Design of a Timber Roof for a Meeting Hall

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