DESIGN OF A TIMBER ROOF FOR A MEETING HALL
CALLIE COLES AND MAXIMILIAN NAYLOR ARCH 462 WINTER 2013 GTF : RYAN CHAMPAGNE
p r eli m i n a ry s k e t c h e s
l o a d calculations LOAD CALCULATIONS DEAD LOAD: wood shake Shingles= 3psf waterproofing +felt = 0.7 psf oak tongue And groove =4 psf total = 7.7 psf
SNOW LOAD: CT = 1.2 (UNHEATED STRUCTURE ) CS= 0.7 PS =CS X PF PF =0.7 (CE )(CT )(PG )(I) CT =1.2 (TABLE 7-3 ) PG =35 PSF (GIVE N )
CE = 0.8 (TABLE 7-2 ) I= 1.1 (FROM iMPORTANCE fACTOR OF III, MEETING OF OVER 300 )
PF =0.7 (.8 )(1.2)(35PSF )(1.1) PF =25.872 PS =CS X PF PS =25.87 PSFX .7 PS =7.7 PSF 9 TRUSSES OVER 50 FEET = 1 TRUSS EVERY 6.25 FEET EACH TRUSS HAS A TRIBUTARY AREA oF 6.25' X 30' = 187.5 SQ FT SNOWLOAD- 187.5 SQ fT X 18.1PSF = 3394 TOTAL POUNDS 3394 POUNDS oVER 17 LINEAR FEET = 199#/LINEAR FT DEAD LOAD- 187.5 SQ fT X 7.7 PSF = 1444 TOTAL POUNDS 1444 POUNDS oVER 17 LINEAR FEET = 85 #/LINEAR FT
t r u s s dimensions
17' 4 1/4" 4' 11/16"
4' 8 3/8"
14' 30'
THE TRUSS USES 8X8 DOUGLAS fIR LARCH SEL. STRUC. FOR THE TOP MEMBERS OF THE TRUSS. THE OTHER MEMBERS oF tHE tRUSS ARE 4X6 OF THE SAME WOOD. THE BROKEN BOTTOM CHORD OF THE tRUSS IMPLIES BOTH A TRIANGULAR AND A RECTANGULAR PLANE SPANNING aCROSS THE MEETING HALL. THE SOLID PLATES EXPRESS THE CONSTRUCTION ON tHE eXTERIOR OF THE TRUSS.
9 trusses are Spaced 6.25 ' apart, along The 50' wall
members as labeled in spreadsheets
m e m b e r 1
Callie and Max Ryan/ Thurs @12 March 14th
Name: GTF/Section: Date:
Member
#
1
Member Information
Design Values
Adjustment Factors
Douglas Fir - Larch, Sel. Struc.
Fb
1,600 psi
CD
Permanent
bending uniaxial + compression
Ft
950 psi
CM
MC<19%
timber
Fv
170 psi
Ct
Fc⊥
625 psi
CL
Fc
Section Properties nominal dimensions (in.) 8 dressed dimensions 7.5 glulam timber dim.
x
8
in
x
7.5
in
x
in
E Emin
1,100 psi
T<100 xx
c - uniformly distributed
yy
NA
1,600,000 psi
CF
no
580,000 psi
Cfu
no
Ci Cr CP Ke1
Incising
Allowable Stresses Fb1' 1,323 psi Fb2' 1,325 psi
Ke2
Repetitive Memb.
1.20 1.20
unbraced length
axis1
115
in
F t'
684 psi
CT
NA
in
unbraced length
axis2
204
in
Fv'
122 psi
Cb
NA
in
Fc⊥'
625 psi
Glulam Factors CV NA
Area
56.250
in2
Sxx Ixx
70.313 263.672
in3 4 in
Syy Iyy
70.313 263.672
in3 4 in
Fc' E' Emin'
363 psi 1,520,000 psi 551,000 psi
Actual Stresses fb1
Maximum Forces xx-axis
3 psi
CC
t NA R 400
in in in
Results bending1
OK
fb2
NA psi
bending2
NA
ft
320 psi
tension
NA
Moment
M1
Shear
Vy
1164
lb
fv1
31 psi
shear1
OK
Axial
Px
18000
lb
fv2
NA psi
shear2
NA
fc
320 psi
compression
OK
fr
NA
bending +T
NA
bending + C
OK
208 lb-in
yy-axis Moment
M2
Shear
V2
1000 lb-in 250
lb
m e m b e r 2
Callie and Max Ryan/ Thurs @12 March 14th
Name: GTF/Section: Date:
Member
#
2
Member Information
Design Values
Adjustment Factors
Douglas Fir - Larch, Sel. Struc.
