hilti hac anchor channel with hbc-c / hbc-c-n t-head bolt...hilti hac anchor channel with hbc-c /...
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Hilti HAC Anchor Channel with HBC-C / HBC-C-N T-Head Bolt
Product Information 2 - 5
Specification 6
Basic Loading Data 7 - 11
Detail Design Information 12 - 33
Country of Origin 34 - 35
Job Reference 36 - 38
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Customer Hotline
Hong Kong 8228 8118
Macau (Toll free) 00800 - 8228 8118
1 Sept 2014
Anchor Systems
Customer Hotline: Hong Kong 8228 8118 Macau 00800 8228 8118 (Mon - Fri 8:30 am - 6:00 pm / Sat 8:30 am - 1:00 pm) | Hilti online: www.hilti.com.hk
HAC Anchor channel
Technical data
HAC-40
Base materials Concrete
Surface Finish Hot dipped galvanized
For use with HBC-C T-head bolts
Approvals ETA incl. dynamic and fire
The new generation of cast-in anchor channels
Length - lch Width - bch Height - hch Effective embedment depth - hef
Number of anchors
Anchor spacing
Order designation Item Number
200 mm 40.5 mm 28 mm 91 mm 2 150 mm Anchor channel HAC-40 91/200 F 431906 ★
250 mm 40.5 mm 28 mm 91 mm 2 200 mm Anchor channel HAC-40 91/250 F 431907 ★
300 mm 40.5 mm 28 mm 91 mm 2 250 mm Anchor channel HAC-40 91/300 F 431908 ★
350 mm 40.5 mm 28 mm 91 mm 3 150 mm Anchor channel HAC-40 91/350 F 431909
450 mm 40.5 mm 28 mm 91 mm 3 200 mm Anchor channel HAC-40 91/450 F 431910 ★
550 mm 40.5 mm 28 mm 91 mm 3 250 mm Anchor channel HAC-40 91/550 F 431911 ★
800 mm 40.5 mm 28 mm 91 mm 4 250 mm Anchor channel HAC-40 91/800 F 431912 ★
1050 mm 40.5 mm 28 mm 91 mm 5 250 mm Anchor channel HAC-40 91/1050 F 431913 ★
1300 mm 40.5 mm 28 mm 91 mm 6 250 mm Anchor channel HAC-40 91/1300 F 431914 ★
1550 mm 40.5 mm 28 mm 91 mm 7 250 mm Anchor channel HAC-40 91/1550 F 431905 ★
2300 mm 40.5 mm 28 mm 91 mm 10 250 mm Anchor channel HAC-40 91/2300 F 431915 ★
5800 mm 40.5 mm 28 mm 91 mm 24 250 mm Anchor channel HAC-40 91/5800 F 431916 ★
★ Special Request
HAC-40
ApplicationsFastening curtain wall brackets n
Fastening guide rails for elevators and counterweights n
Fastening sliding door mechanisms for elevators n
Grids for ceilings in showrooms and trade fair halls n
Securing machines to floors or walls n
AdvantagesInnovative V-shape provides high load resistance, especially nunder shear loads when positioned close to the edges of the member
New type of protective LDPE foam insert and end-caps seal the nchannel effectively, preventing entry of concrete slurry
Foam insert features tear-out strip for trouble-free removal n(avoids damage to the channel through use of drill bits, hammers or gas torches)
Special inner profile allows use of one single bolt type for all nchannels types from HAC-40 to HAC-70
2 Sept 2014
Length - l Width - b Height - h Effective Number of Anchor Order designation Item Number embedment depth - h anchors spacing
ef
200 mm 41.5 mm 31 mm 106 mm 2 150 mm Anchor channel HAC-50 106/200 F 431835 ★
250 mm 41.5 mm 31 mm 106 mm 2 200 mm Anchor channel HAC-50 106/250 F 431836 ★
300 mm 41.5 mm 31 mm 106 mm 2 250 mm Anchor channel HAC-50 106/300 F 431837 ★
350 mm 41.5 mm 31 mm 106 mm 3 150 mm Anchor channel HAC-50 106/350 F 431838
450 mm 41.5 mm 31 mm 106 mm 3 200 mm Anchor channel HAC-50 106/450 F 431839 ★
550 mm 41.5 mm 31 mm 106 mm 3 250 mm Anchor channel HAC-50 106/550 F 431840 ★
800 mm 41.5 mm 31 mm 106 mm 4 250 mm Anchor channel HAC-50 106/800 F 431841 ★
1050 mm 41.5 mm 31 mm 106 mm 5 250 mm Anchor channel HAC-50 106/1050 F 431842 ★
1300 mm 41.5 mm 31 mm 106 mm 6 250 mm Anchor channel HAC-50 106/1300 F 431843 ★
1550 mm 41.5 mm 31 mm 106 mm 250 mm Anchor channel HAC-50 106/1550 F 431846 ★
2300 mm 41.5 mm 31 mm 106 mm 250 mm Anchor channel HAC-50 106/2300 F 431844 ★
5800 mm 41.5 mm 31 mm 106 mm 24 250 mm Anchor channel HAC-50 106/5800 F 431845 ★
10
7
Anchor Systems
HAC-50
ch ch ch
HAC-60
300 mm 43 mm 35.5 mm 148 mm 2 250 mm Anchor channel HAC-60 148/300 F 431850 ★
350 mm 43 mm 35.5 mm 148 mm 3 150 mm Anchor channel HAC-60 148/350 F 431851
450 mm 43 mm 35.5 mm 148 mm 3 200 mm Anchor channel HAC-60 148/450 F 431852 ★
550 mm 43 mm 35.5 mm 148 mm 3 250 mm Anchor channel HAC-60 148/550 F 431853 ★
1050 mm 43 mm 35.5 mm 148 mm 5 250 mm Anchor channel HAC-60 148/1050 F 431854 ★
2300 mm 43 mm 35.5 mm 148 mm 10 250 mm Anchor channel HAC-60 148/2300 F 431855 ★
5800 mm 43 mm 35.5 mm 148 mm 24 250 mm Anchor channel HAC-60 148/5800 F 431856 ★
HAC-70
300 mm 44.5 mm 40 mm 175 mm 2 250 mm Anchor channel HAC-70 175/300 F 431860 ★
350 mm 44.5 mm 40 mm 175 mm 3 150 mm Anchor channel HAC-70 175/350 F 431861
450 mm 44.5 mm 40 mm 175 mm 3 200 mm Anchor channel HAC-70 175/450 F 431862 ★
550 mm 44.5 mm 40 mm 175 mm 3 250 mm Anchor channel HAC-70 175/550 F 431863 ★
1050 mm 44.5 mm 40 mm 175 mm 5 250 mm Anchor channel HAC-70 175/1050 F 431864 ★
2300 mm 44.5 mm 40 mm 175 mm 10 250 mm Anchor channel HAC-70 175/2300 F 431865 ★
5800 mm 44.5 mm 40 mm 175 mm 24 250 mm Anchor channel HAC-70 175/5800 F 431866 ★ ★ Special Request
Customer Hotline: Hong Kong 8228 8118 Macau 00800 8228 8118 (Mon -PFargi e8: 320 am - 6:00 pm / Sa t 8:30 am - 1:00 pm) | Hilti online: www.hilti .Mc oamy. h2k014
3 Sept 2014
Anchor Systems
Customer Hotline: Hong Kong 8228 8118 Macau 00800 8228 8118 (Mon - Fri 8:30 am - 6:00 pm / Sat 8:30 am - 1:00 pm) | Hilti online: www.hilti.com.hk
HBC-C T-head bolt
ApplicationsFor use with HAC-40 to HAC-70 anchor channels n
Technical data
HBC-C
For use with HAC-40 to HAC-70 anchor channels
Required setting tool Torque wrench
Approvals ETA-11/0006
AdvantagesSimplification of portfolio. Only one universal bolt type needed to ncover HAC-40 to HAC-70 anchor channel
European Approval according to latest technical specifications n
Dust-free and noiseless fastening method n
HBC-C (Steel grade 8.8, Hot dip galvanized 45 µm)
Thread diameter Thread length Thickness fastened - max
Material compositionPackage(pcs)
Order designation Item Number
12 mm 40 mm 15 mm Steel grade 8.8 100 pc T-head bolt HBC-C M12x40 8.8F 434401
12 mm 50 mm 25 mm Steel grade 8.8 100 pc T-head bolt HBC-C M12x50 8.8F 434402
12 mm 60 mm 35 mm Steel grade 8.8 100 pc T-head bolt HBC-C M12x60 8.8F 434403
16 mm 50 mm 20 mm Steel grade 8.8 100 pc T-head bolt HBC-C M16x50 8.8F 434404
16 mm 60 mm 30 mm Steel grade 8.8 100 pc T-head bolt HBC-C M16x60 8.8F 434405
16 mm 80 mm 50 mm Steel grade 8.8 50 pc T-head bolt HBC-C M16x80 8.8F 434406
16 mm 100 mm 70 mm Steel grade 8.8 50 pc T-head bolt HBC-C M16x100 8.8F 434407 ★
20 mm 60 mm 25 mm Steel grade 8.8 50 pc T-head bolt HBC-C M20x60 8.8F 434408 ★
20 mm 100 mm 65 mm Steel grade 8.8 50 pc T-head bolt HBC-C M20x100 8.8F 434409
20 mm 125 mm 90 mm Steel grade 8.8 25 pc T-head bolt HBC-C M20x125 8.8F 434410 ★
20 mm 150 mm 115 mm Steel grade 8.8 25 pc T-head bolt HBC-C M20x150 8.8F 434411 ★
★ Special Request4 Sept 2014
Anchor Systems
Customer Hotline: Hong Kong 8228 8118 Macau 00800 8228 8118 (Mon - Fri 8:30 am - 6:00 pm / Sat 8:30 am - 1:00 pm) | Hilti online: www.hilti.com.hk★ Special Request
HBC-C (Stainless steel A4-50)
Thread diameter Thread length Thickness fastened - max
Package(pcs)
Order designation Item Number
10 mm 30 mm 8 mm 50 pc T-head bolt HBC-C M10x30 50R 433459 ★
10 mm 40 mm 18 mm 25 pc T-head bolt HBC-C M10x40 50R 433460 ★
10 mm 50 mm 28 mm 25 pc T-head bolt HBC-C M10x50 50R 433461 ★
12 mm 30 mm 5 mm 25 pc T-head bolt HBC-C M12x30 50R 433462 ★
12 mm 40 mm 15 mm 25 pc T-head bolt HBC-C M12x40 50R 433463 ★
12 mm 50 mm 25 mm 25 pc T-head bolt HBC-C M12x50 50R 433465 ★
12 mm 80 mm 55 mm 25 pc T-head bolt HBC-C M12x80 50R 433466 ★
12 mm 100 mm 75 mm 25 pc T-head bolt HBC-C M12x100 50R 433467 ★
12 mm 125 mm 100 mm 25 pc T-head bolt HBC-C M12x125 50R 433468 ★
16 mm 30 mm 1 mm 50 pc T-head bolt HBC-C M16x30 50R 433469 ★
16 mm 40 mm 10 mm 50 pc T-head bolt HBC-C M16x40 50R 433470 ★
16 mm 50 mm 20 mm 50 pc T-head bolt HBC-C M16x50 50R 433471 ★
16 mm 60 mm 30 mm 50 pc T-head bolt HBC-C M16x60 50R 433472 ★
16 mm 65 mm 35 mm 50 pc T-head bolt HBC-C M16x65 50R 433473 ★
16 mm 80 mm 50 mm 25 pc T-head bolt HBC-C M16x80 50R 433474 ★
16 mm 100 mm 70 mm 25 pc T-head bolt HBC-C M16x100 50R 433475 ★
16 mm 125 mm 95 mm 25 pc T-head bolt HBC-C M16x125 50R 433476 ★
16 mm 150 mm 120 mm 25 pc T-head bolt HBC-C M16x150 50R 433477 ★
HBC-C-N (Notched-steel grade 8.8, Hot dip galvanized 45 µm)
Thread diameter Thread length Thickness fastened - max Tooth configuration Package (pcs) Order designation Item Number
16 mm 50 mm 20 mm Notched 100 pc T-head bolt HBC-C-N M16x50 8.8F 433478 ★
16 mm 80 mm 30 mm Notched 50 pc T-head bolt HBC-C-N M16x80 8.8F 433479 ★
20 mm 60 mm 25 mm Notched 50 pc T-head bolt HBC-C-N M20x60 8.8F 434345 ★
20 mm 100 mm 65 mm Notched 50 pc T-head bolt HBC-C-N M20x100 8.8F 434346 ★
5 Sept 2014
Specification
HAC
HBC-C & HBC-C-N
HAC 60 HAC 70Carbon steel S235,
EN 10025-2Material of channel Carbon steel S235,
EN 10025-2
HAC 40 HAC 50Carbon steel S235,
EN 10025-2Carbon steel S235,
EN 10025-2Coating thickness Hot-dip gal. ≥ 55µm,
EN ISO 1461: 2009 -10
Hot-dip gal. ≥ 55µm, EN ISO 1461:
2009 - 10
Hot-dip gal. ≥ 70µm, EN ISO 1461:
2009 - 10
Hot-dip gal. ≥ 70µm, EN ISO 1461:
2009 - 1041.5mm31mm
106mm
43mm35.5mm
175mmRecommended tensile load
148mm
Channel widthChannel heightEmbedment depth
40.5mm 28mm91mm
16.7kN 22kN
Recommended shear load
23.3kN 34kN 44.7kN
Grade 8.8Carbon steel grade 8.8,
EN ISO 898-1Material of T Bolt
Coating thickness hot-dip gal. ≥ 45µm, ISO 1461:1999
52.7kN
44.5mm40mm
Stainless steel, A4-50Stainless steel, A4-50
N/A
34.7kN 48.7kN
Hilti Anchor ChannelSpecification
NOV 2011
6 Sept 2014
Basic Loading Data (Paired Load)
• T-head bolts spacing ≥ 150mm, choose of bolt size according to bolt selection chart. • Linear interpolation is now allowed. Consult Hilti technical advisory for loading with different edge distance or member thickness.
national regulations.
• For detail design, please see HAC design manual.
HAC 40Characteristic Resistance
Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]
Recommended Load
Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]
16.716.1 16.3
44.0
50.0
50.070.0
50.0
48.3
11.4 11.416.7 16.7
150
100
75
50
Edge distance, c1 [mm]
125
75
16.7 16.723.3 23.316.7 16.723.3
200
25050.0
50.0
70.0
59.050.0
50.0
50.0
64.8
100
Edge distance, c1 [mm]
125
200
150
Concrete member thickness, h [mm]
50.026.041.018.0
50.0
45.550.037.0
250 300
48.950.034.144.0
50.034.2
21.021.0
19.7 21.6
23.316.7
125 150 200
16.7
23.3
16.7
125 150 20050.064.050.0
41.650.034.0
52.8
16.7
50.029.0
50.043.050.033.0
44.020.0
16.78.7
16.716.316.713.916.711.3
16.79.7
16.717.716.715.216.712.3
16.711.0
16.720.716.717.616.714.3
44.021.0
16.721.3
16.723.3
50.0
• All data given in this section according ETA-11/0006, issue 2011-02-08. • Channel length: 350mm with 3 anchors (legs)
70.050.070.0
• Embedment depth, h ef = 91mm.
