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Hilti HAC Anchor Channel with HBC-C / HBC-C-N T-Head Bolt
Product Information
Specification
Basic Loading Data
Detail Design Information
Country of Origin
Job Reference
2 - 4
5
6 - 10
11 - 32
33 - 34
35 - 37
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Customer Hotline
Hong Kong 8228 8118
Macau (Toll free) 00800 - 8228 8118
1 June 2016_v1
267
Anchor Systems
Customer Hotline: Hong Kong 8228 8118 Macau 00800 8228 8118
7
Anchor channel HAC
Applications■ Fastening curtain wall brackets■ Installation of building services in the basement backbone,
risers and backbones for each level■ Floor or ceiling grid system for application with demanding
requirements in terms of flexibility and dust or noise reductione.g. data center
■ Main runs of pipes or ducts for heating, plumbing, ventilationand air conditioning
Advantages■ Innovative V-shape provides high load resistance and close
edge distances■ Faster installation of building services than with traditional
anchor fastening method■ Dustless and noiseless fastening method■ Flexibility of use throughout the whole building life cycle
Ordering designation Length, lch Number of anchors Anchor distance standard embedment depth, hef Sales pack quantity Item numberHAC-40 91/200 F 200 mm 2 150 mm 91 mm 1 pc 21224911)
HAC-40 91/350 F 350 mm 3 150 mm 91 mm 1 pc 2122493HAC-40 91/550 F 550 mm 3 250 mm 91 mm 1 pc 21224951)
HAC-40 91/1050 F 1050 mm 5 250 mm 91 mm 1 pc 21224971)
HAC-40 91/1300 F 1300 mm 6 250 mm 91 mm 1 pc 21224981)
HAC-40 91/1550 F 1550 mm 7 250 mm 91 mm 1 pc 21224991)
HAC-40 91/1800 F 1800 mm 8 250 mm 91 mm 1 pc 21225301)
HAC-40 91/2050 F 2050 mm 9 250 mm 91 mm 1 pc 21225311)
HAC-40 91/2300 F 2300 mm 10 250 mm 91 mm 1 pc 21225321)
HAC-40 91/5800 F 5800 mm 24 250 mm 91 mm 1 pc 21225361)
1) This is a non-stock item. For detailed lead time information please contact your Hilti representative.
Ordering designation Length, lch Number of anchors Anchor distance standard embedment depth, hef Sales pack quantity Item numberHAC-50 106/200 F 200 mm 2 150 mm 106 mm 1 pc 21225371)
HAC-50 106/350 F 350 mm 3 150 mm 106 mm 1 pc 2122539HAC-50 106/450 F 450 mm 3 200 mm 106 mm 1 pc 21225401)
HAC-50 106/550 F 550 mm 3 250 mm 106 mm 1 pc 21225411)
HAC-50 106/1050 F 1050 mm 5 250 mm 106 mm 1 pc 21225431)
HAC-50 106/2300 F 2300 mm 10 250 mm 106 mm 1 pc 21225481)
HAC-50 106/5800 F 5800 mm 24 250 mm 106 mm 1 pc 21225531)
1) This is a non-stock item. For detailed lead time information please contact your Hilti representative.
Ordering designation Length, lch Number of anchors Anchor distance standard embedment depth, hef Sales pack quantity Item numberHAC-60 148/350 F 350 mm 3 150 mm 148 mm 1 pc 431851HAC-60 148/450 F 450 mm 3 200 mm 148 mm 1 pc 4318521)
HAC-60 148/550 F 550 mm 3 250 mm 148 mm 1 pc 4318531)
HAC-60 148/1050 F 1050 mm 5 250 mm 148 mm 1 pc 4318541)
HAC-60 148/2300 F 2300 mm 10 250 mm 148 mm 1 pc 4318551)
HAC-60 148/5800 F 5800 mm 24 250 mm 148 mm 1 pc 4318561)
1) This is a non-stock item. For detailed lead time information please contact your Hilti representative.
