wind loads on gable frame to australian wind code as1170.2

ConsultantBusinessName????? ROY HARRISON & ASSOCIATES

ConsultantsActivity ?????ConsultantsAddress1 ?????

ConsultantsAddress2 ?????

ConsultantsTelephone ?????

ConsultantsFacsimile ?????

ConsultantsEmail ?????

ROY HARRISON & ASSOCIATES

DESCRIPTION BLOCK NAME VALUE UNITS CalcValue Edit Field

PARAMETERS (INPUTS) : INDEPENDENT VARIABLES

PROJECT DATA

Author of the Calculations Author ???? ed_Author

Project ID Number ProjectID ???? ed_ProjectID

Design Element ID Number ElementID - ed_ElementID

Client Name Client client ed_Client

Project Description / Title Project project ed_Project

Design Element Description Element ed_Element

Calculation Sheet Title HdrTitle1 client ed_Title

HdrTitle2 address1, suburb

SiteAddress address1

SiteAddress2 suburb

CalcHdr1

CalcHdr2

CalcHdr3 project : 9.000m Wide x 3.101m Eaves Height, Bays @3.721m, Region A1, TC2.5 (10.00° Pitch)

BUILDING DIMENSIONS

Over all Width of the Building to face of girts BldWdth 9.000 m

Eaves Height external face of girts/Purlins HghtEaves 3.101 m

Eaves Height external face of girts/Purlins HghtEaves2 3.101 m

Centre-tocentre Bay spacing BaySpacing 3.721 m

Number of Bays NumOfBays 4 No.

0 = Rise/run , 1 = degrees PitchFmt 1

Roof Run RoofRun m

Roof Run 2 5.671

Roof Angle from Horizontal in Degrees AlphaDegrees 10.00 degrees

Pitch Run 5

Angle 11.31

WIND LOADING

Wind Loading Location Location Adelaide ed_Location

Wind Loading Region Region A1 ed_Region

Wind Loading Terrain Category Terrain 2.5 ed_TC

Wind loading Shielding Multiplier Ms 1 ed_Ms

Wind loading Topography Multiplier Mt 1 ed_Mt

Wind loading Importance Multiplier Mi 1 ed_Mi

Multiplier When Directional Wind Speeds Not M_dir 1

Internal Pressure Cofficient 1 (-ve) Cpi1 -0.3 ed_Cpi2

Internal Pressure Cofficient 1 (+ve) Cpi2 0.4 ed_Cpi

LOADING

Structure Type StructType CANOPY ed_StructType

Structure Class StructClass Domestic ed_StructClass

Vented Ridge Loadcase DL + WL1 ed_Loadcase

Use Self Weight in Calculations UseSwt 0 ed_SelfWT

Use Limit State method of design LimitState 1 ed_LimitState

use zero value for interpolation, Normally = 0 UseZero 0

Use Non-directional Wind Speed Multiplier UseMdir 1

Use2000 1

Building has Vented Roof vented 0

Point Load Pt_Load 1.4

Is Structure a Canopy IsCanopy 0

Is Structure a Skillion Roof IsSkillion 0

FRAMING

Purlin Spacing PurlinSpace 1200 mm ed_PurlinSpace

Purlin Edge Spacing PurlinESpace 900 mm ed_PurlinESpace

Number of Purlin Bridgings PurlinBridges 0 ed_NPBridges

Purlin Lap Length PurlinLap 900 mm ed_PurlinLap

Girt Spacing GirtSpace 1200 mm ed_GirtSpace

Girt Edge Spacing GirtESpace 900 mm ed_GirtESpace

Number of Girt bridgings GirtBridges 0 ed_NGBridges

Girt Lap Length GirtLap 900 mm ed_GirtLap

project : 9.000m Wide x 3.101m Eaves Height, Bays @3.721m, Region A1, TC2.5 (10.00° Pitch)

