Page 1

TRUSS’T US IT WORKS 

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5


/ 2 $ '  & $ / & 8 / $7 , 2 1 6 /RDG&DOFXODWLRQV Ground Snow Load =

35.0psf

Roof Snow Load:    

   

3V &V &H&W,3J

3V  Â&#x2021;Â&#x2021;Â&#x2021;SVI

3V SVI 3VFDOFXODWHGVORSH IWÂ&#x2021; IWIW  

&DOFXODWHG5RRI6QRZ/RDG ZLWKURRIJHRPHWU\   &DOFXODWHG5RRI6QRZ/RDG KRUL]RQWDO    

21.6psf 21.6psf 24.5psfXVHLQPXOWLIUDPH

5RRI'HDG/RDG)RU8QJOD]HG6HFWLRQ 3ODVWHURQ/DWK  SVI [MRLVWVVSDFHGDWLQ  SVI LQ)LEURXVLQVXODWLRQ  SVI :RRG6KHDWKLQJ  SVI :DWHUSURRI0HPEUDQH  SVI :RRG6KLQJOHV    SVI Total Roof Dead Load = 23.9psf Linear Load Calculations with trusses spaced at 5â&#x20AC;&#x2122;: 7RWDO/RDG  '/6/ Â&#x2021;IW SVIÂ&#x2021;IW 227.5 lbs/ft 7RWDO/LQHDU/RDG XQJOD]HG IRUKDQGFDOFXODWLRQV )DFWRULQJURRIVORSH  227.5 lbs/ft 7RWDO/LQHDU/RDG XQJOD]HG IRU0XOWLIUDPH QRWIDFWRULQJURRIVORSH  

242.0 lbs/ft

5RRI/RDGIRU*OD]HG6HFWLRQ 8.0psf 7RWDO/RDG  '/6/ Â&#x2021;IW  SVISVI Â&#x2021;IW 148 lbs/ft 7RWDO/LQHDU/RDG JOD]HG IRUKDQGFDOFXODWLRQV )DFWRULQJURRIVORSH   7RWDO/LQHDU/RDG JOD]HG IRU0XOWLIUDPH QRWIDFWRULQJURRIVORSH  



148 lbs/ft 162.5 lbs/ft


/ 2 $ '  & $ / & 8 / $7 , 2 1 6 Self-­Weight Calculations: 7ZR·%HDPV#µ[µ  7ZR·9HUWLFDO0HPEHUV#µ[µ 7ZR·6WUXWV#µ[µ   )RXU·7HQVLRQ0HPEHUV#µ[µ

OEVIWÂ&#x2021;·   OEVIWÂ&#x2021;·   OEVIWÂ&#x2021;·   OEVIWÂ&#x2021;· 

Total Truss Weight 









OEV OEV OEV OEV

  724.6 lbs

/2$'',$*5$0

Z OEVIW

wJOD]HG OEVIW




675(66&+(&.629(59,(: 0.163 Â K

e

/2$'

0.242 Â K

0.242 Â K

0.162 Â K

0.162 Â K

16.502C

16.502C

$;,$/

Academic  Version Thursday,  March  01,  2012 Multiframe3D  Version  14.0

Page  1 C:\Users\atart\Desktop\correct  truss  REDONE-­1.mfd

020(17

2.403

2.403

3.937

8.305

8.305

3.643 1.195 2.176

1.987 3.643

6+((5

2.176



1.811 2.345

1.987 0.693

0.693 1.811 2.345


675(66&+(&.60$,1%($0 Mz'

0(0%(5 7

10

2.402

3.938

Vy'

2.403

8.301

7

8.303

10 Mz' Vy' dy' Wy' Dist

-­8.303kip-­ft 0.692kip -­0.237in -­0.199kip/ft 7.465ft

Max Mz' Max  Vy' Max  dy' Max  Wy' Dist

7 10

8.303kip-­ft 2.176kip 0.346in 0.199kip/ft 0.000ft

Aidan Tart, Ben Bye Chriss Watkins March 4, 2012

Name: GTF/Section: Date:

Member Information

Design Values

Douglas Fir - Larch, No. 1 bending uniaxial + compression

Fb Ft Fv F c Fc E Emin

timber Section Properties nominal dimensions (in.) 6 dressed dimensions 5.5 glulam timber dim.

