Residential Building Design Using Excel Program - Final

Material and its Properties: Type of wood Bending and Tension, Fb = Shear, Fv = Compression, Fc = Modulus of Elasticity, E = Specific Gravity = Fp =

Mahogany 13.8 1.63 9.10 6550 6.28 9.1

MPa MPa MPa MPa kN/m3 MPa

Loadings: Wind Pressure

=

kPa

GI roofing

=

1.44 0.764 0.143

Purlins

=

0.7

=

26.57

Truss

=

2.5

m

Floor joist

=

0.5

m

Minimum Roof Live Load =

kPa kPa

Spacings:

theta, ѳ

m

Truss Data: Span =

8

m

deg

Height

2

m

=

DESIGN OF PURLINS Dimension Trial for Purlins: 2

"

x

6

"

=

50 I =

mm x

150

mm

4 14062500 mm

Loadings: Dead Load Roofing Purlin weight Total DL Live Load WDL+LL Wind Load

= = =

0.1001 0.0471 0.1472

kN/m kN/m kN/m

=

0.5348

kN/m

= =

0.682 kN/m -0.7056 kN/m

LOAD COMBINATIONS: Normal: case1: Dead Load + Live Load: case2: Dead Load + Live Load + Wind Load: Tangential: Dead Load + Live Load: Wn Wt

= =

0.6100 0.3050

kN/m kN/m

W n = Pn( cos ѳ ) Pn( cos ѳ )

= =

0.6100 -0.0211

kN/m kN/m

W t = Pt( sin ѳ)

=

0.3050

kN/m

Moments: Mx = Mn = 1/8 WnL2

=

0.4766

kN-m

2

=

0.2383

kN-m

Vx = (1/2)WnL

=

0.7625

kN

Vy = (1/2)WtL

=

0.3812

kN

6 Mx 6 My  2 = bh 2 b h

6.3542

Mpa

<

13.8

Mpa

Mpa

<

1.63

Mpa

My = Mt = 1/8 WtL

Shear:

CHECK FOR BENDING: To be safe, Fb > Fact Fact =

design is safe in bending!

CHECK FOR SHEAR: To be safe, Fv > Fvact Fvact =

3Vx 3Vy  2bh 2bh

=

0.2287

design is safe in shearing!

CHECK FOR DEFLECTION: To be safe, Yall > Yact

Yact = (5/384)(WLn4/EI) Yallow =

L/240

= =

3.3684

mm

10.4167 mm

design is safe!

Therefore,

Use

2 " x 6 Wooden purlins @ 0.7

" m spacing o.c

To be safe:

DESIGN OF TRUSS Load carried by the truss: Dimension Trial for Truss: 2 " x

4

"

=

50 I =

WT =

1.7345

1.3876

2.5

m

W tc =

0.0314

kN/m

R = W e=

1.7345

kN

2.4779

kN/m

Load passed by purlins:

Total Distributed Load carried by the truss:

Using GRASP software

2.5093

100

4 4166667 mm

kN/m

Weight of Top chord:

W =

mm x

kN/m

1.7345

mm

BAR FORCES TOP CHORDS 2 4 3 10

-16.8376 -12.6282 -12.6282 -16.8376

BOTTOM CHORDS 1

13.81 13.81 13.81 13.81

5 7 11 DIAGONALS 8 13

-7.0157 -7.0157

6 9 12

0 6.275 0

VERTICALS

DESIGN OF TOP CHORD: Trial Dimension: 3

"

x

6

"

=

75 I =

P = L =

16.84 2.2361

L/d =

29.814

mm x

4 21093750 mm

kN m

   E K      4   6 fc

   

.5

=

8.6023

=

2.0202

since L/d>K it is long column

To be safe: Fc < fc Fc 

 2E L 36  d 

fc = P/A

150

2

=

1.4968889

design is safe!

<

2.02018

mm

Therefore,

Use

3 " x for TOP CHORD

6

"

DESIGN OF BOTTOM CHORD: Trial Dimension: 2

"

x

4

"

=

50 I =

P = L =

13.81 2.0000

L/d =

40.0

mm x

100

mm

4 4166667 mm

kN m

   E K      4   6 fc

   

.5

=

8.6023

=

1.12232

since L/d>K it is long column

To be safe: Fc < fc Fc 

 2E L 36  d 

2

=

fc = P/A

2.761

>

1.12232

not safe, try another dimension Therefore,

Use

2 " x for BOTTOM CHORD

4

"

DESIGN OF DIAGONAL: Trial Dimension: 3

"

x

4

"

