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