mclaren traffic engineering
TRANSCRIPT
MCLAREN TRAFFIC ENGINEERING
Address: Shop 7, 720 Old Princes Highway Sutherland NSW 2232
Postal: P.O Box 66 Sutherland NSW 1499
Telephone: +61 2 8355 2440 Fax: +61 2 9521 7199
Web: www.mclarentraffic.com.au Email: [email protected]
Division of RAMTRANS Australia ABN: 45067491678 RPEQ: 19457
Transport Planning, Traffic Impact Assessments, Road Safety Audits, Expert Witness
proposed Mosque Page 1 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
29th May 2019 Reference: 18552.02FB
Mills Oakley
400 George Street
Sydney NSW 2000
Attention: Kate Marginson
SUPPLEMENTARY TRAFFIC ADVICE FOR
PROPOSED MOSQUE AT 420 BLACKTOWN ROAD, PROSPECT
Dear Kate,
Reference is made to your request to provide supplementary traffic advice for the proposed Mosque
at 420 Blacktown Road, Prospect (proposed site layout in Annexure A), as a result of the S34
Conference which was held on the 11th of February 2019.
This letter is in response to Blacktown City Council’s request for further information with regards to
an accumulative traffic study to be conducted to assess the traffic impact of the proposed mosque
alongside the approved hotel located at 2 Great Western Highway, Prospect (plans reproduced in
Annexure B for reference).
The traffic generation of the approved hotel has been estimated to be 12 vehicle trips during the
evening peak hour period as presented in Winning Traffic Solutions Traffic & Access Assessment
Report from September 2017.
An additional 12 vehicle trips during the evening peak hour can be easily absorbed into the
surrounding road network resulting in minimal impact to the surrounding intersections. Additionally,
the peak traffic generation of the mosque is expected to occur either side of the Friday midday prayer
service (1:00pm to 2:00pm) while the peak traffic generation of the hotel occurs during the evening.
Therefore, the peak traffic generation of the approved hotel and the proposed mosque will not
coincide such that an accumulative assessment would not be required.
Nevertheless, assuming the peak traffic generation of the approved hotel occurs on either side of
the prayer service, an accumulative traffic study has been undertaken and is presented below.
proposed Mosque Page 2 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
SIDRA Intersection Analysis
1.1 Existing Traffic Environment
Traffic counts were completed at the intersections of Great Western Highway / Blacktown Road /
Clunies Ross Street and Blacktown Road / Metella Road on Friday 22nd February 2019, representing
a typical Friday, and are reproduced in Annexure C.
1.1.1 Intersection performances
Existing intersection performances have been assessed using SIDRA INTERSECTION 8.0. The
analysis is summarised in Table 2 below, with detailed SIDRA outputs reproduced in Annexure D
for reference.
It should be noted that the peak traffic generation of the mosque occurs within a 30-minute period
on either side of the 1:00pm to 2:00pm prayer period and therefore as a conservative approach the
SIDRA has been modelled over a 30-minute period.
TABLE 1: EXISTING INTERSECTION PERFORMANCES (SIDRA INTERSECTION 8.0)
Intersection Peak
30-min
Degree of
Saturation(1)
Average
Delay(2)
(sec/vehicle)
Level of
Service(3)
Control
Type
Worst
Movement
Blacktown
Rd / Metella
Rd
12:30PM
– 1:00PM 0.41 6.5 (11.5)
A
(Worst: A)
Roundabout
Right from
Metella Rd
(NE)
2:00PM –
2:30PM 0.59 6.9 (13.7)
A
(Worst: A)
Right from
Metella Rd
(NE)
Great
Western
Hwy /
Blacktown
Rd / Clunies
Ross St
12:30PM
– 1:00PM 0.50 37.7 C
Signals
Right from
Great
Western
Hwy (W)
2:00PM –
2:30PM 0.71 41.8 C
Right from
Clunies
Ross St
(S)
NOTES:
(1) Degree of Saturation is the ratio of demand to capacity for the most disadvantaged movement.
(2) Average delay is the delay experienced on average by all vehicles. The value in brackets represents the
delay to the most disadvantaged movement.
(3) Level of Service is a qualitative measure of performance describing operational conditions. There are six
levels of service, designated from A to F, with A representing the best operational condition and level of
service F the worst. The LoS of the intersection is shown in bold, and the LoS of the most disadvantaged
movement is shown in brackets.
proposed Mosque Page 3 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
1.2 Traffic Generation
Reference is made to the MCLaren TPIA which includes the following with regards to the traffic
generation associated with the proposed place of worship:
Typical car occupancy of similar developments can be taken as 1 car per 3 patrons due to the high number of family and friends that will travel to the place of worship together for a specific event or prayer time.
