 0.69 0.51 0.30 0.62 0.60 0.57 0.60 0.45 0.27 0.69 0.51 0.30 0.69 0.62 n/a
10 (254) 0.80 0.72 0.63 0.76 0.56 0.33 0.63 0.61 0.58 0.70 0.52 0.31 0.76 0.56 0.33 0.72 0.66 n/a
11 (279) 0.83 0.74 0.65 0.84 0.62 0.36 0.64 0.62 0.58 0.81 0.60 0.36 0.84 0.62 0.36 0.76 0.69 n/a
12 (305) 0.86 0.77 0.66 0.92 0.67 0.39 0.66 0.63 0.59 0.92 0.69 0.41 0.92 0.67 0.39 0.79 0.72 n/a
14 (356) 0.91 0.81 0.69 1.00 0.79 0.46 0.68 0.65 0.61 1.00 0.87 0.52 1.00 0.79 0.46 0.86 0.78 0.66
16 (406) 0.97 0.86 0.71 0.90 0.53 0.71 0.67 0.62 1.00 0.64 0.90 0.53 0.92 0.83 0.70
18 (457) 1.00 0.90 0.74 1.00 0.59 0.74 0.69 0.64 0.76 1.00 0.59 0.97 0.88 0.74
20 (508) 0.94 0.77 0.66 0.76 0.72 0.65 0.89 0.66 1.00 0.93 0.78
22 (559) 0.99 0.79 0.72 0.79 0.74 0.67 1.00 0.72 0.98 0.82
24 (610) 1.00 0.82 0.79 0.81 0.76 0.68 0.79 1.00 0.86
26 (660) 0.85 0.85 0.84 0.78 0.70 0.85 0.90
28 (711) 0.87 0.92 0.87 0.80 0.72 0.92 0.93
30 (762) 0.90 0.99 0.89 0.82 0.73 0.99 0.96
36 (914) 0.98 1.00 0.97 0.89 0.78 1.00 1.00
>48 (1219) 1.00 1.00 1.00 0.87
Embedment hef 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2
in (mm) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318)
1-3/4 (44) n/a n/a n/a 0.46 0.43 0.40 n/a n/a n/a 0.09 0.07 0.04 0.18 0.14 0.08 n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
3-1/8 (79) 0.59 0.57 0.54 0.56 0.50 0.44 0.56 0.55 0.54 0.22 0.17 0.10 0.44 0.33 0.20 n/a n/a n/a
4 (102) 0.62 0.59 0.55 0.62 0.55 0.46 0.58 0.56 0.55 0.32 0.24 0.14 0.62 0.48 0.29 n/a n/a n/a
5 (127) 0.65 0.61 0.57 0.70 0.60 0.49 0.60 0.58 0.56 0.45 0.33 0.20 0.70 0.60 0.40 n/a n/a n/a
6 (152) 0.68 0.63 0.58 0.78 0.66 0.53 0.62 0.60 0.57 0.59 0.44 0.26 0.78 0.66 0.53 n/a n/a n/a
7 (178) 0.71 0.66 0.59 0.87 0.72 0.56 0.64 0.61 0.58 0.74 0.55 0.33 0.87 0.72 0.56 n/a n/a n/a
7-1/8 (181) 0.71 0.66 0.60 0.88 0.73 0.56 0.64 0.61 0.58 0.76 0.57 0.34 0.88 0.73 0.56 0.74 n/a n/a
8 (203) 0.74 0.68 0.61 0.96 0.78 0.59 0.66 0.63 0.59 0.90 0.68 0.41 0.96 0.78 0.59 0.79 n/a n/a
9 (229) 0.77 0.70 0.62 1.00 0.85 0.62 0.68 0.64 0.60 1.00 0.81 0.48 1.00 0.85 0.62 0.84 0.76 n/a
10 (254) 0.80 0.72 0.63 0.91 0.66 0.69 0.66 0.61 0.95 0.57 0.91 0.66 0.88 0.80 n/a
11 (279) 0.83 0.74 0.65 0.98 0.69 0.71 0.68 0.63 1.00 0.65 0.98 0.69 0.93 0.84 n/a
12 (305) 0.86 0.77 0.66 1.00 0.73 0.73 0.69 0.64 0.75 1.00 0.73 0.97 0.88 n/a
14 (356) 0.91 0.81 0.69 0.81 0.77 0.72 0.66 0.94 0.81 1.00 0.95 0.80
16 (406) 0.97 0.86 0.71 0.89 0.81 0.76 0.68 1.00 0.89 1.00 0.86
18 (457) 1.00 0.90 0.74 0.97 0.85 0.79 0.71 0.97 0.91
20 (508) 0.94 0.77 1.00 0.89 0.82 0.73 1.00 0.96
22 (559) 0.99 0.79 0.93 0.85 0.75 1.00
24 (610) 1.00 0.82 0.97 0.89 0.77
26 (660) 0.85 1.00 0.92 0.80
28 (711) 0.87 0.95 0.82
30 (762) 0.90 0.98 0.84
36 (914) 0.98 1.00 0.91
>48 (1219) 1.00 1.00
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 15
HIT-RE 100 adhesive anchoring system
3-3/4 (95) 0.59 0.54 0.32 0.23 0.14 0.54 0.53 0.52 0.12 0.09 0.25 0.19 0.11 n/a n/a n/a
4 (102) 0.60 0.57 0.54 0.33 0.24 0.14 0.54 0.54 0.53 0.14 0.10 0.06 0.27 0.20 0.12 n/a n/a n/a
5 (127) 0.62 0.59 0.56 0.37 0.27 0.16 0.56 0.55 0.53 0.19 0.14 0.09 0.37 0.27 0.16 n/a n/a n/a
6 (152) 0.65 0.61 0.57 0.42 0.31 0.18 0.57 0.55 0.54 0.25 0.19 0.11 0.42 0.31 0.18 n/a n/a n/a
7 (178) 0.67 0.63 0.58 0.47 0.34 0.20 0.58 0.56 0.55 0.32 0.24 0.14 0.47 0.34 0.20 n/a n/a n/a
8 (203) 0.70 0.65 0.59 0.52 0.38 0.22 0.59 0.57 0.55 0.39 0.29 0.17 0.52 0.38 0.22 n/a n/a n/a
8-1/2 (216) 0.71 0.66 0.59 0.55 0.40 0.24 0.59 0.58 0.56 0.42 0.32 0.19 0.55 0.40 0.24 0.61 n/a n/a
9 (229) 0.72 0.67 0.60 0.58 0.43 0.25 0.60 0.58 0.56 0.46 0.34 0.21 0.58 0.43 0.25 0.63 n/a n/a
10 (254) 0.75 0.69 0.61 0.64 0.47 0.28 0.61 0.59 0.56 0.54 0.40 0.24 0.64 0.47 0.28 0.66 n/a n/a
10-3/4 (273) 0.77 0.70 0.62 0.69 0.51 0.30 0.62 0.60 0.57 0.60 0.45 0.27 0.69 0.51 0.30 0.69 0.63 n/a
12 (305) 0.80 0.72 0.63 0.77 0.57 0.33 0.63 0.61 0.58 0.71 0.53 0.32 0.77 0.57 0.33 0.73 0.66 n/a
14 (356) 0.85 0.76 0.66 0.90 0.66 0.39 0.65 0.63 0.59 0.89 0.67 0.40 0.90 0.66 0.39 0.79 0.71 n/a
16 (406) 0.90 0.80 0.68 1.00 0.76 0.44 0.68 0.65 0.60 1.00 0.82 0.49 1.00 0.76 0.44 0.84 0.76 n/a
16-3/4 (425) 0.91 0.81 0.69 0.79 0.46 0.68 0.65 0.61 0.87 0.52 0.79 0.46 0.86 0.78 0.66
18 (457) 0.94 0.83 0.70 0.85 0.50 0.70 0.66 0.62 0.97 0.58 0.85 0.50 0.89 0.81 0.68
20 (508) 0.99 0.87 0.72 0.95 0.55 0.72 0.68 0.63 1.00 0.68 0.95 0.55 0.94 0.85 0.72
22 (559) 1.00 0.91 0.74 1.00 0.61 0.74 0.70 0.64 0.79 1.00 0.61 0.99 0.89 0.75
24 (610) 0.94 0.77 0.67 0.76 0.72 0.66 0.90 0.67 1.00 0.93 0.79
26 (660) 0.98 0.79 0.72 0.79 0.74 0.67 1.00 0.72 0.97 0.82
28 (711) 1.00 0.81 0.78 0.81 0.75 0.68 0.78 1.00 0.85
30 (762) 0.83 0.83 0.83 0.77 0.69 0.83 0.88
36 (914) 0.90 1.00 0.90 0.83 0.73 1.00 0.97
>48 (1219) 1.00 1.00 0.94 0.81 1.00
4 (102) 0.60 0.57 0.54 0.57 0.51 0.44 0.56 0.55 0.54 0.24 0.18 0.11 0.48 0.36 0.21 n/a n/a n/a
5 (127) 0.62 0.59 0.56 0.63 0.56 0.47 0.58 0.57 0.55 0.33 0.25 0.15 0.63 0.50 0.30 n/a n/a n/a
6 (152) 0.65 0.61 0.57 0.70 0.60 0.49 0.60 0.58 0.56 0.44 0.33 0.20 0.70 0.60 0.39 n/a n/a n/a
7 (178) 0.67 0.63 0.58 0.77 0.65 0.52 0.61 0.59 0.57 0.55 0.41 0.25 0.77 0.65 0.50 n/a n/a n/a
8 (203) 0.70 0.65 0.59 0.84 0.70 0.55 0.63 0.61 0.58 0.67 0.50 0.30 0.84 0.70 0.55 n/a n/a n/a
8-1/2 (216) 0.71 0.66 0.59 0.88 0.72 0.56 0.64 0.61 0.58 0.74 0.55 0.33 0.88 0.72 0.56 0.74 n/a n/a
9 (229) 0.72 0.67 0.60 0.91 0.75 0.57 0.64 0.62 0.58 0.80 0.60 0.36 0.91 0.75 0.57 0.76 n/a n/a
10 (254) 0.75 0.69 0.61 0.99 0.80 0.60 0.66 0.63 0.59 0.94 0.70 0.42 0.99 0.80 0.60 0.80 n/a n/a
10-3/4 (273) 0.77 0.70 0.62 1.00 0.84 0.62 0.67 0.64 0.60 1.00 0.79 0.47 1.00 0.84 0.62 0.83 0.75 n/a
12 (305) 0.80 0.72 0.63 0.91 0.66 0.69 0.66 0.61 1.00 0.93 0.56 0.91 0.66 0.88 0.80 n/a
14 (356) 0.85 0.76 0.66 1.00 0.72 0.72 0.68 0.63 1.00 0.70 1.00 0.72 0.95 0.86 n/a
16 (406) 0.90 0.80 0.68 0.78 0.76 0.71 0.65 0.86 0.78 1.00 0.92 n/a
16-3/4 (425) 0.91 0.81 0.69 0.81 0.77 0.72 0.66 0.92 0.81 0.94 0.79
18 (457) 0.94 0.83 0.70 0.85 0.79 0.74 0.67 1.00 0.85 0.97 0.82
20 (508) 0.99 0.87 0.72 0.91 0.82 0.76 0.69 0.91 1.00 0.87
22 (559) 1.00 0.91 0.74 0.98 0.85 0.79 0.71 0.98 0.91
24 (610) 0.94 0.77 1.00 0.88 0.82 0.73 1.00 0.95
26 (660) 0.98 0.79 0.92 0.84 0.74 0.99
28 (711) 1.00 0.81 0.95 0.87 0.76 1.00
30 (762) 0.83 0.98 0.90 0.78
36 (914) 0.90 1.00 0.98 0.84
>48 (1219) 1.00 1.00 0.95
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use
Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
16 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Embedment hef 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2
in (mm) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445)
1-3/4 (44) n/a n/a n/a 0.23 0.17 0.10 n/a n/a n/a 0.03 0.02 0.01 0.06 0.04 0.03 n/a n/a n/a
0.57
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
4-3/8 (111) 0.59 0.54 0.32 0.24 0.14 0.54 0.53 0.52 0.12 0.09 0.05 0.24 0.18 0.11 n/a n/a n/a
5 (127) 0.61 0.58 0.55 0.34 0.25 0.15 0.55 0.54 0.53 0.14 0.11 0.07 0.29 0.22 0.13 n/a n/a n/a
6 (152) 0.63 0.60 0.56 0.38 0.28 0.16 0.56 0.55 0.53 0.19 0.14 0.09 0.38 0.28 0.16 n/a n/a n/a
7 (178) 0.65 0.61 0.57 0.42 0.31 0.18 0.56 0.55 0.54 0.24 0.18 0.11 0.42 0.31 0.18 n/a n/a n/a
8 (203) 0.67 0.63 0.58 0.46 0.34 0.20 0.57 0.56 0.54 0.29 0.22 0.13 0.46 0.34 0.20 n/a n/a n/a
9 (229) 0.69 0.64 0.59 0.51 0.37 0.22 0.58 0.57 0.55 0.35 0.26 0.16 0.51 0.37 0.22 n/a n/a n/a
9-7/8 (251) 0.71 0.66 0.59 0.55 0.41 0.24 0.59 0.57 0.55 0.40 0.30 0.18 0.55 0.41 0.24 0.60 n/a n/a
10 (254) 0.71 0.66 0.60 0.56 0.41 0.24 0.59 0.58 0.55 0.41 0.31 0.18 0.56 0.41 0.24 0.61 n/a n/a
11 (279) 0.73 0.67 0.60 0.61 0.45 0.26 0.60 0.58 0.56 0.47 0.35 0.21 0.61 0.45 0.26 0.64 n/a n/a
12 (305) 0.75 0.69 0.61 0.67 0.49 0.29 0.61 0.59 0.56 0.54 0.40 0.24 0.67 0.49 0.29 0.66 n/a n/a
12-1/2 (318) 0.76 0.70 0.62 0.70 0.51 0.30 0.61 0.59 0.57 0.57 0.43 0.26 0.70 0.51 0.30 0.68 0.62 n/a
14 (356) 0.80 0.72 0.63 0.78 0.58 0.34 0.63 0.61 0.58 0.68 0.51 0.31 0.78 0.58 0.34 0.72 0.65 n/a
16 (406) 0.84 0.75 0.65 0.89 0.66 0.39 0.65 0.62 0.59 0.83 0.62 0.37 0.89 0.66 0.39 0.77 0.70 n/a
18 (457) 0.88 0.79 0.67 1.00 0.74 0.43 0.67 0.64 0.60 0.99 0.74 0.44 1.00 0.74 0.43 0.81 0.74 n/a
19-1/2 (495) 0.91 0.81 0.69 0.80 0.47 0.68 0.65 0.61 1.00 0.84 0.50 0.80 0.47 0.85 0.77 0.65
20 (508) 0.92 0.82 0.69 0.82 0.48 0.68 0.65 0.61 0.87 0.52 0.82 0.48 0.86 0.78 0.66
22 (559) 0.97 0.85 0.71 0.90 0.53 0.70 0.67 0.62 1.00 0.60 0.90 0.53 0.90 0.82 0.69
24 (610) 1.00 0.88 0.73 0.99 0.58 0.72 0.68 0.63 0.68 0.99 0.58 0.94 0.85 0.72
26 (660) 0.91 0.75 1.00 0.63 0.74 0.70 0.64 0.77 1.00 0.63 0.98 0.89 0.75
28 (711) 0.94 0.77 0.67 0.76 0.71 0.65 0.86 0.67 1.00 0.92 0.78
30 (762) 0.98 0.79 0.72 0.78 0.73 0.66 0.96 0.72 0.95 0.80
36 (914) 1.00 0.84 0.87 0.83 0.77 0.69 1.00 0.87 1.00 0.88
>48 (1219) 0.96 1.00 0.94 0.86 0.76 1.00 1.00
Embedment hef 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2
in (mm) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445)
1-3/4 (44) n/a n/a n/a 0.43 0.41 0.38 n/a n/a n/a 0.05 0.04 0.02 0.10 0.08 0.05 n/a n/a n/a
0.57 0.56 0.56
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
4-3/8 (111) 0.59 0.54 0.50 0.44 0.55 0.53 0.20 0.15 0.09 0.40 0.30 0.18 n/a n/a n/a
5 (127) 0.61 0.58 0.55 0.59 0.52 0.45 0.57 0.55 0.54 0.24 0.18 0.11 0.49 0.37 0.22 n/a n/a n/a
6 (152) 0.63 0.60 0.56 0.64 0.56 0.47 0.58 0.56 0.55 0.32 0.24 0.14 0.64 0.48 0.29 n/a n/a n/a
7 (178) 0.65 0.61 0.57 0.70 0.60 0.49 0.59 0.58 0.55 0.40 0.30 0.18 0.70 0.60 0.36 n/a n/a n/a
8 (203) 0.67 0.63 0.58 0.76 0.64 0.52 0.60 0.59 0.56 0.49 0.37 0.22 0.76 0.64 0.44 n/a n/a n/a
9 (229) 0.69 0.64 0.59 0.82 0.68 0.54 0.62 0.60 0.57 0.59 0.44 0.27 0.82 0.68 0.53 n/a n/a n/a
9-7/8 (251) 0.71 0.66 0.59 0.87 0.72 0.56 0.63 0.61 0.58 0.68 0.51 0.30 0.87 0.72 0.56 0.72 n/a n/a
10 (254) 0.71 0.66 0.60 0.88 0.73 0.56 0.63 0.61 0.58 0.69 0.52 0.31 0.88 0.73 0.56 0.72 n/a n/a
11 (279) 0.73 0.67 0.60 0.95 0.77 0.59 0.64 0.62 0.58 0.80 0.60 0.36 0.95 0.77 0.59 0.76 n/a n/a
12 (305) 0.75 0.69 0.61 1.00 0.82 0.61 0.66 0.63 0.59 0.91 0.68 0.41 1.00 0.82 0.61 0.79 n/a n/a
12-1/2 (318) 0.76 0.70 0.62 0.84 0.62 0.66 0.63 0.60 0.97 0.72 0.43 0.84 0.62 0.81 0.73 n/a
14 (356) 0.80 0.72 0.63 0.91 0.66 0.68 0.65 0.61 1.00 0.86 0.51 0.91 0.66 0.85 0.78 n/a
16 (406) 0.84 0.75 0.65 1.00 0.71 0.71 0.67 0.62 1.00 0.63 1.00 0.71 0.91 0.83 n/a
18 (457) 0.88 0.79 0.67 0.76 0.73 0.69 0.64 0.75 0.76 0.97 0.88 n/a
19-1/2 (495) 0.91 0.81 0.69 0.80 0.75 0.71 0.65 0.85 0.80 1.00 0.92 0.77
20 (508) 0.92 0.82 0.69 0.82 0.76 0.71 0.65 0.88 0.82 0.93 0.78
22 (559) 0.97 0.85 0.71 0.87 0.79 0.74 0.67 1.00 0.87 0.97 0.82
24 (610) 1.00 0.88 0.73 0.93 0.81 0.76 0.68 0.93 1.00 0.86
26 (660) 0.91 0.75 0.99 0.84 0.78 0.70 0.99 0.89
28 (711) 0.94 0.77 1.00 0.86 0.80 0.71 1.00 0.93
30 (762) 0.98 0.79 0.89 0.82 0.73 0.96
36 (914) 1.00 0.84 0.97 0.89 0.78 1.00
>48 (1219) 0.96 1.00 1.00 0.87
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use
Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 17
HIT-RE 100 adhesive anchoring system
Embedment hef 9 12 20 9 12 20 9 12 20 9 12 20 9 12 20 9 12 20
in (mm) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508)
1-3/4 (44) n/a n/a n/a 0.23 0.17 0.10 n/a n/a n/a 0.02 0.02 0.01 0.05 0.04 0.02 n/a n/a n/a
(127) 0.57 0.17
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
5 0.59 0.54 0.32 0.24 0.14 0.54 0.53 0.52 0.11 0.09 0.05 0.23 0.10 n/a n/a n/a
6 (152) 0.61 0.58 0.55 0.35 0.26 0.15 0.55 0.54 0.53 0.15 0.11 0.07 0.30 0.22 0.13 n/a n/a n/a
7 (178) 0.63 0.60 0.56 0.39 0.29 0.17 0.55 0.55 0.53 0.19 0.14 0.09 0.38 0.28 0.17 n/a n/a n/a
8 (203) 0.65 0.61 0.57 0.42 0.31 0.18 0.56 0.55 0.54 0.23 0.17 0.10 0.42 0.31 0.18 n/a n/a n/a
9 (229) 0.67 0.63 0.58 0.46 0.34 0.20 0.57 0.56 0.54 0.28 0.21 0.12 0.46 0.34 0.20 n/a n/a n/a
10 (254) 0.69 0.64 0.58 0.50 0.37 0.21 0.58 0.56 0.55 0.32 0.24 0.15 0.50 0.37 0.21 n/a n/a n/a
11 (279) 0.70 0.65 0.59 0.54 0.40 0.23 0.59 0.57 0.55 0.37 0.28 0.17 0.54 0.40 0.23 n/a n/a n/a
11-1/4 (286) 0.71 0.66 0.59 0.56 0.41 0.24 0.59 0.57 0.55 0.38 0.29 0.17 0.56 0.41 0.24 0.59 n/a n/a
12 (305) 0.72 0.67 0.60 0.59 0.44 0.26 0.59 0.58 0.56 0.42 0.32 0.19 0.59 0.44 0.26 0.61 n/a n/a
13 (330) 0.74 0.68 0.61 0.64 0.47 0.28 0.60 0.58 0.56 0.48 0.36 0.22 0.64 0.47 0.28 0.64 n/a n/a
14 (356) 0.76 0.69 0.62 0.69 0.51 0.30 0.61 0.59 0.56 0.53 0.40 0.24 0.69 0.51 0.30 0.66 n/a n/a
14-1/4 (362) 0.76 0.70 0.62 0.70 0.52 0.30 0.61 0.59 0.57 0.55 0.41 0.25 0.70 0.52 0.30 0.67 0.61 n/a
16 (406) 0.80 0.72 0.63 0.79 0.58 0.34 0.63 0.60 0.57 0.65 0.49 0.29 0.79 0.58 0.34 0.71 0.64 n/a
18 (457) 0.83 0.75 0.65 0.89 0.65 0.38 0.64 0.62 0.58 0.78 0.58 0.35 0.89 0.65 0.38 0.75 0.68 n/a
20 (508) 0.87 0.78 0.67 0.99 0.73 0.43 0.66 0.63 0.59 0.91 0.68 0.41 0.99 0.73 0.43 0.79 0.72 n/a
22 (559) 0.91 0.81 0.68 1.00 0.80 0.47 0.67 0.64 0.60 1.00 0.79 0.47 1.00 0.80 0.47 0.83 0.75 n/a
22-1/4 (565) 0.91 0.81 0.69 0.81 0.47 0.67 0.64 0.60 0.80 0.48 0.81 0.47 0.84 0.76 0.64
24 (610) 0.94 0.83 0.70 0.87 0.51 0.69 0.66 0.61 0.90 0.54 0.87 0.51 0.87 0.79 0.66
26 (660) 0.98 0.86 0.72 0.94 0.55 0.70 0.67 0.62 1.00 0.61 0.94 0.55 0.90 0.82 0.69
28 (711) 1.00 0.89 0.73 1.00 0.60 0.72 0.68 0.63 0.68 1.00 0.60 0.94 0.85 0.72
30 (762) 0.92 0.75 0.64 0.74 0.69 0.64 0.75 0.64 0.97 0.88 0.74
36 (914) 1.00 0.80 0.77 0.78 0.73 0.67 0.99 0.77 1.00 0.97 0.81
>48 (1219) 0.90 1.00 0.88 0.81 0.72 1.00 1.00 1.00 0.94
Embedment hef 9 12 20 9 12 20 9 12 20 9 12 20 9 12 20 9 12 20
in (mm) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508)
1-3/4 (44) n/a n/a n/a 0.42 0.40 0.38 n/a n/a n/a 0.04 0.03 0.02 0.08 0.06 0.04 n/a n/a n/a
(127) 0.57 0.56 0.56
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
5 0.59 0.54 0.50 0.44 0.55 0.53 0.20 0.15 0.09 0.39 0.30 0.18 n/a n/a n/a
6 (152) 0.61 0.58 0.55 0.60 0.53 0.46 0.57 0.56 0.54 0.26 0.19 0.12 0.52 0.39 0.23 n/a n/a n/a
7 (178) 0.63 0.60 0.56 0.65 0.57 0.47 0.58 0.57 0.55 0.33 0.24 0.15 0.65 0.49 0.29 n/a n/a n/a
8 (203) 0.65 0.61 0.57 0.70 0.60 0.49 0.59 0.57 0.55 0.40 0.30 0.18 0.70 0.60 0.36 n/a n/a n/a
9 (229) 0.67 0.63 0.58 0.75 0.64 0.51 0.60 0.58 0.56 0.48 0.36 0.21 0.75 0.64 0.43 n/a n/a n/a
10 (254) 0.69 0.64 0.58 0.80 0.67 0.53 0.61 0.59 0.57 0.56 0.42 0.25 0.80 0.67 0.50 n/a n/a n/a
11 (279) 0.70 0.65 0.59 0.86 0.71 0.55 0.62 0.60 0.57 0.64 0.48 0.29 0.86 0.71 0.55 n/a n/a n/a
11-1/4 (286) 0.71 0.66 0.59 0.87 0.72 0.56 0.63 0.60 0.57 0.66 0.50 0.30 0.87 0.72 0.56 0.71 n/a n/a
12 (305) 0.72 0.67 0.60 0.91 0.75 0.57 0.64 0.61 0.58 0.73 0.55 0.33 0.91 0.75 0.57 0.74 n/a n/a
13 (330) 0.74 0.68 0.61 0.97 0.79 0.59 0.65 0.62 0.59 0.83 0.62 0.37 0.97 0.79 0.59 0.77 n/a n/a
14 (356) 0.76 0.69 0.62 1.00 0.83 0.62 0.66 0.63 0.59 0.92 0.69 0.42 1.00 0.83 0.62 0.79 n/a n/a
14-1/4 (362) 0.76 0.70 0.62 0.84 0.62 0.66 0.63 0.59 0.95 0.71 0.43 0.84 0.62 0.80 0.73 n/a
16 (406) 0.80 0.72 0.63 0.91 0.66 0.68 0.65 0.61 1.00 0.85 0.51 0.91 0.66 0.85 0.77 n/a
18 (457) 0.83 0.75 0.65 1.00 0.70 0.70 0.67 0.62 1.00 0.61 1.00 0.70 0.90 0.82 n/a