• Parallel paired channel spacing = 2 x edge distance c 1
Concrete member thickness, h [mm]300
14.7 14.7
• Concrete C35/45, f ck = 45N/mm2 Consult Hilti technical advisory for loading with different concrete grade. • The recommended load with overall global safety factor,global , 3. Loads may vary according to the safety factor requirement from
• Quick selection of channel only. Consult Hilti technical advisory for combined load checking.
49.0 53.0 62.0 69.8 70.050.0 50.0 50.0 50.0
506.0 6.7 7.0 7.0 7.014.713.7 14.7
Hilti Anchor ChannelHAC-40
Thickness, hMemberEdge
150
Distance, c 1
NOV 2011
7 Sept 2014
Basic Loading Data (Paired Load)
• T-head bolts spacing ≥ 150mm, choose of bolt size according to bolt selection chart. • Linear interpolation is now allowed. Consult Hilti technical advisory for loading with different edge distance or member thickness.
national regulations.
• For detail design, please see HAC design manual.
HAC 50 For detail design, see HAC design manualCharacteristic Resistance
Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]
Recommended Load
Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]
93.066.063.5
45.366.0
22.0
66.090.066.0
30.0
64.0
34.0
58.566.0
22.0
• Embedment depth, h ef = 106mm.
• Concrete C35/45, f ck = 45N/mm2 Consult Hilti technical advisory for loading with different concrete grade. • The recommended load with overall global safety factor,global , 3. Loads may vary according to the safety factor requirement from
66.0
Concrete member thickness, h [mm]15066.0
300
• Parallel paired channel spacing = 2 x edge distance c 1
• All data given in this section according ETA-11/0006, issue 2011-02-08. • Channel length: 350mm with 3 anchors (legs)
22.031.0
22.034.0
66.080.0
22.034.0
21.311.0
22.026.722.020.3
22.014.2
22.017.7
21.39.6
22.023.322.017.8
22.012.3
22.015.1
21.38.7
22.021.222.016.2
22.011.2
22.013.8
66.061.0
66.042.5
5366.0
26.0
66.069.866.053.4
66.037.064.028.8
66.0
23.0 25.0
32.722.0
125 150 200
34.0
22.0
Concrete member thickness, h [mm]250 300
75.0
66.049.064.0
125
64.0
66.047.8
22.0
64.033.0 34.0
48.5
66.033.5
66.041.4
102.0
200
69.0
25066.0
66.0
200
150
Edge distance, c1 [mm]
102.066.0
102.0
Edge distance, c1 [mm]
66.0102.0 300
98.066.0
34.0
66.0 125
300
20022.0
64.05
100
75
• Quick selection of channel only. Consult Hilti technical advisory for combined load checking.
75
125
21.3
100
150
22.0
19.5
11.3 11.3
22.015.9 16.321.3
22.021.4
22.0
Hilti Anchor ChannelHAC-50
Thickness, hMemberEdge
150
Distance, c 1
NOV 2011
8 Sept 2014
Basic Loading Data (Paired Load)
• T-head bolts spacing ≥ 150mm, choose of bolt size according to bolt selection chart. • Linear interpolation is now allowed. Consult Hilti technical advisory for loading with different edge distance or member thickness.
national regulations.
• For detail design, please see HAC design manual.
HAC 60Characteristic Resistance
Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]
Recommended Load
Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]
• Parallel paired channel spacing = 2 x edge distance c 1
34.7 34.7 12515.9 17.1 19.2 21.0 21.8
65.5104.0 104.0 104.0 104.051.4
16.2 16.3
34.724.7 26.9
34.7 34.7
48.5
150
100
130.5 250
200
104.048.9
44.7 44.7
104.0
200
40.0
150
100
350
250
Edge distance, c1 [mm]
125
104.0
34.7 34.7
104.0
104.0
Concrete member thickness, h [mm]350
104.0134.0
104.0134.0
104.0134.0
Edge distance, c1 [mm]
350
104.074.0
134.0104.0120.0104.097.0
300
63
Concrete member thickness, h [mm]300 350
34.7
105.8104.080.6
32.3 35.3
43.534.7
170 200 250
34.7 34.7
34.7
170 200 250104.0125.0104.090.0
104.073.0
104.056.0
102.038.5
104.047.6
104.098.0
104.079.0
104.060.5
104.089.3
104.068.3
104.0110.0
34.744.7
104.047.0
57.6
34.012.8
34.730.034.724.334.718.734.7
34.713.8
34.732.734.726.334.720.234.7
34.715.7
34.736.734.729.834.722.834.7
104.041.5
34.741.7
34.744.7
• Quick selection of channel only. Consult Hilti technical advisory for combined load checking.
• Concrete C35/45, f ck = 45N/mm2 Consult Hilti technical advisory for loading with different concrete grade. • The recommended load with overall global safety factor,global , 3. Loads may vary according to the safety factor requirement from
• All data given in this section according ETA-11/0006, issue 2011-02-08. • Channel length: 350mm with 3 anchors (legs) • Embedment depth, h ef = 148mm.
Hilti Anchor ChannelHAC-60
Thickness, hMemberEdge
150
Distance, c 1
NOVt 2011
9 Sept 2014
Basic Loading Data (Paired Load)
• T-head bolts spacing ≥ 150mm, choose of bolt size according to bolt selection chart. • Linear interpolation is now allowed. Consult Hilti technical advisory for loading with different edge distance or member thickness.
national regulations.
• For detail design, please see HAC design manual.
HAC 70Characteristic Resistance
Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]
Recommended Load
Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]Tension [kN]Shear [kN]
• Quick selection of channel only. Consult Hilti technical advisory for combined load checking.
16.3 16.3
48.726.5 27.5
47.7 47.7
49.0
100
138.0 250
200
49.0
125
125
48.7
146.0
250
Edge distance, c1 [mm]
52.7 52.7
37.0
150
146.0
65.2 65.2146.0 146.0
200
43.3
150
100
350
400146.0158.0
146.0151.4
146.0158.0
250Edge distance,
c1 [mm]
350
146.079.6
158.0146.0129.8146.0104.8
350
Concrete member thickness, h [mm]350 400
48.7
111.0146.082.5
143.0
Concrete member thickness, h [mm]200
46.048.7
200 250 300
48.7
48.748.752.7
300146.0
146.060.0
146.0109.2146.0
146.097.5
146.0
146.067.3
136.5
34.9
146.0
48.7
135.0
78.5
41.0
146.051.0
146.0
143.049.0
96.0146.0
88.6
13.7
48.732.548.726.248.720.048.7
48.729.548.722.4
73.5
45.5
146.0
48.750.5
47.747.715.4
48.718.9
48.724.548.7
16.3
48.739.748.732.0
45.0
20.717.0
48.736.4
143.0
• Concrete C35/45, f ck = 45N/mm2 Consult Hilti technical advisory for loading with different concrete grade. • The recommended load with overall global safety factor,global , 3. Loads may vary according to the safety factor requirement from
• All data given in this section according ETA-11/0006, issue 2011-02-08. • Channel length: 350mm with 3 anchors (legs) • Embedment depth, h ef = 175mm.
146.0119.0
62.2
146.0
• Parallel paired channel spacing = 2 x edge distance c 1
21.7
56.7
48.7 48.721.7
143.046.2
48.7
48.7
Hilti Anchor ChannelHAC-70
Thickness, hMemberEdge
150
Distance, c 1
NOV 2011
10 Sept 2014
Basic Loading Data • All data for HBC-C & HBC-C-N Bolt given in this section according ETA-11/0006, issue 2011-02-08
national regulations. • For detail design, please see HAC design manual
HBC-C & HBC-C-N BoltCharacteristic Resistance (single bolt)
Material
* - 3 - 5 nos. of thread is the common practice.
M20
~ 3~ 4~ 6
twasher [mm]
tnut [mm]9
M12M16
8.8
A4-50
L req. = t lip + t fix + t nut + t washer + 3 - 5 no. of threads *
15.7 24.5Tension [kN]Shear [kN]
14.18.4
26.232.640.8
Nutfor M12
6.37.4
1417
for M16for M20
Washer
Model HAC 40HAC 50HAC 60HAC 70
4.55.3
122.573.4
Recommended Load (single bolt)
25.3 47.0Shear [kN]
M2065.3
78.5
67.433.742.2Tension [kN]
tlip [mm]
• The recommended load with overall global safety factor,global, 3. Loads may vary according to the safety factor requirement from
MaterialM16125.662.7 8.8196.0
97.9Tension [kN]Shear [kN]
M12 M20
A4-50
Tension [kN]Shear [kN]
M1222.511.2
M1641.920.9
Hilti Anchor ChannelT-Head Bolt
NOV 2011
11 Sept 2014
April 201
1
1
12 Sept 2014
Import
ant
notice
April 201
1
2
Im
po
rta
nt
no
tic
e
1.
The info
rmation a
nd r
ecom
mendations
giv
en h
ere
in a
re b
ased o
n
the pri
ncip
les,
fo
rmula
e and sa
fety
fa
ctors
se
t out
in th
e H
ilti
technic
al
inst
ructions,
th
e
opera
ting
manuals
, th
e
sett
ing
inst
ructions,
the i
nst
alla
tion m
anuals
and o
ther
data
sheets
that
are
belie
ved t
o b
e c
orr
ect
at
the t
ime o
f w
riting.
The d
ata
and
valu
es
are
ba
sed o
n t
he r
esp
ective c
hara
cte
rist
ic d
ata
obta
ined
from
test
s u
nder
labora
tory
or
oth
er
contr
olle
d c
onditio
ns.
It
is t
he
use
r’s
resp
on
sibili
ty t
o u
se t
he d
ata
giv
en in the lig
ht
of conditio
ns
on s
ite a
nd
takin
g i
nto
account
the i
nte
nded u
se o
f th
e p
roducts
concern
ed.
The u
ser
has
to c
heck t
he l
iste
d p
rere
quis
ites
and
cri
teria c
onfo
rm t
o t
he c
onditio
ns
actu
ally
exis
ting o
n t
he j
ob-s
ite.
Whils
t H
ilti
can g
ive g
enera
l guid
ance a
nd a
dvic
e,
the n
atu
re o
f H
ilti
pro
ducts
means
that
the u
ltim
ate
resp
on
sibili
ty f
or
sele
cting
the ri
ght
pro
duct
for
a part
icula
r applic
ation m
ust
lie
w
ith th
e
cust
om
er.
2.
All
pro
ducts
m
ust
be
use
d,
han
dle
d
and
applie
d
stri
ctly
in
accord
ance w
ith a
ll curr
ent
inst
ructions
for
use
publis
hed b
y H
ilti,
i.e.
technic
al in
stru
ctions,
opera
ting m
anuals
, se
ttin
g inst
ructions,
in
stalla
tion m
anuals
and o
thers
. 3.
All
pro
ducts
are
supplie
d a
nd a
dvic
e i
s giv
en s
ubje
ct
to t
he H
ilti
term
s of
busi
ness
. 4.
Hilt
i’s
polic
y is
one
of
continuous
develo
pm
ent.
W
e
there
fore
re
serv
e t
he r
ight to
alter
specific
ations,
etc
. w
ithout
notic
e.
5.
The g
iven c
hara
cte
rist
ic d
ata
in t
he A
nchor
Channel
Fast
enin
g
Technolo
gy M
anual
reflect
actu
al
test
resu
lts
and a
re t
hus
valid
only
for
the indic
ate
d t
est
conditio
ns.
6.
Hilt
i is
not
oblig
ate
d for
dir
ect, indir
ect, inci
denta
l or
conse
qu
ential
dam
ages,
loss
es
or
expenses
in c
onnection w
ith,
or
by r
easo
n o
f,
the
use
of,
or
inabili
ty
to
use
th
e
pro
ducts
fo
r an
y
purp
ose.
Implie
d w
arr
anties
of
merc
hanta
bili
ty or
fitn
ess
fo
r a part
icula
r purp
ose a
re s
pecia
lly e
xcl
uded.
Hilt
i C
orp
ora
tion
FL-9
494 S
chaan
Pri
nci
palit
y o
f Lie
chte
nst
ein
ww
w.h
ilti
.co
m
Hilt
i =
regis
tere
d t
radem
ark
of
the H
ilti C
orp
ora
tion, S
chaan
Conte
nt
April 201
1
3
Co
nte
nt
1In
troduction
....
....
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. ...
....
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...4
1.1
Safe
ty c
oncept.
....
....
....
....
....
....
....
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....
....
....
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....
..5
2R
equir
ed v
erifications
....
....
....
....
....
....
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62.1
CE
N d
esi
gn m
eth
od
....
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....
...6
3A
nchor
channel desi
gn f
or
static
loads
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
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....
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...7
3.1
Dete
rmin
ation o
f fo
rces
acting o
n s
cre
ws
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
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...7
3.2
Dete
rmin
ation o
f fo
rces
acting o
n a
nchors
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
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....
....
....
....
..8
3.3
Overv
iew
of
necess
ary
verifications
for
anchor
channels
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
93.4
Tensi
on:
Desi
gn s
teel re
sist
ance;
NR
d,s
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
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....
....
.10
3.5
Tensi
on:
Desi
gn c
oncre
te r
esi
stance N
Rd,c
x..
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
... .
....
.11
3.6
Shear:
Desi
gn s
teel re
sist
ance V
Rd,s
,x..
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
.16
3.7
Shear:
Desi
gn c
oncre
te r
esi
stance V
Rd,c
....
....
....
....
....
....
....
....
....
....
....
....
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....
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....
....
....
....
....
....
...18
3.8
Com
bin
ed t
ensi
on a
nd s
hear
loadin
g..
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
..22
4T
echnic
al data
for
the H
AC
anchor
channel sy
stem
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
.23
4.1
Genera
l...
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.23
4.2
Inst
ruction f
or
use
....
....
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....
.24
4.3
HA
C H
ilti A
nchor
Channel.
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
...26
4.4
HB
C s
pecia
l sc
rew
s..
....
....
....
....
....
....
....
....
....
....
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....
...27
4.5
Mate
rial pro
pert
ies
....
....
....
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....
....
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....
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....
....
....
....
...28
4.6
Settin
g t
orq
ue T
inst f
or
HA
C-1
0 t
hro
ugh H
AC
-30..
....
....
....
....
....
....
....
....
....
....
....
....
. ...
....
....
....
....
....
..29
4.7
Tig
hte
nin
g t
orq
ue T
inst f
or
HA
C-4
0 thro
ugh H
AC
-70
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
..30
4.8
Chara
cte
rist
ic r
esi
stance f
or
steel f
ailu
re o
f th
e c
hannel...
