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8/16/2019 2 stories house calculation report
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(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.
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(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.
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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
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Project : Engineer :Location : Date :Owner : Time :
1.1.End Moment(M 1) kg.-m. 2.1.Use Steel Grade
1.2.Middle Moment 30.00 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.) 200.00 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
10:52:49 PM
Design For Flexible Members :
[ IV.Check Laterally Supported ]
[ III.Result Of Calculate ]3.1.Required (S x-x) 2.08 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 40 ksc. OK.! All.Bending Stress(Fb) 1,440.00 ksc.
2.Actual Shear Stress 45.55 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
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Project : Engineer :Location : Date :Owner : Time :
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 /
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Project : Engineer :Location : Date :Owner : Time :
1.1.End Moment(M 1) kg.-m. 2.1.Use Steel Grade
1.2.Middle Moment 202.00 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.) 120.00 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
10:56:00 PM
Design For Flexible Members :
[ IV.Check Laterally Supported ]
[ III.Result Of Calculate ]3.1.Required (S x-x) 14.03 cm. 4.3.Max. Laterall Sup. 3.75 m.
3.2.Type Of Section 2 Lip. Chan. C3.3.Trial Section No. 4 2 Double
3.4.Size Of Section 100*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) 7.01 cm.2
= *****
3.8.Weight Of Section 5.50 kg./m. All.Bending Stress(Fb) ***** ksc.
3.9.Sect. Modulus(S x-x) 21.30 cm.3
3.10.M. Of In.(I x-x) 107.00 cm.4
5.2.Laterally Supported Is Non-Sufficiently
3.11.Rad. Of Gyr.(r min.) 1.87 cm. = 79.80
= 54.66
= 122.22
1.Actual Bending Stress 474 ksc. OK.! All.Bending Stress(Fb) 1,440.00 ksc.
2.Actual Shear Stress 43.00 ksc. OK.!
3.Actual Deflextion 6.1.Max. Allowable 0.63 cm.
[ Recheck Allowable Stress On Section ]2C - 100*50*20*3.2 mm.( = 5.5 kg./m.)
[ VI.Allowable Deflextion( < (L/240) ]
Select To Use Section : 2C - 100*50*20*3.2 mm.( = 5.5 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
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Project : Engineer :Location : Date :Owner : Time :
1.1.End Moment(M 1) kg.-m. 2.1.Use Steel Grade
1.2.Middle Moment 828.00 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.) 730.00 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
10:54:19 PM
Design For Flexible Members :
[ IV.Check Laterally Supported ]
[ III.Result Of Calculate ]3.1.Required (S x-x) 57.50 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 1,107 ksc. OK.! All.Bending Stress(Fb) 1,440.00 ksc.
2.Actual Shear Stress 166.27 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
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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
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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
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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
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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
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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
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B4
0.20 m.0.50 m.0.03 m.
d = 0.456 m.
d' = 0.044 m.
Dead Load B4 240 kg/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
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B3
0.20 m.0.50 m.0.03 m.
d = 0.456 m.
d' = 0.044 m.
Dead Load B3 240 kg/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
( ) 2 DB 16 mm As = 4.02 cm 22 DB 16 mm As = 4.02 cm 2
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
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B2
0.20 m.0.40 m.0.03 m.
d = 0.358 m.
d' = 0.042 m.
Dead Load B2 192 kg/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
( ) 3 DB 12 mm As = 3.39 cm 22 DB 12 mm As = 2.26 cm 2
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
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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
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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
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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
$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$
REINFORCED CONCRETE DESIGN$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$
3500
Date : 29/11/2015 14:18
0.20
0.20
8000
7863
0.30
0.23
0.04
0.09
350
3850
3853
245.72
0.69
0.70
@ 0.15
1.95
35.4
0.81
3.81
6.97
0.64
18.85
5.65
1376.03 / 35 x 0.898 x 22
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Ground level
5 - DB12@ 0.15 m.
DB 12 mm.
1: 3 : 5
8000 ./ . .
F5
0 . 2
5
0
0 . 2
5 0
0 . 2
0
0.70
0 . 7
0
0.250 0.2500.20
0.20
0 . 2
0
PLAN VIEW
SECTION VIEW ;
0.100.10
0.230.30
1.50
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Project : 2 Engineering ByLocation :
. . . ; F4 = . .
: ( x - direction : a ) =
: ( y - direction : b) =
= . ./ . . .
. . = . .
= . .
=
=
: ( t ) =
: ( d ) =
: (Total Load ) = . .
: ( q ) = . ./ . . . < : OK
M = WL2 / 2 = . . - .
d req. = sqrt ( M / Rb) = . < Effective depth :OK
; Beam Shear
vb = 0.29 x sqrt ( fc' ) = ./ . . .
Vb = V / ( B x d ) = ./ . . . < vb : OK
; Punching Shear vp = 0.53 x sqrt ( fc' ) = ./ . . .
Vp = V / ( b x d ) = ./ . . . < vp : OK
As = M / f s / j / d As = . . .
Use 6 DB 12 mm m. As = . . . > As req. : OK
S 0 = . .
uall = 3.23 x sqrt(fc') / D = . ./ . . . . (Use 35 / . .)
S 0 = V / Uall x j x d =
= . . OK
$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$
REINFORCED CONCRETE DESIGN$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$
6000
Date : 29/11/2015 14:11
0.20
0.20
8000
6720
0.30
0.23
0.06
0.52
600
6600
6720
537.60
0.91
1.00
@ 0.18
3.80
35.4
1.77
3.81
6.97
1.44
22.62
6.79
2688 / 35 x 0.898 x 22.5
8/16/2019 2 stories house calculation report
21/27
Ground level
6 - DB12@ 0.18 m.