Ordering designation Length, lch Number of anchors Anchor distance standard embedment depth, hef Sales pack quantity Item numberHAC-70 175/350 F 350 mm 3 150 mm 175 mm 1 pc 431861HAC-70 175/450 F 450 mm 3 200 mm 175 mm 1 pc 431862HAC-70 175/550 F 550 mm 3 250 mm 175 mm 1 pc 4318631)
HAC-70 175/1050 F 1050 mm 5 250 mm 175 mm 1 pc 4318641)
HAC-70 175/2300 F 2300 mm 10 250 mm 175 mm 1 pc 4318651)
HAC-70 175/5800 F 5800 mm 24 250 mm 175 mm 1 pc 4318661)
1) This is a non-stock item. For detailed lead time information please contact your Hilti representative.
Technical dataBase Material Concrete
Environmental conditions Indoor, damp conditions
Material composition Steel, Hot-dip galvanized
HAC-40
HAC-50
HAC-60
HAC-70
2 June 2016_v1
269
Anchor Systems
Customer Hotline: Hong Kong 8228 8118 Macau 00800 8228 8118
7
T-head bolt HBC-C
Applications■ For use with HAC-40 to HAC-70 anchor channels
Advantages■ Simplification of the range available Only one universal bolt type
needed to cover HAC-40 to HAC-70 anchor channels■ European approval according to latest technical specifications■ Dustless and noiseless fastening method
Hot-dip galvanized HBC-C
Technical dataEnvironmental conditions Indoor, damp conditions
Material composition Steel, 8.8 grade, hot-dip galvanized (min. 45 µm)
Material, corrosion Steel, sherardized / hot-dip galvanized
Info | Shop
Hot-dip galvanized HBC-C-N
Technical dataEnvironmental conditions Indoor, damp conditions
Type of fastening Pre-fastening
Tooth configuration Notched
Material, corrosion Steel, sherardized / hot-dip galvanizedInfo | Shop
Ordering designation Anchor size Useable thread length* Bolt length, l Sales pack quantity
Item number
HBC-C M12x60 8.8F M12 51 mm 60 mm 100 pc 2095646HBC-C M12x80 8.8F M12 71 mm 80 mm 100 pc 2095647HBC-C M12x100 8.8F M12 91 mm 100 mm 100 pc 20956481)
HBC-C M16x60 8.8F M16 50 mm 60 mm 100 pc 2095650HBC-C M16x80 8.8F M16 70 mm 80 mm 50 pc 2095651HBC-C M16x100 8.8F M16 90 mm 100 mm 50 pc 2095652HBC-C M20x60 8.8F M20 48 mm 60 mm 50 pc 20956531)
HBC-C M20x80 8.8F M20 68 mm 80 mm 50 pc 20956541)
HBC-C M20x100 8.8F M20 88 mm 100 mm 50 pc 20956551) This is a non-stock item. For detailed lead time information please contact your Hilti representative.* Useable thread length meauses the useable thread length after inserted the HBC-C into HAC
Ordering designation Anchor size Useable thread length2) Bolt length, l Sales pack quantity
Item number
HBC-C-N M16x60 8.8F M16 41 mm 50 mm 25 pc 2019736HBC-C-N M16x80 8.8F M16 71 mm 80 mm 25 pc 4334791) This is a non-stock item. For detailed lead time information please contact your Hilti representative.2) Useable thread length meauses the useable thread length after inserted the HBC-C into HAC
3 June 2016_v1
Anchor Systems
Hilti online: www.hilti.com.hk
T-head bolt (Stainless steel) HBC-C
Technical dataEnvironmental conditions Outdoor
Material composition Steel, A4
Material, corrosion Steel, stainless
Info | Shop
Ordering designation Anchor size Useable thread length2) Bolt length, l Sales pack quantity
Item number
HBC-C-N M16x100 8.8F M16 91 mm 100 mm 25 pc 2019737HBC-C-N M20x60 8.8F M20 48 mm 60 mm 50 pc 434345HBC-C-N M20x80 8.8F M20 68 mm 80 mm 50 pc 2019739HBC-C-N M20x100 8.8F M20 88 mm 100 mm 50 pc 4343461)
HBC-C-N M20x150 8.8F M20 138 mm 150 mm 25 pc 20198201)
1) This is a non-stock item. For detailed lead time information please contact your Hilti representative.2) Useable thread length meauses the useable thread length after inserted the HBC-C into HAC
Ordering designation Anchor size Useable thread length* Bolt length, l Sales pack quantity
Item number
HBC-C M12x50 50R M12 41 mm 50 mm 25 pc 4334651)
HBC-C M12x80 50R M12 71 mm 80 mm 25 pc 4334661)
HBC-C M16x60 50R M16 50 mm 60 mm 50 pc 4334721)
HBC-C M16x80 50R M16 70 mm 80 mm 25 pc 4334741)
1) This is a non-stock item. For detailed lead time information please contact your Hilti representative.* Useable thread length meauses the useable thread length after inserted the HBC-C into HAC
4 June 2016_v1
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
5 June 2016_v1
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
6 June 2016_v1
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
7 June 2016_v1
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
8 June 2016_v1
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
9 June 2016_v1
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
10 June 2016_v1
April 201
1
1
11 June 2016_v1
Import
ant
notice
April 201
1
2
Im
po
rta
nt
no
tic
e
1.
