APPENDIX H TRAFFIC IMPACT ASSESSMENT...2020/09/15 · APPENDIX H – TRAFFIC IMPACT ASSESSMENT...
Transcript of APPENDIX H TRAFFIC IMPACT ASSESSMENT...2020/09/15 · APPENDIX H – TRAFFIC IMPACT ASSESSMENT...
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APPENDIX H – TRAFFIC IMPACT ASSESSMENT
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Traffic and Parking Assessment Report
Prepared for: PIWILA P/L, PHILLIPS & NOTT, SAMBENLIN P/L,
JK PHILLIPS & CRESCENT HEAD SANDS P/L
September 2018
Report No: PT18042r01_Final
Proposed Residential Development Lot 707 DP1032859 & Lots 703 & 704 DP749885, Baker Drive, Crescent Head
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Positive Traffic Pty Ltd
1 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
TABLE OF CONTENTS
1. Introduction ................................................................................................................. 3
2. Existing Development / Conditions ........................................................................... 4
2.1 Site Location ................................................................................................................................... 4
2.2 Classification Criteria ..................................................................................................................... 4
2.3 Existing Road Network ................................................................................................................... 5
2.4 Existing Traffic Flows ....................................................................................................................... 5
2.5 Existing Mid-Block Capacity Assessment .................................................................................... 6
2.6 Public Transport - Buses ................................................................................................................. 6
3. The Proposed Development ....................................................................................... 8
4. Potential Traffic Impacts ............................................................................................. 9
4.1 Introduction .................................................................................................................................... 9
4.2 Development Traffic Generation .................................................................................................. 9
4.3 Trip Distribution / Future Traffic Flows ............................................................................................ 9
4.4 Future Intersection Operation ..................................................................................................... 10
4.5 Future Intersection Operation - +10 Years ................................................................................. 12
5. Access Assessment .................................................................................................. 13
5.1 Intersection Sight Distance .......................................................................................................... 13
5.2 Minimum Gap Sight Distance (MGSD) ....................................................................................... 14
5.3 Safe Intersection Sight Distance (SISD) ....................................................................................... 14
6. Conclusions ............................................................................................................... 16
7. Appendix A – 2018 Intersection Count ................................................................... 17
8. Appendix B – Plans of Proposed Development ..................................................... 18
9. Appendix C – SIDRA Outputs ................................................................................... 19
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Positive Traffic Pty Ltd
2 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
List of Figures
Figure 1 - Site Location
Figure 2 – Existing Route 345 Service Map – Kempsey to Crescent Head
Figure 3 – Assumed Access Road Intersection Arrangement with Baker Drive
List of Tables
Table 1 – Existing Hourly Flows by Direction in vicinity of site (veh/hr)
Table 2 – Existing Weekday Peak Period Volumes in vicinity of site (veh/hr)
Table 3 - Typical mid-block capacities for urban roads with interrupted flow
Table 4 – Future Weekday Peak Period Volumes in vicinity of site (veh/hr)
Table 5 – Level of Service Criteria
Table 6 – Future Weekday AM / PM Intersection Operating Conditions
Table 7 – 2028 Weekday AM / PM Intersection Operating Conditions
List of Photos
Photo 1 - Proposed Access Location Looking North Along Baker Drive
Photo 2 - Proposed Access Location Looking South Along Baker Drive
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Positive Traffic Pty Ltd
3 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
1. Introduction
This report has been prepared on behalf of Piwila Pty Ltd, Phillips & Nott, Sambenlin Pty Ltd, JK Phillips
& Crescent Head Sands Pty Ltd to present findings of a traffic and parking assessment of the
proposed residential sub division of the site known as Lot 707 DP1032859 and Lots 703 & 704
DP749885, Baker Drive, Crescent Head.
The study has assessed existing traffic conditions, parking demands, access arrangements, future
traffic conditions, service vehicle provision and design compliance.
The remainder of the report is set out as follows:
• Section 2 describes the existing traffic and parking conditions;
• Section 3 summarises the proposed development;
• Section 4 reviews the potential traffic impacts of the proposal;
• Section 5 provides an assessment of the access location; and
• Section 6 presents the conclusions
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Positive Traffic Pty Ltd
4 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
2. Existing Development / Conditions
The following presents a summary of existing site and traffic conditions.
2.1 Site Location
The site is located to the west of Baker Drive, Kempsey. Access to the site would rely on a new
connecting road to Baker Drive through adjoining lots. The location of the development site is
shown in Figure 1.
Figure 1 - Site Location
Source: Google maps
The existing site is a greenfield site with no dwellings.
