PROFIS ENGINEERING
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) 19,400
concrete breakout
bond strength
Shear
steel strength
concrete breakout( row 1)
Case 3
concrete breakout( row 1)
Case 2
concrete breakout( row 3)
Case 2
N cbg( lb) 60,877
N ag( lb) 95,554
V sa( lb / anchor) 11,640
Case 3( conservative) V cbg, row 1( lb) 15,282
Case 2 V cbg, row 1( lb) 15,282
Case 2 V cbg, row 3( lb) 42,487 ϕ steel = 0.75 ϕN sa( lb / anchor) 14,550 ϕ seismic = N / A ϕ concrete = 0.65 ϕN cbg( lb) 39,570 ϕ seismic = N / A ϕ concrete = 0.65 ϕN ag( lb) 62,110
ϕ steel = 0.65 ϕV sa, eq( lb / anchor) 7566 ϕ concrete = 0.70 Case 3( conservative) ϕV cbg, row 1( lb) 10,697
N ua, i( lb / anchor) 216
N ua, g( lb) 2000
N ua, g( lb) 2000
V ua, i( lb / anchor) 836
Case 3( conservative) V ua, row 1 = V ua, res( lb) = 10,027 lb
ϕ concrete = 0.70 Case 2 Case 2 ϕV cbg, row 1( lb) 10,697 ϕ concrete = 0.70 Case 2 ϕV cbg, row 3( lb) 29,741
V ua, row 1 = 0.5V ua, res( lb) =( 0.5)( 10,027 lb) = 5014 lb
Case 2 V ua, row 3 = V ua, res( lb) = 10,027 lb
( N ua, i / ϕN sa) 1.5 %
( N ua, g / ϕN cbg) 5.1 %
( N ua, g / ϕN ag) 3.2 %
( V ua, i / ϕV sa, eq) 11.1 %
Case 3( conservative)( V ua, row 1 / ϕV cbg, row 1) 93.7 %
Case 2( V ua, row 1 / ϕV cbg, row 1) 46.9 %
Case 2( V ua, row 3 / ϕV cbg, row 3) 33.7 %
OK
OK CONTROLS
OK
OK
Case 3( conservative) OK
CONTROLS if Case 3 assumed.
Case 2
OK
CONTROLS if Case 2 assumed.
Case 2 OK
concrete pryout |
V cpg( lb)
127,492
|
ϕ concrete = 0.70 Ref. p. 108.
ϕV cpg( lb)
89,244
V ua = 10,000 lb for pryout calculation!
|
( V ua / ϕV cpg)
11.2 %
|
OK |
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