ed_PurlinSpace

ed_PurlinESpace

1 2 3 4 5 6ITEM_ID MARK ITEM MATERIAL MassPerMetreMassPerSQMetre

kg/m kg/m^21 C1 Column C200-19 #N/A

2 C2 End Wall Column C200-15 #N/A

3 R1 Rafter C250-24 #N/A

4 RP1 Purlin C100-10 #N/A

5 G1 Girt C100-10 #N/A

6 S1 Roof Strut C75-10 #N/A

7 S2 Eaves Strut C75-10 #N/A

8 RB1 Roof Bracing C75-10 #N/A

9 WB1 Wall Bracing C75-10 #N/A

10 Roof Cladding Custom Orb TCT 0.47 Zincalume #N/A #N/A

11 Wall Cladding Trimdek Hi-Ten TCT 0.47 Colorbond #N/A #N/A

12 Wall Cladding Fast No. 12 x 45mm Hex Head self-drilling tapping screw

13 Roof Cladding Fast No. 12 x 45mm Hex Head self-drilling tapping screw

14 P1 Portal Column Foot Concrete Pier

15 P2 End Wall Column FoConcrete Pier

16 Ceiling Lining None #N/A #N/A

17 Wall Lining None #N/A #N/A

18 C2/2 End Wall Column2 C200-15 #N/A

18 C2/3 End Wall Column2 C200-15 #N/A

7 8 9 10 11 12 13 14 15 16WeightPerMetreTotalWeightWeightPerSQMetreSectDepthSectThick Sect_Ax Sect_Ix Sect_Iy Sect_J Sect_Matrl