2.2 Classification Criteria
It is usual to classify roads according to a road hierarchy in order to determine their functional role
within the road network. Changes to traffic flows on the roads can then be assessed within the
context of the road hierarchy. Roads are classified according to the role they fulfil and the volume
of traffic they should appropriately carry. The RTA has set down the following guidelines for the
functional classification of roads.
• Arterial Road – typically a main road carrying over 15,000 vehicles per day and fulfilling a
role as a major inter-regional link (over 1,500 vehicles per hour)
• Sub-arterial Road – defined as secondary inter-regional links, typically carrying volumes
between 5,000 and 20,000 vehicles per day (500 to 2,000 vehicles per hour)
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Positive Traffic Pty Ltd
5 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
• Collector Road – provides a link between local roads and regional roads, typically carrying
between 2,000 and 10,000 vehicles per day (250 to 1,000 vehicles per hour). At volumes
greater than 5,000 vehicles per day, residential amenity begins to decline noticeably.
• Local Road – provides access to individual allotments, carrying low volumes, typically less
than 2,000 vehicles per day (250 vehicles per hour).
2.3 Existing Road Network
Baker Drive – is key major collector road corridor linking Crescent Head in the north with Port
Macquarie in the south. However, the road is not a Classified Roads or Unclassified Regional Road
as detailed in the RMS list. In the vicinity of the proposed road connection, Baker Drive includes a
single travel lane in each direction with unformed shoulders. The road includes a posted speed limit
of 60km/hr.
2.4 Existing Traffic Flows
To gauge existing traffic flows on the surrounding road network, an intersection count at Baker Drive
/ Charles Parry Street was undertaken during the morning and afternoon peak periods on a
weekday. Copies of the intersection count can be found in Appendix A of this report.
The peak flows by direction in each street at each intersection are summarised below.
The recorded hourly flows by direction are presented below:
Table 1 – Existing Hourly Flows by Direction in vicinity of site (veh/hr)
Time 1 2 3 4 5 6 Total
7:00 - 8:00 9 0 0 14 2 7 32
7:15 - 8:15 5 0 0 12 1 7 25
7:30 - 8:30 7 0 0 14 3 7 31
7:45 - 8:45 8 0 0 13 4 8 33
8:00 - 9:00 11 0 0 13 4 12 40
3:00 - 4:00 13 1 0 13 5 14 46
3:15 - 4:15 15 1 1 12 5 16 50
3:30 - 4:30 15 1 1 11 7 17 52
3:45 - 4:45 15 2 1 11 8 17 54
4:00 - 5:00 16 2 1 15 10 22 66
4:15 - 5:15 15 2 0 12 9 24 62
4:30 - 5:30 21 2 0 10 11 25 69
4:45 - 5:45 22 2 0 7 10 24 65
5:00 - 6:00 23 1 0 2 11 17 54
From Table 1 it can be seen that the AM peak hour occurred between 8:00 – 9:00am and the PM
peak hour occurred between 4:30pm – 5:30pm
The two-way peak hour flows by approach are presented in Table 2 below.
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Positive Traffic Pty Ltd
6 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
Table 2 – Existing Weekday Peak Period Volumes in vicinity of site (veh/hr)
AM PM
Road Location NB/EB SB/WB NB/EB SB/WB
Baker Drive North of Charles Parry Street 24 16 31 36
South of Charles Parry Street 11 23 23 48
Charles Parry Street East of Baker Drive 4 13 13 10
From Table 2 it can be seen that despite its key role in the network, the existing flows in Baker Drive
are well below that which is expected. Traffic flows recorded in Charles Parry Street were also very
low. Overall, there is significant spare mid-block capacity in this street to accommodate future
development.
2.5 Existing Mid-Block Capacity Assessment
The Austroads Guide to Traffic Management Part 3 specifies the following urban environment mid-
block capacities for each lane type.
Table 3 - Typical mid-block capacities for urban roads with interrupted flow
Type of lane One-way mid-block capacity (pc/hr)
Median or inner lane
• Divided road 1000
• Undivided road 900
Middle lane (of a 3-lane carriageway)
• Divided road 900
• Undivided road 1000
Kerb lane
• Adjacent to parking lane 900
• Occasional parked vehicles 600
• Clearway conditions 900
Whilst in the location of the proposed access it could be considered a rural environment, with
residential development a short distance to the north, the urban kerbside lane capacity has been
adopted under clearway conditions.
Thus, with a maximum hourly one-way flow in Baker Drive of no more than 48 vehicles, the Baker
Drive includes significant spare mid-block capacity.
2.6 Public Transport - Buses
Busways provides a loop service (Route 345) between Kempsey and Crescent Head and operates
along Crescent Head Road with two loops around the local street network of Crescent Head.
The existing route of service 345 is shown in Figure 2 below.
