comercial building cal report

8/16/2019 Comercial Building Cal Report

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M2-2


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M3-3


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Node Reaction Node Reaction

217 41,766.18 210 27,163.46 209 41,586.81 218 27,146.53 225 40,263.37 202 25,320.31 206 35,698.83 226 25,302.79 214 35,650.39 230 25,224.03 213 35,001.17 119 25,217.02 221 34,960.71 117 23,783.03 205 34,916.33 237 23,752.88 229 34,873.88 105 20,255.75 222 34,573.70 235 20,208.06 231 34,157.76 101 18,390.39 198 34,156.91 234 18,381.21 233 33,402.97 106 17,489.95 201 33,392.18223 32,799.43

207 32,690.30215 32,653.64227 32,057.60203 32,048.85219 32,048.15211 32,039.66212 31,801.56220 31,797.12204 31,592.09228 31,588.31200 30,383.72232 30,382.24208 29,224.84

224 29,208.30216 29,208.20


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Purlin

DATA

Length ,L 4 m.Spacing, @ 1 m.

Slope of Roof 7 degree

Load data

Live Load 30 kg/m. 2

Dead LoadRoof Material 15 kg/m. 2

Purlin 6 kg/m. 2

Other 15 kg/m. 3

Total Dead Load 36 kg/m. 2

Wind Load 50 kg/m. 2

Wind Load to perpendicular roof= (2Psinθ/1+sin^2θ) 12.01 kg/m. 2

Load Case

Case 1 DL= Purlin spacing x DL= 36 kg/m.

Case 2 DL+LL = spacing x(DL+LL )= 66 kg/m.

Case 3 0.75(DL+LL+WL) x spacing = 58.51 kg/m.

Load to purlin W = 60 kg/m.Wx = Wsin q = 7.31 kg/m.Wy = Wcos q = 59.55 kg/m.

Member force from structural analysis programMoment max. = 95.28 kg.m.

Section of modulus S x = 6.62 cm.

Use C 100x 50x3.2 mm. @ 1.00 m.

S x = 21.3 cm. Ix = 107 cm.

Max. deflection 0.50 cm Allowable deflection L/240 = 1.67 cm O.K.


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Rafter

DATA

Length ,L 4 m.Lateral Support 1 m.

Rafter Spacing 4 m.Slope of Roof 7 degree

LOAD

Live Load 30 kg/m. 2

Dead LoadSelf Weight 6 kg/m. 2

(Roof Materia) 15 kg/m. 2

Purlin 6 kg/m. 2

Other 15 kg/m. 3

Total Dead Load 42 kg/m. 2

Horizontal Wind Load 50 kg/m. 2

Wind Load on Purlin 12.01 kg/m. 2

Use W = 252 kg/m.w = W/cosθ = 253.89 kg/m.

Moment max. = 360.00 kg.m.

Section of ModulusS x = 25.00 cm.

Use 2 C 100 x 50 x 20 x 3.2

S x = 42.6 cm. Ix = 214 cm.

Max. deflection 0.54 cm.

Allowable deflection 1.11 cm. O.K.


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Slab S-1

Short span(S) 1.30 m. m = S/L = 0.59Long span (L) 2.20 m. Two way slabMinimum thickness D= (2S+2L)/180 3.89 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 = 0.098 M max = 72.87 kg.m

Main reinforcement Rebar (As) = = 0.99 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)= = 2.38 cm. < 7.00 cm. O.K.

Rb

M

d j fs M

..


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Slab S-2

Short span (S) 1.40 m. m = S/L = 0.35Length span(L) 4.00 m. One-way slabMinimum thickness D= S/20 7.00 cm.Use thickness 10.00 cm.

Covering 3 cm.Effective thickness(d) 7.00 cm.

LoadDead Load 240 kg/m 2

Live Load 150 kg/m 2

Finishing Load 50 kg/m 2

Total (w) 440 kg/m 2

Mmax =( ws 2) /8 = 107.80 kg.m < M = R.b.d 2= 630.81 kg.m. O.K.