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
.31
4.9
Chara
cte
rist
ic r
esi
stance f
or
steel f
ailu
re o
f sp
ecia
l sc
rew
type H
BC
-A,
HB
C-B
, H
BC
-C,
H
BC
-C-E
, H
BC
-C-N
....
....
....
....
....
....
....
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....
....
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....
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....
....
....
....
....
....
.31
4.1
0D
esi
gn t
ensi
le p
ull-
out fa
ilure
....
....
....
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....
....
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....
32
4.1
1D
esi
gn t
ensi
le c
oncre
te c
one f
ailu
re..
....
....
....
....
....
....
....
....
....
....
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....
....
....
....
....
....
....
....
....
....
....
...33
4.1
2D
esi
gn s
he
ar
pry
out fa
ilure
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
..34
4.1
3D
esi
gn s
he
ar
concre
te e
dge f
ailu
re..
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
35
5D
esi
gn e
xam
ple
s..
....
....
....
....
....
....
....
....
....
....
....
....
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....
....
....
....
....
...36
5.1
Exam
ple
1:
Anchor
channel su
bje
cte
d t
o t
ensi
le a
nd s
hear
load
....
....
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....
....
....
....
...36
13 Sept 2014
Intr
od
uction
April 201
1
4
1
Intr
od
ucti
on
In o
ver
60 y
ears
Hilt
i has
acquir
ed t
rem
endous
kno
w-h
ow
and g
ain
ed
w
orl
dw
ide
accepta
nce
as
a
relia
ble
part
ner
in
the
field
of
fast
enin
g
syst
em
s. B
ein
g a
n i
nnovativ
e c
om
pany,
our
fore
most
goal
is t
o p
rovid
e
innovativ
e,
well-
engin
eere
d
pro
ducts
. A
ccord
ingly
, w
e
no
w
off
er
an
exte
nsi
ve
cast
-in
anchor
channel
port
folio
fo
r a
wid
e
range
of
applic
ations.
� Anchor
channel
syst
em
s have b
een a
ward
ed a
ppro
vals
by G
erm
any’s
D
IBt
(Deuts
ches I
nst
itut
für
Baute
chnik
) si
nce t
he 1
970s.
Ba
sed
on
the
st
ate
of
the a
rt a
t th
at
tim
e,
these
appro
vals
repre
sente
d a
gre
at
ste
p
forw
ard
tow
ard
use o
f appro
ved a
nd r
elia
ble
syst
em
s. B
ut
over
the p
ast
fe
w y
ears
the a
ppro
ach t
o t
he u
se o
f cast
-in p
art
s in
th
e c
onst
ruction
indust
ry h
as
changed t
rem
endousl
y.
� Up t
o n
ow
, th
e d
esi
gn o
f th
ese
syst
em
s ha
s bee
n b
ased
on t
able
s. T
he
lo
ad v
alu
es
giv
en in t
hese
table
s re
pre
sent
steel fa
ilure
. T
his
oft
en r
esu
lts
in s
yst
em
s bein
g m
ass
ively
over-
desi
gned a
nd b
ound
ary
conditio
ns
are
chose
n t
o e
nsu
re t
hat
concre
te f
ailu
re c
annot
be e
xpecte
d.
Today,
in a
w
orl
d
where
co
st-e
ffic
ient
desi
gn
is
abso
lute
ly
cru
cia
l and
natu
ral
reso
urc
es
such a
s th
e i
ron t
hat
goes
into
maki
ng s
teel
are
consi
dere
d
incre
asi
ngly
pre
cio
us,
th
e
dem
and
for
better
mate
rial
util
ization
ha
s
gro
wn.
In r
ecent
years
, a b
etter
unders
tandin
g o
f various a
nchor
channel
failu
re m
odes
ha
s als
o b
een g
ain
ed.
Inte
nsi
ve r
ese
arc
h a
nd t
est
ing h
as
now
yie
lded a
ne
w d
esi
gn m
eth
od t
hat
ele
vate
s anchor
channel de
sign t
o
the level of
anchor
de
sign.
A s
ide e
ffect
of
this
ne
w d
esi
gn m
eth
od is
the
re
quir
em
ent
for
a c
om
ple
x c
alc
ula
tion a
nd v
erification m
odel. A
ll poss
ible
fa
ilure
modes
are
taken into
consi
dera
tion d
uri
ng t
he v
erification p
rocess
. T
his
new
desi
gn m
eth
od t
hus
fits
perf
ect
ly i
n t
oday’s
new
gen
era
tion o
f build
ing c
odes
utiliz
ing t
he p
art
ial sa
fety
facto
r concept.
� CE
N-T
S
1992-4
in
com
bin
ation
with
a
Euro
pean
Technic
al
Appro
val
form
s th
e
basi
s fo
r sa
fe
and
econom
ical
as
well
as
deta
iled
anchor
channel desi
gn.
This
manual re
fers
to
� S
tatic t
ensi
le loads
as
well
as
late
ral and longitudin
al sh
ear
loads
in b
oth
cra
cked a
nd u
n-c
racked c
oncre
te f
rom
C12/1
5 t
hro
ugh
C
90/1
05
� Load
valu
es
in
the
event
of
fire
fo
r cra
cked
concre
te
gra
de
C
20/2
5
� F
atigue
loads
in
both
cra
cked
and
un-c
racked
con
cre
te fr
om
C
12/1
5 t
hro
ugh C
90/1
05
The s
pecific
ation o
f anchor
channels
in a
ccord
ance w
ith C
EN
dem
ands
use
of
flexib
le,
up-t
o-d
ate
soft
ware
that
lets
engin
eers
w
ork
eff
icie
ntly.
PR
OF
IS A
nchor
Channel, t
he n
ew
PC
applic
ation f
rom
Hilt
i, m
eets
these
re
quir
em
ents
adm
irably
.
Safe
ty c
oncept
April 201
1
5
1.1
S
afe
ty c
on
ce
pt
For
anchor
channels
fo
r use
in
concre
te w
ith E
uro
pean T
echnic
al
Appro
val
(ET
A)
the
part
ial
safe
ty
fact
or
concept
accord
ing
to
the
Com
mon
Unders
tandin
g
of
Ass
essm
ent
Pro
cedure
, C
UA
P
06.0
1/0
1:2
010 and
C
EN
/TS
1992-
4:2
009 fo
r st
atic l
oads
and C
UA
P
06.0
1/0
1:2
010,
Annex A
for
fatigue
loads
shall
be applie
d.
It m
ust
be
sho
wn
that
the
valu
e
of
desi
gn
actions
does n
ot
exceed t
he v
alu
e
of
the d
esi
gn r
esi
stance:
Sd� R
d.
As
for
the c
hara
cte
rist
ic r
esi
stance
giv
en i
n t
he r
esp
ective E
TA
, re
duc-
tion f
acto
rs d
ue t
o e
.g.
applic
ation
conditio
ns
are
alr
eady c
onsi
dere
d.
14 Sept 2014
Anchor
cha
nnel desig
n
April 201
1
6
2
Req
uir
ed
veri
ficati
on
s
2.1
C
EN
de
sig
n m
eth
od
Ten
sio
n / s
hear
xy F
Anchor
Cha
nnel D
esig
n
April 201
1
7
3
An
ch
or
ch
an
nel d
esig
n f
or
sta
tic l
oad
s
3.1
D
ete
rmin
ati
on
of
forc
es
acti
ng
on
sc
rew
s
3.1
.1
Exte
rnal
load
s
Exte
rnal
mom
ents
need
to
be
t ransl
ate
d
into
fo
rces
acting
on
scre
ws.
3.1
.2
Lo
ad
s a
cti
ng
on
scre
w
Qi
Q,
yk,
Gi
G,
yk,
iE
d,
FF
V�
��
��
�
Qi
Q,
zk,
Gi
G,
zk,
iE
d,
FF
N�
��
��
�
Fyk,G
,i / F
zk,G
,i:
Chara
cte
rist
ic
dead load a
cting
on s
cre
w i
Fyk,Q
,i /
Fzk,Q
,I:
Chara
cte
rist
ic
live load a
cting
on s
cre
w i
� G:
Part
ial sa
fety
fa
ctor
dead load
� Q:
Part
ial safe
ty
fact
or
live load
x
z
15 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
8
VE
d
3.2
D
ete
rmin
ati
on
of
forc
es
acti
ng
on
an
ch
ors
For
severa
l verifications
it
is
necessa
ry t
o k
no
w t
he l
oad
s acting
on th
e anchors
F
i. T
his
re
quir
es
a
dis
trib
ution o
f th
e loads
act ing o
n t
he
scre
ws
into
lo
ads
acting
on
the
anchors
. A
nchor
chan
nels
w
ith tw
o
anchors
(s
hort
pie
ces)
allo
w
a
sim
plif
ication w
ith t
he a
ssum
ption o
f a
sim
ply
su
pport
ed
beam
w
ith
a
span
length
equ
al
to
the
anchor
spacin
g.
In case
of
more
th
an tw
o
anchors
a t
riangula
r lo
ad d
istr
ibution
is assu
med.
Anchor
forc
es
can be
dete
rmin
ed o
n t
his
ba
sis
separa
tely
fo
r both
tensi
on a
nd s
hear.
A’ i
... O
rdin
ate
at
the p
osi
tion o
f th
e
anchor
i of
a t
riangle
with t
he
unit heig
ht
at
the posi
tion of
load N
and t
he b
ase
length
2l i
n …
N
um
ber
of
anchors
on
the
channel
within
th
e
influence
length
li
to e
ither
side o
f th
e
applied
load
Ned
/ V
ed
on
specia
l sc
rew
I y …
M
om
ent
of
inert
ia
of
the
channel
[mm
4],
as
a
sim
plif
ication
use
d
both
fo
r dis
trib
ution
of
tensi
le
and
shear
forc
es
s …
A
nchor
spacin
g [m
m]
��
n 1
' iA1
k
Pri
nci
ple
: T
heore
m
on
inte
rsecting
lines
(A)
with w
eig
hting (
k)
3.2
.1
An
ch
or
ch
an
nel w
ith
mo
re t
han
2 a
nch
ors
Ed
' ia
iE
d,
NA
kN
��
�
Ed
' i
a
iE
d,
VA
kV
��
�
F
F1
F2
F3
Anchor
Cha
nnel D
esig
n
April 201
1
9
3.3
O
ve
rvie
w o
f n
ec
es
sa
ry v
eri
fic
ati
on
s f
or
an
ch
or
ch
an
ne
ls
The f
low
chart
depic
ts t
he n
ecessa
ry v
erifications
for
an
anchor
channel
accord
ing to
th
e
desi
gn m
odel
giv
en i
n C
EN
1992-4
-3.
Both
load d
irections
have t
o
be v
erified s
epara
tely
. T
he v
erification p
ath
s fo
r sh
ear
and t
en
sion t
ake a
ll m
ate
rials
involv
ed�in
to a
ccount.
In
case
of
supple
menta
ry
rein
forc
em
ent
for
hig
her
load r
esi
stance t
his
needs
to b
e d
esi
gned a
nd v
erified
accord
ing
to
a)
CE
N
de
sign
rule
s or
b)
the
ET
A
appro
ach.
In c
ase
s w
here
shear
and t
en
sion o
ccur,
verification
of
com
bin
ed
shear
and
te
nsi
on
is
mandato
ry.
Desi
gn
valu
es
for
steel
failu
re
are
giv
en
in
ET
A
11/0
006.
Verifications
for
concre
te f
ailu
re a
nd f
ailu
re
of
supple
menta
ry r
ein
forc
em
ent
are
base
d o
n d
esi
gn
fo
rmula
e g
iven in C
EN
TS
1992-4
-3.
16 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
10
3.4
T
en
sio
n:
De
sig
n s
tee
l re
sis
tan
ce
; N
Rd
,s
NR
k,s
,a; � M
S a
re g
iven in E
TA
3.4
.1
Failu
re o
f an
ch
or
un
der
co
nsid
era
tio
n
NR
k,s
,c; � M
S a
re g
iven in E
TA
3.4
.2
Failu
re o
f co
nn
ecti
on
an
ch
or
– c
han
nel
Ms
cs,
Rk,
cs,
Rd
,a E
d�
NN
N�
�
NR
k,s
,l; � M
S a
re g
iven in E
TA
NR
k,s
,l
has
to
be
reduced
if
the
spacin
g
betw
een
neig
hbori
ng s
cre
ws
is s
malle
r th
an s
slb (
specifie
d i
n
ET
A, not in
CE
N)
but
not
smalle
r th
an s
min
,s.
ss…
actu
al
spacin
g
betw
een
two
neig
hbori
ng
scre
ws
sslb…
chara
cte
rist
ic s
pacin
g,
dependin
g o
n c
hannel
type,
giv
en in E
TA
cR
k,s
,l
Rk,s
,
slbs
lR
k,s
,N
1.0
Nss
10
.5N
��
���
�� � �
��
3.4
.3
Failu
re o
f ch
an
nel
lip
lM
s,
ls,
Rk,
ls,
Rd
,E
d�N
NN
��
NR
k,s; � M
S a
re g
iven in E
TA
The chara
cte
rist
ic te
nsi
le re
sist
ance of
the sp
ecia
l sc
rew
is
id
entical
with
the
tensi
le
resi
stance
of
standard
scre
ws.
3.4
.4
Failu
re o
f sp
ecia
l scre
w
Mss
Rk,
sR
d,
Ed
�NN
N�
�
Ms
as,
Rk,
as,
Rd
,
a Ed
�
NN
N�
�
Anchor
Cha
nnel D
esig
n
April 201
1
11
3.4
.5
Failu
re t
hro
ug
h f
lexu
re o
f ch
an
nel
flex
Ms,
flex
Rk,s
,
flex
Rd
,s,
Ed
�MM
M�
�
MR
k,s,
flex;
�M
S,fle
x are
giv
en in E
TA
Note
: M
ed is
calc
ula
ted o
n a
sin
gle
-span b
eam
w/o
const
rain
ts.
F
F/2
F/2
ME
d
F
F/2
F/2
ME
d
3.5
T
en
sio
n:
De
sig
n c
on
cre
te
res
ista
nc
e N
Rd
,cx
Verifications
for
concre
te f
ailu
re m
odes
under
tensi
on
are
com
pre
hensi
ve.
Each f
ailu
re m
ode h
as
its
ow
n
chara
cte
rist
ic r
esi
stance t
o w
hic
h s
evera
l fa
cto
rs a
re
applie
d by m
ultip
lication.
These
fa
cto
rs depend on
various
giv
en
conditio
ns:
edges,
corn
ers
, m
em
ber
thic
kness
, conditio
n o
f concre
te,
neig
hbori
ng a
nchors
or
channels
, exis
ting re
info
rcem
ent,
supple
menta
ry
rein
forc
em
ent.
3.5
.1
Pu
ll-o
ut
failu
re
NR
k,p; � M
p a
re g
iven in E
TA
The
chara
cte
rist
ic
resi
stance
NR
k,p is
lim
ited
by
the
concre
te p
ress
ure
un
der
the h
ead o
f th
e a
nchor.