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Positive Traffic Pty Ltd
7 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
Figure 2 – Existing Route 345 Service Map – Kempsey to Crescent Head
The existing service would be some 900m from the proposed access via Baker Drive.
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Positive Traffic Pty Ltd
8 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
3. The Proposed Development
The key components of the proposed development and associated public works are described
below.
• Rezoning of the sites to provide a residential sub division
• Creation of a potential 162 residential lots with internal road network to service the sub
division
• New road connection to Baker Drive (single lane in each direction)
• CH(R) intersection treatment for southbound traffic in Baker Drive
• BAL intersection treatment for northbound traffic in Baker Drive
A potential sub division plan is provided in Appendix B of this report.
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Positive Traffic Pty Ltd
9 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
4. Potential Traffic Impacts
4.1 Introduction
The following presents an assessment of the potential traffic impacts of the proposal using the
Roads and Traffic Authority Guide to Traffic Generating Developments standard approach.
4.2 Development Traffic Generation
The RMS Technical Direction TDT-2013/04a provides an update to the RTA Guide to Traffic
Generating Developments for peak hour traffic generation rates for low density housing. These are
as follows (max rate for regional areas):
• 0.90 trips per dwelling in the AM peak
• 0.85 trips per dwelling in the PM peak
Therefore, with a potential yield of 162 lots, the proposed rezoning has the potential to generate 146
and 138 peak hour trips and the AM and PM peak hours respectively two-way. 80% of the
generated trips would be outbound in the AM peak with 20% inbound. The reverse would occur in
the PM peak.
4.3 Trip Distribution / Future Traffic Flows
The traffic generated by the proposal has been added to the surrounding road network.
The trip distribution of generated trips has matched the north / south distribution of traffic which
currently occurs during the morning and afternoon peak periods in Baker Drive. That is:
Exiting Traffic
• AM Peak 50% to the north / 50% to the south
• PM Peak 50% to the north / 50% to the north
Entering Traffic
• AM Peak 50% from the north / 50% from the south
• PM Peak 50% from the north / 50% from the south
Applying the above distribution of trips to the traffic generated by the rezoning and overlaying this
traffic on existing traffic flows, the resulting future peak flows by direction in each street in the vicinity
of the site access road are summarised below.
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Positive Traffic Pty Ltd
10 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
Table 4 – Future Weekday Peak Period Volumes in vicinity of site (veh/hr)
AM PM
Road Location NB/EB SB/WB NB/EB SB/WB
Baker Drive North of Charles Parry Street 82 31 45 91
South of Charles Parry Street 69 38 37 103
Charles Parry Street East of Baker Drive 4 13 13 10
Access Road West of Baker Drive 117 29 28 110
From Table 4 it can be seen that future traffic flows remain within their current expected maximum
for each classification of surrounding streets.
The proposed access street (classified as a local street) would be expected to have a capacity of
up to 2000 vehicles per day (200 vehicles in the peak hour). The forecast traffic flows on the access
road would be well below these thresholds.
Thus, the access street is expected to include a single travel lane in each direction which would
more than cater for forecast future demands.
4.4 Future Intersection Operation
The proposed access intersection has been analysed using the Sidra Intersection analysis program.
Sidra Intersection determines the average delay that vehicles encounter, the degree of saturation
of the intersection, and the level of service. The degree of saturation is the ratio of the arrival rate of
vehicles to the capacity of the approach. Sidra Intersection provides analysis of the operating
conditions which can be compared to the performance criteria set out in Table 5.
Table 5 – Level of Service Criteria
Level of Service Average Delay per Vehicle
(secs/veh) Signals & Roundabouts Give Way & Stop Signs
A less than 14 Good operation Good operation
B 15 to 28 Good with acceptable delays &
spare capacity
Acceptable delays & Spare
capacity
C 29 to 42 Satisfactory Satisfactory, but accident
study required
D 43 to 56 Operating near capacity Near capacity & accident
study required
E 57 to 70
At capacity; at signals, incidents
will cause excessive delays
Roundabouts require other
control mode
At capacity, requires other
control mode
F > 70 Extra capacity required
Extreme delay, traffic signals
or other major treatment
required
Adapted from RTA Guide to Traffic Generating Developments, 2002.
For roundabouts and priority intersections, the reported average delay is for the individual
movement with the highest average delay per vehicle. At signalised intersections, the reported
average delay is over all movements.
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Positive Traffic Pty Ltd
11 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
The assumed layout of the CH(R) and BAL intersection is shown below.
Figure 3 – Assumed Access Road Intersection Arrangement with Baker Drive
The resultant future AM / PM peak hour intersection operating conditions are presented in Table 6.
Average delay is expressed in seconds per vehicle.
