TAXIWAY 10.5m WIDE ROAD 7.0m WIDE...Peterborough Aerodrome Upgrade Proposed Hanger Plan (RELOCATED...
Transcript of TAXIWAY 10.5m WIDE ROAD 7.0m WIDE...Peterborough Aerodrome Upgrade Proposed Hanger Plan (RELOCATED...
Proposed Site LayoutPeterborough Aerodrome Upgrade
FIGURE 4500122
0 25m 50m
UPGRADEDRUNWAY
08/26
LEGENDAIRSIDEDEVELOPMENTAREALANDSIDE/AIRSIDEDEVELOPMENTAREALANDSIDEDEVELOPMENTAREA
APRON135.0m
x50.0m
TAXIWAY
10.5mWIDE
ROAD7.0mWIDE
RELOCATED BUILDING10.0m x 13.5m x 4.7m HIGH
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GRAVEL
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OFFICE COLORBONDHANGER
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Proposed Hanger Plan (RELOCATED BUILDING)Peterborough Aerodrome Upgrade
FIGURE 5500122
0 25m 50m
AIRSIDE DEVELOPMENT AREA:TAXIWAY APRON
LANDSIDE DEVELOPMENT AREA:ROAD
OFFICE
HANGAR
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Proposed Hanger Elevations (RELOCATED BUILDING)Peterborough Aerodrome Upgrade
FIGURE 6500122
0 25m 50m
12
CORRUGATED IRON; COLORBOND PALE EUCALYPTSHEET METAL; COLORBOND PALE EUCALYPT
4 POLYCARBONATE; GREEN5 ALUMINIUM FRAMED GLAZING; GREEN6 F.C. SHEET; PAINTED
3 STRUCTRAL METAL; PAINTED GREEN
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APRON 135.0m x 50.0m
TAXIWAY
10.5m WIDE
ROAD 7.0m WIDE
RELOCATEDBUILDING10.0m x 13.5mx 4.7m HIGH
NOTES
REVISION DESCRIPTIONDATEREV DR
CHK APP
1098764321
H
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www.pmdesign.com.au
Design groupEngineering Solutions
H
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MULTI DISCIPLINE CONSULTING ENGINEERS
223 KOROIT ST, WARRNAMBOOL. VIC. 3280
PHONE: (03) 5564 6888
FAX: (03) 5561 1850
WEB: www.pmdesign.com.au
10987654321
TITLE:
ENGINEER
DESIGNER
DRAWN
DWG No. :
PM PROJECT No. :
CHECKED
APPROVED
DATE
REV
SCALE: @ A1CLIENT:
PROJECT:
SITE PLAN
E
D
C
B
A
AIRSTRIP EXTENSION
ROAD
RICHARD NESSELER
1558 TIMBOON-PETERBOROUGH
PETERBOROUGH
T.GREENING
T.GREENING
KB
W.OTH-326-15
1:2000
C01
TG
TG
29.06.15
29.06.15
29.06.15
ADD SEAL TO FULL LENGTH OF RUNWAY26.04.16A KB
ADD BITUMEN SEAL TO RUNWAY DETAIL15.05.16B KB
ADD CRUSHED ROCK HARDSTAND AREA11.07.16C KB
E
LONGIT. FALL AND OTHER CHANGES FOR PLANNING PERMIT12.06.18D DS
MOVED DRIVEWAY AND TAXIWAY/APRON17.09.18E CW
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ROAD 7.0m WIDE
NOTES
REVISION DESCRIPTIONDATEREV DR
CHK APP
1098764321
H
G
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D
C
B
A
www.pmdesign.com.au
Design groupEngineering Solutions
H
G
F
MULTI DISCIPLINE CONSULTING ENGINEERS
223 KOROIT ST, WARRNAMBOOL. VIC. 3280
PHONE: (03) 5564 6888
FAX: (03) 5561 1850
WEB: www.pmdesign.com.au
10987654321
TITLE:
ENGINEER
DESIGNER
DRAWN
DWG No. :
PM PROJECT No. :
CHECKED
APPROVED
DATE
REV
SCALE: @ A1CLIENT:
PROJECT:
RUNWAY DRAINAGE LAYOUT
E
D
C
AIRSTRIP EXTENSION
ROAD
RICHARD NESSELER
1558 TIMBOON-PETERBOROUGH
PETERBOROUGH
B
A
TG
TG
C03
29.06.15
W.OTH-326-15
E
KB
T.GREENING
T.GREENING
AS SPECIFIED
29.06.15
29.06.15
SWD
ADD SEAL TO FULL LENGTH OF RUNWAY26.04.16A KB
12.06.18D DS LONGIT. FALL AND OTHER CHANGES FOR PLANNING PERMIT
17.09.18E CW MOVED DRIVEWAY AND TAXIWAY
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NOTES
REVISION DESCRIPTIONDATEREV DR
CHK APP
1098764321
H
G
F
E
D
C
B
A
www.pmdesign.com.au
Design groupEngineering Solutions
H
G
F
MULTI DISCIPLINE CONSULTING ENGINEERS
223 KOROIT ST, WARRNAMBOOL. VIC. 3280
PHONE: (03) 5564 6888
FAX: (03) 5561 1850
WEB: www.pmdesign.com.au
10987654321
TITLE:
ENGINEER
DESIGNER
DRAWN
DWG No. :
PM PROJECT No. :
CHECKED
APPROVED
DATE
REV
SCALE: @ A1CLIENT:
PROJECT:
SITE PLAN
E
D
C
B
A
RICHARD NESSELER
T.GREENING