kN/m kN Total kPa mm mm m² m4 m4 m4

#N/A #N/A #N/A #N/A #N/A #N/A #N/A 1

#N/A #N/A #N/A #N/A #N/A #N/A #N/A 1

#N/A #N/A #N/A #N/A #N/A #N/A #N/A 1

#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 1

#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 1

#N/A #N/A #N/A #N/A #N/A #N/A #N/A 1

#N/A #N/A #N/A #N/A #N/A #N/A #N/A 1

#N/A #N/A #N/A #N/A #N/A #N/A #N/A 1

#N/A #N/A #N/A #N/A #N/A #N/A #N/A 1

#N/A #N/A#N/A #N/A

#N/A#N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A 1

#N/A #N/A #N/A #N/A #N/A #N/A #N/A 1

DESCRIPTION BLOCK NAME VALUE UNITS CalcValue Edit Field

RESULTS (OUTPUTS) : DEPENDENT VARIABLES

CentreSpan #N/A

CentreHght #N/A

CentreHght2

CentreRise #N/A

CentreRafter #N/A

ClearWidth #N/A

ClearHghtEaves #N/A

AlphaRadians 0.175

alpha 0.17 radians

AlphaRun 5.671

Total Roof Rise TotRoofRise 0.793 m

Ridge Height external face of Purlins HghtRidge 3.894 m

CentreRidge #N/A

ClearHghtRidge #N/A

Average Height AvgHght 3.498 m

Over All length of Building BldLen 14.884 m

Length along Rafter RafterLength 4.569 m

Tributary Area of 1 Rafter - projected TribArea1 16.74 m²

Tributary Area of 1 Rafter - aligned TribArea2 17.00 m²

Distance Inside of Cladding to Outside Column #N/A

Distance to Ridge 4.5

Distance to Outside RHS Column #N/A

End Bay Spacing EndBaySpacing 15.008 m

Have Equal Bay Spacing IsBaysEqual 1

Length of Building Main Bays LengthMainBays 14.884 m

Total Length of End Bays LengthEndBays 30.016 m

Number of Bays at End Bay Spacing NumEndBays 2

Over all Length of Building TotBuildLength 45.690 m

Building Length for Frame to End Wall FrameToEndWallDist 0.395 m

NodeAx 0.000

NodeBx 0.000

NodeCx #N/A

NodeDx #N/A

NodeEx #N/A

NodeAy 0.000

NodeBy #N/A

NodeCy #N/A

NodeDy #N/A

NodeEy 0.000

Wind Variables

Tributary Area of Rafter TArea_Rafter 0 m^2

Tributary Area of Column TArea_Column 0 m^2

Area Reduction Factor [Rafter] Ka_Rafter Err:511 Err:511

Area Reduction Factor [Column] Ka_column Err:511 Err:511

Load Identity Load_ID 4

Structure Identity Code Struct_ID 0

Structure Identity Description Struct_Descr 0 CARPORT

Structure Classification SClass_ID

Permissible Serviceability Ratio LmtServ

dead load &/or selfweight result Dead_Res

Use Alpha Section Naming Convention and SAlphaSect

deadload Dead_Load #N/A kN/m

dead load + selfweight result Dead_Swt #N/A kN/m #N/A

Self Weight of Frame Swt_Frame #N/A kN/m

Live Load Pressure Live_Press

liveload LiveLoad

Column Section ColumnSect C200-19 ed_ColumnSect

End Wall Column Section EWColumnSect C200-15 ed_EWColSect

Rafter Section RafterSect C250-24 ed_RafterSect

Purlin Section PurlinSect C100-10 ed_PurlinSect

Girt Section GirtSect C100-10 ed_GirtSect

Number of Joints Njoints 5

Number of Members Nmembers 4

Number of Supports Nsupports 2

Number of Material Groups Nmaterials 1

Number of Section Groups Nsections 2

Number of Joint Loads Njloads 1

Number of Member Loads Nmloads 1

Number of Gravity Loads Ngloads 0

Number of Purlins nPurlins 4.00 items ed_NPurlins

Number of Girts nGirts 3.00 items ed_NGirts

Self Weight of Cladding SWT_CLAD #N/A kPa = kN/ #N/A

Self Weight of Purlin SWT_PURLIN #N/A kPa = kN/ #N/A

Column Section Depth ColumnSectD #N/A

Column Section Thickness ColumnSectT #N/A

Rafter Section Depth RafterSectD #N/A

Rafter Section Thickness RafterSectT #N/A

GirtSectD #N/A

GirtSectT #N/A

PurlinSectD #N/A

PurlinSectT #N/A

End Wall Column Section Depth EWallColDepth #N/A

MATERIAL PROPERTIES

MATERIAL STEEL

G 80000 MPa

E 200000 MPa

FileName1 'file:///var/www/apps/conversion/tmp/scratch_5/312094087.xls'#$DesignOutPuts

Path1 Err:502

WorkBookName #VALUE!

StartNameP1 #VALUE!

EndNameP2 #VALUE!

ed_ColumnSect

'file:///var/www/apps/conversion/tmp/scratch_5/312094087.xls'#$DesignOutPuts

13/36

312094087.xls DesignReport

????? REF.: ????????? ????? PAGE:

????? ????? DATE: 03-Apr-2016

????? ????? DESIGN:

client

address1, suburb

Doubly Pitched Building {Gable}

Structure Classification: Industrial

Structure Type: Shed Doubly Pitched Roof

Design Method: Limit State

Analysis Method: 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) 3.721 m

Height to Top = ht = 3.894 m Number of Bays 4

Average Height = h = 3.498 m Number of Portal Columns 10

Building Span 9.000 m Building Length 17.164 m 2.280 1.140

Long Axis Bearing deg. Orientation Treated as Unknown

Length along Slope of Rafter = 4.569 m Total Rise 0.793 m

b/d = 1.91 d/b = 0.52 h/d = 0.34

SITE

Terrain: Developed River Side Town, Mostly Suburban, but with some large open spaces.