The info
r mation 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 use
r has
to c
heck th
e l
iste
d pre
requis
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
used,
han
dle
d
and
applie
d
str
ictly
in
accord
ance w
ith a
ll curr
ent
instr
uctions
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
notice.
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
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
...4
1.1
Safe
ty c
oncept.
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
..5
2R
equir
ed v
erifications
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
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....
62.1
CE
N d
esi
gn m
eth
od
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
...6
3A
nchor
channel desi
gn f
or
static
loads
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
...7
3.1
Dete
rmin
ation o
f fo
rces
acting o
n s
cre
ws
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
...7
3.2
Dete
rmin
ation o
f fo
rces
acting o
n a
nchors
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
..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
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
.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
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
...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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....
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....
....
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....
....
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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..
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
...27
4.5
Mate
rial pro
pert
ies
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
...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
ailure
of
the c
hannel...
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
.31
4.9
Chara
cte
rist
ic r
esi
stance f
or
steel f
ailure
of
specia
l sc
rew
type H
BC
-A,
HB
C-B
, H
BC
-C,
H
BC
-C-E
, H
BC
-C-N
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
.31
4.1
0D
esig
n t
ensi
le p
ull-
out fa
ilure
....
....
....
....
....
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....
....
....
....
....
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....
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....
....
....
....
....
....
....
....
32
4.1
1D
esig
n t
ensi
le c
oncre
te c
one f
ailu
re..
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
...33
4.1
2D
esig
n s
he
ar
pry
out fa
ilure
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
..34
4.1
3D
esig
n s
he
ar
concre
te e
dge f
ailu
re..
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
35
5D
esi
gn e
xam
ple
s..
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
....
...36
5.1
Exam
ple
1:
Anchor
channel su
bje
cte
d t
o t
ensi
le a
nd s
hear
load
....
....
....
....
....
....
....
....
....
....
....
....
...36
12 June 2016_v1
Intr
od
uction
April 201
1
4
1
Intr
od
ucti
on
In o
ver
60 y
ears
H
ilti
has
acquir
ed tr
em
endous
kno
w-h
ow
and gain
ed
w
orl
dw
ide
accepta
nce
as
a
reliable
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-e
ngin
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
applications.
� Anchor
channel
syst
em
s have been 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 years
the appro
ach t
o th
e u
se o
f cast
-in part
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
ailure
cannot
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 both
cra
cked a
nd un-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
so
ftw
are
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.
13 June 2016_v1
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
transla
ted
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
14 June 2016_v1
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
acting 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
l i
to either
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
sh
ear
and t
en
sio
n 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.
15 June 2016_v1
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 o
f 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�
�
16 June 2016_v1
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
iven 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 …
tensile
fo
rce
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”
desig
nate
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
ristic 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 again
st concre
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
the 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
17 June 2016_v1
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
nei g
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
.