Nucr,
cube
ck,
hp
Rk,
�f
A6
N�
��
�
Ah
lo
ad b
eari
ng a
rea o
f th
e h
ead o
f th
e a
nchor
��
22 h
dd
4��
�in
case
of
a r
ound h
ead
f ck,c
ube
chara
cte
rist
ic c
ube s
trength
of
concre
te
�ucr,
N
= 1
.0, fo
r cra
cked c
oncre
te
=
1.4
, fo
r non-c
racked c
oncre
te
Mpp
Rk,
pR
d,
a Ed
�NN
N�
�
17 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
12
1.5 ef
cub
eck,
ch
0
cR
k,
hf
�8
.5N
��
��
N0R
k,c
…
basi
c c
hara
cte
rist
ic r
esis
tance o
f an a
nchor
�ch .
..
influence of
channel
on concre
te cone
failu
re,
giv
en in E
TA
f ck,c
ube …
chara
cteri
stic
cube s
trength
of
concre
te
[N/m
m2]
hef …
anchora
ge d
epth
[m
m], g
i ven in E
TA
3.5
.2
Co
ncre
te c
on
e f
ailu
re
Mcc
Rk,
cR
d,
Ed
�NN
N�
�a
Nucr,
Nre
,N
c,
Ne,
Ns,
0
cR
k,
cR
k,
��
��
�N
N�
��
��
�
�s,N
…
eff
ect of
neig
hbori
ng a
nchors
si …
dis
tance
betw
een
anchor
und
er
consi
dera
tion
and
the
neig
hbori
ng
anchors
scr,
N …
chara
cte
rist
ic s
pacin
g d
ista
nce,
giv
en i
n
ET
A
Ni …
te
nsi
le f
orc
e o
f an influenci
ng a
nchor
N0 …
tensi
le
forc
e
of
the
anchor
under
consi
dera
tion
n …
num
ber
of
anchors
within
a d
ista
nce s
cr,
N
to
both
si
des
of
the
anchor
under
consi
dera
tion
Note
: “
Anchor
under
consi
dera
tion”
desi
gnate
s th
e
anchor
that
we are
lo
okin
g at.
W
e in
vest
igate
th
e
influence
of
the
anchors
i=
1,2
,…
within
th
e
chara
cte
rist
ic s
pacin
g o
n t
his
anchor.
3.5
.2.1
E
ffect of
neig
hbori
ng a
nchors
� ��� ��
�� ���
�� �� � �
�
�n 1
i0i
1.5
Ncr,i
Ns,
NN
ss1
1
1�
Anchor
Cha
nnel D
esig
n
April 201
1
13
3.5
.2.2
E
ffect of
edges
of
the c
oncre
te m
em
ber
1.0
cc�
0.5
Ncr,1
Ne,
���
�� � �
�e,N
…eff
ect
of
edges
of
the c
oncre
te m
em
ber
on t
he
capacity
of
an a
nchor
c1
edge d
ista
nce o
f th
e a
nchor
channel
ccr,
N
chara
cte
rist
ic
edge
dis
tance,
giv
en
in
ET
A
Num
erical
sim
ula
tion a
nd t
est
ing h
ave p
roven t
hat
in
case
of
2
edge
s th
e
min
imum
valu
e
govern
s th
e
capacity.
For
that
reaso
n o
nly
the m
inim
um
valu
e o
f c
1,2 a
nd c
2,2 h
as
to b
e c
onsi
dere
d.
Note
: C
heck
that
both
c
1,1
and
c1,2
are
gre
ate
r or
equal c
min p
rovid
ed b
y E
TA
Edges
whic
h a
re s
malle
r th
an t
he c
hara
cte
rist
ic e
dge
dis
tance,
c1<
ccr,
N
have
an
influence
on
the
desi
gn
resi
stance o
f th
e c
oncre
te.
The c
oncre
te c
one d
oe
s
not
develo
p
entire
ly.
Hence,
a
smalle
r concre
te
surf
ace
subje
cte
d
to
tensi
le
stre
sse
s is
activate
d
yie
ldin
g a
sm
alle
r re
sist
ance a
gain
st c
oncre
te c
on
e
bre
ak-o
ut.
In
fluenced
by
the
angle
of
the
cra
ck
surf
ace t
he c
hara
cte
rist
ic e
dge d
ista
nce is
at
least
1.5
tim
es
the
eff
ectiv
e
em
bedm
ent
depth
. T
he
chara
cte
rist
ic
edge
dis
tance
is
half
of
the
chara
cte
rist
ic
anchor
spacin
g.
In
the
ET
A
the
min
imum
valu
es
for
c1
(edge)
and
c2
(corn
er)
are
id
entical: c
1 =
c2 =
cm
in.
Note
: c
1 a
nd c
2 r
efe
r to
the
axis
of
the a
nchor
and N
OT
to t
he o
uts
ide d
imensi
on
of
the c
hannel.
3.5
.2.3
E
ffect of
a c
orn
er
of
a c
oncre
te m
em
ber
1.0
cc�
0.5
Ncr,2
Nc,
���
�� � �
�c,N
…eff
ect
of
a c
orn
er
of
t he c
oncre
te m
em
ber
on t
he
capacity
of
an a
nchor
c2 …
corn
er
dis
tance
of
the
anchor
under
consi
dera
tion
In c
ontr
ast
to e
dges,
in s
ituations
where
2 c
orn
ers
are
pre
sent
the
pro
duct
of
both
corn
ers
ha
s to
be
consi
dere
d:
1.0
cc
cc�
0.5
Ncr,2,2
0.5
Ncr,2,1
Nc,
���
�� � ���
�� � �
Note
: C
heck
that
both
c
2,1
and
c2,2
are
gre
ate
r or
equal
to th
e m
inim
um
valu
e c
min pro
vid
ed by
ET
A
18 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
14
�re
,N …
eff
ect of
shell
spalli
ng
Tensi
le
stre
sse
s in
concre
te
caused
by
exis
ting
rein
forc
em
ent
are
superi
mpose
d b
y s
tre
sse
s re
sultin
g
from
the a
nchor
channel th
us
reducin
g t
he c
apaci
ty.
3.5
.2.4
E
ffect of
shell
spalli
ng
1.0
20
0
h0
.5�
ef
Nre
,�
��
�ucr,
N
= 1
.0, fo
r cra
cked c
oncre
te
=
1.4
, fo
r non-c
racked c
oncre
te
Usu
ally
RC
mem
bers
are
cra
cked.
Accord
ing t
o C
EN
T
S 1
992-4
-1 n
on-c
racked c
oncre
te m
ay b
e a
ssu
med
if
it
is
pro
ven
that
under
serv
ice
conditio
ns
the
fa
stener
with its
entire
em
bedm
ent
depth
is
locate
d in
non-c
racked c
oncre
te.
It is
alw
ays
con
serv
ativ
e t
o a
ssum
e t
hat
the c
oncre
te
is c
racked if
the c
oncre
te c
onditio
n is
unknow
n.
3.5
.2.5
E
ffect of
conditio
n o
f concre
te
This
fa
ilure
m
ode
is
avoid
ed
if
the
min
imum
re
quir
em
ents
for
edge d
ista
nce c
min,
spacin
g s
min a
nd
m
em
ber
thic
kness
hm
in a
re f
ulfill
ed.
cm
in,
s min a
nd h
min a
re g
iven in E
TA
3.5
.3
Sp
litt
ing
failu
re d
ue t
o in
sta
llati
on
N0R
k …
m
in (
NR
k,p; N
0R
k,c)
�s,N
…
eff
ect of
neig
hbori
ng a
nchors
�e,N
…
eff
ect of
edges
of
the c
oncre
te m
em
ber
�c,N
…
eff
ect of
a c
orn
er
of
the c
oncre
te m
em
ber
�re
,N …
eff
ect of
shell
spalli
ng
�ucr,
N…
eff
ect fo
r concre
te c
onditi
ons
�h,s
p …
eff
ect of
mem
ber
depth
h
3.5
.4
Sp
litt
ing
failu
re d
ue t
o lo
ad
ing
sp
h,
Nucr,
Nre
,N
c,
Ne,
Ns,
0 Rk
sp
Rk,
��
��
��
NN
��
��
��
�
Mspsp
Rk,
sp
Rd
,a E
d�N
NN
��
Anchor
Cha
nnel D
esig
n
April 201
1
15
3.5
.4.1
E
ffect of
neig
hbori
ng a
nchors
�s,N
…eff
ect
of
neig
hboring a
nchors
, valu
e is
identical
with �
s,N
for
concre
te c
one b
reak-o
ut (3
.5.2
.1).
3.5
.4.2
E
ffect of
edges
of
the c
oncre
te m
em
ber
��
e,N
…eff
ect of
edges
of
the c
oncre
te m
em
ber,
valu
e is
identical w
ith �
e,N
for
concre
te c
one b
reak-o
ut
(3.6
.2.2
).
3.5
.4.3
E
ffect of
a c
orn
er
of
a c
oncre
te m
em
ber
�e,N
…eff
ect of
a c
orn
er
of
the c
oncre
te m
em
ber,
valu
e
is identical w
ith (
3.6
.2.3
)
3.5
.4.4
E
ffect of
shell
spalli
ng
�
� �re
,N …
eff
ect of
shell
spalli
ng, valu
e is
identical w
ith
(3.6
.2.4
).
�ucr,
N
= 1
.0, fo
r cra
cked c
oncre
te
= 1
.4, fo
r non-c
racked c
oncre
te
3.5
.4.5
E
ffect of m
em
ber
depth
h
�2/3
mine
f
2/3
min
sp
h,
h2h
h
h�
�� �� �
���
�� � �
�
�
�h,s
p …
eff
ect of
mem
ber
depth
h
Longitudin
al re
info
rcem
ent
should
be p
rovid
ed a
long
the e
dge o
f th
e m
em
ber,
if th
e e
dge d
ista
nce is
smalle
r th
an t
he v
alu
e c
cr,
sp.
3.5
.5
Blo
w-o
ut
failu
re
�
Verification o
f blo
w-o
ut
is n
ot
needed if
c>0.5
hef.
This
re
quir
em
ent is
fulfill
ed f
or
all
HA
C a
nchor
channels
.
19 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
16
3.6
S
he
ar:
De
sig
n s
tee
l re
sis
tan
ce
VR
d,s
,x
Note
: T
he c
hannel re
quir
es
full
const
rain
t!
No lever
arm
can b
e a
ssum
ed if:
a)
The f
ixtu
re is
made o
f m
eta
l and in t
he a
rea o
f th
e
fast
enin
g i
s fixed d
irect
ly t
o t
he c
oncre
te w
ithout
an
inte
rmedia
te l
ayer
or
with a
levelin
g l
ayer
of
mort
ar
with
a
com
pre
ssiv
e
stre
ngth
�
30
N/m
m²
and
a
thic
kness
� d
/2
b)
The f
ixtu
re i
s in
conta
ct w
ith t
he f
ast
ener
over
a
length
of
at le
ast
0,5�t fi
x.
c)
The d
iam
ete
r d
f of
the h
ole
in the fix
ture
is
limited.
With
anchor
channels
, fu
ll constr
ain
t can
be
consi
dere
d
only
if
the
specia
l sc
rew
is
fa
stened
dir
ectly
to t
he c
hannel by
a s
epara
te n
ut..
If t
his
is
not
the c
ase
, st
and-o
ff s
hear
transf
er
is n
ot
perm
issi
ble
.�
Th
e
pro
vis
ion
s
ap
plicab
le
to
sta
nd
-off
fi
xtu
res
wit
h
an
ch
or
ch
an
nels
are
sim
ilar
to
tho
se
for
an
ch
ors
.
3.6
.1
Sta
nd
-off
sit
uati
on
Length
of
the lever
arm
l:
�=
1; fixtu
re c
an r
ota
te
� �=
2; fixtu
re c
annot ro
tate
VR
k,s; � M
S a
re g
iven in t
he r
ele
vant E
TA
3.6
.2
Failu
re o
f sp
ecia
l scre
w w
ith
ou
t le
ver
arm
Ms
Rk,s
Rd
,sE
d
VV
V�
��
l l
Anchor
Cha
nnel D
esig
n
April 201
1
17
s Ed
Vs Ed
V
3.6
.3
Failu
re o
f sp
ecia
l scre
w w
ith
lever
arm
Ms
Rk
,s
Rd
,sE
d�V
VV
��
VR
k,s; � M
S a
re g
iven in t
he r
ele
vant E
TA
lM�
Vs
Rk,
M
sR
k,
��
M0R
k,s
… c
hara
cteri
stic
bendin
g r
esi
stance o
f sp
ecia
l sc
rew
giv
en in E
TA
�M..
.
degre
e o
f re
stra
int
of
anchor
channel
l
lever
arm
3.6
.4
Failu
re o
f lo
cal fl
exu
re o
f ch
an
nel lip
w
ith
ou
t le
ver
arm
lM
s,
ls,
Rk,
ls,
Rd,
Ed
VV
V�
��
VR
k,s
,l; � M
S,l a
re g
iven in E
TA
3.6
.5
Failu
re o
f lo
cal fl
exu
re o
f ch
an
nel lip
wit
h
lever
arm
lM
s,
ls,
Rk,
ls,
Rd
,E
d
N0
.5N
.N
���
�5
0s
NR
k,s; � M
S a
re g
iven in E
TA
a2M
Ns E
ds E
d�
�
a .
..
dis
tance
betw
een
scre
w
axis
and
resultant
fo
rce
M
s Ed
s Ed
�Vl
M�
�
l ..
.
lever
arm
�M..
. degre
e o
f re
stra
int
of
anchor
channel
Shear
loads w
ith a
lever
arm
fir
st r
equir
e a
tra
nsl
ation
of
the r
esu
ltin
g m
om
ent
into
a t
ensi
le l
oad a
cting o
n
the c
hannel
lip.
Havin
g t
ransl
ate
d t
he m
om
ent
into
acorr
esp
ondin
g t
en
sile
forc
e a
cting o
n t
he c
hannel
lip,
verification o
f th
e c
hannel
lip i
s si
mila
r to
verifications
under
pure
ten
sile
loads
– t
he o
nly
diffe
rence i
s th
at
only
one lip
is
lo
aded in
te
nsi
on and th
ere
fore
th
e
giv
en d
esi
gn r
esi
stance (
ET
A)
of
the c
hannel lip
under
tensi
on is
reduced b
y 5
0%
.
s Ed
V
ls E
dM
s Ed
V
ls E
dM
a
NE
dsN
Eds
NE
ds
NE
ds
20 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
18
3.7
S
he
ar:
De
sig
n c
on
cre
te r
es
ista
nc
e
VR
d,c
� � � Mc
giv
en in E
TA
cR
k,
5cp
Rk,
Nk
V�
�
NR
k,c:
accord
ing t
o t
he v
er ification o
f concre
te c
one
failu
re u
nder
tensi
le l
oad,
dete
rmin
ed f
or
the
anchors
loaded in s
hear
k5…
giv
en
in
ET
A,
(Hilt
i H
AC
anchor
channel:
k5=
2.0
) in
case
of
additio
nal
shear
rein
forc
em
ent: k
5*0
.75
Pry
-out
is a
failu
re m
ode w
here
concre
te b
reak-o
ut
occurs
du
e
to
shear
loadin
g
at
the
back
of
the
channel. A
s th
e concre
te cone lo
oks
sim
ilar
to th
e
concre
te cone th
at
occurs
under
ten
sile
lo
ads,
th
e
resi
stant
pry
-out
load i
s base
d o
n t
he r
esi
stance o
f concre
te c
one b
reak-o
ut
under
ten
sile
load m
ulti
plie
d
by t
he f
act
or
k5.
