2 stories house calculation report

8/16/2019 2 stories house calculation report

1/27

(Purlin)

(Length ,L) 1 m.(Spacing, @) 0.33 m.

(Slope of Roof) 30 degree

(Live Load) 30 kg/m. 2 (Dead Load)

(Roof Material) 50 kg/m. 2 (Purlin) 5 kg/m. 2 ( , ) 15 kg/m. 3

Dead Load 70 kg/m. 2

0-10 m. 50 kg/m. 2(Wind Load)= (2Psinθ/1+sin^2θ) 40.00 kg/m. 2

Load Casekg/m.

Case 1 DL= x DL= 23.1 kg/m.

Case 2 DL+LL = x(DL+LL )= 33 kg/m.

Case 3 0.75(DL+LL+WL) x = 34.65 kg/m.

W = 35 kg/m.Wx = Wsin q = 17.5 kg/m.Wy = Wcos q = 30.31 kg/m.

= 3.03 kg.m.

S x = 0.21 cm. cm.

25x 25x2 mm. @ 0.33 m.

S x = 1.19 cm. Ix = 1.48 cm.

0.13 cm L/240 = 0.42 cm O.K.


2/27

(Length ,L) 2 m. 0.33 m.

1 m. (Slope of Roof) 30 degree

(Live Load) 30 kg/m. 2 (Dead Load)

7 kg/m. 2 (Roof Material) 50 kg/m. 2 (Purlin) 5 kg/m. 2 ( , ) 15 kg/m. 3

Dead Load 77 kg/m. 2

0-10 m. 50 kg/m. 2 (Wind Load) 40.00 kg/m. 2

W = 110 kg/m. w = W/cosθ = 127.02 kg/m.

= 80.00 kg.m.

S x = 5.56 cm.

100 x 50 x 20 x 3.2

S x = 21.3 cm. Ix = 107 cm.

0.07 cm.

0.56 cm. O.K.


3/27

Project : Engineer :Location : Date :Owner : Time :

1.1.End Moment(M 1) kg.-m. 2.1.Use Steel Grade

1.2.Middle Moment 300.00 kg.-m. 2.2.Modulus Of Elastic 2,100,000 ksc.

1.3.End Moment(M 2) 2.3.Yield Strength 2,400 ksc.

1.4.Max. Shear(V.) 450.00 kg. 2.4.Ultimate Strength 4,100 ksc.

1.5.Deflection( ) kg.-m.3

2.5.All. Bend. Stress 1,440 ksc.

1.6.Max. Length(L.) 1.50 m. 2.6.All. Deflextion= L 240

1.7.Lateral Support(L b) 1.50 m.

1.8.Coefficient of C b 1.00 4.1.Real Laterally Sup. ***** m.

4.2.Min. Laterall Sup. 1.30 m.

3

kg.-m.

[ I.Datas For Design ] [ II.Properties Of Steel For DesignFe-24

ddbcb

30- . .-2015

10:57:41 PM

Design For Flexible Members :

[ IV.Check Laterally Supported ]

[ III.Result Of Calculate ]3.1.Required (S x-x) 20.83 cm. 4.3.Max. Laterall Sup. 2.50 m.

3.2.Type Of Section 2 Lip. Chan. C3.3.Trial Section No. 8 2 Double

3.4.Size Of Section 150*50*20 mm. 5.1.Laterally Supported Is Sufficiently3.5.Thick. Web(t , t w) 3.20 mm. = *****

3.6.Thick. Flange(t f ) 3.20 mm. = *****

3.7.Section Area(A s) 8.61 cm.2

= *****

3.8.Weight Of Section 6.76 kg./m. All.Bending Stress(Fb) ***** ksc.

3.9.Sect. Modulus(S x-x) 37.40 cm.3

3.10.M. Of In.(I x-x) 280.00 cm.4

5.2.Laterally Supported Is Non-Sufficiently

3.11.Rad. Of Gyr.(r min.) 1.81 cm. = 75.66

= 54.66

= 122.22

1.Actual Bending Stress 401 ksc. OK.! All.Bending Stress(Fb) 1,440.00 ksc.

