Output: Pile Cap Beam Calculation For Most Critical Zone 1
Output: Pile Cap Beam Calculation For Most Critical Zone 1
Output: Pile Cap Beam Calculation For Most Critical Zone 1
Output:
Note : DRS = Doubly Reinforced Section, SRS = Singly Reinforced Section, NA = Not Applicable
2
Rqd. tensile Steel Reinforecement, Ast 1280.00 mm
Provide 16 Ф bar 6.37 Nos. Say 7.00 Nos.
2
Rqd. Compressive Steel Reinforecement, Asc 1280.00 mm
Provide 16 Ф bar 6.37 Nos. Say 7.00 Nos.
Stirrups Provided:
Provide Ф bar Spacing
10 175.00 mm @ C/C Leg = 6
Crack Width Calculation:
2
Stress in tensile reinforced level fsb 2799.75 N/mm
Spacing of reinforcement S 110.667 mm
acr = ((S / 2)^2+d'^2)^0.5 - Dia /2 = 79.669 mm
Ɛ1b = [fs*((a' - xu) / [(d-xu)*2*10 ^5] 0.0195032
Ɛ2b= bt*(a'-xu)*(D-xu) / [600000*Ast*(d - xu)] 0.0003497
Ɛmb = Ɛ1b-Ɛ2b 0.0191535
Wcrb = 3*acr*Ɛm/ [1+2*(acr - Cmin) / (D - xu)] 3.6731769
2
Stress in tensile reinforced level fst -55.333 N/mm
Ɛ1t= fs*(a' - (-D)) / [(d- (-D))*2*10 ^5] -0.0003024
Ɛ2t= bt*(a'-(-D))*(D-(-D)) / [600000*Ast*(d - (-D))] 0.0009107
Ɛmt = Ɛ1t-Ɛ2t -0.0012131
Wcrt = 3*acr x Ɛm / [1+2*(acr - Cmin) / (D - (-D))] -0.2699209
Wcr =Wcrb+Wcrt 3.4032559 < 0.2
INPUT DATA:- Governing Load Case For Design 0
INPUT DATA:- Axial force, Torsion Moments, Bending moments and Shear force:
Design Shear force, Fy, Critical Zone 1 Data 349.79 KN
Design Torsional Moment for shear Tu=Mx 131.31 KNm, Consider 10% of Muz
Moment M'uz Critical Zone 1 data 1313.14 KN
Design Torsional Moment for moment Tu=Mx 131.31 KNm, Consider 10% of Muz
Axial Force, Fx Critical Zone 1 Data 106.24 KN C
Bending in another direction Muy 0 KNm
INPUT DATA:- Material Properties :
2
Characteristic Strength of concrete, fck 20.00 N/mm
2
Grade of Steel, fy 500.00 N/mm
INPUT DATA:- Material Properties and Dimensions of Beam:
Thickness of flange, Df 0.00 mm
Total Depth of T- Beam, D 400.00 mm
Width of Flange, bf 800.00 mm
Width of web in compression fibre, bcw 800.00 mm
Width of web in tension, btw' 800.00 mm
Layer of bar in tension zone 1.00
Cover, C 50.00 mm
Stirrups of Design purpose 10.00 mm
Dia of bar for design purpose 16.00 mm
Spacer for vertical spacing 25.00 mm
Calculations of required Design Moments, Shear forces:
Resultant Moment of ( Muy and Muz') = M''uz 1313.14 KNm
Design Moment Mu 1429.00 KNm
Design shear force Vu 612.42 KN
Calculations of required Section properties:
Width of web in reiforcement level in tension, btw 800.00 mm
Width of Web, Average btw 800.00 mm
Effective Depth , d (Calculated) 332.00 mm
Width of small portion in the flange, bs 0.000 mm
Centroid of Section from Compression fibre Cc 200.000 mm
Centoid of section from tension fibre Ct 200.000 mm
Df/d (Calculated) 0.000