20 (508) 0.87 0.78 0.67 0.75 0.73 0.69 0.63 0.71 0.75 0.95 0.86 n/a
22 (559) 0.91 0.81 0.68 0.80 0.75 0.70 0.65 0.82 0.80 1.00 0.91 n/a
22-1/4 (565) 0.91 0.81 0.69 0.80 0.75 0.71 0.65 0.83 0.80 0.91 0.77
24 (610) 0.94 0.83 0.70 0.85 0.77 0.72 0.66 0.93 0.85 0.95 0.80
26 (660) 0.98 0.86 0.72 0.90 0.79 0.74 0.67 1.00 0.90 0.98 0.83
28 (711) 1.00 0.89 0.73 0.95 0.82 0.76 0.69 0.95 1.00 0.86
30 (762) 0.92 0.75 1.00 0.84 0.78 0.70 1.00 0.89
36 (914) 1.00 0.80 0.91 0.84 0.74 0.98
>48 (1219) 0.90 1.00 0.95 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 ACI 318-14 Chapter 17.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
18 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Embedment hef 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2
in (mm) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572)
1-3/4 (44) n/a n/a n/a 0.22 0.16 0.10 n/a n/a n/a 0.02 0.01 0.01 0.04 0.03 0.02 n/a n/a n/a
0.57 0.16
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
5-5/8 (143) 0.59 0.54 0.32 0.24 0.14 0.54 0.53 0.52 0.11 0.08 0.05 0.22 0.10 n/a n/a n/a
6 (152) 0.60 0.57 0.54 0.34 0.25 0.14 0.54 0.53 0.52 0.12 0.09 0.05 0.24 0.18 0.11 n/a n/a n/a
7 (178) 0.62 0.59 0.55 0.37 0.27 0.16 0.55 0.54 0.53 0.15 0.11 0.07 0.31 0.23 0.14 n/a n/a n/a
8 (203) 0.63 0.60 0.56 0.40 0.29 0.17 0.55 0.54 0.53 0.19 0.14 0.08 0.37 0.28 0.17 n/a n/a n/a
9 (229) 0.65 0.61 0.57 0.43 0.31 0.18 0.56 0.55 0.54 0.22 0.17 0.10 0.43 0.31 0.18 n/a n/a n/a
10 (254) 0.66 0.62 0.57 0.46 0.34 0.20 0.57 0.56 0.54 0.26 0.20 0.12 0.46 0.34 0.20 n/a n/a n/a
11 (279) 0.68 0.64 0.58 0.50 0.36 0.21 0.57 0.56 0.54 0.30 0.23 0.14 0.50 0.36 0.21 n/a n/a n/a
12 (305) 0.70 0.65 0.59 0.54 0.39 0.23 0.58 0.57 0.55 0.34 0.26 0.15 0.54 0.39 0.23 n/a n/a n/a
12-7/8 (327) 0.71 0.66 0.60 0.57 0.42 0.25 0.59 0.57 0.55 0.38 0.29 0.17 0.57 0.42 0.25 0.59 n/a n/a
13 (330) 0.71 0.66 0.60 0.58 0.43 0.25 0.59 0.57 0.55 0.39 0.29 0.17 0.58 0.43 0.25 0.59 n/a n/a
14 (356) 0.73 0.67 0.60 0.62 0.46 0.27 0.60 0.58 0.56 0.43 0.32 0.19 0.62 0.46 0.27 0.62 n/a n/a
16 (406) 0.76 0.70 0.62 0.71 0.52 0.31 0.61 0.59 0.56 0.53 0.40 0.24 0.71 0.52 0.31 0.66 n/a n/a
16-1/4 (413) 0.77 0.70 0.62 0.72 0.53 0.31 0.61 0.59 0.56 0.54 0.40 0.24 0.72 0.53 0.31 0.66 0.60 n/a
18 (457) 0.80 0.72 0.63 0.80 0.59 0.35 0.62 0.60 0.57 0.63 0.47 0.28 0.80 0.59 0.35 0.70 0.64 n/a
20 (508) 0.83 0.75 0.65 0.89 0.66 0.38 0.64 0.61 0.58 0.74 0.55 0.33 0.89 0.66 0.38 0.74 0.67 n/a
22 (559) 0.86 0.77 0.66 0.98 0.72 0.42 0.65 0.62 0.59 0.85 0.64 0.38 0.98 0.72 0.42 0.77 0.70 n/a
24 (610) 0.90 0.80 0.68 1.00 0.79 0.46 0.66 0.63 0.60 0.97 0.73 0.44 1.00 0.79 0.46 0.81 0.73 n/a
25-1/4 (641) 0.92 0.81 0.69 0.83 0.48 0.67 0.64 0.60 1.00 0.78 0.47 0.83 0.48 0.83 0.75 0.64
26 (660) 0.93 0.82 0.69 0.85 0.50 0.68 0.65 0.60 0.82 0.49 0.85 0.50 0.84 0.76 0.64
28 (711) 0.96 0.85 0.71 0.92 0.54 0.69 0.66 0.61 0.92 0.55 0.92 0.54 0.87 0.79 0.67
30 (762) 0.99 0.87 0.72 0.98 0.58 0.70 0.67 0.62 1.00 0.61 0.98 0.58 0.90 0.82 0.69
36 (914) 1.00 0.94 0.77 1.00 0.69 0.74 0.70 0.64 0.80 1.00 0.69 0.99 0.90 0.76
>48 (1219) 1.00 0.86 0.92 0.83 0.77 0.69 1.00 0.92 1.00 1.00 0.88
Embedment hef 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2
in (mm) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572)
1-3/4 (44) n/a n/a n/a 0.41 0.39 0.38 n/a n/a n/a 0.03 0.03 0.02 0.07 0.05 0.03 n/a n/a n/a
0.57 0.56 0.56
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
5-5/8 (143) 0.59 0.54 0.50 0.44 0.55 0.53 0.20 0.15 0.09 0.39 0.29 0.18 n/a n/a n/a
6 (152) 0.60 0.57 0.54 0.57 0.51 0.44 0.56 0.55 0.54 0.22 0.16 0.10 0.43 0.32 0.19 n/a n/a n/a
7 (178) 0.62 0.59 0.55 0.61 0.54 0.46 0.57 0.56 0.54 0.27 0.20 0.12 0.54 0.41 0.24 n/a n/a n/a
8 (203) 0.63 0.60 0.56 0.65 0.57 0.48 0.58 0.57 0.55 0.33 0.25 0.15 0.65 0.50 0.30 n/a n/a n/a
9 (229) 0.65 0.61 0.57 0.70 0.60 0.49 0.59 0.57 0.55 0.40 0.30 0.18 0.70 0.59 0.36 n/a n/a n/a
10 (254) 0.66 0.62 0.57 0.74 0.63 0.51 0.60 0.58 0.56 0.46 0.35 0.21 0.74 0.63 0.42 n/a n/a n/a
11 (279) 0.68 0.64 0.58 0.79 0.67 0.53 0.61 0.59 0.56 0.54 0.40 0.24 0.79 0.67 0.48 n/a n/a n/a
12 (305) 0.70 0.65 0.59 0.84 0.70 0.55 0.62 0.60 0.57 0.61 0.46 0.27 0.84 0.70 0.55 n/a n/a n/a
12-7/8 (327) 0.71 0.66 0.60 0.88 0.73 0.56 0.63 0.61 0.58 0.68 0.51 0.31 0.88 0.73 0.56 0.72 n/a n/a
13 (330) 0.71 0.66 0.60 0.89 0.73 0.56 0.63 0.61 0.58 0.69 0.52 0.31 0.89 0.73 0.56 0.72 n/a n/a
14 (356) 0.73 0.67 0.60 0.94 0.77 0.58 0.64 0.62 0.58 0.77 0.58 0.35 0.94 0.77 0.58 0.75 n/a n/a
16 (406) 0.76 0.70 0.62 1.00 0.84 0.62 0.66 0.63 0.59 0.94 0.71 0.42 1.00 0.84 0.62 0.80 n/a n/a
16-1/4 (413) 0.77 0.70 0.62 0.85 0.63 0.66 0.63 0.60 0.96 0.72 0.43 0.85 0.63 0.81 0.73 n/a
18 (457) 0.80 0.72 0.63 0.91 0.66 0.68 0.65 0.61 1.00 0.84 0.50 0.91 0.66 0.85 0.77 n/a
20 (508) 0.83 0.75 0.65 0.99 0.70 0.70 0.67 0.62 0.99 0.59 0.99 0.70 0.89 0.81 n/a
22 (559) 0.86 0.77 0.66 1.00 0.74 0.72 0.68 0.63 1.00 0.68 1.00 0.74 0.94 0.85 n/a
24 (610) 0.90 0.80 0.68 0.78 0.74 0.70 0.64 0.78 0.78 0.98 0.89 n/a
25-1/4 (641) 0.92 0.81 0.69 0.81 0.75 0.71 0.65 0.84 0.81 1.00 0.91 0.77
26 (660) 0.93 0.82 0.69 0.82 0.76 0.71 0.65 0.88 0.82 0.93 0.78
28 (711) 0.96 0.85 0.71 0.87 0.78 0.73 0.66 0.98 0.87 0.96 0.81
30 (762) 0.99 0.87 0.72 0.91 0.80 0.75 0.68 1.00 0.91 1.00 0.84
36 (914) 1.00 0.94 0.77 1.00 0.86 0.80 0.71 1.00 0.92
>48 (1219) 1.00 0.86 1.00 0.98 0.90 0.78 1.00
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use
Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
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HIT-RE 100 adhesive anchoring system
Table 19 — Load adjustment factors for #10 rebar in uncracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Concrete Thickness
#10 ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Uncracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
6-1/4 (159) 0.59 0.57 0.54 0.32 0.24 0.14 0.54 0.53 0.52 0.11 0.08 0.05 0.22 0.16 0.10 n/a n/a n/a
7 (178) 0.60 0.58 0.55 0.34 0.25 0.15 0.54 0.53 0.52 0.13 0.09 0.06 0.26 0.19 0.11 n/a n/a n/a
8 (203) 0.62 0.59 0.55 0.37 0.27 0.16 0.55 0.54 0.53 0.16 0.12 0.07 0.31 0.23 0.14 n/a n/a n/a
9 (229) 0.63 0.60 0.56 0.40 0.29 0.17 0.55 0.54 0.53 0.19 0.14 0.08 0.38 0.28 0.17 n/a n/a n/a
10 (254) 0.65 0.61 0.57 0.43 0.32 0.18 0.56 0.55 0.54 0.22 0.16 0.10 0.43 0.32 0.18 n/a n/a n/a
11 (279) 0.66 0.62 0.57 0.46 0.34 0.20 0.57 0.55 0.54 0.25 0.19 0.11 0.46 0.34 0.20 n/a n/a n/a
12 (305) 0.68 0.63 0.58 0.49 0.36 0.21 0.57 0.56 0.54 0.29 0.21 0.13 0.49 0.36 0.21 n/a n/a n/a
13 (330) 0.69 0.64 0.59 0.53 0.39 0.23 0.58 0.56 0.55 0.33 0.24 0.14 0.53 0.39 0.23 n/a n/a n/a
14 (356) 0.71 0.66 0.59 0.57 0.42 0.24 0.59 0.57 0.55 0.36 0.27 0.16 0.57 0.42 0.24 n/a n/a n/a
14-1/4 (362) 0.71 0.66 0.60 0.58 0.42 0.25 0.59 0.57 0.55 0.37 0.27 0.16 0.58 0.42 0.25 0.59 n/a n/a
15 (381) 0.72 0.67 0.60 0.61 0.45 0.26 0.59 0.57 0.55 0.40 0.30 0.18 0.61 0.45 0.26 0.60 n/a n/a
16 (406) 0.74 0.68 0.61 0.65 0.47 0.28 0.60 0.58 0.56 0.45 0.33 0.20 0.65 0.47 0.28 0.62 n/a n/a
17 (432) 0.75 0.69 0.61 0.69 0.50 0.30 0.60 0.58 0.56 0.49 0.36 0.21 0.69 0.50 0.30 0.64 n/a n/a
18 (457) 0.77 0.70 0.62 0.73 0.53 0.31 0.61 0.59 0.56 0.53 0.39 0.23 0.73 0.53 0.31 0.66 0.60 n/a
20 (508) 0.80 0.72 0.63 0.81 0.59 0.35 0.62 0.60 0.57 0.62 0.46 0.27 0.81 0.59 0.35 0.70 0.63 n/a
22 (559) 0.83 0.74 0.65 0.89 0.65 0.38 0.63 0.61 0.58 0.72 0.53 0.32 0.89 0.65 0.38 0.73 0.66 n/a
24 (610) 0.86 0.77 0.66 0.97 0.71 0.42 0.65 0.62 0.58 0.82 0.60 0.36 0.97 0.71 0.42 0.76 0.69 n/a
26 (660) 0.89 0.79 0.67 1.00 0.77 0.45 0.66 0.63 0.59 0.92 0.68 0.41 1.00 0.77 0.45 0.79 0.72 n/a
28 (711) 0.91 0.81 0.69 1.00 0.83 0.49 0.67 0.64 0.60 1.00 0.76 0.45 0.83 0.49 0.82 0.74 0.63
30 (762) 0.94 0.83 0.70 0.89 0.52 0.68 0.65 0.61 0.84 0.50 0.89 0.52 0.85 0.77 0.65
36 (914) 1.00 0.90 0.74 1.00 0.63 0.72 0.68 0.63 1.00 0.66 1.00 0.63 0.94 0.84 0.71
>48 (1219) 1.00 0.82 0.83 0.79 0.74 0.67 1.00 0.83 1.00 0.97 0.82
Table 20 — Load adjustment factors for #10 rebar in cracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Concrete Thickness
#10 ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
6-1/4 (159) 0.59 0.57 0.54 0.56 0.50 0.44 0.56 0.55 0.53 0.20 0.15 0.09 0.39 0.29 0.18 n/a n/a n/a
7 (178) 0.60 0.58 0.55 0.58 0.52 0.45 0.56 0.55 0.54 0.23 0.17 0.10 0.46 0.35 0.21 n/a n/a n/a
8 (203) 0.62 0.59 0.55 0.62 0.55 0.46 0.57 0.56 0.54 0.28 0.21 0.13 0.56 0.42 0.25 n/a n/a n/a
9 (229) 0.63 0.60 0.56 0.66 0.57 0.48 0.58 0.57 0.55 0.34 0.25 0.15 0.66 0.51 0.30 n/a n/a n/a
10 (254) 0.65 0.61 0.57 0.70 0.60 0.49 0.59 0.57 0.55 0.39 0.30 0.18 0.70 0.59 0.36 n/a n/a n/a
11 (279) 0.66 0.62 0.57 0.74 0.63 0.51 0.60 0.58 0.56 0.46 0.34 0.20 0.74 0.63 0.41 n/a n/a n/a
12 (305) 0.68 0.63 0.58 0.78 0.66 0.53 0.61 0.59 0.56 0.52 0.39 0.23 0.78 0.66 0.47 n/a n/a n/a
13 (330) 0.69 0.64 0.59 0.82 0.69 0.54 0.62 0.60 0.57 0.59 0.44 0.26 0.82 0.69 0.53 n/a n/a n/a
14 (356) 0.71 0.66 0.59 0.87 0.72 0.56 0.63 0.60 0.57 0.65 0.49 0.29 0.87 0.72 0.56 n/a n/a n/a
14-1/4 (362) 0.71 0.66 0.60 0.88 0.73 0.56 0.63 0.61 0.58 0.67 0.50 0.30 0.88 0.73 0.56 0.71 n/a n/a
15 (381) 0.72 0.67 0.60 0.91 0.75 0.57 0.63 0.61 0.58 0.73 0.54 0.33 0.91 0.75 0.57 0.73 n/a n/a
16 (406) 0.74 0.68 0.61 0.96 0.78 0.59 0.64 0.62 0.58 0.80 0.60 0.36 0.96 0.78 0.59 0.76 n/a n/a
17 (432) 0.75 0.69 0.61 1.00 0.81 0.61 0.65 0.63 0.59 0.87 0.66 0.39 1.00 0.81 0.61 0.78 n/a n/a
18 (457) 0.77 0.70 0.62 0.85 0.62 0.66 0.63 0.59 0.95 0.71 0.43 0.85 0.62 0.80 0.73 n/a
20 (508) 0.80 0.72 0.63 0.91 0.66 0.68 0.65 0.61 1.00 0.84 0.50 0.91 0.66 0.85 0.77 n/a
22 (559) 0.83 0.74 0.65 0.98 0.69 0.70 0.66 0.62 0.97 0.58 0.98 0.69 0.89 0.81 n/a
24 (610) 0.86 0.77 0.66 1.00 0.73 0.72 0.68 0.63 1.00 0.66 1.00 0.73 0.93 0.84 n/a
26 (660) 0.89 0.79 0.67 0.77 0.73 0.69 0.64 0.74 0.77 0.97 0.88 n/a
28 (711) 0.91 0.81 0.69 0.81 0.75 0.71 0.65 0.83 0.81 1.00 0.91 0.77
30 (762) 0.94 0.83 0.70 0.85 0.77 0.72 0.66 0.92 0.85 0.94 0.79
36 (914) 1.00 0.90 0.74 0.97 0.82 0.77 0.69 1.00 0.97 1.00 0.87
>48 (1219) 1.00 0.82 1.00 0.93 0.86 0.75 1.00 1.00
20 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Cracked or uncracked
Permissible concete conditions Permissible drilling methods
concrete
Dry concrete
Submerged (underwater)
Table 21 — Specifications for fractional threaded rod installed with HIT-RE 100
adhesive
Nominal anchor diameter
Setting information Symbol Units Figure 4 — HAS/HIT-V threaded
3/8 1/2 5/8 3/4 7/8 1 1-1/4
rods
Nominal bit diameter do in. 7/16 9/16 3/4 7/8 1 1-1/8 1-3/8
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HIT-RE 100 adhesive anchoring system
Table 22 — Hilti HIT-RE 100 adhesive design strength with concrete / bond failure for fractional threaded rod in
uncracked concrete 1,2,3,4,5,6,7,8,9,10
Tension — ФNn Shear — ФVn
Nominal
Anchor Nominal anchor f´c = 2500 psi f´c = 3000 psi f´c = 4000 psi f´c = 6000 psi f´c = 2500 psi f´c = 3000 psi f´c = 4000 psi f´c = 6000 psi
Diameter diameter (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa) (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa)
in. (mm) in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN)
2-3/8 1,955 1,995 2,050 2,135 2,490 2,535 2,610 2,720
(60) (8.7) (8.9) (9.1) (9.5) (11.1) (11.3) (11.6) (12.1)
3-3/8 2,780 2,835 2,915 3,035 7,080 7,210 7,420 7,730
(86) (12.4) (12.6) (13.0) (13.5) (31.5) (32.1) (33.0) (34.4)
3/8
4-1/2 3,710 3,775 3,885 4,050 9,440 9,615 9,895 10,305
(114) (16.5) (16.8) (17.3) (18.0) (42.0) (42.8) (44.0) (45.8)
7-1/2 6,180 6,295 6,480 6,745 15,735 16,025 16,490 17,175
(191) (27.5) (28.0) (28.8) (30.0) (70.0) (71.3) (73.4) (76.4)
2-3/4 2,985 3,040 3,130 3,255 7,595 7,735 7,960 8,290
(70) (13.3) (13.5) (13.9) (14.5) (33.8) (34.4) (35.4) (36.9)
4-1/2 4,885 4,975 5,120 5,330 12,430 12,660 13,030 13,565
(114) (21.7) (22.1) (22.8) (23.7) (55.3) (56.3) (58.0) (60.3)
1/2
6 6,510 6,630 6,825 7,105 16,575 16,875 17,370 18,090
(152) (29.0) (29.5) (30.4) (31.6) (73.7) (75.1) (77.3) (80.5)
10 10,850 11,050 11,375 11,845 27,620 28,130 28,950 30,150
(254) (48.3) (49.2) (50.6) (52.7) (122.9) (125.1) (128.8) (134.1)
3-1/8 4,065 4,140 4,260 4,435 9,280 10,165 10,840 11,290
(79) (18.1) (18.4) (18.9) (19.7) (41.3) (45.2) (48.2) (50.2)
5-5/8 7,315 7,450 7,665 7,985 18,615 18,960 19,515 20,320
(143) (32.5) (33.1) (34.1) (35.5) (82.8) (84.3) (86.8) (90.4)
5/8
7-1/2 9,750 9,930 10,220 10,645 24,825 25,280 26,015 27,095
(191) (43.4) (44.2) (45.5) (47.4) (110.4) (112.5) (115.7) (120.5)
12-1/2 16,255 16,550 17,035 17,740 41,370 42,130 43,360 45,155
(318) (72.3) (73.6) (75.8) (78.9) (184.0) (187.4) (192.9) (200.9)
3-1/2 5,105 5,375 5,535 5,765 11,000 12,050 13,915 14,670
(89) (22.7) (23.9) (24.6) (25.6) (48.9) (53.6) (61.9) (65.3)
6-3/4 10,180 10,370 10,670 11,115 25,920 26,395 27,165 28,290
(171) (45.3) (46.1) (47.5) (49.4) (115.3) (117.4) (120.8) (125.8)
3/4
9 13,575 13,825 14,230 14,820 34,555 35,195 36,220 37,720
(229) (60.4) (61.5) (63.3) (65.9) (153.7) (156.6) (161.1) (167.8)
15 22,625 23,045 23,715 24,695 57,595 58,655 60,365 62,865
(381) (100.6) (102.5) (105.5) (109.8) (256.2) (260.9) (268.5) (279.6)
3-1/2 5,105 5,595 6,235 6,490 11,000 12,050 13,915 16,525
(89) (22.7) (24.9) (27.7) (28.9) (48.9) (53.6) (61.9) (73.5)
7-7/8 13,385 13,630 14,025 14,605 34,065 34,690 35,705 37,180
(200) (59.5) (60.6) (62.4) (65.0) (151.5) (154.3) (158.8) (165.4)
7/8
10-1/2 17,845 18,170 18,700 19,475 45,420 46,255 47,605 49,575
(267) (79.4) (80.8) (83.2) (86.6) (202.0) (205.8) (211.8) (220.5)
17-1/2 29,740 30,285 31,170 32,460 75,700 77,090 79,340 82,625
(445) (132.3) (134.7) (138.7) (144.4) (336.7) (342.9) (352.9) (367.5)
4 6,240 6,835 7,895 8,240 13,440 14,725 17,000 20,820
(102) (27.8) (30.4) (35.1) (36.7) (59.8) (65.5) (75.6) (92.6)
9 16,980 17,295 17,800 18,535 43,225 44,020 45,305 47,180
(229) (75.5) (76.9) (79.2) (82.4) (192.3) (195.8) (201.5) (209.9)
1
12 22,640 23,060 23,730 24,715 57,635 58,695 60,410 62,910
(305) (100.7) (102.6) (105.6) (109.9) (256.4) (261.1) (268.7) (279.8)
20 37,735 38,430 39,555 41,190 96,055 97,825 100,680 104,845
(508) (167.9) (170.9) (175.9) (183.2) (427.3) (435.1) (447.8) (466.4)
5 8,720 9,555 11,030 12,355 18,785 20,575 23,760 29,100
(127) (38.8) (42.5) (49.1) (55.0) (83.6) (91.5) (105.7) (129.4)
11-1/4 25,465 25,935 26,690 27,795 63,395 66,010 67,940 70,750
(286) (113.3) (115.4) (118.7) (123.6) (282.0) (293.6) (302.2) (314.7)
1-1/4
15 33,955 34,575 35,585 37,060 86,425 88,015 90,585 94,335
(381) (151.0) (153.8) (158.3) (164.9) (384.4) (391.5) (402.9) (419.6)
25 56,590 57,630 59,310 61,765 144,040 146,690 150,975 157,220
(635) (251.7) (256.3) (263.8) (274.7) (640.7) (652.5) (671.6) (699.3)
1 See Section 2.4.1 for explanation on development of load values.
2 See Section 2.4.4 to convert design strength value to ASD value.
3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
4 Apply spacing, edge distance, and concrete thickness factors in tables 26-38 as necessary. Compare to the steel values in table 24 .
