Wind Actions on Enclosed Building with Doubly Pitched Roof

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client address1, suburb

Doubly Pitched Building {Gable}

Structure Classification: Structure Type: Design Method: Analysis Method:

Industrial Shed

Doubly Pitched Roof

Limit State Linear Elastic

DIMENSION AND GEOMETRY Alpha = 10.00 degrees = 0.17 radians = Pitch 1 in 5.67 Building Eaves Hght = he = 3.101 m Bay Spacing (main) Height to Top = ht = 3.894 m Number of Bays Average Height = h = 3.498 m Number of Portal Columns Building Span 9.000 m Building Length Long Long Axis Axis Bea Bearing ring deg. deg. Orie Orien ntat tation ion Tre Treated as U Unk nkno now wn Length along Slope of Rafter = b/d =

1.91

SITE Terra Terrain: in: T op opography: Shielding:

d/b =

4.569 m

0.52

h/d =

Total Rise

3.721 m 4 10 17.164 m

2.280

1.140

0.793 m

0.34

Deve Develo lope ped d Riv River er Side Side Town, Town, Mostly Mostly Suburb Suburban an,, but but with with some some large large open open spaces spaces.. Flat None

RISK ASSESSMENT Building Code of AustralPart Austral Part B1 Structural Provisions STRUCTURAL CATEGORY Importance Lev 2 {Normal} T able B1.2a Annual probability of Design Wind Event being exceeded Strength 1/500 = 0.002 R = 500 = Mean Return Period Serviceability 1/20 = 0.05 R = 20 = Mean Return Period

b= 9.00 m local pressure extent

d= 17.16 m a = min(0.2b,0.2d,ht) =

a/2 =

0.9 m

Tributary Area

Area Reduction Factors

m²

Rafter Aligned  Projected  Column Aligned 

1.8 m

Ka halfspan

4.569 x 3.721

=

17.00

0.95

4.500 x 3.721

=

16.74

0.96

3.101 x 3.721

=

11.54

0.99

fullspan

schShedDesignerR01.xls

0.89

DesignReport

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PAGE:

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DESIGN:

31-Jan-2012

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client address1, suburb

ASSESSMENT OF DESIGN WIND SPEED : SITE AND BUILDING HEIGHT AND ORIENTATION ASSESSMENT OF SIT E AND BUILDING BUILDING HEIGHT Importance Lev 2 {Normal} Table B1.2a Annual probability of Design Wind Event being exceeded Strength 1/500 = 0.002 R = 500 Serviceability 1/20 = 0.05 R = 20 Location : South Australia Major Region A SubRegion 1 Region sensitivity {static analysis acceptable} C[dyn]

AS1170.2:2002

A1 Non-Cyclonic 1 46/ht = 11.81

Averag Average e Buildi Building ng Heig Height ht = h[avg h[avg 3.498 3.498 m N

NE

E

SE

S

SW

W

NW

0

45

90

135

180

225

270

315

β Tcat

degrees

2.5

2.5

2.5

2.5

2.5

2.5

2.5

V[R,u] = 45 M[d] = 1.00 M[z,cat] = 0.87 M[s] = 1.00 M[t] = 1.00 M[z,cat] 0.87 V[sit,β,u] = 39.15

45 1.00 0.87 1.00 1.00 0.87 39.15

45 1.00 0.87 1.00 1.00 0.87 39.15

45 1.00 0.87 1.00 1.00 0.87 39.15

45 1.00 0.87 1.00 1.00 0.87 39.15

45 1.00 0.87 1.00 1.00 0.87 39.15

45 1.00 0.87 1.00 1.00 0.87 39.15

45 m/s 1.00 0.87 1.00 1.00 0.87 39.15 m/s

Maximum Expected wind speed at SITE for strength limit state = V[R,s] 37 V[R,s]/V[R,u] 0.822 (Vs/Vu)^2 =

V[sit,β V[sit,β ,u] = 0.68

39.1 39.15 5 m/s m/s

ASSESSMENT OF BUILDING BUILDING ORIENTATION Long Axis Bearing deg. Orientation Treated as Unknown

