ICC ESR-1546 for HDA Undercut Anchors

ESR-1546
|
Most Widely Accepted and Trusted Page 13 of 16
TABLE 7—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES
Nominal
anchor
diameter
Effective
embedment
depth
f’
c
k
uncr
α ϕ N
n
Allowable
tension load
ϕN
n
/α
d
a
h
ef
(mm) (in.) (psi) (-) (-) (-) (lb) (lb)
M10 3.94 2,500 30 1.48 0.65 11,718 5,146
M12 4.92 2,500 30 1.48 0.65 16,376 7,192*
M16 7.48 2,500 30 1.48 0.65 30,688 13,478
M20 9.84 2,500 30 1.48 0.65 46,318 20,342
For SI: 1 lb = 4.45 kN, 1 psi = 0.00689 MPa, 1 in. = 25.4 mm.
Design Assumptions:
1. Single anchor with static tension only.
2. Concrete determined to remain uncracked for the life of the anchorage.
3. Load combinations are taken from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic
loading).
4. 30% Dead Load (D) and 70% Live Load (L); Controlling load combination 1.2 D + 1.6 L.
5. Calculation of weighted average for conversion factor α =0.3(1.2) + 0.7(1.6) = 1.48
6. Normal weight concrete: f’
c
= 2,500 psi.
7. Edge distance c
a1
= c
a2
≥ c
ac
.
8. Member thickness h ≥ h
min
.
9. Values are for Condition B (supplementary reinforcement in accordance with ACI 318-11 D.4.4 is not provided).
* Verify capacity
Capacity
ACI 318-
14
reference
ACI 318-
11
reference
Formula Calculation ϕ ϕN
n
Steel 17.4.1 D.5.1 N
sa
= nA
se
,
N
f
uta
N
sa
= 0.131 ꞏ
116,000
0.75
11,397
lb
Concrete 17.4.2 D.5.2
N
cb
= k (f’
c
)
0. 5
h
ef
1. 5
N
cb
= 30 ꞏ (2,500)
0.
5
ꞏ 4.92
1. 5
0.65
10,644
lb
Pull out 17.4.3 D.5.3 Not Decisive
→ concrete is decisive hence the ASD value will be calculated as
,
.
= 7,192 lb