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