Excel Program For Timber Structures
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CARMEL B. SABADO BSCE-5
CE-164 Timber Excel Program
PROF.Allan E. Milano
*note:the boxes in yellow should be inputed by the designer,while blue ones are computed by the program.=)
DESIGN OF PURLINS DATA: Type of wood: Bending and Tension(Fb) Shear(Fv) Compression(Fc) Modulus of Elasticity(E) Relative Density(G) Specific Gravity
pahutan 13.80 MPa 1.34 MPa 8.14 MPa 9100.00 MPa 0.55 5.40 kN/m3
LOADINGS: Wind Pressure Minimum Roof Live Load GI roofing Residential Live Load
SPACING: 0.40 m 2.75 m 0.40 m
Purlins Truss Floor Joist
W nt W n2
θ
W DL+LL
DATA:
TRIAL DIMENSION:
Span Height Theta, θ;
3.73 m 2.00 m
50
28.23
LOADINGS: Live load Roofing Purlin weight W DL+LL
Load Combinations:
x
150
I= 1.41E+07 mm4
0.32 Kn/m 0.06 Kn/m 0.04 Kn/m 0.42 Kn/m
mm
0.96 kPa 0.80 kPa 0.15 kPa 2.00 kPa
Condition 1: DL + LL W DL+LL =
0.37 kN/m
governs!!
Condition 2: DL + LL + WL W DL+LL+WL=
0.22 kN/m
LOAD COMBINATION: Windward: Pn = 1.3(sinq - 0.5)P
0.11 kN/m
Pn = -0.5P
-0.48 kN/m
W n1 = Pn(Spacing) W n1 = Pn(Spacing) W n2 = WDL+LL(cosq) W nt = WDL+LL(sinq)
0.04 kN/m
Leeward:
MOMENTS: Mn = Mx = 1/8(W nLx2)
0.64 Kn-m
Mt = My = 1/12(W nLy2)
0.12 Kn-m
(WW) (LW)
-0.19 0.37 kN/m 0.20 kN/m
SHEAR: Vx = (1/2)W nLx
0.69 Kn
Vy = (1/2)W nLy
0.2 Kn
CHECK FOR BENDING: To be safe, Fb > Fact
=
6 Mx 6 My + 2 2 bh b h
=
5.40 Kn-m
<
=
3Vx 3Vy + 2bh 2bh
=
0.18 Kn
<
CHECK FOR SHEAR; To be safe, Fv > Fvact
W N = Wn1 + Wn2 W t = Wnt
****To be safe, Yall > Yact
CHECK FOR DEFLECTION: Yact = (5/384)(WLn4/EI)
=
2.16 mm
Yallow = L/360
=
7.64 mm it is safe!=)
0.41 kN/m 0.20 kN/m
13.80 Mpa it is safe!=)
1.34 Mpa it is safe!=)
DESIGN OF TRUSS TRIAL DIMENSION: 75
x
200
mm
I= 5.00E+07 mm4
LOAD CARRIED BY THE TRUSS: Loadings: GI roofing Wt. of Purlins Min. Roof LL
total
= = = =
1.74 Kn 0.11 Kn 9.3 Kn 11.16 Kn
Weight of truss:
= =
Overall Length of Truss Weight of Truss
TOTAL
44.52 m 3.6 Kn
14.76 Kn 0.607
Windward wind load
fx fy
= = =
1.28 Kn/m 0.15 Kn 0.28 Kn
1.283 θ
1.130 Leeward wind load
fx fy
= = =
-5.58 Kn/m 0.66 Kn 1.23 Kn 4.92
5.58
Load carried by the ceiling: Ceiling Load
=
0 Kn/m
θ
2.64
Forces Due to DL + LL
7.38
KN
3.690 Kn
3.69 Kn
3.690 Kn
3.690 Kn
3.69 3.69 Kn ceiling load
0.8 0.8 1.8625
1.86 m
m
1.86 m
1.8625
m 1.863 m
1.8625 m
7.45 m 0.95 Forces Due to Wind Load
0.28 0.81 0.1517
v
J
0.28
A
0.66 0.28
K
v
0.1517 0.28
0.28
I
0.66
L
0.28
H
B
Reactions due to DL + LL
C
D
E
F
v
G
Summary of Bar Forces: Top Chords
Length
AH HI IJ JK KL LG
DL + LL
WL
DL + LL + WL
1.40 1.40 1.40 1.40 1.40 1.40
