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 ar e 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 Minim nimum Roo Rooff Liv Live e Loa Load d GI roofing Residential Live Load
SPACING: Purlins Truss
0.40 m
Floor Joist
0.40 m
2.75 m
W nt W n2
W DL+LL
θ
DATA:
TRIAL DIMENSION:
Span Height Theta, θ
3.73 m 2.00 m
50 I=
28.23
LOADINGS: Live load
0.32 Kn/m
Roofing
0.06 Kn/m
Purlin weight W DL+LL
0.04 Kn/m
Load Combinations:
0.42 Kn/m
x 150 1.41E+07 mm4
mm
0.96 kPa 0.80 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+W =
0.22 kN/m
LOAD COMBINATION: Windward: Pn = 1.3( 1.3(si sinq nq - 0.5) 0.5)P P
0.11 0.11 kN/m kN/m
Pn = -0.5P
-0.48 kN/m
Leeward:
MOMENTS: Mn = Mx = 1/8(W nLx2
0.64 0.64 Kn-m Kn-m Wn1 = Pn(Spacing) 0.04 kN/m Wn1 = Pn(Spacing) -0.19 Wn2 = WDL+LL(cosq) 0.37 kN/m Wnt = WDL+LL(sinq) 0.20 kN/m
(WW) Mt = My = 1/12(W nL
0.12 0.12 Kn-m Kn-m
(LW)
SHEAR: Vx = (1/2)W nLx
0.69 0.69 Kn
Vy = (1/2)W nLy
0.2 Kn
CHECK FOR BENDING: To be safe, F b > Fact
=
CHECK FOR SHEAR; To be safe, F v > Fvact
=
WN = Wn1 + Wn2 Wt = Wnt
6 Mx bh
2
3Vx 2bh
My
+6 2
b h
+
3Vy 2bh
Yallow = L/360
5.40 Kn-m
<
=
0.18 Kn
<
****To be safe, Yall > Yact
CHECK FOR DEFLECTION: Yact = (5/384)(WLn4/EI)
=
=
2.16 mm
=
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 I=
x
200
mm
5.00E+07 mm4
LOAD CARRIED BY THE TRUSS: Loadings:
= Wt. of Purlins = Min. Roof LL = total =
1.74 Kn
GI roofing
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 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 Loa
=
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 3.69 Kn ceiling load
0.8 0.8 1.8625
1.86 1.86 m
m
1.86 m
1.8625
m 1.863 m
1.8625 m
7.45m 0.95 Forces Due to Wind Load
0.28 0.81 0.1517
J
0.66
0.28 0.1517
0.28
0.28
K I
0.66
L
0.28
A
0.28
H
B
Reactions due to DL + LL
C
D
E
F
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
-9.526
1.395
Bottom chord
8.419
1.240
Vertical Diagonal
-10.680
/
-0.560
0.640
5.780
/
0.390
1.395
DESIGN OF Top Chord TRIAL DIMENSION: 75 I=
x
200
mm
5.00E+07 mm
4
P= L=
-9.526 Kn 1395.00 mm
L/d
=
18.6 .5
K
E π = 4 6 fc
=
10.72 since L/d>K
and L/d>11 it is long column
To be safe: Fc Fc
>=
=
fc
2 π
E 2
L 36 d
Fc
=
7.21
fc = P/A
=
0.64
Therefore use
75
DESIGN OF Bottom Chord TRIAL DIMENSION: 75 I=
x
5.00E+07 mm
4
P= L= L/d
200
8.419 Kn 1.24 mm =
0.02
mm
7.21 it is safe!=)
<
x
200
mm for BOTTOM CHORD
K
E π = 6 fc 4
.5
=
10.72 since L/d
and L/d<11 it is short column
To be safe: Fc
>=
Fc
=
fc
2 π
E 2
L 36 d
Fc
=
9126784.44
fc = P/A
=
0.56
Therefore use
75
<
x
9126784 it is safe!=) 200
mm for BOTTOM CHORD
DESIGN OF Verticals TRIAL DIMENSION: 75 I=
x
K
mm
5.00E+07 mm4
P= L= L/d
200
-10.680
-0.560 Kn
/
0.64 mm =
0.01
E π = 6 fc 4
.5
=
10.72 since L/d
and L/d<11 it is short column
To be safe: Fc Fc
>=
=
fc
2 π
E 2
L 36 d
Fc
=
3.43E+07
fc = P/A
=
0.71
Therefore use Check for Stress Reversals:
75
<
x
To be safe:
Fb
>=
f t
Fb
=
13.80
MPa
3.43.E+07 it is safe!=)
200
mm for BOTTOM CHORD
=
f t
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 I=
x
200
mm
5.00E+07 mm4
P= L=
5.780
0.390 Kn
/
1.40 mm
L/d
=
K
0.02
E π = 6 fc 4
.5
=
10.72 since L/d
and L/d<11 it is short column
To be safe: Fc
>=
Fc
=
fc
2 π
E 2
L 36 d
Fc
=
7.21E+06
fc = P/A
=
0.39
Therefore use Check for Stress Reversals:
f t
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
>=
f t
Fb
=
13.80
=
<
MPa
P
(3 / 5) Ag =
Since Fb > Ft, Use
0.04 <
75
x
DESIGN OF POST
At Truss supp DL + LL
WL
-26.7 -26.7 -9.98
A B
At Girder Supp
DL + LL + WL
-0.66 -0.28 0
-27.36 -26.98 -9.98
4P= Interior posts carries a max of 4 girders 4P= ### Kn
TRIAL DIMENSION: 200 I=
x
200
mm
1.33E+08 mm
4
Length of column Weight of Column
L/d= K
###
= =
3.15 m 0.68 Kn
15.75
E = 6 fc 4 π
.5
=
10.72
sinc since e L/d L/d > K and and L/d L/d > 11 11
it is long column.