The lesser of the values is to be used for the design.
5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over signiicant
periods of time.
6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61.
7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.6
8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted.
10 Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete.
22 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Table 23 — Hilti HIT-RE 100 adhesive design strength with concrete / bond failure for threaded rod in cracked
concrete 1,2,3,4,5,6,7,8,9,10
Tension — ФNn Shear — ФVn
Nominal Effective
anchor Embedment f´c = 2500 psi f´c = 3000 psi f´c = 4000 psi f´c = 6000 psi f´c = 2500 psi f´c = 3000 psi f´c = 4000 psi f´c = 6000 psi
diameter Depth (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa) (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa)
in. (mm) in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN)
2-3/8 950 965 995 1,035 1,205 1,230 1,265 1,315
(60) (4.2) (4.3) (4.4) (4.6) (5.4) (5.5) (5.6) (5.8)
3-3/8 1,345 1,370 1,410 1,470 3,430 3,490 3,595 3,745
(86) (6.0) (6.1) (6.3) (6.5) (15.3) (15.5) (16.0) (16.7)
3/8
4-1/2 1,795 1,830 1,885 1,960 4,570 4,655 4,790 4,990
(114) (8.0) (8.1) (8.4) (8.7) (20.3) (20.7) (21.3) (22.2)
7-1/2 2,995 3,050 3,140 3,265 7,620 7,760 7,985 8,315
(191) (13.3) (13.6) (14.0) (14.5) (33.9) (34.5) (35.5) (37.0)
2-3/4 1,405 1,430 1,475 1,535 3,580 3,645 3,750 3,910
(70) (6.2) (6.4) (6.6) (6.8) (15.9) (16.2) (16.7) (17.4)
4-1/2 2,300 2,345 2,410 2,510 5,860 5,965 6,140 6,395
(114) (10.2) (10.4) (10.7) (11.2) (26.1) (26.5) (27.3) (28.4)
1/2
6 3,070 3,125 3,215 3,350 7,810 7,955 8,185 8,525
(152) (13.7) (13.9) (14.3) (14.9) (34.7) (35.4) (36.4) (37.9)
10 5,115 5,210 5,360 5,580 13,020 13,260 13,645 14,210
(254) (22.8) (23.2) (23.8) (24.8) (57.9) (59.0) (60.7) (63.2)
3-1/8 2,000 2,035 2,095 2,180 5,085 5,180 5,330 5,550
(79) (8.9) (9.1) (9.3) (9.7) (22.6) (23.0) (23.7) (24.7)
5-5/8 3,595 3,660 3,770 3,925 9,155 9,320 9,595 9,990
(143) (16.0) (16.3) (16.8) (17.5) (40.7) (41.5) (42.7) (44.4)
5/8
7-1/2 4,795 4,885 5,025 5,235 12,205 12,430 12,790 13,320
(191) (21.3) (21.7) (22.4) (23.3) (54.3) (55.3) (56.9) (59.3)
12-1/2 7,990 8,140 8,375 8,725 20,340 20,715 21,320 22,205
(318) (35.5) (36.2) (37.3) (38.8) (90.5) (92.1) (94.8) (98.8)
3-1/2 2,540 2,585 2,660 2,770 6,465 6,585 6,775 7,055
(89) (11.3) (11.5) (11.8) (12.3) (28.8) (29.3) (30.1) (31.4)
6-3/4 4,900 4,990 5,135 5,345 12,470 12,700 13,070 13,610
(171) (21.8) (22.2) (22.8) (23.8) (55.5) (56.5) (58.1) (60.5)
3/4
9 6,530 6,650 6,845 7,130 16,625 16,930 17,425 18,145
(229) (29.0) (29.6) (30.4) (31.7) (74.0) (75.3) (77.5) (80.7)
15 10,885 11,085 11,410 11,880 27,710 28,220 29,040 30,245
(381) (48.4) (49.3) (50.8) (52.8) (123.3) (125.5) (129.2) (134.5)
3-1/2 2,730 2,780 2,860 2,980 6,950 7,080 7,285 7,585
(89) (12.1) (12.4) (12.7) (13.3) (30.9) (31.5) (32.4) (33.7)
7-7/8 6,145 6,255 6,440 6,705 15,640 15,925 16,390 17,070
(200) (27.3) (27.8) (28.6) (29.8) (69.6) (70.8) (72.9) (75.9)
7/8
10-1/2 8,190 8,340 8,585 8,940 20,850 21,235 21,855 22,760
(267) (36.4) (37.1) (38.2) (39.8) (92.7) (94.5) (97.2) (101.2)
17-1/2 13,650 13,905 14,310 14,900 34,750 35,390 36,425 37,930
(445) (60.7) (61.9) (63.7) (66.3) (154.6) (157.4) (162.0) (168.7)
4 3,320 3,380 3,475 3,620 8,445 8,600 8,850 9,215
(102) (14.8) (15.0) (15.5) (16.1) (37.6) (38.3) (39.4) (41.0)
9 7,465 7,600 7,825 8,145 19,000 19,350 19,915 20,740
(229) (33.2) (33.8) (34.8) (36.2) (84.5) (86.1) (88.6) (92.3)
1
12 9,955 10,135 10,430 10,865 25,335 25,800 26,555 27,650
(305) (44.3) (45.1) (46.4) (48.3) (112.7) (114.8) (118.1) (123.0)
20 16,590 16,895 17,385 18,105 42,225 43,000 44,255 46,085
(508) (73.8) (75.2) (77.3) (80.5) (187.8) (191.3) (196.9) (205.0)
5 4,405 4,485 4,620 4,810 11,215 11,420 11,755 12,240
(127) (19.6) (20.0) (20.6) (21.4) (49.9) (50.8) (52.3) (54.4)
11-1/4 9,915 10,095 10,390 10,820 25,235 25,700 26,450 27,545
(286) (44.1) (44.9) (46.2) (48.1) (112.3) (114.3) (117.7) (122.5)
1-1/4
15 13,220 13,460 13,855 14,430 33,645 34,265 35,265 36,725
(381) (58.8) (59.9) (61.6) (64.2) (149.7) (152.4) (156.9) (163.4)
25 22,030 22,435 23,090 24,045 56,075 57,110 58,775 61,210
(635) (98.0) (99.8) (102.7) (107.0) (249.4) (254.0) (261.4) (272.3)
1 See Section 2.4.1 for explanation on development of load values.
2 See Section 2.4.4 to convert design strength value to ASD value.
3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
4 Apply spacing, edge distance, and concrete thickness factors in tables 5-20 as necessary. Compare to the steel values in table 24.
The lesser of the values is to be used for the design.
5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over signiicant
periods of time.
6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61.
7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.6
8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted.
10 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by αseis = 0.675. See section 2.4.5 for additional information on seismic
applications
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HIT-RE 100 adhesive anchoring system
Table 24 — Steel design strength for Hilti HIT-V and HAS threaded rods 1
HAS-E HAS-E-B7 HAS-R stainless steel
Nominal ISO 898 Class 5.8 2 ASTM A193 B7 3 ASTM F 593 - AISI 304/316 SS 2
anchor
diameter Tensile4 Shear5 Seismic Shear6 Tensile4 Shear5 Seismic Shear6 Tensile4 Shear5 Seismic Shear6
in. (mm) ϕNsa ϕVsa ϕVsa,eq ϕNsa ϕVsa ϕVsa,eq ϕNsa ϕVsa ϕVsa,eq
lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN)
3,655 2,020 1,415 7,265 3,775 2,645 5,040 2,790 1,955
3/8
(16.3) (9.0) (6.3) (32.3) (16.8) (11.8) (22.4) (12.4) (8.7)
6,690 3,705 2,595 13,300 6,915 4,840 9,225 5,110 3,575
1/2
(29.8) (16.5) (11.5) (59.2) (30.8) (21.5) (41.0) (22.7) (15.9)
10,650 5,900 4,130 21,190 11,020 7,715 14,690 8,135 5,695
5/8
(47.4) (26.2) (18.4) (94.3) (49.0) (34.3) (65.3) (36.2) (25.3)
15,765 8,730 6,110 31,360 16,305 11,415 18,480 10,235 7,165
3/4
(70.1) (38.8) (27.2) (139.5) (72.5) (50.8) (82.2) (45.5) (31.9)
21,755 12,050 8,435 43,285 22,505 15,755 25,510 14,125 9,890
7/8
(96.8) (53.6) (37.5) (192.5) (100.1) (70.1) (113.5) (62.8) (44.0)
28,540 15,805 11,065 56,785 29,525 20,670 33,465 18,535 12,975
1
(127.0) (70.3) (49.2) (252.6) (131.3) (91.9) (148.9) (82.4) (57.7)
45,670 25,295 17,705 90,850 47,240 33,070 53,540 29,655 20,760
1-1/4
(203.1) (112.5) (78.8) (404.1) (210.1) (147.1) (238.2) (131.9) (92.3)
1 See Section 2.4.4 to convert design strength value to ASD value.
2 HAS-E and HAS-R threaded rods are considered brittle steel elements.
HAS-E does not comply with % elongation requirements of ISO 898-1.
3 HAS-E-B7 rods are considered ductile steel elements.
4 Tensile = ϕ Ase,N futa as noted inACI 318-14 Chapter 17
5 Shear = ϕ 0.60 Ase,V futa as noted inACI 318-14 Chapter 17. For 3/8-in diameter threaded rod, shear = ϕ 0.50 Ase,V futa
6 Seismic Shear = αV,seis ϕVsa : Reduction for seismic shear only. See section 2.4.5 for additional information on seismic applications.
24 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Table 25 — Load adjustment factors for 3/8-in. diameter fractional threaded rods in uncracked concrete 1,2,3
Edge Distance in Shear
3/8 in Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
Uncracked Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Concrete fAN fRN fAV Toward Edge To Edge fHV
fRV fRV
Embedment hef 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2
in (mm) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191)
1-3/4 (44) n/a n/a n/a n/a 0.43 0.32 0.23 0.13 n/a n/a n/a n/a 0.28 0.10 0.08 0.05 0.43 0.21 0.16 0.09 n/a n/a n/a n/a
1-7/8 (48) 0.61 0.59 0.57 0.54 0.45 0.33 0.24 0.14 0.58 0.54 0.53 0.52 0.31 0.12 0.09 0.05 0.45 0.23 0.17 0.10 n/a n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
2 (51) 0.62 0.60 0.57 0.54 0.47 0.34 0.25 0.14 0.58 0.54 0.53 0.52 0.34 0.13 0.10 0.06 0.47 0.25 0.19 0.11 n/a n/a n/a n/a
3 (76) 0.68 0.65 0.61 0.57 0.60 0.42 0.31 0.18 0.62 0.56 0.55 0.54 0.63 0.23 0.18 0.11 0.60 0.42 0.31 0.18 n/a n/a n/a n/a
3-5/8 (92) 0.72 0.68 0.63 0.58 0.70 0.48 0.35 0.20 0.65 0.58 0.56 0.54 0.84 0.31 0.23 0.14 0.70 0.48 0.35 0.20 0.77 n/a n/a n/a
4 (102) 0.74 0.70 0.65 0.59 0.77 0.52 0.38 0.22 0.66 0.58 0.57 0.55 0.98 0.36 0.27 0.16 0.77 0.52 0.38 0.22 0.81 n/a n/a n/a
4-5/8 (117) 0.77 0.73 0.67 0.60 0.89 0.60 0.43 0.25 0.69 0.60 0.58 0.56 1.00 0.45 0.34 0.20 0.89 0.60 0.43 0.25 0.87 0.62 n/a n/a
5 (127) 0.80 0.75 0.69 0.61 0.96 0.64 0.47 0.27 0.70 0.61 0.59 0.56 0.50 0.38 0.23 0.96 0.64 0.47 0.27 0.91 0.65 n/a n/a
5-3/4 (146) 0.84 0.78 0.71 0.63 1.00 0.74 0.54 0.31 0.74 0.62 0.60 0.57 0.62 0.46 0.28 1.00 0.74 0.54 0.31 0.97 0.70 0.63 n/a
6 (152) 0.86 0.80 0.72 0.63 0.77 0.56 0.33 0.75 0.63 0.60 0.57 0.66 0.50 0.30 0.77 0.56 0.33 0.99 0.71 0.65 n/a
7 (178) 0.92 0.85 0.76 0.66 0.90 0.66 0.38 0.79 0.65 0.62 0.59 0.83 0.62 0.37 0.90 0.66 0.38 1.00 0.77 0.70 n/a
8 (203) 0.97 0.90 0.80 0.68 1.00 0.75 0.43 0.83 0.67 0.64 0.60 1.00 0.76 0.46 1.00 0.75 0.43 0.82 0.75 n/a
8-3/4 (222) 1.00 0.93 0.82 0.69 0.82 0.48 0.86 0.68 0.65 0.61 0.87 0.52 0.82 0.48 0.86 0.78 0.66
9 (229) 0.94 0.83 0.70 0.84 0.49 0.87 0.69 0.66 0.61 0.91 0.55 0.84 0.49 0.87 0.79 0.67
10 (254) 0.99 0.87 0.72 0.94 0.54 0.91 0.71 0.67 0.62 1.00 0.64 0.94 0.54 0.92 0.83 0.70
11 (279) 1.00 0.91 0.74 1.00 0.60 0.95 0.73 0.69 0.64 0.74 1.00 0.60 0.96 0.87 0.74
12 (305) 0.94 0.77 0.65 0.99 0.75 0.71 0.65 0.84 0.65 1.00 0.91 0.77
14 (356) 1.00 0.81 0.76 1.00 0.80 0.74 0.67 1.00 0.76 0.99 0.83
16 (406) 0.86 0.87 0.84 0.78 0.70 0.87 1.00 0.89
18 (457) 0.90 0.98 0.88 0.81 0.72 0.98 0.94
24 (610) 1.00 1.00 1.00 0.92 0.80 1.00 1.00
30 (762) 1.00 0.87
36 (914) 0.95
>48 (1219) 1.00
Table 26 — Load adjustment factors for 3/8-in. diameter fractional threaded rods in cracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
3/8 in
Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
Embedment hef 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2
in (mm) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191)
1-3/4 (44) n/a n/a n/a n/a 0.58 0.54 0.49 0.43 n/a n/a n/a n/a 0.42 0.15 0.12 0.07 0.58 0.31 0.23 0.14 n/a n/a n/a n/a
1-7/8 (48) 0.61 0.59 0.57 0.54 0.60 0.56 0.50 0.44 0.60 0.55 0.54 0.53 0.46 0.17 0.13 0.08 0.60 0.34 0.26 0.15 n/a n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
2 (51) 0.62 0.60 0.57 0.54 0.62 0.57 0.51 0.44 0.61 0.55 0.55 0.53 0.51 0.19 0.14 0.08 0.62 0.38 0.28 0.17 n/a n/a n/a n/a
3 (76) 0.68 0.65 0.61 0.57 0.78 0.70 0.60 0.49 0.66 0.58 0.57 0.55 0.93 0.34 0.26 0.16 0.78 0.69 0.52 0.31 n/a n/a n/a n/a
3-5/8 (92) 0.72 0.68 0.63 0.58 0.89 0.78 0.66 0.53 0.69 0.60 0.58 0.56 1.00 0.46 0.34 0.21 0.89 0.78 0.66 0.41 0.88 n/a n/a n/a
4 (102) 0.74 0.70 0.65 0.59 0.96 0.84 0.70 0.55 0.71 0.61 0.59 0.56 0.53 0.40 0.24 0.96 0.84 0.70 0.48 0.92 n/a n/a n/a
4-5/8 (117) 0.77 0.73 0.67 0.60 1.00 0.93 0.76 0.58 0.75 0.63 0.60 0.57 0.66 0.49 0.30 1.00 0.93 0.76 0.58 0.99 0.71 n/a n/a
5 (127) 0.80 0.75 0.69 0.61 0.99 0.80 0.60 0.77 0.64 0.61 0.58 0.74 0.56 0.33 0.99 0.80 0.60 1.00 0.74 n/a n/a
5-3/4 (146) 0.84 0.78 0.71 0.63 1.00 0.88 0.64 0.81 0.66 0.63 0.59 0.91 0.69 0.41 1.00 0.88 0.64 0.79 0.72 n/a
6 (152) 0.86 0.80 0.72 0.63 0.91 0.66 0.82 0.66 0.64 0.60 0.97 0.73 0.44 0.91 0.66 0.81 0.74 n/a
7 (178) 0.92 0.85 0.76 0.66 1.00 0.72 0.87 0.69 0.66 0.61 1.00 0.92 0.55 1.00 0.72 0.87 0.79 n/a
8 (203) 0.97 0.90 0.80 0.68 0.78 0.92 0.72 0.68 0.63 1.00 0.68 0.78 0.93 0.85 n/a
8-3/4 (222) 1.00 0.93 0.82 0.69 0.83 0.96 0.74 0.70 0.64 0.77 0.83 0.98 0.89 0.75
9 (229) 0.94 0.83 0.70 0.85 0.98 0.75 0.70 0.64 0.81 0.85 0.99 0.90 0.76
10 (254) 0.99 0.87 0.72 0.91 1.00 0.77 0.73 0.66 0.94 0.91 1.00 0.95 0.80
11 (279) 1.00 0.91 0.74 0.98 0.80 0.75 0.68 1.00 0.98 1.00 0.84
12 (305) 0.94 0.77 1.00 0.83 0.77 0.69 1.00 0.88
14 (356) 1.00 0.81 0.88 0.82 0.72 0.95
16 (406) 0.86 0.94 0.86 0.76 1.00
18 (457) 0.90 0.99 0.91 0.79
24 (610) 1.00 1.00 1.00 0.88
30 (762) 0.98
36 (914) 1.00
>48 (1219)
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d < s < 16-in. and to 0.5 Tmax for s > 16-in.