=

75 I =

P = L =

-7.0157 2.4495

L/d =

32.660

kN m

mm x

100

4 6250000 mm

mm

   E K      4   6 fc

   

.5

=

8.6023

=

1.6835

since L/d>K it is long column

To be safe: Fc < fc Fc 

 2E L 36  d 

2

=

fc = P/A

0.9354267

<

1.68349

design is safe! Therefore,

Use

3 " x for DIAGONAL

4

"

DESIGN OF VERTICAL: Trial Dimension: 2

"

x

6

"

=

50 I =

P = L =

6.275 2.2361

L/d =

44.721

mm x

4 14062500 mm

kN m

   E K      4   6 fc

   

.5

=

8.6023

=

0.8979

since L/d>K it is long column

To be safe: Fc < fc Fc 

 2E L 36  d 

fc = P/A

150

2

=

0.8366667

design is safe!

<

0.8979

mm

Therefore,

Use

2 " x for VERTICAL

6

"

CHECK FOR STRESS REVERSAL: To be safe:

ft 

Fb

>=

ft

Fb

=

13.80

MPa

=

1.39

<

P 3 / 5Ag

design is safe! Therefore,

Use

2 " x for VERTICAL

6

"

13.80

DESIGN OF TONGUE AND GROOVE DATA: Residential Live Load Specific Gravity Modulus of Elasticity Dimension Trial: 1

= = =

"

2.00 kPa kN/m3 6.28 6550.00 MPa

x

2

"

=

25 I =

LOADINGS: Dead Load (Weight of T&G) = Area X S.G. Live Load (Residential LL) WDL+LL MMAX = (1/8)WL2 VMAX = wL/2 CHECK FOR BENDING: To be safe, Fb > Fact Fact = 6Mmax/bh2 = 0.32 Fb = 13.80

mm x

4 260416.7 mm

= = =

0.00785 kN/m 0.1 kN/m 0.10785 kN/m

= =

0.0034 0.0270

kN-m kN

To be safe, Fb > Fact

Since Fact is less than Fallowable, it is safe

CHECK FOR SHEAR; To be safe, Fv > Fvact Fvact = (3/2)(Vmax/bh) = 0.03 Fv= 1.63 Since Fvact is less than Fvallowable, it is safe CHECK FOR DEFLECTION: To be safe, Yall > Yact Yact = (5/384)(WLn4/EI) = 0.05146 Yallow = L/360 = 1.38889 Since Yact is less than Yallowable, it is safe Therefore, Use

1 " for T & G

x

2

"

50

mm

DESIGN OF FLOOR JOISTS DATA: Specific Gravity Modulus of Elasticity Length of joist Joist Spacing Residential Live Load Dimension Trial: 4

= = = = =

"

6.28 6550 4.00 0.50 2.00

x

8

kN/m3 MPa m m kPa

"

=

100

mm x

200

I =

4 66666667 mm

mm

T&G

Floor Joist

0.20 0.50

m

m 0.10

m

Dead Loads: Weight of joist = Specific Gravity X Area of Joist Load carried from T&G

= =

0.1256 0.0270

Kn/m Kn/m

Live Load: Floor LL

=

1

Kn/m

WDL+LL

=

1.152563 Kn/m

MMAX = (1/8)WL2 VMAX = wL/2

= =

2.305125 Kn-m 2.31 Kn

CHECK FOR BENDING: To be safe, Fb > Fact Fact = 6Mmax/bh2 = 3.458 Fb= 13.80

Mpa Mpa

Since Fact is less than Fallowable, it is safe

CHECK FOR SHEAR; To be safe, Fv > Fvact Fvact = (3/2)(Vmax/bh) = 0.1729 Mpa Fv= 1.63 Mpa

Since Fact is less than Fallowable, it is safe

CHECK FOR DEFLECTION: To be safe, Yall > Yact Yact = (5/384)(WLn4/EI) Yallow = L/240

= 8.8E+00 mm = 16.6667 mm

Since Yact is less than Yallowable, it is safe Therefore, Use

4 " x for FLOOR JOIST

8

"

DESIGN OF GIRDER DATA: Specific Gravity Modulus of Elasticity Length of Girder Joist Spacing Residential Live Load Weight of the girder Dimension Trial: 3

= = = = = =

"

x

6.28 6550.00 4 0.50 2.00 0.11775

10

"

=

kN/m3 MPa MPa m kPa

75 I =

mm x

4 97656250 mm

2.31

joist

girder 4

m

Total load carried by the girder concentrated load from floor joist = Weight of the girder =