Table 6 – Future Weekday AM / PM Intersection Operating Conditions
Morning Peak Evening Peak
Intersection Control Av Delay LOS Av Delay LOS
Access Road / Baker Drive Priority 5.8 A 6.5 A
Avg Delay (sec/veh) is over all movements at signals, and for worst movement at priority and roundabouts
From Table 6 it is noted that the proposed access road intersection with Baker Drive would operate
at a satisfactory level of service during both the AM and PM peak periods on a weekday with spare
capacity. A copy of the SIDRA intersection outputs is provided in Appendix C of this report.
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Positive Traffic Pty Ltd
12 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
4.5 Future Intersection Operation - +10 Years
As a sensitivity test, a 10-year forecast of traffic flows in Baker Drive assuming a 2.5% growth rate per
annum was undertaken to gauge 2028 intersection operating conditions of the access road.
The resultant intersection operating conditions are presented below.
Table 7 – 2028 Weekday AM / PM Intersection Operating Conditions
Morning Peak Evening Peak
Intersection Control Av Delay LOS Av Delay LOS
Access Road / Baker Drive Priority 5.9 A 6.7 A
Avg Delay (sec/veh) is over all movements at signals, and for worst movement at priority and roundabouts
From Table 7 it is noted that the proposed access road intersection with Baker Drive would continue
to operate at a satisfactory level of service during both the AM and PM peak periods on a
weekday with spare capacity in 2028. A copy of the SIDRA intersection outputs is provided in
Appendix C of this report.
Overall, the potential traffic impacts of the proposal are considered satisfactory.
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Positive Traffic Pty Ltd
13 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
5. Access Assessment
5.1 Intersection Sight Distance
The available sight distance from the proposed access to Baker Drive was recorded via photograph
record. These are presented below.
Photo 1 - Proposed Access Location Looking North Along Baker Drive
Photo 2 - Proposed Access Location Looking South Along Baker Drive
The available sight distance to the north was noted to be 340m and to the south 170m.
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Positive Traffic Pty Ltd
14 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
5.2 Minimum Gap Sight Distance (MGSD)
MGSD is based on distances corresponding to the critical acceptance gap that drivers are
prepared to accept when undertaking a crossing or turning manoeuvre at intersections.
For intersections within a 60km/hr posted speed limit, Austroads Road Design Guide 2009
recommends the following available sight distance for traffic exiting a side road turning left or right:
As the available sight distance exceeds the minimum requirements for Austraods for vehicles exiting
the new access road, the proposed location is considered satisfactory.
5.3 Safe Intersection Sight Distance (SISD)
SISD is the minimum distance which should be provided on the major road at any intersection. SISD
provides sufficient distance for a driver of a vehicle on the major road to observe a vehicle on
a minor road approach moving into a collision situation (e.g. in the worst case, stalling across
the traffic lanes) and to decelerate to a stop before reaching the collision point.
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Positive Traffic Pty Ltd
15 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
For a 60km/hr posted speed limit, Austroads requires the following minimum SISD (assumes Reaction
Time RT of 2 seconds)
As the available sight distance in either direction exceeds 123m, the location of the access road
would be such that approaching drivers in Baker Drive would have sufficient stopping distance to
avoid an accident.
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Positive Traffic Pty Ltd
16 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
6. Conclusions
This report has reviewed the potential traffic impacts of the proposed rezoning of Lot 707 DP1032859
& Lots 703&704 DP749885, Baker Dr, Crescent Head to achieve a total of 162 residential lots. The
findings of this review are presented below:
1. Existing traffic flows in the AM and PM peak periods on the surrounding road network are
well below capacity.
2. The proposed access road intersection with Baker Drive would operate at a satisfactory
level of service in the future at full development of the sub division.
3. The proposed access road intersection with Baker Drive would continue to operate
satisfactorily in 2028 assuming 2.5% annual growth.
4. The proposed location provides sufficient Safe Intersection Sight Distance and Minimum Gap
Sight Distance as per the requirements of Austroads 2009.
Overall the traffic impacts of the proposal are considered acceptable.