18 June 2016_v1
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 t
o t
he c
hannel by a
separa
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
es i
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
requir
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
19 June 2016_v1
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
erification o
f concre
te c
one
failu
re under
tensi
le lo
ad,
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 si
mila
r 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 on th
e r
esi
stance of
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 t w
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.
20 June 2016_v1
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
irru
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
21 June 2016_v1
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
22 June 2016_v1
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
23 June 2016_v1
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
24 June 2016_v1
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
25 June 2016_v1
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
26 June 2016_v1
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
27 June 2016_v1
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
28 June 2016_v1
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
r isti
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
29 June 2016_v1
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,
�
�� ��
�� ���
� � � �
�
�
� �
30 June 2016_v1
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
pecia
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,
��
31 June 2016_v1
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
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32 June 2016_v1
33 June 2016_v1
34 June 2016_v1
1.Jo
b / A
pplic
atio
n R
efer
ence
for H
AC
Year
Proj
ect N
ame
Con
sulta
nt /
RSE
App
licat
ion
2013
Tung
Chu
ng 5
5B. L
anta
u Is
land
Cur
tain
Wal
l M
einh
ardt
(HK
) Ltd
C
urta
in w
all
2013
110A
-110
B A
rgyl
e S
treet
and
10-
14A
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res
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nue,
Mon
g K
ok, H
ong
Kon
g S
AR
Cur
tain
Wal
l W
MK
YC
urta
in w
all
2013
33 –
39
Fuk
Tsun
Stre
et, S
hum
Shu
i Po.
Kln
Cur
tain
Wal
l C
M W
ong
& A
ssoc
iate
s Lt
dC
urta
in w
all
2013
Wan
Cha
i Byp
ass
Pie
r. H
ong
Kon
g A
EC
OM
Asi
a C
ompa
ny L
imite
dB
alus
trade
2013
38 K
wun
Chu
ng S
t.Jor
dan,
Kln
. W
ong
Pak
Lam
Cur
tain
wal
l
2013
55 C
ondu
it R
oad.
Hon
g K
ong.
A
tkin
sC
urta
in w
all
2013
Res
iden
tal D
evel
opm
ent a
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cher
’s S
treet
. HK
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lpha
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gC
urta
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all
2013
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ent a
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tland
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et. M
ong
Kok
. W
ong
& C
heng
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sulti
ng E
ngin