Topography: Flat

Shielding: None

RISK ASSESSMENT

Building Code of Austra Part B1 Structural Provisions

STRUCTURAL CATEGORY

Importance Lev 2 {Normal} Table 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 d = 17.16 m

local pressure extent a = min(0.2b,0.2d,ht) = 1.8 m a/2 = 0.9 m

Area Reduction Factors Tributary Aream² Ka

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????? REF.: ????????? ????? PAGE:

????? ????? DATE: 03-Apr-2016

????? ????? DESIGN:

client

address1, suburb

Rafter halfspan fullspan

Aligned 4.569 x 3.721 = 17.00 Err:511

Projected 4.500 x 3.721 = 16.74 Err:511 Err:511

ColumnAligned 3.101 x 3.721 = 11.54 Err:511

ASSESSMENT OF DESIGN WIND SPEED : SITE AND BUILDING HEIGHT AND ORIENTATION AS1170.2:2002

ASSESSMENT OF SITE AND 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 A1 Non-Cyclonic

sensitivity {static analysis acceptable} C[dyn] 1 46/ht = 11.81

Average Building Height = h[avg 3.498 m

N NE E SE S SW W NW

0 45 90 135 180 225 270 315 degrees

Tcat 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5

V[R,u] = 45 45 45 45 45 45 45 45 m/s

M[d] = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

M[z,cat] = Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511

M[s] = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

M[t] = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

M[z,cat] ### ### ### ### ### ### ### ###

Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 m/s

Maximum Expected wind speed at SITE for strength limit state = ### m/s

V[R,s] 37 V[R,s]/V[R,u] 0.822 (Vs/Vu)^2 = 0.68

ASSESSMENT OF BUILDING ORIENTATION

Long Axis Bearing deg. Orientation Treated as Unknown 1

Face Bearing 0.0 0 0.0 0 degrees

Sector Bdry 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 degrees

### ### ### ### ### ### ### ### m/s

0 90 180 270 degrees

### ### ### ### m/s

q[ref] = ### ### ### ### kPa

V[sit,,u] =

V[sit,,u] =

V[sector] =

V[des,,u] =

q[ref] = (0.5 [air] ) V[des,,u]²

0 45 90 135 180 225 270 315 360

0

2

4

6

8

10

12

V[site] to V[design]

Site Design

Cardinal Direction [Beta]

V[s

ite

]

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????? REF.: ????????? ????? PAGE:

????? ????? DATE: 03-Apr-2016

????? ????? DESIGN:

client

address1, suburb

Strength Limit State Design simplified to two orthogonal directions:

### qz0 = ###

V[des,90,u] = ### qz90 = ###

Classification of Wind Loading To AS4055:

Upper wind Class ### ### Lower wind Class ### ###

PRESSURE COEFFICIENTS : BUILDING

Reference Conditions Reference Conditions

### m/s qz0 = ### kPa V[des,90,u] = ### m/s qz90 = ###

Internal Pressure Coefficents

Cpi1 = -0.3 pi = ### kPa Cpi1 = -0.3 pi = ### kPa

Cpi2 = 0.4 pi = ### kPa Cpi2 = 0.4 pi = ### kPa

Transverse Longitudinal

Dimension & Geometric Considerations

h = 3.4977 m he = 3.101 m h = 3.498 m ht = 3.894

b = length 17.16 m d = span 9.00 m b = span 9.000 m d = length 17.16

h/d = 0.34 h/d = 0.23

Table 3.4.3 0 1 Table 3.4.3.2(A)

WL1 wall roof UD wall WL2 wall roof UD

W U D L W

0.5h 1h 2h 3h d<3h 0.5h 1h 2h 3h d>3h

1.749 3.498 6.995 10.493 9.000 1.749 3.498 6.995 10.493 17.164

Cpe Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 Cpe Err:511 Err:511 Err:511 Err:511 Err:511 Err:511

p[e] [kPa] ### ### ### ### ### ### ### p[e] [kPa] ### ### ### ### ### ###

NB: p[e] = Cpe . qz . Ka {for roof and side walls} NB: p[e] = Cpe . qz . Ka {for roof and side walls}

