2 stories office calculation report

8/16/2019 2 stories office calculation report

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CALCULATION REPORT

2 STORIES OFFICE


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Structural Model


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Bending Moment- 1st floor

Shear force-1st

floor


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Bending Moment- 2nd

floor

Shear force-2nd

floor


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Reaction


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Purlin

DATA

Length ,L 5 m.Spacing, @ 1.5 m.

Slope of Roof 2 degree

Load data

Live Load 30 kg/m. 2

Dead LoadRoof 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= (2Psinθ/1+sin^2θ) 3.49 kg/m. 2

Load Case

kg/m.Case 1 DL= Purlin spacing x DL= 42 kg/m.

Case 2 DL+LL = spacing x(DL+LL )= 87 kg/m.

Case 3 0.75(DL+LL+WL) x spacing = 69.17 kg/m.

Load to purlin W = 87 kg/m.Wx = Wsin q = 3.04 kg/m.Wy = Wcos q = 86.95 kg/m.

Member force from structural analysis programMoment max. = 217.37 kg.m.

Section of modulus S x = 15.09 cm. cm.

Use C 150x 50x20x3.2 mm. @ 1.50 m.

S x = 37.4 cm. Ix = 280 cm.

Max. deflection 1.20 cm Allowable deflection L/240 = 2.08 cm O.K.


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L 40x40x4 mm (Member for Compression)

DATALength 1.13 m.

Fy = 2400 kg./cm. 2

K = 1

Load P = 700 kg.

Assume Fa 0.40 FyFa = 960 kg/cm. 2

Required cross-sectional area P/ Fa = 0.73 cm. 2

Use L 40x40x4 mm A = 3.08 cm. 2

r x = 1.21 cm. r y = 1.21 cm.Ix = 5.42 cm. Iy = 5.42 cm.

S x = 1.55 cm. S y = 1.55 cm.

KL/r = 93.390.710959

131.36

Case KL/r < C c then

Fa = 949.74 kg/cm. 2

Available Strength 2,925.20 kg > 700 kg. O.K.


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L 75x75x6 mm (Member for Compression)

DATALength 5 m.

Fy = 2,400 kg./cm. 2

E = 2,100,000 kg./cm.2

K = 1

Load P = 400 kg.

Assume Fa 0.40FyFa = 960 kg/cm. 2

Required cross-sectional area P/ Fa = 0.42 cm. 2

Use L 75x75x6 mm A = 8.727 cm. 2


S x = 8.47 cm. S y = 8.47 cm.

KL/r = 217.39

131.36

Case KL/r > C c then

= 228.58 kg/cm. 2

Available Strength 1,994.86 kg > 400 kg. O.K.


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L 40x40x4 mm (Member for Tension)

DATALength 5 m.

Fy = 2400 kg./cm. 2

K = 1

Load P = 3,800 kg.

Tensile Allowable strength Fa = 1440 kg/cm. 2

Required cross-sectionl area P/ Fa = 2.64 cm. 2

Use L40x40x4 mm A = 3.8792 cm. 2


S x = 2.49 cm. S y = 2.49 cm.

Use L 40x40x4 mm


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L75x75x6 mm (Member for Tension)

DATALength 5 m.

Fy = 2400 kg./cm. 2

K = 1

Load P = 600 kg.

Tensile Allowable strength Fa = 1440 kg/cm. 2

Required cross-sectionl area P/ Fa = 0.42 cm. 2

Use L75x75x6 mm A = 8.727 cm. 2


S x = 8.47 cm. S y = 8.47 cm.

Use L75x75x6 mm


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Slab S1

Short span(S) 2.10 m. m = S/L = 0.42Long span (L) 5.00 m. Two way slabMinimum thickness D= (2S+2L)/180 7.89 cm.Use thickness 10.00 cm.

Concrete covering 3 cm.Effective thickness(d) 7.00 cm.

Load

Dead Load 240 kg/m 2

Live Load 150 kg/m 2

Finishing Load 50 kg/m 2

Total Load (w) 440 kg/m 2

Cmax = 0.083 M max = 161.05 kg.m

Main reinforcement Rebar (As) = = 2.19 cm2

Use Rebar RB 9 mm.@ 0.20 m. As = 3.18 cm2

(Both side)

Rb

M

d j fs M

..