T.GREENING
KB
W.OTH-326-15
1:1000
D01
TG
TG
29.06.15
29.06.15
29.06.15
A
AIRSTRIP EXTENSION
10 CUMMINGS ROAD
PETERBOROUGH
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NOTES
REVISION DESCRIPTIONDATEREV DR
CHK APP
1098764321
H
G
F
E
D
C
B
A
www.pmdesign.com.au
Design groupEngineering Solutions
H
G
F
MULTI DISCIPLINE CONSULTING ENGINEERS
223 KOROIT ST, WARRNAMBOOL. VIC. 3280
PHONE: (03) 5564 6888
FAX: (03) 5561 1850
WEB: www.pmdesign.com.au
10987654321
TITLE:
ENGINEER
DESIGNER
DRAWN
DWG No. :
PM PROJECT No. :
CHECKED
APPROVED
DATE
REV
SCALE: @ A1CLIENT:
PROJECT:
DRAINAGE LAYOUT
E
D
C
RICHARD NESSELER
B
A
TG
TG
D02
29.06.15
W.OTH-326-15
A
KB
T.GREENING
T.GREENING
AS SPECIFIED
29.06.15
29.06.15
SWD
AIRSTRIP EXTENSION
10 CUMMINGS ROAD
PETERBOROUGH
Stormwater Management Airstrip Extension
Peterborough
Project Number W.OTH-326-15
Revision 1 17th September 2018
Prepared by: PM Design Group
4/227 Koroit Street Warrnambool 3280 Telephone (03) 55646888
1.0 Introduction
This report has been prepared by PM Design to investigate drainage of stormwater runoff for a runway extension at the Peterborough Airstrip. The design has been prepared in accordance with a request from the Corangamite Shire Council to investigate the effects of the new runway on the existing drainage infrastructure.
2.0 Existing Conditions and Proposed Development
The subject site is approximately 66Ha which currently has a crushed rock runway spanning west to east for roughly 800m. It is proposed to extend the runway to the eastern boundary which borders Jarvis Road. The runway will also have a small extension at the western end of the runway complete with a turning bowl (see civil plan W.OTH-326-15 for details). There are two table drains that run parallel either side of the runway which will be extended to match the proposed runway extension.
Figure 1 As shown in figure 1, there are currently 3 existing culverts which drain the site. Stormwater runoff that falls south of the runway is collected in the south table drain and is discharged through existing culvert 1 which runs under the Great Ocean Road. Runoff discharged through from this culvert feeds into a soakage area. Half of the stormwater runoff generated north of the runway is captured in the north table drain and is discharged to existing culvert 2 which runs under Timboon-Peterborough Road. The other half falls towards Cummings Road and is eventually collected by existing culvert 3 which is also located on Timboon-Peterborough Road. Both existing culverts 2 and 3 discharge to a table drain which feeds the stormwater to Curdies River. Locals within the area have stated that during large storms, the flow of stormwater occasionally exceeds the capacity of existing culvert 1 flooding the surrounding section of the Great Ocean Road. Upon further calculations it was confirmed that during a 10 year ARI event, the flow rate generated from the southern catchment of the subject site would exceed the capacity of existing culvert 1. Therefore it is proposed to install a culvert that runs under the western end of the proposed runway to redirect stormwater travelling through the southern table drain to the northern side of the runway. This will allow a substantial amount of stormwater runoff to be prevented from entering the over occupied existing culvert 1. A new table drain will also be
EXISTING CULVERT 3
EXISTING CULVERT 2
EXISTING CULVERT 1
constructed to drain the captured stormwater from the northern and southern table drains to existing culvert 2 which is currently under capacity (refer to runway drainage plan “W.OTH-326-15_C05” for proposed culvert and table drain).