3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use
Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 25
HIT-RE 100 adhesive anchoring system
Table 27 — Load adjustment factors for 1/2-in. diameter fractional threaded rods in uncracked concrete 1,2,3
Edge Distance in Shear
1/2 in Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
Uncracked Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Concrete fAN fRN fAV Toward Edge To Edge fHV
fRV fRV
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 0.40 0.27 0.20 0.12 n/a n/a n/a n/a 0.10 0.07 0.05 0.03 0.21 0.14 0.10 0.06 n/a n/a n/a n/a
(64) 0.61 0.59 0.57 0.54 0.48 0.32 0.23 0.14 0.55 0.54 0.53 0.52
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
2-1/2 0.18 0.12 0.09 0.05 0.35 0.23 0.18 0.11 n/a n/a n/a n/a
3 (76) 0.63 0.61 0.58 0.55 0.53 0.35 0.26 0.15 0.56 0.55 0.54 0.53 0.23 0.15 0.12 0.07 0.47 0.31 0.23 0.14 n/a n/a n/a n/a
4 (102) 0.68 0.65 0.61 0.57 0.66 0.41 0.30 0.18 0.58 0.56 0.55 0.54 0.36 0.24 0.18 0.11 0.66 0.41 0.30 0.18 0.58 n/a n/a n/a
5 (127) 0.72 0.69 0.64 0.58 0.82 0.48 0.35 0.21 0.61 0.58 0.57 0.55 0.50 0.33 0.25 0.15 0.82 0.48 0.35 0.21 0.65 n/a n/a n/a
5-3/4 (146) 0.76 0.71 0.66 0.60 0.94 0.54 0.40 0.23 0.62 0.59 0.58 0.55 0.62 0.41 0.31 0.18 0.94 0.54 0.40 0.23 0.70 0.61 n/a n/a
6 (152) 0.77 0.72 0.67 0.60 0.98 0.57 0.42 0.24 0.63 0.60 0.58 0.56 0.66 0.43 0.33 0.20 0.98 0.57 0.42 0.24 0.71 0.62 n/a n/a
7 (178) 0.81 0.76 0.69 0.62 1.00 0.66 0.48 0.28 0.65 0.61 0.59 0.57 0.83 0.55 0.41 0.25 1.00 0.66 0.48 0.28 0.77 0.67 n/a n/a
7-1/4 (184) 0.82 0.77 0.70 0.62 0.68 0.50 0.29 0.65 0.62 0.60 0.57 0.88 0.58 0.43 0.26 0.68 0.50 0.29 0.78 0.68 0.62 n/a
8 (203) 0.86 0.80 0.72 0.63 0.75 0.55 0.32 0.67 0.63 0.61 0.57 1.00 0.67 0.50 0.30 0.75 0.55 0.32 0.82 0.71 0.65 n/a
9 (229) 0.90 0.83 0.75 0.65 0.85 0.62 0.36 0.69 0.64 0.62 0.58 0.80 0.60 0.36 0.85 0.62 0.36 0.87 0.76 0.69 n/a
10 (254) 0.95 0.87 0.78 0.67 0.94 0.69 0.40 0.71 0.66 0.63 0.59 0.94 0.70 0.42 0.94 0.69 0.40 0.92 0.80 0.73 n/a
11-1/4 (286) 1.00 0.92 0.81 0.69 1.00 0.78 0.46 0.74 0.68 0.65 0.61 1.00 0.84 0.50 1.00 0.78 0.46 0.97 0.85 0.77 0.65
12 (305) 0.94 0.83 0.70 0.83 0.49 0.75 0.69 0.66 0.61 0.92 0.55 0.83 0.49 1.00 0.87 0.79 0.67
14 (356) 1.00 0.89 0.73 0.97 0.57 0.79 0.72 0.68 0.63 1.00 0.70 0.97 0.57 0.94 0.86 0.72
16 (406) 0.94 0.77 1.00 0.65 0.84 0.76 0.71 0.65 0.85 1.00 0.65 1.00 0.92 0.77
18 (457) 1.00 0.80 0.73 0.88 0.79 0.74 0.67 1.00 0.73 0.97 0.82
20 (508) 0.83 0.81 0.92 0.82 0.76 0.69 0.81 1.00 0.87
22 (559) 0.87 0.89 0.96 0.85 0.79 0.71 0.89 0.91
24 (610) 0.90 0.97 1.00 0.88 0.82 0.72 0.97 0.95
30 (762) 1.00 1.00 0.98 0.89 0.78 1.00 1.00
36 (914) 1.00 0.97 0.84
>48 (1219) 1.00 0.95
Table 28 — Load adjustment factors for 1/2-in. diameter fractional threaded rods in cracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
1/2 in
Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
Embedment hef 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10
in (mm) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254)
1-3/4 (44) n/a n/a n/a n/a 0.52 0.49 0.45 0.41 n/a n/a n/a n/a 0.16 0.10 0.08 0.05 0.32 0.21 0.16 0.09 n/a n/a n/a n/a
(64) 0.61 0.59 0.57 0.54 0.60 0.56 0.50 0.44 0.57 0.55 0.54 0.53 0.27 0.27 0.16
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
2-1/2 0.18 0.13 0.08 0.54 0.35 n/a n/a n/a n/a
3 (76) 0.63 0.61 0.58 0.55 0.66 0.60 0.53 0.46 0.58 0.56 0.55 0.54 0.35 0.23 0.17 0.10 0.66 0.47 0.35 0.21 n/a n/a n/a n/a
4 (102) 0.68 0.65 0.61 0.57 0.79 0.70 0.60 0.49 0.61 0.58 0.57 0.55 0.54 0.36 0.27 0.16 0.79 0.70 0.54 0.32 0.67 n/a n/a n/a
5 (127) 0.72 0.69 0.64 0.58 0.92 0.80 0.67 0.53 0.64 0.61 0.59 0.56 0.76 0.50 0.38 0.23 0.92 0.80 0.67 0.45 0.75 n/a n/a n/a
5-3/4 (146) 0.76 0.71 0.66 0.60 1.00 0.88 0.73 0.56 0.66 0.62 0.60 0.57 0.94 0.62 0.46 0.28 1.00 0.88 0.73 0.56 0.80 0.70 n/a n/a
6 (152) 0.77 0.72 0.67 0.60 0.91 0.75 0.57 0.67 0.63 0.60 0.57 1.00 0.66 0.49 0.30 0.91 0.75 0.57 0.82 0.71 n/a n/a
7 (178) 0.81 0.76 0.69 0.62 1.00 0.83 0.62 0.69 0.65 0.62 0.59 0.83 0.62 0.37 1.00 0.83 0.62 0.88 0.77 n/a n/a
7-1/4 (184) 0.82 0.77 0.70 0.62 0.85 0.63 0.70 0.65 0.63 0.59 0.87 0.66 0.39 0.85 0.63 0.90 0.78 0.71 n/a
8 (203) 0.86 0.80 0.72 0.63 0.91 0.66 0.72 0.67 0.64 0.60 1.00 0.76 0.46 0.91 0.66 0.94 0.82 0.75 n/a
9 (229) 0.90 0.83 0.75 0.65 1.00 0.70 0.75 0.69 0.66 0.61 0.91 0.54 1.00 0.70 1.00 0.87 0.79 n/a
10 (254) 0.95 0.87 0.78 0.67 0.75 0.78 0.71 0.67 0.62 1.00 0.64 0.75 0.92 0.83 n/a
11-1/4 (286) 1.00 0.92 0.81 0.69 0.81 0.81 0.74 0.70 0.64 0.76 0.81 0.97 0.88 0.75
12 (305) 0.94 0.83 0.70 0.85 0.83 0.75 0.71 0.65 0.84 0.85 1.00 0.91 0.77
14 (356) 1.00 0.89 0.73 0.95 0.89 0.79 0.74 0.67 1.00 0.95 0.99 0.83
16 (406) 0.94 0.77 1.00 0.94 0.84 0.78 0.70 1.00 1.00 0.89
18 (457) 1.00 0.80 1.00 0.88 0.81 0.72 0.94
20 (508) 0.83 0.92 0.85 0.75 0.99
22 (559) 0.87 0.96 0.88 0.77 1.00
24 (610) 0.90 1.00 0.92 0.80
30 (762) 1.00 1.00 0.87
36 (914) 0.94
>48 (1219) 1.00
26 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Table 29 — Load adjustment factors for 5/8-in. diameter fractional threaded rods in uncracked concrete 1,2,3
Edge Distance in Shear
5/8 in Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
Uncracked Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Concrete fAN fRN fAV Toward Edge To Edge fHV
fRV fRV
Embedment hef 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
in (mm) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318)
1-3/4 (44) n/a n/a n/a n/a 0.39 0.25 0.19 0.11 n/a n/a n/a n/a 0.09 0.05 0.04 0.02 0.19 0.10 0.08 0.05 n/a n/a n/a n/a
3-1/8 (79) 0.61 0.59 0.57 0.54 0.52 0.32 0.23 0.14 0.56 0.54 0.53 0.52 0.22 0.12 0.09 0.05 0.45 0.24 0.18 0.11 n/a n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
4 (102) 0.65 0.62 0.59 0.55 0.61 0.36 0.27 0.16 0.58 0.55 0.54 0.53 0.32 0.18 0.13 0.08 0.61 0.35 0.26 0.16 n/a n/a n/a n/a
4-5/8 (117) 0.67 0.64 0.60 0.56 0.68 0.40 0.29 0.17 0.59 0.56 0.55 0.54 0.40 0.22 0.16 0.10 0.68 0.40 0.29 0.17 0.60 n/a n/a n/a
5 (127) 0.68 0.65 0.61 0.57 0.74 0.42 0.31 0.18 0.60 0.57 0.55 0.54 0.45 0.25 0.19 0.11 0.74 0.42 0.31 0.18 0.63 n/a n/a n/a
6 (152) 0.72 0.68 0.63 0.58 0.89 0.47 0.35 0.20 0.62 0.58 0.56 0.55 0.59 0.32 0.24 0.15 0.89 0.47 0.35 0.20 0.69 n/a n/a n/a
7 (178) 0.76 0.71 0.66 0.59 1.00 0.53 0.39 0.23 0.64 0.59 0.58 0.55 0.75 0.41 0.31 0.18 1.00 0.53 0.39 0.23 0.74 n/a n/a n/a
7-1/8 (181) 0.76 0.71 0.66 0.60 0.54 0.40 0.23 0.64 0.59 0.58 0.55 0.77 0.42 0.31 0.19 0.54 0.40 0.23 0.75 0.61 n/a n/a
8 (203) 0.79 0.74 0.68 0.61 0.61 0.45 0.26 0.66 0.60 0.59 0.56 0.91 0.50 0.37 0.22 0.61 0.45 0.26 0.79 0.65 n/a n/a
9 (229) 0.83 0.77 0.70 0.62 0.69 0.51 0.30 0.68 0.62 0.60 0.57 1.00 0.60 0.45 0.27 0.69 0.51 0.30 0.84 0.69 0.62 n/a
10 (254) 0.87 0.80 0.72 0.63 0.76 0.56 0.33 0.70 0.63 0.61 0.58 0.70 0.52 0.31 0.76 0.56 0.33 0.89 0.72 0.66 n/a
11 (279) 0.90 0.83 0.74 0.65 0.84 0.62 0.36 0.72 0.64 0.62 0.58 0.81 0.60 0.36 0.84 0.62 0.36 0.93 0.76 0.69 n/a
12 (305) 0.94 0.86 0.77 0.66 0.92 0.67 0.39 0.74 0.66 0.63 0.59 0.92 0.69 0.41 0.92 0.67 0.39 0.97 0.79 0.72 n/a
14 (356) 1.00 0.91 0.81 0.69 1.00 0.79 0.46 0.77 0.68 0.65 0.61 1.00 0.87 0.52 1.00 0.79 0.46 1.00 0.86 0.78 0.66
16 (406) 0.97 0.86 0.71 0.90 0.53 0.81 0.71 0.67 0.62 1.00 0.64 0.90 0.53 0.92 0.83 0.70
18 (457) 1.00 0.90 0.74 1.00 0.59 0.85 0.74 0.69 0.64 0.76 1.00 0.59 0.97 0.88 0.74
20 (508) 0.94 0.77 0.66 0.89 0.76 0.72 0.65 0.89 0.66 1.00 0.93 0.78
22 (559) 0.99 0.79 0.72 0.93 0.79 0.74 0.67 1.00 0.72 0.98 0.82
24 (610) 1.00 0.82 0.79 0.97 0.81 0.76 0.68 0.79 1.00 0.86
26 (660) 0.85 0.85 1.00 0.84 0.78 0.70 0.85 0.90
28 (711) 0.87 0.92 0.87 0.80 0.72 0.92 0.93
30 (762) 0.90 0.99 0.89 0.82 0.73 0.99 0.96
36 (914) 0.98 1.00 0.97 0.89 0.78 1.00 1.00
>48 (1219) 1.00 1.00 1.00 0.87
Table 30 — Load adjustment factors for 5/8-in. diameter fractional threaded rods in cracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
5/8 in
Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
Embedment hef 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
in (mm) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318)
1-3/4 (44) n/a n/a n/a n/a 0.49 0.46 0.43 0.40 n/a n/a n/a n/a 0.12 0.07 0.06 0.03 0.24 0.15 0.11 0.07 n/a n/a n/a n/a
3-1/8 (79) 0.61 0.59 0.57 0.54 0.61 0.56 0.50 0.44 0.57 0.55 0.54 0.53 0.29 0.18 0.13 0.08 0.58 0.35 0.27 0.16 n/a n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
4 (102) 0.65 0.62 0.59 0.55 0.69 0.62 0.55 0.46 0.59 0.57 0.56 0.54 0.42 0.26 0.19 0.12 0.69 0.51 0.38 0.23 n/a n/a n/a n/a
4-5/8 (117) 0.67 0.64 0.60 0.56 0.76 0.67 0.58 0.48 0.61 0.58 0.56 0.55 0.52 0.32 0.24 0.14 0.76 0.64 0.48 0.29 0.66 n/a n/a n/a
5 (127) 0.68 0.65 0.61 0.57 0.80 0.70 0.60 0.49 0.62 0.58 0.57 0.55 0.59 0.36 0.27 0.16 0.80 0.70 0.54 0.32 0.68 n/a n/a n/a
6 (152) 0.72 0.68 0.63 0.58 0.91 0.78 0.66 0.53 0.64 0.60 0.58 0.56 0.77 0.47 0.35 0.21 0.91 0.78 0.66 0.42 0.75 n/a n/a n/a
7 (178) 0.76 0.71 0.66 0.59 1.00 0.87 0.72 0.56 0.66 0.62 0.60 0.57 0.97 0.59 0.45 0.27 1.00 0.87 0.72 0.53 0.81 n/a n/a n/a
7-1/8 (181) 0.76 0.71 0.66 0.60 0.88 0.73 0.56 0.67 0.62 0.60 0.57 1.00 0.61 0.46 0.27 0.88 0.73 0.55 0.82 0.69 n/a n/a
8 (203) 0.79 0.74 0.68 0.61 0.96 0.78 0.59 0.69 0.63 0.61 0.58 0.73 0.54 0.33 0.96 0.78 0.59 0.87 0.73 n/a n/a
9 (229) 0.83 0.77 0.70 0.62 1.00 0.85 0.62 0.71 0.65 0.62 0.59 0.87 0.65 0.39 1.00 0.85 0.62 0.92 0.78 0.71 n/a
10 (254) 0.87 0.80 0.72 0.63 0.91 0.66 0.73 0.67 0.64 0.60 1.00 0.76 0.46 0.91 0.66 0.97 0.82 0.75 n/a
11 (279) 0.90 0.83 0.74 0.65 0.98 0.69 0.76 0.69 0.65 0.61 0.88 0.53 0.98 0.69 1.00 0.86 0.78 n/a
12 (305) 0.94 0.86 0.77 0.66 1.00 0.73 0.78 0.70 0.67 0.62 1.00 0.60 1.00 0.73 0.90 0.82 n/a
14 (356) 1.00 0.91 0.81 0.69 0.81 0.83 0.74 0.69 0.64 0.76 0.81 0.97 0.88 0.74
16 (406) 0.97 0.86 0.71 0.89 0.87 0.77 0.72 0.66 0.92 0.89 1.00 0.94 0.80
18 (457) 1.00 0.90 0.74 0.97 0.92 0.80 0.75 0.68 1.00 0.97 1.00 0.84
20 (508) 0.94 0.77 1.00 0.97 0.84 0.78 0.70 1.00 0.89
22 (559) 0.99 0.79 1.00 0.87 0.81 0.72 0.93
24 (610) 1.00 0.82 0.90 0.83 0.74 0.97
26 (660) 0.85 0.94 0.86 0.76 1.00
28 (711) 0.87 0.97 0.89 0.78
30 (762) 0.90 1.00 0.92 0.80
36 (914) 0.98 1.00 0.86
>48 (1219) 1.00 0.97
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d < s < 16-in. and to 0.5 Tmax for s > 16-in.
3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use
Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 27
HIT-RE 100 adhesive anchoring system
Table 31 — Load adjustment factors for 3/4-in. diameter fractional threaded rods in uncracked concrete 1,2,3
Edge Distance in Shear
3/4 in Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
Uncracked Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Concrete fAN fRN fAV Toward Edge To Edge fHV
fRV fRV
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 0.38 0.24 0.18 0.10 n/a n/a n/a n/a 0.09 0.04 0.03 0.02 0.17 0.08 0.06 0.04 n/a n/a n/a n/a
3-3/4 (95) 0.62 0.59 0.57 0.54 0.55 0.32 0.23 0.14 0.57 0.54 0.53 0.52 0.27 0.12 0.09 0.06 0.53 0.25 0.19 0.11 n/a n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
4 (102) 0.62 0.60 0.57 0.54 0.58 0.33 0.24 0.14 0.57 0.54 0.54 0.53 0.29 0.14 0.10 0.06 0.58 0.27 0.20 0.12 n/a n/a n/a n/a
5 (127) 0.66 0.62 0.59 0.56 0.68 0.37 0.27 0.16 0.59 0.56 0.55 0.53 0.41 0.19 0.14 0.09 0.68 0.37 0.27 0.16 n/a n/a n/a n/a
5-1/4 (133) 0.66 0.63 0.60 0.56 0.71 0.38 0.28 0.17 0.60 0.56 0.55 0.53 0.44 0.20 0.15 0.09 0.71 0.38 0.28 0.17 0.62 n/a n/a n/a
6 (152) 0.69 0.65 0.61 0.57 0.81 0.42 0.31 0.18 0.61 0.57 0.55 0.54 0.54 0.25 0.19 0.11 0.81 0.42 0.31 0.18 0.66 n/a n/a n/a
7 (178) 0.72 0.67 0.63 0.58 0.90 0.47 0.34 0.20 0.63 0.58 0.56 0.55 0.68 0.32 0.24 0.14 0.90 0.47 0.34 0.20 0.72 n/a n/a n/a
8 (203) 0.75 0.70 0.65 0.59 0.99 0.52 0.38 0.22 0.65 0.59 0.57 0.55 0.83 0.39 0.29 0.17 0.99 0.52 0.38 0.22 0.77 n/a n/a n/a
8-1/2 (216) 0.76 0.71 0.66 0.59 1.00 0.55 0.40 0.24 0.66 0.59 0.58 0.56 0.91 0.42 0.32 0.19 1.00 0.55 0.40 0.24 0.79 0.61 n/a n/a
9 (229) 0.78 0.72 0.67 0.60 0.58 0.43 0.25 0.67 0.60 0.58 0.56 0.99 0.46 0.34 0.21 0.58 0.43 0.25 0.81 0.63 n/a n/a
10 (254) 0.81 0.75 0.69 0.61 0.64 0.47 0.28 0.68 0.61 0.59 0.56 1.00 0.54 0.40 0.24 0.64 0.47 0.28 0.86 0.66 n/a n/a
10-3/4 (273) 0.83 0.77 0.70 0.62 0.69 0.51 0.30 0.70 0.62 0.60 0.57 0.60 0.45 0.27 0.69 0.51 0.30 0.89 0.69 0.63 n/a
12 (305) 0.87 0.80 0.72 0.63 0.77 0.57 0.33 0.72 0.63 0.61 0.58 0.71 0.53 0.32 0.77 0.57 0.33 0.94 0.73 0.66 n/a
14 (356) 0.93 0.85 0.76 0.66 0.90 0.66 0.39 0.76 0.65 0.63 0.59 0.89 0.67 0.40 0.90 0.66 0.39 1.00 0.79 0.71 n/a
16 (406) 1.00 0.90 0.80 0.68 1.00 0.76 0.44 0.79 0.68 0.65 0.60 1.00 0.82 0.49 1.00 0.76 0.44 0.84 0.76 n/a
16-3/4 (425) 0.91 0.81 0.69 0.79 0.46 0.81 0.68 0.65 0.61 0.87 0.52 0.79 0.46 0.86 0.78 0.66
18 (457) 0.94 0.83 0.70 0.85 0.50 0.83 0.70 0.66 0.62 0.97 0.58 0.85 0.50 0.89 0.81 0.68
20 (508) 0.99 0.87 0.72 0.95 0.55 0.87 0.72 0.68 0.63 1.00 0.68 0.95 0.55 0.94 0.85 0.72
22 (559) 1.00 0.91 0.74 1.00 0.61 0.91 0.74 0.70 0.64 0.79 1.00 0.61 0.99 0.89 0.75
24 (610) 0.94 0.77 0.67 0.94 0.76 0.72 0.66 0.90 0.67 1.00 0.93 0.79
26 (660) 0.98 0.79 0.72 0.98 0.79 0.74 0.67 1.00 0.72 0.97 0.82
28 (711) 1.00 0.81 0.78 1.00 0.81 0.75 0.68 0.78 1.00 0.85
30 (762) 0.83 0.83 0.83 0.77 0.69 0.83 0.88
36 (914) 0.90 1.00 0.90 0.83 0.73 1.00 0.97
>48 (1219) 1.00 1.00 0.94 0.81 1.00
1,2,3
Table 32 — Load adjustment factors for 3/4-in. diameter fractional threaded rods in cracked concrete
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
3/4 in
Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
Embedment hef 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15
in (mm) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381)
1-3/4 (44) n/a n/a n/a n/a 0.47 0.44 0.42 0.39 n/a n/a n/a n/a 0.10 0.06 0.04 0.03 0.21 0.12 0.09 0.05 n/a n/a n/a n/a
3-3/4 (95) 0.62 0.59 0.57 0.54 0.62 0.56 0.50 0.44 0.58 0.55 0.54 0.53 0.32 0.18 0.14 0.08 0.62 0.37 0.28 0.17 n/a n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
4 (102) 0.62 0.60 0.57 0.54 0.64 0.57 0.51 0.44 0.58 0.56 0.55 0.53 0.36 0.20 0.15 0.09 0.64 0.40 0.30 0.18 n/a n/a n/a n/a
5 (127) 0.66 0.62 0.59 0.56 0.72 0.63 0.56 0.47 0.60 0.57 0.56 0.54 0.50 0.28 0.21 0.13 0.72 0.56 0.42 0.25 n/a n/a n/a n/a
5-1/4 (133) 0.66 0.63 0.60 0.56 0.74 0.65 0.57 0.47 0.61 0.58 0.56 0.54 0.54 0.30 0.23 0.14 0.74 0.61 0.46 0.27 0.66 n/a n/a n/a
6 (152) 0.69 0.65 0.61 0.57 0.81 0.70 0.60 0.49 0.63 0.59 0.57 0.55 0.66 0.37 0.28 0.17 0.81 0.70 0.56 0.33 0.71 n/a n/a n/a
7 (178) 0.72 0.67 0.63 0.58 0.90 0.77 0.65 0.52 0.65 0.60 0.58 0.56 0.83 0.47 0.35 0.21 0.90 0.77 0.65 0.42 0.77 n/a n/a n/a
8 (203) 0.75 0.70 0.65 0.59 0.99 0.84 0.70 0.55 0.67 0.61 0.59 0.57 1.00 0.57 0.43 0.26 0.99 0.84 0.70 0.51 0.82 n/a n/a n/a
8-1/2 (216) 0.76 0.71 0.66 0.59 1.00 0.88 0.72 0.56 0.68 0.62 0.60 0.57 0.63 0.47 0.28 1.00 0.88 0.72 0.56 0.84 0.70 n/a n/a
9 (229) 0.78 0.72 0.67 0.60 0.91 0.75 0.57 0.69 0.63 0.61 0.58 0.68 0.51 0.31 0.91 0.75 0.57 0.87 0.72 n/a n/a
10 (254) 0.81 0.75 0.69 0.61 0.99 0.80 0.60 0.71 0.64 0.62 0.58 0.80 0.60 0.36 0.99 0.80 0.60 0.92 0.76 n/a n/a
10-3/4 (273) 0.83 0.77 0.70 0.62 1.00 0.84 0.62 0.73 0.65 0.63 0.59 0.89 0.67 0.40 1.00 0.84 0.62 0.95 0.79 0.71 n/a
12 (305) 0.87 0.80 0.72 0.63 0.91 0.66 0.75 0.67 0.64 0.60 1.00 0.79 0.47 0.91 0.66 1.00 0.83 0.75 n/a
14 (356) 0.93 0.85 0.76 0.66 1.00 0.72 0.79 0.70 0.67 0.62 0.99 0.60 1.00 0.72 0.90 0.81 n/a
16 (406) 1.00 0.90 0.80 0.68 0.78 0.84 0.73 0.69 0.63 1.00 0.73 0.78 0.96 0.87 n/a
16-3/4 (425) 0.91 0.81 0.69 0.81 0.85 0.74 0.70 0.64 0.78 0.81 0.98 0.89 0.75
18 (457) 0.94 0.83 0.70 0.85 0.88 0.76 0.71 0.65 0.87 0.85 1.00 0.92 0.78
20 (508) 0.99 0.87 0.72 0.91 0.92 0.79 0.74 0.67 1.00 0.91 0.97 0.82
22 (559) 1.00 0.91 0.74 0.98 0.96 0.82 0.76 0.69 0.98 1.00 0.86
24 (610) 0.94 0.77 1.00 1.00 0.84 0.78 0.70 1.00 0.90
26 (660) 0.98 0.79 0.87 0.81 0.72 0.94
28 (711) 1.00 0.81 0.90 0.83 0.74 0.97
30 (762) 0.83 0.93 0.86 0.75 1.00
36 (914) 0.90 1.00 0.93 0.80
>48 (1219) 1.00 1.00 0.90
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d < s < 16-in. and to 0.5 Tmax for s > 16-in.