WL1 side wall S WL2 side wall S

1h 2h 3h d<3h 1h 2h 3h d>3h

3.498 6.995 10.493 9.000 3.498 6.995 10.493 17.164

Cpe Err:511 Err:511 Err:511 Err:511 Cpe Err:511 Err:511 Err:511 Err:511

p[e] [kPa] ### ### ### ### p[e] [kPa] ### ### ### ###

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


h = 3.498 m he = 3.101 m h = 3.498 m ht = 3.894

V[des,0,u] =

V[des,0,u] =

0 45 90 135 180 225 270 315 360

0

2

4

6

8

10

12

V[site] to V[design]

Site Design

Cardinal Direction [Beta]

V[s

ite

]

16/36


????? REF.: ????????? ????? PAGE:

????? ????? DATE: 03-Apr-2016

????? ????? DESIGN:

client

address1, suburb

b = length 17.16 m d = span 9.00 m b = span 9.000 m d = length 17.16

h/d = 0.34 h/d = 0.23

Table 3.4.3 0 1 Table 3.4.3.2(A)

WL1 wall roof UD wall WL2 wall roof UD

W U D L W

0.5h 1h 2h 3h d<3h 0.5h 1h 2h 3h d>3h

1.749 3.498 6.995 10.493 9.000 1.749 3.498 6.995 10.493 17.164

Cpe Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 Cpe Err:511 Err:511 Err:511 Err:511 Err:511 Err:511

p[e] [kPa] ### ### ### ### ### ### ### p[e] [kPa] ### ### ### ### ### ###

NB: p[e] = Cpe . qz . Ka {for roof and side walls} NB: p[e] = Cpe . qz . Ka {for roof and side walls}

WL1 side wall S WL2 side wall S

1h 2h 3h d<3h 1h 2h 3h d>3h

3.498 6.995 10.493 9.000 3.498 6.995 10.493 17.164

Cpe Err:511 Err:511 Err:511 Err:511 Cpe Err:511 Err:511 Err:511 Err:511

p[e] [kPa] ### ### ### ### p[e] [kPa] ### ### ### ###

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

DRAG LOADING & UPLIFT : BUILDING Transverse Longitudinal

Cf = 0.01 Cf =

Kc = 1 Kc =

d/h = 2.5731 no drag {long building} Cfig = 0.01 d/h = 4.91 drag {long building} Cfig =

d/b= 0.5244 no drag {wide building} Cdyn = 1 d/b= 1.91 no drag {wide building} Cdyn =

Frictional Drag Frictional DragArea Area

Roof b(d-4h) 0 Roof b(d-4h) 28.558

Wall 2h(d-4h) 0 Wall 2h(d-4h) 22.197

Roof Wall Roof Wall

F1 = smooth/parallel to ribs ### ### kN F1 = smooth/parallel to ribs ### ###

2F1 = across corrugations ### ### kN 2F1 = across corrugations ### ###

4F1 = across ribs ### ### kN 4F1 = across ribs ### ###

Cfig = Cf. Kc Cfig = Cf. Kc

f = q[ref] C[fig] C[dyn] f = q[ref] C[fig] C[dyn]

Uplift Uplift= bd Cpn qz = bd Cpn qz

Total = ### kN Total = ### kN

kN/column kN/column


Cf = 0.01 Cf =

Kc = 1 Kc =

f = (0.5 [air] V[des,,u]² C[fig] C[dyn] f = (0.5 [air] V[des,,u]² C[fig] C[dyn]

17/36


????? REF.: ????????? ????? PAGE:

????? ????? DATE: 03-Apr-2016

????? ????? DESIGN:

client

address1, suburb

d/h = 2.5731 no drag {long building} Cfig = 0.01 d/h = 4.91 drag {long building} Cfig =

d/b= 0.5244 no drag {wide building} Cdyn = 1 d/b= 1.91 no drag {wide building} Cdyn =