Main reinforcement Rebar (As) = = 1.47 cm 2

Use rebar RB 9 mm. @ 0.20 m. As = 3.18 cm 2

Rb M

d j fs M

..

Temperature steel(As t)= 0.0025 x b x h= 2.5 cm 2

use rebar RB 9 mm. @ 0.20 m. As= 3.18 cm 2 O.K.

Determine Effective thickness(d)= = 2.89 cm. < 7.00 cm. O.K. Rb M

d j fs M

..


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Slab SC-1

Length 1.40 m.Minimum thickness D= s/10 0.14 m.Use thickness 10.00 cm.Concrete covering 2.5 cm.

Effective thickness(d) 7.50 cm.

Load

Dead Load 240 kg/mLive Load 100 kg/mFinishing Load 50 kg/mTotal 390 kg/mPoint Load 30 kgM max. 424.2 kg.m

Effective thickness (d)= = 6.12 cm. < 7.50 cm O.K.

Reinforcing Bar(As)= = 4.22 cm 2

Use Rebar RB 9 mm. @ 0.15 m. = 2

Rb

M

d j fs M

..

. . .

temperature and shrinkage steel (As t)= 0.0025 x b x d= 2.5 cm2

Use Rebar RB 9 mm. @ 0.20 m.

As= 3.18 cm2

O.K.

Rb

M

d j fs M

..


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ST-1

(L) 4.00 m.

! " #$ L%&' .00 *m. &0.00 *m.

+ , - / 1 &.' *m.2 335 (6) 7.'0 *m.

+ 8 ! (9) ,#:;6 L?%mL@A: L?%mB@C@DE@C? L


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Beam B1Section Width 0.15 m.

Depth 0.30 m.Covering 0.03 m.d = 0.264 m.

d' = 0.042 m.

Dead Load B1 108 kg/m.

M+ 440 kg-m.M- 650 kg-m.V 1,000 kg

Determine Flexural ReinforcementMc =Rbd 2= 1,456.81 kg-m. > M + & M-

At the middle (M+)

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

0.30Bottom Bars(Tension)

2 DB 12 mm As = 2.26 cm 2

0 DB 0 mm As = 0.00 cm

Total 2.26 cm

As = M+/fs.jd= 1.26 cm 2

At the end (M-)

As = M+/fs.jd= 1.86 cm 2

0.15 Top Bars(Tension)2 DB 12 mm As = 2.26 cm 2

0 DB 0 mm As = 0.00 cm 2

Total 2.26 cm 2

0.30

Bottom Bars(Compression)2 DB 12 mm As = 2.26 cm 2

Design of Shear ReinforcementShear, V 1000 kgShear Capacity Vc = 0.29fc'^0.5(b.d) = 1779.09 kgV' = V -Vc= -779.09 kgStirrup RB 6 mm. Av = 0.57 cm 2

Spacing s = Av.fv.d/(V') = -22.98 cm.spacing not exceed 0.15 m. OR 0.13 m.Use Stirrup RB 6 mm @ 0.15 m.


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Beam B1ASection Width 0.15 m.


d' = 0.037 m.

Dead Load B1A 108 kg/m.

M+ 1,000 kg-m.V 1,400 kg

Determine Flexural ReinforcementMc =Rbd 2= 1,445.79 kg-m. > M +Max.

As 1 = M+/fs.jd= 2.87 cm

Bottom Bars(Tension) 3 DB 12 mm As = 3.39 cm 2

0 DB 0 mm As = 0.00 cm 2

Total 3.39 cm

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



0.15

2 DB 12 mm.

0.30 stirrup RB 6 mm. @ 0.15 mm.

3 DB 12 mm.


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d' = 0.042 m.


M+ 1,100 kg-m.M- 1,500 kg-m.V 2,200 kg


At the middle (M+)



3 DB 12 mm As = 3.39 cm 2

0 DB 0 mm As = 0.00 cm

Total 3.39 cm

As = M+/fs.jd= 2.28 cm 2

At the end (M-)

As = M+/fs.jd= 3.11 cm 2


0 DB 0 mm As = 0.00 cm 2

Total 3.39 cm 2

0.40





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d' = 0.044 m.