To be safe: Fc
>=
Fc fc =
fc =
8.14 8.14 Mpa
=
2.75 2.75 Mpa
P/A
Therefore use
200 x
200 mm for POST
Kn
(+) Wi Windward
(-)
Leeward
4.23 2.00
3.73
m
m
kn
0.66
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 9100.0 9100.00 0 MPa
0.1
25 I=
0.1
x 100 2.08E+06 mm4
0.1
0.03
0.4 0.4 m
LOADINGS: Dead Load (Weight of T&G) = Area X S.G. Live Load (Residential LL) W DL+LL
= =
0.01 kN kN/m 0.2 kN/m
=
0.21 kN/m
MMAX = (1/8)WL2
=
VMAX = wL/2
=
CHECK FOR BENDING:
To be safe, F b > Fact
0 kN-m 0.04 kN
mm
0.1
Fact = 6Mmax/bh2 = Fb =
0.10 13.80 ****Since Fact is less than Fallowable, it is safe=)
To be safe, F v > Fvact
CHECK FOR SHEAR; Fvact = (3/2)(Vmax/bh) = F v=
0.03 1.34 ****Since Fvact is less than Fvallowable, it is safe=)
CHECK FOR DEFLECTION: To be safe, Y all > Yact Yact = (5/384)(WLn4/EI)
=
Yallow = L/360
0.00375 mm
=
THEREFORE USE
25
1.11111 mm ****Since Yact is less than Yallowable, it is safe=)
x
100
DESIGN OF FLOOR JOISTS DATA:
7.26 kN/m3 = 14600.0 MPa
Specific Gravity Modulus of Elastici Length of joist Joist Spacing Residential Live Lo
= = =
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 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 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
To be safe, F b > Fact
CHECK FOR BENDING: Fact = 6Mmax/bh2 = Fb =
4.275 Mpa 13.80 Mpa
****Since Fact is less than Fallowable, it is safe=)
To be safe, F v > Fvact
CHECK FOR SHEAR; Fvact = (3/2)(Vmax/bh) = F v=
0.27208 Mpa 1.34 Mpa
****Since Fact is less than Fallowable, it is safe=)
CHECK FOR DEFLECTION: To be safe, Y all > Yact Yact = (5/384)(WLn4/ Yallow = L/360
THEREFORE USE
= =
50
2.64E+00 m m 7.64 mm ****Since Yact is less than Yallowable, it is safe=)
x
175
FLOOR JOISTS
CARMEL B. SABADO CE-164 PROF.Allan E. Milano BSCE-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 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/m3 9100.00 MPa 2.75 MP MPa 0.40 m 2.00 kPa 3.17 kn
0.4
150
x 300 mm I= 3.38E+08 mm4 Weight of the girder: = Area X Specific Gravity = 0.24 kn-m
3.17
0.4
3.17
0.4
3.17 kn
0.4
1.59
0.4 Weight of girder
2.75 2.75 m
9.98 kn
9.98 kn
CHECK FOR BENDING: Fact = 6Mmax/bh
Mmax
=
8.54 kn-m
Vmax
=
9.98 kn
2
= Fb=
3.79 Mpa 13.80 Mpa
****Since Fact is less than Fallowable, it is safe=)
CHECK FOR SHEAR; Fvact = (3/2)(Vmax/bh) = F v=
0.33 Mpa 1.34 Mpa
****Since Fact is less than Fallowable, it is safe=)
CHECK FOR DEFLECTION: 4
Y actual
=
5wl
384 EI
2 Pa(3 L −4a )
+
24 EI
3
+
PL
48 EI
-2.03E+00 -2.03E+00 mm
Yallow = L/360 ****Since Yact is less than Yallowable, it is safe
7.64 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 1.1 m
MMAX = (1/8)WL2
=
0.07 Kn-m
VMAX = wL/2
=
0.25 Kn
CHECK FOR BENDING:
To be safe, F b > Fact
Fact = 6Mmax/bh2 = Fb=
0.21 Kn 13.80 Kn
CHECK FOR SHEAR;
****Since Fact is less than Fallowable, it is safe=)
To be safe, F v > Fvact
Fvact = (3/2)(Vmax/bh) = F v=
0.04 Kn 1.34 Kn
****Since Fact is less than Fallowable, it is safe=)
CHECK FOR DEFLECTION To be safe, Y all > Yact
= = =
0.05 Kn 0.4 Kn 0.45 Kn
Yact = (5/384)(WL
=
Yallow = L/360
0.0285 mm mm
=
THEREFORE USE
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 tre = 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 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
To be safe, F b > Fact
CHECK FOR BENDING: Fact = 6Mmax/bh2 = Fb=
12.34 Kn 13.80 Kn
****Since Fact is less than Fallowable, it is safe
To be safe, F v > Fvact
CHECK FOR SHEAR; Fvact = (3/2)(Vmax/bh) = F v=
0.14 Kn 1.34 Kn
****Since Fact is less than Fallowable, it is safe
CHECK FOR DEFLECTION To be safe, Y all > Yact Yact = (5/384)(WL = Yallow = L/360
THEREFORE USE
4.70E+00
=
12.5 ****Since Yact is more than Yallowable, not safe
50
x
200
CARRIAGE
