CALCULATION REPORT

Fire Wall

Beam B1Section Width 0.15 m.

Depth 0.30 m.Covering 0.03 m.d = 0.258 m.d' = 0.042 m.

Dead Load B1 108 kg/m.

M+ 700 kg-m.V 750 kg

Determine Flexural Reinforcement

Mc =Rbd2= 1,132.31 kg-m. > M +Max.

As1 = M+/fs.jd= 2.03 cm2

Bottom Bars(Tension) 2 DB 12 mm As = 2.26 cm2

0 DB 0 mm As = 0.00 cm2

Total 2.26 cm2

Top Bars(Compression) 2 DB 12 mm As = 2.26 cm2

Design of Shear ReinforcementShear, V 750 kg

Shear Capacity Vc = 0.29fc'^0.5(b.d) = 1626.37 kg

V' = V -Vc= -876.37 kg

Stirrup RB 6 mm. Av = 0.57 cm2

Spacing s = Av.fv.d/(V') = -19.97 cm.spacing not exceed 0.15 m. OR 0.13 m.Use Stirrup RB 6 mm @ 0.15 m.

0.152 DB 12 mm.

0.30 ป RB 6 mm.

2 DB 12 mm.

Column C-1

Axial load,P 1,500 kg.Moment,M - kg.m

Dimensionb = 15 cmh = 15 cm

Use rebar 4 DB 12 mm Ast = 4.52 cm2

Total area of steel 4.52 cm2

pg = 0.020096 2.01 % OK

m=fy/(0.85f 'c) = 13.45 kscconcrete covering 3 cmUse Stirrup RB 6 mm

t = h = 15 cmd' = 4.2 cm

e = M/P = 0.00 cm.

Pa =0.85Agf'c(0.25 + 0.34mpg) = 13,730.25 kg

I = bh3/12 + (2n-1)As(hl2/4) 5,055.83 cm4s 5,055.83

Fa =0.34(1+pgm)f'c = 90.69 ksc

Fb =0.45f'c = 94.5

fb=MxCx/Ix = 0.0 ksc

fa=Pb/Ag = 0.004444444 Pb

Po= FaAg= 20,405.74 kg

S =Ix/Cx= 674.11 cm3

Ms = Fb.S 63,703.51 kg-cm

ea =Ms((1/Pa)-(1/Po)) = 1.52 cm. e<ea Compression Zone

Pa = 13,730.25 > P It's safety

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Use 4 DB 12 mm. rebarRB 6 m. @ 0.15 m. Stirrup

SPREAD FOOTING F1

Axial load 1,400 kg.

Size of Column

a parallel Y-axis 0.15 m.

b parallel X-axis resist Moment 0.15 m.

Allowable Soil Pressure 8,000 kg./m2

Self Weigth of Footing 480 kg./m2

Soil above footing 2197 kg./m2

Required area 0.28 m2

Size of Footing

B parallel Y-axis 1.00 m.

Size of Footing

B parallel Y-axis 1.00 m.

L parallel X-axis 1.00 m. Area = 1.00 m2

Depth 0.20 m.Covering 0.05 m.

d = 0.14 m.

Below the ground 1.50 m.

Gross soil pressure 4,077.00 kg./m2 < 8,000 kg./m2 OK

Net soil pressure 1,400.00 kg./m2

Bending Moment at the edge of column (about Y-axis ,My)

Distance from the edge of the column (X-direction) 0.425 m.

My = 126.44 kg.m.

Steel bars in X-direction

Ast = M+/fs.jd= 0.66 cm2

As,temp = 4.00 cm2 (0.002bh for SD30 )

8 DB 12 mm As = 9.04 cm2 @ 0.13 m.

Bending Moment at the edge of column (about X-axis ,Mx)

Distance from the edge of the column (y-direction) 0.425 m.

My = 126.44 kg.m.

Steel bars in Y-direction

Ast = M+/fs.jd= 0.66 cm2

As,temp = 4.00 cm2 (0.002bh for SD30 )As,temp = 4.00 cm (0.002bh for SD30 )

8 DB 12 mm As = 9.04 cm2 @ 0.13 m.

Shear Checking

1.One way shear

vp = 4.20 ksc

Distance from the edge of the column, d 0.28 m.

Shear force at critical section Vp = 393.40 kg.

Critical section area 1440 cm2

Vp = 0.27 ksc . < 4.20 ksc. OK

2.Punching shear

vc = 7.68 ksc

Shear force at critical section Vc = 1,278.99 kg.

Perimeter b0 117.6 cm

Puncing area 1693.44 cm2

Vc = 0.76 ksc . < 7.68 ksc. OK