M+ 800 kg-m.M- 3,600 kg-m.V 6,100 kg


At the middle (M+)



2 DB 16 mm As = 4.02 cm 2

0 DB 0 mm As = 0.00 cm

Total 4.02 cm

As = M+/fs.jd= 1.66 cm 2

At the end (M-)

As = M+/fs.jd= 7.47 cm 2


2 DB 16 mm As = 4.02 cm 2

Total 8.04 cm 2

0.40


Design of Shear ReinforcementShear, V 6100 kgShear Capacity Vc = 0.29fc'^0.5(b.d) = 3270.66 kgV' = V -Vc= 2829.34 kgStirrup RB 6 mm. Av = 0.57 cm 2

Spacing s = Av.fv.d/(V') = 8.73 cm.spacing not exceed 0.20 m. OR 0.18 m.Use Stirrup RB 6 mm @ 0.15 m.


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Beam B3ASection Width 0.20 m.


d' = 0.039 m.

Dead Load B3A 192 kg/m.

M+ 2,000 kg-m.V 2,300 kg


As 1 = M+/fs.jd= 4.18 cm


0 DB 0 mm As = 0.00 cm 2

Total 6.03 cm




0.20

2 DB 16 mm.


3 DB 16 mm.


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Beam B3BSection Width 0.20 m.


d' = 0.042 m.

Dead Load B3B 192 kg/m.

M+ 850 kg-m.M- 1,400 kg-m.V 2,100 kg


At the middle (M+)



3 DB 12 mm As = 3.39 cm 2

0 DB 0 mm As = 0.00 cm

Total 3.39 cm

As = M+/fs.jd= 1.76 cm 2

At the end (M-)

As = M+/fs.jd= 2.90 cm 2


0 DB 0 mm As = 0.00 cm 2

Total 3.39 cm 2

0.40





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Beam B3CSection Width 0.20 m.


d' = 0.044 m.

Dead Load B3C 192 kg/m.

M+ 2,400 kg-m.M- 2,700 kg-m.V 4,500 kg


At the middle (M+)



3 DB 16 mm As = 6.03 cm 2

0 DB 0 mm As = 0.00 cm

Total 6.03 cm

As = M+/fs.jd= 4.98 cm 2

At the end (M-)

As = M+/fs.jd= 5.60 cm 2


2 DB 16 mm As = 4.02 cm 2

Total 8.04 cm 2

0.40





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d' = 0.039 m.


M+ 3,600 kg-m.V 2,900 kg


As 1 = M+/fs.jd= 7.53 cm


2 DB 16 mm As = 4.02 cm 2

Total 8.04 cm




0.20

2 DB 16 mm.


4 DB 16 mm.


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Depth 0.50 m.Covering 0.03 m.d = 0.456 m.d' = 0.044 m.

Dead Load 240 kg/m.

M- 4200 kg-m. M + 4200 kg-m. Vmax 5500 kgDetermine Flexural ReinforcementAt the end (M-)Mc =Rbd 2= 3674.40 kg-m. < M -

M' =M --Mc 525.60 kg-m. As1 = Mc/fs.jd= 5.97 cm 2

As2 = M'/fs(d-d')= 0.85 cm 2

As = As1+As2 = 6.82 cm 2


2 DB 16 mm As = 4.02 cm 2

0.50 Total 8.04 cm 2

As' = 0.5As2((1-k)/k-(d'/d)) = 1.44 cm 2

2 DB 16 mm As = 4.02 cm 2

At the middle

M+ = 4200 kg-m.Mc =Rbd 2= 3674.40 kg-m. > M + max.