DB 12 mm.
1: 3 : 5
8000 ./ . .
F4
0 . 4
0
0
0 . 4
0 0
0 . 2
0
1.00
1 . 0
0
0.400 0.4000.20
0.20
0 . 2
0
PLAN VIEW
SECTION VIEW ;
0.100.10
0.230.30
1.50
8/16/2019 2 stories house calculation report
22/27
Project : 2 Engineering ByLocation :
. . . ; F3 = . .
: ( x - direction : a ) =
: ( y - direction : b) =
= . ./ . . .
. . = . .
= . .
=
=
: ( t ) =
: ( d ) =
: (Total Load ) = . .
: ( q ) = . ./ . . . < : OK
M = WL2 / 2 = . . - .
d req. = sqrt ( M / Rb) = . < Effective depth :OK
; Beam Shear
vb = 0.29 x sqrt ( fc' ) = ./ . . .
Vb = V / ( B x d ) = ./ . . . < vb : OK
; Punching Shear vp = 0.53 x sqrt ( fc' ) = ./ . . .
Vp = V / ( b x d ) = ./ . . . < vp : OK
As = M / f s / j / d As = . . .
Use 7 DB 12 mm m. As = . . . > As req. : OK
S 0 = . .
uall = 3.23 x sqrt(fc') / D = . ./ . . . . (Use 35 / . .)
S 0 = V / Uall x j x d =
= . . OK
$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$
REINFORCED CONCRETE DESIGN$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$
12000
Date : 29/11/2015 14:05
0.20
0.20
8000
7821
0.30
0.23
0.09
1.13
1200
13200
13217
1182.93
1.28
1.30
@ 0.2
7.91
35.4
3.90
3.81
6.97
3.09
26.39
7.92
5592.02 / 35 x 0.898 x 22
8/16/2019 2 stories house calculation report
23/27
Ground level
7 - DB12@ 0.2 m.
DB 12 mm.
1: 3 : 5
8000 ./ . .
F3
0 . 5
5
0
0 . 5
5 0
0 . 2
0
1.30
1 . 3
0
0.550 0.5500.20
0.20
0 . 2
0
PLAN VIEW
SECTION VIEW ;
0.100.10
0.230.30
1.50
8/16/2019 2 stories house calculation report
24/27
Project : 2 Engineering ByLocation :
. . . ; F2 = . .
: ( x - direction : a ) =
: ( y - direction : b) =
= . ./ . . .
. . = . .
= . .
=
=
: ( t ) =
: ( d ) =
: (Total Load ) = . .
: ( q ) = . ./ . . . < : OK
M = WL2 / 2 = . . - .
d req. = sqrt ( M / Rb) = . < Effective depth :OK
; Beam Shear
vb = 0.29 x sqrt ( fc' ) = ./ . . .
Vb = V / ( B x d ) = ./ . . . < vb : OK
; Punching Shear vp = 0.53 x sqrt ( fc' ) = ./ . . .
Vp = V / ( b x d ) = ./ . . . < vp : OK
As = M / f s / j / d As = . . .
Use 8 DB 16 mm m. As = . . . > As req. : OK
S 0 = . .
uall = 3.23 x sqrt(fc') / D = . ./ . . . . (Bonding Pass ; OK)
S 0 = V / Uall x j x d =
= . . OK
$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$
REINFORCED CONCRETE DESIGN$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$
18000
Date : 29/11/2015 10:48
0.20
0.20
8000
7752
0.30
0.23
0.12
1.64
1800
19800
19844
1899.24
1.57
1.60
@ 0.21
12.28
26.55
6.27
3.81
6.97
4.82
40.21
16.08
8682.24 / 26.55 x 0.898
8/16/2019 2 stories house calculation report
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Ground level
8 - DB16@ 0.21 m.
DB 12 mm.
1: 3 : 5
8000 ./ . .
F2
0 . 7
0
0
0 . 7
0 0
0 . 2
0
1.60
1 . 6
0
0.700 0.7000.20
0.20
0 . 2
0
PLAN VIEW
SECTION VIEW ;
0.100.10
0.230.30
1.50
8/16/2019 2 stories house calculation report
26/27
Project : 2 Engineering ByLocation :
. . . ; F1 = . .
: ( x - direction : a ) =
: ( y - direction : b) =
= . ./ . . .
. . = . .
= . .
=
=
: ( t ) =
: ( d ) =
: (Total Load ) = . .
: ( q ) = . ./ . . . < : OK
M = WL2 / 2 = . . - .
d req. = sqrt ( M / Rb) = . < Effective depth :OK
; Beam Shear
vb = 0.29 x sqrt ( fc' ) = ./ . . .
Vb = V / ( B x d ) = ./ . . . < vb : OK
; Punching Shear vp = 0.53 x sqrt ( fc' ) = ./ . . .
Vp = V / ( b x d ) = ./ . . . < vp : OK
As = M / f s / j / d As = . . .
Use 10 DB 16 mm m. As = . . . > As req. : OK
S 0 = . .
uall = 3.23 x sqrt(fc') / D = . ./ . . . . (Bonding Pass ; OK)
S 0 = V / Uall x j x d =
= . . OK
$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$
REINFORCED CONCRETE DESIGN$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$
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
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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