Worker_report.pdf

8/17/2019 Worker_report.pdf

1/19

CALCULATION REPORT

Worker Campus


2/19

Model

Bending Moment- M33


3/19

Shear force

Reaction

Deformation


4/19

Joint Output CaseType Reaction Joint Output CaseType Reaction Joint Output CaseType Reaction

Case Kg Case Kg Case Kg

1 WSD Combination 5,709.28 12 WSD Combination 12,477.09 45 WSD Combination 8,689.26






TABLE: Joint Reactions TABLE: Joint Reactions TABLE: Joint Reactions

om nat on , . om nat on , . om nat on , .






5/19

Purlin

DATA

Length ,L 1 m.

Spacing, @ 1 m.

Slope of Roof 20 degree

Load data

Live Load 30 kg/m.2

Dead Load

Roof Material 15 kg/m.2

Purlin 8 kg/m.2

Other 15 kg/m.3

Total Dead Load 38 kg/m.2

Wind Load 50 kg/m.2

Wind Load to perpendicular roof= (2Psinθ/1+sin^2θ) 30.62 kg/m.2

Load Case

Case 1 DL= Purlin spacing x DL= 38 kg/m.

Case 2 DL+LL = spacing x(DL+LL )= 68 kg/m.

Case 3 0.75(DL+LL+WL) x spacing = 73.97 kg/m.

Load to purlin W = 75 kg/m.

Wx = Wsinq = 25.65 kg/m.

Wy = Wcosq = 70.48 kg/m.

Member force from structural analysis program

Moment max. = 8.00 kg.m.

Section of modulus Sx = 0.56 cm.

Use C 100x 50x20x3.2 mm. @ 1.20 m.

Sx = 22.46 cm.

Ix = 112.29 cm.

Max. deflection 0.00 cm

Allowable deflection L/240 = 0.42 cm O.K.


6/19

Rafter

Data

Length ,L 3.6 m.

Lateral Support Lb = 1 m.

Fy = 2400 kg/cm2

Moment max. = 162 kg.m

= .

Modulus of Section Sx = 11.25 cm.3

Use REC_HSS 0

Weight = 16.62 kg/m. Sx = 91.56 cm. Ix = 686.72 cm.

tw = 4.5 mm Iy = 364.55 cm.

tf = 4.5 mm bf= 100 mm

d= 150 mm

Compact or Noncompact Section

11.11 > 0.38(E/Fy)^0.5 = 10.97

h/tw = 29.33 < 3.76(E/Fy)^0.5 = 108.5

Noncompact section

Lateral Support Checking

Compute Lc

= . cm. or = . cm

Choose Lc = 129.82 cm. (min. value)

Lb = 100.00 cm.

So Lb 162 kg-m OK

Shear Checkingh/tw = 31.33 < 3179/(Fy^0.5) = 64.89

Fv = 0.4Fy = 960 kg/cm2

Va = Aw.Fv = 6,480.00 kg. > 135 kg. OK

ax. e ect on . cm.

Allowable deflection L/240 = 1.50 cm. OK


7/19

Ridge

Data

Length ,L 4 m.

Lateral Support Lb = 1 m.

Fy = 2400 kg/cm2

Moment max. = 306 kg.m

= .

Modulus of Section Sx = 21.25 cm.3

Use REC_HSS 150x100x4.5 mm.

Weight = 16.62 kg/m. Sx = 91.56 cm. Ix = 686.72 cm.

tw = 4.5 mm Iy = 364.55 cm.

tf = 4.5 mm bf= 100 mm

d= 150 mm

Compact or Noncompact Section

11.11 > 0.38(E/Fy)^0.5 = 10.97

h/tw = 29.33 < 3.76(E/Fy)^0.5 = 108.5

Noncompact section

Lateral Support Checking

Compute Lc

= . cm. or = . cm

Choose Lc = 129.82 cm. (min. value)

Lb = 100.00 cm.