0.50 Bottom Bars(Tension) As ,required = M+/fs.jd = 6.83 cm 2

2 DB 16 mm As = 4.02 cm 2

2 DB 16 mm As = 4.02 cm 2

Total 8.04 cm 2

Design of Shear ReinforcementShear, V 5500 kgShear Capacity Vc = 0.29fc'^0.5(b.d) = 3478.69 kgV' = V -Vc= 2021.31 kgUse stirrup RB 6 mm. Av = 0.57 cm 2

Spacing s = Av.fv.d/(V') = 15.30 cmspacing not exceed 0.2 m. 0.228 m.Use stirrup RB 6 mm. @ 0.15 m.


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Depth 0.50 m.Covering 0.03 m.d = 0.456 m.d' = 0.044 m.

Dead Load 240 kg/m.

M- 5100 kg-m. M + 3500 kg-m. Vmax 5500 kgDetermine Flexural ReinforcementAt the end (M-)Mc =Rbd 2= 3674.40 kg-m. < M -

M' =M --Mc 1425.60 kg-m. As1 = Mc/fs.jd= 5.97 cm 2

As2 = M'/fs(d-d')= 2.31 cm 2

As = As1+As2 = 8.28 cm 2


2 DB 16 mm As = 4.02 cm 2

0.50 Total 10.05 cm 2

As' = 0.5As2((1-k)/k-(d'/d)) = 3.91 cm 2

3 DB 16 mm As = 6.03 cm 2

At the middle

M+ = 3500 kg-m.Mc =Rbd 2= 3674.40 kg-m. > M + max.


0.50 Bottom Bars(Tension) As ,required = M+/fs.jd = 5.69 cm 2

0 DB 0 mm As = 0.00 cm 2

3 DB 16 mm As = 6.03 cm 2

Total 6.03 cm 2

Design of Shear ReinforcementShear, V 5500 kgShear Capacity Vc = 0.29fc'^0.5(b.d) = 3478.69 kgV' = V -Vc= 2021.31 kgUse stirrup RB 6 mm. Av = 0.57 cm 2

Spacing s = Av.fv.d/(V') = 15.30 cmspacing not exceed 0.2 m. 0.228 m.Use stirrup RB 6 mm. @ 0.15 m.


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d' = 0.039 m.


M+ 4,700 kg-m.V 4,300 kg


As 1 = M+/fs.jd= 7.70 cm


2 DB 16 mm As = 4.02 cm 2

Total 8.04 cm




0.20

2 DB 16 mm.


4 DB 16 mm.


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Column C-1

Axial load,P 42,000 kg.Moment,M 100 kg.m

Dimensionb = 30 cmh = 30 cm

Use rebar 8 DB 16 mm Ast = 16.08 cm 2

Total area of steel 16.08 cm 2

p g = 0.01786311 1.79 % OK

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

t = h = 30 cm

d' = 4.4 cm

e = M/P = 0.24 cm.

P a =0.85A gf'c(0.25 + 0.34mp g) = 53,281.17 kgI = bh 3/12 + (2n-1)A s(hl

2/4) 98,208.62 cm F a =0.34(1+p gm)f' c = 88.55 kscFb =0.45f' c = 94.5fb=MxC x/Ix = 1.5 kscfa=P b/Ag = 0.001111111 P bP o= F a Ag= 79,693.73 kg

S =Ix/Cx= 6,547.24 cm 3

Ms = Fb.S 618,714.29 kg-cm

e a =M s((1/P a )-(1/P o)) = 3.85 cm. e P It's safety

30

30

Use 8 DB 16 mm. rebar RB 6 m. @ 0.20 m. Stirrup


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Column C-2





p g = 0.01446912 1.45 % OK


t = h = 25 cm

d' = 4.2 cm

e = M/P = 3.52 cm.