Determine Effective thickness(d)= = 3.54 cm. < 7.00 cm. O.K. Rb

M

d j fs M

..


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Slab SC-1

Length 1.50 m.Minimum thickness D= s/10 0.15 m.Use thickness 12.50 cm.Concrete covering 2.5 cm.

Effective thickness(d) 10.00 cm.

Load

Dead Load 300 kg/mLive Load 150 kg/mFinishing Load 50 kg/mTotal 500 kg/mPoint Load 50 kgM max. 610 kg.m

Effective thickness (d)= = 7.33 cm. < 10.00 cm O.K.

Reinforcing Bar(As)= = 4.55 cm 2

Use Rebar DB 12 mm. @ 0.20 m. As= 5.65 cm 2 O.K.

temperature and shrinkage steel (As t)= 0.0025 x b x d= 3.13 cm2

Use Rebar RB 9 mm. @ 0.15 m.

As= 4.24 cm2

O.K.

Rb

M

d j fs M

..


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Stair ST-1

length (L) 4.00 m.

Minimum thikness D= L/25 16.00 cm.Use thickness 18.00 cm.

Concrete covering 2.5 cm.Effective thickness(d) 15.50 cm.

Load

Dead Load 622 kg/mLive Load 300 kg/mFinishing Load 50 kg/mOther 10 kg/mTotal load(w) 982 kg/m

Mmax = ( ws2)

/8 = 1964.00 kg.m Reaction (w.L/2) = 1964 kg. Main Reinforce ment rebar (As) = = 9.39 cm 2

Use DB 12 mm. @ 0.10 m. As = 11.30 cm 2

2

Rb

M

d j fs M

..

empura ure an s r n age s ee = . cm Use rebar RB 9 mm. @ 0.15 m. As = 4.24 cm 2

Determine effective thickness(d)= = 14.91 cm. < 15.50 cm. O.K. Rb

M

d j fs M

..


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Beam B1Section Width 0.20 m.

Depth 0.40 m.Covering 0.03 m.d = 0.356 m.

d' = 0.044 m.

Dead Load B1 192 kg/m.

M+ 2,800 kg-m.V 2,300 kg

Determine Flexural ReinforcementMc =Rbd 2= 2,874.53 kg-m. > M +Max.

As1 = M+/fs.jd= 5.87 cm

Bottom Bars(Tension) 3 DB 16 mm As = 6.03 cm 2

0 DB 0 mm As = 0.00 cm 2

Total 6.03 cm

Top Bars(Compression) 2 DB 16 mm As = 4.02 cm 2

Design of Shear ReinforcementShear, V 2300 kgShear Capacity Vc = 0.29fc'^0.5(b.d) = 2992.18 kgV' = V -Vc= -692.18 kgStirrup RB 6 mm. Av = 0.57 cm 2

Spacing s = Av.fv.d/(V') = -34.88 cm.spacing not exceed 0.20 m. OR 0.18 m.Use Stirrup RB 6 mm @ 0.15 m.

0.20

2 DB 16 mm.

0.40 Stirrup RB 6 mm. @ 0.15 m.

3 DB 16 mm.


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d' = 0.044 m.


M+ 4,700 kg-m.V 4,600 kg

Determine Flexural ReinforcementMc =Rbd 2= 4,716.24 kg-m. > M +Max.

As1 = M+/fs.jd= 7.70 cm

Bottom Bars(Tension) 2 DB 16 mm As = 4.02 cm 2

2 DB 16 mm As = 4.02 cm 2

Total 8.04 cm

Top Bars(Compression) 2 DB 16 mm As = 4.02 cm 2

Design of Shear ReinforcementShear, V 4600 kgShear Capacity Vc = 0.29fc'^0.5(b.d) = 3832.68 kgV' = V -Vc= 767.32 kgStirrup RB 6 mm. Av = 0.57 cm 2

Spacing s = Av.fv.d/(V') = 40.31 cm.spacing not exceed 0.20 m. OR 0.23 m.Use Stirrup RB 6 mm @ 0.15 m.

0.20

2 DB 16 mm.

0.50 Stirrup RB 6 mm. @ 0.15 m.

4 DB 16 mm.


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Beam B-3Section Width 0.20 m.


d' = 0.044 m.