3.7
.1
Pry
-ou
t fa
ilu
re
�s,V
…
eff
ect of
neig
hbori
ng a
nchors
�c,V
…
eff
ect of
a c
orn
er
of
the c
oncre
te m
em
ber
�h,V
…
eff
ect of
thic
kness
of
concre
te m
em
ber
�90°,V …
eff
ect of
load p
ara
llel to
the e
dge
�re
,V …
eff
ect of
concre
te c
onditio
ns
1.5
1cu
be
ck,
p
0
cR
k,
cf
V�
���
� �p .
..
giv
en in E
TA
f c
k,c
ube
chara
cte
rist
ic c
ube s
trength
of
concre
te
[N/m
m2]
c1 .
.. e
dge d
ista
nce [m
m]
3.7
.2
Co
ncre
te e
dg
e f
ailu
re
Mcc
Rk,
cR
d,
a Ed
VV
V�
��
Vre
,V,
90
Vh
,V
c,
Vs,
0
cR
k,
cR
k,
�V
V�
��
��
��
��
��
Mcc
pR
k,
cp
Rd,
a Ed
�VV
V�
�
Anchor
Cha
nnel D
esig
n
April 201
1
19
3.7
.2.1
E
ffect of
neig
hbori
ng a
nchors
� ��� ��
�� ���
�� �� � �
�
�n 1
i0i
1.5
Vcr,i
Vs,
VV
s
s1
1
1�
s i …
dis
tance betw
een anchor
under
con
sidera
tion
and t
he n
eig
hbori
ng a
nchors
s c
r,V
chara
cte
rist
ic s
pacin
g d
ista
nce
Vi …
sh
ear
forc
e o
f an influencin
g a
nchor
V
0 …
sh
ear
forc
e o
f th
e c
onsi
dere
d a
nchor
n …
num
ber
of
anchors
w
ithin
a
dis
tance
s cr,
V
to
both
sid
es
of
the c
onsi
dere
d a
nchor
b
ch…
w
idth
of
anchor
channel
ch
1V
cr,
2b
4c
s�
�
Overl
appin
g
bre
akout
cones
of
anchors
le
ad
to
a
reduction o
f th
e c
apacity.
The f
acto
r �
s,V
accounts
for
the m
utu
al eff
ect
of th
e a
nchors
loaded in s
hear.
3.7
.2.2
E
ffect of
corn
er
of
the c
oncre
te m
em
ber
1.0
cc�
0.5
Vcr
,2
Vc,
���
�� � �
�c,V
…
eff
ect of
corn
ers
of
the c
oncre
te m
em
ber
c2 …
corn
er
dis
tance o
f th
e a
nchor
channel
ccr,
V …
chara
cte
rist
ic
edge
dis
tance,
giv
en
in
ET
A
ch1
Vcr
,V
cr,
b2
c0
.5s
c�
��
For
anchors
in
fluenced by tw
o corn
ers
(c
2<
ccr,
V)
the
fact
or �
c,V s
hould
be c
alc
ula
ted f
or
each c
orn
er
and
the p
roduct
of
the f
acto
rs �
c,V
should
be inse
rted.
21 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
20
hch …
heig
ht
of
anchor
channel
c1…
edge d
ista
nce
ch
1V
cr,
h2
ch
��
3.7
.2.3
E
ffect of
thic
kness
of
stru
ctu
ral com
ponent
1.0
h
h�
0.5
Vcr
,
Vh,
���
�� � �
in a
ll oth
er
case
s �
90°,V =
1
Engin
eeri
ng j
udgm
ent
is n
eeded i
n c
ase
the a
ngle
�sl
ightly d
evia
tes
from
90°.
3.7
.2.4
E
ffect of
load p
ara
llel to
the e
dge
5.2
�V,
90
��
For
Hilt
i channels
(h
ch�
40m
m):
�re
,V =
1.0
anchor
channel
in
cra
cked
concre
te
without
edge r
ein
forc
em
ent or
stir
rups
�re
,V =
1.2
anchor
channel
in c
racked c
oncre
te w
ith
stra
ight
edge r
ein
forc
em
ent
(� ø
12m
m)
�re
,V =
1.4
anchor
channel
in c
racked c
oncre
te w
ith
edge re
info
rcem
ent
and st
i rru
ps
with a
spacin
g a
� 1
00m
m a
nd a
� 2
c1
�re
,V =
1.4
non-c
racked c
oncre
te
3.7
.2.5
E
ffect of
anchor
channel posi
tion
Anchor
Cha
nnel D
esig
n
April 201
1
21
3.7
.2.6
E
ffect of
narr
ow
thin
mem
ber
A n
arr
ow
thin
mem
ber
can b
e a
ssu
med i
f c
2,m
ax�
ccr,
V
and h�h
cr,
V.
More
realis
tic
resu
lts
may
be o
bta
ined b
y usi
ng a
virtu
al edge d
ista
nce c
’ 1 inst
ead o
f c
1:
c2,m
ax …
la
rgest
of
the t
wo e
dge d
ista
nce
s para
llel
to
the d
irect
ion o
f lo
ad )/2
2h
(h
)/2
b)
c;(m
ax(
c
ch
ch
2,2
2,1
�
�c’ 1
=m
ax
22 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
22
3.8
C
om
bin
ed
te
ns
ion
an
d s
he
ar
loa
din
g
3.8
.1
An
ch
or
ch
an
nels
wit
ho
ut
su
pp
lem
en
tary
re
info
rcem
en
t
1/V
V�
1/N
N�w
ith
(1)
1�
�
Rd
Ed
V
Rd
Ed
N
2 V
2 N
��
��
��
1/V
V�
1/N
N�w
ith
(3)
1�
�
(2)
1.2
��
Rd
Ed
V
Rd
Ed
N
1.5 V
1.5 N
VN
��
��
��
��
3.8
.2
An
ch
or
ch
an
nels
wit
h s
up
ple
men
tary
re
info
rcem
en
t
1/V
V�
1/N
N�w
ith
(4)
1�
�
Rd
Ed
V
Rd
Ed
N
VN
��
��
��
2
3
4
12
3
4
1
(1)
S
teel fa
ilure
for
tensi
on a
nd s
hear
(2),
(3)
Oth
er
failu
re m
odes
for
tensi
on a
nd s
hear
(4)
Supple
menta
ry
rein
forc
em
ent
to
bear
shear
forc
es
and a
nchor
channels
clo
se t
o t
he e
dge
Quadra
tic i
nte
raction c
an b
e u
sed (
form
ula
for
circ
les w
ith
the p
ow
er
of
2 (
gra
ph 1
)) o
nly
in c
ases w
here
ste
el
failu
re
occurs
under
both
tensi
on a
nd s
hear.
Where
oth
er
failu
re
modes
or
a c
om
bin
ation o
f st
eel
and c
oncre
te f
ailu
re
occur,
either
tri-lin
ear
superp
osi
tion (g
raph 2)
or
a
para
bola
with t
he p
ow
er
of
1.5
can b
e a
pplie
d.
Lin
ear
inte
rpola
tion h
as
to b
e c
ho
sen
(gra
ph 4
) only
in c
ase
s
where
su
pple
menta
ry re
info
rcem
ent
takes
up sh
ear
loads
and
the
chann
el
is
pla
ced
clo
sed
to
the
concre
te e
dge.
Anchor
Cha
nnel D
esig
n
April 201
1
23
4
Tech
nic
al
data
fo
r th
e
HA
C
an
ch
or
ch
an
nel s
yste
m
4.1
G
en
era
l
23 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
24
4.2
In
str
uc
tio
n f
or
us
e
4.2
.1
HA
C
Anchor
Cha
nnel D
esig
n
April 201
1
25
4.2
.2
HB
C
24 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
26
4.3
H
AC
Hil
ti A
nc
ho
r C
ha
nn
el
Dim
ensi
ons
bch
hch
s min
s ma
xE
nd
spacin
g
min
channel
length
h
ef
cm
in
Anchor
channel
[mm
]
HA
C-1
0
26.2
16.7
50
200
25
100
45
40
HA
C-2
0
27.5
18.0
50
200
25
100
76
50
HA
C-3
0
41.3
25.6
50
250
25
100
68
50
HA
C-4
0
40.9
28.0
100
250
25
150
91
50
HA
C-5
0
41.9
31.0
100
250
25
150
106
75
HA
C-6
0
43.4
35.5
100
250
25
150
148
100
HA
C-7
0
45.4
40.0
100
250
25
150
167
100
Anchor
Cha
nnel D
esig
n
April 201
1
27
4.4
H
BC
sp
ec
ial s
cre
ws
Dim
ensi
ons
of
specia
l sc
rew
s
Anchor
channel
Specia
l sc
rew
type
Dim
ensi
ons
Ø
Length
t fi
x
[mm
]
8
15-1
00
1 –
26
10
15-1
75
3 –
83.5
HA
C-1
0
HA
C-2
0
HB
C-A
12
20-2
00
10 –
130
8
15-1
50
11 –
81
10
15-1
75
18 –
78
HA
C-3
0
HB
C-B
12
20-2
00
15 –
125
10
20-2
00
8 –
78
12
20-2
00
5 –
100
16
20-3
00
1 –
120
HA
C-4
0
HA
C-5
0
HA
C-6
0
HA
C-7
0
HB
C-C
20
20-3
00
15 –
115
12
20-2
00
17 –
127
HA
C-4
0
HA
C-5
0
HB
C-C
-E
16
20-3
00
23 –
263
16
20-2
00
20 –
30
HA
C-4
0
HA
C-5
0
HA
C-6
0
HA
C-7
0
HB
C-C
-N
20
20-3
00
25 –
65
25 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
28
4.5
M
ate
ria
l p
rop
ert
ies
Part
M
ate
rial
Carb
on s
teel:
EN
10149-2
; E
N 1
0051
hot-
dip
galv
. >
55 �
m 2
)
(H
AC
-10 a
nd H
AC
-20)
Carb
on s
teel:
EN
10025-2
hot-
dip
galv
. >
55 �
m 2
)
(H
AC
-30 t
o H
AC
-50)
Channel pro
file
Carb
on s
teel:
EN
10025-2
hot-
dip
galv
. >
70 �
m 2
)
(H
AC
-60 a
nd H
AC
-70)
Riv
et
Carb
on s
teel:
hot-
dip
galv
. >
45 �
m 3
)
Anchor
Carb
on s
teel:
hot-
dip
galv
. >
45 �
m 3
)
Carb
on s
teel:
steel gra
de 4
.6 / 8
.8 in d
ependence o
n
ele
ctr
opla
ted >
8 �
m 1
)
Carb
on s
teel:
steel gra
de 4
.6 / 8
.8 in d
ependence o
n E
N
ISO
898-1
4)
hot-
dip
galv
. >
45 �
m 3
)
HIL
TI sp
ecia
l sc
rew
sh
aft
and t
hre
ad
accord
ing t
o
EN
IS
O 4
018
Sta
inle
ss s
teel: s
teel gra
de 5
0
1.4
401/
1.4
404/
1.4
571/
1.4
362/
1.4
578/
1.4
439
E
N I
SO
3506-1
/ E
N10088-2
C
arb
on s
teel:
EN
10025-2
ele
ctr
opla
ted >
5�m
1)
Carb
on s
teel:
EN
10025-2
hot-
dip
galv
. >
45 �
m 3
)
Wash
er
EN
IS
O 7
089 a
nd
EN
IS
O 7
093-1
pro
duction c
lass
A,
200 H
V
Sta
inle
ss s
teel: 1
.4401/
1.4
404/
1.4
571/ 1.4
362/
1.4
578/
1.4
439
E
N 1
0088
Carb
on s
teel:
cla
ss 5
/ 8
; E
N 2
0898-2
ele
ctr
opla
ted >
8�m
1)
Carb
on s
teel:
cla
ss 5
/ 8
; E
N 2
0898-2
hot-
dip
galv
. >
45�m
3)
Hexagonal nuts
D
IN 9
34 5
)
EN
IS
O 4
032
Sta
inle
ss s
teel: c
lass
70
1.4
401/
1.4
404/
1.4
571/
1.4
362/
1.4
578/
1.4
439
E
N I
SO
3506-2
/ E
N 1
0088-2
1) E
lect
ropla
ted a
ccord
ing to E
N I
SO
4042, A
3K
2) H
ot-
dip
galv
. accord
ing t
o E
N IS
O 1
461:2
009-1
0 (
Mean c
oating thic
kness
(m
inim
um
))
3) H
ot-
dip
galv
. accord
ing t
o IS
O 1
461:1
999 (
Mean c
oating t
hic
kness
(m
inim
um
))
4) P
ropert
ies
accord
ing t
o E
N IS
O 8
98-1
only
in thre
aded p
art
of
scre
w
5) D
IN 9
34 o
nly
for
specia
l sc
rew
gra
de 4
.6 a
nd s
tain
less
steel
Anchor
Cha
nnel D
esig
n
April 201
1
29
4.6
S
ett
ing
to
rqu
e T
inst fo
r H
AC
-10
th
rou
gh
HA
C-3
0
Specia
l sc
rew
Min
. sp
acin
g
Settin
g t
orq
ue T
inst
Ø
genera
l S
teel – s
teel
conta
ct
4.6
; 8.8
; A
4-5
0
4.6
; A
4-5
0
8.8
[mm
] [N
m]
HA
C-1
0
HB
C-A
8
40
6
8
20
10
50
6
15
48
12
60
6
25
70
HA
C-2
0
8
40
8
8
20
10
50
15
15
48
12
60
20
25
70
HA
C-3
0
HB
C-B
8
40
8
8
20
10
50
15
15
48
12
60
25
25
70
26 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
30
4.7
T
igh
ten
ing
to
rqu
e T
inst fo
r H
AC
-40
th
rou
gh
HA
C-7
0
T
ighte
nin
g t
orq
ue T
inst
Anchor
channel
Specia
l sc
rew
ty
pe
Ø
Min
. sp
acin
g
scre
w
s min
genera
l S
teel – s
teel
conta
ct
4.6
; 8.8
; A
4-5
0
4.6
; A
4-5
0
8.8
[mm
] [N
m]
10
50
15
15
48
12
60
25
25
70
16
80
60
60
200
HA
C-4
0
20
100
75
120
400
10
50
15
15
48
12
60
25
25
70
16
80
60
60
200
HA
C-5
0
20
100
120
120
400
10
50
15
15
48
12
60
25
25
70
16
80
60
60
200
HA
C-6
0
20
100
120
120
400
10
50
15
15
48
12
60
25
25
70
16
80
60
60
200
HA
C-7
0
HB
C-C
H
BC
-C-E
H
BC
-C-N
20
100
120
120
400
Anchor
Cha
nnel D
esig
n
April 201
1
31
4.8
C
ha
rac
teri
sti
c r
es
ista
nc
e f
or
ste
el
fail
ure
of
the
ch
an
ne
l
Data
accord
ing E
TA
-11/0
006, is
sue 2
011-0
2-0
8
Anchor
channel
HA
C-1
0
HA
C-2
0
HA
C-3
0
HA
C-4
0
HA
C-5
0
HA
C-6
0
HA
C-7
0
Tensi
le, anchor,
NR
k,s
,a
[kN
] 13
32
20
33
36
58
83
� Ms
1.8
Tensi
le, connection
channel anchor
NR
k,s,
c
[kN
] 9
18
18
25
33
52
73
� Ms,c
a
1.8
Tensi
le, lo
cal flexure
of
channel lip
NR
k,s,l
[kN
] 9
18
18
25
33
52
73
� Ms,l
1.8
Fle
xure
, re
sist
ance o
f channel M
Rk,s
,fle
x [N
m]
292
584
708
944
1364
2077
3239
� Ms,fle
x1.1
5
Shear,
local flexure
of
channel lip
VR
k,s,
l [kN
] 12
18
19
35
51
67
79
� Ms,l
1.8
4.9
C
ha
rac
teri
sti
c r
es
ista
nc
e f
or
ste
el
fail
ure
of
sp
ec
ial
sc
rew
typ
e H
BC
-A,
HB
C-B
, H
BC
-C,
HB
C-C
-E,
HB
C-C
-N
Data
accord
ing E
TA
-11/0
006, is