Fb
1,500 psi
CD
Permanent
axial tension
Ft
1,000 psi
CM
MC<19%
lumber
Fv
180 psi
Ct
T<100
625 psi
CL
Fc⊥ Section Properties
Fc
nominal dimensions (in.)
E Emin
4 dressed dimensions 3.5 glulam timber dim.
x x
6
in
5.5
in
x
in
1,700 psi
xx
c - uniformly distribute
yy
NA
1,900,000 psi
CF
yes
690,000 psi
Cfu
no
Allowable Stresses Fb1' 1,745 psi Fb2' 1,843 psi
Ci no Cr no CP Ke1 1.00 Ke2 1.00
unbraced length
axis1
102
in
F t'
1,260 psi
CT
NA
in
unbraced length
axis2
240
in
Fv'
162 psi
Cb
NA
in
Glulam Factors CV NA
Fc⊥'
625 psi
19.250
in2
Fc'
286 psi
Sxx Ixx
17.646 48.526
in3 in4
E' Emin'
Syy Iyy
11.229 19.651
in3 in4
Area
1,900,000 psi 690,000 psi
Actual Stresses fb1
Maximum Forces xx-axis
0 psi
CC
t NA R 400
in in in
Results bending1
NA
fb2
NA psi
bending2
NA
tension
OK
Moment
M1
3.5 lb-in
ft
336 psi
Shear
Vy
42
lb
fv1
3 psi
shear1
NA
Axial
Px
lb
fv2
NA psi
shear2
NA
fc
336 psi
compression
NA
fr
NA
bending +T
NA
bending + C
NA
6477
yy-axis Moment
M2
0 lb-in
Shear
V2
0
lb
m e m b e r 3
Callie and Max Ryan/ Thurs @12 March 14th
Name: GTF/Section: Date:
Member
#
3
Member Information
Design Values
Adjustment Factors
Douglas Fir - Larch, Sel. Struc.
Fb
1,500 psi
CD
Two months
axial compression
Ft
1,000 psi
CM
MC<19%
lumber
Fv
180 psi
Ct
Fc⊥
625 psi
CL
Fc
Section Properties nominal dimensions (in.) 4 dressed dimensions 3.5 glulam timber dim.
x
6
in
x
5.5
in
x
in
E Emin
1,700 psi
T<100 xx
c - uniformly distributed
yy
NA
1,900,000 psi
CF
Size
690,000 psi
Cfu
Flat Use
Ci Cr CP Ke1
Incising
Allowable Stresses Fb1' 1,661 psi Fb2' 1,666 psi
Ke2
Repetitive Memb.
1.20 1.20
unbraced length
axis1
54
in
F t'
1,288 psi
CT
NA
in
unbraced length
axis2
96
in
Fv'
166 psi
Cb
NA
in
Fc⊥'
625 psi
Glulam Factors CV NA
Area
19.250
in2
Sxx Ixx
17.646 48.526
in3 4 in
Syy Iyy
11.229 19.651
in3 4 in
Fc' E' Emin'
974 psi 1,805,000 psi 655,500 psi
Actual Stresses fb1
Maximum Forces xx-axis
0 psi
CC
t NA R 400
in in in
Results bending1
NA
fb2
NA psi
bending2
NA
ft
405 psi
tension
NA
Moment
M1
Shear
Vy
250
lb
fv1
19 psi
shear1
NA
Axial
Px
7800
lb
fv2
NA psi
shear2
NA
fc
405 psi
compression
OK
fr
NA
bending +T
NA
bending + C
NA
0 lb-in
yy-axis Moment
M2
Shear
V2
1000 lb-in 250
lb
m e m b e r 4
Callie and Max Ryan/ Thurs @12 March 14th
Name: GTF/Section: Date:
Member
#
4
Member Information
Design Values
Adjustment Factors
Douglas Fir - Larch, Sel. Struc.
Fb
1,500 psi
CD
Permanent
axial tension
Ft
1,000 psi
CM
MC<19%
lumber
Fv
180 psi
Ct
Fc⊥
625 psi
CL
Fc
Section Properties nominal dimensions (in.) 4 dressed dimensions 3.5 glulam timber dim.
x
6
in
x
5.5
in
x
in
E Emin
1,700 psi
T<100 xx
c - uniformly distributed
yy
NA
1,900,000 psi
CF
Size
690,000 psi
Cfu
Flat Use
Ci Cr CP Ke1
Incising
Allowable Stresses Fb1' 1,296 psi Fb2' 1,304 psi
Ke2
Repetitive Memb.
