timber roof truss
DESCRIPTION
A timber roof truss designed for a winter 2012 structural design course at the University of Oregon.TRANSCRIPT
1
T R U S S ’ T U S I T W O R K S
1
2
3
4
5
1
1
3
3
5
5
1
1
3
3
5
5
1 3
5
13
5
1 3
5
13
5
1 3
5
13
5
3
1
3
5
5
Ground Snow Load = 35.0psf
Roof Snow Load:
21.6psf
21.6psf24.5psf
Total Roof Dead Load = 23.9psf
Linear Load Calculations with trusses spaced at 5’:
227.5 lbs/ft
227.5 lbs/ft
242.0 lbs/ft
8.0psf
148 lbs/ft
148 lbs/ft
162.5 lbs/ft
Self-Weight Calculations:
Total Truss Weight 724.6 lbs
w
e0.242 K
0.162 K
0.242 K
0.162 K
0.163 K
2.403
8.305 8.305
2.4033.937
Academic Version
Thursday, March 01, 2012 Page 1
Multiframe3D Version 14.0 C:\Users\atart\Desktop\correct truss REDONE-1.mfd
NOT FOR COMMERCIAL USE
1.987
2.345
1.811
1.987
1.195
3.643
3.643
0.693
2.176
2.345
0.693
2.176
1.811
16.502C 16.502C
Fb psi CD
Ft psi CM
Fv psi Ct
Fc psi CL xx
Fc psi yy
E psi CF
6 x 12 in Emin psi Cfu
Ci
5.5 x 11.5 in Cr
Fb1' psi CP Ke1
x in Fb2' psi Ke2
axis1 90 in Ft' psi CT in
axis2 60 in Fv' psi Cb NA in
Fc ' psi
Area 63.250 in2 Fc' psi CV in
Sxx 121.229 in3 E' psi CC t in
Ixx 697.068 in4 Emin' psi R in
Syy 57.979 in3
Iyy 159.443 in4
Maximum Forces fb1 psi
xx-axis fb2 psi
Moment M1 lb-in ft psi
Shear Vy lb fv1 psi
Axial Px lb fv2 psi
yy-axis fc psi
Moment M2 lb-in fr
Shear V2 lb
Name: Aidan Tart, Ben Bye
GTF/Section: Chriss Watkins
Date: March 4, 2012
Member Information Design Values Adjustment Factors
Douglas Fir - Larch, No. 1 1,200 Two months
bending uniaxial + compression 825 MC<19%
580,000 no
timber 170 T<100
625 ss - uniformly distributed load
Section Properties 1,000 NA
nominal dimensions (in.) 1,600,000 Size
unbraced length 156
dressed dimensions Incising
Allowable Stresses no
glulam timber dim. 1,097 1.20
1,104 1.20
unbraced length 759 NA
625 Glulam Factors
883 NA
1,520,000 NA
551,000 400
Actual Stresses Results
822 bending1 OK
16,507 NA shear2 NA
NA bending2 NA
99648 261 tension NA
3643 86 shear1 OK
0 bending + C OK
261 compression OK
0 NA bending +T NA
7 10
Mz'
7 10
Vy'
Mz' Max Mz' 8.303kip-ft kip-ftVy' Max Vy' 2.176kip kipdy' Max dy' 0.346in inWy' Max Wy' 0.199kip/ft kip/ftDist ft Dist ft
-8.3030.692-0.237-0.1997.465 0.000
7
10
8.301
2.402
3.938
2.403
8.303
Fb psi CD
Ft psi CM
Fv psi Ct
Fc psi CL xx
Fc psi yy
E psi CF
4 x 4 in Emin psi Cfu
Ci
3.5 x 3.5 in Cr
Fb1' psi CP Ke1
x in Fb2' psi Ke2
axis1 30 in Ft' psi CT in
axis2 60 in Fv' psi Cb NA in
Fc ' psi
Area 12.250 in2 Fc' psi CV in
Sxx 7.146 in3 E' psi CC t in
Ixx 12.505 in4 Emin' psi R in
Syy 7.146 in3
Iyy 12.505 in4
Maximum Forces fb1 psi
xx-axis fb2 psi
Moment M1 lb-in ft psi
Shear Vy lb fv1 psi
Axial Px lb fv2 psi
yy-axis fc psi
Moment M2 lb-in fr
Shear V2 lb
Name: Aidan Tart, Ben Bye
GTF/Section: Chriss Watkins
Date: March 4, 2012
Member Information Design Values Adjustment Factors
Douglas Fir - Larch, No. 1 1,000 Two months
axial tension 675 MC<19%
