ICC ESR-1545 for HSL-3 Heavy Duty Expansion Anchors

ESR-1545
|
Most Widely Accepted and Trusted Page 10 of 14
TABLE 5—STAINLESS STEEL EDGE DISTANCE, SPACING AND MEMBER THICKNESS REQUIREMENTS
1, 2
Case Dimensional parameter Symbol Units
Nominal anchor diameter
M8 M10 M12 M16 M20
A Minimum concrete thickness h
min,A
in. 4
3
/
4
5
1
/
2
6
1
/
4
7
7
/
8
9
7
/
8
(mm) (120) (140) (160) (200) (250)
A Critical edge distance
2
c
ac,A
in. 7
7
/
8
11 8
5
/
8
9
1
/
2
15
(mm) (200) (280) (220) (240) (380)
A Minimum edge distance
3
c
min,AA
in. 2
3
/
4
3
1
/
2
3
1
/
2
4 5
7
/
8
(mm) (70) (90) (90) (100) (150)
A Minimum anchor spacing
3
s
min,AA
in. 5
1
/
2
6
1
/
4
9
7
/
8
9
1
/
2
11
7
/
8
(mm) (140) (160) (250) (240) (300)
A Minimum edge distance
3
c
min,AB
in. 4
3
/
4
5
1
/
8
6
1
/
4
9
1
/
2
11
7
/
8
(mm) (120) (130) (160) (240) (300)
A Minimum anchor spacing
3
s
min,AB
in. 2
3
/
4
3
1
/
2
4 4 5
(mm) (70) (90) (100) (100) (125)
For SI: 1 inch = 25.4 mm
1
See Section 4.1.10 of this report.
2
See Section 4.1.11 of this report.
3
Denotes admissible combinations of h
min,
c
ac
,, c
min
and s
min
. For example, h
min,A
+ c
ac,A
+ c
min,AA
+ s
min,AA
or h
min,A
+ c
ac,A
+ c
min,AB
+ s
min,AB
are
admissible, but h
min,A
+ c
ac,A
+ c
min,AB
+ s
min,AA
is not. However, other admissible combinations for minimum edge distance c
min
and spacing s
min
for
h
min,A
may be derived by linear interpolation between boundary values (see example for h
min,A
in Figure 4).
TABLE 6—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES
1,2,3,4,5,6,7,8,9,10
Nominal Anchor Diameter
Effective Embedment Allowable Tension (lbs)
mm inches
f ′
c
= 2500 psi
M8 60 2.36 1,846
M10 70 2.76 2,417
M12 80 3.15 2,946
M16 100 3.94 4,122
M20 125 4.92 5,751
M24 150 5.91 7,572
1
Single anchor with static tension load only.
2
Concrete determined to remain uncracked for the life of the anchorage.
3
Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading).
4
30% dead load and 70% live load, controlling load combination 1.2D + 1.6L
5
Calculation of weighted average for α = 0.3*1.2 + 0.7*1.6 = 1.48
6
f’
c
= 2,500 psi (normal weight concrete).
7
c
a1
= c
a2
≥ c
ac
8
h ≥ h
min
9
Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3(c) or ACI 318-
11 D.4.3(c) is not provided, as applicable.
10
 factor is 0.65.