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Proj. Name: 2 - Storey Resd'l. Bldg. General Description:Location: Lolita Village, Brgy. Caibaan, Tac. City Square FootingClient: Pitao BLDesigner: Pitao BLDate: 2/7/2008
SQUARE FOOTING DESIGN (WSD)
fc' : 2,500.00 psi Es = 200,000.00 Beam Dimension: 17.24 Mpa Ec = 4730√fc' 19,640.26 b d
fc = 7.76 n = Es/Ec 10.18 Beam # 1 300.00 300.00 fs : 30,000.00 psi k = n/(n+fs/fc) 0.276 Beam # 2 250.00 300.00
206.90 Mpa j = 1-k/3 0.908 Length WidthR = fckj/2 0.97 Slab 3.25 4.25
DEADLOAD: Thickness 0.10 meterBEAM: 14,744.43 Newton Wall Ht. 2.6 meterSLAB: 32,520.15 Newton Col. Dimen. 0.30 meterWALL: 45,910.80 Newton Col.Height 7.25 meterColumn: 15,362.46 Newton Roofing 3.25 4.25TOTAL: 108,537.84 NewtonROOFING: 33,150.00 NewtonSIESMIC: 35,421.96 Newton
LIVELOAD: 2,400.00 33,150.00 Newton
TOTAL LOAD: P 314,935.31 Newton
Allow. Soil Bearing Pressure: 240.00 Kpa 34.78 Psi
Assume Weight of Footing = 6% (Load) 18,896.12 Newton
TOTAL AXIAL LOAD = 333,831.43 Newton
Footing Area Required: 1.391 sq.m.L = 1.179 meter
Try : L = 1.20 meter Area = 1.44 sq.m.0.450 0.30
NET UPWARD SOIL PRESSURE:p = 231,827.38 N/sq.m.
MOMENT, M = 28,167.03 N -m
d = sqrt(M/Rb) 155.30 mm.
Final Depth, d = 305.30 mm.
0.24 0.21
CHECK FOR BEAM SHEAR: 0.30 Critical section for Moment
V = pL 68,074.60 Newton
v = V/bd 0.28 Mpa 0.30 1.20
va =.09sqrt(fc') 0.37 Mpa
If va > v, Safe Na Bay!!!Critical section for beam shear
CHECK FOR PUNCHING SHEAR:d/2
Vp = 312,181.16 Newton0.30 1.20
vp = Vp/Ap 0.422 Mpad/2
va = .17sqrt(fc') 0.71 Mpa
If va > vp, Safe Gyud na Kaayo Bay!!!
Compute Steel Rquirements:
As = M/fsjd 491.172 sq.mm
No. of Bars Bar Diameter Area, sq.mm4.0 12 113.094
CHECK FOR BOND STRESS:
452.376 sq.mm
V = pL(L-d)/2 125,186.78 Newton
u = 0.998 Mpa
ua = 10.14sqrt(fc')/D 3.51 Mpa
If ua > u, Safe Gyud Na Bay !!!
Check Weight of Footing:
Total Depth, d 248.30 mm
Wt. Of Footing 8,418.11 Newton
CHECK FOR THE REQUIRED AREA:
A = 1.347 sq.m.
Trial Area = 1.440 sq.m.
If Trial Area>Computed Area, It is Safe
u = V/Σojd
Σo = Area bn
m
1.20 m
Critical section for Moment