0.55 -9.53 -9.15 -9.15 -9.53 0.55
0.36 -0.13 -0.07 -0.98 -0.95 -0.59
0.91 -9.65 -9.22 -10.1 -10.5 -0.04
1.24 1.24 1.24 1.24 1.24 1.24
-0.97 3.24 8.42 8.42 3.24 -0.97
-0.50 2.71 3.00 2.17 1.35 1.20
-1.47 5.95 11.42 10.59 4.59 0.23
0.64 1.27 1.91 1.27 0.64
-10.68 -2.69 0.50 -2.69 -10.68
-0.56 -0.10 -0.46 -0.38 -0.26
-11.2 -2.8 0.0 -3.1 -10.9
1.40 1.78 1.78 1.40
5.78 -0.22 -0.22 5.78
0.39 -0.22 0.93 0.90
6.17 -0.44 0.70 6.68
Bottom ChordS AB BC CD DE EF FG
Verticals BH CI DJ EK FL
Diagonals HC
ID KD LE
Design of Truss Members Stresses
Length
Top Chord Bottom chord Vertical Diagonal
-9.526 8.419 -10.680 / 5.780 /
-0.560 0.390
1.395 1.240 0.640 1.395
DESIGN OF Top Chord TRIAL DIMENSION: 75
x 200 I= 5.00E+07 mm4
P= L=
mm
-9.526 Kn 1395.00 mm
L/d
=
18.6
π E K = 4 6 fc
.5
=
10.72 since L/d>K
and L/d>11 it is long column
To be safe: Fc
>=
Fc =
fc
π2 E 2
L 36 d
Fc fc = P/A
= =
Therefore use
7.21 0.64
75
DESIGN OF Bottom Chord TRIAL DIMENSION: 75
x 200 I= 5.00E+07 mm4
P= L= L/d
8.419 Kn 1.24 mm =
0.02
mm
7.21 it is safe!=)
<
x
200
mm for BOTTOM CHORD
π E K = 4 6 fc
.5
=
10.72 since L/d
and L/d<11 it is short column
To be safe: Fc
>=
Fc =
fc
π2 E 2
L 36 d
Fc fc = P/A
= =
Therefore use
9126784.44 0.56
75
<
x
9126784 it is safe!=) 200
mm for BOTTOM CHORD
DESIGN OF Verticals TRIAL DIMENSION: 75
x
200
mm
I= 5.00E+07 mm4
P= L=
-10.680
-0.560 Kn
/
0.64 mm
L/d
=
0.01
π E K = 4 6 fc
.5
=
10.72 since L/d
and L/d<11 it is short column
To be safe: Fc Fc =
>=
fc
π2 E 2
L 36 d
Fc fc = P/A
= =
Therefore use Check for Stress Reversals:
3.43E+07 0.71
75
<
x
To be safe:
Fb
>=
ft
Fb
=
13.80
MPa
3.43.E+07 it is safe!=)
200
mm for BOTTOM CHORD
ft =
P
(3 / 5) Ag=
0.06 <
Since Fb > Ft, Use
75
x
13.80
it is safe!=)
200
mm for VERTICALS
DESIGN OF Diagonals TRIAL DIMENSION: 75
x 200 I= 5.00E+07 mm4
P= L=
5.780
mm
0.390 Kn
/
1.40 mm
L/d
=
0.02
π E K = 4 6 fc
.5
=
10.72 since L/d
and L/d<11 it is short column
To be safe: Fc
>=
Fc =
fc
π2 E 2
L 36 d
Fc fc = P/A
= =
Therefore use Check for Stress Reversals:
7.21E+06 0.39
75
<
x
7.21.E+06 it is safe!=)
200
mm for BOTTOM CHORD
13.80
it is safe!=)
200
mm for VERTICALS
To be safe:
Fb
>=
ft
Fb
=
13.80
ft =
(3 / 5) Ag=
MPa
P
Since Fb > Ft, Use
0.04 <
75
x
DESIGN OF POST
At Truss supports DL + LL
WL
-26.7 -26.7 At Girder Supports -9.98
DL + LL + WL
-0.66 -0.28 0
A B
-27.36 -26.98 -9.98
4P= Interior posts carries a max of 4 girders 4P= ### Kn
TRIAL DIMENSION:
###
200
x 200 I= 1.33E+08 mm4
Length of column Weight of Column
L/d=
mm
= =
3.15 m 0.68 Kn
15.75
π E K = 4 6 fc
.5
=
10.72
since L/d > K and L/d > 11
it is long column.