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Positive Traffic Pty Ltd
17 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
7. Appendix A – 2018 Intersection Count
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Positive Traffic Pty Ltd
18 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
8. Appendix B – Plans of Proposed Development
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DAMDAM
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4.27
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3.32
2.38
LOT 4P1222868
LOT 707DP1032859
LOT 703DP749885
LOT 704DP749885
OVERHEAD EL
ECTRICITY
PM 3
0528
LOT 5DP1222868
LOT 7007DP1120919
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DAM
DRAINAGE CHANNEL
LOT 707DP1032859
LOT 1 DP1073626
FENC
E
REZONING INVESTIGATION AREA
LIMIT OF REZONING RL3.21M AHD
1% AEP FLOOD LEVEL RL4.21M AHD
4.21
4.21ROAD RESERVE (30 W
IDE)
LOT 1
LOT 3
LOT 2
ACCESS ROAD– UNDER SEPARATE APPROVAL
THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH ALLARCHITECTURAL AND OTHER CONSULTANTS DRAWINGS ANDSPECIFICATIONSDO NOT OBTAIN MEASUREMENTS BY SCALING OFF DRAWINGS, USEONLY WRITTEN DIMENSIONS AND VERIFY WITH THE ARCHITECTURALPLANSALL WORK IS TO BE COMPLETED IN ACCORDANCE WITH THERELEVANT AUSTRALIAN STANDARDSREPORT ANY DISCREPANCIES TO DENNIS PARTNERS BEFOREPROCEEDINGTHESE DRAWINGS SHALL NOT BE USED FOR CONSTRUCTIONPURPOSES UNLESS ENDORSED "FOR CONSTRUCTION" IN THEAMENDMENT SCHEDULE
NOREV APPROVREVISION DESCRIPTION DATE
DENNIS PARTNERSTHIS DRAWING IS COPYRIGHT AND THE PROPERTY
Notes title
project no.in set
drawings sheet no.client
project drawn
sheet size
scale
datum
approved revision no.checked
dennispartners
civil | structural | planning
p. 02 6563 1611f. 02 6563 1799m. 0427 631 611
w. www.dennispartners.com.aue. [email protected]
73 Belgrave Street, KempseyPO Box 3737, West Kempsey NSW 2440
ABN 62 101 949 937
origin of levels
SITE PLAN
PROPOSED REZONINGAT LOT 707 DP1032859 ANDLOTS 703&704 DP749885, BAKER DRIVECRESCENT HEAD NSW 2440
TJW
SITE PLANS C A L E 1 : 2 0 0 0
1 COUNCIL APPLICATION 02/03/18
PIWILA P/L, PHILLIPS & NOTT, SAMBENLIN P/L,JK PHILLIPS & CRESCENT HEAD SANDS P/L
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16
16
10
16
13
14
13
9
14 19
3
14
10
1
THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH ALLARCHITECTURAL AND OTHER CONSULTANTS DRAWINGS ANDSPECIFICATIONSDO NOT OBTAIN MEASUREMENTS BY SCALING OFF DRAWINGS, USEONLY WRITTEN DIMENSIONS AND VERIFY WITH THE ARCHITECTURALPLANSALL WORK IS TO BE COMPLETED IN ACCORDANCE WITH THERELEVANT AUSTRALIAN STANDARDSREPORT ANY DISCREPANCIES TO DENNIS PARTNERS BEFOREPROCEEDINGTHESE DRAWINGS SHALL NOT BE USED FOR CONSTRUCTIONPURPOSES UNLESS ENDORSED "FOR CONSTRUCTION" IN THEAMENDMENT SCHEDULE
NOREV APPROVREVISION DESCRIPTION DATE
DENNIS PARTNERSTHIS DRAWING IS COPYRIGHT AND THE PROPERTY
Notes title
project no.in set
drawings sheet no.client
project drawn
sheet size
scale
datum
approved revision no.checked
dennispartners
civil | structural | planning
p. 02 6563 1611f. 02 6563 1799m. 0427 631 611
w. www.dennispartners.com.aue. [email protected]
73 Belgrave Street, KempseyPO Box 3737, West Kempsey NSW 2440
ABN 62 101 949 937
origin of levels
PIWILA P/L, PHILLIPS & NOTT, SAMBENLIN P/L,JK PHILLIPS & CRESCENT HEAD SANDS P/L
PRELIMINARY LAYOUT PLAN
PROPOSED REZONINGAT LOT 707 DP1032859 ANDLOTS 703&704 DP749885, BAKER DRIVECRESCENT HEAD NSW 2440
TJW
PRELIMINARY LAYOUT PLANS C A L E 1 : 2 0 0 0
1 PRELIMINARY LAYOUT PLAN 04/05/18
PARK
HOUSING
DRAINAGERESERVE
R2
ROAD
RURAL
STORMWATERBASIN
STORMWATERBASIN
STORMWATERBASIN
DAM DAM
2 ADD STORMWATER BASINS 10/05/18
EXISTINGDWELLING
R2
R3
R5R4
R1
R3
R6R5
R4
BA
KE
R D
RIV
E
ACCESS ROAD
LOT 707DP1032859
-
THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH ALLARCHITECTURAL AND OTHER CONSULTANTS DRAWINGS ANDSPECIFICATIONSDO NOT OBTAIN MEASUREMENTS BY SCALING OFF DRAWINGS, USEONLY WRITTEN DIMENSIONS AND VERIFY WITH THE ARCHITECTURALPLANSALL WORK IS TO BE COMPLETED IN ACCORDANCE WITH THERELEVANT AUSTRALIAN STANDARDSREPORT ANY DISCREPANCIES TO DENNIS PARTNERS BEFOREPROCEEDINGTHESE DRAWINGS SHALL NOT BE USED FOR CONSTRUCTIONPURPOSES UNLESS ENDORSED "FOR CONSTRUCTION" IN THEAMENDMENT SCHEDULE
NOREV APPROVREVISION DESCRIPTION DATE
DENNIS PARTNERSTHIS DRAWING IS COPYRIGHT AND THE PROPERTY
Notes title
project no.in set
drawings sheet no.client
project drawn
sheet size
scale
datum
approved revision no.checked
dennispartners
civil | structural | planning
p. 02 6563 1611f. 02 6563 1799m. 0427 631 611
w. www.dennispartners.com.aue. [email protected]
73 Belgrave Street, KempseyPO Box 3737, West Kempsey NSW 2440
ABN 62 101 949 937
origin of levels
PIWILA P/L, PHILLIPS & NOTT, SAMBENLIN P/L,JK PHILLIPS & CRESCENT HEAD SANDS P/L
PRELIMINARY ROADCROSS SECTIONS
PROPOSED PUBLIC ROAD AT LOT 216 DP754441, LOT 7006 DP1120926, & LOT 7314 DP1150869 BAKER DRIVECRESCENT HEAD
TJW
1 COUNCIL APPLICATION 24/05/18
PR
OP
ER
TY
BO
UN
DA
RY
PR
OP
ER
TY
BO
UN
DA
RY
TYPICAL ROAD SECTION - R1
ROAD RESERVE30.00
3.00% 3.00%
FUTURE PATH
CO
NC
RE
TE
K&
G
CO
NC
RE
TE
K&
G
SW
ALE
DR
AIN
PR
OP
ER
TY
BO
UN
DA
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PR
OP
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TY
BO
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TYPICAL ROAD SECTION - R3
ROAD RESERVE18.00
3.00%CO
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0.5 10 32
Full Size 1:50 ; Half Reduction 1:100SCALE (m)
3.00% CO
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TYPICAL ROAD SECTION - R2
ROAD RESERVE19.00
3.00%CO
NC
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3.00% CO
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TYPICAL ROAD SECTION - R4+R5
ROAD RESERVE16.00
3.00%CO
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3.00% CO
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NO ACCESS
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Positive Traffic Pty Ltd
19 Project: Lot 707 DP1032859 & Lots 703&704 DP749885, Baker Dr, Crescent Head
August 2018
9. Appendix C – SIDRA Outputs
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INTERSECTION SUMMARYSite: 101 [Access Rd / Baker Drive AM Future]
New SiteGiveway / Yield (Two-Way)
Intersection Performance - Hourly ValuesPerformance Measure Vehicles PersonsTravel Speed (Average) 54.1 km/h 54.1 km/hTravel Distance (Total) 180.4 veh-km/h 216.4 pers-km/hTravel Time (Total) 3.3 veh-h/h 4.0 pers-h/h
Demand Flows (Total) 178 veh/h 213 pers/hPercent Heavy Vehicles (Demand) 2.0 %Degree of Saturation 0.106Practical Spare Capacity 654.1 %Effective Intersection Capacity 1677 veh/h
Control Delay (Total) 0.24 veh-h/h 0.29 pers-h/hControl Delay (Average) 4.9 sec 4.9 secControl Delay (Worst Lane) 5.7 secControl Delay (Worst Movement) 5.8 sec 5.8 secGeometric Delay (Average) 4.8 secStop-Line Delay (Average) 0.1 secIdling Time (Average) 0.1 secIntersection Level of Service (LOS) NA
95% Back of Queue - Vehicles (Worst Lane) 0.2 veh95% Back of Queue - Distance (Worst Lane) 1.8 mQueue Storage Ratio (Worst Lane) 0.00Total Effective Stops 89 veh/h 106 pers/hEffective Stop Rate 0.50 per veh 0.50 per persProportion Queued 0.01 0.01Performance Index 4.2 4.2
Cost (Total) 88.95 $/h 88.95 $/hFuel Consumption (Total) 15.2 L/hCarbon Dioxide (Total) 36.0 kg/hHydrocarbons (Total) 0.003 kg/hCarbon Monoxide (Total) 0.042 kg/hNOx (Total) 0.040 kg/h