2.Actual Shear Stress 102.50 ksc. OK.!

3.Actual Deflextion 6.1.Max. Allowable 0.63 cm.

[ Recheck Allowable Stress On Section ]2C - 150*50*20*3.2 mm.( = 6.76 kg./m.)

[ VI.Allowable Deflextion( < (L/240) ]

Select To Use Section : 2C - 150*50*20*3.2 mm.( = 6.76 kg./m.)

>

[ V.Allowable Bending Stress(Fb) ]

>

7 1 7 1 0 4* * Cb

F y

4 3 7 7.

F y

b f

t f 2 *

7 9 6 5.

F y

L

r t

3 5 8 5 1 0 4* * C b

F y


4/27












3

kg.-m.


ddbcb

30- . .-2015

10:52:49 PM








= *****



3.10.M. Of In.(I x-x) 280.00 cm.4


3.11.Rad. Of Gyr.(r min.) 1.81 cm. = 75.66

= 54.66

= 122.22







>


>

7 1 7 1 0 4* * Cb

F y

4 3 7 7.

F y

b f

t f 2 *

7 9 6 5.

F y

L

r t

3 5 8 5 1 0 4* * C b

F y


5/27


1.1.Design Load(P) 300 kg. 2.1.Use Steel Grade

1.2.Length(Lx-x) 1.10 m. 2.2.Modulus Of Elastic. 2,100,000 ksc.

1.3.Length(Ly-y) 1.10 m. 2.3.Yield Strength 2,400 ksc.

1.4.Max. Length 1.10 m. 2.4.Ultimate Strength 4,100 ksc.

1.5.Min. Value Of k 0.65 2.5.All. Comp. Stress 1,440 ksc.

1.6.Use Value Of k 1.20 2.6.Use Allowable KL/r 200 For Main.

3.1.Req. Min. Area 0.21 cm.2

4.1.Type Of Section 2 Lip. Chan.

****

[ IV.Select Type & Section Of Steel ]

Fe-24

[ III.Result Of Calculate ]

ddbcb

Design For Axially Compression Members :

24- . .-2546

11:00:57 PM

[ I.Datas For Design ] [ II.Properties Of Steel For Desig

[fixed-fixed]

. . c . . . .

3.3.Value Of ( ) (kL/r) 72.93 OK.! 4.3.Size Of Section 150*50*20 mm.

3.5.Allowable Compressive Stress : F a 4.4.Thick. Web(t , tw) 3.20 mm.

4.5.Thick. Flange(tf) 3.20 mm.

Fai = 1,095.54 ksc. 4.6.Section Area(As) 8.61 cm.2

4.7.Weight Of Section 6.76 kg./m.

Fae = 0.00 ksc. 4.8.Sect. Modulus(Sx-x) 37.40 cm.3

4.9.Moment Of In.(Ix-x) 280.00 cm.4

4.10.Rad. Of Gyr.(rmin. 1.81 cm.

5.1.Status Of Sect. Area 5.4.Actual Stress 34.86 ksc. OK.!

5.2.Load Resist By Sect. 9,429 kg. OK.! 5.5.Slenderness Ratio 72.93 < 200 OK.!

5.3.Safty Load 31.43 times

2.)Elastic Range :

: This Section OK.!

Select To Use Section : C - 150*50*20*3.2 mm.( = 6.76 kg./m.)

C - 150*50*20*3.2 mm.( = 6.76 kg./m.)

1.)Inelastic Range :

[ V.Recheck Design Section ]C - 150*50*20*3.2 mm.( = 6.76 kg./m.)

cr k l /

cr k l /


6/27












3

kg.-m.


ddbcb

30- . .-2015

10:56:00 PM








= *****



3.10.M. Of In.(I x-x) 107.00 cm.4


3.11.Rad. Of Gyr.(r min.) 1.87 cm. = 79.80

= 54.66

= 122.22







>


>

7 1 7 1 0 4* * Cb

F y

4 3 7 7.