Dead Load B-3 240 kg/m.

M+ 6,000 kg-m.V 6,000 kg

Determine Flexural ReinforcementMc =Rbd 2= 4,716.24 kg-m. < M +Max.

M' = M+ - Mc 1,284 kg-m.As1 = Mc/fs.jd= 7.72 cm

As2 = M'/fs(d-d')= 2.08 cm

As = As1+As 2 = 9.80 cm

Bottom Bars(Tension) 2 DB 16 mm As = 4.02 cm

3 DB 16 mm As = 6.03 cm 2

Total 10.05 cm 2

Top Bars(Compression) As' = 0.5As 2((1-k)/k-(d'/d))= 3.13 cm

2 DB 16 mm As = 4.02 cm 2

0 DB 0 mm As = 0.00 cm 2

Total 4.02 cm 2

Design of Shear ReinforcementShear, V 6,000 kgShear Capacity Vc = 0.29fc'^0.5(b.d) = 3832.68 kgV' = V -Vc= 2167.32 kgUse stirrup RB 6 mm. Av = 0.57 cm 2

Spacing s = Av.fv.d/(V') = 14.27 cm.spacing not exceed 0.20 m. OR 0.228 mUse Stirrup RB 6 mm @ 0.15 m.


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Beam B-4Section Width 0.20 m.


d' = 0.044 m.

Dead Load B-4 240 kg/m.

M+ 6,700 kg-m.V 6,030 kg


M' = M+ - Mc 2,025 kg-m.As1 = Mc/fs.jd= 7.69 cm

As2 = M'/fs(d-d')= 3.29 cm

As = As1+As 2 = 10.98 cm


2 DB 20 mm As = 6.28 cm 2

Total 12.56 cm 2


3 DB 16 mm As = 6.03 cm 2

0 DB 0 mm As = 0.00 cm 2

Total 6.03 cm 2

Design of Shear ReinforcementShear, V 6,030 kgShear Capacity Vc = 0.29fc'^0.5(b.d) = 3815.87 kgV' = V -Vc= 2214.13 kgUse stirrup RB 6 mm. Av = 0.57 cm 2



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d' = 0.046 m.


M+ 8,600 kg-m.V 6,000 kg


M' = M + - Mc 1,639 kg-m. As 1 = Mc/fs.jd= 9.38 cm

As 2 = M'/fs(d-d')= 2.15 cm

As = As 1+As 2 = 11.53 cm


2 DB 20 mm As = 6.28 cm 2

Total 12.56 cm 2


2 DB 20 mm As = 6.28 cm 2

0 DB 0 mm As = 0.00 cm 2

Total 6.28 cm 2

Design of Shear ReinforcementShear, V 6000 kgShear Capacity Vc = 0.29fc'^0.5(b.d) = 4656.37 kgV' = V -Vc= 1343.63 kgUse stirrup RB 6 mm. Av = 0.57 cm 2


0.20

2 DB 20 mm.

0.60 stirrup RB 6 mm. @ 0.15 m.

4 DB 20 mm.


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Column C-1

Axial Load 3,000 kg

Wide (Y side) 20 cm

Depth( X side) 20 cm

Ag = 400 cm2

Main Rebar SD 30 4 DB 16 mm

As = 8.05 cm2

fc' = 210 ksc fy = 3000 ksc

fs = 1200 ksc

pg = 0.020 (0.01-0.08) OK

P = 26,057 kg > 3,000 kg OK

Use stirrup RB 6 mm

Spacing of stirrup not exceed 0.26 m

or 0.29 m

or 0.20 m

Spacing of main rebar not less than 2.40 cm or not less than 4 cm

Use Main Bar 4 DB 16 mm

Use Stirrup RB 6 mm @ 0.15 m

20 cm

20 cm

4 DB 16 mm

stirrup RB 6 @ 0.15 m.