3.0 Effective Area of Site
The area and co-efficient of runoffs used for this design have been shown on the catchment plan (W.OTH-326-15_C06). A co-efficient of runoff of 0.75 has been adopted for the crushed rock runway and 0.3 for all pervious surfaces (landscaped areas). The effective area contributing to the existing culverts is as follows: Effective Area to Existing Culvert 1, 𝐴𝑒 = 7.596𝐻𝐻 ∗ 0.3 = 2.279𝐻𝐻 Effective Area to Existing Culvert 2, 𝐴𝑒 = 44.725 ∗ 0.3 + 2.974 ∗ 0.9 = 16.095𝐻𝐻 Effective Area to Existing Culvert 3, 𝐴𝑒 = 8.183 ∗ 0.3 = 2.455𝐻𝐻 4.0 Flow to Existing Culverts
Existing Culvert 1 Existing culvert 1 is a 375 diameter reinforced concrete pipe which runs under the Great Ocean Road. Invert Levels taken by PM Design Group indicate that the grade of the pipe is at 1 in 114. Using Manning’s equation, it has been determined that the capacity of existing culvert 1 is 188.5l/s. The following calculations outline the expected maximum flow rate to pass through existing culvert 1 based on a 10 year ARI storm event for Peterborough. Tc = 88.85mins (overland flow in high grass) I = 18.37mm/hr Ae = 2.279Ha
𝑄 =𝐴𝑒 ∗ 𝐼360
𝑄 =2.279 ∗ 18.37
360
𝑄 = 0.116𝑚3
𝑠= 116
𝑙𝑠
A flow rate of 116l/s is below the existing culverts capacity of 188.5 l/s, and will therefore satisfactorily cater for the generated runoff of the site during a 10 year ARI storm event. Existing Culvert 2 Existing culvert 2 is a 450 diameter reinforced concrete pipe which runs under Timboon-Peterborough road approximately 3m past Wards Road. Invert Levels taken by PM Design Group indicate that the grade of the pipe is at 1 in 22. Using Manning’s equation, it has been determined that the capacity of existing culvert 2 is 742.2l/s. The following calculations outline the expected maximum flow rate to pass through existing culvert 2 based on a 10 year ARI storm event for Peterborough. Tc = 103.92mins (overland flow in high grass)
I = 16.59mm/hr Ae = 15.246Ha
𝑄 =𝐴𝑒 ∗ 𝐼360
𝑄 =16.095 ∗ 16.59
360
𝑄 = 0.7417𝑚3
𝑠= 741.7
𝑙𝑠
A flow rate of 741.7l/s is below the existing culverts capacity of 742.2 l/s, and will therefore satisfactorily cater for the generated runoff of the site during a 10 year ARI storm event. Existing Culvert 3 As there will be no change in the effective area contributing to existing culvert 3, calculations of the pipes capacity and expected maximum flow rate have not been conducted.
5.0 Sizing of Proposed Culvert and Table Drain
Sizing of Culvert The proposed culvert will be required to cater for any stormwater runoff that is captured by the southern table drain. The effective area contributing to the culvert is equal to 9.096Ha. Therefore the expected maximum flow rate to pass through the culvert during a 10 year ARI storm event (Peterborough) is equal to:
𝑄 =𝐴𝑒 ∗ 𝐼360
𝑄 =9.096 ∗ 17.91
360
𝑄 = 0.453𝑚3
𝑠= 453
𝑙𝑠
Tc = 92.4mins (overland flow in high grass) I = 17.91mm/hr Ae = 9.096Ha To cater for a capacity of 453 l/s, a 600mm wide x 300mm deep box culvert at 1 in 75 will be required. Sizing of Table Drain The proposed table drain will be required to cater for all stormwater runoff that is to be captured by existing culvert 2. The maximum flow rate (as calculated in section 4) during a 10 year ARI storm event (Peterborough) expected to pass through existing culvert 2 is 703 l/s. Therefore the table drain will be sized as follows: Width of swale base = W = 0.8m Width of batter = B = 1.6m Depth of batter = D = 0.4m Constructing the table drain at a grade of 1 in 210 (approximate grade of the natural surface) will allow for a capacity of 835 l/s. This will adequately cater for the expected flow rate through the proposed table drain.