sue 2
011-0
2-0
8
Specia
l sc
rew
Ø
M8
M10
M12
M16
M20
4.6
14.6
23.2
33.7
-
- H
BC
-A
A4-5
0
18.3
29.0
42.2
-
- 4.6
14.6
23.2
33.7
-
- H
BC
-B
A4-5
0
18.3
29.0
42.2
-
- 4.6
-
23.2
33.7
62.8
98.0
8.8
-
46.4
67.4
125.6
196.0
Tensi
le,
NR
k,s
[kN
] H
BC
-C
HB
C-C
-E
HB
C-C
-N
A4-5
0
- 29.0
42.2
78.5
122.5
4.6
2.0
0
8.8
1.5
0
� Ms
A
4-5
0
2.8
6
4.6
7.3
11.6
16.8
-
- H
BC
-A
A4-5
0
9.2
14.5
21.1
-
- 4.6
7.3
11.6
20.2
-
- H
BC
-B
A4-5
0
9.2
14.5
24.0
-
- 4.6
-
13.9
20.2
37.6
58.8
8.8
-
23.2
33.7
62.7
97.9
Shear
VR
k,s
[kN
] H
BC
-C
HB
C-C
-E
HB
C-C
-N
A4-5
0
- 17.4
25.3
47.0
73.4
4.6
1.6
7
8.8
1.2
5
� Ms
A
4-5
0
2.3
8
4.6
15.0
29.9
52.4
-
- H
BC
-A
A4-5
0
18.7
37.4
65.5
-
- 4.6
15.0
29.9
52.4
-
- H
BC
-B
A4-5
0
18.7
37.4
65.5
-
- 4.6
-
29.9
52.4
133.2
259.6
8.8
-
598
104.8
266.4
519.3
Fle
xure
M
0R
k,s
[N
m]
HB
C-C
H
BC
-C-E
H
BC
-C-N
A
4-5
0
- 37.4
65.5
166.5
324.5
4.6
1.6
7
8.8
1.2
5
� Ms
A
4-5
0
2.3
8
27 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
32
4.1
0 D
es
ign
te
ns
ile
pu
ll-o
ut
fail
ure
Nu
cr,
c
Mp
pR
k,
pR
d,
��
�NN
��
�
Data
accord
ing E
TA
-11/0
006, is
sue 2
011-0
2-0
8
Anchor
channel
HA
C-1
0
HA
C-2
0
HA
C-3
0
HA
C-4
0
HA
C-5
0
HA
C-6
0
HA
C-7
0
Chara
cte
rist
ic r
esi
stance,
NR
k,p
for
C20/2
5 [
kN
] 8.4
13.9
12.2
15.4
22.2
35.2
48.6
C12/1
5
0.6
0
C16/2
0
0.8
0
C20/2
5
1.0
0
C25/3
0
1.2
0
C30/3
7
1.4
8
C35/4
5
1.8
0
C40/5
0
1.9
9
C45/5
5
2.2
0
Am
plif
ication
fact
or
for
concre
te
stre
ngth
[-]
�C
50/6
0
�c
2.4
0
Facto
r fo
r uncra
cked
concre
te [
-]
�ucr,
N1.4
� Mp =
�M
c1)
1.5
1) I
n a
bse
nce o
f oth
er
national re
gula
tions
Anchor
Cha
nnel D
esig
n
April 201
1
33
4.1
1 D
es
ign
te
ns
ile
co
nc
rete
co
ne
fa
ilu
re
Nu
cr,
Nre
,c
Nc,
Ne
,N
s,
Mc
0
cR
k,
cR
d,
��
��N
N�
��
��
��
��
�
Data
accord
ing E
TA
-11/0
006, is
sue 2
011-0
2-0
8
Anchor
channel
HA
C-1
0
HA
C-2
0
HA
C-3
0
HA
C-4
0
HA
C-5
0
HA
C-6
0
HA
C-7
0
Chara
cte
rist
ic r
esi
stance,
N0R
k,c f
or
C20/2
5 [kN
] 10.4
2
24.7
5
20.5
9
33.3
1
42.8
6
74.3
0
90.7
1
C12/1
5
0.7
7
C16/2
0
0.8
9
C20/2
5
1.0
0
C25/3
0
1.1
0
C30/3
7
1.2
2
C35/4
5
1.3
4
C40/5
0
1.4
1
C45/5
5
1.4
8
Am
plif
icati
on f
acto
r fo
r concre
te
stre
ngth
[-
]
�C
50/6
0
�c
= (
f ck,c
ube / 2
5 N
/mm
2)1
/2
Eff
ect of
neig
hbori
ng
anchors
[-]
1)
�s,N
� �
�� ��
�� ���
�� �� � �
�
�n 1
i0i
1.5
Ncr,i
Ns,
NN
ss1
1
1�
Chara
cte
rist
ic s
pacin
g
of
anchor
[mm
] s c
r,N
222
342
314
390
432
512
532
Eff
ect of
edges
of
the
concre
te m
em
ber
[-]
1)
�e,N�
1.0
cc0
.5
Ncr,1
Ne
,�
�� �� �
��
Chara
cte
rist
ic e
dge
dis
tance o
f anchor
[mm
] c
cr,
N
111
171
157
195
216
256
266
Eff
ect of
corn
er
of
the
concre
te m
em
ber
[-]1
)�
cN�
1.0
cc0.5
Ncr,2
Nc,
���
�� � �
�
Facto
r fo
r sh
ell
spalli
ng [-]
�
re,N�
=0.5
+h
ef /
200 �
1.0
Facto
r fo
r un-c
racked
concre
te [
-]
�ucr,
N
1.4
� Mp =
�M
c1)
1.5
1)
Valu
es
dependin
g o
n influencin
g loads,
anchor
channel le
ngth
, concre
te g
eom
etr
y, etc
. N
o p
re-
calc
ula
ted v
alu
es
giv
en.
Desi
gn t
ensi
le s
plit
ting f
ailu
re:
Verification o
f sp
litting d
ue to inst
alla
tion n
ot re
levant if m
in. valu
es
for
h,
s,
c a
re f
ulfill
ed
Data
accord
ing E
TA
-11/0
006, is
sue 2
011-0
2-0
8
Anchor
channel
HA
C-1
0
HA
C-2
0
HA
C-3
0
HA
C-4
0
HA
C-5
0
HA
C-6
0
HA
C-7
0
hm
in [
mm
] 60
92.5
80
104
119.5
162.5
190
s min [
mm
] 50
50
50
100
100
100
100
cm
in [m
m]
40
50
50
50
75
100
100
28 Sept 2014
Anchor
Cha
nnel D
esig
n
April 201
1
34
4.1
2 D
es
ign
sh
ea
r p
ry o
ut
fail
ure
Mc
Rk,c
5R
d,c
p�N
kV
��
Data
accord
ing E
TA
-11/0
006, is
sue 2
011-0
2-0
8
Anchor
channel
HA
C-1
0
HA
C-2
0
HA
C-3
0
HA
C-4
0
HA
C-5
0
HA
C-6
0
HA
C-7
0
Facto
r fo
r sh
ear
resi
stance 1
)k
52.0
� Mp =
�M
c1.5
1) W
ithout su
pple
menta
ry r
ein
forc
em
ent. I
n c
ase
of
supple
menta
ry r
ein
forc
em
ent
the f
acto
r k
5 s
hould
be
multip
lied b
y 0.7
5
Anchor
Cha
nnel D
esig
n
April 201
1
35
4.1
3 D
es
ign
sh
ea
r c
on
cre
te e
dg
e f
ail
ure
cV
re,
V,90
Vh,
Vc,
Vs,
Mc
0
cR
k,
cR
d,
��
��
��
�VV
��
��
��
��
Data
accord
ing E
TA
-11/0
006, is
sue 2
011-0
2-0
8
Anchor
channel
HA
C-1
0
HA
C-2
0
HA
C-3
0
HA
C-4
0
HA
C-5
0
HA
C-6
0
HA
C-7
0
Chara
cte
rist
ic r
esi
stance,
V0R
k,c/
1.5
1c�
for
C20/2
5 [
kN
] 15.0
0
20.0
0
17.5
0
20.0
01)
20.0
01)
20.0
0
20.0
0
C12/1
5
0.7
7
C16/2
0
0.8
9
C20/2
5
1.0
0
C25/3
0
1.1
0
C30/3
7
1.2
2
C35/4
5
1.3
4
C40/5
0
1.4
1
C45/5
5
1.4
8
Am
plif
icatio
n f
acto
r fo
r concre
te
stre
ngth
[-]
�C
50/6
0
�c
= (
f ck,c
ube / 2
5 N
/mm
2)1
/2
Eff
ect fo
r neig
hbori
ng
anchors
[-]
�
s,V
� ��� ��
�� ���
�� �� � �
�
�n 1i
0i
1.5
Vcr,i
Vs,
VV
ss1
1
1�
Chara
cte
rist
ic s
pacin
g
of
anchor
[mm
] s c
r,V
4c
1+
52.4
4c
1+
55
4c
1+
82.6
4c
1+
81.8
4c
1+
83.8
4c
1+
86.8
4c
1+
90.8
Eff
ect of
corn
er
of
the
concre
te m
em
ber
[-]
�c,V�
1.0
cc�
0.5
Vcr,2
Vc,
���
�� � �
Chara
cte
rist
ic e
dge
dis
tance o
f anchor
[mm
] c
cr,
N
2c
1+
26.2
2c
1+
27.5
2c
1+
41.3
2c
1+
40.9
2c
1+
41.9
2c
1+
43.4
2c
1+
45.4
Eff
ect of
thic
kness
of
stru
ctu
ral com
ponent [-
] �
h,V�
1.0
h
h�
Vcr,
Vh,
���
�� � �
32
1.0
h
h�
Vcr,
Vh,
���
�� � �
21
Chara
cte
rist
ic e
dge
dis
tance o
f anchor
[mm
] h
cr,
V
2c
1+
16.7
2c
1+
18.0
2c
1+
25.6
2c
1+
28.0
2c
1+
31.0
2c
1+
35.5
2c
1+
40.0
Eff
ect of
load p
ara
llel
to t
he e
dges
[-]
�90°,V�
2.5
2)
1.0
anchor
channel in
cra
cked c
oncre
te w
ithout
edge r
ein
forc
em
ent
or
stir
rups
1.2
anchor
channel in
cra
cked c
oncre
te w
ith s
traig
ht edge r
ein
forc
em
ent (�
ø
12m
m)
Eff
ect of
rein
forc
em
ent
[-]
�re
,V �
1.4
anchor
channel in
cra
cked c
oncre
te w
ith e
dge r
ein
forc
em
ent and s
tirr
ups
with a
spacin
g a
� 1
00m
m a
nd a
� 2
c1 o
r uncra
cked c
oncre
te
� Mp =
�M
c1)
1.5
1)
When s
pecia
l sc
rew
HB
C-C
-E is
use
d p
lease u
se r
edu
ced v
alu
e: 17.5
0 k
N
2)
In a
ll oth
er
case
s 1.0
29 Sept 2014
Anchor
cha
nnel e
xam
ple
April 201
1
36
5
Desig
n e
xam
ple
s
5.1
E
xa
mp
le 1
: A
nc
ho
r c
ha
nn
el
su
bje
cte
d t
o t
en
sil
e a
nd
sh
ea
r lo
ad
5.1
.1
An
ch
ori
ng
co
nd
itio
ns
Syste
m,
basic
valu
es
Anchor
channel
HA
C-4
0F
, 200 m
m (
2 a
nchors
)H
ilti sp
ecia
l sc
rew
H
BC
-C-N
8.8
F M
16 x
50
Concre
te
Cra
cked c
oncre
te,
C30/3
7
Sta
nd-o
ff
no
Chara
cte
rist
ic t
ensi
le d
ead load
2.5
kN
C
hara
cte
rist
ic s
hear
live load
2.9
kN
M
em
ber
thic
kness
h
250 m
m
Rein
forc
em
ent conditio
ns
(tensi
on)
ø�1
2m
m w
ith a
spacin
g o
f s�
150m
m
Rein
forc
em
ent conditio
ns
(shear)
W
ith e
dge r
ein
forc
em
ent ds �
12 m
m
Rein
forc
em
ent conditio
ns
(split
ting)
Rein
forc
em
ent fo
r w�0
.3m
m p
rese
nt
Eff
ectiv
e e
mbedm
ent
depth
of
anchor
hef
91 m
m
Wid
th o
f channel b
ch
40.9
mm
H
eig
ht
of
channel h
ch
28.0
mm
M
om
ent
of
inert
ia c
hannel I y
21452 m
m4
Anchor
spacin
g 2
00m
m s
150 m
m
Ste
el
failu
re T
EN
SIO
N,
ch
ara
cte
risti
c v
alu
es a
nd
safe
ty
facto
rs
Ste
el fa
ilure
, anchor
NR
k,s
,a
33.0
kN
Ste
el fa
ilure
, connection c
hannel anchor
NR
k,s
,c
25.0
kN
Ste
el fa
ilure
, lo
cal f
lexure
of
channel lip
s fo
r s
s� s
slb
NR
k,s
,l
25.0
kN
Chara
cte
rist
ic fle
xure
resi
stance o
f channel
MR
k,s,
flex
0.9
44 k
Nm
Anchor
cha
nnel e
xam
ple
A
pril 2011
37
Ste
el fa
ilure
Hilt
i-sp
ecia
l sc
rew
N
Rk,s
,s
125.6
kN
Part
ial sa
fety
facto
r, H
ilti-
specia
l sc
rew
� M
s,s
1.5
0
Part
ial sa
fety
facto
r, a
nchor
� Ms
1.8
0
Part
ial sa
fety
facto
r, c
onnection c
hannel anchor
� Ms,c
a
1.8
0
Part
ial sa
fety
facto
r, local flexure
of
channel lip
s � M
s=
1.8
0
Part
ial sa
fety
facto
r, fle
xure
resi
stance o
f channel
� Ms,fle
x1.1
5
Ste
el
failu
re S
HE
AR
, ch
ara
cte
risti
c v
alu
es a
nd
safe
ty f
acto
rs
Ste
el fa
ilure
, lo
cal f
lexure
of
channel lip
V
Rk,
s,l
35.0
kN
S
teel fa
ilure
, lo
cal f
lexure
of
channel lip
, sh
ear
para
llel
VR
k,s,
l,II
5.0
kN
S
teel fa
ilure
Hilt
i sp
ecia
l sc
rew
V
Rk,
s
62.7
kN
P
art
ial sa
fety
facto
r lo
cal f
lexure
of
channel lip
� M
s,l
1.8
Part
ial sa
fety
facto
r lo
cal f
lexure
of
channel lip
� M
s,l,
II
1.8
Part
ial sa
fety
facto
r H
ilti sp
ecia
l sc
rew
(shear)
� M
s,s
1.2
5
Co
ncre
te f
ailu
re T
EN
SIO
N,
ch
ara
cte
risti
c v
alu
es a
nd
safe
ty f
acto
rs
Pull-
out fa
ilure
resi
stance in c
racked c
oncre
te C
12/1
5
NR
k,p,
C12/1
59.2
kN
E
ffectiv
e a
nchora
ge d
epth
h
ef
91 m
m
Chara
cte
rist
ic e
dge d
ista
nce
ccr,
N
195 m
m
Chara
cte
rist
ic s
pacin
g
s cr,
N
390 m
m
Am
plif
ication facto
r of
NR
k,p f
or
C30/3
7
�c
2.4
7
Facto
r fo
r anchor
channel in
fluenci
ng c
oncre
te c
one
�ch
0.9
03
Part
ial sa
fety
facto
r concre
te
� Mc
1.5
Part
ial sa
fety
facto
r fo
r pull-
out
� Mc,p
1.5
Co
ncre
te f
ailu
re S
HE
AR
, ch
ara
cte
risti
c v
alu
es a
nd
safe
ty f
acto
rs
Facto
r k in e
quation (
31)
of
CE
N/T
S 1
992-4
-3
k5
2.0
Pro
duct
of fa
cto
r �
p a
nd �
re,V
�
p�
re,V
4.8
Eff
ect of
thic
kness
of
stru
ctu
ral com
ponent =
(h/h
cr,
V)1
/2
�h,V
0.7
57
Chara
cte
rist
ic h
eig
ht =
2(c
1 +
hch)
hcr,
V
436 m
m
Chara
cte
rist
ic e
dge d
ista
nce =
2c
1 +
bch
ccr,
V
421 m
m
Chara
cte
rist
ic s
pacin
g =
4c1 +
2b
ch
s cr,
V
842 m
m
Part
ial sa
fety
facto
r concre
te
� Mc
1.5
30 Sept 2014
Anchor
cha
nnel e
xam
ple
April 201
1
38
Gen
era
l re
mark
s
Accord
ing to C
EN
1994-4
-3 t
he follo
win
g v
erifications
have to b
e d
one:
The v
erifications
are
calc
ula
ted w
ith t
he d
irect
ly a
ctin
g l
oad a
nd w
ith t
he
dis
trib
ute
d a
nchor
load,
resp
ectively
. F
or
this
reaso
n,
the d
istr
ibute
d l
oads
acting o
n t
he a
nchor
have t
o b
e c
alc
ula
ted fir
st.