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Ltd
C
urta
in w
all
2013
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t Kow
loon
Ter
min
al
MTR
CB
alus
trade
2013
Red
evel
opm
ent o
f Yan
Cha
i Hos
pita
l, Ts
uen
Wan
S
cott
Wils
onC
urta
in w
all
2013
HK
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n U
nive
rsity
Ph
III C
ampu
s. H
o M
an T
in
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la M
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m
2013
Res
iden
tal D
evel
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ent a
t 68
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ndar
y S
treet
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teph
en C
heng
Cur
tain
wal
l
2013
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mer
cial
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elop
men
t at 4
7 C
onna
ught
Roa
d, C
entra
l A
PT
Cur
tain
wal
l
2013
Res
iden
tal D
evel
opm
ent a
t Aus
tin S
tatio
n (S
ite C
) A
EC
OM
Asi
a C
ompa
ny L
imite
dC
ladd
ing
2014
12 O
il S
treet
, Nor
th P
oint
Mix
ed D
evel
opm
ent (
Ex-
gove
rnm
ent S
uppl
ies
Dep
ot)
AE
CO
M A
sia
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pany
Lim
ited
Cur
tain
wal
l
2014
2 N
g Fo
ng S
treet
Com
mer
cial
Dev
elop
men
tC
M W
ong
& A
ssoc
iate
s Lt
dC
urta
in w
all
2014
2, 6
& 8
Ken
nedy
Roa
d R
esid
entia
l Dev
elop
men
tJM
K C
onsu
lting
Eng
inee
rsC
urta
in w
all
2014
24 P
o S
han
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esid
entia
l Dev
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men
t Cen
tral
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g &
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ang
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il-S
truct
ural
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inee
ring)
C
urta
in w
all
2014
31 C
ondu
it R
oad
Res
iden
tial D
evel
opm
ent
C M
Won
g &
Ass
ocia
tes
Ltd
Cur
tain
wal
l
2014
361-
367
Por
tland
Stre
et C
omm
erci
al a
nd R
esid
entia
l Dev
elop
men
t K
C W
ong
& A
ssoc
iate
s Lt
d C
urta
in w
all
2014
41 Heu
ng Yip Road Co
mmercial Develop
men
tJacobs China
Lim
ited
Curtain wall
2014
53 C
ondu
it R
oad
Res
iden
tial D
evel
opm
ent
AE
CO
M A
sia
Com
pany
Lim
ited
Cur
tain
wal
l
2014
565-
577
Fuk
Wah
Stre
et R
esid
entia
l and
Com
mer
cial
Dev
elop
men
tS
teph
en C
heng
Con
sulti
ng E
ngin
eers
Ltd
Cur
tain
wal
l
2014
7-12
Yin
g W
a Te
rrac
e R
esid
entia
l Dev
elop
men
tS
teph
en C
heng
Con
sulti
ng E
ngin
eers
Ltd
Cur
tain
wal
l
2014
82-1
00 T
ak C
heon
g S
treet
& 2
-4 S
oy S
treet
Hot
el D
evel
opm
ent,t
ai K
ok T
sui
AE
CO
M A
sia
Com
pany
Lim
ited
Cur
tain
wal
l
2014
83 H
oi B
un R
oad
Com
mer
cial
Bui
ldin
gA
EC
OM
Asi
a C
ompa
ny L
imite
dC
urta
in w
all
2014
Hon
g K
ong
Sci
ence
Par
k: P
hase
3c
Ove
Aru
p &
Par
tner
s H
K L
td
Cur
tain
wal
l
2014
Junc
tion
of o
n K
wan
Stre
et a
nd o
n La
i Stre
et, S
hek
Mun
, Sha
Tin
Com
mer
cial
Dev
elop
men
t C
M W
ong
& A
ssoc
iate
s Lt
dC
urta
in w
all
701-
704
Tow
er A
, Man
ulife
Fia
ncia
l Cen
tre, 2
23 W
ai Y
ip S
treet
, Kw
un T
ong,
Kw
oloo
n , H
ong
Kon
gH
otlin
e: 8
228
8118
35 June 2016_v1
1.Jo
b / A