3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use
Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
28 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Table 33 — Load adjustment factors for 7/8-in. diameter fractional threaded rods in uncracked concrete 1,2,3
Edge Distance in Shear
7/8 in Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
Uncracked Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Concrete fAN fRN fAV Toward Edge To Edge fHV
fRV fRV
Embedment hef 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
in (mm) (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 0.02 0.01 0.18 0.06 0.04 0.03 n/a n/a n/a n/a
4-3/8 (111) 0.62 0.59 0.57 0.54 0.62 0.32 0.24 0.14 0.58 0.54 0.53 0.52 0.35 0.12 0.09 0.05 0.62 0.24 0.18 0.11 n/a n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
5 (127) 0.64 0.61 0.58 0.55 0.66 0.34 0.25 0.15 0.59 0.55 0.54 0.53 0.43 0.14 0.11 0.07 0.66 0.29 0.22 0.13 n/a n/a n/a n/a
5-1/2 (140) 0.65 0.62 0.59 0.55 0.70 0.36 0.27 0.16 0.60 0.55 0.54 0.53 0.50 0.17 0.13 0.08 0.70 0.33 0.25 0.15 0.65 n/a n/a n/a
6 (152) 0.66 0.63 0.60 0.56 0.74 0.38 0.28 0.16 0.61 0.56 0.55 0.53 0.57 0.19 0.14 0.09 0.74 0.38 0.28 0.16 0.68 n/a n/a n/a
7 (178) 0.69 0.65 0.61 0.57 0.81 0.42 0.31 0.18 0.63 0.56 0.55 0.54 0.71 0.24 0.18 0.11 0.81 0.42 0.31 0.18 0.73 n/a n/a n/a
8 (203) 0.72 0.67 0.63 0.58 0.90 0.46 0.34 0.20 0.65 0.57 0.56 0.54 0.87 0.29 0.22 0.13 0.90 0.46 0.34 0.20 0.78 n/a n/a n/a
9 (229) 0.74 0.69 0.64 0.59 0.98 0.51 0.37 0.22 0.67 0.58 0.57 0.55 1.00 0.35 0.26 0.16 0.98 0.51 0.37 0.22 0.83 n/a n/a n/a
9-7/8 (251) 0.77 0.71 0.66 0.59 1.00 0.55 0.41 0.24 0.69 0.59 0.57 0.55 0.40 0.30 0.18 1.00 0.55 0.41 0.24 0.87 0.60 n/a n/a
10 (254) 0.77 0.71 0.66 0.60 0.56 0.41 0.24 0.69 0.59 0.58 0.55 0.41 0.31 0.18 0.56 0.41 0.24 0.87 0.61 n/a n/a
11 (279) 0.80 0.73 0.67 0.60 0.61 0.45 0.26 0.71 0.60 0.58 0.56 0.47 0.35 0.21 0.61 0.45 0.26 0.91 0.64 n/a n/a
12 (305) 0.82 0.75 0.69 0.61 0.67 0.49 0.29 0.73 0.61 0.59 0.56 0.54 0.40 0.24 0.67 0.49 0.29 0.95 0.66 n/a n/a
12-1/2 (318) 0.84 0.76 0.70 0.62 0.70 0.51 0.30 0.74 0.61 0.59 0.57 0.57 0.43 0.26 0.70 0.51 0.30 0.97 0.68 0.62 n/a
14 (356) 0.88 0.80 0.72 0.63 0.78 0.58 0.34 0.77 0.63 0.61 0.58 0.68 0.51 0.31 0.78 0.58 0.34 1.00 0.72 0.65 n/a
16 (406) 0.93 0.84 0.75 0.65 0.89 0.66 0.39 0.80 0.65 0.62 0.59 0.83 0.62 0.37 0.89 0.66 0.39 0.77 0.70 n/a
18 (457) 0.99 0.88 0.79 0.67 1.00 0.74 0.43 0.84 0.67 0.64 0.60 0.99 0.74 0.44 1.00 0.74 0.43 0.81 0.74 n/a
19-1/2 (495) 1.00 0.91 0.81 0.69 0.80 0.47 0.87 0.68 0.65 0.61 1.00 0.84 0.50 0.80 0.47 0.85 0.77 0.65
20 (508) 0.92 0.82 0.69 0.82 0.48 0.88 0.68 0.65 0.61 0.87 0.52 0.82 0.48 0.86 0.78 0.66
22 (559) 0.97 0.85 0.71 0.90 0.53 0.92 0.70 0.67 0.62 1.00 0.60 0.90 0.53 0.90 0.82 0.69
24 (610) 1.00 0.88 0.73 0.99 0.58 0.96 0.72 0.68 0.63 0.68 0.99 0.58 0.94 0.85 0.72
26 (660) 0.91 0.75 1.00 0.63 0.99 0.74 0.70 0.64 0.77 1.00 0.63 0.98 0.89 0.75
28 (711) 0.94 0.77 0.67 1.00 0.76 0.71 0.65 0.86 0.67 1.00 0.92 0.78
30 (762) 0.98 0.79 0.72 0.78 0.73 0.66 0.96 0.72 0.95 0.80
36 (914) 1.00 0.84 0.87 0.83 0.77 0.69 1.00 0.87 1.00 0.88
>48 (1219) 0.96 1.00 0.94 0.86 0.76 1.00 1.00
1,2,3
Table 34 — Load adjustment factors for 7/8-in. diameter fractional threaded rods in cracked concrete
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
7/8 in ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
Embedment hef 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
in (mm) (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 0.45 0.43 0.41 0.38 n/a n/a n/a n/a 0.10 0.05 0.03 0.02 0.20 0.09 0.07 0.04 n/a n/a n/a n/a
4-3/8 (111) 0.62 0.59 0.57 0.54 0.62 0.56 0.50 0.44 0.59 0.55 0.54 0.53 0.40 0.18 0.14 0.08 0.62 0.37 0.28 0.17 n/a n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
5 (127) 0.64 0.61 0.58 0.55 0.66 0.59 0.52 0.45 0.60 0.56 0.55 0.54 0.49 0.23 0.17 0.10 0.66 0.45 0.34 0.20 n/a n/a n/a n/a
5-1/2 (140) 0.65 0.62 0.59 0.55 0.70 0.62 0.54 0.46 0.61 0.57 0.56 0.54 0.56 0.26 0.19 0.12 0.70 0.52 0.39 0.23 0.67 n/a n/a n/a
6 (152) 0.66 0.63 0.60 0.56 0.74 0.64 0.56 0.47 0.62 0.57 0.56 0.54 0.64 0.30 0.22 0.13 0.74 0.59 0.44 0.27 0.70 n/a n/a n/a
7 (178) 0.69 0.65 0.61 0.57 0.81 0.70 0.60 0.49 0.64 0.59 0.57 0.55 0.81 0.37 0.28 0.17 0.81 0.70 0.56 0.34 0.76 n/a n/a n/a
8 (203) 0.72 0.67 0.63 0.58 0.90 0.76 0.64 0.52 0.66 0.60 0.58 0.56 0.98 0.46 0.34 0.21 0.90 0.76 0.64 0.41 0.81 n/a n/a n/a
9 (229) 0.74 0.69 0.64 0.59 0.98 0.82 0.68 0.54 0.69 0.61 0.59 0.57 1.00 0.54 0.41 0.24 0.98 0.82 0.68 0.49 0.86 n/a n/a n/a
9-7/8 (251) 0.77 0.71 0.66 0.59 1.00 0.87 0.72 0.56 0.70 0.62 0.60 0.57 0.63 0.47 0.28 1.00 0.87 0.72 0.56 0.90 0.70 n/a n/a
10 (254) 0.77 0.71 0.66 0.60 0.88 0.73 0.56 0.71 0.62 0.60 0.57 0.64 0.48 0.29 0.88 0.73 0.56 0.91 0.70 n/a n/a
11 (279) 0.80 0.73 0.67 0.60 0.95 0.77 0.59 0.73 0.64 0.61 0.58 0.73 0.55 0.33 0.95 0.77 0.59 0.95 0.74 n/a n/a
12 (305) 0.82 0.75 0.69 0.61 1.00 0.82 0.61 0.75 0.65 0.62 0.59 0.84 0.63 0.38 1.00 0.82 0.61 0.99 0.77 n/a n/a
12-1/2 (318) 0.84 0.76 0.70 0.62 0.84 0.62 0.76 0.65 0.63 0.59 0.89 0.67 0.40 0.84 0.62 1.00 0.79 0.71 n/a
14 (356) 0.88 0.80 0.72 0.63 0.91 0.66 0.79 0.67 0.64 0.60 1.00 0.79 0.47 0.91 0.66 0.83 0.76 n/a
16 (406) 0.93 0.84 0.75 0.65 1.00 0.71 0.83 0.70 0.66 0.62 0.97 0.58 1.00 0.71 0.89 0.81 n/a
18 (457) 0.99 0.88 0.79 0.67 0.76 0.87 0.72 0.68 0.63 1.00 0.69 0.76 0.94 0.86 n/a
19-1/2 (495) 1.00 0.91 0.81 0.69 0.80 0.90 0.74 0.70 0.64 0.78 0.80 0.98 0.89 0.75
20 (508) 0.92 0.82 0.69 0.82 0.91 0.75 0.70 0.64 0.81 0.82 0.99 0.90 0.76
22 (559) 0.97 0.85 0.71 0.87 0.95 0.77 0.72 0.66 0.94 0.87 1.00 0.95 0.80
24 (610) 1.00 0.88 0.73 0.93 0.99 0.80 0.74 0.67 1.00 0.93 0.99 0.83
26 (660) 0.91 0.75 0.99 1.00 0.82 0.76 0.69 0.99 1.00 0.87
28 (711) 0.94 0.77 1.00 0.85 0.79 0.70 1.00 0.90
30 (762) 0.98 0.79 0.87 0.81 0.72 0.93
36 (914) 1.00 0.84 0.94 0.87 0.76 1.00
>48 (1219) 0.96 1.00 0.99 0.85
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d < s < 16-in. and to 0.5 Tmax for s > 16-in.
3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use
Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 29
HIT-RE 100 adhesive anchoring system
Table 35 — Load adjustment factors for 1-in. diameter fractional threaded rods in uncracked concrete 1,2,3
Edge Distance in Shear
1 in Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
Uncracked Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Concrete fAN fRN fAV Toward Edge To Edge fHV
fRV fRV
Embedment hef 4 9 12 20 4 9 12 20 4 9 12 20 4 9 12 20 4 9 12 20 4 9 12 20
in (mm) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508)
1-3/4 (44) n/a n/a n/a n/a 0.38 0.23 0.17 0.10 n/a n/a n/a n/a 0.08 0.02 0.02 0.01 0.15 0.05 0.04 0.02 n/a n/a n/a n/a
5 (127) 0.62 0.59 0.57 0.54 0.62 0.32 0.24 0.14 0.59 0.54 0.53 0.52 0.37 0.11 0.09 0.05 0.62 0.23 0.17 0.10 n/a n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
6 (152) 0.64 0.61 0.58 0.55 0.69 0.35 0.26 0.15 0.60 0.55 0.54 0.53 0.48 0.15 0.11 0.07 0.69 0.30 0.22 0.13 n/a n/a n/a n/a
6-1/4 (159) 0.65 0.62 0.59 0.55 0.70 0.36 0.27 0.16 0.61 0.55 0.54 0.53 0.51 0.16 0.12 0.07 0.70 0.32 0.24 0.14 0.65 n/a n/a n/a
7 (178) 0.67 0.63 0.60 0.56 0.75 0.39 0.29 0.17 0.62 0.55 0.55 0.53 0.61 0.19 0.14 0.09 0.75 0.38 0.28 0.17 0.69 n/a n/a n/a
8 (203) 0.69 0.65 0.61 0.57 0.82 0.42 0.31 0.18 0.64 0.56 0.55 0.54 0.74 0.23 0.17 0.10 0.82 0.42 0.31 0.18 0.74 n/a n/a n/a
9 (229) 0.72 0.67 0.63 0.58 0.89 0.46 0.34 0.20 0.65 0.57 0.56 0.54 0.89 0.28 0.21 0.12 0.89 0.46 0.34 0.20 0.78 n/a n/a n/a
10 (254) 0.74 0.69 0.64 0.58 0.97 0.50 0.37 0.21 0.67 0.58 0.56 0.55 1.00 0.32 0.24 0.15 0.97 0.50 0.37 0.21 0.83 n/a n/a n/a
11 (279) 0.76 0.70 0.65 0.59 1.00 0.54 0.40 0.23 0.69 0.59 0.57 0.55 0.37 0.28 0.17 1.00 0.54 0.40 0.23 0.87 n/a n/a n/a
11-1/4 (286) 0.77 0.71 0.66 0.59 0.56 0.41 0.24 0.69 0.59 0.57 0.55 0.38 0.29 0.17 0.56 0.41 0.24 0.88 0.59 n/a n/a
12 (305) 0.79 0.72 0.67 0.60 0.59 0.44 0.26 0.70 0.59 0.58 0.56 0.42 0.32 0.19 0.59 0.44 0.26 0.91 0.61 n/a n/a
13 (330) 0.81 0.74 0.68 0.61 0.64 0.47 0.28 0.72 0.60 0.58 0.56 0.48 0.36 0.22 0.64 0.47 0.28 0.94 0.64 n/a n/a
14 (356) 0.84 0.76 0.69 0.62 0.69 0.51 0.30 0.74 0.61 0.59 0.56 0.53 0.40 0.24 0.69 0.51 0.30 0.98 0.66 n/a n/a
14-1/4 (362) 0.84 0.76 0.70 0.62 0.70 0.52 0.30 0.74 0.61 0.59 0.57 0.55 0.41 0.25 0.70 0.52 0.30 0.99 0.67 0.61 n/a
16 (406) 0.88 0.80 0.72 0.63 0.79 0.58 0.34 0.77 0.63 0.60 0.57 0.65 0.49 0.29 0.79 0.58 0.34 1.00 0.71 0.64 n/a
18 (457) 0.93 0.83 0.75 0.65 0.89 0.65 0.38 0.81 0.64 0.62 0.58 0.78 0.58 0.35 0.89 0.65 0.38 0.75 0.68 n/a
20 (508) 0.98 0.87 0.78 0.67 0.99 0.73 0.43 0.84 0.66 0.63 0.59 0.91 0.68 0.41 0.99 0.73 0.43 0.79 0.72 n/a
22 (559) 1.00 0.91 0.81 0.68 1.00 0.80 0.47 0.88 0.67 0.64 0.60 1.00 0.79 0.47 1.00 0.80 0.47 0.83 0.75 n/a
22-1/4 (565) 0.91 0.81 0.69 0.81 0.47 0.88 0.67 0.64 0.60 0.80 0.48 0.81 0.47 0.84 0.76 0.64
24 (610) 0.94 0.83 0.70 0.87 0.51 0.91 0.69 0.66 0.61 0.90 0.54 0.87 0.51 0.87 0.79 0.66
26 (660) 0.98 0.86 0.72 0.94 0.55 0.94 0.70 0.67 0.62 1.00 0.61 0.94 0.55 0.90 0.82 0.69
28 (711) 1.00 0.89 0.73 1.00 0.60 0.98 0.72 0.68 0.63 0.68 1.00 0.60 0.94 0.85 0.72
30 (762) 0.92 0.75 0.64 1.00 0.74 0.69 0.64 0.75 0.64 0.97 0.88 0.74
36 (914) 1.00 0.80 0.77 0.78 0.73 0.67 0.99 0.77 1.00 0.97 0.81
>48 (1219) 0.90 1.00 0.88 0.81 0.72 1.00 1.00 1.00 0.94
1,2,3
Table 36 — Load adjustment factors for 1-in. diameter fractional threaded rods in cracked concrete
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
1 in
Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
Embedment hef 4 9 12 20 4 9 12 20 4 9 12 20 4 9 12 20 4 9 12 20 4 9 12 20
in (mm) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508)
1-3/4 (44) n/a n/a n/a n/a 0.44 0.42 0.40 0.38 n/a n/a n/a n/a 0.09 0.04 0.03 0.02 0.17 0.08 0.06 0.03 n/a n/a n/a n/a
5 (127) 0.62 0.59 0.57 0.54 0.62 0.56 0.50 0.44 0.59 0.55 0.54 0.53 0.42 0.19 0.14 0.08 0.62 0.37 0.28 0.17 n/a n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
6 (152) 0.64 0.61 0.58 0.55 0.69 0.60 0.53 0.46 0.61 0.57 0.55 0.54 0.55 0.24 0.18 0.11 0.69 0.49 0.37 0.22 n/a n/a n/a n/a
6-1/4 (159) 0.65 0.62 0.59 0.55 0.70 0.61 0.54 0.46 0.62 0.57 0.56 0.54 0.58 0.26 0.19 0.12 0.70 0.52 0.39 0.23 0.68 n/a n/a n/a
7 (178) 0.67 0.63 0.60 0.56 0.75 0.65 0.57 0.47 0.63 0.58 0.56 0.54 0.69 0.31 0.23 0.14 0.75 0.61 0.46 0.28 0.72 n/a n/a n/a
8 (203) 0.69 0.65 0.61 0.57 0.82 0.70 0.60 0.49 0.65 0.59 0.57 0.55 0.84 0.38 0.28 0.17 0.82 0.70 0.56 0.34 0.77 n/a n/a n/a
9 (229) 0.72 0.67 0.63 0.58 0.89 0.75 0.64 0.51 0.67 0.60 0.58 0.56 1.00 0.45 0.34 0.20 0.89 0.75 0.64 0.40 0.82 n/a n/a n/a
10 (254) 0.74 0.69 0.64 0.58 0.97 0.80 0.67 0.53 0.69 0.61 0.59 0.56 0.52 0.39 0.24 0.97 0.80 0.67 0.47 0.86 n/a n/a n/a
11 (279) 0.76 0.70 0.65 0.59 1.00 0.86 0.71 0.55 0.70 0.62 0.60 0.57 0.60 0.45 0.27 1.00 0.86 0.71 0.54 0.90 n/a n/a n/a
11-1/4 (286) 0.77 0.71 0.66 0.59 0.87 0.72 0.56 0.71 0.62 0.60 0.57 0.63 0.47 0.28 0.87 0.72 0.56 0.92 0.70 n/a n/a
12 (305) 0.79 0.72 0.67 0.60 0.91 0.75 0.57 0.72 0.63 0.61 0.58 0.69 0.52 0.31 0.91 0.75 0.57 0.95 0.72 n/a n/a
13 (330) 0.81 0.74 0.68 0.61 0.97 0.79 0.59 0.74 0.64 0.62 0.58 0.78 0.58 0.35 0.97 0.79 0.59 0.98 0.75 n/a n/a
14 (356) 0.84 0.76 0.69 0.62 1.00 0.83 0.62 0.76 0.65 0.63 0.59 0.87 0.65 0.39 1.00 0.83 0.62 1.00 0.78 n/a n/a
14-1/4 (362) 0.84 0.76 0.70 0.62 0.84 0.62 0.77 0.65 0.63 0.59 0.89 0.67 0.40 0.84 0.62 0.79 0.71 n/a
16 (406) 0.88 0.80 0.72 0.63 0.91 0.66 0.80 0.67 0.64 0.60 1.00 0.80 0.48 0.91 0.66 0.83 0.76 n/a
18 (457) 0.93 0.83 0.75 0.65 1.00 0.70 0.83 0.70 0.66 0.61 0.95 0.57 1.00 0.70 0.88 0.80 n/a
20 (508) 0.98 0.87 0.78 0.67 0.75 0.87 0.72 0.68 0.63 1.00 0.67 0.75 0.93 0.85 n/a
22 (559) 1.00 0.91 0.81 0.68 0.80 0.91 0.74 0.70 0.64 0.77 0.80 0.98 0.89 n/a
22-1/4 (565) 0.91 0.81 0.69 0.80 0.91 0.74 0.70 0.64 0.78 0.80 0.98 0.89 0.75
24 (610) 0.94 0.83 0.70 0.85 0.95 0.76 0.71 0.65 0.88 0.85 1.00 0.93 0.78
26 (660) 0.98 0.86 0.72 0.90 0.98 0.78 0.73 0.67 0.99 0.90 0.96 0.81
28 (711) 1.00 0.89 0.73 0.95 1.00 0.80 0.75 0.68 1.00 0.95 1.00 0.84
30 (762) 0.92 0.75 1.00 0.83 0.77 0.69 1.00 0.87
36 (914) 1.00 0.80 0.89 0.82 0.73 0.96
>48 (1219) 0.90 1.00 0.93 0.81 1.00
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d < s < 16-in. and to 0.5 Tmax for s > 16-in.
3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use
Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
30 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Table 37 — Load adjustment factors for 1-1/4-in. diameter fractional threaded rods in uncracked concrete 1,2,3
Edge Distance in Shear
1-1/4 in Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
Uncracked Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Concrete fAN fRN fAV Toward Edge To Edge fHV
fRV fRV
Embedment hef 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25
in (mm) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635)
1-3/4 (44) n/a n/a n/a n/a 0.37 0.22 0.16 0.09 n/a n/a n/a n/a 0.05 0.02 0.01 0.01 0.11 0.03 0.02 0.01 n/a n/a n/a n/a
6-1/4 (159) 0.62 0.57 0.63 0.37 0.63 0.16
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
0.59 0.54 0.32 0.24 0.14 0.59 0.54 0.53 0.52 0.11 0.08 0.05 0.22 0.10 n/a n/a n/a n/a
7 (178) 0.64 0.60 0.58 0.55 0.67 0.34 0.25 0.15 0.60 0.54 0.53 0.52 0.43 0.13 0.09 0.06 0.67 0.26 0.19 0.11 n/a n/a n/a n/a
8 (203) 0.66 0.62 0.59 0.55 0.72 0.37 0.27 0.16 0.61 0.55 0.54 0.53 0.53 0.16 0.12 0.07 0.72 0.31 0.23 0.14 0.66 n/a n/a n/a
9 (229) 0.68 0.63 0.60 0.56 0.78 0.40 0.29 0.17 0.62 0.55 0.54 0.53 0.63 0.19 0.14 0.08 0.78 0.38 0.28 0.17 0.70 n/a n/a n/a
10 (254) 0.70 0.65 0.61 0.57 0.83 0.43 0.31 0.18 0.64 0.56 0.55 0.54 0.74 0.22 0.16 0.10 0.83 0.43 0.31 0.18 0.74 n/a n/a n/a
11 (279) 0.72 0.66 0.62 0.57 0.89 0.46 0.34 0.20 0.65 0.57 0.55 0.54 0.86 0.25 0.19 0.11 0.89 0.46 0.34 0.20 0.78 n/a n/a n/a
12 (305) 0.74 0.68 0.63 0.58 0.95 0.49 0.36 0.21 0.66 0.57 0.56 0.54 0.98 0.29 0.21 0.13 0.95 0.49 0.36 0.21 0.81 n/a n/a n/a
13 (330) 0.76 0.69 0.64 0.59 1.00 0.52 0.38 0.23 0.68 0.58 0.56 0.55 1.00 0.33 0.24 0.14 1.00 0.52 0.38 0.23 0.84 n/a n/a n/a
14 (356) 0.77 0.71 0.66 0.59 0.56 0.41 0.24 0.69 0.59 0.57 0.55 0.36 0.27 0.16 0.56 0.41 0.24 0.87 0.58 n/a n/a
14-1/4 (362) 0.78 0.71 0.66 0.60 0.57 0.42 0.25 0.69 0.59 0.57 0.55 0.37 0.27 0.16 0.57 0.42 0.25 0.88 0.59 n/a n/a
15 (381) 0.79 0.72 0.67 0.60 0.60 0.44 0.26 0.70 0.59 0.57 0.55 0.40 0.30 0.18 0.60 0.44 0.26 0.91 0.60 n/a n/a
16 (406) 0.81 0.74 0.68 0.61 0.64 0.47 0.28 0.72 0.60 0.58 0.56 0.45 0.33 0.20 0.64 0.47 0.28 0.94 0.62 n/a n/a
17 (432) 0.83 0.75 0.69 0.61 0.68 0.50 0.29 0.73 0.60 0.58 0.56 0.49 0.36 0.21 0.68 0.50 0.29 0.96 0.64 n/a n/a
18 (457) 0.85 0.77 0.70 0.62 0.72 0.53 0.31 0.75 0.61 0.59 0.56 0.53 0.39 0.23 0.72 0.53 0.31 0.99 0.66 0.60 n/a
20 (508) 0.89 0.80 0.72 0.63 0.80 0.59 0.35 0.77 0.62 0.60 0.57 0.62 0.46 0.27 0.80 0.59 0.35 1.00 0.70 0.63 n/a
22 (559) 0.93 0.83 0.74 0.65 0.88 0.65 0.38 0.80 0.63 0.61 0.58 0.72 0.53 0.32 0.88 0.65 0.38 0.73 0.66 n/a
24 (610) 0.97 0.86 0.77 0.66 0.96 0.71 0.42 0.83 0.65 0.62 0.58 0.82 0.60 0.36 0.96 0.71 0.42 0.76 0.69 n/a
26 (660) 1.00 0.89 0.79 0.67 1.00 0.77 0.45 0.86 0.66 0.63 0.59 0.92 0.68 0.41 1.00 0.77 0.45 0.79 0.72 n/a
28 (711) 0.91 0.81 0.69 0.83 0.48 0.88 0.67 0.64 0.60 1.00 0.76 0.45 0.83 0.48 0.82 0.74 0.63
30 (762) 0.94 0.83 0.70 0.89 0.52 0.91 0.68 0.65 0.61 0.84 0.50 0.89 0.52 0.85 0.77 0.65
36 (914) 1.00 0.90 0.74 1.00 0.62 0.99 0.72 0.68 0.63 1.00 0.66 1.00 0.62 0.94 0.84 0.71
>48 (1219) 1.00 0.82 0.83 1.00 0.79 0.74 0.67 1.00 0.83 1.00 0.97 0.82
Table 38 — Load adjustment factors for 1-1/4-in. diameter fractional threaded rods in cracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Conc. Thickness
1-1/4 in
Tension in Tension Shear4 ┴ ⃦ Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
0.59 0.54 0.50 0.44 0.55 0.53 0.44 0.20 0.15 0.09 0.39 0.29 0.18 n/a n/a n/a n/a
7 (178) 0.64 0.60 0.58 0.55 0.67 0.58 0.52 0.45 0.61 0.56 0.55 0.54 0.52 0.23 0.17 0.10 0.95 0.46 0.35 0.21 n/a n/a n/a n/a
8 (203) 0.66 0.62 0.59 0.55 0.72 0.62 0.55 0.46 0.62 0.57 0.56 0.54 0.64 0.28 0.21 0.13 1.00 0.56 0.42 0.25 0.70 n/a n/a n/a
9 (229) 0.68 0.63 0.60 0.56 0.78 0.66 0.57 0.48 0.64 0.58 0.57 0.55 0.76 0.34 0.25 0.15 0.66 0.51 0.30 0.74 n/a n/a n/a
10 (254) 0.70 0.65 0.61 0.57 0.83 0.70 0.60 0.49 0.65 0.59 0.57 0.55 0.89 0.39 0.30 0.18 0.70 0.59 0.36 0.78 n/a n/a n/a
11 (279) 0.72 0.66 0.62 0.57 0.89 0.74 0.63 0.51 0.67 0.60 0.58 0.56 1.00 0.46 0.34 0.20 0.74 0.63 0.41 0.82 n/a n/a n/a
12 (305) 0.74 0.68 0.63 0.58 0.95 0.78 0.66 0.53 0.68 0.61 0.59 0.56 0.52 0.39 0.23 0.78 0.66 0.47 0.86 n/a n/a n/a
13 (330) 0.76 0.69 0.64 0.59 1.00 0.82 0.69 0.54 0.70 0.62 0.60 0.57 0.59 0.44 0.26 0.82 0.69 0.53 0.89 n/a n/a n/a
14 (356) 0.77 0.71 0.66 0.59 0.87 0.72 0.56 0.72 0.63 0.60 0.57 0.65 0.49 0.29 0.87 0.72 0.56 0.93 0.71 n/a n/a
14-1/4 (362) 0.78 0.71 0.66 0.60 0.88 0.73 0.56 0.72 0.63 0.61 0.58 0.67 0.50 0.30 0.88 0.73 0.56 0.94 0.71 n/a n/a
15 (381) 0.79 0.72 0.67 0.60 0.91 0.75 0.57 0.73 0.63 0.61 0.58 0.73 0.54 0.33 0.91 0.75 0.57 0.96 0.73 n/a n/a
16 (406) 0.81 0.74 0.68 0.61 0.96 0.78 0.59 0.75 0.64 0.62 0.58 0.80 0.60 0.36 0.96 0.78 0.59 0.99 0.76 n/a n/a
17 (432) 0.83 0.75 0.69 0.61 1.00 0.81 0.61 0.76 0.65 0.63 0.59 0.87 0.66 0.39 1.00 0.81 0.61 1.00 0.78 n/a n/a
18 (457) 0.85 0.77 0.70 0.62 0.85 0.62 0.78 0.66 0.63 0.59 0.95 0.71 0.43 0.85 0.62 0.80 0.73 n/a
20 (508) 0.89 0.80 0.72 0.63 0.91 0.66 0.81 0.68 0.65 0.61 1.00 0.84 0.50 0.91 0.66 0.85 0.77 n/a
22 (559) 0.93 0.83 0.74 0.65 0.98 0.69 0.84 0.70 0.66 0.62 0.97 0.58 0.98 0.69 0.89 0.81 n/a
24 (610) 0.97 0.86 0.77 0.66 1.00 0.73 0.87 0.72 0.68 0.63 1.00 0.66 1.00 0.73 0.93 0.84 n/a
26 (660) 1.00 0.89 0.79 0.67 0.77 0.90 0.73 0.69 0.64 0.74 0.77 0.97 0.88 n/a
28 (711) 0.91 0.81 0.69 0.81 0.93 0.75 0.71 0.65 0.83 0.81 1.00 0.91 0.77
30 (762) 0.94 0.83 0.70 0.85 0.96 0.77 0.72 0.66 0.92 0.85 0.94 0.79
36 (914) 1.00 0.90 0.74 0.97 1.00 0.82 0.77 0.69 1.00 0.97 1.00 0.87
>48 (1219) 1.00 0.82 1.00 1.00 0.93 0.86 0.75 1.00 1.00
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 Tmax for 5d < s < 16-in. and to 0.5 Tmax for s > 16-in.
