Anchor Bolt Design for Civil Structural EngineersDescription complète
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Descripción: Civil Design
Concrete anchor bolt design - a design example through a case study, basically the same material as in the blog indicated in the document
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Anchor Bolt Design as per IS 800-2007 LSMFull description
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Anchor Bolt CalculationFull description
SABP-Q-001Full description
JB0803- ISOLUX BOLT CALCULATION FOR M24 ANCHOR BOLT MAXIMUM UPLIFT FORCE ( COLUMN C'-2') = DESIGN DIAMETER = Nos. OF BOLTS PROVIDED = MAXIMUM MAXIMUM HORIZONTAL FORCE (COLUMN C'-3') = UPLIFT PER BOLT = LENGTH OF EMBEDMENT PROVIDED =
4.6 4.6 27 4 16.4 16.4 1.15 950
KN ( DUE DUE TO WIND WIND ALON ALONG G -Z -Z AX AXIS ) mm Nos KN ( DUE DUE TO SEIS SEISMI MIC C ALON ALONG G X AXI AXIS S) KN ( DUE TO W IND ALONG -Z AXIS ) mm
CHECK FOR EMBEDED LENGTH As per AISC AISC guidelines guidelines
L= Apsf/3.14
mm
Apsf (required surface area) =
Tu
( sq. mm)
4Φt 4Φt f'c f'c where Tu = force in N = 1150 Φt = resistant factor = 0.75 f'c = compre compressi ssive ve stren strength gth of concre concrete te =
32
Apsf = L= Minimum length of embedment = 12 d =
N/sq. N/sq.mm mm
67.76
mm
4.65
mm
324.00
mm
PROVIDED LENGTH > 4.65 mm or 324 mm
HENCE SAFE
CHECK FOR TENSION As per ACI-318 ACI-318 Nsa = n Ase,N futa where Nsa = nominal stregth in tension in Newton n = nos. of bolts in a group. = 4 Ase,N = effective x-sectional area of a single bolt =
πd2
4 = 572.265 ( 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 =
1087.3035
KN >
4.6
KN HENCE SAFE
CHECK FOR SHEAR As per ACI-318 ACI-318 Vsa = n 0.6 Ase,V futa where Vsa = nominal stregth in shear in pounds n = nos. of bolts in a group. = 4 Ase,V = effective effective x-sectional x-sectional area of a single single bolt =
πd2
4 = 572.265 ( 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 =
652.3821
KN >
16.4 KN KN HENCE SAFE
CHECK FOR PULL OUT As per ACI-318 ACI-318
Npn = Ψc,p Np where Npn = nominal pull out stregth in pounds 1.4 Ψc,p = modification factor = and Np = 8 Abrg f'c where Abrg = net net bearing area of bolt head(dia head(dia 2d) =
f'c = compre compressi ssive ve stren strength gth of concre concrete te = Np = now