x

12

in

x

11.5

in

x unbraced length unbraced length Area Sxx Ixx Syy Iyy Maximum Forces xx-axis Moment M1 Shear Vy Axial Px yy-axis Moment M2 Shear V2

axis1 axis2

90 60 63.250 121.229 697.068 57.979 159.443

in in in in2 in3 in4 in3 in4

99648 lb-in 3643 lb 16,507 lb 0 lb-in 0 lb

Adjustment Factors 1,200 825 170 625 1,000 1,600,000 580,000

psi psi psi psi psi psi psi

Allowable Stresses F b1 ' 1,097 1,104 F b2 ' 759 F t' F v' 156 F c ' 625 883 F c' 1,520,000 E' Emin ' 551,000

psi psi psi psi psi psi psi psi

Actual Stresses fb1 fb2 ft fv1 fv2 fc fr

822 NA 261 86 NA 261 NA

psi psi psi psi psi psi

CD CM Ct CL

Two months MC<19% T<100 xx

ss - uniformly distribut

yy

NA

CF Size C fu no Ci Incising Cr no C P Ke1 1.20 Ke2 1.20 NA CT Cb NA Glulam Factors NA CV CC t NA R 400

Results bending1 bending2 tension shear 1 shear 2 compression bending +T bending + C

in in in in in

OK NA NA OK NA OK NA OK




675(66&+(&.69(57,&$/7,( C

0(0%(5

Px'

9

3

A

T Px' Dist

m e d a c 3 9

-­5.159kip 1.250ft

Max Px' Dist

5.159kip 1.250ft

Aidan Tart, Ben Bye Chriss Watkins March 4, 2012

Name: GTF/Section: Date:

Member Information

Design Values

Douglas Fir - Larch, No. 1 axial tension

Fb Ft Fv F c Fc E Emin

lumber Section Properties nominal dimensions (in.) 4 dressed dimensions 3.5 glulam timber dim.

x

4

in

x

3.5

in

x unbraced length unbraced length Area Sxx Ixx Syy Iyy Maximum Forces xx-axis Moment M1 Shear Vy Axial Px yy-axis Moment M2 Shear V2



axis1 axis2

30 60 12.250 7.146 12.505 7.146 12.505

in in in in2 in3 in4 in3 in4

0 lb-in 0 lb 5160 lb 0 lb-in 0 lb

Adjustment Factors 1,000 675 180 625 1,500 1,700,000 620,000

psi psi psi psi psi psi psi

Allowable Stresses F b1 ' 1,148 1,150 F b2 ' 1,164 F t' F v' 207 F c ' 625 1,001 F c' 1,700,000 E' Emin ' 620,000

psi psi psi psi psi psi psi psi

Actual Stresses fb1 fb2 ft fv1 fv2 fc fr

0 NA 421 0 NA 421 NA

psi psi psi psi psi psi

CD CM Ct CL

Two months MC<19% T<100 xx

ss - other

yy

NA Size no no no

CF C fu Ci Cr C P Ke1 1.20 Ke2 1.20 NA CT Cb NA Glulam Factors NA CV CC t NA R 400

Results bending1 bending2 tension shear 1 shear 2 compression bending +T bending + C

in in in in in

NA NA OK NA NA NA NA NA


675(66&+(&.67(16,21&+25'6 C

0(0%(5

Px'

5

8

A

T Px' Dist

m e d a c

-­3.937kip 7.285ft

11.752T

11.752T

Max Px' Dist

5 8

3.937kip 7.285ft

Aidan Tart, Ben Bye Chriss Watkins March 4, 2012

Name: GTF/Section: Date:

Member Information

Design Values

Douglas Fir - Larch, No. 1 axial tension

Fb Ft Fv F c Fc E Emin

lumber Section Properties nominal dimensions (in.) 4 dressed dimensions 3.5 glulam timber dim.