1.20 1.20
unbraced length
axis1
153
in
F t'
1,008 psi
CT
NA
in
unbraced length
axis2
96
in
Fv'
130 psi
Cb
NA
in
Fc⊥'
625 psi
Glulam Factors CV NA
Area
19.250
in2
Sxx Ixx
17.646 48.526
in3 4 in
Syy Iyy
11.229 19.651
in3 4 in
Fc' E' Emin'
441 psi 1,805,000 psi 655,500 psi
Actual Stresses fb1
Maximum Forces
1 psi
CC
t NA R 400
in in in
Results bending1
NA
fb2
NA psi
bending2
NA
18.8 lb-in
ft
519 psi
tension
OK
xx-axis Moment
M1
Shear
Vy
226
lb
fv1
18 psi
shear1
NA
Axial
Px
10000
lb
fv2
NA psi
shear2
NA
fc
519 psi
compression
NA
fr
NA
bending +T
NA
bending + C
NA
yy-axis Moment
M2
Shear
V2
1000 lb-in 250
lb
m e m b e r 5
Callie and Max Ryan/ Thurs @12 March 14th
Name: GTF/Section: Date:
Member
#
5
Member Information
Design Values
Douglas Fir - Larch, Sel. Struc.
Fb
1,500 psi
CD
Permanent
axial tension
Ft
1,000 psi
CM
MC<19%
lumber
Fv
180 psi
Ct
Fc⊥
625 psi
CL
Adjustment Factors
Fc
Section Properties nominal dimensions (in.) 4 dressed dimensions 3.5 glulam timber dim.
x
6
in
x
5.5
in
x
in
E Emin
1,700 psi
T<100 xx
c - uniformly distributed
yy
NA
1,900,000 psi
CF
yes
690,000 psi
Cfu
no
Ci Cr CP Ke1
no
Allowable Stresses Fb1' 1,743 psi Fb2' 1,843 psi
Ke2
no
1.00 1.00
unbraced length
axis1
123
in
F t'
1,260 psi
CT
NA
in
unbraced length
axis2
96
in
Fv'
162 psi
Cb
NA
in
Fc⊥'
625 psi
Glulam Factors CV NA
Area
19.250
in2
Sxx Ixx
17.646 48.526
in3 4 in
Syy Iyy
11.229 19.651
in3 4 in
Fc' E' Emin'
916 psi 1,900,000 psi 690,000 psi
Actual Stresses fb1
Maximum Forces xx-axis
2 psi
CC
t NA R 400
in in in
Results bending1
NA
fb2
NA psi
bending2
NA
ft
519 psi
tension
OK
Moment
M1
Shear
Vy
250
lb
fv1
19 psi
shear1
NA
Axial
Px
10000
lb
fv2
NA psi
shear2
NA
fc
519 psi
compression
NA
fr
NA
bending +T
NA
bending + C
NA
41 lb-in
yy-axis Moment
M2
Shear
V2
1000 lb-in 250
lb
m e m b e r 6
Callie and Max Ryan/ Thurs @12 March 14th
Name: GTF/Section: Date:
Member
#
6
Member Information
Design Values
Douglas Fir - Larch, Sel. Struc.
Fb
1,500 psi
CD
Permanent
axial tension
Ft
1,000 psi
CM
MC<19%
lumber
Fv
180 psi
Ct
Fc⊥
625 psi
CL
Adjustment Factors
Fc
Section Properties nominal dimensions (in.) 4 dressed dimensions 3.5 glulam timber dim.
