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JB0803- ISOLUX BOLT CALCULATION FOR M42 ANCHOR BOLT MAXIMUM UPLIFT FORCE ( COLUMN E-5) = DESIGN DIAMETER = Nos. OF BOLTS PROVIDED = MAXIMUM HORIZONTAL FORCE (COLUMN D-5) = UPLIFT PER BOLT = LENGTH OF EMBEDMENT PROVIDED =

257 45 6 733 42.83 1600

KN ( DUE TO WIND ALONG -X AXIS ) mm Nos KN ( DUE TO SEISMIC ALONG Z AXIS ) KN ( DUE TO WIND ALONG -X AXIS ) mm

CHECK FOR EMBEDED LENGTH As per AISC guidelines L= √Apsf/3.14

mm

Apsf (required surface area) =

Tu 4Φt√f'c

where Tu = force in N = 42833.33 Φt = resistant factor = 0.75 f'c = compressive strength of concrete = Apsf =

32

( sq. mm)

N/sq.mm

2523.98 mm L=

Minimum length of embedment = 12 d =

28.35

mm

540.00

mm

PROVIDED LENGTH > 28.35 mm or 540 mm

HENCE SAFE

CHECK FOR TENSION As per ACI-318 Nsa = n Ase,N futa where Nsa = nominal stregth in tension in Newton n = nos. of bolts in a group. = 6 Ase,N = effective x-sectional area of a single bolt =

πd2 4 = 1589.625 ( sq. mm) futa = not greater than 1.9 fya or 861.845 N/sq.mm(125000 psi) whichever is less fya = yield strenth of anchor steel in N/sq.mm = 250 Nsa =

4530.43

KN >

257

KN HENCE SAFE

CHECK FOR SHEAR As per ACI-318 Vsa = n 0.6 Ase,V futa where Vsa = nominal stregth in shear in pounds n = nos. of bolts in a group. = 6 Ase,V = effective x-sectional area of a single bolt =

πd2 4 = 1589.625 ( sq. mm) futa = not greater than 1.9 fya or 861.845 N/sq.mm(125000 psi) whichever is less fya = yield strenth of anchor steel in N/sq.mm = 250 Vsa =

2718.25875

KN >

733 KN HENCE SAFE

CHECK FOR PULL OUT As per ACI-318 Npn = Ψc,p Np where Npn = nominal pull out stregth in pounds Ψc,p = modification factor = 1.4 and Np = 8 Abrg f'c where Abrg = net bearing area of bolt head(dia 2d) =

f'c = compressive strength of concrete = Np = now

Npn =

= 32

πd2 4 6358.5 N/sq.mm

( sq. mm)

1627776 Newton 2278.886

KN >

42.83

KN HENCE SAFE