PROFIS ENGINEERING
Table 39. Design Strengths
Tension
Reference ESR-4868 Table 11 for ϕ steel values, Table 12 for ϕ concrete values and Table 15 for ϕ bond values. nominal strength design strength factored load % utilization comments
steel strength N sa( lb / anchor) 13,110
concrete breakout
bond strength
sustained tension
Shear
steel strength
concrete breakout( wrt x- edge)( col 1) Case 1 / Case2
concrete breakout( wrt x- edge)( col 2) Case 1 / Case2
concrete breakout( wrt x + edge)( col 2) Case 3
concrete pryout
N cbg( lb) 29,194
N ag( lb) 36,807
0.55 ϕ bond N ba, sustained( lb / anchor)
6885
V sa, eq( lb / anchor) 7865
( wrt x- edge) V cbg, col 1( lb) 25,464
( wrt x- edge) V cbg, col 2( lb) 60,394
( wrt x + edge) V cbg, col 2( lb) 48,016
V cpg( lb) 58,388 ϕ steel = 0.75 ϕN sa lb / anchor 9833 ϕ concrete = 0.65 ϕN cbg( lb) 18,976 ϕ bond = 0.65 ϕN ag( lb) 23,925
ϕ steel = 0.65 ϕV sa, eq( lb / anchor) 5112
N ua, i( lb / anchor) 1000
N ua, g( lb) 8000
N ua, g( lb) 8000
N ua, s( lb / anchor) 750
V ua, i( lb / anchor) 625
ϕ concrete = 0.70( wrt x- edge)
ϕV cbg, col 1( lb) 17,825
Case 1 / Case2 V ua, col 1 =( V ua, y)/ 2
= 2500 lb ϕ concrete = 0.70( wrt x- edge)
ϕV cbg, col 2( lb) 42,276
Case 1 / Case2 V ua, col 2 = 1.0V ua, y
= 5000 lb ϕ concrete = 0.70( wrt x + edge)
ϕV cbg, col 2( lb) 33,611
ϕ concrete = 0.70 ϕV cpg( lb) 40,872
Case 3 V ua, col 2 = 1.0V ua, y = 5000 lb
V ua,||, x( lb) 5000
( N ua, i / ϕN sa) 10.2 %
( N ua, g / ϕN cbg) 42.2 %
( N ua, g / ϕN ag) 33.4 %
( N ua, s / 0.55ϕN ba, s) 10.9 %
( V ua, i / ϕV sa, eq) 12.2 %
( V ua, col 1 / ϕV cbg, col 1) 14.0 %
( V ua, col 2 / ϕV cbg, col 2) 11.8 %
( V ua, col 2 / ϕV cbg, col 2) 14.9 %
( V ua,||, x / ϕV cpg) 12.2 %
OK
OK CONTROLS
OK
OK
OK
( wrt x- edge) Case 1 / Case2 OK
( wrt x- edge) Case 1 / Case2 OK
( wrt x + edge) Case 3 OK CONTROLS
OK
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