Frictional Drag Frictional DragArea Area

Roof b(d-4h) 0 Roof b(d-4h) 28.558

Wall 2h(d-4h) 0 Wall 2h(d-4h) 22.197

Roof Wall Roof Wall

F1 = smooth/parallel to ribs ### ### kN F1 = smooth/parallel to ribs ### ###

2F1 = across corrugations ### ### kN 2F1 = across corrugations ### ###

4F1 = across ribs ### ### kN 4F1 = across ribs ### ###

Cfig = Cf. Kc Cfig = Cf. Kc

f = q[ref] C[fig] C[dyn] f = q[ref] C[fig] C[dyn]

Uplift Uplift= bd Cpn qz = bd Cpn qz

Total = ### kN Total = ### kN

kN/column kN/column

FRAME LOADINGLoadcase Thickness Span Width Area kg/m³ kg/m² kg/m kg kPa kN/m kN

Number mm m m m² = kN/m²

10 SWT = Self weightDetermined by the frame analysis software (Microstran/MultiFrame) for the members analysed.

20 DL = DeadLoadRoof

Cladding #N/A

Purlins #N/A

21 Total Roof DL 3.721 äDL #N/A #N/A

Ceiling

Cladding

Battens

22 Total Ceiling DL 3.721 äDL 0.00 0.00

Wall

Cladding #N/A

Girts #N/A

23 Total Wall DL 3.721 äDL #N/A #N/A

Internal Wall Lining

Cladding

Battens

24 Total Internal Wall Lining 3.721 äDL 0.00 0.00

Floor

Decking

Joists

f = (0.5 [air] V[des,,u]² C[fig] C[dyn] f = (0.5 [air] V[des,,u]² C[fig] C[dyn]

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????? ????? DATE: 03-Apr-2016

????? ????? DESIGN:

client

address1, suburb

Partitions

25 Total Floor 3.721 äDL 0.00 0.00

30 LL = LiveLoad Roof (Non-Trafficable Roof) LL= (1.8/A + 0.12) EQ4.8.1.1

Roof 9 3.721 33.489 {on plan project LL = 0.25 0.93

{distributed along rafter} Fy{global, Y-axis}, Fy = LL cos (alpha) = 0.916

Floor

LL = 3.721 0 0

40 PL = Occassional Point LoadRoof

PL = 1.4

Floor

PL =

50 Plant LoadsAir Conditioning

ACU 0 NONE 0

R/A Duct 0 NONE 0

S/A Duct 0 NONE 0

51 Total Air Conditioning 0 NONE 0

52 Over Head Electric Traveling Crane SWL = 0 NONE 0

FRAME LOADING: equivalent bending moments used to average distributed pressure coefficients

WL[t,j,k] t = direction code [1.. 8] j = Cpe code [1..2] k = Cpi code [0..2]

t=1 {theta=0}, t=2 (theta=45}, t=3 {theta=90}, t = 4 {theta=135}, t=5 {theta=180}, t=6 {theta=225}, t=7 {theta=270}, t=8 {theta=315}

Use Bending Moments for averaging theta=0 stepped wind pressures

wind

Dir

ect

'n

qz = ### kPa

wall roof Load Width = 3.721 m 1 Raw Coefficients Cfig Loads [kN/m]

ka = ### ###

kc = 0.8 0.8

kl = 1 1

kp = 1 1

### ### ### ### ### ###

Err:511 ### ### ### ### ###

0.00 0.00 0.00

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????? ????? DATE: 03-Apr-2016

????? ????? DESIGN:

client

address1, suburb

### ###

### ###

WLn[1,1,0] = k[].WLe[1,1] - WLi[1,0]

ka = ### ###

kc = 0.8 0.8

kl = 1 1

kp = 1 1

### ### ### ### ### ###

### ### ### ### ### ###

-0.30 -0.24 ###

### ###

### ###

WLn[1,1,1] = k[].WLe[1,1] - WLi[1,1]

ka = ### ###

kc = 0.8 0.8

kl = 1 1

kp = 1 1

### ### ### ### ### ###

### ### ### ### ### ###

0.40 0.32 ###

### ###

### ###

WLn[1,1,2] = k[].WLe[1,1] - WLi[1,2]

FRAME LOADING: equivalent bending moments used to average distributed pressure coefficients