Ple
ase
note
that
these
loads
heavily
depend on th
e lo
ad posi
tion of
the acting exte
rnal
load.
In oth
er
word
s, t
he v
erification is
only
valid
for
the g
iven load p
osi
tion o
f th
e s
cre
w.
5.1
.2
Dete
rmin
ati
on
of
acti
ng
fo
rces
Dir
ect
forc
es a
cti
ng
on
scre
w
Desi
gn t
ensi
le load
Gz,
Ed
F�
N�
�3.3
8kN
2.5
1.3
5N
Ed
��
�
Desi
gn s
he
ar
load
Qy,
Ed
F�
V�
�4
.35
kN
2.9
)(
1.5
VE
d�
��
��
Influence length
s
sI
13
l0.5
0.0
5
yi
��
��
s262m
m150
21452
13
l0
.05
i�
��
��
Fo
rces a
cti
ng
on
an
ch
ors
Load d
istr
ibution
schem
e b
ase
d o
n
influence length
li
150
A1
A2
142
30
232
150
A1
A2
142
30
232
Calc
ula
te A
i on b
asi
s of
theore
m o
f in
ters
ecting li
nes
0.8
85
26
230
26
2A
1�
��
0.5
42
262
30
150
262
A2
��
��
Weig
hting f
acto
r �
�n 1
' iA1
k0.7
00.5
42
0.8
85
1k
��
�
Anchor
cha
nnel e
xam
ple
A
pril 2011
39
Tensi
le f
orc
e a
nchor
1
Ed
' 1
a Ed
,1N
Ak
N�
��
kN
2
.09
3.3
75
kN
0.8
85
0.7
Na E
d, 1
��
��
Tensi
le f
orc
e a
nchor
2
Ed
' 2a E
d,2
NA
kN
��
�kN
1
.28
3.3
75
kN
0.5
42
0.7
Na E
d,2
��
��
Shear
forc
e a
nchor
1
Ed
' 1a Ed
,1V
Ak
V�
��
kN
2.6
94.3
5kN
0.8
85
0.7
Va Ed
,1�
��
�
Shear
forc
e a
nchor
2
Ed
' 2
a Ed
,2V
Ak
V�
��
kN
1.6
54.3
5kN
0.5
42
0.7
Va Ed
,2�
��
�
5.1
.3
Ten
sile lo
ad
ing
Desig
n s
teel
resis
tan
ce a
nch
or
Ms
as,
k,
R,
as,
Rd,
�
NN
�18.3
kN
1.8
33.0
kN
Na
s,
Rd
,�
�
Desig
n s
teel
resis
tan
ce c
on
necti
on
an
ch
or
- ch
an
nel
ca
Ms,
cs,
k,
R,
cs,
Rd,
�NN
�13.9
kN
1.8
25.0
kN
Nc
s,
Rd
,�
�
Desig
n s
teel
resis
tan
ce lo
cal fl
exu
re o
f ch
an
nel lip
lM
s,
ls,
k,
R,
ls,
Rd
,�N
N�
13.9
kN
1.8
25.0
kN
Nl
s,
Rd
,�
�
Desig
n s
teel
resis
tan
ce s
pecia
l scre
w
sM
s,
ss,
k,
R,
ss,
Rd,
�NN
�8
3.7
kN
1.5
0
12
5.6
kN
Nl
Rd
,s,
��
Desig
n s
teel
resis
tan
ce f
lexu
re o
f ch
an
nel
150
A2
30
AB
150
A2
30
AB
2.7
kN
3.3
75kN
150
120
A�
��
0.0
81kN
m0.0
3m
2.7
kN
ME
d�
��
Dete
rmin
ation o
f acting m
om
ent
base
d
on s
ingle
support
ed
beam
Ms,fle
x
s,fle
xR
k,
s,fle
xR
d,
�MM
�0.8
21kN
m1.1
5
944N
mM
flex
s,
Rd
,�
�
Desig
n c
on
cre
te p
ull
-ou
t re
sis
tan
ce
Cra
cked c
oncre
te
pull-
out re
sist
ance
ucr
c
pM
c,p
Rk,
pR
d,
��
�NN
��
�1
5.1
kN
��
�NN
ucr
c
pM
c,p
Rk,
pR
d,
��
��
Desig
n c
on
cre
te c
on
e r
esis
tan
ce
Basi
c r
esi
stance
1.5 ef
cub
eck,
ch
0
cR
k,
hf
�8
.5N
��
��
kN
.9
37
.0
8.5
N.
0
cR
k,
540
1903
51�
��
��
Eff
ect of
neig
hbori
ng
anchors
, anchor
1
� ��� ��
�� ���
�� �� � �
�
�n 1
i0i
1.5
Ncr,i
Ns,
NN
ss1
1
1�
0.7
72
2.0
9
1.2
8
39
0
15
01
1
1�
1 1i
1.5
1N
s,
�
�� ��
�� ���
� � � �
�
�
� �
Eff
ect of
neig
hbori
ng
anchors
, anchor
2
0.5
60
1.2
8
2.0
9
39
0
15
01
1
1�
1 1i
1.5
2N
s,
�
�� ��
�� ���
� � � �
�
�
� �
31 Sept 2014
Anchor
cha
nnel e
xam
ple
April 201
1
40
Eff
ect of
edges
1.0
cc�
0.5
Ncr,1
Ne,
���
�� � �
0.9
87
19
5
19
0�
0.5
Ne,
��
� � �
Eff
ect of
corn
er
1
1.0
cc�
0.5
Ncr,2
Nc,
���
�� � �
1.0
195
�
0.5
1
Nc,
��
��
� � �
�
Eff
ect of
corn
er
2
1.0
1.0
71
95
22
5�
0.5
2N
c,
��
� � �
�
Eff
ect of
shell
spalli
ng
1.0
200
h0.5
�ef
Nre
,�
��
1.0
�N
re,�
may b
e taken if lo
cal to
this
anchor
channel re
info
rcem
ent
(any
dia
mete
r) is
pro
vid
ed a
t a
spacin
g �
150 m
mE
ffect of
concre
te
conditio
ns
1.0
�N
ucr
,�
Chara
cte
rist
ic
resi
stance
Nu
cr,
Nre
,N
c,
Ne,
Ns,
0
cR
k,
cR
k,
��
��
�N
N�
��
��
�
Anchor
1:
30.9
kN
1.0
1.0
1.0
0.9
87
0.7
72
40.5
N1
cR
k,
��
��
��
�
Anchor
2:
22.4
kN
1.0
1.0
1.0
0.9
87
0.5
60
40.5
N2
cR
k,
��
��
��
�
Desi
gn r
esi
stance
Anchor
1:
20.6
kN
�NN
Mcc
Rk,
cR
d,
��
Anchor
2:
14
.9kN
�NN
Mcc
Rk,
cR
d,
��
Desig
n c
on
cre
te s
plitt
ing
resis
tan
ce
Verification not
necess
ary
si
nce th
e chara
cte
rist
ic re
sist
ance fo
r concre
te cone fa
ilure
, concre
te
blo
w-o
ut
failu
re
and
pull-
out
failu
re
is
calc
ula
ted
for
cra
cked
concre
te
and
re
info
rcem
ent re
sist
s th
e s
plit
ting forc
es
and lim
its
the c
rack w
idth
to w
k� 0
.3 m
m.
