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CALCULATION REPORT

Filling Hall

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Bending Moment- M33

Bending Moment- M22

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Shear force-1stfloor

Axial Load

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Reaction

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Joint OutputCase CaseType F1 F2 F3 M1 M2 M3

Text Text Text Kgf Kgf Kgf Kgf-m Kgf-m Kgf-m

4 DL+LL+SDL Combination 93.07 818.78 9829.17 -208.61 8.96 21.86

13 DL+LL+SDL Combination 11.41 -815.07 9967.45 229.71 -4.31 -8.66

193 DL+LL+SDL Combination -51.04 640.21 9828.19 -126.29 -25.12 -26.78

196 DL+LL+SDL Combination 12.92 -636.27 9957.26 216.11 -4.06 7.71

230 DL+LL+SDL Combination -41.43 -238.88 10515.66 435.08 -27.35 2.55

233 DL+LL+SDL Combination -24.94 231.24 10780.86 -421.19 -15.36 -3.88

TABLE: Joint Reactions

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Purlin

DATA

Length ,L 8 m.

Spacing, @ 1.2 m.

Slope of Roof 5 degree

Load data

Live Load 30 kg/m.2

Dead Load

Roof Material 5 kg/m.2

Purlin 8 kg/m.2

Other 15 kg/m.3

Total Dead Load 28 kg/m.2

Wind Load 50 kg/m.2

Wind Load to perpendicular roof= (2Psin/1+sin^2) 8.65 kg/m.2

Load Case

Case 1 DL= Purlin spacing x DL= 33.6 kg/m.

Case 2 DL+LL = spacing x(DL+LL )= 69.6 kg/m.

Case 3 0.75(DL+LL+WL) x spacing = 59.98 kg/m.

Load to purlin W = 60 kg/m.

Wx = Wsinq = 5.23 kg/m.

Wy = Wcosq = 59.77 kg/m.

Member force from structural analysis program

Moment max. = 680.00 kg.m.

Section of modulus Sx= 47.22 cm.

Use C 200x 75x20x3.2 mm. @ 1.20 m.

Sx= 47.22 cm.

Ix = 716 cm.

Max. deflection 3.10 cm

Allowable deflection L/240 = 3.33 cm O.K.

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Rafter

DATA

Length ,L 2.04 m.

Distance between brace, Lb = 1.2 m.

Fy = 2400 kg/cm2

Moment = 220 kg.m

= .

Modulus of Section, Sx= 15.28 cm.

Use C 100 X50 X 20 x 3.2 mm.

Weight = 5.5 kg/m. Sx = 21.3 cm. Ix = 107 cm.

tw = 3.2 mm Iy =

24.5 cm.

tf = 3.2 mm bf= 50 mm

d= 100 mm

Compact or Noncompact Section

7.81 < 0.38(E/Fy)^0.5 = 10.97

h/tw= 27.25 < 3.76(E/Fy)^0.5 = 108.5

Compacted section

Lateral Support Checking

Compute Lc

= . cm = . cm

Lc = 64.91 cm.

Lb = 120.00 cm.

So Lb>Lc Not adequate bracing

Fb= 1440.00 kg/cm

Ma = Fb.Sx= 306.72 kg-m. > 220 kg-m OK

Shear Checkingh/tw= 29.25 < 3179/(Fy^0.5) = 64.89

Fv = 0.4Fy = 960 kg/cm

Va = Aw.Fv = 3,072.00 kg. > 460 kg. OK

ax. e ec on . cm.

Allowable deflection L/180 = 1.13 cm. OK

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BEAM

DATA

Length ,L 9 m.

Distance between brace, Lb = 9 m.

Fy = 2400 kg/cm2

Moment = 5,300 kg.m

= , .

Modulus of Section, Sx= 368.06 cm.

Use WF 250 X250 X 11x 11 mm.

Weight = 64.4 kg/m. Sx = 720 cm. Ix = 8790 cm.

tw = 11 mm Iy =

2940 cm.

tf = 11 mm bf= 250 mm

d= 250 mm

Compact or Noncompact Section

11.36 < 0.38(E/Fy)^0.5 = 10.97

h/tw= 18.73 < 3.76(E/Fy)^0.5 = 108.5

Compacted section

Lateral Support Checking

Compute Lc

= . cm = . cm

Lc = 324.56 cm.