620,000 no
lumber 180 T<100
625 ss - other
Section Properties 1,500 NA
nominal dimensions (in.) 1,700,000 Size
unbraced length 207
dressed dimensions no
Allowable Stresses no
glulam timber dim. 1,148 1.20
1,150 1.20
unbraced length 1,164 NA
625 Glulam Factors
1,001 NA
1,700,000 NA
620,000 400
Actual Stresses Results
0 bending1 NA
5160 NA shear2 NA
NA bending2 NA
0 421 tension OK
0 0 shear1 NA
0 bending + C NA
421 compression NA
0 NA bending +T NA
Academ
9 3
Px'
C
T
Px' Max Px' 5.159kip kipDist ft Dist ft
-5.1591.250 1.250
93
11
Fb psi CD
Ft psi CM
Fv psi Ct
Fc psi CL xx
Fc psi yy
E psi CF
4 x 6 in Emin psi Cfu
Ci
3.5 x 5.5 in Cr
Fb1' psi CP Ke1
x in Fb2' psi Ke2
axis1 128 in Ft' psi CT in
axis2 60 in Fv' psi Cb NA in
Fc ' psi
Area 19.250 in2 Fc' psi CV in
Sxx 17.646 in3 E' psi CC t in
Ixx 48.526 in4 Emin' psi R in
Syy 11.229 in3
Iyy 19.651 in4
Maximum Forces fb1 psi
xx-axis fb2 psi
Moment M1 lb-in ft psi
Shear Vy lb fv1 psi
Axial Px lb fv2 psi
yy-axis fc psi
Moment M2 lb-in fr
Shear V2 lb
Name: Aidan Tart, Ben Bye
GTF/Section: Chriss Watkins
Date: March 4, 2012
Member Information Design Values Adjustment Factors
Douglas Fir - Larch, No. 1 1,000 Two months
axial tension 675 MC<19%
620,000 no
lumber 180 T<100
625 ss - other
Section Properties 1,500 NA
nominal dimensions (in.) 1,700,000 Size
unbraced length 207
dressed dimensions no
Allowable Stresses no
glulam timber dim. 1,139 1.20
1,208 1.20
unbraced length 1,087 NA
625 Glulam Factors
598 NA
1,700,000 NA
620,000 400
Actual Stresses Results
0 bending1 NA
11755 NA shear2 NA
NA bending2 NA
0 611 tension OK
0 0 shear1 NA
0 bending + C NA
611 compression NA
0 NA bending +T NA
11.752T
11.752T
Academ
5 8
Px'
C
T
Px' Max Px' 3.937kip kipDist ft Dist ft
-3.9377.285 7.285
58
Fb psi CD
Ft psi CM
Fv psi Ct
Fc psi CL xx
Fc psi yy
E psi CF
4 x 4 in Emin psi Cfu
Ci
3.5 x 3.5 in Cr
Fb1' psi CP Ke1
x in Fb2' psi Ke2
axis1 45 in Ft' psi CT in
axis2 60 in Fv' psi Cb NA in
Fc ' psi
Area 12.250 in2 Fc' psi CV in
Sxx 7.146 in3 E' psi CC t in
Ixx 12.505 in4 Emin' psi R in
Syy 7.146 in3
Iyy 12.505 in4
Maximum Forces fb1 psi
xx-axis fb2 psi
Moment M1 lb-in ft psi
Shear Vy lb fv1 psi
Axial Px lb fv2 psi
yy-axis fc psi
Moment M2 lb-in fr
Shear V2 lb
Name: Aidan Tart, Ben Bye
GTF/Section: Chriss Watkins
Date: March 4, 2012
Member Information Design Values Adjustment Factors
Douglas Fir - Larch, No. 1 1,000 Two months
axial compression 675 MC<19%
620,000 no
lumber 180 T<100
625 ss - other
Section Properties 1,500 NA
nominal dimensions (in.) 1,700,000 Size
unbraced length 207
dressed dimensions no
Allowable Stresses no
glulam timber dim. 1,148 1.20
1,150 1.20
unbraced length 1,164 NA
625 Glulam Factors
1,001 NA
1,700,000 NA
620,000 400
Actual Stresses Results
0 bending1 NA
6,803 NA shear2 NA
NA bending2 NA
0 555 tension NA
0 0 shear1 NA
0 bending + C NA
555 compression OK
0 NA bending +T NA
6.801C
6.802C