So Lb 306 kg-m OK

Shear Checkingh/tw = 31.33 < 3179/(Fy^0.5) = 64.89

Fv = 0.4Fy = 960 kg/cm2

Va = Aw.Fv = 6,480.00 kg. > 135 kg. OK

ax. e ect on . cm.

Allowable deflection L/240 = 1.67 cm. OK


8/19

King Post

Data

Length 1.7 m.

Fy = 2400 kg./cm.2

K = 1

Load P = 1,500 kg.

M = 0 kg.m

Assume Compression Allowable strength Fa = 0.40 Fy

Fa = 960 kg/cm.2

Required Cross-sectional Area P/ Fa = 1.56 cm.2

Try Section 150 x 100 x4.5 mm.

A = 21.17 cm.2

r x = 5.69 cm. r y = 4.15 cm.

Ix = 686.72 cm. Iy = 364.55 cm.

Sx = 91.56 cm. Sy = 72.91 cm.

KL/r = 40.96

0.311855

131.36

Case KL/r < Cc Then

Fa = 1282.88 kg/cm.2

f a = P/A = 70.85 kg/cm.

fb = M/Sx = 0.00 kg/cm.

Fb = 0.60Fy 1440 kg/cm.

= 0.06 < 0.15

0.06 < 1.00 O.K.

Use 150 x 100 x4.5 mm.


9/19

Slab S1

Short span(S) 2.00 m. m = S/L = 1.00

Long span (L) 2.00 m. Two way slab

Minimum thickness D= (2S+2L)/180 4.44 cm.

Use thickness 10.00 cm.

Concrete covering 2.5 cm.Effective thickness(d) 7.50 cm.

Load

Dead Load 240 kg/m2

Live Load 150 kg/m2

Finishing Load 50 kg/m2

Total Load (w) 440 kg/m2

Cmax = 0.058

โมเมนตดัด Mmax = 102.08 kg.m

Main reinforcement Rebar (As) = = 1.29 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)= = 2.82 cm. < 7.50 cm. O.K.

Rb

M

d j fs

M

..


10/19

Beam B1 B-1

Section Width 0.15 m.

Depth 0.30 m.

Covering 0.03 m.

d = 0.258 m.

d' = 0.042 m.

Dead Load B-1 108 kg/m.

M+

1,000 kg-m.

V 1,700 kg

Determine Flexural Reinforcement

Mc =Rbd2= 1,132.31 kg-m. > M

+Max.

As1 = M+/fs.jd= 2.89 cm

Bottom Bars(Tension) 3 DB 12 mm As = 3.39 cm2

0 DB 0 mm As = 0.00 cm2

Total 3.39 cm

Top Bars(Compression) 2 DB 12 mm As = 2.26 cm2

Design of Shear Reinforcement

Shear, V 1700 kg

Shear Capacity Vc = 0.29fc'^0.5(b.d) = 1626.37 kg

V' = V -Vc= 73.63 kg

Stirrup RB 6 mm. Av = 0.57 cm2

Spacing s = Av.fv.d/(V') = 237.65 cm.

spacing not exceed 0.15 m. OR 0.13 m.

Use Stirrup RB 6 mm @ 0.15 m.


11/19

Beam B2


Depth 0.40 m.

Covering 0.03 m.

d = 0.356 m.

d' = 0.044 m.

Dead Load B2 192 kg/m.

M+

2,000 kg-m.

V 2,000 kg


Mc =Rbd2= 2,874.53 kg-m. > M

+Max.

As1 = M+/fs.jd= 4.19 cm

Bottom Bars(Tension) 3 DB 16 mm As = 6.03 cm2

0 DB 0 mm As = 0.00 cm2

Total 6.03 cm

Top Bars(Compression) 2 DB 16 mm As = 4.02 cm2


Shear, V 2000 kg


V' = V -Vc= -992.18 kg

Stirrup RB 6 mm. Av = 0.57 cm2

Spacing s = Av.fv.d/(V') = -24.34 cm.

spacing not exceed 0.20 m. OR 0.18 m.



