excel program for timber structures

CARMEL B. SABADO CE-164 PROF.Allan E. MilanoBSCE-5 Timber Excel Program*note:the boxes in yellow should be inputed by the designer,while blue ones are computed by the program.=)

DESIGN OF PURLINS

DATA: LOADINGS:Type of wood: pahutan Wind Pressure 0.96 kPa

Bending and Tension(Fb) 13.80 MPa Minimum Roof Live Load 0.80 kPa

Shear(Fv) 1.34 MPa GI roofing 0.15 kPa

Compression(Fc) 8.14 MPa Residential Live Load 2.00 kPa

Modulus of Elasticity(E) 9100.00 MPa

Relative Density(G) 0.55Specific Gravity 5.40 SPACING:

Purlins 0.40 mTruss 2.75 mFloor Joist 0.40 m

q

DATA: TRIAL DIMENSION:Span 3.73 m 50 x 150 mm

Height 2.00 m I= 1.41E+07

28.23

LOADINGS:Live load 0.32 Kn/mRoofing 0.06 Kn/mPurlin weight 0.04 Kn/m

0.42 Kn/m

kN/m3

Wnt

Wn2

WDL+LL

mm4

Theta, q;

WDL+LL

Load Combinations:Condition 1: DL + LL

= 0.37 kN/m governs!!Condition 2: DL + LL + WL

= 0.22 kN/m LOAD COMBINATION:Windward:

Pn = 1.3(sinq - 0.5)P 0.11 kN/m

Leeward:

MOMENTS: Pn = -0.5P -0.48 kN/m

0.6425298 Kn-m(WW) 0.04 kN/m

0.1234836 Kn-m (LW) -0.192

0.37 kN/m

0.20 kN/m

SHEAR:0.41 kN/m

0.6899648 Kn 0.20 kN/m

0.198899821 Kn

CHECK FOR BENDING:

= = 5.40 Kn-m < 13.80 Mpait is safe!=)

CHECK FOR SHEAR;

= = 0.18 Kn < 1.34 Mpait is safe!=)

CHECK FOR DEFLECTION:

= 2.16 mm

= 7.64 mmit is safe!=)

WDL+LL

WDL+LL+WL

Mn = Mx = 1/8(WnLx2)

Wn1 = Pn(Spacing) Mt = My = 1/12(WnLy2) Wn1 = Pn(Spacing)

Wn2 = WDL+LL(cosq) Wnt = WDL+LL(sinq)

WN = Wn1 + Wn2

Vx = (1/2)WnLx Wt = Wnt

Vy = (1/2)WnLy

To be safe, Fb > Fact

To be safe, Fv > Fvact

****To be safe, Yall > Yact

Yact = (5/384)(WLn4/EI)Yallow = L/360

6Mx

bh2+6My

b2h

3Vx2bh

+3Vy2bh

DESIGN OF TRUSS

TRIAL DIMENSION:75 x 200 mm

I= 5.00E+07

LOAD CARRIED BY THE TRUSS:

Loadings:GI roofing = 1.7440325 KnWt. of Purlins = 0.1112925 KnMin. Roof LL = 9.3015066 Kntotal = 11.156832 Kn

Weight of truss:Overall Length of Truss = 44.52 mWeight of Truss = 3.6034488 KnTOTAL 14.76028 Kn

Windward 0.607wind load = 1.28309604 Kn/mfx = 0.15173947 Kn 1.283fy = 0.28261476 Kn q

1.130

Leewardwind load = -5.58090396 Kn/mfx = 0.66 Knfy = 1.22925 Kn

4.917

Load carried by the ceiling: 5.581Ceiling Loa = 0.003725 Kn/m q

mm4

C111

*: including length of its member

B129

*: Assuming 5mm thk. Plywood, with a density of only 10% of the density of the main lumber used

2.64

Forces Due to DL + LL7.38014 KN

3.690 Kn 3.6901 Kn

3.690 Kn 3.690 Kn

3.693.69 Kn

ceiling load

0.80.8

1.8625 m m 1.8625 m m 1.863 m 1.8625

7.45 m

0.946635Forces Due to Wind Load

0.282614760.811739 0.2826

0.1517 0.660.2826148 0.283

0.15170.66

0.283 0.283

1.86251.8625

v

v

AB C D E F

H

I

J

K

L

Reactions due to DL + LL

Summary of Bar Forces:

Top Chords Length DL + LL WL DL + LL + WLAH 1.40 0.55 0.36 0.91HI 1.40 -9.53 -0.13 -9.65IJ 1.40 -9.15 -0.07 -9.22JK 1.40 -9.15 -0.98 -10.1KL 1.40 -9.53 -0.95 -10.5