UseOnly
9 7
Px'
C
T
Px' Max Px' 6.802kip kip
Dist ft Dist ft
6.802
1.851 1.851
9 7
13
PRELIMINARY DESIGN: SIZING THE MAIN BEAM
W= 227.5 LBS/FT
17 FT
W= 227.5 LBS/FT
M = (W x L ) / 8
.2275 x 17 = 65.75 K/FT x 12 IN/FT
788.97 K/FT / 8 = 98.62 K/IN
S = M / F
98.62 / 1.35 = 73.05 IN
USE 6x12 NO. 1
SIZE= 5.5 IN, 11.5 INAREA= 83.25 INS = 121.2 IN > 73.05 INI = 697.1 INE = 1,400 KSI
(17 x 12) / 360 = .56 IN
5((.2275 x 12) x (17 x 12 ) = 4,811,788
384 x 1,400 x 697.1 = 374,760,960
4,811,788 / 374,760,960 = .0128 IN
W= 227.5 LBS/FT
MAX2
2
x REQ MAX B
3
2
x4
ALLOW
ACT4
4
3 3
.56 IN > .0128 IN
ALLOW ACT
8.612 K T
P = 8.612 K
A = x R
A = = 3.14 IN
F > P x A
30 > 8.612 x 3.14
30 KSI > 27.04 KSI
T
2”
2
2
T ALLOW
8.612T
Academ
ic8 9
Px'
C
T
Px' Max Px' 8.612kip kipDist ft Dist ft
-8.6121.000 1.000
89
15
-0.332
structure is sound
-0.332
-
-
-
-
-
24 CD 1.152 CM 1.00
Ct 1.00Cg 0.98
Dowel Diameter (D) 3/4 in C 0.52Dowel Bending Yield Strength (Fyb) 45,000 psiActual End Distance 2.75 in
3.0 D edge* end fasteners rows2.250 in 1.125 2.625 2.250 1.125
1.125 5.250 3.000 1.125
Cd NACeg 1.00
G 7.85 G 0.5 Cst NA
0 deg 0 deg Cdi NA
0.00 rad 0.00 rad Ctn NA
Fe 87,000 psi Fe 4,650 psi 0.59Fe para 87,000 psi Fe para 5,600 psiFe perp 87,000 psi Fe perp 2,600 psi
Fem 87,000 psi Fes 5,600 psi Z Z' N*Z'tm 1.00 in ts 4.00 in Im 16,313 9,660 38,640 lbsEm 29,000,000 psi Es 1,700,000 psi Is 8,400 4,974 19,897 lbsAm 4.00 in2 As 16.00 in2 II 2,908 1,722 6,888 lbsAm/As 0.25 As/Am 4.00 IIIm 3,350 1,984 7,934 lbs
IIIs 4,932 2,920 11,682 lbsRe 15.54 k1 0.62 IV 4,417 2,616 10,462 lbsRt 0.25 k2 5.27K 1.00 k3 0.53KD FALSE 2,616 10,462 lbs
*items in gray do not apply to bolted connections
Adjustment Factors
Main Member Side MemberMember Information
Yield Limit Eq.'s
No
Two months# of Fasteners in a Row
Ben Bye & Aidan Tart
Garvey & Watkins
Name:
GTF/Section:Date:
Main Juntion Connection 1
SoftwoodParallel Tension
any
Steel Douglas Fir - Larch, No. 1
req. spacing (in)
<=100
0.501.00
InchesCtr to Ctr Spacing between Fasteners
Dowel Information
Min. End Dist. (CD)
req. distance (in)
Connection Information# of Shear Planes# of Fasteners (N)
Diameters
<=19
-
-
-
-
24 CD 1.152 CM 1.00
Ct 1.00Cg 0.98
Dowel Diameter (D) 3/4 in C 0.67Dowel Bending Yield Strength (Fyb) 45,000 psiActual End Distance 2.00 in
3.0 D edge* end fasteners rows2.250 in 1.125 1.500 2.250 1.125
1.125 3.000 3.000 1.125
Cd NACeg 1.00
G 7.85 G 0.5 Cst NA
0 deg 0 deg Cdi NA
0.00 rad 0.00 rad Ctn NA
Fe 87,000 psi Fe 4,650 psi 0.75Fe para 87,000 psi Fe para 5,600 psiFe perp 87,000 psi Fe perp 2,600 psi
Fem 87,000 psi Fes 5,600 psi Z Z' N*Z'tm 1.00 in ts 4.00 in Im 16,313 12,295 49,178 lbsEm 29,000,000 psi Es 1,700,000 psi Is 8,400 6,331 25,324 lbsAm 4.00 in2 As 16.00 in2 II 2,908 2,192 8,766 lbsAm/As 0.25 As/Am 4.00 IIIm 3,350 2,525 10,098 lbs
IIIs 4,932 3,717 14,868 lbsRe 15.54 k1 0.62 IV 4,417 3,329 13,316 lbsRt 0.25 k2 5.27K 1.00 k3 0.53KD FALSE 3,329 13,316 lbs