F y

b f

t f 2 *

7 9 6 5.

F y

L

r t

3 5 8 5 1 0 4* * C b

F y


7/27












3

kg.-m.


ddbcb

30- . .-2015

10:54:19 PM








= *****



3.10.M. Of In.(I x-x) 280.00 cm.4


3.11.Rad. Of Gyr.(r min.) 1.81 cm. = 75.66

= 54.66

= 122.22

1.Actual Bending Stress 1,107 ksc. OK.! All.Bending Stress(Fb) 1,440.00 ksc.






>


>

7 1 7 1 0 4* * Cb

F y

4 3 7 7.

F y

b f

t f 2 *

7 9 6 5.

F y

L

r t

3 5 8 5 1 0 4* * C b

F y


8/27

S-1

(S) 1.40 m. m = S/L = 0.35 (L) 4.00 m.

D= S/20 7.00 cm. 10.00 cm.

3 cm. (d) 7.00 cm.

(w) Dead Load 240kg/m2Live Load 150kg/m2Finishing Load 50kg/m2

(w) 440 kg/m2

Mmax =( ws2) /8 = 107.80 kg.m < M = R.b.d2= 630.81 kg.m. O.K.

(As) = = 1.47 cm2

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

Rb M

d j fs M

..

(As t)= 0.0025 x b x h= 2.5cm2 RB 9 mm. @ 0.20 m.

As= 3.18cm2 O.K.

(d)= = 2.89 cm. < 7.00 cm. O.K.

. 11482

Rb M


9/27

S2

(S) 1.10 m. m = S/L = 0.55 (L) 2.00 m.

D= (2S+2L)/180 3.44 cm. 10.00 cm.

2.5 cm. (d) 7.50 cm.

(w) Dead Load 240kg/m2Live Load 150kg/m2Finishing Load 50kg/m2

(w) 440 kg/m2Cmax = 0.083

Mmax = 44.19 kg.m

(As) = = 0.56 cm2

RB 9 mm.@ 0.20 m. As = 3.18cm2( 2 )

d j fs M

..

(d)= = 2.09 cm. < 7.50 cm. O.K.

. 11482

Rb

M


10/27

ST-1

(L) 4.00 m.

D= L/25 16.00 cm. 15.00 cm.

2.5 cm. (d) 12.50 cm.

(w) Dead Load 700 kg/mLive Load 200 kg/mFinishing Load 30 kg/m ( ) 20 kg/m(w) 950 kg/m

Mmax =( ws2)

/8 = 1900.00 kg.m(w.L/2) = 1900 kg. (As) = = 11.47 cm2

DB 12 mm. @ 0.10 m. As = 11.30cm2 2

Rb

M

d j fs M

..

= . x x . = . cm RB 9 mm. @ 0.15 m. As = 4.24cm2

(d)= = 11.68 cm. < 12.50 cm. O.K.

. 11482

Rb

M


11/27

ST-2

(L) 1.05 m.

D= L/25 4.20 cm. 10.00 cm.

2.5 cm. (d) 7.50 cm.

(w) Dead Load 630 kg/mLive Load 200 kg/mFinishing Load 50 kg/m ( ) 20 kg/m(w) 900 kg/m

Mmax =( ws2)

/8 = 124.03 kg.m(w.L/2) = 472.5 kg. (As) = = 1.25 cm2

RB 9 mm. @ 0.20 m. As = 3.18cm2 2

Rb

M

d j fs M

..

= . x x . = . cm RB 9 mm. @ 0.2 m. As = 3.18cm2

(d)= = 2.98 cm. < 7.50 cm. O.K.

. 11482

Rb

M


12/27

B1

0.20 m.0.40 m.0.03 m.

d = 0.358 m.

d' = 0.042 m.

