PROFIS ENGINEERING
Table 21. 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) 25,090
concrete breakout
bond strength
sustained tension
Shear
steel strength
concrete breakout( row 1)
Case 3
concrete breakout( row 1)
Case 2
concrete breakout( row 3)
Case 2
concrete pryout
N cbg( lb) 75,922
N ag( lb) 93,973
0.55 ϕ bond N ba, sustained( lb / anchor)
11,372
V sa, eq( lb / anchor) 15,055
Case 3 V cbg, row 1( lb) 28,059
Case 2 V cbg, row 1( lb) 28,059
Case 2 V cbg, row 3( lb) 58,320
V cpg( lb) 161,880 ϕ steel = 0.75 N sa( lb / anchor) 18,818 ϕ seismic = 0.75 ϕ concrete = 0.65 ϕN cbg( lb) 37,012 ϕ seismic = 0.75 ϕ bond = 0.65 ϕN ag( lb) 45,812
ϕ steel = 0.65 ϕV sa, eq( lb / anchor) 9786
N ua, i( lb / anchor) 1483
N ua, g( lb) 20,000
N ua, g( lb) 20,000
N ua, s( lb / anchor) 1186
V ua, i( lb / anchor) 750
ϕ concrete = 0.75( conservative) Case 3 ϕV cbg, row 1( lb) 21,044
Case 3 V ua, row 1 = V ua, g( lb) = 12,000 lb ϕ concrete = 0.75 Case 1 / Case 2 Case 2 ϕV cbg, row 1( lb) 21,044 ϕ concrete = 0.75 Case 2 ϕV cbg, row 3( lb) 43,740 ϕ concrete = 0.70 ϕV cpg( lb) 113,316
V ua, row 1 = 0.5V ua, g( lb) =( 0.5)( 12,000 lb) = 6000 lb
Case 1 / Case 2 V ua, row 3 = V ua, g( lb) = 12,000 lb
V ua, g( lb) 12,000
( N ua, i / ϕN sa) 7.9 %
( N ua, g / ϕN cbg) 54.0 %
( N ua, g / ϕN ag) 43.7 %
( N ua, s / 0.55ϕN ba, s) 10.4 %
( V ua, i / ϕV sa, eq) 7.7 %
( conservative) Case 3( V ua, row 1 / ϕV cbg, row 1) 57.0 %
Case 1 / Case 2( V ua, row 1 / ϕV cbg, row 1) 28.5 %
Case 1 / Case 2( V ua, row 3 / ϕV cbg, row 3) 27.4 %
( V ua, g / ϕV cpg) 10.6 %
OK
OK CONTROLS
OK
OK
OK
( conservative) Case 3 OK CONTROLS
Case 1 / Case 2 OK
Case 1 / Case 2 OK
OK
October 2025 101