*items in gray do not apply to bolted connections
Adjustment Factors
Main Member Side MemberMember Information
Yield Limit Eq.'s
No
Two months# of Fasteners in a Row
Ben Bye & Aidan Tart
Garvey & Watkins
Name:
GTF/Section:Date:
Main Juntion Connection 2
SoftwoodParallel - Compression
any
Steel Douglas Fir - Larch, No. 1
req. spacing (in)
<=100
0.501.00
InchesCtr to Ctr Spacing between Fasteners
Dowel Information
Min. End Dist. (CD)
req. distance (in)
Connection Information# of Shear Planes# of Fasteners (N)
Diameters
<=19
28 CD 1.152 CM 1.00
Ct 1.00Cg 0.99
Dowel Diameter (D) 3/4 in C 0.52Dowel Bending Yield Strength (Fyb) 45,000 psiActual End Distance 2.75 in
3.0 D edge* end fasteners rows2.250 in 1.125 2.625 2.250 1.125
1.125 5.250 3.000 1.125
Cd NACeg 1.00
G 7.85 G 0.5 Cst NA
0 deg 0 deg Cdi NA
0.00 rad 0.00 rad Ctn NA
Fe 87,000 psi Fe 4,650 psi 0.60Fe para 87,000 psi Fe para 5,600 psiFe perp 87,000 psi Fe perp 2,600 psi
Fem 87,000 psi Fes 5,600 psi Z Z' N*Z'tm 1.00 in ts 4.00 in Im 16,313 9,708 77,663 lbsEm 29,000,000 psi Es 1,700,000 psi Is 8,400 4,999 39,992 lbsAm 8.00 in2 As 24.00 in2 II 2,908 1,730 13,844 lbsAm/As 0.33 As/Am 3.00 IIIm 3,350 1,993 15,947 lbs
IIIs 4,932 2,935 23,479 lbsRe 15.54 k1 0.62 IV 4,417 2,629 21,028 lbsRt 0.25 k2 5.27K 1.00 k3 0.53KD FALSE 2,629 21,028 lbs
*items in gray do not apply to bolted connections
Adjustment Factors
Main Member Side MemberMember Information
Yield Limit Eq.'s
No
Two months# of Fasteners in a Row
Ben Bye & Aidan Tart
Garvey & Watkins
Name:
GTF/Section:Date:
Main Juntion Connection
SoftwoodParallel Tension
any
Steel Douglas Fir - Larch, No. 1
req. spacing (in)
<=100
0.501.00
InchesCtr to Ctr Spacing between Fasteners
Dowel Information
Min. End Dist. (CD)
req. distance (in)
Connection Information# of Shear Planes# of Fasteners (N)
Diameters
<=19
-
-
28 CD 1.152 CM 1.00
Ct 1.00Cg 0.98
Dowel Diameter (D) 3/4 in C 0.52Dowel Bending Yield Strength (Fyb) 45,000 psiActual End Distance 2.75 in
3.0 D edge* end fasteners rows2.250 in 1.125 2.625 2.250 1.125
1.125 5.250 3.000 1.125
Cd NACeg 1.00
G 0.5 G 0.5 Cst NA
78 deg 0 deg Cdi NA
1.36 rad 0.00 rad Ctn NA
Fe 4,650 psi Fe 4,650 psi 0.59Fe para 5,600 psi Fe para 5,600 psiFe perp 2,600 psi Fe perp 2,600 psi
Fem 2,662 psi Fes 5,600 psi Z Z' N*Z'tm 4.00 in ts 4.00 in Im 1,641 972 7,776 lbsEm 1,700,000 psi Es 1,700,000 psi Is 6,904 4,090 32,720 lbsAm 12.00 in2 As 24.00 in2 II 1,148 680 5,441 lbsAm/As 0.50 As/Am 2.00 IIIm 977 579 4,632 lbs
IIIs 2,786 1,650 13,203 lbsRe 0.48 k1 0.30 IV 2,126 1,259 10,075 lbsRt 1.00 k2 0.93K 1.22 k3 1.68KD FALSE 972 7,776 lbs
*items in gray do not apply to bolted connections
Adjustment Factors
Main Member Side MemberMember Information
Yield Limit Eq.'s
No
Two months# of Fasteners in a Row
Ben Bye & Aidan Tart
Garvey & Watkins
Name:
GTF/Section:Date:
Main Juntion Connection