x

6

in

x

5.5

in

x unbraced length unbraced length Area Sxx Ixx Syy Iyy Maximum Forces xx-axis Moment M1 Shear Vy Axial Px yy-axis Moment M2 Shear V2

axis1 axis2

128 60 19.250 17.646 48.526 11.229 19.651

in in in in2 in3 in4 in3 in4

0 lb-in 0 lb 11755 lb 0 lb-in 0 lb

Adjustment Factors 1,000 675 180 625 1,500 1,700,000 620,000

psi psi psi psi psi psi psi

Allowable Stresses F b1 ' 1,139 1,208 F b2 ' 1,087 F t' F v' 207 F c ' 625 598 F c' 1,700,000 E' Emin ' 620,000

psi psi psi psi psi psi psi psi

Actual Stresses fb1 fb2 ft fv1 fv2 fc fr

0 NA 611 0 NA 611 NA

psi psi psi psi psi psi

CD CM Ct CL

Two months MC<19% T<100 xx

ss - other

yy

NA Size no no no

CF C fu Ci Cr C P Ke1 1.20 Ke2 1.20 NA CT Cb NA Glulam Factors NA CV CC t NA R 400

Results bending1 bending2 tension shear 1 shear 2 compression bending +T bending + C

in in in in in

NA NA OK NA NA NA NA NA

11


675(66&+(&.6',$*21$/67587 C

y l n O e s U

Px'

9

0(0%(5

7

6.801C 6.802C

T Px' Dist

9 7

6.802kip 1.851ft

Max  Px' Dist

6.802kip 1.851ft

Aidan Tart, Ben Bye Chriss Watkins March 4, 2012

Name: GTF/Section: Date:

Member Information

Design Values

Douglas Fir - Larch, No. 1 axial compression

Fb Ft Fv F c Fc E Emin

lumber Section Properties nominal dimensions (in.) 4 dressed dimensions 3.5 glulam timber dim.

x

4

in

x

3.5

in

x unbraced length unbraced length Area Sxx Ixx Syy Iyy Maximum Forces xx-axis Moment M1 Shear Vy Axial Px yy-axis Moment M2 Shear V2



axis1 axis2

45 60 12.250 7.146 12.505 7.146 12.505

in in in in2 in3 in4 in3 in4

0 lb-in 0 lb 6,803 lb 0 lb-in 0 lb

Adjustment Factors 1,000 675 180 625 1,500 1,700,000 620,000

psi psi psi psi psi psi psi

Allowable Stresses F b1 ' 1,148 1,150 F b2 ' 1,164 F t' F v' 207 F c ' 625 1,001 F c' 1,700,000 E' Emin ' 620,000

psi psi psi psi psi psi psi psi

Actual Stresses fb1 fb2 ft fv1 fv2 fc fr

0 NA 555 0 NA 555 NA

psi psi psi psi psi psi

CD CM Ct CL

Two months MC<19% T<100 xx

ss - other

yy

NA Size no no no

CF C fu Ci Cr C P Ke1 1.20 Ke2 1.20 NA CT Cb NA Glulam Factors NA CV CC t NA R 400

Results bending1 bending2 tension shear 1 shear 2 compression bending +T bending + C

in in in in in

NA NA NA NA NA OK NA NA


35(/,0,1$5<'(6,*1 PRELIMINARY DESIGN: SIZING THE MAIN BEAM W= 227.5 LBS/FT MMAX = (W x L2 ) / 8

W= 227.5 LBS/FT

2

.2275 x 17 = 65.75 K/FT x 12 IN/FT 788.97 K/FT / 8 = 98.62 K/IN Sx REQ = MMAX / F B 98.62 / 1.35 = 73.05 IN

3

USE 6x12 NO. 1 SIZE= 5.5 IN, 11.5 IN AREA= 83.25 IN 2 3 3 S x= 121.2 IN > 73.05 IN I = 697.1 IN 4 E = 1,400 KSI

W= 227.5 LBS/FT

17 FT

¨ / ALLOW (17 x 12) / 360 = .56 IN 4

¨ ACT  :[/  ([,  5((.2275 x 12) x (17 x 124 ) = 4,811,788 384 x 1,400 x 697.1 = 374,760,960 4,811,788 / 374,760,960 = .0128 IN ¨!¨ ALLOW ACT .56 IN > .0128 IN

13


675(66&+(&.667((/52' C

0(0%(5

Px'

8

T Px' Dist

A

c i m e d a c

9

8.612T

89

-­8.612kip 1.000ft

Max Px' Dist

8.612kip 1.000ft

P = 8.612 K T A = SL x R2 A = SL = 3.14 IN

2

8.612 K T

FT ALLOW > P x A 30 > 8.612 x 3.14 30 KSI > 27.04 KSI



2”


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Name: Ben Bye & Aidan Tart Main Juntion Connection 1 GTF/Section: Garvey & Watkins Date:

Connection Information

Adjustment Factors 2 4 2

# of Shear Planes # of Fasteners (N) # of Fasteners in a Row

Dowel Information Dowel Diameter (D) Dowel Bending Yield Strength (Fyb) Actual End Distance Ctr to Ctr Spacing Diameters between Fasteners Inches

3/4 45,000 2.75 3.0 2.250

in

G

in

  Fe Fe para Fe perp Fem tm Em Am Am/As



G deg rad psi psi psi psi in psi in2

  Fe Fe para Fe perp Fes ts Es As As/Am

0.5 0 0.00 4,650 5,600 2,600 5,600 4.00 1,700,000 16.00 4.00

Re Rt

15.54 0.25

k1 k2

0.62 5.27

K KD

1.00 FALSE

k3

0.53

Two months <=19

any

<=100 Parallel Tension

Softwood

req. distance (in) edge* end

req. spacing (in) fasteners rows

D

Min. End Dist. (CD)

in

0.50

1.125

2.625

2.250

1.125

1.00

1.125

5.250

3.000

1.125

Douglas Fir - Larch, No. 1

7.85 0 0.00 87,000 87,000 87,000 87,000 1.00 29,000,000 4.00 0.25

1.15 1.00 1.00 0.98 0.52

psi

Member Information Main Member Side Member Steel

CD CM Ct Cg C

deg rad

Cd Ceg Cst Cdi Ctn

psi

NA 1.00

No

NA NA NA

*items in gray do not apply to bolted connections

0.59

psi psi psi in psi in2

Im Is II IIIm IIIs IV

Yield Limit Eq.'s Z Z' 16,313 9,660 8,400 4,974 2,908 1,722 3,350 1,984 4,932 2,920 4,417 2,616

N*Z' 38,640 19,897 6,888 7,934 11,682 10,462

2,616

10,462

lbs lbs lbs lbs lbs lbs

lbs


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Name: Ben Bye & Aidan Tart Main Juntion Connection 2 GTF/Section: Garvey & Watkins Date:

Connection Information

Dowel Information Dowel Diameter (D) Dowel Bending Yield Strength (Fyb) Actual End Distance Ctr to Ctr Spacing Diameters between Fasteners Inches

Main Member

  Fe Fe para Fe perp Fem tm Em Am Am/As

3/4 45,000 2.00 3.0 2.250

in

G deg rad psi psi psi psi in psi in2

  Fe Fe para Fe perp Fes ts Es As As/Am

0.5 0 0.00 4,650 5,600 2,600 5,600 4.00 1,700,000 16.00 4.00

Re Rt

15.54 0.25

k1 k2

0.62 5.27

K KD

1.00 FALSE

k3

0.53

1.15 1.00 1.00 0.98 0.67

in

Two months <=19

any

<=100 Parallel - Compression

Softwood

req. distance (in) edge* end

req. spacing (in) fasteners rows

D

Min. End Dist. (CD)

in

0.50

1.125

1.500

2.250

1.125

1.00

1.125

3.000

3.000

1.125

Douglas Fir - Larch, No. 1

7.85 0 0.00 87,000 87,000 87,000 87,000 1.00 29,000,000 4.00 0.25

CD CM Ct Cg C

psi

Member Information Side Member

Steel

G

Adjustment Factors 2 4 2

# of Shear Planes # of Fasteners (N) # of Fasteners in a Row

deg rad

Cd Ceg Cst Cdi Ctn

psi

NA 1.00

No

NA NA NA

*items in gray do not apply to bolted connections

0.75

psi psi psi in psi in2

Im Is II IIIm IIIs IV

Yield Limit Eq.'s Z Z' 16,313 12,295 8,400 6,331 2,908 2,192 3,350 2,525 4,932 3,717 4,417 3,329

N*Z' 49,178 25,324 8,766 10,098 14,868 13,316

3,329

13,316

lbs lbs lbs lbs lbs lbs

lbs




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Name: Ben Bye & Aidan Tart Main Juntion Connection GTF/Section: Garvey & Watkins Date:

Connection Information

Dowel Information Dowel Diameter (D) Dowel Bending Yield Strength (Fyb) Actual End Distance Ctr to Ctr Spacing Diameters between Fasteners Inches