Lb = 900.00 cm.

So Lb>Lc Not adequate bracing

Fb= 1031.07 kg/cm

Ma = Fb.Sx= 7,423.68 kg-m. > 5,300 kg-m OK

Shear Checkingh/tw= 20.73 < 3179/(Fy^0.5) = 64.89

Fv = 0.4Fy = 960 kg/cm

Va = Aw.Fv = 26,400.00 kg. > 3,200 kg. OK

ax. e ec on . cm.

Allowable deflection L/180 = 5.00 cm. OK

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Beam (attach between column head)

DATA

Length ,L 8 m.

Distance between brace, Lb = 8 m.

Fy = 2400 kg/cm2

Moment = 232 kg.m

= .

Modulus of Section, Sx= 16.11 cm.

Use 2 C 200 X75 X 20 x 3.2 mm.

Weight = 19.04 kg/m. Sx = 147.2 cm. Ix = 1472 cm.

tw = 3.2 mm Iy =

184.6 cm.

tf = 3.2 mm bf= 150 mm

d= 200 mm

Compact or Noncompact Section

23.44 > 0.38(E/Fy)^0.5 = 10.97

h/tw= 58.50 < 3.76(E/Fy)^0.5 = 108.5

Partial compact section

Lateral Support Checking

Compute Lc

= . cm = . cm

Lc = 140.00 cm.

Lb = 800.00 cm.

So Lb>Lc Not adequate bracing

Fb= 253.08 kg/cm

Ma = Fb.Sx= 372.53 kg-m. > 232 kg-m OK

Shear Checkingh/tw= 60.50 < 3179/(Fy^0.5) = 64.89

Fv = 0.4Fy = 960 kg/cm

Va = Aw.Fv = 6,144.00 kg. > 650 kg. OK

ax. e ec on . cm.

Allowable deflection L/180 = 4.44 cm. OK

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Beam B1 0.20x1.10

Section Width 0.20 m.

Depth 1.10 m.

Covering 0.03 m.

d = 1.054 m.

d' = 0.046 m.

Dead Load 0.20x1.10 528 kg/m.

M+

5,500 kg-m.

V 2,400 kg

Determine Flexural Reinforcement

Mc =Rbd2= 25,196.93 kg-m. > M

+Max.

As1= M+/fs.jd= 3.90 cm

Bottom Bars(Tension) 2 DB 20 mm As = 6.28 cm2

2 DB 20 mm As = 6.28 cm2

Total 12.56 cm

Top Bars(Compression) 2 DB 20 mm As = 6.28 cm2

Design of Shear Reinforcement

Shear, V 2400 kg

Shear Capacity Vc = 0.29fc'^0.5(b.d) = 8858.87 kg

V' = V -Vc= -6458.87 kg

Stirrup RB 6 mm. Av = 0.57 cm2

Spacing s = Av.fv.d/(V') = -11.07 cm.

spacing not exceed 0.20 m. OR 0.53 m.

Use Stirrup RB 6 mm @ 0.15 m.

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Beam B2 0.20 x 1.10

Section Width 0.20 m.

Depth 1.10 m.

Covering 0.03 m.

d = 1.056 m.

d' = 0.044 m.

Dead Load 0.20 x 1.10 528 kg/m.

M-max. 4200 kg-m.

M+max. 2400 kg-m.

Vmax. 2700 kg

Determine Flexural Reinforcement

At column

Mc =Rbd2= 25292.64 kg-m. > M

-max.

As = M-/fs.jd = 2.97 cm

2

Tension Bars(top) 2 DB 16 mm As = 4.02 cm2

2 DB 16 mm As = 4.02 cm2

total 8.04 cm2

At Middle span

M+max. 2400 kg-m.

Mc =Rbd2= 25292.64 kg-m. > M

+max.

As = M+/fs.jd = 1.70 cm

2

=2

.