SoftwoodParallel Tension
any
Douglas Fir - Larch, No. 1 Douglas Fir - Larch, No. 1
req. spacing (in)
<=100
0.501.00
InchesCtr to Ctr Spacing between Fasteners
Dowel Information
Min. End Dist. (CD)
req. distance (in)
Connection Information# of Shear Planes# of Fasteners (N)
Diameters
<=19
-
-
24 CD 1.152 CM 1.00
Ct 1.00Cg 0.99
Dowel Diameter (D) 3/4 in C 0.52Dowel Bending Yield Strength (Fyb) 45,000 psiActual End Distance 2.75 in
3.0 D edge* end fasteners rows2.250 in 1.125 2.625 2.250 1.125
1.125 5.250 3.000 1.125
Cd NACeg 1.00
G 7.85 G 0.5 Cst NA
0 deg 0 deg Cdi NA
0.00 rad 0.00 rad Ctn NA
Fe 87,000 psi Fe 4,650 psi 0.59Fe para 87,000 psi Fe para 5,600 psiFe perp 87,000 psi Fe perp 2,600 psi
Fem 87,000 psi Fes 5,600 psi Z Z' N*Z'tm 0.50 in ts 4.00 in Im 8,156 4,849 19,396 lbsEm 29,000,000 psi Es 1,700,000 psi Is 8,400 4,994 19,976 lbsAm 2.00 in2 As 16.00 in2 II 2,121 1,261 5,045 lbsAm/As 0.13 As/Am 8.00 IIIm 2,102 1,250 4,999 lbs
IIIs 4,932 2,932 11,728 lbsRe 15.54 k1 0.45 IV 4,417 2,626 10,504 lbsRt 0.13 k2 6.61K 1.00 k3 0.53KD FALSE 2,626 10,504 lbs
*items in gray do not apply to bolted connections
Adjustment Factors
Main Member Side MemberMember Information
Yield Limit Eq.'s
No
Two months# of Fasteners in a Row
Ben Bye & Aidan Tart
Garvey & Watkins
Name:
GTF/Section:Date:
Main Juntion Connection
SoftwoodParallel Tension
any
Steel Douglas Fir - Larch, No. 1
req. spacing (in)
<=100
0.501.00
InchesCtr to Ctr Spacing between Fasteners
Dowel Information
Min. End Dist. (CD)
req. distance (in)
Connection Information# of Shear Planes# of Fasteners (N)
Diameters
<=19
-
23 CD 1.152 CM 1.00
Ct 1.00Cg 0.99
Dowel Diameter (D) 1 in C 0.75Dowel Bending Yield Strength (Fyb) 45,000 psiActual End Distance 3.50 in
3.0 D edge* end fasteners rows3.000 in 1.500 2.000 3.000 1.500
1.500 4.000 4.000 1.500
Cd NACeg 1.00
G 7.85 G 0.5 Cst NA
24 deg 0 deg Cdi NA
0.42 rad 0.00 rad Ctn NA
Fe 87,000 psi Fe 4,650 psi 0.85Fe para 87,000 psi Fe para 5,600 psiFe perp 87,000 psi Fe perp 2,250 psi
Fem 87,000 psi Fes 5,600 psi Z Z' N*Z'tm 0.50 in ts 6.00 in Im 10,195 8,710 26,131 lbsEm 29,000,000 psi Es 1,700,000 psi Is 15,750 13,456 40,369 lbsAm 2.00 in2 As 72.00 in2 II 3,704 3,165 9,494 lbsAm/As 0.03 As/Am 36.00 IIIm 3,096 2,646 7,937 lbs
IIIs 8,991 7,682 23,045 lbsRe 15.54 k1 0.42 IV 7,361 6,289 18,868 lbsRt 0.08 k2 7.79K 1.07 k3 0.52KD FALSE 6,289 18,868 lbs
*items in gray do not apply to bolted connections
Adjustment Factors
Main Member Side MemberMember Information
Yield Limit Eq.'s
No
Two months# of Fasteners in a Row
Ben Bye & Aidan Tart
Garvey & Watkins
Name:
GTF/Section:Date:
Secondary Connection
SoftwoodParallel - Compression
any
Steel Douglas Fir - Larch, No. 1
req. spacing (in)
<=100
0.501.00
InchesCtr to Ctr Spacing between Fasteners
Dowel Information
Min. End Dist. (CD)
req. distance (in)
Connection Information# of Shear Planes# of Fasteners (N)
Diameters
<=19