excel program for timber structures
DESCRIPTION
excel program used to design timber structures....from purlins to posts...TRANSCRIPT
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
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
TRIAL DIMENSION:75 x 200 mm
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
Therefore use 75 x 200 mm for BOTTOM CHORD
DESIGN OF Bottom Chord
TRIAL DIMENSION:75 x 200 mm
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!=)
Therefore use 75 x 200 mm for BOTTOM CHORD
DESIGN OF Verticals
TRIAL DIMENSION:75 x 200 mm
I= 5.00E+07
P= -10.680 / -0.560 KnL= 0.64 mm
L/d = 0.0085333
= 10.7206903 since L/d<K and L/d<11 it is short column
mm4
mm4
K=( π4 )( E6 fc ). 5
Fc= π2E
36( Ld )2
K=( π4 )( E6 fc ). 5
To be safe:Fc >= fc
Fc = 3.43E+07
fc = P/A = 0.71 < 3.43.E+07 it is safe!=)
Therefore use 75 x 200 mm for BOTTOM CHORD
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
TRIAL DIMENSION:75 x 200 mm
I= 5.00E+07
P= 5.780 / 0.390 KnL= 1.40 mm
L/d = 0.0186
= 10.7206903 since L/d<K and L/d<11 it is short column
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
Fc = 7.21E+06
fc = P/A = 0.39 < 7.21.E+06 it is safe!=)
Therefore use 75 x 200 mm for BOTTOM CHORD
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
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 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=)
CHECK FOR DEFLECTION:
= 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
TRIAL DIMENSION:50 x 175 mm
I= 2.23E+07
To be safe, Fb > Fact
Fact = 6Mmax/bh2
To be safe, Fv > Fvact
Fvact = (3/2)(Vmax/bh)
To be safe, Yall > Yact
Yact = (5/384)(WLn4/EI)Yallow = L/360
kN/m3
mm4
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=)
CHECK FOR DEFLECTION:
= 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
To be safe, Fb > Fact
Fact = 6Mmax/bh2
To be safe, Fv > Fvact
Fvact = (3/2)(Vmax/bh)
To be safe, Yall > Yact
Yact = (5/384)(WLn4/EI)Yallow = L/360
THEREFORE USE 50 x 175 FLOOR JOISTS
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 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=)
CHECK FOR DEFLECTION:
-2.03E+00 mm
7.6388888889 mm****Since Yact is less than Yallowable, it is safe
kN/m3
mm4
Mmax
Vmax
Fact = 6Mmax/bh2
Fvact = (3/2)(Vmax/bh)
Yallow = L/360
Y actual=5wl4
384 EI+Pa(3L−4 a2 )24 EI
+ PL3
48 EI
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
To be safe, Fb > Fact
Fact = 6Mmax/bh2
To be safe, Fv > Fvact
Fvact = (3/2)(Vmax/bh)
Fv= 1.34 Kn ****Since Fact is less than Fallowable, it is safe=)
CHECK FOR DEFLECTION:
= 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
TRIAL DIMENSION:50 x 200 mm
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
To be safe, Yall > Yact
Yact = (5/384)(WLn4/EI)Yallow = L/360
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
CHECK FOR DEFLECTION:
MMAX = 1/2WL2
VMAX = wL/2
To be safe, Fb > Fact
Fact = 6Mmax/bh2
To be safe, Fv > Fvact
Fvact = (3/2)(Vmax/bh)
To be safe, Yall > Yact
= 4.70E+00
= 12.5 ****Since Yact is more than Yallowable, not safe
THEREFORE USE 50 x 200 CARRIAGE
Yact = (5/384)(WLn4/EI)Yallow = L/360