To be safe: Fc Fc fc =
>=
fc =
8.14 Mpa
=
2.75 Mpa
P/A
Therefore use
200 x
200 mm for POST
Kn
(+) Windward
(-)
Leeward
4.23 2.00
3.73
m
m
kn
0.66
rt column
rt column
rt column
CARMEL B. SABADO BSCE-5
CE-164 Timber Excel Program
PROF.Allan E. Milano
*note:the boxes in yellow should be inputed by the designer,while blue ones are computed by the program.=)
DESIGN OF T & G DATA:
TRIAL DIMENSION:
Residential Live Load Specific Gravity Modulus of Elasticity
2.00 kPa 5.40 kN/m3 9100.00 MPa
0.1
25
x
0.1
0.1
0.03
0.4 m
LOADINGS: Dead Load (Weight of T&G) = Area X S.G. Live Load (Residential LL) W DL+LL
= =
0.01 kN/m 0.2 kN/m
=
0.21 kN/m
MMAX = (1/8)WL2
=
0 kN-m
VMAX = wL/2
=
CHECK FOR BENDING:
To be safe, Fb > Fact
100
mm
I= 2.08E+06 mm4
0.04 kN
0.1
Fact = 6Mmax/bh2 = Fb=
0.10 13.80 ****Since Fact is less than Fallowable, it is safe=)
To be safe, Fv > Fvact
CHECK FOR SHEAR;
Fvact = (3/2)(Vmax/bh) = 0.03 Fv= 1.34 ****Since Fvact is less than Fvallowable, it is safe=)
CHECK FOR DEFLECTION: To be safe, Yall > Yact Yact = (5/384)(WLn4/EI)
=
Yallow = L/360
=
THEREFORE USE
0.00375 mm 1.11111 mm ****Since Yact is less than Yallowable, it is safe=)
25
x
100
DESIGN OF FLOOR JOISTS DATA: Specific Gravity Modulus of Elasticity Length of joist Joist Spacing Residential Live Load
= = = = =
7.26 kN/m3 14600.0 MPa 2.75 m 0.50 m 2.00 kPa
TRIAL DIMENSION: 50
I=
x 2.23E+07
SECTION A-A:
175 mm4
mm
T&G
T&G
Floor Joist
0.18 m 0.50 m 0.05
m
Dead Loads: Weight of joist = Specific Gravity X Area of Joist Load carried by the T&G
= =
0.06 Kn/m 0.09 Kn/m
Live Load: Floor LL
=
1 Kn/m
WDL+LL
=
1.15 Kn/m
MMAX = (1/8)WL2
=
1.09 Kn-m
VMAX = wL/2
=
1.59 Kn
CHECK FOR BENDING:
To be safe, Fb > Fact
Fact = 6Mmax/bh2 = Fb=
****Since Fact is less than Fallowable, it is safe=)
4.275 Mpa 13.80 Mpa
CHECK FOR SHEAR;
To be safe, Fv > Fvact
Fvact = (3/2)(Vmax/bh) = 0.27208 Mpa Fv= 1.34 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/360
=
THEREFORE USE
50
2.64E+00 mm 7.64 mm ****Since Yact is less than Yallowable, it is safe=)
x
175
FLOOR JOISTS
CARMEL B. SABADO BSCE-5
CE-164 Timber Excel Program
PROF.Allan E. Milano
*note:the boxes in yellow should be inputed by the designer,while blue ones are computed by the program.=)
DESIGN OF GIRDER DATA:
TRIAL DIMENSION:
Specific Gravity Modulus of Elasticity Length of Girder Joist Spacing Residential Live Load 1.59 kn
= = = = =
3.17
0.40