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).NA: Intersection LOS for Vehicles is Not Applicable for two-way sign control since the average intersection delay is not a good LOS measure due to zero delays associated with major road movements.SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Intersection Performance - Annual ValuesPerformance Measure Vehicles PersonsDemand Flows (Total) 85,389 veh/y 102,467 pers/yDelay 116 veh-h/y 140 pers-h/yEffective Stops 42,593 veh/y 51,111 pers/yTravel Distance 86,573 veh-km/y 103,887 pers-km/yTravel Time 1,600 veh-h/y 1,920 pers-h/y
Cost 42,698 $/y 42,698 $/yFuel Consumption 7,315 L/yCarbon Dioxide 17,287 kg/yHydrocarbons 1 kg/yCarbon Monoxide 20 kg/yNOx 19 kg/y
SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: POSITIVE TRAFFIC PTY LTD | Processed: Monday, 10 September 2018 5:14:36 PMProject: Z:\2018 Projects\PT18042 - Barker Drive Crescent Head\SIDRA\PT18042.sip7
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INTERSECTION SUMMARYSite: 101 [Access Rd / Baker Drive PM Future]
New SiteGiveway / Yield (Two-Way)
Intersection Performance - Hourly ValuesPerformance Measure Vehicles PersonsTravel Speed (Average) 55.0 km/h 55.0 km/hTravel Distance (Total) 210.1 veh-km/h 252.1 pers-km/hTravel Time (Total) 3.8 veh-h/h 4.6 pers-h/h
Demand Flows (Total) 207 veh/h 249 pers/hPercent Heavy Vehicles (Demand) 2.0 %Degree of Saturation 0.044Practical Spare Capacity 2133.5 %Effective Intersection Capacity 4726 veh/h
Control Delay (Total) 0.23 veh-h/h 0.28 pers-h/hControl Delay (Average) 4.0 sec 4.0 secControl Delay (Worst Lane) 6.0 secControl Delay (Worst Movement) 6.5 sec 6.5 secGeometric Delay (Average) 3.9 secStop-Line Delay (Average) 0.2 secIdling Time (Average) 0.1 secIntersection Level of Service (LOS) NA
95% Back of Queue - Vehicles (Worst Lane) 0.2 veh95% Back of Queue - Distance (Worst Lane) 1.2 mQueue Storage Ratio (Worst Lane) 0.00Total Effective Stops 82 veh/h 99 pers/hEffective Stop Rate 0.40 per veh 0.40 per persProportion Queued 0.05 0.05Performance Index 4.4 4.4
Cost (Total) 98.18 $/h 98.18 $/hFuel Consumption (Total) 16.9 L/hCarbon Dioxide (Total) 39.9 kg/hHydrocarbons (Total) 0.003 kg/hCarbon Monoxide (Total) 0.047 kg/hNOx (Total) 0.043 kg/h
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).NA: Intersection LOS for Vehicles is Not Applicable for two-way sign control since the average intersection delay is not a good LOS measure due to zero delays associated with major road movements.SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Intersection Performance - Annual ValuesPerformance Measure Vehicles PersonsDemand Flows (Total) 99,537 veh/y 119,444 pers/yDelay 112 veh-h/y 134 pers-h/yEffective Stops 39,503 veh/y 47,403 pers/yTravel Distance 100,843 veh-km/y 121,012 pers-km/yTravel Time 1,833 veh-h/y 2,200 pers-h/y
Cost 47,124 $/y 47,124 $/yFuel Consumption 8,094 L/yCarbon Dioxide 19,130 kg/yHydrocarbons 2 kg/yCarbon Monoxide 22 kg/yNOx 21 kg/y
SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: POSITIVE TRAFFIC PTY LTD | Processed: Thursday, 30 August 2018 4:19:37 PMProject: Z:\2018 Projects\PT18042 - Barker Drive Crescent Head\SIDRA\PT18042.sip7
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INTERSECTION SUMMARYSite: 101 [Access Rd / Baker Dr AM Future + 10yrs]
New SiteGiveway / Yield (Two-Way)Design Life Analysis (Final Year): Results for 10 years
Intersection Performance - Hourly ValuesPerformance Measure Vehicles PersonsTravel Speed (Average) 54.1 km/h 54.1 km/hTravel Distance (Total) 219.9 veh-km/h 263.8 pers-km/hTravel Time (Total) 4.1 veh-h/h 4.9 pers-h/h
Demand Flows (Total) 217 veh/h 260 pers/hPercent Heavy Vehicles (Demand) 2.0 %Degree of Saturation 0.130Practical Spare Capacity 514.2 %Effective Intersection Capacity 1665 veh/h
Control Delay (Total) 0.30 veh-h/h 0.36 pers-h/hControl Delay (Average) 4.9 sec 4.9 secControl Delay (Worst Lane) 5.7 secControl Delay (Worst Movement) 5.9 sec 5.9 secGeometric Delay (Average) 4.8 secStop-Line Delay (Average) 0.1 secIdling Time (Average) 0.1 secIntersection Level of Service (LOS) NA