Analysis using GRASP software:

Bending Moment

250

2.31 kN 0.11775 kN/m

mm

Shear Forces

The following values are taken from the result values: Mmax Vmax

= =

9.2 8.1

kn-m kN

CHECK FOR BENDING: Fact = 6Mmax/bh2 = 11.78 Fb= 13.8

Mpa Mpa

Since Fact is less than Fallowable, it is safe

Fvact = (3/2)(Vmax/bh) = 0.648 Mpa Fv= 1.34 Mpa

Since Fact is less than Fallowable, it is safe

CHECK FOR SHEAR;

CHECK FOR DEFLECTION:

Yactual 

5wl 4 Pa(3L  4a 2 ) PL3   384 EI 24 EI 48EI Yallow = L/240

6.18E-01 mm 16.667

mm

Since Yact is less than Yallowable, it is safe

distributed load =

1.152563

floor joist 4

2.31

m

2.31

DESIGN OF COLUMN Data: Modulus of Elasticity, E Fp

= =

6550 9.1

MPa MPa

Load carried by the column Dimension Trial: 4

"

x

Load from the truss = Load from girder = Load of 2nd floor column = Total load Length

k 



E 6 F

2

6 = = = =

10.04 8.09 0.2355 18.37 3.5

L/d =

35



p

"

=

kN kN kN kN m

< 50, OK!

17.20459 LONG COLUMN

For LONG COLUMN:

F

c



0 . 274 E / d 2

L

For INTERMEDIATE COLUMN:

ALLOWABLE Fc: Fc =

1.4659

Mpa

1.22437

Mpa

ACTUAL, fc = P/A: fc =

design is safe!

100

> act fc

mm x

150

mm

DESIGN OF STAIRS DESIGN OF TREAD Dimension Trial: 1

"

x

4

"

=

25 I =

mm x

100

4 2083333 mm

Loadings: Weight of Tread Live Load TOTAL WIDTH OF STAIRS=

1.1 1100

=

= = =

0.0157 0.2 0.2157

Kn Kn Kn

m mm

Analytical Model: w=

0.2157

1.1

MMAX = (1/8)WL2 VMAX = wL/2

= =

0.0326 0.1186

Kn

m

Kn-m Kn

CHECK FOR BENDING: To be safe, Fb > Fact Fact = 6Mmax/bh2 = 0.782991 Kn Fb= 13.80 Kn

Since Fact is less than Fallowable, it is safe

mm

CHECK FOR SHEAR; To be safe, Fv > Fvact Fvact = (3/2)(Vmax/bh) = 0.071181 Kn Fv= 1.63 Kn CHECK FOR DEFLECTION: To be safe, Yall > Yact Yact = (5/384)(WLn4/EI) Yallow = L/360

Since Fact is less than Fallowable, it is safe

= 0.000 mm = 0.0045833 mm

since this deflection is alrady in mm, it is very negligible Therefore, Use

1 " for TREAD

x

4

"

DESIGN OF CARRIAGE Dimension Trial: 2

"

x

4

"

=

50 I =

mm x

4 4166667 mm

Considering the longest span of the stairs: No. of Stairs = Load carried by the tread =

7 0.2157

Theta, q Length of Carriage Weigth of Carriage

33.69 2.52 0.0314

Total Load

= = = =

@

0.3

m

0.2373 (assumption: wt. of carriage is 10% of the load from tread)

100

m

mm

Analytical Model:

1.4 m

Theta 2.1

=

m

w=

L=

2.52

m

33.69

0.24 Kn/m

GRASP results: Bending Moment

Shear

OR: MMAX = 1/8WL2 VMAX = wL/2

Grasp: 0.2 0.3

= =

0.2 0.3

Kn-m Kn

MMAX = VMAX =

CHECK FOR BENDING: To be safe, Fb > Fact Fact = 6Mmax/bh2 = 0.23 Kn Fb= 13.80 Kn

Since Fact is less than Fallowable, it is safe

CHECK FOR SHEAR; To be safe, Fv > Fvact Fvact = (3/2)(Vmax/bh) = 0.09 Kn Fv= 1.63 Kn

Since Fact is less than Fallowable, it is safe

CHECK FOR DEFLECTION: To be safe, Yall > Yact Yact = (5/384)(WLn4/EI) = Yallow = L/360 =

4.59 7.01

Since Yact is less than Yallowable, it is safe

Therefore, Use

2 " x for the CARRIAGE

4

"