Desig
n c
on
cre
te b
low
-ou
t re
sis
tan
ce
Verification n
ot necess
ary
sin
ce
ef
h0.5
c�
�
45.5
mm
91m
m0.5
190m
mc
1�
��
�
Anchor
cha
nnel e
xam
ple
A
pril 2011
41
5.1
.4
SH
EA
R l
oad
ing
Desig
n s
teel
resis
tan
ce s
peci a
l scre
w w
ith
ou
t le
ver
arm
Mss
Rk,
sR
d,
�VV
�5
0.2
kN
1.2
5
62
.7kN
Vs
Rd
,�
�
Desig
n s
teel
resis
tan
ce lo
cal fl
exu
re c
han
nel lip
lM
s,
ls,
Rk,
ls,
Rd
,�V
V�
19
.5kN
1.8
35
kN
Vl
s,
Rd
,�
�
Desig
n c
on
cre
te p
ry-o
ut
resis
tan
ce
Anchor
1
Mc1
cR
k,
51
cp
Rd,
�
Nk
V�
�41.2
kN
1.5
30.9
kN
2V
1
cp
Rd
,�
��
Anchor
2
Mc2
cR
k,
52
cp
Rd,
�
Nk
V�
�2
9.9
kN
1.5
22
.4kN
2V
1
cp
Rd
,�
��
Desig
n c
on
cre
te e
dg
e r
esis
tan
ce
Basi
c r
esi
stance
inclu
din
g
rein
forc
em
ent
conditio
n
1.5
1cube
ck,
Vre
,p
0c
Rk,
cf
��
V�
��
�76.5
kN
190
37
4.8
V1
.50
cR
k,
��
��
Eff
ect of
neig
hbori
ng
anchors
, anchor
1
� ��� ��
�� ���
�� �� � �
�
�n 1
i0i
1.5
Vcr,i
Vs,
VV
ss1
1
1�
0.6
86
2.6
9
1.6
5
84
2
15
01
1
1�
1 1i
1.5
1
Vs,
�
�� ��
�� ���
� � � �
�
�
� �
Eff
ect of
neig
hbori
ng
anchors
, anchor
2
0.4
51
1.6
5
2.6
9
842
150
11
1�
1 1i
1.5
2
Vs,
�
�� ��
�� ���
� � � �
�
�
� �
Eff
ect of
corn
er
1
1.0
cc�
0.5
Vcr,2
Vc,
���
�� � �
1.0
421
�
0.5
1
Vc,
��
��
� � �
�
Eff
ect of
corn
er
2
0.7
31
421
225
�
0.5
2
Vc,
��
� � �
Eff
ect of
thic
kness
of
stru
ctu
ral
com
ponent
1.0
h
h�
0.5
Vcr,
Vh,
���
�� � �
0.7
57
43
6
25
0�
0.5
Vh
,�
� � �
�
Efe
ct
of lo
ad p
ara
llel
to e
dge
1.0
�V,
90
��
Chara
cte
rist
ic
resi
stance
V,90
Vh,
Vc,
Vs,
0c
Rk,
cR
k,
��
��
VV
��
��
��
Anchor
1:
39.7
kN
1.0
0.7
57
1.0
0.6
86
76.5
V1
cR
k,
��
��
��
Anchor
2:
19
.1kN
1.0
0.7
57
0.7
31
0.4
51
76
.5V
2
cR
k,
��
��
��
Desi
gn r
esi
stance
Anchor
1:
26.5
kN
�VV
Mcc
Rk,
cR
d,
��
Anchor
2:
12.7
kN
�VV
Mcc
Rk,
cR
d,
��
32 Sept 2014
Anchor
cha
nnel e
xam
ple
April 201
1
42
5.1
.5
Co
mb
ined
ten
sio
n a
nd
sh
ear
load
ing
TE
NS
ION
: D
ete
rmin
ati
on
of
uti
lizati
on
rate
s d
irect
load
(scre
w lo
ad
s)
Failu
re m
ode
Utiliz
ation f
act
or R
d
Ed
NN��
Utiliz
ation
fact
or
Decis
ive
mode
Ste
el fa
ilure
local flexure
channel lip
�=
3.3
8/1
3.9
24%
�
Fle
xure
of
channel
�=0.0
81/0
.821
10%
Specia
l sc
rew
�=
3.3
8/8
3.7
4%
TE
NS
ION
: D
ete
rmin
ati
on
of
uti
lizati
on
rate
s a
nch
or
load
s
Failu
re m
ode
Utiliz
ation f
act
or R
d
ai
Ed
,
iNN
��
Utiliz
ation
fact
or
Anchor
�1=
2.0
9/1
8.3
11%
1
Ste
el fa
ilure
of
anchor
�2=
1.2
8/1
8.3
7%
2
�1=
2.0
9/1
3.9
15%
1
Ste
el fa
ilure
connection c
hannel – a
nchor
�
2=
1.2
8/1
3.9
10%
2
�1=
2.0
9/1
5.1
14%
1
Pull-
out
�2=
1.2
8/1
5.1
9%
2
�1=
2.0
9/2
0.6
10%
1
Concre
te c
one f
ailu
re
�2=
1.2
8/1
4.9
9%
2
Split
ting f
ailu
re
N/A
Blo
w o
ut
N/A
SH
EA
R:
Dete
rmin
ati
on
of
uti
lizati
on
rate
s d
irect
load
(scre
w lo
ad
s)
Failu
re m
ode
Utiliz
ation f
act
or R
d
Ed
VV��
Utiliz
ation
fact
or
Decis
ive
mode
Ste
el fa
ilure
specia
l sc
rew
�=
4.3
5/5
0.2
9%
Ste
el fa
ilure
local channel lip
�=
4.3
5/1
9.5
23%
�
SH
EA
R:
Dete
rmin
ati
on
of
uti
lizati
on
rate
s a
nch
or
load
s
Failu
re m
ode
Utiliz
ation f
act
or R
d
a
iE
d,
iVV
��
Utiliz
ation
fact
or
Anchor
�1=
2.6
9/4
1.2
7%
1
Pry
-out
�2=
1.6
5/2
9.9
6%
2
�1=
2.6
9/2
6.5
10%
1
concre
te e
dge
�2=
1.6
5/1
2.7
13%
2
Anchor
cha
nnel e
xam
ple
A
pril 2011
43
5.1
.6
Lo
ad
co
mb
inati
on
dir
ect
load
s (
scre
w)
Tensi
on:
Ste
el fa
ilure
local f
lexure
channel lip
24%
S
hear:
Ste
el fa
ilure
local channel lip
23%
Inte
raction s
teel
1.0
��
2 V2 N
��
10.1
20.2
30.2
42
2�
��
5.1
.7
Lo
ad
co
mb
inati
on
an
ch
or
load
s
Anchor
1:
Tensi
on:
Concre
te f
ailu
re p
ull-
out
14%
Shear:
Concre
te f
ailu
re c
oncre
te e
dge
10%
Inte
raction c
oncre
te
1.0
��
1.5 V
1.5
N�
�1
0.0
80.1
00.1
41.5
1.5
��
�
Anchor
2:
Tensi
on:
Concre
te f
ailu
re p
ull-
out
9%
S
hear:
Concre
te f
ailu
re c
oncre
te e
dge
13%
Inte
raction c
oncre
te
1.0
��
1.5 V
1.5
N�
�1
0.0
70.1
30.0
91.5
1.5
��
�
33 Sept 2014
34 Sept 2014
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Hilti (H
on
g K
on
g) L
im
ite
d
701-
704
I 7/
F I
Man
ulife
Fin
anci
al C
entre
22
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ai Y
ip S
treet
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Ton
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on I
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g K
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P +
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751
ww
w.h
k.h
ilti.c
om
Job
Ref
eren
ce
HA
C C
ast-i
n C
hann
el
Jul 2
013
No.
D
ate
Proj
ect
App
licat
ion/
Mod
el
Con
sulta
nt /
RSE
1 Fe
b 11
R
esid
entia
l Dev
elop
men
t. 4
Hea
dlan
d R
oad,
She
k O
C
urta
in W
all
H
AC 6
0, H
AC 7
0
AEC
OM
2 Ap
r 11
Com
mer
cial
Dev
elop
men
t. 28
Hen
ness
y R
d. W
an C
hai
Cur
tain
Wal
l
HAC
70
H
S+A
/ OAP
3 Ap
r 11
Res
iden
tial D
evel
opm
ent.
170C
Bou
ndar
y St
reet
. Kln
. C
urta
in W
all
HAC
60
Al
go
4 M
ay 1
1 R
esid
entia
l Dev
elop
men
t. TP
TL 1
88 P
ak S
hek
Kok,
Tai
Po.
C
urta
in W
all
HAC
40,
HAC
50,
HAC
70
AEC
OM
5 Au
g 11
R
esid
entia
l Dev
elop
men
t. 42
4 C
hath
am R
d. K
ln.
Cur
tain
Wal
l H
AC 7
0 Si
u Yi
n W
ai
6 O
ct 1
1 C
omm
erci
al D
evel
opm
ent.
No.
6-2
8 C
hai W
an K
ok S
t. Ts
uen
Wan
C
urta
in W
all
HAC
40,
HAC
50,
HAC
60
& H
AC 7
0 Pa
ul W
ong
& As
soci
ates
7 N
ov 1
1 C
omm
erci
al D
evel
opm
ent.
No.
238
Hun
g To
Rd.
Kw
un T
ong
Cur
tain
Wal
l H
AC 7
0
Ho
& La
m
8 N
ov 1
1 R
esid
entia
l Dev
elop
men
t. N
o 12
3 – 1
27 T
ung
Cho
i St.
Mon
g Ko
k.
Cur
tain
Wal
l H
AC 4
0 Sc
ott W
ilson
9 N
ov 1
1 R
esid
entia
l Dev
elop
men
t. W
este
rn S
t. Sa
i Wan
. HK.
C
urta
in W
all
HAC
40,
HAC
70
Yu
ng &
Cha
n &
Asso
ciat
es
10
Dec
11
Res
iden
tial D
evel
opm
ent,
Lion
Roc
k R
d. K
ln
Cur
tain
Wal
l H
AC 4
0
Chu
ng &
Ng
11
Dec
11
Hot
el D
evel
opm
ent,
91-9
7 Be
dfor
d R
d. K
ln
Cur
tain
Wal
l H
AC 7
0
Mot
t Mac
Don
ald
12
D
ec 1
1 P5
32 M
idfie
ld A
dvan
ce W
orks
, HK
Inte
rnat
iona
l Airp
ort.
Trac
k Si
de F
ixin
g H
AC 4
0, H
AC 5
0
Airp
ort A
utho
rity
13
Feb
12
Stud
ent H
oste
l 4 &
5 a
t Res
iden
ce R
d. C
UH
K
C
urta
in W
all
HAC
60
Sc
ott W
ilson
14
Mar
12
Con
tsru
ctio
n of
Joi
nt-u
ser C
ompl
ex a
t Bai
ley
stre
et, T
o K
wa
Wan
Al
umin
ium
Gril
l H
AC 4
0
ASD
15
Mar
12
Com
mer
cial
Dev
elrp
men
t at 1
8 - 2
0 M
ody
Rd.
TST
. C
urta
in W
all
HAC
50, H
AC 7
0
AEC
OM
16
Apr 1
2 32
– 3
8 La
Sal
le R
d. K
ln
Cur
tain
Wal
l H
AC 5
0
Can
wes
t
17
Apr 1
2 13
5 – 1
37 H
oi B
un R
d. K
wun
Ton
g C
urta
in W
all
HAC
60
AE
CO
M
36 Sept 2014
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ilti (H
on
g K
on
g) L
im
ite
d
701-
704
I 7/
F I
Man
ulife
Fin
anci
al C
entre
22
3 W
ai Y
ip S
treet
I K
wun
Ton
g K
owlo
on I
Hon
g K
ong
P +
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8228
811
8 I
F
+85
2-29
54 1
751
ww
w.h
k.h
ilti.c
om
No.
D
ate
Proj
ect
App
licat
ion/
Mod
el
Con
sulta
nt /
RSE
18
Apr 1
2 12
– 2
0 O
n La
n St
. Hon
g K
ong
Cur
tain
Wal
l H
AC 7
0
Step
hen
Che
ng
19
Jun
12
Hot
el D
evel
opm
ent a
t 14
-16
Tsin
g Fu
ng S
t. Ti
n H
au
Cur
tain
Wal
l H
AC 6
0
TK T
sui
20
Jun
12
19 -
21 W
ong
Chu
k H
ang
Rd.
Abe
rdee
n.
Cur
tain
Wal
l H
AC 4
0
Inha
bit /
Ste
phen
Che
ng
21
Jun
12
UR
A H
21 S
au K
ei W
an R
d / N
am o
n St
. HK
C
urta
in W
all
HAC
70
G
reg
Won
g
22
Jun
12
459-
461
Lock
hart
Rd.
Cau
sew
ay B
ay.
C
urta
in W
all
HAC
60
Le
e, L
eung
& T
sang
23
Jul 1
2 Ta
i Ton
g 52
6, Y
uen
Long
C
eilin
g H
AC 4
0, H
AC 6
0 St
ephe
n C
heng
24
Jul 1
2 Ph
I, 3
3 Se
ymou
r Rd.
Hon
g Ko
ng
Cur
tain
Wal
l H
AC 7
0 H
S &
A / O
AP
25
Aug
12
Scie
nce
Par
k Ph
III.
NT.
C
urta
in W
all
HAC
60,
HAC
70
HS
& A
/ AEC
OM
26
Aug
12
DC
S a
t Kai
Tak
Dev
elop
men
t. K
ln
Lour
ve
HAC
50,
HAC
70
ASD
27
Aug
12
Red
evel
opm
ent a
t 12
Shiu
Fai
Ter
race
. Hon
g K
ong
Cur
tain
Wal
l H
AC 4
0, H
AC 6
0 &
HAC
70
C M
Won
g
28
Sept
12
33- 3
8 Po
Tuk
Stre
et, 3
6 C
lare
nce
Terr
ace,
Hon
g K
ong
Cur
tain
Wal
l H
AC 4
0, H
AC 7
0 St
ephe
n C
heng
/ M
einh
ardt
Fac
ade
29
Oct
12
Wes
t Sat
ellit
e C
onco
urse
, HK
Airp
ort
Cur
tain
Wal
l H
AC 5
0, H
AC 6
0 At
kins
30
Nov
12
Nos
. 44,
46,
48
& 50
at C
hung
Hom
Kok
Rd.
C
urta
in W
all
HAC
50,
HAC
60
Siu
Yin
Wai
31
Dec
12
3 – 5
Ede
Rd.
Kln
C
urta
in W
all
HAC
40,
HAC
50,
HAC
60
CM
Won
g
32
Dec
12
Har
t Ave
nue
Com
mer
cial
Dev
elop
men
t. C
urta
in W
all
HAC
40,
HAC
60
CS
Tam
33
Jan
13
Tung
Chu
ng 5
5B. L
anta
u Is
land
C
urta
in W
all
HAC
40,
HAC
50,
HAC
60
Mei
nhar
dt
34
Jan
13
110A
-110
B Ar
gyle
Stre
et a
nd 1
0-14
A S
oare
s Av
enue
, Mon
g K
ok, H
ong
Kong
SA
R
Cur
tain
Wal
l H
AC 4
0 W
MKY
35
Jan
13
33 –
39
Fuk
Tsun
Stre
et, S
hum
Shu
i Po.
Kln
C
urta
in W
all
HAC
60
CM
Won
g
37 Sept 2014
H
ilti (H
on
g K
on
g) L
im
ite
d
701-
704
I 7/
F I
Man
ulife
Fin
anci
al C
entre
22
3 W
ai Y
ip S
treet
I K
wun
Ton
g K
owlo
on I
Hon
g K
ong
P +
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8228
811
8 I
F
+85
2-29
54 1
751
ww
w.h
k.h
ilti.c
om
No.
D
ate
Proj
ect
App
licat
ion/
Mod
el
Con
sulta
nt /
RSE
36
Jan
13
Wan
Cha
i Byp
ass
Pie
r. H
ong
Kon
g Ba
lust
rade
H
AC 4
0 AE
CO
M
37
Feb
13
38 K
wun
Chu
ng S
t.Jor
dan,
Kln
. C
urta
in W
all
HAC
60
Won
g Pa
k La
m
38
Mar
13
55 C
ondu
it R
oad.
Hon
g Ko
ng.
Cur
tain
Wal
l H
AC 6
0 At
kins
39
Apr 1
3 R
esid
enta
l D
eve
lopm
ent at
97 B
elc
her’s S
treet.
HK
Cur
tain
Wal
l H
AC 7
0 Al
pha
/ CM
Won
g
40
Apr 1
3 H
otal
Dev
elop
men
t at 5
4 – 6
0 P
ortla
nd S
treet
. Mon
g K
ok.
Cur
tain
Wal
l H
AC 7
0
Won
g &
Che
ng
41
Apr 1
3 W
est K
owlo
on T
erm
inal
Ba
lust
rade
H
AC 5
0 M
TRC
42
Apr 1
3 R
edev
elop
men
t of Y
an C
hai H
ospi
tal,
Tsue
n W
an
Cur
tain
Wal
l H
AC 5
0 &
HA
C 6
0 Sc
ott W
ilson
43
Apr 1
3 H
K O
pen
Uni
vers
ity P
h III
Cam
pus.
Ho
Man
Tin
G
ondo
la M
onor
ail S
yste
m
HAC
50
P&T
44
Apr 1
3 R
esid
enta
l Dev
elop
men
t at 6
8 Bo
unda
ry S
treet
C
urta
in W
all
HAC
50
Step
hen
Che
ng
45
Apr 1
3 R
esid
entia
l Dev
elop
men
t at 1
50-1
62 B
elc
her’s S
treet,
1-9
Kw
an Y
ick
Stre
et. S
ai
Wan
. C
urta
in W
all
HAC
50
& H
AC
60
JMK
46
Apr 1
3 C
omm
erci
al D
evel
opm
ent a
t 47
Con
naug
ht R
oad,
Cen
tral
Cur
tain
Wal
l H
AC 4
0 &
HA
C 6
0 AP
T
47
Apr 1
3 R
esid
enta
l Dev
elop
men
t at A
ustin
Sta
tion
(Site
C)
Cla
ddin
g H
AC 4
0 AE
CO
M
48
May
13
14 -2
0 M
erlin
Stre
et. N
orth
Poi
nt
Cur
tain
Wal
l H
AC 4
0, H
AC 6
0 H
o &
Lam
38 Sept 2014