LG 1.40 0.55 -0.59 -0.04Bottom ChordS

AB 1.24 -0.97 -0.50 -1.47BC 1.24 3.24 2.71 5.95CD 1.24 8.42 3.00 11.42DE 1.24 8.42 2.17 10.59EF 1.24 3.24 1.35 4.59

FG 1.24 -0.97 1.20 0.23Verticals

BH 0.64 -10.68 -0.56 -11.2CI 1.27 -2.69 -0.10 -2.8DJ 1.91 0.50 -0.46 0.0EK 1.27 -2.69 -0.38 -3.1

FL 0.64 -10.68 -0.26 -10.9Diagonals

HC 1.40 5.78 0.39 6.17ID 1.78 -0.22 -0.22 -0.44KD 1.78 -0.22 0.93 0.70LE 1.40 5.78 0.90 6.68

Design of Truss MembersStresses Length

Top Chord -9.526 1.395

Bottom chord 8.419 1.240

Vertical -10.680 / -0.560 0.640

Diagonal 5.780 / 0.390 1.395

DESIGN OF Top Chord


I= 5.00E+07

P= -9.526 KnL= 1395.00 mm

L/d = 18.6

= 10.7206903 since L/d>K and L/d>11 it is long column

To be safe:Fc >= fc

Fc = 7.21

fc = P/A = 0.64 < 7.21 it is safe!=)

mm4

K=( π4 )( E6 fc ). 5

Fc= π2E

36( Ld )2

D233

INPUT

D234

INPUT

D235

INPUT

F235

INPUT

D236

INPUT

F236

INPUT

Therefore use 75 x 200 mm for BOTTOM CHORD

DESIGN OF Bottom Chord


I= 5.00E+07

P= 8.419 KnL= 1.24 mm

L/d = 0.0165333

= 10.7206903 since L/d<K and L/d<11 it is short column

To be safe:Fc >= fc

Fc = 9126784.44

fc = P/A = 0.56 < 9126784 it is safe!=)


DESIGN OF Verticals


I= 5.00E+07

P= -10.680 / -0.560 KnL= 0.64 mm

L/d = 0.0085333


mm4

mm4

K=( π4 )( E6 fc ). 5

Fc= π2E

36( Ld )2

K=( π4 )( E6 fc ). 5

B300

INPUT

D300

INPUT

To be safe:Fc >= fc

Fc = 3.43E+07

fc = P/A = 0.71 < 3.43.E+07 it is safe!=)


Check for Stress Reversals: To be safe:

>=

= 13.80 MPa

= 0.06 < 13.80 it is safe!=)

Since Fb > Ft, Use 75 x 200 mm for VERTICALS

DESIGN OF Diagonals


I= 5.00E+07

P= 5.780 / 0.390 KnL= 1.40 mm

L/d = 0.0186


To be safe:Fc >= fc

Fb ft

Fb

mm4

Fc= π2E

36( Ld )2

f t=P

(3 /5 ) Ag

K=( π4 )( E6 fc ). 5

Fc= π2E

36( Ld )2

B340

INPUT

D340

INPUT

Fc = 7.21E+06

fc = P/A = 0.39 < 7.21.E+06 it is safe!=)


Check for Stress Reversals: To be safe:

>=

= 13.80 MPa

= 0.04 < 13.80 it is safe!=)

Since Fb > Ft, Use 75 x 200 mm for VERTICALS

DESIGN OF POST

At Truss supports DL + LL WL DL + LL + WL

A -26.7 -0.66 -27.36B -26.7 -0.28 -26.98At Girder Supports -9.98 0 -9.98 4P= Interior posts carries a max of

4 girders4P= 109.4 Kn

TRIAL DIMENSION: 110.1 Kn200 x 200 mm

I= 1.33E+08

Length of column = 3.15 mWeight of Column = 0.679896 Kn

L/d= 15.75

= 10.7206903

since L/d > K and L/d > 11 it is long column.

To be safe:

Fb ft

Fb

mm4

Fc= π2E

36( Ld )2

f t=P

(3 /5 ) Ag

K=( π4 )( E6 fc ). 5

Fc > = fc

Fc = 8.14 Mpafc = P/A

= 2.7529974 Mpa

Therefore use 200 x 200 mm for POST

(+) Windward (-) Leeward

4.23

2.00 m

3.73 m

kN/m

kN/m

kN/m

kN/m

kN/m

kN/m

kN/m

Mpa

Mpa

3.69 kn

0.8

m

0.283

0.66

v

G

4P= Interior posts carries a max of


DESIGN OF T & G

DATA: TRIAL DIMENSION:Residential Live Load 2.00 kPa 25 x 100 mm

Specific Gravity 5.40 I= 2.08E+06

Modulus of Elasticity 9100.00 MPa

0.1 0.1 0.1 0.1

0.025

0.4 m

LOADINGS:Dead Load (Weight of T&G) = Area X S.G. = 0.0135 kN/mLive Load (Residential LL) = 0.2 kN/m

= 0.2135 kN/m

= 0.0043 kN-m

= 0.0427 kN

kN/m3 mm4

WDL+LL

MMAX = (1/8)WL2

VMAX = wL/2

CHECK FOR BENDING:

= 0.10Fb= 13.80 ****Since Fact is less than Fallowable, it is safe=)

CHECK FOR SHEAR;

= 0.03Fv= 1.34 ****Since Fvact is less than Fvallowable, it is safe=)


= 0.00375 mm

= 1.11111 mm****Since Yact is less than Yallowable, it is safe=)