Dead Load B1 192 kg/m.

M+ 1,600 kg-m.V 4,800 kg

Mc =Rbd 2= 3,571.90 kg-m. > M +

As 1 = M+/fs.jd= 3.37 cm

( ) 3 DB 12 mm As = 3.39 cm 20 DB 12 mm As = 0.00 cm 2

3.39 cm

( ) 3 DB 12 mm As = 3.39 cm 2

V 4,800 kg Vc = 0.29fc'^0.5(b.d) = 3216.75 kg

V' = V -Vc= 1583.25 kg RB 6 mm. Av = 0.57 cm 2

s = Av.fv.d/(V') = 15.34 cm. 0.20 m. 0.179 m.

RB 6 mm @ 0.15 m.

3 DB 12 mm

RB 6 mm@ 0.15 m.

3 DB 12 mm

.11482


13/27

B4

0.20 m.0.50 m.0.03 m.

d = 0.456 m.

d' = 0.044 m.


M+ 7,000 kg-m.V 7,100 kg

Mc =Rbd 2= 5,795.13 kg-m. < M +

M' = M + - Mc 1,205 kg-m. As 1 = Mc/fs.jd= 9.59 cm

As 2 = M'/fs(d-d')= 1.95 cm

As = As 1+As 2 = 11.54 . . ( ) 3 DB 16 mm As = 6.03 cm

3 DB 16 mm As = 6.03 cm 2

12.06 cm 2

As' = 0.5As 2((1-k)/k-(d'/d))= 2.49 . . 3 DB 16 mm As = 6.03 cm 2

0 DB 0 mm As = 0.00 cm 2

6.03 cm 2

V 7100 kg Vc = 0.29fc'^0.5(b.d) = 4097.31 kg

V' = V -Vc= 3002.69 kg RB 6 mm. Av = 0.57 cm 2

s = Av.fv.d/(V') = 10.30 cm. 0.20 m. 0.228 m

RB 6 mm @ 0.10 m.

3 DB 16 mm

RB 6 mm@ 0.10 m.

6 DB 16 mm

.11482


14/27

B3

0.20 m.0.50 m.0.03 m.

d = 0.456 m.

d' = 0.044 m.


M+ 4,500 kg-m.V 6,000 kg

Mc =Rbd 2= 5,795.13 kg-m. > M +

As 1 = M+/fs.jd= 7.45 cm


8.04 cm

( ) 2 DB 16 mm As = 4.02 cm 2

V 6,000 kg Vc = 0.29fc'^0.5(b.d) = 4097.31 kg

V' = V -Vc= 1902.69 kg RB 6 mm. Av = 0.57 cm 2

s = Av.fv.d/(V') = 16.25 cm. 0.20 m. 0.228 m.

RB 6 mm @ 0.15 m.

2 DB 16 mm

RB 6 mm@ 0.15 m.

4 DB 16 mm

.11482


15/27

B2

0.20 m.0.40 m.0.03 m.

d = 0.358 m.

d' = 0.042 m.


M+ 2,700 kg-m.V 4,800 kg

Mc =Rbd 2= 3,571.90 kg-m. > M +

As 1 = M+/fs.jd= 5.69 cm


5.65 cm

( ) 3 DB 12 mm As = 3.39 cm 2

V 4,800 kg Vc = 0.29fc'^0.5(b.d) = 3216.75 kg

V' = V -Vc= 1583.25 kg RB 6 mm. Av = 0.57 cm 2

s = Av.fv.d/(V') = 15.34 cm. 0.20 m. 0.179 m.

RB 6 mm @ 0.15 m.

3 DB 12 mm

RB 6 mm@ 0.15 m.