pplic
atio
n R
efer
ence
for H
AC
Year
Proj
ect N
ame
Con
sulta
nt /
RSE
App
licat
ion
2014
Junc
tion
of o
n Y
iu S
treet
and
on
Kw
an S
treet
, She
k M
un (S
ttl 4
63),
Sha
Tin
, S
ha T
in, N
ew T
errit
orie
s S
iu Y
in W
ai &
Ass
ocia
tes
Ltd
Cur
tain
wal
l
2014
Res
iden
tial D
evel
opm
ent 6
2 B
egon
ia R
oad
Won
g &
Che
ng C
onsu
lting
Eng
inee
rs L
td
Cur
tain
wal
l
2014
Sha
tin A
rea
56a,
Kau
to (S
ite a
) , S
ttl 5
25A
EC
OM
Asi
a C
ompa
ny L
imite
dC
urta
in w
all
2014
Yoh
o To
wn
Com
mer
ical
Res
iden
tial D
evel
opm
ent P
hase
3S
un H
ung
Kai
Arc
hite
cts
& E
ngin
eers
Lim
ited
Cur
tain
wal
l
2014
33 S
eym
our R
oad
(Pha
se 2
) Res
iden
tial D
evel
opm
ent
C M
Won
g &
Ass
ocia
tes
Ltd
Cur
tain
wal
l
2014
Tseu
ng K
wan
O A
rea
66c1
(Tko
tl 11
4), T
seun
g K
wan
OS
un H
ung
Kai
Arc
hite
cts
& E
ngin
eers
Lim
ited
Cur
tain
wal
l
2015
(Tko
tl 11
2) A
rea
65c1
, Chi
Shi
n S
treet
, Tse
ung
Kw
an O
AE
CO
M A
sia
Com
pany
Lim
ited
Cur
tain
wal
l
2015
10-1
2 K
imbe
rley
Stre
et, T
sim
Sha
Tsu
i , Y
au T
sim
Mon
gG
reg
Won
g &
Ass
ocia
tes
Ltd
Cur
tain
wal
l
2015
180
Wai
Yip
Stre
et C
omm
erci
al D
evel
opm
ent
C M
Won
g &
Ass
ocia
tes
Ltd
Cur
tain
wal
l
2015
187-
191
Por
tland
Stre
et C
omm
erci
al R
esid
entia
l Dev
elop
men
tT
K T
sui &
Ass
ocia
tes
Ltd
Cur
tain
wal
l
2015
19-3
3 S
hing
on
Stre
et C
omm
erci
al a
nd R
esid
entia
l Dev
elop
men
t, S
ai W
an H
oS
teph
en C
heng
Con
sulti
ng E
ngin
eers
Ltd
Cur
tain
wal
l
2015
196-
202
Ma
Tau
Wai
Roa
d R
esid
entia
l Dev
elop
men
tfa
çade
con
sulta
nt/ I
nhab
it Li
ving
Eng
inee
ring
Lim
ited
Cur
tain
wal
l
2015
2-12
Jon
es S
treet
& 1
-11
Lai Y
in S
treet
Res
iden
tial D
evel
opm
ent
Siu
Yin
Wai
& A
ssoc
iate
s Lt
dC
urta
in w
all
2015
279
Prin
ce E
dwar
d R
oad
Wes
t Res
iden
tial D
evel
opm
ent
Yun
g &
Cha
n A
ssoc
iate
s Lt
dC
urta
in w
all
2015
3-7
Win
g H
ing
Stre
et, T
in H
auT
K T
sui &
Ass
ocia
tes
Ltd
Cur
tain
wal
l
2015
38-4
0a H
illw
ood
Roa
d C
omm
erci
al D
evel
opm
ent
Siu
Yin
Wai
& A
ssoc
iate
s Lt
dC
urta
in w
all
2015
40-4
0a K
imbe
rley
Roa
d &
22a
Kim
berle
y S
treet
AE
CO
M A
sia
Com
pany
Lim
ited
Cur
tain
wal
l
2015
44 S
tubb
s R
oad
, Hap
py V
alle
y, H
ong
Kon
g Is
land
W
ong
Pak
Lam
& A
ssoc
iate
s C
onsu
lting
Eng
inee
rs &
Arc
hite
cts
Ltd
Cur
tain
wal
l
2015
60-6
6 Ja
rdin
e's
Baz
aar H
otel
Dev
elop
men
tT
K T
sui &
Ass
ocia
tes
Ltd
Cur
tain
wal
l
2015
680
Cas
tle P
eak,
Lai
Chi
Kok
, S
ham
Shu
i Po
Dis
trict
Sun
Hun
g K
ai A
rchi
tect
s &
Eng
inee
rs L
imite
d
Cur
tain
wal
l
2015
77 P
eak
Roa
d R
esid
entia
l Dev
elop
men
tC
M W
ong
& A
ssoc
iate
s Lt
dC
urta
in w
all
2015
78-8
8 S
ai Y
ee S
treet
Res
iden
tial D
evel
opm
ent
Won
g &
Che
ng C
onsu
lting
Eng
inee
rs L
td
Cur
tain
wal
l
2015
8-12
Dee
p W
ater
Bay
Driv
e (R
bl 1
190)
, Sho
uson
Hill
, S
outh
ern
Dis
trict
, Hon
g K
ong
Isla
ndA
EC
OM
Asi
a C
ompa
ny L
imite
d C
urta
in w
all
2015
Gol
din
Fina
ncia
l Glo
bal C
entre
Ove
Aru
p &
Par
tner
s H
K L
tdC
urta
in w
all
2015
Ipla
ce,
301-
305
Cas
tle P
eak
Roa
d, K
wai
Chu
ng S
ectio
n, K
wai
Chu
ng ,
Kw
ai T
sing
Dis
trict
Siu
Yin
Wai
& A
ssoc
iate
s Lt
d C
urta
in w
all
2015
Isfa
,no.