P a =0.85A gf'c(0.25 + 0.34mp g) = 26,504.25 I = bh 3/12 + (2n-1)A s(hl

2/4) 45,634.79 cm F a =0.34(1+p gm)f' c = 62.85 kscFb =0.45f' c = 64.8fb=MxC x/Ix = 22.2 kscfa=P b/Ag = 0.0016 P bP o= F a Ag= 39,281.47 kg

S =Ix/Cx= 3,650.78 cm 3

Ms = Fb.S 236,570.75 kg-cm

e a =M s((1/P a )-(1/P o)) = 2.90 cm. e>ea Type II

e b = (0.67p gm+0.17)(t-d') = 7.49 > e

(f a /F a ) +(f b/F b)


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Column C-3





p g = 0.011304 1.13 % OK


t = h = 20 cm

d' = 4.2 cm

e b = (0.67p gm+0.17)(t-d') = 4.70

e = M/P = 5.83 cm. Tension zone

I = bh 3/12 + (2n-1)A s(hl2/4) 15919.1459 cm

F a =0.34(1+p m)f' c = 84.96 ksc .Fb =0.45f' c = 94.5fb=MxC x/Ix = 22.0 kscfa=P b/Ag = 0.0025 P b

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

P b = 26,078.85 kg

Mb = P b x (e b/100 )= 1,224.97 kg.mM = 350 kg.mMo=0.4A sf y jd = 680.49 kg.m As = 4.02 cm

P= Pb(M-Mo)/(Mb-Mo)= 15,829.66- kg < 6,000 kg. OK

Use 4 DB 12 mm. rebar

RB 6 m. @ 0.15 m. Stirrup

20

20


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23,500 kg y 0.3 m. x 0.3 m.

0.5 m.

0.26 x 0.26 m.Safe load 25 ton/pile

(> ) = 0.3 m.

(> ) = 0.4 m.0.7 .

0.7 .0.7 .

108 kg.

823.2 kg. 338.0 kg.

24,769.20 kg. < 25,000 kg. OK

fc' 210 ksc fy= 3000 kscfc= 94.5 ksc fs= 1500 kscEc= 218820 ksc 233928n= 9.32274 9k= 0.3618 j= 0.8794

10 cm. b= 24.2 cm < 45 cm. OK 8 DB 16 mm.

As = 16.08 cm 2

Asmin= 9.8 cm 2 2 RB 9 mm @ 0.1 m (As= 0.64 cm 2)

1


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Project : Engineering By :

Location : Date :

. . . ; F2

= . .

: ( x - direction : a ) =

: ( y - direction : b) =

: x .

. . = . ./

=

: Cx =

: Cy =

( 3D ) =

: ( Cx => 3D : x - direction )

= >

25000

0.26

0.30

. . . 2 . .

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

SQDriven Pile 0.26

> 1D : OK0.30

45000

0.30

0.30

0.78

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

REINFORCED CONCRETE DESIGN

22/3/2015 16:46

; ( L : x - direction ) =

; ( B : y - direction ) =

( t ) =

: ( d ) =

: (Total Load ) = . .

: ( Load per pile ) = . ./ < : OK

Mmax = WL = . .

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

; Beam Shear

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

P ' = P/30 ( x+15 ) =

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

; Punching Shear

vp = 0.53 x sqrt ( fc' ) = ./ . . .

P ' = P/30 ( x+15 ) = .

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

3.81

0.00

0.33

0.55

23105

46210

0.60

.

0.60

2.92

5,776.3

0.00

1.40

6.97

9627


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

Use 5 DB 16 mm. m. A s = . . . > As req. : OK

S 0 = . .

Ast = 0.0020 x b x D As = . . .

Use 8 DB 16 mm. m. A s = . . . > As req. : OK

S 0 = . .

u all = 3.23 x sqrt(fc') / D = . ./ . . . . (Bonding Pass : OK)

S 0 = V / Uall x j x d = . . OK

@ 0.13

0.30

14.40

7.80

10.05

25.13

@ 0.19 16.08

0.30

26.55

0.801.40

40.21

17.62

Ground level

DB 12 mm.

8 - DB16 mm.@ 0.19 m.

5 - DB16 mm.@ 0.13 m.

SQ - 0.26 x . 25 ./

PLAN VIEW

1.00

0.05

0 . 6

0

0 . 3

0

0 . 3

0

0.10

0.60 0.55

.

0 . 3

0

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