Main Member

  Fe Fe para Fe perp Fem tm Em Am Am/As



3/4 45,000 2.75 3.0 2.250

in

G deg rad psi psi psi psi in psi in2

  Fe Fe para Fe perp Fes ts Es As As/Am

0.5 0 0.00 4,650 5,600 2,600 5,600 4.00 1,700,000 24.00 3.00

Re Rt

15.54 0.25

k1 k2

0.62 5.27

K KD

1.00 FALSE

k3

0.53

1.15 1.00 1.00 0.99 0.52

in

Two months <=19

any

<=100 Parallel Tension

Softwood

req. distance (in) edge* end

req. spacing (in) fasteners rows

D

Min. End Dist. (CD)

in

0.50

1.125

2.625

2.250

1.125

1.00

1.125

5.250

3.000

1.125

Douglas Fir - Larch, No. 1

7.85 0 0.00 87,000 87,000 87,000 87,000 1.00 29,000,000 8.00 0.33

CD CM Ct Cg C

psi

Member Information Side Member

Steel

G

Adjustment Factors 2 8 2

# of Shear Planes # of Fasteners (N) # of Fasteners in a Row

deg rad

Cd Ceg Cst Cdi Ctn

psi

NA 1.00

No

NA NA NA

*items in gray do not apply to bolted connections

0.60

psi psi psi in psi in2

Im Is II IIIm IIIs IV

Yield Limit Eq.'s Z Z' 16,313 9,708 8,400 4,999 2,908 1,730 3,350 1,993 4,932 2,935 4,417 2,629

N*Z' 77,663 39,992 13,844 15,947 23,479 21,028

2,629

21,028

lbs lbs lbs lbs lbs lbs

lbs


7(16,210(0%(5&211(&7,21 <LHOG/LPLW OEV $FWXDO6WUHVV  7KHZRRGRQZRRGFRQQHFWLRQLQLWVHOI GRHVQRWKDYHHQRXJKFDSDFLW\EXW ZKHQXVHGLQWDQGHPZLWKWKHVWHHOÃ&#x20AC;Q FRQQHFWLRQWKHVWUHQJWKZLOOEHJUHDWO\ LQFUHDVHGWKHSURJUDPXVHGGRHVQRW KDYHWKHFDSDELOLW\WRFRQVLGHUWKHPXO-­ WLSOLFLW\RILQWHUDFWLRQVRFFXUULQJLQWKLV FRQQHFWLRQ7KHPHDQ\LHOGOLPLWRIWKH WZRFRQQHFWLRQW\SHVXVHGLQWDQGHPLV OEVZKLFKLVVWURQJHQRXJKWRZLWK-­ VWDQGWKHDFWXDOVWUHVV Name: Ben Bye & Aidan Tart Main Juntion Connection GTF/Section: Garvey & Watkins Date:

Connection Information

Dowel Information Dowel Diameter (D) Dowel Bending Yield Strength (Fyb) Actual End Distance Ctr to Ctr Spacing Diameters between Fasteners Inches

Main Member

  Fe Fe para Fe perp Fem tm Em Am Am/As

3/4 45,000 2.75 3.0 2.250

in

0.5 78 1.36 4,650 5,600 2,600 2,662 4.00 1,700,000 12.00 0.50

deg rad psi psi psi psi in psi in2

  Fe Fe para Fe perp Fes ts Es As As/Am

0.5 0 0.00 4,650 5,600 2,600 5,600 4.00 1,700,000 24.00 2.00

Re Rt

0.48 1.00

k1 k2

0.30 0.93

K KD

1.22 FALSE

k3

1.68

1.15 1.00 1.00 0.98 0.52

in

Two months <=19

any

<=100 Parallel Tension

Softwood

req. distance (in) edge* end

req. spacing (in) fasteners rows

D

Min. End Dist. (CD)

in

0.50

1.125

2.625

2.250

1.125

1.00

1.125

5.250

3.000

1.125

Douglas Fir - Larch, No. 1

G

CD CM Ct Cg C

psi

Member Information Side Member

Douglas Fir - Larch, No. 1

G

Adjustment Factors 2 8 2

# of Shear Planes # of Fasteners (N) # of Fasteners in a Row

deg rad

Cd Ceg Cst Cdi Ctn

psi

NA 1.00

No

NA NA NA

*items in gray do not apply to bolted connections

0.59

psi psi psi in psi in2

Im Is II IIIm IIIs IV

Yield Limit Eq.'s Z Z' N*Z' 1,641 972 7,776 6,904 4,090 32,720 1,148 680 5,441 977 579 4,632 2,786 1,650 13,203 2,126 1,259 10,075