12/19

Beam B-3


Depth 0.40 m.

Covering 0.03 m.

d = 0.356 m.

d' = 0.044 m.


M+

3,700 kg-m.

V 3,100 kg


Mc =Rbd2= 2,874.53 kg-m. < M +Max.

M' = M+ - Mc 825 kg-m.

As1 = Mc/fs.jd= 6.03 cm

As2 = M'/fs(d-d')= 1.76 cm

As = As1+As2 = 7.79 cm

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

2 DB 16 mm As = 4.02 cm2

Total 8.04 cm2

Top Bars(Compression) As' = 0.5As2((1-k)/k-(d'/d))= 3.02 cm

2 DB 16 mm As = 4.02 cm2

2 DB 16 mm As = 4.02 cm2

Total 8.04 cm2


Shear, V 3100 kg


V' = V -Vc= 107.82 kg

Use stirrup RB 6 mm. Av = 0.57 cm2

Spacing s = Av.fv.d/(V') = 223.94 cm.spacing not exceed 0.20 m. OR 0.178 m



13/19

Beam B-4


Depth 0.50 m.

Covering 0.03 m.

d = 0.451 m.

d' = 0.049 m.


M+

7,500 kg-m.

V 6,900 kg


Mc =Rbd2= 4,613.38 kg-m. < M +Max.

M' = M+ - Mc 2,887 kg-m.

As1 = Mc/fs.jd= 7.64 cm

As2 = M'/fs(d-d')= 4.79 cm

As = As1+As2 = 12.43 cm

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

2 DB 20 mm As = 6.28 cm2

Total 12.56 cm2

Top Bars(Compression) As' = 0.5As2((1-k)/k-(d'/d))= 7.63 cm

2 DB 20 mm As = 6.28 cm2

2 DB 20 mm As = 6.28 cm2

Total 12.56 cm2


Shear, V 6900 kg


V' = V -Vc= 3109.35 kg

Use stirrup RB 9 mm. Av = 1.27 cm2

Spacing s = Av.fv.d/(V') = 22.13 cm.spacing not exceed 0.20 m. OR 0.2255 m



14/19

Column C-1

Axial load,P 3,000 kg.

Moment,M 300 kg.m

Dimension

b = 20 cm

h = 20 cm

Use rebar 4 DB 12 mm Ast = 4.52 cm2

Total area of steel 4.52 cm2

pg = 0.011304 1.13 % OK

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

concrete covering 3 cm

Use Stirrup RB 6 mm

t = h = 20 cm

d' = 4.2 cm

eb = (0.67pgm+0.17)(t-d') = 4.70

e = M/P = 10.00 cm. Tension zone

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

2/4) 15919.1459 cm

Fa =0.34(1+p m)f'c = 84.96 ksc .

Fb =0.45f'c = 94.5

fb=MxCx/Ix = 18.8 ksc

fa=Pb/Ag = 0.0025 Pb

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

Pb = 27,208.43 kg

Mb = Pb x (eb/100 )= 1,278.02 kg.m

M = 300 kg.m

Mo=0.4Asf y jd = 680.49 kg.m As = 4.02 cm

safe but not economy

P= Pb(M-Mo)/(Mb-Mo)= 17,325.55- kg < 3,000 kg. OK

Use 4 DB 12 mm. rebar

RB 6 m. @ 0.20 m. Stirrup

20

20


15/19

Column Pier

Axial load,P 15,000 kg.

Moment,M 300 kg.m

Dimension

b = 20 cm

h = 20 cm

Use rebar 4 DB 12 mm Ast = 4.52 cm2

Total area of steel 4.52 cm2

pg = 0.011304 1.13 % OK

m=fy/(0.85f 'c) = 13.45 ksc

concrete covering 3 cm

Use Stirrup RB 6 mm

t = h = 20 cm

d' = 4.2 cm

e = M/P = 2.00 cm.