WL[t,j,k] t = direction code [1.. 8] j = Cpe code [1..2] k = Cpi code [0..2]

t=1 {theta=0}, t=2 (theta=45}, t=3 {theta=90}, t = 4 {theta=135}, t=5 {theta=180}, t=6 {theta=225}, t=7 {theta=270}, t=8 {theta=315}

Use Bending Moments for averaging theta=0 stepped wind pressures

Dir

ect

'n

qz = ### kPa

wall roof Load Width = 3.721 m

Typical Frame (2nd Frame in from end) 3 Raw Coefficients Cfig Loads [kN/m]

n= 1 0.00 0 ka = ### ###

kc = 0.95 0.95

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????? ????? DATE: 03-Apr-2016

????? ????? DESIGN:

client

address1, suburb

kl = 1 1

kp = 1 1

Err:511 ### ### ### ### ###

Err:511 ### ### ### ### ###

0.00 0.00 0.00

### ###

### ###

WLn[3,1,0] = k[].WLe[3,1] - WLi[3,0]

ka = ### ###

kc = 1 1

kl = 1 1

kp = 1 1

### ### ### ### ### ###

### ### ### ### ### ###

-0.30 -0.30 ###

### ###

### ###

WLn[3,1,1] = k[].WLe[3,1] - WLi[3,1]

ka = ### ###

kc = 0.95 0.95

kl = 1 1

kp = 1 1

### ### ### ### ### ###

### ### ### ### ### ###

0.40 0.38 ###

### ###

### ###

WLn[3,1,2] = k[].WLe[3,1] - WLi[3,2]

FRAME III (Kleinlogel) Doubly Pitched : Fully Fixed { Based on C200's for centreline dimensions } Clr Hgt #N/A

Frame Data Frame Centres = 3.721 m

Height h #N/A m he 3.101 m k #N/A C #N/A R #N/A

Total Roof Rise f #N/A m ht 3.894 m phi #N/A K1 #N/A N1 #N/A

Span L #N/A m rise 0.793 m m #N/A K2 #N/A N2 #N/A

rafter length s #N/A m alpha 0.175 rad B #N/A distance x

Pitch 10.00 deg C B C D

Column C200-19 I1 #N/A m^4 phi.Ms #N/A #N/A #N/A B D #N/A 0.000 #N/A

Rafter C250-24 I2 #N/A m^4 phi.Ms #N/A #N/A #N/A A E 0.000 #N/A 0.000

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Minimum Strength Section Suitable: #N/A phi.Ms #N/A #N/A

Support Reactions Bending Moments AXIAL EFFECTS

w W 0.000 #N/A #N/A #N/A #N/A

[kN/m] [kN] HA VA HE VE MA MB MC MD ME B C D

DL #N/A

DL #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

DL #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

PL - 1.4 #N/A 0.7 #N/A 0.7 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

LL 0.93 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

LHS w WL0/1 ### ### #N/A ### #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A

LHS r WL0/1 ### #N/A ### #N/A ### #N/A #N/A #N/A #N/A #N/A ### ### ###

LHS r WL0/1 ### ### ### ### ### #N/A ### #N/A ### #N/A ### ### ###

RHS r WL0/1 ### #N/A ### #N/A ### #N/A #N/A #N/A #N/A #N/A ### ### ###

RHS r WL0/1 ### ### ### ### ### #N/A ### #N/A ### #N/A ### ### ###

RHS w WL0/1 ### ### #N/A ### #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A

### #N/A ### #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A



LHS r WL0/2 ### ### ### ### ### #N/A ### #N/A ### #N/A ### ### ###


RHS r WL0/2 ### ### ### ### ### #N/A ### #N/A ### #N/A ### ### ###





LHS r WL90/1 ### ### ### ### ### #N/A ### #N/A ### #N/A ### ### ###


RHS r WL90/1 ### ### ### ### ### #N/A ### #N/A ### #N/A ### ### ###





LHS r WL90/2 ### ### ### ### ### #N/A ### #N/A ### #N/A ### ### ###


RHS r WL90/2 ### ### ### ### ### #N/A ### #N/A ### #N/A ### ### ###



1.2 DL + 1.5 PL #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

1.2 DL + 1.5 LL #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.9 DL + WL0/1 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A




