PROFIS ENGINEERING
Table 32. Design Strengths
Reference ESR-4868 Table 11 for ϕ steel values, Table 12 for ϕ concrete values and Table 15 for ϕ bond values. Tension nominal strength design strength factored load % utilization comments
steel strength N sa( lb / anchor) 25,090
concrete breakout
bond strength
sustained tension
N cbg( lb) 71,926
N ag( lb) 93,973
0.55 ϕ bond N ba, sustained( lb / anchor)
11,372 ϕ steel = 0.75 ϕN sa lb / anchor 18,818 ϕ seismic = 0.75 ϕ concrete = 0.65 ϕN cbg( lb) 35,064 ϕ seismic = 0.75 ϕ bond = 0.65 ϕN ag( lb) 45,812
N ua, i( lb / anchor) 1483
N ua, g( lb) 20,000
N ua, g( lb) 20,000
N ua, s( lb / anchor) 1186
( N ua, i / ϕN sa) 7.9 %
( N ua, g / ϕN cbg) 57.0 %
( N ua, g / ϕN ag) 43.7 %
( N ua, s / 0.55ϕN ba, s) 10.4 %
OK
OK CONTROLS
Shear nominal strength design strength factored load % utilization comments
steel strength
concrete breakout( row 1)
Case 3
concrete breakout( row 1)
Case 2
concrete breakout( row 3)
Case 2
concrete breakout( column 1)
Case 3
concrete pryout
V sa, eq( lb / anchor) 15,055
V cbg, row 1( lb) 26,965
V cbg, row 1( lb) 26,965
V cbg, row 3( lb) 39,070
V cbg, col 1( lb) 25,173
V cpg( lb) 145,636 ϕ steel = 0.65 ϕV sa, eq( lb / anchor) 9786
V ua, i( lb / anchor) 930
ϕ concrete = 0.75( conservative)
ϕV cbg, row 1( lb) 20,224
Case 3 V ua, row 1 = V ua, res
= 14,009 lb ϕ concrete = 0.75 Case 2
ϕV cbg, row 1( lb) 20,224
V ua, row 1 = 0.5V ua, res =( 0.5)( 14,009 lb)
= 7005 lb ϕ concrete = 0.75 Case 2 ϕV cbg, row 3( lb) 29,303
V ua, row 3 = V ua, res
= 14,009 lb ϕ concrete = 0.75 Case 3 ϕV cbg, col 1( lb) 18,880 ϕ concrete = 0.70 ϕV cpg( lb) 101,945
V ua, col 1 = V ua, res = 14,009 lb
V ua, res( lb) 14,009
( V ua, i / ϕV sa, eq) 9.5 %
( conservative)( V ua, row 1 / ϕV cbg, row 1) 69.3 %
Case 2( V ua, row 1 / ϕV cbg, row 1) 34.6 %
Case 2( V ua, row 3 / ϕV cbg, row 3) 47.8 % Case 3( V ua, col 1 / ϕV cbg, col 1) 74.2 %
( V ua, res / ϕV cpg) 13.7 %
OK
OK
OK
( conservative) Case 3 OK
Case 2 OK
Case 2 OK
Case 3 OK CONTROLS
OK
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