5.40 kN/m 9100.00 MPa 2.75 MPa 0.40 m 2.00 kPa 3.17 kn
0.4
150
3
300 mm
Weight of the girder:
3.17
0.4
x
I= 3.38E+08 mm4
3.17
0.4
= Area X Specific Gravity = 0.24 kn-m
3.17 kn
0.4
1.59
0.4 Weight of girder
2.75 m
9.98 kn
9.98 kn
CHECK FOR BENDING: Fact = 6Mmax/bh2 = 3.79 Mpa Fb= 13.80 Mpa
Mmax
=
8.54 kn-m
Vmax
=
9.98 kn
****Since Fact is less than Fallowable, it is safe=)
CHECK FOR SHEAR; Fvact = (3/2)(Vmax/bh) = 0.33 Mpa Fv= 1.34 Mpa
****Since Fact is less than Fallowable, it is safe=)
CHECK FOR DEFLECTION: Yactual =
5wl 4 Pa(3L − 4a 2 ) PL3 + + 384 EI 24 EI 48 EI
-2.03E+00 mm
Yallow = L/360 ****Since Yact is less than Yallowable, it is safe
7.64 mm
DESIGN OF STAIRS DESIGN OF TREAD
TRIAL DIMENSION: 50
I=
x 3.33E+07
Loadings:
200 mm4
mm
Weight of Tread Live Load
TOTAL WIDTH OF STAIRS= in mm =
1.1 m 1100
Analytical Model: w=
0.45 Kn
1.1 m
MMAX = (1/8)WL2
=
0.07 Kn-m
VMAX = wL/2
=
0.25 Kn
CHECK FOR BENDING:
To be safe, Fb > Fact
Fact = 6Mmax/bh2 = 0.21 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) = 0.04 Kn Fv= 1.34 Kn
****Since Fact is less than Fallowable, it is safe=)
CHECK FOR DEFLECTION:To be safe, Yall > Yact
= = =
0.05 Kn 0.4 Kn 0.45 Kn
Yact = (5/384)(WLn4/EI)
=
Yallow = L/360
=
THEREFORE USE
0.0285 mm 0 mm ****since this deflection is alrady in mm, it is very neglegible
50
x
200
TREAD
DESIGN OF CARRIAGE TRIAL DIMENSION: 50
I=
x 3.33E+07
200 mm4
mm
Considering the longest span of the stairs: No. of Stairs = Load carried by the tread = Theta, θ Length of Carriage Weigth of Carriage
= = =
18 @ 0.45 Kn
0.2
m
Theta, θ
=
36.87 4.5 m 0.05 Kn
Analytical Model:
2.7 m
3.6 m
36.87
w=
L=
0.41 Kn/m
4.50 m
concrete landing
Load by the Tread:
0.36
Weight of Carriage:
0.27
0.03
0.45
0.04 0.05
MMAX = 1/2WL2
=
4.11 Kn-m
VMAX = wL/2
=
0.91 Kn
CHECK FOR BENDING:
To be safe, Fb > Fact
Fact = 6Mmax/bh2 = 12.34 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) = 0.14 Kn Fv= 1.34 Kn
****Since Fact is less than Fallowable, it is safe
CHECK FOR DEFLECTION:To be safe, Yall > Yact Yact = (5/384)(WLn=4/EI) Yallow = L/360
THEREFORE USE
4.70E+00
=
12.5 ****Since Yact is more than Yallowable, not safe
50
x
200
CARRIAGE
CE-164 Timber Excel Program
PROF.Allan E. Milano
*note:the boxes in yellow should be inputed by the designer,while blue ones are computed by the program.=)
DESIGN OF PURLINS DATA: Type of wood: Bending and Tension(Fb) Shear(Fv) Compression(Fc) Modulus of Elasticity(E) Relative Density(G) Specific Gravity