0 DB 0 mm As = 0.00 cm3

Design of Shear Reinforcement

Shear, V 2,700 kg

Shear Capacity Vc = 0.29fc'^0.5(b.d) = 8,876 kg

V' = V -Vc= -6175.68 kg

Stirrup RB 6 mm. Av = 0.57 cm2

Spacing s = Av.fv.d/(V') = -11.60 cm

spacing not exceed 0.2 m.or 0.528 m

Use Stirrup RB 6 mm. @ 0.15 m.

V' = 4,775 kg. > -6175.68 kg.

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Column C-1

Axial load,P 12,000 kg.

Moment,M 1,650 kg.m

Dimension

b = 25 cm

h = 25 cm

Use rebar 8 DB 16 mm Ast = 16.08 cm2

Total area of steel 16.08 cm2

pg = 0.02572288 2.57 % OK

m=fy/(0.85f 'c) = 16.81 ksc

concrete covering 3 cm

Use Stirrup RB 6 mm

t = h = 25 cm

d' = 4.4 cm

eb= (0.67pgm+0.17)(t-d') = 9.47

e = M/P = 13.75 cm. Tension zone

I = bh3/12 + (2n-1)As(hl

2/4) 50483.6637 cm

Fa=0.34(1+p m)f'c= 102.27 ksc .

Fb=0.45f'c= 94.5

fb=MxCx/Ix = 40.9 ksc

fa=Pb/Ag = 0.0016 Pb

(fa/Fa) +(fb/Fb) =1

Pb= 36,284.11 kg

Mb= Pbx (eb/100 )= 3,435.69 kg.m

M = 1,650 kg.m

Mo=0.4Asfyjd = 887.22 kg.m As = 4.02 cm

to be check P

P= Pb(M-Mo)/(Mb-Mo)= 10,860.15 kg < 12,000 kg. OK

Use 8 DB 16 mm. rebar

RB 6 m. @ 0.20 m. Stirrup

25

25

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SPREAD FOOTING F-1

Axial load 12,000 kg.

Moment 450 kg-m

Below the ground 1.50 m.

Size of Column

a parallel Y-axis 0.25 m.

b parallel X-axis resist Moment 0.25 m.

Allowable Soil Pressure 8,000 kg./m2

Self Weigth of Footing 720 kg./m2

Soil above footing 2028 kg./m2

Required area 2.40 m2

use

Size of Footing

B parallel Y-axis 1.70 m.

L parallel X-axis 1.70 m. Area = 2.89 m2

Depth 0.3 m.

Covering 0.08 m.

d = 0.22 m.

Gross soil pressure = 7,449.81 < 8,000 kg./m2

OK

Net soil pressure ,qmax. = 4,701.81 kg./m2

Net soil pressure ,qmin. = 3,602.69 kg./m2

Net soil pressure at edge of column 4,233.07 kg./m2

q at d/2 from edge of column 4,303.22 kg./m2

q at d from edge of column 4,373.37 kg./m2

q at the middle of footing 4,152.25 kg./m2

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

Distance from the edge of the column (X-direction) 0.725 m.

My = 2,030.87 kg.m.

Steel bars in X-direction

Ast= M+/fs.jd= 6.99 cm2

As,temp = 10.20 cm2 (0.002bh for SD30 )

12 DB 16 mm As = 24.12 cm2 @ 0.14 m.

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

Distance from the edge of the column (y-direction) 0.725 m.

My = 1,855.15 kg.m.

Steel bars in Y-direction

Ast= M+/fs.jd= 6.38 cm2

As,temp = 10.20 cm2 (0.002bh for SD30 )

12 DB 16 mm As = 24.12 cm @ 0.14 m.

Shear Checking

1.One way shear

vp= 4.20 ksc

Distance from the edge of the column, d 0.51 m.

Shear force at critical section Vp = 3,918.66 kg.

Critical section area 3689 cm2

Vp = 1.06 ksc . < 4.20 ksc. OK

2.Punching shear

vc = 7.68 ksc

Shear force at critical section Vc = 5,936.05 kg.

Perimeter b0 93.40 cm

Puncing area 2026.78 cm2

Vc = 2.93 ksc . < 7.68 ksc. OK