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Column C-2

Axial Load 18,000 kg

Wide (Y side) 25 cm


Ag = 625 cm2


As = 12.07 cm2

fc' = 210 ksc fy = 3000 ksc

fs = 1200 ksc

pg = 0.019 (0.01-0.08) OK

P = 40,201 kg > 18,000 kg OK

Use stirrup RB 6 mm


or 0.29 m

or 0.25 m




25 cm

25 cm

6 DB 16 mm



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Column Pier

Axial Load 38,000 kg

Wide (Y side) 30 cm


Ag = 900 cm2


As = 16.09 cm2

fc' = 210 ksc fy = 3000 ksc

fs = 1200 ksc

pg = 0.018 (0.01-0.08) OK

P = 56,576 kg > 38,000 kg OK

Use stirrup RB 6 mm


or 0.29 m

or 0.30 m




30 cm

30 cm

8 DB 16 mm



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SPREAD FOOTING F1

Axial load 20,000 kg.

Size of Column

a parallel Y-axis 0.3 m.

b parallel X-axis resist Momen 0.3 m.

Allowable Soil Pressure 8,000 kg./m2

Self Weigth of Footing 600 kg./m2

Soil above footing 2112.5 kg./m2

Required area 4.00 m2

Size of Footing

B parallel Y-axis 2.00 m.

L parallel X-axis 2.00 m. Area = 4.00 m2

Depth 0.25 m.

Covering 0.08 m.

d = 0.17 m.

Below the ground 1.50 m.

Gross soil pressure 7,712.50 kg./m2

< 8,000 kg./m2

OK

Net soil pressure 5,000.00 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) 0.85 m.My = 1,806.25 kg.m.

Steel bars in X-direction

Ast = M+/fs.jd= 8.02 cm2

As,temp = 10.00 cm 2 (0.002bh for SD30 )

14 DB 12 mm As = 15.83 cm 2 @ 0.14 m.

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

Distance from the edge of the column (y-direction) 0.85 m.My = 1,806.25 kg.m.

Steel bars in Y-direction


= 2 , . .

14 DB 12 mm As = 15.83 cm 2 @ 0.14 m.

Shear Checking

1.One way shear v p = 4.10 ksc

Distance from the edge of the column, d 0.68 m.

Shear force at critical section Vp = 6,810.00 kg.

Critical section area 3380 cm2

Vp = 2.01 ksc . < 4.10 ksc. OK

2.Punching shear

vc = 7.50 ksc

Shear force at critical section V 18,900.20 kg.

Perimeter b 0 187.6 cm

Puncing area 3170.44 cm2

Vc = 5.96 ksc . < 7.50 ksc. OK


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SPREAD FOOTING F2


Size of Column





Soil above footing 2028 kg./m2


Size of Footing



Depth 0.30 m.

Covering 0.08 m.

d = 0.22 m.



< 8,000 kg./m2

OK



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Distance from the edge of the column (X-direction) 1 m.My = 2,457.47 kg.m.




15 DB 12 mm As = 16.96 cm 2 @ 0.15 m.


Distance from the edge of the column (y-direction) 1 m.My = 2,457.47 kg.m.



= 2 , . .

15 DB 12 mm As = 16.96 cm 2 @ 0.15 m.

Shear Checking





Vp = 1.75 ksc . < 4.10 ksc. OK

2.Punching shear

vc = 7.50 ksc




Vc = 5.43 ksc . < 7.50 ksc. OK


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SPREAD FOOTING F3


Size of Column







Size of Footing



Depth 0.40 m.

Covering 0.08 m.

d = 0.32 m.



< 8,000 kg./m2

OK



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17 DB 16 mm As = 34.16 cm 2 @ 0.15 m.





= 2 , . .

17 DB 16 mm As = 34.16 cm 2 @ 0.15 m.

Shear Checking





Vp = 1.36 ksc . < 4.10 ksc. OK

2.Punching shear

vc = 7.50 ksc




Vc = 4.22 ksc . < 7.50 ksc. OK


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SPREAD FOOTING F4


Size of Column







Size of Footing



Depth 0.40 m.

Covering 0.08 m.

d = 0.32 m.



< 8,000 kg./m2

OK



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19 DB 16 mm As = 38.18 cm 2 @ 0.15 m.





= 2 , . .

19 DB 16 mm As = 38.18 cm 2 @ 0.15 m.

Shear Checking





Vp = 1.43 ksc . < 4.10 ksc. OK

2.Punching shear

vc = 7.50 ksc




Vc = 4.65 ksc . < 7.50 ksc. OK

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2 stories office calculation report