pahutan 13.80 MPa 1.34 MPa 8.14 MPa 9100.00 MPa 0.55 5.40 kN/m3
LOADINGS: Wind Pressure Minimum Roof Live Load GI roofing Residential Live Load
SPACING: 0.40 m 2.75 m 0.40 m
Purlins Truss Floor Joist
W nt W n2
θ
W DL+LL
DATA:
TRIAL DIMENSION:
Span Height Theta, θ;
3.73 m 2.00 m
50
28.23
LOADINGS: Live load Roofing Purlin weight W DL+LL
Load Combinations:
x
150
I= 1.41E+07 mm4
0.32 Kn/m 0.06 Kn/m 0.04 Kn/m 0.42 Kn/m
mm
0.96 kPa 0.80 kPa 0.15 kPa 2.00 kPa
Condition 1: DL + LL W DL+LL =
0.37 kN/m
governs!!
Condition 2: DL + LL + WL W DL+LL+WL=
0.22 kN/m
LOAD COMBINATION: Windward: Pn = 1.3(sinq - 0.5)P
0.11 kN/m
Pn = -0.5P
-0.48 kN/m
W n1 = Pn(Spacing) W n1 = Pn(Spacing) W n2 = WDL+LL(cosq) W nt = WDL+LL(sinq)
0.04 kN/m
Leeward:
MOMENTS: Mn = Mx = 1/8(W nLx2)
0.64 Kn-m
Mt = My = 1/12(W nLy2)
0.12 Kn-m
(WW) (LW)
-0.19 0.37 kN/m 0.20 kN/m
SHEAR: Vx = (1/2)W nLx
0.69 Kn
Vy = (1/2)W nLy
0.2 Kn
CHECK FOR BENDING: To be safe, Fb > Fact
=
6 Mx 6 My + 2 2 bh b h
=
5.40 Kn-m
<
=
3Vx 3Vy + 2bh 2bh
=
0.18 Kn
<
CHECK FOR SHEAR; To be safe, Fv > Fvact
W N = Wn1 + Wn2 W t = Wnt
****To be safe, Yall > Yact
CHECK FOR DEFLECTION: Yact = (5/384)(WLn4/EI)
=
2.16 mm
Yallow = L/360
=
7.64 mm it is safe!=)
0.41 kN/m 0.20 kN/m
13.80 Mpa it is safe!=)
1.34 Mpa it is safe!=)
DESIGN OF TRUSS TRIAL DIMENSION: 75
x
200
mm
I= 5.00E+07 mm4
LOAD CARRIED BY THE TRUSS: Loadings: GI roofing Wt. of Purlins Min. Roof LL
total
= = = =
1.74 Kn 0.11 Kn 9.3 Kn 11.16 Kn
Weight of truss:
= =
Overall Length of Truss Weight of Truss
TOTAL
44.52 m 3.6 Kn
14.76 Kn 0.607
Windward wind load
fx fy
= = =
1.28 Kn/m 0.15 Kn 0.28 Kn
1.283 θ
1.130 Leeward wind load
fx fy
= = =
-5.58 Kn/m 0.66 Kn 1.23 Kn 4.92
5.58
Load carried by the ceiling: Ceiling Load
=
0 Kn/m
θ
2.64
Forces Due to DL + LL
7.38
KN
3.690 Kn
3.69 Kn
3.690 Kn
3.690 Kn
3.69 3.69 Kn ceiling load
0.8 0.8 1.8625
1.86 m
m
1.86 m
1.8625
m 1.863 m
1.8625 m
7.45 m 0.95 Forces Due to Wind Load
0.28 0.81 0.1517
v
J
0.28
A
0.66 0.28
K
v
0.1517 0.28
0.28
I
0.66
L
0.28
H
B
Reactions due to DL + LL
C
D
E
F
v
G
Summary of Bar Forces: Top Chords
Length
AH HI IJ JK KL LG
DL + LL
WL
DL + LL + WL
1.40 1.40 1.40 1.40 1.40 1.40
0.55 -9.53 -9.15 -9.15 -9.53 0.55
0.36 -0.13 -0.07 -0.98 -0.95 -0.59
0.91 -9.65 -9.22 -10.1 -10.5 -0.04
1.24 1.24 1.24 1.24 1.24 1.24
-0.97 3.24 8.42 8.42 3.24 -0.97
-0.50 2.71 3.00 2.17 1.35 1.20