5 DB 12 mm

.11482


16/27

C-2

25,000 kg Y 25 cm X 25 cm

Ag= 625 SD 30 4 DB 16 mm

As = 8.05fc' = 240 ksc fy= 3000 ksc

fs= 1200 ksc pg= 0.013 (0.01-0.08) OK

P= 40,082 kg > 25,000 kg OK RB 6 mm

0.26 m

0.29 m0.25 m

2.40 cm 4 cm4 DB 16 mm

RB 6 mm @ 0.15 m25 cm

25 cm

4 DB 16 mm RB 6 @ 0.15 m.

.11482


17/27

C-1

15,000 kg Y 20 cm X 20 cm

Ag= 400 SD 30 4 DB 12 mm

As = 4.53fc' = 240 ksc fy= 3000 ksc

fs= 1200 ksc pg= 0.011 (0.01-0.08) OK

P= 25,016 kg > 15,000 kg OK RB 6 mm

0.19 m

0.29 m0.20 m

1.80 cm 4 cm4 DB 12 mm

RB 6 mm @ 0.15 m20 cm

20 cm

4 DB 12 mm RB 6 @ 0.15 m.

.11482


18/27

Project : 2 Engineering ByLocation :

. . . ; F5 = . .

: ( x - direction : a ) =

: ( y - direction : b) =

= . ./ . . .

. . = . .

= . .

=

=

: ( t ) =

: ( d ) =

: (Total Load ) = . .

: ( q ) = . ./ . . . < : OK

M = WL2 / 2 = . . - .

d req. = sqrt ( M / Rb) = . < Effective depth :OK

; Beam Shear

vb = 0.29 x sqrt ( fc' ) = ./ . . .

Vb = V / ( B x d ) = ./ . . . < vb : OK

; Punching Shear vp = 0.53 x sqrt ( fc' ) = ./ . . .

Vp = V / ( b x d ) = ./ . . . < vp : OK

As = M / f s / j / d As = . . .

Use 5 DB 12 mm m. As = . . . > As req. : OK

S 0 = . .

uall = 3.23 x sqrt(fc') / D = . ./ . . . . (Use 35 / . .)

S 0 = V / Uall x j x d =

= . . OK

$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$

REINFORCED CONCRETE DESIGN$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$

3500

Date : 29/11/2015 14:18

0.20

0.20

8000

7863

0.30

0.23

0.04

0.09

350

3850

3853

245.72

0.69

0.70

@ 0.15

1.95

35.4

0.81

3.81

6.97

0.64

18.85

5.65

1376.03 / 35 x 0.898 x 22


19/27

Ground level

5 - DB12@ 0.15 m.

DB 12 mm.

1: 3 : 5

8000 ./ . .

F5

0 . 2

5

0

0 . 2

5 0

0 . 2

0

0.70

0 . 7

0

0.250 0.2500.20

0.20

0 . 2

0

PLAN VIEW

SECTION VIEW ;

0.100.10

0.230.30

1.50


20/27


. . . ; F4 = . .



= . ./ . . .

. . = . .

= . .

=

=

: ( t ) =

: ( d ) =


: ( q ) = . ./ . . . < : OK

M = WL2 / 2 = . . - .


; Beam Shear

vb = 0.29 x sqrt ( fc' ) = ./ . . .

Vb = V / ( B x d ) = ./ . . . < vb : OK


Vp = V / ( b x d ) = ./ . . . < vp : OK

As = M / f s / j / d As = . . .


S 0 = . .



= . . OK

$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$


6000

Date : 29/11/2015 14:11

0.20

0.20

8000

6720

0.30

0.23

0.06

0.52

600

6600

6720

537.60

0.91

1.00

@ 0.18

3.80

35.4

1.77

3.81

6.97

1.44

22.62

6.79

2688 / 35 x 0.898 x 22.5


21/27

Ground level

6 - DB12@ 0.18 m.

DB 12 mm.

1: 3 : 5

8000 ./ . .

F4

0 . 4

0

0

0 . 4

0 0

0 . 2

0

1.00

1 . 0

0

0.400 0.4000.20

0.20

0 . 2

0

PLAN VIEW

SECTION VIEW ;

0.100.10

0.230.30

1.50


22/27


. . . ; F3 = . .