Maxima Moments #N/A #N/A #N/A #N/A #N/A #N/A

Horizontal #N/A #N/A #N/A

Axial #N/A #N/A #N/A #N/A #N/A #N/A

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AS1170.2:2002

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m

m

wall

L

Err:511

###

Err:511

m

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Err:511

0.01

1

0.01

1

kN

kN

kN

0.01

1

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0.01

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kN

kN

kN

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(C)Roy Harrison Associates 312094087.xls FrameIIIChart

0 .0 0 0 0 .1 0 0 0 .2 0 0 0 .3 0 0 0 .4 0 0 0 .5 0 0 0 .6 0 0 0 .7 0 0 0 .8 0 0 0 .9 0 0 1 .0 0 0

0 .0

2 .0

4 .0

6 .0

8 .0

1 0 .0

1 2 .0

Fra me III

Be n din g Mome n t Vs Dis ta n c e

Simplifie d L ine a r

Dis ta n c e [m]

Be

nd

ing

Mo

me

nt [k

Nm

]

????? REF.: NAME?????? ????? PAGE:????? ????? DATE: 03-Apr-2016

????? ????? DESIGN: ????

#NAME?

project : 9.000m Wide x 3.101m Eaves Height, Bays @3.721m, Region A1, TC2.5 (10.00° Pitch)

SCHEDULE OF MATERIALSMEMBER SCHEDULE CONNECTION SCHEDULE

CONNECTION END 1 CONNECTION END 2

MARK DESCRIPTION MATERIAL DIMENSION MARK LOCATION FITMENT FASTENER DETAIL MARK LOCATION FITMENT FASTENER DETAIL

Author CLIENTS BUILDING PARAMETERSAuthorLisClientsList SpanList HghtLst SpaceLst NbayLst AlphaLstauthor1 client1 4.8 2.10 3 1 5

author2 client2 5.1 2.40 4 2 10

client3 5.4 2.70 5 3 12

client4 5.7 3.00 6 4 15

7.2 3.30 7 5

9.6 3.60 8 10

12 3.90 9

14.4 4.20 10

16.8 4.50 11

19.2 4.80 12

21.6 5.1024 5.40

26.4 5.706.00

SECONDARY FRAMING PARAM LOADCASESBrdgLst LapLst SpaceLst2 LdcaseLsLd_IdLst STypeLst

1 450 900 DL + OPL 1 CARPORT

2 600 1000 DL + LL 2 SHED

3 900 1200 DL + OPL + 3 OPEN FRONT SHELTER

1200 1500 DL + WL1 4 LEANTO SHED

1800 DL + WL2 5 GABLE SHED (Portal Frames with Pinned Bases)

2100 DL + WL3 6 PORTAL FRAMES FOR SKILLION SHED

DL + WL4 7 PORTAL FRAMES FOR GABLE CANOPY

PORTAL FRAMES FOR SKILLION CANOPY

GABLE SHED

SKILLION SHED

GABLE CANOPY

SKILLION CANOPY

PROPOSED WAREHOUSE EXTENSION

PROPOSED EXTENSION

AMERICAN STYLE BARN

GABLE SHED PORTAL FRAME

SKILLION SHED PORTAL FRAME

WINDLOADINGS_IdLst SClassLstSC_IDLst LocationLCpiList1 CpiList2

0 domestic 0 Adelaide 0 0

1 industrial 1 Brisbane 0.2 -0.2

2 agricultural 2 Canberra 0.3 -0.3

3 Melbourne 0.4 -0.4

Perth 0.5 -0.5

Sydney 0.7 -0.65

-0.7

-0.9

-1.3

wind loads on gable frame to australian wind code as1170.2

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