-1.47 5.95 11.42 10.59 4.59 0.23
0.64 1.27 1.91 1.27 0.64
-10.68 -2.69 0.50 -2.69 -10.68
-0.56 -0.10 -0.46 -0.38 -0.26
-11.2 -2.8 0.0 -3.1 -10.9
1.40 1.78 1.78 1.40
5.78 -0.22 -0.22 5.78
0.39 -0.22 0.93 0.90
6.17 -0.44 0.70 6.68
Bottom ChordS AB BC CD DE EF FG
Verticals BH CI DJ EK FL
Diagonals HC
ID KD LE
Design of Truss Members Stresses
Length
Top Chord Bottom chord Vertical Diagonal
-9.526 8.419 -10.680 / 5.780 /
-0.560 0.390
1.395 1.240 0.640 1.395
DESIGN OF Top Chord TRIAL DIMENSION: 75
x 200 I= 5.00E+07 mm4
P= L=
mm
-9.526 Kn 1395.00 mm
L/d
=
18.6
π E K = 4 6 fc
.5
=
10.72 since L/d>K
and L/d>11 it is long column
To be safe: Fc
>=
Fc =
fc
π2 E 2
L 36 d
Fc fc = P/A
= =
Therefore use
7.21 0.64
75
DESIGN OF Bottom Chord TRIAL DIMENSION: 75
x 200 I= 5.00E+07 mm4
P= L= L/d
8.419 Kn 1.24 mm =
0.02
mm
7.21 it is safe!=)
<
x
200
mm for BOTTOM CHORD
π E K = 4 6 fc
.5
=
10.72 since L/d
and L/d<11 it is short column
To be safe: Fc
>=
Fc =
fc
π2 E 2
L 36 d
Fc fc = P/A
= =
Therefore use
9126784.44 0.56
75
<
x
9126784 it is safe!=) 200
mm for BOTTOM CHORD
DESIGN OF Verticals TRIAL DIMENSION: 75
x
200
mm
I= 5.00E+07 mm4
P= L=
-10.680
-0.560 Kn
/
0.64 mm
L/d
=
0.01
π E K = 4 6 fc
.5
=
10.72 since L/d
and L/d<11 it is short column
To be safe: Fc Fc =
>=
fc
π2 E 2
L 36 d
Fc fc = P/A
= =
Therefore use Check for Stress Reversals:
3.43E+07 0.71
75
<
x
To be safe:
Fb
>=
ft
Fb
=
13.80
MPa
3.43.E+07 it is safe!=)
200
mm for BOTTOM CHORD
ft =
P
(3 / 5) Ag=
0.06 <
Since Fb > Ft, Use
75
x
13.80
it is safe!=)
200
mm for VERTICALS
DESIGN OF Diagonals TRIAL DIMENSION: 75
x 200 I= 5.00E+07 mm4
P= L=
5.780
mm
0.390 Kn
/
1.40 mm
L/d
=
0.02
π E K = 4 6 fc
.5
=
10.72 since L/d
and L/d<11 it is short column
To be safe: Fc
>=
Fc =
fc
π2 E 2
L 36 d
Fc fc = P/A
= =
Therefore use Check for Stress Reversals:
7.21E+06 0.39
75
<
x
7.21.E+06 it is safe!=)
200
mm for BOTTOM CHORD
13.80
it is safe!=)
200
mm for VERTICALS
To be safe:
Fb
>=
ft
Fb
=
13.80
ft =
(3 / 5) Ag=
MPa
P
Since Fb > Ft, Use
0.04 <
75
x
DESIGN OF POST
At Truss supports DL + LL
WL
-26.7 -26.7 At Girder Supports -9.98
DL + LL + WL
-0.66 -0.28 0
A B
-27.36 -26.98 -9.98
4P= Interior posts carries a max of 4 girders 4P= ### Kn
TRIAL DIMENSION:
###
200
x 200 I= 1.33E+08 mm4
Length of column Weight of Column
L/d=
mm
= =
3.15 m 0.68 Kn
15.75
π E K = 4 6 fc
.5
=
10.72
since L/d > K and L/d > 11
it is long column.