= . ./ . . .

. . = . .

= . .

=

=

: ( t ) =

: ( d ) =


: ( q ) = . ./ . . . < : OK

M = WL2 / 2 = . . - .


; Beam Shear

vb = 0.29 x sqrt ( fc' ) = ./ . . .

Vb = V / ( B x d ) = ./ . . . < vb : OK


Vp = V / ( b x d ) = ./ . . . < vp : OK

As = M / f s / j / d As = . . .


S 0 = . .



= . . OK

$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$


12000

Date : 29/11/2015 14:05

0.20

0.20

8000

7821

0.30

0.23

0.09

1.13

1200

13200

13217

1182.93

1.28

1.30

@ 0.2

7.91

35.4

3.90

3.81

6.97

3.09

26.39

7.92

5592.02 / 35 x 0.898 x 22


23/27

Ground level

7 - DB12@ 0.2 m.

DB 12 mm.

1: 3 : 5

8000 ./ . .

F3

0 . 5

5

0

0 . 5

5 0

0 . 2

0

1.30

1 . 3

0

0.550 0.5500.20

0.20

0 . 2

0

PLAN VIEW

SECTION VIEW ;

0.100.10

0.230.30

1.50


24/27


. . . ; F2 = . .



= . ./ . . .

. . = . .

= . .

=

=

: ( t ) =

: ( d ) =


: ( q ) = . ./ . . . < : OK

M = WL2 / 2 = . . - .


; Beam Shear

vb = 0.29 x sqrt ( fc' ) = ./ . . .

Vb = V / ( B x d ) = ./ . . . < vb : OK


Vp = V / ( b x d ) = ./ . . . < vp : OK

As = M / f s / j / d As = . . .


S 0 = . .

uall = 3.23 x sqrt(fc') / D = . ./ . . . . (Bonding Pass ; OK)


= . . OK

$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$


18000

Date : 29/11/2015 10:48

0.20

0.20

8000

7752

0.30

0.23

0.12

1.64

1800

19800

19844

1899.24

1.57

1.60

@ 0.21

12.28

26.55

6.27

3.81

6.97

4.82

40.21

16.08

8682.24 / 26.55 x 0.898


25/27

Ground level

8 - DB16@ 0.21 m.

DB 12 mm.

1: 3 : 5

8000 ./ . .

F2

0 . 7

0

0

0 . 7

0 0

0 . 2

0

1.60

1 . 6

0

0.700 0.7000.20

0.20

0 . 2

0

PLAN VIEW

SECTION VIEW ;

0.100.10

0.230.30

1.50


26/27


. . . ; F1 = . .



= . ./ . . .

. . = . .

= . .

=

=

: ( t ) =

: ( d ) =


: ( q ) = . ./ . . . < : OK

M = WL2 / 2 = . . - .


; Beam Shear

vb = 0.29 x sqrt ( fc' ) = ./ . . .

Vb = V / ( B x d ) = ./ . . . < vb : OK


Vp = V / ( b x d ) = ./ . . . < vp : OK

As = M / f s / j / d As = . . .


S 0 = . .

uall = 3.23 x sqrt(fc') / D = . ./ . . . . (Bonding Pass ; OK)


= . . OK

$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$


25000

Date : 29/11/2015 10:43

0.25

0.25

8000

7090

0.35

0.28

0.14

1.55

2500

27500

28360

2714.14

1.85

2.00

@ 0.21

14.36

26.55

7.33

3.81

6.97

4.57

50.27

20.11

12407.5 / 26.55 x 0.898


27/27

Ground level

10 - DB16@ 0.21 m.

DB 12 mm.

1: 3 : 5

8000 ./ . .

F1

0 . 8

7

5

0 . 8

7 5

0 . 2

5

2.00

2 . 0

0

0.875 0.8750.25

0.25

0 . 2

5

PLAN VIEW

SECTION VIEW ;

0.100.10

0.280.35

1.50

2 stories house calculation report

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