972

7,776

lbs lbs lbs lbs lbs lbs

lbs




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Name: Ben Bye & Aidan Tart Main Juntion Connection GTF/Section: Garvey & Watkins Date:

Connection Information

Adjustment Factors 2 4 2

# of Shear Planes # of Fasteners (N) # of Fasteners in a Row

Dowel Information Dowel Diameter (D) Dowel Bending Yield Strength (Fyb) Actual End Distance Ctr to Ctr Spacing Diameters between Fasteners Inches

3/4 45,000 2.75 3.0 2.250

in

G

in

  Fe Fe para Fe perp Fem tm Em Am Am/As



G deg rad psi psi psi psi in psi in2

  Fe Fe para Fe perp Fes ts Es As As/Am

0.5 0 0.00 4,650 5,600 2,600 5,600 4.00 1,700,000 16.00 8.00

Re Rt

15.54 0.13

k1 k2

0.45 6.61

K KD

1.00 FALSE

k3

0.53

Two months <=19

any

<=100 Parallel Tension

Softwood

req. distance (in) edge* end

req. spacing (in) fasteners rows

D

Min. End Dist. (CD)

in

0.50

1.125

2.625

2.250

1.125

1.00

1.125

5.250

3.000

1.125

Douglas Fir - Larch, No. 1

7.85 0 0.00 87,000 87,000 87,000 87,000 0.50 29,000,000 2.00 0.13

1.15 1.00 1.00 0.99 0.52

psi

Member Information Main Member Side Member Steel

CD CM Ct Cg C

deg rad

Cd Ceg Cst Cdi Ctn

psi

NA 1.00

No

NA NA NA

*items in gray do not apply to bolted connections

0.59

psi psi psi in psi in2

Im Is II IIIm IIIs IV

Yield Limit Eq.'s Z Z' 8,156 4,849 8,400 4,994 2,121 1,261 2,102 1,250 4,932 2,932 4,417 2,626

N*Z' 19,396 19,976 5,045 4,999 11,728 10,504

2,626

10,504

lbs lbs lbs lbs lbs lbs

lbs


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Name: Ben Bye & Aidan Tart Secondary Connection GTF/Section: Garvey & Watkins Date:

Connection Information

Adjustment Factors 2 3 2

# of Shear Planes # of Fasteners (N) # of Fasteners in a Row

Dowel Information Dowel Diameter (D) Dowel Bending Yield Strength (Fyb) Actual End Distance Ctr to Ctr Spacing Diameters between Fasteners Inches

1 45,000 3.50 3.0 3.000

in

G

in

  Fe Fe para Fe perp Fem tm Em Am Am/As

G deg rad psi psi psi psi in psi in2

  Fe Fe para Fe perp Fes ts Es As As/Am

0.5 0 0.00 4,650 5,600 2,250 5,600 6.00 1,700,000 72.00 36.00

Re Rt

15.54 0.08

k1 k2

0.42 7.79

K KD

1.07 FALSE

k3

0.52

Two months <=19

any

<=100 Parallel - Compression

Softwood

req. distance (in) edge* end

req. spacing (in) fasteners rows

D

Min. End Dist. (CD)

in

0.50

1.500

2.000

3.000

1.500

1.00

1.500

4.000

4.000

1.500

Douglas Fir - Larch, No. 1

7.85 24 0.42 87,000 87,000 87,000 87,000 0.50 29,000,000 2.00 0.03

1.15 1.00 1.00 0.99 0.75

psi

Member Information Main Member Side Member Steel

CD CM Ct Cg C

deg rad

Cd Ceg Cst Cdi Ctn

psi

NA 1.00

No

NA NA NA

*items in gray do not apply to bolted connections

0.85

psi psi psi in psi in2

Im Is II IIIm IIIs IV

Yield Limit Eq.'s Z Z' 10,195 8,710 15,750 13,456 3,704 3,165 3,096 2,646 8,991 7,682 7,361 6,289

N*Z' 26,131 40,369 9,494 7,937 23,045 18,868

6,289

18,868

lbs lbs lbs lbs lbs lbs

lbs



Timber Roof Truss  

A timber roof truss designed for a winter 2012 structural design course at the University of Oregon.