3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use
Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 and CSA A23.3-14 Annex D.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
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HIT-RE 100 adhesive anchoring system
2.4.10 canadian limit State anchor-to-anchor spacing or edge distance adjustments for
design the convenience of the user of this document. All the figures
Limit State Design of anchors is described in the provisions in the previous ACI 318-14 Chapter 17 design section are
of CSA A23.3 -14 (2014) Annex D for post-installed anchors applicable to Limit State Design and the tables will reference
tested and assessed in accordance with ACI 355.2 for these figures.
mechanical anchors and ACI 355.4 for adhesive anchors. This For a detailed explanation of the tables developed in
section contains the Limit State Design tables with unfactored accordance with CSA A23.3-14 (2014) Annex D, refer to
characteristic loads that are based on the published loads in Section 3.1.8. Technical assistance is available by contacting
ICC Evaluation Services ESR-3829. These tables are followed Hilti Canada at (800) 363-4458 or at www.hilti.ca
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
32 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Table 41 — Hilti HIT-RE 100 adhesive design information with CA rebar in hammer drilled holes in accordance
with CSA A23.3-14 Annex D 1,9
Rebar Size Ref
Design parameter Symbol Units A23.3-14
10 M 15 M 20 M 25 M 30 M
Anchor O.D. da mm 11.3 16.0 19.5 25.2 29.9
Effective minimum embedment 2 hef mm 60 80 90 101 120
Effective maximum embedment 2 hef mm 226 320 390 504 598
Minimum concrete thickness 2 hmin mm hef + 30 hef + 2d0
Critical edge distance cac mm See ESR-3187, section 4.1.10
Minimum edge distance cmin3 mm 57 80 98 126 150
Minimum anchor spacing smin mm 57 80 98 126 150
Coeff. for factored conc. breakout
kc,uncr4 - 10 D.6.2.2
resistance, uncracked concrete
Coeff. for factored conc. breakout
kc,cr4 - 7 D.6.2.2
resistance, cracked concrete
Concrete material resistance factor ϕc - 0.65 8.4.2
Resistance modification factor for tension and
Rconc - 1.00 D.5.3 (c )
shear, concrete failure modes, Condition B 5
Dry Concrete
Characteristic bond stress in psi 476 476 476 476 416
τcr D.6.5.2
Temp. cracked concrete 7,8 (MPa) (3.3) (3.3) (3.3) (3.3) (2.9
range A 6 Characteristic bond stress in psi 1,272 1,204 1,156 1,100 1,056
τuncr D.6.5.2
uncracked concrete 7,8 (MPa) (8.8) (8.3) (8.0) (7.6) (7.3
Anchor category, dry concrete - - 2 2 2 2 2
D.5.3 (c)
Resistance modification factor Rdry - 0.85 0.85 0.85 0.85 0.85
Water Saturated Concrete
Characteristic bond stress in psi 424 420 405 360 319
τcr D.6.5.2
Temp. cracked concrete 7,8 (MPa) (2.9) (2.9) (2.8) (2.5) (2.2
range A 6 Characteristic bond stress in psi 1,133 1,061 986 878 803
τuncr D.6.5.2
uncracked concrete 7,8 (MPa) (7.8) (7.3) (6.8) (6.1) (5.5)
Anchor category, water-saturated concrete - - 3 3 3 3 3
D.5.3 (c)
Resistance modification factor Rws - 0.75 0.75 0.75 0.75 0.75
Water-Filled Hole
Characteristic bond stress in psi 424 420 405 360 319
τcr D.6.5.2
Temp. cracked concrete 7,8 (MPa) (2.9) (2.9) (2.8) (2.5) (2.2)
range A 6 Characteristic bond stress in psi 1,133 1,061 986 878 803
τuncr D.6.5.2
uncracked concrete 7,8 (MPa) (7.8) (7.3) (6.8) (6.1) (5.5)
Anchor category, water-filled hole - - 3 3 3 3 3
D.5.3 (c)
Resistance modification factor Rwf - 0.75 0.75 0.75 0.75 0.75
Underwater Application
Characteristic bond stress in psi 424 420 405 360 319
τcr D.6.5.2
Temp. cracked concrete 7,8 (MPa) (2.9) (2.9) (2.8) (2.5) (2.2)
range A 6 Characteristic bond stress in psi 1,133 1,061 986 878 803
τuncr D.6.5.2
uncracked concrete 7,8 (MPa) (7.8) (7.3) (6.8) (6.1) (5.5)
Anchor category, underwater - - 3 3 3 3 3
D.5.3 (c)
Resistance modification factor Ruw - 0.75 0.75 0.75 0.75 0.75
1 Design information in this table is taken from ICC-ES ESR-3829, dated January, 2016, table 32 and 33, and converted for use with CSA A23.3-14 Annex D.
2 See igure 2.
3 Minimum edge distance may be reduced to 45mm provided rebar remains untorqued. See ESR-3829 section 4.1.9.
4 For all design cases, ψc,N = 1.0. The appropriate coeficient for breakout resistance for cracked concrete (kc,cr) or uncracked concrete (kc,uncr) must be used.
5 For use with the load combinations of CSA A23.3-14 chapter 8. Condition B applies where supplementary reinforcement in conformance with CSA A23.3-14 section D.5.3 is not provided, or
where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be veriied, the resistance modiication factors associated with Condition A may be
used.
6 Temperature range A: Max. short term temperature = 130°F (55°C), max. long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over signiicant
periods of time.
7 Bond strength values corresponding to concrete compressive strength fʹc = 2,500 psi (17.2 MPa). For concrete compressive strength, fʹc, 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 (fʹc/2,500)0.1 [for SI: (fʹc / 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 αN,seis = 0.9.
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HIT-RE 100 adhesive anchoring system
Table 42 — Hilti HIT-RE 100 adhesive factored resistance with concrete / bond failure for CA rebar in uncracked
concrete 1,2,3,4,5,6,7,8,9,10
Effective Tension — Nr Shear — Vr
Embedment f´c = 20 MPa f´c = 25 MPa f´c = 30 MPa f´c = 40 MPa f´c = 20 MPa f´c = 25 MPa f´c = 30 MPa f´c = 40 MPa
Rebar Size Depth (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi) (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi)
in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN)
4-1/2 4,515 4,620 4,705 4,840 9,030 9,235 9,405 9,680
(115) (20.1) (20.5) (20.9) (21.5) (40.2) (41.1) (41.8) (43.1)
7-1/16 7,070 7,230 7,360 7,575 14,135 14,455 14,720 15,150
10 M
(180) (31.4) (32.2) (32.7) (33.7) (62.9) (64.3) (65.5) (67.4)
8-7/8 8,875 9,075 9,240 9,510 17,750 18,150 18,485 19,025
(226) (39.5) (40.4) (41.1) (42.3) (79.0) (80.7) (82.2) (84.6)
5-11/16 7,630 7,805 7,945 8,180 15,260 15,605 15,895 16,360
(145) (33.9) (34.7) (35.3) (36.4) (67.9) (69.4) (70.7) (72.8)
9-13/16 13,155 13,455 13,700 14,100 26,315 26,910 27,405 28,205
15 M
(250) (58.5) (59.8) (60.9) (62.7) (117.1) (119.7) (121.9) (125.5)
12-5/8 16,840 17,220 17,540 18,050 33,685 34,445 35,075 36,100
(320) (74.9) (76.6) (78.0) (80.3) (149.8) (153.2) (156.0) (160.6)
7-7/8 12,315 12,595 12,825 13,200 24,635 25,190 25,655 26,400
(200) (54.8) (56.0) (57.1) (58.7) (109.6) (112.0) (114.1) (117.4)
14 21,865 22,355 22,765 23,430 43,725 44,710 45,535 46,865
20 M
(355) (97.2) (99.4) (101.3) (104.2) (194.5) (198.9) (202.5) (208.5)
15-3/8 24,020 24,560 25,010 25,740 48,035 49,120 50,025 51,485
(390) (106.8) (109.2) (111.3) (114.5) (213.7) (218.5) (222.5) (229.0)
9-1/16 17,420 17,810 18,140 18,670 34,835 35,620 36,280 37,335
(230) (77.5) (79.2) (80.7) (83.0) (155.0) (158.5) (161.4) (166.1)
15-15/16 30,670 31,365 31,940 32,870 61,340 62,725 63,880 65,745
25 M
(405) (136.4) (139.5) (142.1) (146.2) (272.9) (279.0) (284.2) (292.4)
19-13/16 38,170 39,030 39,750 40,910 76,335 78,060 79,495 81,815
(504) (169.8) (173.6) (176.8) (182.0) (339.6) (347.2) (353.6) (363.9)
10-1/4 22,430 22,935 23,355 24,040 44,855 45,870 46,710 48,075
(260) (99.8) (102.0) (103.9) (106.9) (199.5) (204.0) (207.8) (213.8)
17-15/16 39,250 40,135 40,875 42,065 78,500 80,270 81,745 84,130
30 M
(455) (174.6) (178.5) (181.8) (187.1) (349.2) (357.1) (363.6) (374.2)
23-9/16 51,585 52,750 53,720 55,285 103,170 105,495 107,435 110,575
(598) (229.5) (234.6) (239.0) (245.9) (458.9) (469.3) (477.9) (491.9)
1 See Section 2.4.1 for explanation on development of load values.
2 See Section 2.4.4 to convert design strength value to ASD value.
3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
4 Apply spacing, edge distance, and concrete thickness factors in tables 5-20 as necessary. Compare to the steel values in table 40.
The lesser of the values is to be used for the design.
5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over signiicant
periods of time.
6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61.
7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.6
8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted.
10 Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete.
34 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Table 43 — Hilti HIT-RE 100 adhesive factored resistance with concrete / bond failure for CA rebar in cracked
concrete 1,2,3,4,5,6,7,8,9,10
Effective Tension — Nr Shear — Vr
Embedment f´c = 20 MPa f´c = 25 MPa f´c = 30 MPa f´c = 40 MPa f´c = 20 MPa f´c = 25 MPa f´c = 30 MPa f´c = 40 MPa
Rebar Size Depth (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi) (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi)
in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN)
4-1/2 1,690 1,730 1,760 1,810 3,380 3,455 3,520 3,620
(115) (7.5) (7.7) (7.8) (8.1) (15.0) (15.4) (15.7) (16.1)
7-1/16 2,645 2,705 2,755 2,835 5,290 5,410 5,510 5,670
10 M
(180) (11.8) (12.0) (12.3) (12.6) (23.5) (24.1) (24.5) (25.2)
8-7/8 3,320 3,395 3,460 3,560 6,640 6,790 6,915 7,120
(226) (14.8) (15.1) (15.4) (15.8) (29.5) (30.2) (30.8) (31.7)
5-11/16 3,015 3,085 3,140 3,235 6,035 6,170 6,285 6,465
(145) (13.4) (13.7) (14.0) (14.4) (26.8) (27.4) (28.0) (28.8)
9-13/16 5,200 5,320 5,415 5,575 10,405 10,640 10,835 11,150
15 M
(250) (23.1) (23.7) (24.1) (24.8) (46.3) (47.3) (48.2) (49.6)
12-5/8 6,660 6,810 6,935 7,135 13,315 13,615 13,865 14,270
(320) (29.6) (30.3) (30.8) (31.7) (59.2) (60.6) (61.7) (63.5)
7-7/8 5,070 5,185 5,280 5,435 10,145 10,370 10,565 10,870
(200) (22.6) (23.1) (23.5) (24.2) (45.1) (46.1) (47.0) (48.4)
14 9,000 9,205 9,375 9,650 18,005 18,410 18,750 19,295
20 M
(355) (40.0) (40.9) (41.7) (42.9) (80.1) (81.9) (83.4) (85.8)
15-3/8 9,890 10,115 10,300 10,600 19,780 20,225 20,600 21,200
(390) (44.0) (45.0) (45.8) (47.1) (88.0) (90.0) (91.6) (94.3)
9-1/16 7,535 7,705 7,850 8,080 15,075 15,415 15,700 16,155
(230) (33.5) (34.3) (34.9) (35.9) (67.1) (68.6) (69.8) (71.9)
15-15/16 13,270 13,570 13,820 14,225 26,545 27,145 27,645 28,450
25 M
(405) (59.0) (60.4) (61.5) (63.3) (118.1) (120.7) (123.0) (126.5)
19-13/16 16,515 16,890 17,200 17,700 33,035 33,780 34,400 35,405
(504) (73.5) (75.1) (76.5) (78.7) (146.9) (150.3) (153.0) (157.5)
10-1/4 8,835 9,035 9,200 9,470 17,670 18,070 18,400 18,940
(260) (39.3) (40.2) (40.9) (42.1) (78.6) (80.4) (81.9) (84.2)
17-15/16 15,460 15,810 16,100 16,570 30,925 31,620 32,205 33,145
30 M
(455) (68.8) (70.3) (71.6) (73.7) (137.6) (140.7) (143.2) (147.4)
23-9/16 20,320 20,780 21,160 21,780 40,640 41,560 42,325 43,560
(598) (90.4) (92.4) (94.1) (96.9) (180.8) (184.9) (188.3) (193.8)
1 See Section 2.4.1 for explanation on development of load values.
2 See Section 2.4.4 to convert design strength value to ASD value.
3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
4 Apply spacing, edge distance, and concrete thickness factors in tables 5-20 as necessary. Compare to the steel values in table 40.
The lesser of the values is to be used for the design.
5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over signiicant
periods of time.
6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61.
7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.4.6
8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted.