95% Back of Queue - Vehicles (Worst Lane) 0.3 veh95% Back of Queue - Distance (Worst Lane) 2.2 mQueue Storage Ratio (Worst Lane) 0.00Total Effective Stops 108 veh/h 130 pers/hEffective Stop Rate 0.50 per veh 0.50 per persProportion Queued 0.01 0.01Performance Index 5.1 5.1
Cost (Total) 108.50 $/h 108.50 $/hFuel Consumption (Total) 18.6 L/hCarbon Dioxide (Total) 43.9 kg/hHydrocarbons (Total) 0.004 kg/hCarbon Monoxide (Total) 0.051 kg/hNOx (Total) 0.049 kg/h
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).NA: Intersection LOS for Vehicles is Not Applicable for two-way sign control since the average intersection delay is not a good LOS measure due to zero delays associated with major road movements.SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Intersection Performance - Annual ValuesPerformance Measure Vehicles PersonsDemand Flows (Total) 104,089 veh/y 124,907 pers/yDelay 143 veh-h/y 171 pers-h/yEffective Stops 51,903 veh/y 62,284 pers/yTravel Distance 105,531 veh-km/y 126,638 pers-km/yTravel Time 1,951 veh-h/y 2,341 pers-h/y
Cost 52,081 $/y 52,081 $/yFuel Consumption 8,919 L/yCarbon Dioxide 21,076 kg/yHydrocarbons 2 kg/yCarbon Monoxide 24 kg/yNOx 24 kg/y
SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: POSITIVE TRAFFIC PTY LTD | Processed: Thursday, 30 August 2018 4:19:29 PMProject: Z:\2018 Projects\PT18042 - Barker Drive Crescent Head\SIDRA\PT18042.sip7
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INTERSECTION SUMMARYSite: 101 [Access Rd / Baker Drive PM Future + 10yrs]
New SiteGiveway / Yield (Two-Way)Design Life Analysis (Final Year): Results for 10 years
Intersection Performance - Hourly ValuesPerformance Measure Vehicles PersonsTravel Speed (Average) 55.0 km/h 55.0 km/hTravel Distance (Total) 252.1 veh-km/h 302.5 pers-km/hTravel Time (Total) 4.6 veh-h/h 5.5 pers-h/h
Demand Flows (Total) 249 veh/h 299 pers/hPercent Heavy Vehicles (Demand) 2.0 %Degree of Saturation 0.054Practical Spare Capacity 1731.8 %Effective Intersection Capacity 4651 veh/h
Control Delay (Total) 0.28 veh-h/h 0.34 pers-h/hControl Delay (Average) 4.1 sec 4.1 secControl Delay (Worst Lane) 6.1 secControl Delay (Worst Movement) 6.7 sec 6.7 secGeometric Delay (Average) 3.9 secStop-Line Delay (Average) 0.2 secIdling Time (Average) 0.1 secIntersection Level of Service (LOS) NA
95% Back of Queue - Vehicles (Worst Lane) 0.2 veh95% Back of Queue - Distance (Worst Lane) 1.5 mQueue Storage Ratio (Worst Lane) 0.00Total Effective Stops 99 veh/h 119 pers/hEffective Stop Rate 0.40 per veh 0.40 per persProportion Queued 0.06 0.06Performance Index 5.3 5.3
Cost (Total) 117.92 $/h 117.92 $/hFuel Consumption (Total) 20.2 L/hCarbon Dioxide (Total) 47.8 kg/hHydrocarbons (Total) 0.004 kg/hCarbon Monoxide (Total) 0.056 kg/hNOx (Total) 0.052 kg/h
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).NA: Intersection LOS for Vehicles is Not Applicable for two-way sign control since the average intersection delay is not a good LOS measure due to zero delays associated with major road movements.SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Intersection Performance - Annual ValuesPerformance Measure Vehicles PersonsDemand Flows (Total) 119,444 veh/y 143,333 pers/yDelay 135 veh-h/y 162 pers-h/yEffective Stops 47,508 veh/y 57,010 pers/yTravel Distance 121,012 veh-km/y 145,214 pers-km/yTravel Time 2,201 veh-h/y 2,641 pers-h/y
Cost 56,602 $/y 56,602 $/yFuel Consumption 9,716 L/yCarbon Dioxide 22,965 kg/yHydrocarbons 2 kg/yCarbon Monoxide 27 kg/yNOx 25 kg/y
SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: POSITIVE TRAFFIC PTY LTD | Processed: Thursday, 30 August 2018 4:19:45 PMProject: Z:\2018 Projects\PT18042 - Barker Drive Crescent Head\SIDRA\PT18042.sip7
Appendix A combined.pdfSheets and Views1_ Existing Catchment Plan