1

Face Bearing Sector Bdry V[sector] =

0.0 0. 0 39.15

Θ

0 39.15 0.92

V[des,Θ,u] = q[ref] = q[ref] = (0.5

0.0 39.15

0 0.0 39.15

0.0 39.15

90 39.15 0.92

0.0 0.0 39.15

0.0 39.15

180 39.15 0.92

2.5

0 0.0 39.15

degrees 0.0 de degrees 39.15 m/s

270 39.15 0.92

degrees m/s kPa

ρ[air] ) V[des,Θ,u]² V[site] to V[design] 50 40       ]      e 30       t       i      s       [       V 20

10 0 0

45

90

135

180

225

270

315

360

Cardinal Direction [Beta] Site

Design

Strength Limit State Design simplified to two orthogonal directions: V[des,0,u] = 39.15 qz0 = 0.92 V[des,90,u] =

39.15

qz90 =

0.92

Classification of Wind Loading To AS4055: Upper wind Class

N2

W P33, W U40

Lower wind Class

schShedDesignerR01.xls

N1

W P28, W U34

DesignReport

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DESIGN:

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client address1, suburb PRESSURE COEFFICIENTS : BUILDING BUILDING Reference Conditions V[des,0,u] = 39.15 m/ m/s qz0 = 0.92 kP kPa

Ref erence Conditions V[des,90,u] = 39.15 m/ m/s

Internal Internal Pressure Coefficents Cpi1 = -0.3 pi = Cpi2 = 0.4 pi =

Cpi1 = Cpi2 =

Θ= 0

-0.28 kPa 0.37 kPa

→

0.92

-0.28 kPa 0.37 kPa

Longitudinal

→

Dimension & Geometric Considerations h= 3.498 m he = b = length 17.16 m d = span h/d = 0.34 Table 3.4.3 WL1 θ=0

Cpe p[e] NB:

-0.3 pi = 0.4 pi =

Θ = 90

Transverse

qz90 =

α >= 10 wall

roof

W

U 0.5h

0

3.101 m 9.00 m

1 UD

wall

Cpe p[e] p = Cpe.qz

θ=0

[kPa]

Table 3.4.3.2(A) WL2 θ=90 wall

D L 1h

2h

3h

1.749 3.498 6.995 10.493 0.70 -0.81 -0.81 -0.81 -0.81 [kPa] 0.64 -0.71 -0.71 -0.71 -0.71 p[e] = Cpe . qz . Ka {f or roof and side walls} WL1

h= b = span h/d =

side wall

roof

3.894 m 17.16 m

UD

wall L

0.5h

9.000 -0.41 -0.36

ht = d = length

W

d3h

1.749 3.498 6.995 10.493 17.164 0.70 -0.90 -0.90 -0.50 -0.30 -0.20 [kPa] 0.64 -0.79 -0.79 -0.44 -0.26 -0.18 p[e] = Cpe . qz . Ka {for roof and side walls}

S

WL2

1h 2h 3h d3h 3.498 6.995 10.493 17 17.164 -0.65 -0.5 -0.3 -0.2 -0.59 -0.46 -0.27 -0.18

p = Cpe.ka.qz {roof & side walls only}

Θ = 270

Transverse

Longitudinal

← ←

h= b = length h/d = T able 3.4.3 WL1 θ=0 wall W

Cpe p[e] NB:

3.498 m 17.16 m 0.34 0 roof U 0.5h

he = d = span

3.101 m 9.00 m

1 UD

wall D L

1h

2h

3h

1.749 3.498 6.995 10.493 0.70 -0.81 -0.81 -0.81 -0.81 [kPa] 0.64 -0.71 -0.71 -0.71 -0.71 p[e] = Cpe . qz . Ka {f or roof and side walls} WL1

θ=0

side wall 1h

Cpe p[e] p = Cpe.qz

[kPa]

h= b = span h/d = Table 3.4.3.2(A) WL2 θ=90 wall

3.894 m 17.16 m

UD

wall L

-0.3 Cp Cpe -0.28 p[e] NB:

1h

2h

3h

d>3h

1.749 3.498 6.995 10.493 17.164 0.70 -0.90 -0.90 -0.50 -0.30 -0.20 [kPa] 0.64 -0.79 -0.79 -0.44 -0.26 -0.18 p[e] = Cpe . qz . Ka {for roof and side walls} WL2

3h

roof 0.5h

S 2h

ht = d = length

W

d