10 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by αseis = 0.675. See section 2.4.5 for additional information on seismic
applications
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 35
HIT-RE 100 adhesive anchoring system
Table 45 — Load adjustment factors for 10M rebar in uncracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Concrete Thickness
10 M ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
Embedment hef 4-1/2 7-1/16 8-7/8 4-1/2 7-1/16 8-7/8 4-1/2 7-1/16 8-8/9 4-1/2 7-1/16 8-7/8 4-1/2 7-1/16 8-7/8 4-1/2 7-1/16 8-7/8
in (mm) (115) (180) (226) (115) (180) (226) (115) (180) (226) (115) (180) (226) (115) (180) (226) (115) (180) (226)
1-3/4 (44) n/a n/a n/a 0.25 0.16 0.12 n/a n/a n/a 0.09 0.06 0.05 0.18 0.12 0.09 n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
2-3/16 (55) 0.58 0.55 0.54 0.28 0.17 0.13 0.54 0.53 0.53 0.12 0.08 0.06 0.25 0.16 0.13 n/a n/a n/a
3 (76) 0.61 0.57 0.56 0.33 0.20 0.16 0.56 0.54 0.54 0.20 0.13 0.10 0.33 0.20 0.16 n/a n/a n/a
4 (102) 0.65 0.59 0.57 0.39 0.24 0.19 0.58 0.56 0.55 0.31 0.20 0.16 0.39 0.24 0.19 n/a n/a n/a
5 (127) 0.68 0.62 0.59 0.46 0.29 0.23 0.60 0.57 0.56 0.43 0.28 0.22 0.46 0.29 0.23 n/a n/a n/a
5-11/16 (145) 0.71 0.63 0.61 0.53 0.33 0.26 0.61 0.58 0.57 0.53 0.34 0.27 0.53 0.33 0.26 0.66 n/a n/a
6 (152) 0.72 0.64 0.61 0.56 0.35 0.27 0.61 0.59 0.57 0.57 0.37 0.29 0.56 0.35 0.27 0.68 n/a n/a
7 (178) 0.76 0.66 0.63 0.65 0.40 0.32 0.63 0.60 0.59 0.72 0.46 0.37 0.65 0.40 0.32 0.73 n/a n/a
8 (203) 0.79 0.69 0.65 0.74 0.46 0.36 0.65 0.61 0.60 0.88 0.56 0.45 0.74 0.46 0.36 0.78 n/a n/a
8-1/4 (210) 0.80 0.69 0.65 0.77 0.48 0.38 0.66 0.62 0.60 0.92 0.59 0.47 0.77 0.48 0.38 0.80 0.69 n/a
9 (229) 0.83 0.71 0.67 0.84 0.52 0.41 0.67 0.63 0.61 1.00 0.67 0.53 0.84 0.52 0.41 0.83 0.71 n/a
10-1/16 (256) 0.87 0.74 0.69 0.94 0.58 0.46 0.69 0.64 0.62 0.80 0.63 0.94 0.58 0.46 0.88 0.76 0.70
11 (279) 0.90 0.76 0.71 1.00 0.63 0.50 0.71 0.66 0.63 0.91 0.72 1.00 0.63 0.50 0.92 0.79 0.73
12 (305) 0.94 0.78 0.72 0.69 0.54 0.73 0.67 0.65 1.00 0.82 0.69 0.54 0.96 0.83 0.77
14 (356) 1.00 0.83 0.76 0.81 0.64 0.77 0.70 0.67 1.00 0.81 0.64 1.00 0.89 0.83
16 (406) 0.88 0.80 0.92 0.73 0.81 0.73 0.70 0.92 0.73 0.95 0.88
18 (457) 0.92 0.84 1.00 0.82 0.84 0.76 0.72 1.00 0.82 1.00 0.94
24 (610) 1.00 0.95 1.00 0.96 0.84 0.79 1.00 1.00
30 (762) 1.00 1.00 0.93 0.87
36 (914) 1.00 0.94
>48 (1219) 1.00
Table 46 — Load adjustment factors for 10M rebar in cracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Concrete Thickness
10 M ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Uncracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
Embedment hef 4-1/2 7-1/16 8-7/8 4-1/2 7-1/16 8-7/8 4-1/2 7-1/16 8-8/9 4-1/2 7-1/16 8-7/8 4-1/2 7-1/16 8-7/8 4-1/2 7-1/16 8-7/8
in (mm) (115) (180) (226) (115) (180) (226) (115) (180) (226) (115) (180) (226) (115) (180) (226) (115) (180) (226)
1-3/4 (44) n/a n/a n/a 0.49 0.44 0.42 n/a n/a n/a 0.17 0.11 0.09 0.34 0.22 0.17 n/a n/a n/a
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 0.56 0.55 0.54 0.24 0.15 0.12 0.47 0.30 0.24 n/a n/a n/a
3 (76) 0.61 0.57 0.56 0.60 0.50 0.47 0.59 0.57 0.56 0.39 0.25 0.20 0.60 0.49 0.39 n/a n/a n/a
4 (102) 0.65 0.59 0.57 0.70 0.56 0.51 0.62 0.59 0.58 0.59 0.38 0.30 0.70 0.56 0.51 n/a n/a n/a
5 (127) 0.68 0.62 0.59 0.80 0.62 0.56 0.65 0.61 0.59 0.83 0.53 0.42 0.80 0.62 0.56 n/a n/a n/a
5-11/16 (145) 0.71 0.63 0.61 0.88 0.66 0.59 0.67 0.62 0.61 1.00 0.65 0.52 0.88 0.66 0.59 0.82 n/a n/a
6 (152) 0.72 0.64 0.61 0.91 0.68 0.61 0.68 0.63 0.61 0.70 0.56 0.91 0.68 0.61 0.84 n/a n/a
7 (178) 0.76 0.66 0.63 1.00 0.74 0.65 0.71 0.65 0.63 0.88 0.70 1.00 0.74 0.65 0.91 n/a n/a
8 (203) 0.79 0.69 0.65 0.81 0.70 0.74 0.67 0.65 1.00 0.85 0.81 0.70 0.97 n/a n/a
8-1/4 (210) 0.80 0.69 0.65 0.83 0.72 0.74 0.68 0.66 0.90 0.83 0.72 0.99 0.85 n/a
9 (229) 0.83 0.71 0.67 0.88 0.76 0.77 0.70 0.67 1.00 0.88 0.76 1.00 0.89 n/a
10-1/16 (256) 0.87 0.74 0.69 0.96 0.81 0.80 0.72 0.69 0.96 0.81 0.94 0.87
11 (279) 0.90 0.76 0.71 1.00 0.86 0.82 0.74 0.71 1.00 0.86 0.98 0.91
12 (305) 0.94 0.78 0.72 0.92 0.85 0.76 0.73 0.92 1.00 0.95
14 (356) 1.00 0.83 0.76 1.00 0.91 0.81 0.76 1.00 1.00
16 (406) 0.88 0.80 0.97 0.85 0.80
18 (457) 0.92 0.84 1.00 0.89 0.84
24 (610) 1.00 0.95 1.00 0.95
30 (762) 1.00 1.00
36 (914)
>48 (1219)
36 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Table 47 — Load adjustment factors for 15M rebar in uncracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Concrete Thickness
15 M ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
Embedment hef 5-11/16 9-13/16 12-5/8 5-11/16 9-13/16 12-5/8 5-11/16 9-13/16 12-5/8 5-11/16 9-13/16 12-5/8 5-11/16 9-13/16 12-5/8 5-11/16 9-13/16 12-5/8
in (mm) (145) (250) (320) (145) (250) (320) (145) (250) (320) (145) (250) (320) (145) (250) (320) (145) (250) (320)
1-3/4 (44) n/a n/a n/a 0.25 0.14 0.11 n/a n/a n/a 0.06 0.04 0.03 0.13 0.07 0.06 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 0.32 0.18 0.14 0.55 0.53 0.53 0.15 0.09 0.07 0.31 0.18 0.14 n/a n/a n/a
4 (102) 0.62 0.57 0.55 0.36 0.20 0.16 0.56 0.54 0.54 0.22 0.13 0.10 0.36 0.20 0.16 n/a n/a n/a
5 (127) 0.65 0.58 0.57 0.41 0.23 0.18 0.58 0.55 0.54 0.31 0.18 0.14 0.41 0.23 0.18 n/a n/a n/a
6 (152) 0.68 0.60 0.58 0.47 0.26 0.20 0.59 0.56 0.55 0.40 0.23 0.18 0.47 0.26 0.20 n/a n/a n/a
7 (178) 0.70 0.62 0.59 0.53 0.30 0.23 0.61 0.57 0.56 0.51 0.29 0.23 0.53 0.30 0.23 n/a n/a n/a
7-1/4 (184) 0.71 0.62 0.60 0.55 0.31 0.24 0.61 0.58 0.56 0.53 0.31 0.24 0.55 0.31 0.24 0.66 n/a n/a
8 (203) 0.73 0.64 0.61 0.60 0.34 0.26 0.62 0.58 0.57 0.62 0.36 0.28 0.60 0.34 0.26 0.70 n/a n/a
9 (229) 0.76 0.65 0.62 0.68 0.38 0.29 0.64 0.59 0.58 0.74 0.43 0.34 0.68 0.38 0.29 0.74 n/a n/a
10 (254) 0.79 0.67 0.63 0.75 0.42 0.33 0.65 0.61 0.59 0.87 0.50 0.39 0.75 0.42 0.33 0.78 n/a n/a
11-3/8 (289) 0.83 0.69 0.65 0.86 0.48 0.37 0.67 0.62 0.60 1.00 0.61 0.48 0.86 0.48 0.37 0.83 0.69 n/a
12 (305) 0.85 0.70 0.66 0.90 0.51 0.39 0.68 0.63 0.61 0.66 0.52 0.90 0.51 0.39 0.85 0.71 n/a
14-1/8 (359) 0.91 0.74 0.69 1.00 0.60 0.46 0.71 0.65 0.63 0.84 0.66 1.00 0.60 0.46 0.93 0.77 0.71
16 (406) 0.97 0.77 0.71 0.68 0.52 0.74 0.67 0.64 1.00 0.79 0.68 0.52 0.98 0.82 0.76
18 (457) 1.00 0.80 0.74 0.76 0.59 0.77 0.69 0.66 0.95 0.76 0.59 1.00 0.87 0.80
20 (508) 0.84 0.76 0.84 0.65 0.80 0.71 0.68 1.00 0.84 0.65 0.92 0.85
22 (559) 0.87 0.79 0.93 0.72 0.83 0.73 0.70 0.93 0.72 0.96 0.89
24 (610) 0.91 0.82 1.00 0.78 0.86 0.75 0.71 1.00 0.78 1.00 0.93
30 (762) 1.00 0.90 0.98 0.95 0.82 0.77 0.98 1.00
36 (914) 0.98 1.00 1.00 0.88 0.82 1.00
>48 (1219) 1.00 1.00 0.93
Table 48 — Load adjustment factors for 15M rebar in cracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Concrete Thickness
15 M ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Uncracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
Embedment hef 5-11/16 9-13/16 12-5/8 5-11/16 9-13/16 12-5/8 5-11/16 9-13/16 12-5/8 5-11/16 9-13/16 12-5/8 5-11/16 9-13/16 12-5/8 5-11/16 9-13/16 12-5/8
in (mm) (145) (250) (320) (145) (250) (320) (145) (250) (320) (145) (250) (320) (145) (250) (320) (145) (250) (320)
1-3/4 (44) n/a n/a n/a 0.46 0.41 0.40 n/a n/a n/a 0.11 0.07 0.05 0.23 0.13 0.10 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 0.57 0.55 0.54 0.28 0.16 0.13 0.55 0.32 0.25 n/a n/a n/a
4 (102) 0.62 0.57 0.55 0.62 0.50 0.46 0.59 0.56 0.55 0.40 0.23 0.18 0.62 0.46 0.36 n/a n/a n/a
5 (127) 0.65 0.58 0.57 0.69 0.54 0.49 0.61 0.58 0.57 0.55 0.32 0.25 0.69 0.54 0.49 n/a n/a n/a
6 (152) 0.68 0.60 0.58 0.77 0.58 0.52 0.63 0.59 0.58 0.73 0.42 0.33 0.77 0.58 0.52 n/a n/a n/a
7 (178) 0.70 0.62 0.59 0.86 0.62 0.56 0.66 0.61 0.59 0.92 0.53 0.42 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 0.66 0.61 0.60 0.96 0.56 0.44 0.88 0.63 0.56 0.81 n/a n/a
8 (203) 0.73 0.64 0.61 0.95 0.66 0.59 0.68 0.63 0.61 1.00 0.65 0.51 0.95 0.66 0.59 0.85 n/a n/a
9 (229) 0.76 0.65 0.62 1.00 0.71 0.62 0.70 0.64 0.62 0.78 0.61 1.00 0.71 0.62 0.90 n/a n/a
10 (254) 0.79 0.67 0.63 0.76 0.66 0.72 0.66 0.63 0.91 0.71 0.76 0.66 0.95 n/a n/a
11-3/8 (289) 0.83 0.69 0.65 0.82 0.71 0.76 0.68 0.65 1.00 0.86 0.82 0.71 1.00 0.84 n/a
12 (305) 0.85 0.70 0.66 0.86 0.73 0.77 0.69 0.66 0.93 0.86 0.73 0.87 n/a
14-1/8 (359) 0.91 0.74 0.69 0.97 0.81 0.82 0.72 0.69 1.00 0.97 0.81 0.94 0.87
16 (406) 0.97 0.77 0.71 1.00 0.88 0.86 0.75 0.71 1.00 0.88 1.00 0.92
18 (457) 1.00 0.80 0.74 0.96 0.90 0.78 0.74 0.96 0.98
20 (508) 0.84 0.76 1.00 0.95 0.81 0.77 1.00 1.00
22 (559) 0.87 0.79 0.99 0.84 0.79
24 (610) 0.91 0.82 1.00 0.88 0.82
30 (762) 1.00 0.90 0.97 0.90
36 (914) 0.98 1.00 0.98
>48 (1219) 1.00 1.00
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 37
HIT-RE 100 adhesive anchoring system
Table 49 — Load adjustment factors for 20M rebar in uncracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Concrete Thickness
20 M ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
Embedment hef 7-7/8 14 15-3/8 7-7/8 14 15-3/8 7-7/8 14 15-3/8 7-7/8 14 15-3/8 7-7/8 14 15-3/8 7-7/8 14 15-3/8
in (mm) (200) (355) (390) (200) (355) (390) (200) (355) (390) (200) (355) (390) (200) (355) (390) (200) (355) (390)
1-3/4 (44) n/a n/a n/a 0.21 0.11 0.10 n/a n/a n/a 0.04 0.02 0.02 0.08 0.05 0.04 n/a n/a n/a
3-7/8 0.07 0.27
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
(98) 0.58 0.55 0.54 0.28 0.15 0.14 0.54 0.53 0.53 0.14 0.08 0.15 0.14 n/a n/a n/a
4 (102) 0.58 0.55 0.54 0.29 0.16 0.14 0.55 0.53 0.53 0.14 0.08 0.07 0.29 0.16 0.14 n/a n/a n/a
5 (127) 0.61 0.56 0.55 0.32 0.18 0.16 0.56 0.54 0.54 0.20 0.11 0.10 0.32 0.18 0.16 n/a n/a n/a
6 (152) 0.63 0.57 0.57 0.36 0.20 0.18 0.57 0.55 0.54 0.27 0.15 0.14 0.36 0.20 0.18 n/a n/a n/a
7 (178) 0.65 0.58 0.58 0.40 0.22 0.20 0.58 0.55 0.55 0.34 0.19 0.17 0.40 0.22 0.20 n/a n/a n/a
8 (203) 0.67 0.60 0.59 0.44 0.24 0.22 0.59 0.56 0.56 0.41 0.23 0.21 0.44 0.24 0.22 n/a n/a n/a
9 (229) 0.69 0.61 0.60 0.50 0.27 0.25 0.60 0.57 0.57 0.49 0.28 0.25 0.50 0.27 0.25 n/a n/a n/a
10 (254) 0.71 0.62 0.61 0.55 0.30 0.27 0.61 0.58 0.57 0.57 0.32 0.29 0.55 0.30 0.27 0.68 n/a n/a
11 (279) 0.73 0.63 0.62 0.61 0.33 0.30 0.63 0.59 0.58 0.66 0.37 0.34 0.61 0.33 0.30 0.71 n/a n/a
12 (305) 0.75 0.64 0.63 0.66 0.36 0.33 0.64 0.59 0.59 0.75 0.42 0.39 0.66 0.36 0.33 0.74 n/a n/a
14 (356) 0.80 0.67 0.65 0.77 0.42 0.38 0.66 0.61 0.60 0.95 0.53 0.49 0.77 0.42 0.38 0.80 n/a n/a
16 (406) 0.84 0.69 0.67 0.88 0.48 0.44 0.68 0.63 0.62 1.00 0.65 0.59 0.88 0.48 0.44 0.86 0.71 n/a
18 (457) 0.88 0.71 0.70 1.00 0.54 0.49 0.71 0.64 0.63 0.78 0.71 1.00 0.54 0.49 0.91 0.75 0.73
20 (508) 0.92 0.74 0.72 0.60 0.55 0.73 0.66 0.65 0.91 0.83 0.60 0.55 0.96 0.79 0.77
22 (559) 0.97 0.76 0.74 0.66 0.60 0.75 0.67 0.66 1.00 0.96 0.66 0.60 1.00 0.83 0.80
24 (610) 1.00 0.79 0.76 0.72 0.66 0.78 0.69 0.68 1.00 0.72 0.66 0.87 0.84
26 (660) 0.81 0.78 0.78 0.71 0.80 0.70 0.69 0.78 0.71 0.90 0.87
28 (711) 0.83 0.80 0.84 0.76 0.82 0.72 0.71 0.84 0.76 0.94 0.91
30 (762) 0.86 0.83 0.90 0.82 0.84 0.74 0.72 0.90 0.82 0.97 0.94
36 (914) 0.93 0.89 1.00 0.98 0.91 0.78 0.76 1.00 0.98 1.00 1.00
>48 (1219) 1.00 1.00 1.00 1.00 0.88 0.85 1.00
Table 50 — Load adjustment factors for 20M rebar in cracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Concrete Thickness
20 M ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Uncracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
Embedment hef 7-7/8 14 15-3/8 7-7/8 14 15-3/8 7-7/8 14 15-3/8 7-7/8 14 15-3/8 7-7/8 14 15-3/8 7-7/8 14 15-3/8
in (mm) (200) (355) (390) (200) (355) (390) (200) (355) (390) (200) (355) (390) (200) (355) (390) (200) (355) (390)
1-3/4 (44) n/a n/a n/a 0.43 0.39 0.39 n/a n/a n/a 0.07 0.04 0.04 0.15 0.08 0.07 n/a n/a n/a
3-7/8 0.56 0.27
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
(98) 0.58 0.55 0.54 0.53 0.45 0.44 0.54 0.54 0.24 0.13 0.12 0.48 0.24 n/a n/a n/a
4 (102) 0.58 0.55 0.54 0.54 0.45 0.44 0.57 0.55 0.54 0.25 0.14 0.13 0.50 0.28 0.26 n/a n/a n/a
5 (127) 0.61 0.56 0.55 0.59 0.48 0.47 0.58 0.56 0.55 0.35 0.20 0.18 0.59 0.40 0.36 n/a n/a n/a
6 (152) 0.63 0.57 0.57 0.64 0.51 0.49 0.60 0.57 0.56 0.46 0.26 0.24 0.64 0.51 0.47 n/a n/a n/a
7 (178) 0.65 0.58 0.58 0.70 0.53 0.52 0.62 0.58 0.57 0.58 0.33 0.30 0.70 0.53 0.52 n/a n/a n/a
8 (203) 0.67 0.60 0.59 0.76 0.56 0.54 0.63 0.59 0.59 0.71 0.40 0.36 0.76 0.56 0.54 n/a n/a n/a
9 (229) 0.69 0.61 0.60 0.82 0.59 0.57 0.65 0.60 0.60 0.85 0.48 0.43 0.82 0.59 0.57 n/a n/a n/a
10 (254) 0.71 0.62 0.61 0.88 0.62 0.60 0.67 0.61 0.61 0.99 0.56 0.51 0.88 0.62 0.60 0.81 n/a n/a
11 (279) 0.73 0.63 0.62 0.95 0.65 0.62 0.68 0.62 0.62 1.00 0.65 0.59 0.95 0.65 0.62 0.85 n/a n/a
12 (305) 0.75 0.64 0.63 1.00 0.69 0.65 0.70 0.64 0.63 0.74 0.67 1.00 0.69 0.65 0.89 n/a n/a
14 (356) 0.80 0.67 0.65 0.75 0.71 0.73 0.66 0.65 0.93 0.84 0.75 0.71 0.96 n/a n/a
16 (406) 0.84 0.69 0.67 0.82 0.77 0.77 0.68 0.67 1.00 1.00 0.82 0.77 1.00 0.85 n/a
18 (457) 0.88 0.71 0.70 0.89 0.83 0.80 0.70 0.69 0.89 0.83 0.90 0.87
20 (508) 0.92 0.74 0.72 0.96 0.90 0.83 0.73 0.71 0.96 0.90 0.95 0.92
22 (559) 0.97 0.76 0.74 1.00 0.96 0.86 0.75 0.73 1.00 0.96 1.00 0.97
24 (610) 1.00 0.79 0.76 1.00 0.90 0.77 0.76 1.00 1.00
26 (660) 0.81 0.78 0.93 0.79 0.78
28 (711) 0.83 0.80 0.96 0.82 0.80
30 (762) 0.86 0.83 1.00 0.84 0.82
36 (914) 0.93 0.89 0.91 0.88
>48 (1219) 1.00 1.00 1.00 1.00
1 Linear interpolation not permitted
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use
Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from CSA A23.3-14 Annex D.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
38 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Table 51 — Load adjustment factors for 25M rebar in uncracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Concrete Thickness
25 M ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV 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
Embedment hef
in (mm) (230) (405) (504) (230) (405) (504) (230) (405) (504) (230) (405) (504) (230) (405) (504) (230) (405) (504)
1-3/4 (44) n/a n/a n/a 0.22 0.12 0.10 n/a n/a n/a 0.03 0.02 0.01 0.06 0.03 0.03 n/a n/a n/a
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
5 (127) 0.59 0.55 0.54 0.32 0.18 0.14 0.55 0.53 0.53 0.14 0.08 0.07 0.29 0.16 0.13 n/a n/a n/a
6 (152) 0.61 0.56 0.55 0.35 0.19 0.15 0.55 0.54 0.53 0.19 0.11 0.09 0.35 0.19 0.15 n/a n/a n/a
7 (178) 0.63 0.57 0.56 0.39 0.21 0.17 0.56 0.54 0.54 0.24 0.13 0.11 0.39 0.21 0.17 n/a n/a n/a
8 (203) 0.65 0.58 0.57 0.42 0.23 0.18 0.57 0.55 0.54 0.29 0.16 0.13 0.42 0.23 0.18 n/a n/a n/a
9 (229) 0.67 0.59 0.58 0.46 0.25 0.20 0.58 0.56 0.55 0.35 0.20 0.16 0.46 0.25 0.20 n/a n/a n/a
10 (254) 0.68 0.60 0.58 0.50 0.27 0.22 0.59 0.56 0.55 0.40 0.23 0.18 0.50 0.27 0.22 n/a n/a n/a
11-9/16 (294) 0.71 0.62 0.60 0.57 0.31 0.25 0.61 0.57 0.56 0.50 0.29 0.23 0.57 0.31 0.25 0.65 n/a n/a
12 (305) 0.72 0.63 0.60 0.59 0.32 0.26 0.61 0.58 0.56 0.53 0.30 0.24 0.59 0.32 0.26 0.66 n/a n/a
14 (356) 0.76 0.65 0.62 0.69 0.38 0.30 0.63 0.59 0.58 0.67 0.38 0.31 0.69 0.38 0.30 0.71 n/a n/a
16 (406) 0.79 0.67 0.63 0.79 0.43 0.34 0.65 0.60 0.59 0.82 0.47 0.37 0.79 0.43 0.34 0.76 n/a n/a
18 (457) 0.83 0.69 0.65 0.89 0.49 0.39 0.66 0.61 0.60 0.98 0.56 0.45 0.89 0.49 0.39 0.81 n/a n/a
18-7/16 (469) 0.84 0.69 0.66 0.91 0.50 0.40 0.67 0.62 0.60 1.00 0.58 0.46 0.91 0.50 0.40 0.82 0.68 n/a
20 (508) 0.87 0.71 0.67 0.99 0.54 0.43 0.68 0.63 0.61 0.65 0.52 0.99 0.54 0.43 0.85 0.71 n/a
22-3/8 (568) 0.91 0.73 0.69 1.00 0.60 0.48 0.70 0.64 0.62 0.77 0.62 1.00 0.60 0.48 0.90 0.75 0.70
24 (610) 0.94 0.75 0.70 0.65 0.52 0.72 0.65 0.63 0.85 0.69 0.65 0.52 0.94 0.77 0.72
26 (660) 0.98 0.77 0.72 0.70 0.56 0.74 0.66 0.64 0.96 0.77 0.70 0.56 0.97 0.81 0.75
28 (711) 1.00 0.79 0.74 0.76 0.60 0.76 0.68 0.65 1.00 0.87 0.76 0.60 1.00 0.84 0.78
30 (762) 0.81 0.75 0.81 0.65 0.77 0.69 0.66 0.96 0.81 0.65 0.87 0.81
36 (914) 0.88 0.80 0.97 0.78 0.83 0.73 0.69 1.00 0.97 0.78 0.95 0.88
>48 (1219) 1.00 0.90 1.00 1.00 0.94 0.80 0.76 1.00 1.00 1.00 1.00
Table 52 — Load adjustment factors for 25M rebar in cracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Concrete Thickness
25 M ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Uncracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV 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
Embedment hef
in (mm) (230) (405) (504) (230) (405) (504) (230) (405) (504) (230) (405) (504) (230) (405) (504) (230) (405) (504)
1-3/4 (44) n/a n/a n/a 0.42 0.39 0.38 n/a n/a n/a 0.05 0.03 0.02 0.10 0.06 0.04 n/a n/a n/a
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 0.54 0.24 0.13 0.11 0.47 0.27 0.22 n/a n/a n/a
6 (152) 0.61 0.56 0.55 0.60 0.48 0.46 0.58 0.55 0.55 0.31 0.18 0.14 0.60 0.35 0.28 n/a n/a n/a
7 (178) 0.63 0.57 0.56 0.65 0.51 0.48 0.59 0.56 0.55 0.39 0.22 0.18 0.65 0.44 0.36 n/a n/a n/a
8 (203) 0.65 0.58 0.57 0.70 0.53 0.50 0.60 0.57 0.56 0.48 0.27 0.22 0.70 0.53 0.44 n/a n/a n/a
9 (229) 0.67 0.59 0.58 0.75 0.56 0.51 0.61 0.58 0.57 0.57 0.32 0.26 0.75 0.56 0.51 n/a n/a n/a
10 (254) 0.68 0.60 0.58 0.80 0.59 0.53 0.63 0.59 0.58 0.67 0.38 0.30 0.80 0.59 0.53 n/a n/a n/a
11-9/16 (294) 0.71 0.62 0.60 0.89 0.63 0.57 0.65 0.60 0.59 0.83 0.47 0.38 0.89 0.63 0.57 0.77 n/a n/a
12 (305) 0.72 0.63 0.60 0.91 0.64 0.58 0.65 0.60 0.59 0.88 0.50 0.40 0.91 0.64 0.58 0.78 n/a n/a
14 (356) 0.76 0.65 0.62 1.00 0.69 0.62 0.68 0.62 0.61 1.00 0.63 0.51 1.00 0.69 0.62 0.84 n/a n/a
16 (406) 0.79 0.67 0.63 0.75 0.66 0.70 0.64 0.62 0.77 0.62 0.75 0.66 0.90 n/a n/a
18 (457) 0.83 0.69 0.65 0.81 0.71 0.73 0.66 0.64 0.92 0.74 0.81 0.71 0.96 n/a n/a
18-7/16 (469) 0.84 0.69 0.66 0.83 0.72 0.74 0.66 0.64 0.95 0.76 0.83 0.72 0.97 0.80 n/a
20 (508) 0.87 0.71 0.67 0.87 0.75 0.75 0.67 0.65 1.00 0.86 0.87 0.75 1.00 0.84 n/a
22-3/8 (568) 0.91 0.73 0.69 0.95 0.81 0.78 0.70 0.67 1.00 0.95 0.81 0.88 0.82
24 (610) 0.94 0.75 0.70 1.00 0.85 0.81 0.71 0.68 1.00 0.85 0.92 0.85
26 (660) 0.98 0.77 0.72 0.90 0.83 0.73 0.70 0.90 0.95 0.89