To be safe: Fc Fc fc =
>=
fc =
8.14 Mpa
=
2.75 Mpa
P/A
Therefore use
200 x
200 mm for POST
Kn
(+) Windward
(-)
Leeward
4.23 2.00
3.73
m
m
kn
0.66
rt column
rt column
rt column
CARMEL B. SABADO BSCE-5
CE-164 Timber Excel Program
PROF.Allan E. Milano
*note:the boxes in yellow should be inputed by the designer,while blue ones are computed by the program.=)
DESIGN OF T & G DATA:
TRIAL DIMENSION:
Residential Live Load Specific Gravity Modulus of Elasticity
2.00 kPa 5.40 kN/m3 9100.00 MPa
0.1
25
x
0.1
0.1
0.03
0.4 m
LOADINGS: Dead Load (Weight of T&G) = Area X S.G. Live Load (Residential LL) W DL+LL
= =
0.01 kN/m 0.2 kN/m
=
0.21 kN/m
MMAX = (1/8)WL2
=
0 kN-m
VMAX = wL/2
=
CHECK FOR BENDING:
To be safe, Fb > Fact
100
mm
I= 2.08E+06 mm4
0.04 kN
0.1
Fact = 6Mmax/bh2 = Fb=
0.10 13.80 ****Since Fact is less than Fallowable, it is safe=)
To be safe, Fv > Fvact
CHECK FOR SHEAR;
Fvact = (3/2)(Vmax/bh) = 0.03 Fv= 1.34 ****Since Fvact is less than Fvallowable, it is safe=)
CHECK FOR DEFLECTION: To be safe, Yall > Yact Yact = (5/384)(WLn4/EI)
=
Yallow = L/360
=
THEREFORE USE
0.00375 mm 1.11111 mm ****Since Yact is less than Yallowable, it is safe=)
25
x
100
DESIGN OF FLOOR JOISTS DATA: Specific Gravity Modulus of Elasticity Length of joist Joist Spacing Residential Live Load
= = = = =
7.26 kN/m3 14600.0 MPa 2.75 m 0.50 m 2.00 kPa
TRIAL DIMENSION: 50
I=
x 2.23E+07
SECTION A-A:
175 mm4
mm
T&G
T&G
Floor Joist
0.18 m 0.50 m 0.05
m
Dead Loads: Weight of joist = Specific Gravity X Area of Joist Load carried by the T&G
= =
0.06 Kn/m 0.09 Kn/m
Live Load: Floor LL
=
1 Kn/m
WDL+LL
=
1.15 Kn/m
MMAX = (1/8)WL2
=
1.09 Kn-m
VMAX = wL/2
=
1.59 Kn
CHECK FOR BENDING:
To be safe, Fb > Fact
Fact = 6Mmax/bh2 = Fb=
****Since Fact is less than Fallowable, it is safe=)
4.275 Mpa 13.80 Mpa
CHECK FOR SHEAR;
To be safe, Fv > Fvact
Fvact = (3/2)(Vmax/bh) = 0.27208 Mpa Fv= 1.34 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/360
=
THEREFORE USE
50
2.64E+00 mm 7.64 mm ****Since Yact is less than Yallowable, it is safe=)
x
175
FLOOR JOISTS
CARMEL B. SABADO BSCE-5
CE-164 Timber Excel Program
PROF.Allan E. Milano
*note:the boxes in yellow should be inputed by the designer,while blue ones are computed by the program.=)
DESIGN OF GIRDER DATA:
TRIAL DIMENSION:
Specific Gravity Modulus of Elasticity Length of Girder Joist Spacing Residential Live Load 1.59 kn
= = = = =
3.17
0.40
5.40 kN/m 9100.00 MPa 2.75 MPa 0.40 m 2.00 kPa 3.17 kn
0.4
150
3
300 mm
Weight of the girder:
3.17
0.4
x
I= 3.38E+08 mm4
3.17
0.4
= Area X Specific Gravity = 0.24 kn-m
3.17 kn
0.4
1.59
0.4 Weight of girder
2.75 m
9.98 kn
9.98 kn
CHECK FOR BENDING: Fact = 6Mmax/bh2 = 3.79 Mpa Fb= 13.80 Mpa
Mmax
=
8.54 kn-m
Vmax
=
9.98 kn
****Since Fact is less than Fallowable, it is safe=)
CHECK FOR SHEAR; Fvact = (3/2)(Vmax/bh) = 0.33 Mpa Fv= 1.34 Mpa
****Since Fact is less than Fallowable, it is safe=)
CHECK FOR DEFLECTION: Yactual =
5wl 4 Pa(3L − 4a 2 ) PL3 + + 384 EI 24 EI 48 EI
-2.03E+00 mm
Yallow = L/360 ****Since Yact is less than Yallowable, it is safe
7.64 mm
DESIGN OF STAIRS DESIGN OF TREAD
TRIAL DIMENSION: 50
I=
x 3.33E+07
Loadings:
200 mm4
mm
Weight of Tread Live Load
TOTAL WIDTH OF STAIRS= in mm =
1.1 m 1100
Analytical Model: w=
0.45 Kn
1.1 m
MMAX = (1/8)WL2
=
0.07 Kn-m
VMAX = wL/2
=
0.25 Kn
CHECK FOR BENDING:
To be safe, Fb > Fact
Fact = 6Mmax/bh2 = 0.21 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) = 0.04 Kn Fv= 1.34 Kn
****Since Fact is less than Fallowable, it is safe=)
CHECK FOR DEFLECTION:To be safe, Yall > Yact
= = =
0.05 Kn 0.4 Kn 0.45 Kn
Yact = (5/384)(WLn4/EI)
=
Yallow = L/360
=
THEREFORE USE
0.0285 mm 0 mm ****since this deflection is alrady in mm, it is very neglegible
50
x
200
TREAD
DESIGN OF CARRIAGE TRIAL DIMENSION: 50
I=
x 3.33E+07
200 mm4
mm
Considering the longest span of the stairs: No. of Stairs = Load carried by the tread = Theta, θ Length of Carriage Weigth of Carriage
= = =
18 @ 0.45 Kn
0.2
m
Theta, θ
=
36.87 4.5 m 0.05 Kn
Analytical Model:
2.7 m
3.6 m
36.87
w=
L=
0.41 Kn/m
4.50 m
concrete landing
Load by the Tread:
0.36
Weight of Carriage:
0.27
0.03
0.45
0.04 0.05
MMAX = 1/2WL2
=
4.11 Kn-m
VMAX = wL/2
=
0.91 Kn
CHECK FOR BENDING:
To be safe, Fb > Fact
Fact = 6Mmax/bh2 = 12.34 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) = 0.14 Kn Fv= 1.34 Kn
****Since Fact is less than Fallowable, it is safe
CHECK FOR DEFLECTION:To be safe, Yall > Yact Yact = (5/384)(WLn=4/EI) Yallow = L/360
THEREFORE USE
4.70E+00
=
12.5 ****Since Yact is more than Yallowable, not safe
50
x
200
CARRIAGE
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