Pa =0.85Agf'c(0.25 + 0.34mpg) = 21,539.63 kg

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

2/4) 15,919.15 cm

Fa =0.34(1+pgm)f'c = 82.25 ksc

Fb =0.45f'c = 94.5

fb=MxCx/Ix = 18.8 ksc

fa=Pb/Ag = 0.0025 Pb

Po= Fa Ag= 32,900.74 kg

S =Ix/Cx= 1,591.91 cm3

Ms = Fb.S 150,435.93 kg-cm

ea =Ms((1/Pa)-(1/Po)) = 2.41 cm. e P It's safety

Use 4 DB 12 mm. rebar

RB 6 m. @ 0.20 m. Stirrup

20

20


16/19

SPREAD FOOTING F1

Axial load 9,000 kg.

Size of Column

a parallel Y-axis 0.2 m.

b parallel X-axis resist Momen 0.2 m.

Allowable Soil Pressure 8,000 kg./m2

Self Weigth of Footing 720 kg./m2

Soil above footing 2028 kg./m2

Required area 1.80 m2

use

Size of Footing

B parallel Y-axis 1.40 m.

L parallel X-axis 1.40 m. Area = 1.96 m2

Depth 0.3 m.

Covering 0.05 m.

d = 0.24 m.

Below the ground 1.50 m.

Net soil pressure 4,591.84 kg./m2

< 8,000 kg./m2

OK


17/19

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

Distance from the edge of the column (X-direction) 0.6 m.

My = 826.53 kg.m.

Steel bars in X-direction

Ast = M+/fs.jd= 2.54 cm2

As,temp = 8.40 cm2 (0.002bh for SD30 )

10 DB 12 mm As = 11.30 cm2 @ 0.14 m.

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

Distance from the edge of the column (y-direction) 0.6 m.

My = 826.53 kg.m.

Steel bars in Y-direction



10 DB 12 mm As = 11.30 cm @ 0.14 m.

Shear Checking

1.One way shear

v p = 4.20 ksc

Distance from the edge of the column, d 0.36 m.

Shear force at critical section Vp = 2,288.57 kg.

Critical section area 3416 cm2

Vp = 0.67 ksc . < 4.20 ksc. OK

2.Punching shear

vc = 7.68 ksc

Shear force at critical section V 8,094.78 kg.

Perimeter b0 177.6 cm

Puncing area 4333.44 cm2

Vc = 1.87 ksc . < 7.68 ksc. OK


18/19

SPREAD FOOTING F2

Axial load 15,000 kg.

Size of Column

a parallel Y-axis 0.2 m.

b parallel X-axis resist Momen 0.2 m.

Allowable Soil Pressure 8,000 kg./m2

Self Weigth of Footing 720 kg./m2

Soil above footing 2028 kg./m2

Required area 3.00 m2

use

Size of Footing

B parallel Y-axis 1.60 m.

L parallel X-axis 1.60 m. Area = 2.56 m2

Depth 0.30 m.

Covering 0.05 m.

d = 0.24 m.

Below the ground 1.50 m.

Net soil pressure 5,859.38 kg./m2

< 8,000 kg./m2

OK


19/19

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

Distance from the edge of the column (X-direction) 0.7 m.

My = 1,435.55 kg.m.

Steel bars in X-direction



12 DB 12 mm As = 13.56 cm2 @ 0.14 m.

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

Distance from the edge of the column (y-direction) 0.7 m.

My = 1,435.55 kg.m.

Steel bars in Y-direction



12 DB 12 mm As = 13.56 cm @ 0.14 m.

Shear Checking

1.One way shear

v p = 4.20 ksc

Distance from the edge of the column, d 0.46 m.

Shear force at critical section Vp = 4,275.00 kg.

Critical section area 3904 cm2

Vp = 1.10 ksc . < 4.20 ksc. OK

2.Punching shear

vc = 7.68 ksc

Shear force at critical section V 13,844.91 kg.

Perimeter b0 177.6 cm

Puncing area 4333.44 cm2

Vc = 3.19 ksc . < 7.68 ksc. OK

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