28 (711) 1.00 0.79 0.74 0.95 0.86 0.74 0.71 0.95 0.99 0.92
30 (762) 0.81 0.75 1.00 0.88 0.76 0.73 1.00 1.00 0.95
36 (914) 0.88 0.80 0.96 0.81 0.77 1.00
>48 (1219) 1.00 0.90 1.00 0.92 0.86
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 39
HIT-RE 100 adhesive anchoring system
Table 53 — Load adjustment factors for 30M rebar in uncracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Concrete Thickness
30 M ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Cracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
10-1/4 17-15/16 23-9/16 10-1/4 17-15/16 23-9/16 10-1/4 17-15/16 23-9/16 10-1/4 17-15/16 23-9/16 10-1/4 17-15/16 23-9/16 10-1/4 17-15/16 23-9/16
Embedment hef
in (mm) (260) (455) (598) (260) (455) (598) (260) (455) (598) (260) (455) (598) (260) (455) (598) (260) (455) (598)
1-3/4 (44) n/a n/a n/a 0.23 0.13 0.09 n/a n/a n/a 0.02 0.01 0.01 0.05 0.03 0.02 n/a n/a n/a
5-7/8 0.60 0.06 0.16
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
(150) 0.55 0.54 0.34 0.19 0.14 0.55 0.53 0.53 0.14 0.08 0.29 0.12 n/a n/a n/a
6 (152) 0.60 0.56 0.54 0.34 0.19 0.14 0.55 0.53 0.53 0.15 0.08 0.06 0.29 0.17 0.13 n/a n/a n/a
7 (178) 0.61 0.57 0.55 0.37 0.20 0.15 0.55 0.54 0.53 0.18 0.11 0.08 0.37 0.20 0.15 n/a n/a n/a
8 (203) 0.63 0.57 0.56 0.40 0.22 0.17 0.56 0.54 0.54 0.22 0.13 0.10 0.40 0.22 0.17 n/a n/a n/a
9 (229) 0.65 0.58 0.56 0.43 0.24 0.18 0.57 0.55 0.54 0.27 0.15 0.12 0.43 0.24 0.18 n/a n/a n/a
10 (254) 0.66 0.59 0.57 0.47 0.26 0.19 0.58 0.55 0.54 0.31 0.18 0.14 0.47 0.26 0.19 n/a n/a n/a
11 (279) 0.68 0.60 0.58 0.50 0.28 0.21 0.58 0.56 0.55 0.36 0.21 0.16 0.50 0.28 0.21 n/a n/a n/a
12 (305) 0.70 0.61 0.58 0.54 0.29 0.22 0.59 0.56 0.55 0.41 0.24 0.18 0.54 0.29 0.22 n/a n/a n/a
13-1/4 (337) 0.72 0.62 0.59 0.59 0.33 0.24 0.60 0.57 0.56 0.48 0.27 0.21 0.59 0.33 0.24 0.64 n/a n/a
14 (356) 0.73 0.63 0.60 0.63 0.34 0.26 0.61 0.57 0.56 0.52 0.30 0.23 0.63 0.34 0.26 0.66 n/a n/a
16 (406) 0.76 0.65 0.61 0.71 0.39 0.30 0.62 0.58 0.57 0.64 0.36 0.28 0.71 0.39 0.30 0.70 n/a n/a
18 (457) 0.79 0.67 0.63 0.80 0.44 0.33 0.64 0.60 0.58 0.76 0.43 0.33 0.80 0.44 0.33 0.74 n/a n/a
20 (508) 0.83 0.69 0.64 0.89 0.49 0.37 0.65 0.61 0.59 0.89 0.51 0.39 0.89 0.49 0.37 0.79 n/a n/a
20-7/8 (531) 0.84 0.69 0.65 0.93 0.51 0.39 0.66 0.61 0.59 0.95 0.54 0.41 0.93 0.51 0.39 0.80 n/a n/a
22 (559) 0.86 0.70 0.66 0.98 0.54 0.41 0.67 0.62 0.60 1.00 0.59 0.45 0.98 0.54 0.41 0.82 0.68 n/a
24 (610) 0.89 0.72 0.67 1.00 0.59 0.44 0.68 0.63 0.61 0.67 0.51 1.00 0.59 0.44 0.86 0.71 n/a
26-9/16 (675) 0.93 0.75 0.69 0.65 0.49 0.70 0.64 0.62 0.78 0.59 0.65 0.49 0.91 0.75 0.69
28 (711) 0.96 0.76 0.70 0.69 0.52 0.72 0.65 0.62 0.84 0.64 0.69 0.52 0.93 0.77 0.70
30 (762) 0.99 0.78 0.71 0.74 0.55 0.73 0.66 0.63 0.93 0.71 0.74 0.55 0.96 0.80 0.73
36 (914) 1.00 0.83 0.75 0.88 0.66 0.78 0.69 0.66 1.00 0.93 0.88 0.66 1.00 0.87 0.80
>48 (1219) 0.95 0.84 1.00 0.89 0.87 0.75 0.71 1.00 1.00 0.89 1.00 1.00 0.92
Table 54 — Load adjustment factors for 30M rebar in cracked concrete 1,2,3
Edge Distance in Shear
Spacing Factor in Edge Distance Factor Spacing Factor in Concrete Thickness
30 M ┴ ⃦
Tension in Tension Shear4 Factor in Shear5
Uncracked Concrete Toward Edge To Edge
fAN fRN fAV fRV fRV fHV
10-1/4 17-15/16 23-9/16 10-1/4 17-15/16 23-9/16 10-1/4 17-15/16 23-9/16 10-1/4 17-15/16 23-9/16 10-1/4 17-15/16 23-9/16 10-1/4 17-15/16 23-9/16
Embedment hef
in (mm) (260) (455) (598) (260) (455) (598) (260) (455) (598) (260) (455) (598) (260) (455) (598) (260) (455) (598)
1-3/4 (44) n/a n/a n/a 0.41 0.38 0.38 n/a n/a n/a 0.04 0.02 0.02 0.08 0.05 0.04 n/a n/a n/a
5-7/8 0.60 0.56 0.47 0.57 0.26
Spacing (s) / Edge Distance (ca) / Concrete Thickness (h), — in (mm)
(150) 0.55 0.54 0.44 0.55 0.54 0.15 0.11 0.52 0.30 0.22 n/a n/a n/a
6 (152) 0.60 0.56 0.54 0.57 0.47 0.44 0.57 0.55 0.54 0.26 0.15 0.12 0.53 0.30 0.23 n/a n/a n/a
7 (178) 0.61 0.57 0.55 0.61 0.49 0.46 0.58 0.56 0.55 0.33 0.19 0.15 0.61 0.38 0.29 n/a n/a n/a
8 (203) 0.63 0.57 0.56 0.65 0.51 0.47 0.59 0.56 0.55 0.41 0.23 0.18 0.65 0.47 0.35 n/a n/a n/a
9 (229) 0.65 0.58 0.56 0.69 0.53 0.49 0.60 0.57 0.56 0.49 0.28 0.21 0.69 0.53 0.42 n/a n/a n/a
10 (254) 0.66 0.59 0.57 0.74 0.56 0.50 0.61 0.58 0.57 0.57 0.33 0.25 0.74 0.56 0.50 n/a n/a n/a
11 (279) 0.68 0.60 0.58 0.79 0.58 0.52 0.63 0.59 0.57 0.66 0.38 0.29 0.79 0.58 0.52 n/a n/a n/a
12 (305) 0.70 0.61 0.58 0.83 0.60 0.54 0.64 0.59 0.58 0.75 0.43 0.33 0.83 0.60 0.54 n/a n/a n/a
13-1/4 (337) 0.72 0.62 0.59 0.89 0.63 0.56 0.65 0.60 0.59 0.87 0.50 0.38 0.89 0.63 0.56 0.78 n/a n/a
14 (356) 0.73 0.63 0.60 0.93 0.65 0.57 0.66 0.61 0.59 0.94 0.54 0.41 0.93 0.65 0.57 0.80 n/a n/a
16 (406) 0.76 0.65 0.61 1.00 0.70 0.61 0.68 0.63 0.61 1.00 0.66 0.50 1.00 0.70 0.61 0.86 n/a n/a
18 (457) 0.79 0.67 0.63 0.75 0.64 0.71 0.64 0.62 0.79 0.60 0.75 0.64 0.91 n/a n/a
20 (508) 0.83 0.69 0.64 0.81 0.68 0.73 0.66 0.63 0.92 0.70 0.81 0.68 0.96 n/a n/a
20-7/8 (531) 0.84 0.69 0.65 0.83 0.70 0.74 0.66 0.64 0.98 0.75 0.83 0.70 0.98 n/a n/a
22 (559) 0.86 0.70 0.66 0.86 0.72 0.75 0.67 0.64 1.00 0.81 0.86 0.72 1.00 0.83 n/a
24 (610) 0.89 0.72 0.67 0.92 0.76 0.77 0.69 0.66 0.92 0.92 0.76 0.87 n/a
26-9/16 (675) 0.93 0.75 0.69 0.99 0.81 0.80 0.71 0.67 1.00 0.99 0.81 0.92 0.84
28 (711) 0.96 0.76 0.70 1.00 0.84 0.82 0.72 0.68 1.00 0.84 0.94 0.86
30 (762) 0.99 0.78 0.71 0.88 0.84 0.74 0.70 0.88 0.97 0.89
36 (914) 1.00 0.83 0.75 1.00 0.91 0.78 0.74 1.00 1.00 0.97
>48 (1219) 0.95 0.84 1.00 0.88 0.82 1.00
1 Linear interpolation not permitted.
2 Shaded area with reduced edge distance is permitted provided rebar has no installation torque.
3 When combining multiple load adjustment factors (e.g. for a four-anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use
Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from CSA A23.3 Annex D.
4 Spacing factor reduction in shear, fAV, assumes an inluence of a nearby edge. If no edge exists, then fAV = fAN.
5 Concrete thickness reduction factor in shear, fHV, assumes an inluence of a nearby edge. If no edge exists, then fHV = 1.0.
40 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Table 55 — Hilti HIT-RE 100 design information with HAS threaded rods in hammer drilled holes in accordance
with CSA A23.3-14 Annex D 1,9
Nominal rod diameter (in.) Ref
Design parameter Symbol Units A23.3-14
3/8 1/2 5/8 3/4 7/8 1 1-1/4
Anchor O.D. da mm 9.5 12.7 15.9 19.1 22.2 25.4 31.8
Effective minimum embedment 2 hef mm 60 70 79 89 89 102 127
Effective maximum embedment 2 hef mm 191 254 318 381 445 508 635
Minimum concrete thickness 2
hmin mm hef + 30 hef + 2d0
Critical edge distance cac mm See ESR-3829, section 4.1.10
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 41
HIT-RE 100 adhesive anchoring system
Table 56 — Hilti HIT-RE 100 adhesive factored resistance with concrete / bond failure for threaded rod in
uncracked concrete 1,2,3,4,5,6,7,8,9,10
Tension — Nn Shear — Vn
Nominal
Anchor Nominal anchor f´c = 20 MPa f´c = 25 MPa f´c = 30 MPa f´c = 40 MPa f´c = 20 MPa f´c = 25 MPa f´c = 30 MPa f´c = 40 MPa
Diameter diameter (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi) (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi)
in. (mm) in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN)
2-3/8 1,995 2,040 2,080 2,140 1,995 2,040 2,080 2,140
(60) (8.9) (9.1) (9.2) (9.5) (8.9) (9.1) (9.2) (9.5)
3-3/8 2,840 2,900 2,955 3,040 5,675 5,805 5,910 6,080
(86) (12.6) (12.9) (13.1) (13.5) (25.2) (25.8) (26.3) (27.1)
3/8
4-1/2 3,785 3,870 3,940 4,055 7,565 7,735 7,880 8,110
(114) (16.8) (17.2) (17.5) (18.0) (33.7) (34.4) (35.1) (36.1)
7-1/2 6,305 6,450 6,565 6,760 12,610 12,895 13,135 13,515
(191) (28.0) (28.7) (29.2) (30.1) (56.1) (57.4) (58.4) (60.1)
2-3/4 3,045 3,115 3,170 3,260 6,090 6,225 6,340 6,525
(70) (13.5) (13.8) (14.1) (14.5) (27.1) (27.7) (28.2) (29.0)
4-1/2 4,980 5,095 5,185 5,340 9,960 10,185 10,375 10,675
(114) (22.2) (22.7) (23.1) (23.7) (44.3) (45.3) (46.1) (47.5)
1/2
6 6,640 6,790 6,915 7,120 13,285 13,580 13,830 14,235
(152) (29.5) (30.2) (30.8) (31.7) (59.1) (60.4) (61.5) (63.3)
10 11,070 11,320 11,525 11,865 22,140 22,635 23,055 23,725
(254) (49.2) (50.3) (51.3) (52.8) (98.5) (100.7) (102.5) (105.5)
3-1/8 4,145 4,240 4,315 4,440 8,290 8,475 8,635 8,885
(79) (18.4) (18.9) (19.2) (19.8) (36.9) (37.7) (38.4) (39.5)
5-5/8 7,460 7,630 7,770 7,995 14,920 15,260 15,540 15,990
(143) (33.2) (33.9) (34.6) (35.6) (66.4) (67.9) (69.1) (71.1)
5/8
7-1/2 9,950 10,170 10,360 10,660 19,895 20,345 20,720 21,325
(191) (44.2) (45.2) (46.1) (47.4) (88.5) (90.5) (92.2) (94.8)
12-1/2 16,580 16,955 17,265 17,770 33,160 33,905 34,530 35,540
(318) (73.7) (75.4) (76.8) (79.0) (147.5) (150.8) (153.6) (158.1)
3-1/2 5,385 5,505 5,610 5,770 10,770 11,015 11,215 11,545
(89) (24.0) (24.5) (24.9) (25.7) (47.9) (49.0) (49.9) (51.4)
6-3/4 10,385 10,620 10,815 11,130 20,775 21,240 21,630 22,265
(171) (46.2) (47.2) (48.1) (49.5) (92.4) (94.5) (96.2) (99.0)
3/4
9 13,850 14,160 14,420 14,845 27,695 28,320 28,845 29,685
(229) (61.6) (63.0) (64.2) (66.0) (123.2) (126.0) (128.3) (132.0)
15 23,080 23,600 24,035 24,740 46,160 47,205 48,070 49,475
(381) (102.7) (105.0) (106.9) (110.0) (205.3) (210.0) (213.8) (220.1)
3-1/2 5,480 6,125 6,320 6,505 10,955 12,250 12,635 13,005
(89) (24.4) (27.2) (28.1) (28.9) (48.7) (54.5) (56.2) (57.9)
7-7/8 13,650 13,960 14,215 14,630 27,300 27,920 28,430 29,260
(200) (60.7) (62.1) (63.2) (65.1) (121.4) (124.2) (126.5) (130.2)
7/8
10-1/2 18,200 18,610 18,955 19,510 36,405 37,225 37,910 39,015
(267) (81.0) (82.8) (84.3) (86.8) (161.9) (165.6) (168.6) (173.6)
17-1/2 30,335 31,020 31,590 32,515 60,670 62,040 63,185 65,025
(445) (134.9) (138.0) (140.5) (144.6) (269.9) (276.0) (281.0) (289.3)
4 6,690 7,480 8,020 8,250 13,385 14,965 16,035 16,505
(102) (29.8) (33.3) (35.7) (36.7) (59.5) (66.6) (71.3) (73.4)
9 17,325 17,715 18,040 18,565 34,645 35,425 36,080 37,130
(229) (77.1) (78.8) (80.2) (82.6) (154.1) (157.6) (160.5) (165.2)
1
12 23,095 23,620 24,055 24,755 46,195 47,235 48,105 49,510
(305) (102.7) (105.1) (107.0) (110.1) (205.5) (210.1) (214.0) (220.2)
20 38,495 39,365 40,090 41,260 76,990 78,725 80,175 82,515
(508) (171.2) (175.1) (178.3) (183.5) (342.5) (350.2) (356.6) (367.0)
5 9,355 10,455 11,455 12,375 18,705 20,915 22,910 24,745
(127) (41.6) (46.5) (51.0) (55.0) (83.2) (93.0) (101.9) (110.1)
11-1/4 25,975 26,560 27,050 27,840 51,950 53,125 54,100 55,680
(286) (115.5) (118.2) (120.3) (123.8) (231.1) (236.3) (240.7) (247.7)
1-1/4
15 34,635 35,415 36,070 37,120 69,270 70,830 72,135 74,240
(381) (154.1) (157.5) (160.4) (165.1) (308.1) (315.1) (320.9) (330.2)
25 57,725 59,025 60,115 61,865 115,450 118,055 120,225 123,735
(635) (256.8) (262.6) (267.4) (275.2) (513.5) (525.1) (534.8) (550.4)
1 See Section 2.4.1 for explanation on development of load values.
2 See Section 2.4.4 to convert design strength value to ASD value.
3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
4 Apply spacing, edge distance, and concrete thickness factors in tables 26 - 38 as necessary. Compare to the steel values in table 24.
The lesser of the values is to be used for the design.
5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over signiicant
periods of time.
6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61.
7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.5.6
8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted.
10 Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete.
42 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
HIT-RE 100 adhesive anchoring system
Table 57 — Hilti HIT-RE 100 adhesive factored resistance with concrete / bond failure for threaded rod in cracked
concrete 1,2,3,4,5,6,7,8,9,10
Tension — Nn Shear — Vn
Nominal
Anchor Nominal anchor f´c = 20 MPa f´c = 25 MPa f´c = 30 MPa f´c = 40 MPa f´c = 20 MPa f´c = 25 MPa f´c = 30 MPa f´c = 40 MPa
Diameter diameter (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi) (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi)
in. (mm) in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN)
2-3/8 965 990 1,005 1,035 965 990 1,005 1,035
(60) (4.3) (4.4) (4.5) (4.6) (4.3) (4.4) (4.5) (4.6)
3-3/8 1,375 1,405 1,430 1,475 2,750 2,810 2,860 2,945
(86) (6.1) (6.3) (6.4) (6.6) (12.2) (12.5) (12.7) (13.1)
3/8
4-1/2 1,830 1,875 1,910 1,965 3,665 3,745 3,815 3,925
(114) (8.1) (8.3) (8.5) (8.7) (16.3) (16.7) (17.0) (17.5)
7-1/2 3,055 3,125 3,180 3,275 6,105 6,245 6,360 6,545
(191) (13.6) (13.9) (14.1) (14.6) (27.2) (27.8) (28.3) (29.1)
2-3/4 1,435 1,465 1,495 1,540 2,870 2,935 2,990 3,075
(70) (6.4) (6.5) (6.6) (6.8) (12.8) (13.1) (13.3) (13.7)
4-1/2 2,350 2,400 2,445 2,515 4,695 4,800 4,890 5,035
(114) (10.4) (10.7) (10.9) (11.2) (20.9) (21.4) (21.8) (22.4)
1/2
6 3,130 3,200 3,260 3,355 6,260 6,400 6,520 6,710
(152) (13.9) (14.2) (14.5) (14.9) (27.8) (28.5) (29.0) (29.8)
10 5,215 5,335 5,435 5,590 10,435 10,670 10,865 11,185
(254) (23.2) (23.7) (24.2) (24.9) (46.4) (47.5) (48.3) (49.7)
3-1/8 2,040 2,085 2,120 2,185 4,075 4,170 4,245 4,370
(79) (9.1) (9.3) (9.4) (9.7) (18.1) (18.5) (18.9) (19.4)
5-5/8 3,670 3,750 3,820 3,930 7,335 7,500 7,640 7,865
(143) (16.3) (16.7) (17.0) (17.5) (32.6) (33.4) (34.0) (35.0)
5/8
7-1/2 4,890 5,000 5,095 5,240 9,780 10,005 10,185 10,485
(191) (21.8) (22.2) (22.7) (23.3) (43.5) (44.5) (45.3) (46.6)
12-1/2 8,150 8,335 8,490 8,735 16,305 16,670 16,980 17,475
(318) (36.3) (37.1) (37.8) (38.9) (72.5) (74.2) (75.5) (77.7)
3-1/2 2,590 2,650 2,700 2,775 5,180 5,300 5,395 5,555
(89) (11.5) (11.8) (12.0) (12.4) (23.1) (23.6) (24.0) (24.7)
6-3/4 4,995 5,110 5,205 5,355 9,995 10,220 10,405 10,710
(171) (22.2) (22.7) (23.1) (23.8) (44.5) (45.5) (46.3) (47.6)
3/4
9 6,665 6,815 6,940 7,140 13,325 13,625 13,875 14,280
(229) (29.6) (30.3) (30.9) (31.8) (59.3) (60.6) (61.7) (63.5)
15 11,105 11,355 11,565 11,900 22,210 22,710 23,125 23,800
(381) (49.4) (50.5) (51.4) (52.9) (98.8) (101.0) (102.9) (105.9)
3-1/2 2,785 2,850 2,900 2,985 5,570 5,695 5,800 5,970
(89) (12.4) (12.7) (12.9) (13.3) (24.8) (25.3) (25.8) (26.6)
7-7/8 6,265 6,410 6,525 6,715 12,535 12,815 13,055 13,435
(200) (27.9) (28.5) (29.0) (29.9) (55.8) (57.0) (58.1) (59.8)
7/8
10-1/2 8,355 8,545 8,700 8,955 16,710 17,090 17,405 17,910
(267) (37.2) (38.0) (38.7) (39.8) (74.3) (76.0) (77.4) (79.7)
17-1/2 13,925 14,240 14,505 14,925 27,855 28,480 29,005 29,850
(445) (61.9) (63.3) (64.5) (66.4) (123.9) (126.7) (129.0) (132.8)
4 3,385 3,460 3,525 3,625 6,770 6,920 7,050 7,255
(102) (15.1) (15.4) (15.7) (16.1) (30.1) (30.8) (31.4) (32.3)
9 7,615 7,785 7,930 8,160 15,230 15,570 15,860 16,320
(229) (33.9) (34.6) (35.3) (36.3) (67.7) (69.3) (70.5) (72.6)
1
12 10,150 10,380 10,575 10,880 20,305 20,765 21,145 21,760
(305) (45.2) (46.2) (47.0) (48.4) (90.3) (92.4) (94.1) (96.8)
20 16,920 17,305 17,620 18,135 33,840 34,605 35,240 36,270
(508) (75.3) (77.0) (78.4) (80.7) (150.5) (153.9) (156.8) (161.3)
5 4,495 4,595 4,680 4,815 8,990 9,190 9,360 9,635
(127) (20.0) (20.4) (20.8) (21.4) (40.0) (40.9) (41.6) (42.9)
11-1/4 10,115 10,340 10,530 10,840 20,225 20,680 21,060 21,675
(286) (45.0) (46.0) (46.8) (48.2) (90.0) (92.0) (93.7) (96.4)
1-1/4
15 13,485 13,790 14,040 14,450 26,965 27,575 28,085 28,905
(381) (60.0) (61.3) (62.5) (64.3) (120.0) (122.7) (124.9) (128.6)
25 22,475 22,980 23,405 24,085 44,945 45,960 46,805 48,170
(635) (100.0) (102.2) (104.1) (107.1) (199.9) (204.4) (208.2) (214.3)
1 See Section 2.4.1 for explanation on development of load values.
2 See Section 2.4.4 to convert design strength value to ASD value.
3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
4 Apply spacing, edge distance, and concrete thickness factors in tables 26 - 38 as necessary. Compare to the steel values in table 24.
The lesser of the values is to be used for the design.
5 Values are for the following temperature range: maximum short term temperature = 130°F (55°C), maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over signiicant
periods of time.
6 Tabular values are for dry concrete conditions. For water saturated concrete, water-illed drilled holes, or submurged (underwater) applications multiply design strength by 0.61.
7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 2.5.6
8 Tabular values are for normal-weight concrete only. For lightweight concrete multiply design strength by λa as follows:
For sand-lightweight, λa = 0.51. For all-lightweight, λa = 0.45.
9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted.
10 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by αseis = 0.675. See section 2.4.5 for additional information on seismic
applications.
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16 43
HIT-RE 100 adhesive anchoring system
44 Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
Notes
Hilti, Inc. (USA) 1-800-879-8000 I www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I HIT-RE 100 Technical Supplement 02/16
Hilti. Outperform. Outlast.
7250 Dallas Parkway, Suite 1000, Plano, TX 75024 • Hilti, Inc. (U.S.) 1-800-879-8000 • www.us.hilti.com • en español 1-800-879-5000
• Hilti (Canada) Corp. 1-800-363-4458 www.hilti.ca • Hilti is an equal opportunity employer • Hilti is a registered trademark of Hilti,
Corp. ©Copyright 2016 by Hilti, Inc. (U.S.) • 02/16 • DBS
The data contained in this literature was current as of the date of publication. Updates and changes may
be made based on later testing. If verification is needed that the data is still current, please contact the Hilti
Technical Support Specialists at 1-800-363-4458. All published load values contained in this literature represent
the results of testing by Hilti or test organizations. Local base materials were used. Because of variations in
*14001 US only
materials, on-site testing is necessary to determine performance at any specific site. Laser beams represented by
red lines in this publication. Printed in the United States