x
6
in
x
5.5
in
x
in
E Emin
1,700 psi
T<100 xx
c - uniformly distributed
yy
NA
1,900,000 psi
CF
yes
690,000 psi
Cfu
no
Ci Cr CP Ke1
no
Allowable Stresses Fb1' 1,750 psi Fb2' 1,843 psi
Ke2
no
1.00 1.00
unbraced length
axis1
41
in
F t'
1,260 psi
CT
NA
in
unbraced length
axis2
96
in
Fv'
162 psi
Cb
NA
in
Fc⊥'
625 psi
Glulam Factors CV NA
Area
19.250
in2
Sxx Ixx
17.646 48.526
in3 4 in
Syy Iyy
11.229 19.651
in3 4 in
Fc' E' Emin'
1,220 psi 1,900,000 psi 690,000 psi
Actual Stresses fb1
Maximum Forces xx-axis
0 psi
CC
t NA R 400
in in in
Results bending1
NA
bending2
NA
fb2
NA psi
ft
7 psi
tension
OK
Moment
M1
Shear
Vy
250
lb
fv1
19 psi
shear1
NA
Axial
Px
140
lb
fv2
NA psi
shear2
NA
fc
7 psi
compression
NA
bending +T
NA
bending + C
NA
0 lb-in
yy-axis Moment
M2
Shear
V2
1000 lb-in 250
lb
fr
NA
b o l t 1
4"
4"
1/2"
4"
1 1/2"
1 1/2"
Name: Callie Coles and Max Naylor GTF/Section: Ryan Champagne
Date: March 18 2013
Connection Information
Adjustment Factors 1 12 2
# of Shear Planes # of Fasteners (N) # of Fasteners in a Row
Dowel Information Dowel Diameter (D)
3/8
Dowel Bending Yield Strength (Fyb)
Main Member G
Fe Fe para Fe perp Fem
G 90 deg
1.57 rad 4,650 5,600 3,650 3,650
Fe Fe para psi Fe perp Fes psi psi psi
1.00
<=100
C
0.75
<=19
any
1.00 Parallel - Compression
Hardwood
in
3.0
D
Min. End Dist. (C
edge*
end
fasteners
rows
1.125
in
0.50
0.563
0.750
1.125
0.563
1.00
0.563
1.500
1.500
0.563
req. distance (in)
0 deg
Cd Ceg Cst Cdi
0.00 rad
Ctn
Douglas Fir - Larch, Sel. Struc.
0.5
Ct Cg
3.00
Member Information Side Member
Douglas Fir - Larch, Sel. Struc.
Permanent
psi
Diameters Inches
0.90 1.00
45,000
Actual End Distance Ctr to Ctr Spacing between Fasteners
in
CD CM
0.5
4,650 5,600 3,650
psi
5,600
psi
6.00
in
req. spacing (in)
NA 1.00
No
NA NA NA
*items in gray do not apply to bolted connections
0.67
psi
Yield Limit Eq.'s
psi
Z
Z'
N*Z'
Im
1,643
1,108 13,296
lbs
2,520
1,700 20,400
lbs
6.00
in
ts
Em
1,900,000
psi
Es
1,900,000
psi
Is
Am
36.00
in2
As
36.00
in2
II IIIm
951
642
7,702
lbs
747
504
6,045
lbs
IIIs IV
983 286
663 193
7,961 2,317
lbs
193
2,317
lbs
tm
Am/As Re Rt K KD
1.00
As/Am
1.00
0.65 1.00
k1 k2
0.34 0.84
1.25 FALSE
k3
1.27
lbs
b o l t 2
Name: Callie Coles and Max Naylor GTF/Section: Ryan Champagne
Date: March 18 2013
Connection Information
Adjustment Factors 2 22 2
# of Shear Planes # of Fasteners (N) # of Fasteners in a Row
Dowel Information Dowel Diameter (D)
3/8
Dowel Bending Yield Strength (Fyb)
45,000
psi
3.00
in
Actual End Distance Ctr to Ctr Spacing between Fasteners
Diameters Inches
in
1.00 Parallel - Compression
Hardwood
req. distance (in)
req. spacing (in)
end
fasteners
rows
0.563
0.750
1.125
0.563
1.00
0.563
1.500
1.500
0.563
0 deg
Cd Ceg Cst Cdi
0.00 rad
Ctn
90 deg
3,650
0.75
any
edge*
0.5
Fe Fe para psi Fe perp Fes psi
C
<=19
0.50
G
psi
<=100
Min. End Dist. (C
0.5
psi
1.00
D
G
4,650 5,600 3,650
Ct Cg
in
Douglas Fir - Larch, Sel. Struc.
Fe Fe para Fe perp Fem
Permanent
3.0
Douglas Fir - Larch, Sel. Struc.
1.57 rad
0.90 1.00
1.125
Member Information Main Member Side Member
CD CM
NA 1.00
No
NA NA NA
*items in gray do not apply to bolted connections
4,650 5,600 3,650
psi
5,600
psi
Z
Z'
6.00
in
Im
2,190
1,474 32,419
lbs
0.67
psi
Yield Limit Eq.'s
psi
N*Z'
8.00
in
ts
Em
1,900,000
psi
Es
1,900,000
psi
Is
5,040
3,391 74,608
lbs
Am
64.00
in2
As
24.00
in2
II IIIm
1,072
721 15,873
lbs
985
663 14,583
lbs
IIIs IV
1,967 572
1,323 29,115 385 8,475
lbs
tm
Am/As Re Rt K KD
2.67
As/Am
0.38
0.65 1.33
k1 k2
0.38 0.83
1.25 FALSE
k3
1.27 385
8,475
lbs
lbs
models