PROFIS ENGINEERING
Table 48. Design Strengths Reference ESR-4266 Table 4 for ϕ steel( tension) and ϕ concrete( tension) values.
Reference ESR-4266 Table 6 for ϕ steel( shear) and ϕ concrete( shear) values. Tension nominal strength design strength factored load % utilization comments
steel strength N sa( lb / anchor) 11,240
concrete breakout
pullout strength
N cbg( lb) 13,709
N pn( lb / anchor) N / A ϕ steel = 0.75 ϕN sa( lb / anchor) 8430 ϕ concrete = 0.65 ϕN cbg( lb) 8911 ϕ cocrete = 0.65
ϕN pn
N / A
N ua, i( lb / anchor) 239
N ua, g( lb) 1200
N ua, i( lb / anchor) 1127
( N ua, i / ϕN sa) 2.8 %
( N ua, g / ϕN cbg) 13.5 %
( N ua, i / ϕN pn) N / A %
OK
OK CONTROLS
Shear nominal strength design strength factored load % utilization comments
steel strength
concrete breakout( col 3,4)
towards x- edge
concrete breakout( col 3,4)
parallel to x- edge
concrete breakout( row 5,6) towards y- edge
concrete breakout( row 5,6)
parallel to y- edge
concrete pryout
Table 49. Interaction
V sa( lb / anchor) 6875
V cbg, col 34( lb) 4700
V cbg,// col 34( lb) 9592
V cbg, row 56( lb) 3351
V cbg,// row 56( lb) 6702
V cpg( lb) 28,410 ϕ steel = 0.65 ϕV sa( lb / anchor) 4469
V ua, i( lb / anchor) 248
ϕ concrete = 0.70 Note( page 156) ϕV cbg, col 34( lb) 3290
V ua, col 34 = V ua, res( lb)
1414 ϕ concrete = 0.70 Note( page 156) ϕV cbg, col 34( lb) 6714
V ua, row 56 = V ua, res( lb)
1414 ϕ concrete = 0.70 Note( page 158) ϕV cbg, row 56( lb) 2346
V ua, row 56 = V ua, res( lb)
1414 ϕ concrete = 0.70 Note( page 158) ϕV cbg, col 56( lb) 4691 ϕ concrete = 0.70 ϕV cpg( lb) 19,887
V ua, row 56 = V ua, res( lb) 1414
V ua, res( lb) 1414
( V ua, i / ϕV sa) 5.6 %
( V ua, x / ϕV cbg, col 34) 43.0 %
( V ua, y / ϕV cbg, col 13) 21.1 %
( V ua, y / ϕV cbg, row 56) 60.3 %
( V ua, y / ϕV cbg, row 56) 30.1 %
( V ua, res / ϕV cpg) 7.1 %
N / A
OK
OK
OK
OK CONTROLS
OK
OK
Tri-Linear: N ua ϕN n
+ V ua ϕV n
≤ 1.2
0.135 + 0.603 = 0.738 < 1.2 OK
Parabolic: N 5 5
ua 3 V ua + 3 ≤ 1. 0 ϕN n ϕV n
ACI 318-19 Eq.( 17.8.3)
Reference ACI 318-19 commentary R17.8.
( 0.135) 5 / 3 +( 0.603) 5 / 3 = 0.036 + 0.43 = 0.466 < 1.0 OK
October 2025 160