THEREFORE USE 25 x 100 T & G

DESIGN OF FLOOR JOISTS

DATA:Specific Gravity = 7.26Modulus of Elasticity = 14600.0 MPa

Length of joist = 2.75 m

Joist Spacing = 0.50 m

Residential Live Load = 2.00 kPa


I= 2.23E+07


Fact = 6Mmax/bh2


Fvact = (3/2)(Vmax/bh)

To be safe, Yall > Yact


kN/m3

mm4

D86

Longest Span

SECTION A-A: T&G

Floor Joist 0.18 m

0.50 m

0.05 m

Dead Loads:

Weight of joist = Specific Gravity X Area of Joist = 0.06352 Kn/mLoad carried by the T&G = 0.090743 Kn/m

Live Load:Floor LL = 1 Kn/m

= 1.154262 Kn/m

= 1.091139 Kn-m

= 1.587111 Kn

CHECK FOR BENDING:

= 4.275 MpaFb= 13.80 Mpa ****Since Fact is less than Fallowable, it is safe=)

CHECK FOR SHEAR;

= 0.27208 MpaFv= 1.34 Mpa ****Since Fact is less than Fallowable, it is safe=)


= 2.64E+00 mm

= 7.6388889 mm****Since Yact is less than Yallowable, it is safe=)

WDL+LL

MMAX = (1/8)WL2

VMAX = wL/2


Fact = 6Mmax/bh2





THEREFORE USE 50 x 175 FLOOR JOISTS


DESIGN OF GIRDER

DATA: TRIAL DIMENSION:Specific Gravity = 5.40 150 x 300 mm

Modulus of Elasticity = 9100.00 MPa I= 3.38E+08

Length of Girder = 2.75 MPa Weight of the girder: = Area X Specific Gravity

Joist Spacing = 0.40 m = 0.24282 kn-m

Residential Live Load = 2.00 kPa

1.587 kn 3.174221 3.174221 kn 3.174221 3.174221 3.174221 kn 1.587111

0.40 0.4 0.4 0.4 0.4 0.4

Weightof girder

2.75 m

9.98 kn 9.98 kn

CHECK FOR BENDING: = 8.54 kn-m

= 9.98 kn

= 3.7939084333 MpaFb= 13.80 Mpa ****Since Fact is less than Fallowable, it is safe=)

CHECK FOR SHEAR;

= 0.3326666667 MpaFv= 1.34 Mpa ****Since Fact is less than Fallowable, it is safe=)


-2.03E+00 mm

7.6388888889 mm****Since Yact is less than Yallowable, it is safe

kN/m3

mm4

Mmax

Vmax

Fact = 6Mmax/bh2


Yallow = L/360

Y actual=5wl4

384 EI+Pa(3L−4 a2 )24 EI

+ PL3

48 EI

E14

*: LONGEST LENGTH

DESIGN OF STAIRS

DESIGN OF TREAD

TRIAL DIMENSION: Loadings:50 x 200 mm Weight of Tread = 0.05396 Kn

I= 3.33E+07 Live Load = 0.4 Kn

TOTAL = 0.45396 Kn

WIDTH OF STAIRS= 1.1 min mm = 1100

Analytical Model:w = 0.45396 Kn

1.1 m

= 0.068661 Kn-m

= 0.249678 Kn

CHECK FOR BENDING:

= 0.20598435 KnFb= 13.80 Kn ****Since Fact is less than Fallowable, it is safe=)

CHECK FOR SHEAR;

= 0.0374517 Kn

mm4

MMAX = (1/8)WL2

VMAX = wL/2


Fact = 6Mmax/bh2



Fv= 1.34 Kn ****Since Fact is less than Fallowable, it is safe=)


= 0.0285 mm

= 0.003056 mm****since this deflection is alrady in mm, it is very neglegible

THEREFORE USE 50 x 200 TREAD

DESIGN OF CARRIAGE


I= 3.33E+07

Considering the longest span of the stairs:

No. of Stairs = 18 @ 0.2 mLoad carried by the tre = 0.45396 Kn

= 36.8699Length of Carriage = 4.5 mWeigth of Carriage = 0.05396 Kn

Analytical Model:

2.7m

= 36.8699



mm4

Theta, q

Theta, q

3.6 m

w= 0.41 Kn/m

L= 4.50 m

concrete landing

Load by the Tread: Weight of Carriage:

0.363 0.272376 0.0323760.45396 0.043168

0.05396

= 4.11 Kn-m

= 0.914256 Kn

CHECK FOR BENDING:

= 12.342456 KnFb= 13.80 Kn ****Since Fact is less than Fallowable, it is safe

CHECK FOR SHEAR;

= 0.1371384 KnFv= 1.34 Kn ****Since Fact is less than Fallowable, it is safe


MMAX = 1/2WL2

VMAX = wL/2


Fact = 6Mmax/bh2




= 4.70E+00

= 12.5 ****Since Yact is more than Yallowable, not safe

THEREFORE USE 50 x 200 CARRIAGE


excel program for timber structures

Documents