1 K
ong
Sin
Wan
Roa
d, P
ok F
u La
mO
ve A
rup
& P
artn
ers
HK
Ltd
C
urta
in w
all
2015
Junc
tion
of S
heun
g Lo
k S
treet
and
She
ung
Shi
ng S
treet
, Ho
Man
Tin
(Kil
1122
7) ,
Kow
loon
City
Dis
trict
Siu
Yin
Wai
& A
ssoc
iate
s Lt
d
Cur
tain
wal
l
2015
Kau
to A
rea
56a
(Sttl
579
), La
i Pin
g R
oad,
Sha
Tin
A
EC
OM
Asi
a C
ompa
ny L
imite
dC
urta
in w
all
701-
704
Tow
er A
, Man
ulife
Fia
ncia
l Cen
tre, 2
23 W
ai Y
ip S
treet
, Kw
un T
ong,
Kw
oloo
n , H
ong
Kon
gH
otlin
e: 8
228
8118
36 June 2016_v1
1.Jo
b / A
pplic
atio
n R
efer
ence
for H
AC
Year
Proj
ect N
ame
Con
sulta
nt /
RSE
App
licat
ion
2015
Ken
sing
ton
Hill
, 92-
98 H
igh
Stre
et &
39-
45 W
este
rn S
treet
Res
iden
tial D
evel
opm
ent
JMK
Con
sulti
ng E
ngin
eers
Cur
tain
wal
l
2015
Oce
an T
erm
inal
, Can
ton
Roa
d , T
sim
Sha
Tsu
i, K
owlo
onO
ve A
rup
& P
artn
ers
HK
Ltd
Slid
ing
door
2015
Red
evel
opm
ent o
f Pak
Tai
Stre
et/ M
ok C
heon
g S
treet
C M
Won
g &
Ass
ocia
tes
Ltd
Cur
tain
wal
l
2015
Sha
ngri-
la H
otel
, Kil
1120
5, J
unct
ion
of H
ung
Luen
Roa
d an
d W
a S
hun
Stre
et, H
ung
Hom
O
ve A
rup
& P
artn
ers
HK
Ltd
C
urta
in w
all
2015
Sky
park
,38
Sai
Yee
Stre
et, N
elso
n S
treet
and
Fa
Yue
n S
treet
, Mon
g K
ok
C M
Won
g &
Ass
ocia
tes
Ltd
Cur
tain
wal
l
2015
Tmtl
423
Are
a 48
, Cas
tle P
eak
Roa
d, S
o K
wun
Wat
M
einh
ardt
(HK
) Ltd
C
urta
in w
all
2015
Tmtl
427
Res
iden
tial D
evel
opm
ent,
So
Kw
un W
at R
oad,
Are
a 56
, Tue
n M
un
C M
Won
g &
Ass
ocia
tes
Ltd
Cur
tain
wal
l
2015
Yoh
o To
wn
Com
mer
ical
Res
iden
tial D
evel
opm
ent:
Pha
se 3
Sun
Hun
g K
ai A
rchi
tect
s &
Eng
inee
rs L
imite
dC
urta
in w
all
2015
Gol
din
Fina
ncia
l Glo
bal C
entre
Ove
Aru
p &
Par
tner
s H
K L
tdC
urta
in w
all
2015
373
Que
en's
Roa
d E
ast H
otel
Dev
elop
men
tC
M W
ong
& A
ssoc
iate
s Lt
dC
urta
in w
all
2015
6-12
Mai
dsto
ne R
oad
Com
mer
cial
and
Res
iden
tial D
evel
opm
ent
Yun
g &
Cha
n A
ssoc
iate
s Lt
dC
urta
in w
all
2015
Chi
na U
nico
m C
hun
Wan
g S
treet
Dat
e C
entre
AE
CO
M A
sia
Com
pany
Lim
ited
Cur
tain
wal
l
701-
704
Tow
er A
, Man
ulife
Fia
ncia
l Cen
tre, 2
23 W
ai Y
ip S
treet
, Kw
un T
ong,
Kw
oloo
n , H
ong
Kon
gH
otlin
e: 8
228
8118
37 June 2016_v1