The expected peak patronage for the proposed mosque is now 113 (112 worshippers plus the Iman)
adults and occurs during the Friday midday prayer service between 1:00PM – 2:00PM with the peak
traffic generation occurring in the 30-minute periods either side of the prayer period. Based upon the
above, it is expected that the peak traffic generation of the site will be 37 inbound vehicle trips (prior
to 1:00PM) and 37 outbound vehicle trips (after 2:00PM). As a worst-case scenario, the traffic
generation at the proposed driveway is expected to be 34 (number of spaces on-site) inbound trips
(prior to 1:00PM) and 34 outbound trips (after 2:00PM)
As a conservative approach it has been assumed that all 34 trips at the site driveway occur within
the 30-minute timeframe either side of the prayer period. It should be noted that this traffic generation
is also anticipated as a worst-case scenario for Special Events.
As discussed above the expected peak traffic generation of the approved hotel was determined
within Winning Traffic Solutions Traffic & Access Assessment Report from September 2017 to be 12
vehicle trips in the evening peak hour.
1.3 Traffic Assignment
Reference is made to the MCLaren TPIA which includes the following with regards to the traffic
assignment associated with the proposed place of worship:
Ingress Trips
50% travel northbound along Blacktown Road
40% travel southbound along Blacktown Road
10% travel from Metella Road
Outgoing Trips
50% turn left onto Blacktown Road to travel north
40% turn right onto Blacktown Road to travel south
10% travel via Metella Road
The above traffic assignment has been used to distribute the traffic of the proposed mosque.
The approved hotel peak occurs during the evening and it is reasonable to assume that on a Friday
100% of traffic generation at this time will be inbound trips. The approved hotel plans detail a left in
/ left out driveway onto Blacktown Road therefore all entering traffic will arrive from the intersection
of Great Western Highway / Blacktown Road / Clunies Ross Street. It has been assumed that the
traffic arriving to the approved hotel will be distributed proportionally to the existing volumes along
the Great Western Highway, that is:
proposed Mosque Page 4 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
• 55% traveling westbound along Great Western Highway;
• 45% traveling eastbound along Great Western Highway.
1.4 Traffic Impact
The traffic generation outlined in Section 1.2 & 1.3 above has been added to the existing traffic
volumes recorded. SIDRA INTERSECTION 8.0 was used to assess the intersection’s performance.
The purpose of this assessment is to compare the existing intersection operations to the future
scenario under the increased traffic load.
Again, it should be noted that the peak traffic generation of the mosque occurs within a 30-minute
period on either side of the 1:00PM-2:00PM prayer period and therefore as a conservative approach
the SIDRA has been modelled over a 30-minute period.
The results of this assessment are shown in Table 4 below, with detailed SIDRA outputs reproduced
in Annexure D for reference.
TABLE 2: INTERSECTION PERFORMANCES (SIDRA INTERSECTION 8.0)
Intersection Peak
Hour
Degree of
Saturation(1)
Average
Delay(2)
(sec/vehicle)
Level of
Service(3) Control Type
Worst
Movement
EXISTING PERFORMANCE
Blacktown Rd
/ Metella Rd
12:30PM
– 1:00PM 0.41 6.5 (11.5)
A
(Worst: A)
Roundabout
Right from
Metella Rd
(NE)
2:00PM –
2:30PM 0.59 6.9 (13.7)
A
(Worst: A)
Right from
Metella Rd
(NE)
Great Western
Hwy /
Blacktown Rd
/ Clunies Ross
St
12:30PM
– 1:00PM 0.50 37.7 C
Signals
Right from
Great
Western
Hwy (W)
2:00PM –
2:30PM 0.71 41.8 C
Right from
Clunies
Ross St (S)
FUTURE PERFORMANCE (Post development)
Blacktown Rd
/ Metella Rd
12:30PM
– 1:00PM 0.43 6.7 (11.8)
A
(Worst: A)
Roundabout
Right from
Metella Rd
(NE)
2:00PM –
2:30PM 0.63 7.2 (14.2)
A
(Worst: A)
Right from
Metella Rd
(NE)
Great Western
Hwy /
Blacktown Rd
/ Clunies Ross
St
12:30PM
– 1:00PM 0.50 37.4 C
Signals
Right from
Clunies
Ross St (S)
2:00PM –
2:30PM 0.75 41.8 C
Right from
Clunies
Ross St (S)
NOTES:
(1) Degree of Saturation is the ratio of demand to capacity for the most disadvantaged movement.
(2) Average delay is the delay experienced on average by all vehicles. The value in brackets represents the delay to the most
disadvantaged movement.
proposed Mosque Page 5 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
(3) Level of Service is a qualitative measure of performance describing operational conditions. There are six levels of service,
designated from A to F, with A representing the best operational condition and level of service F the worst. The LoS of the
intersection is shown in bold, and the LoS of the most disadvantaged movement is shown in brackets.
As shown in Table 2 above, the surrounding intersections remain unaltered under the future
scenario. The existing LoS has been retained with minimal delays and additional capacity
maintained.
It can therefore be concluded that the proposed development during the Friday prayer period will not
have a detrimental impact upon the surrounding road network and is fully supported.
1.5 Traffic Generation and Impact outside Friday Prayer
The proposed site will have the following weekly timetable as detailed within the Plan of Management
and reproduced below in Table 3. Further, the expected traffic generation of each operation based
upon 1 vehicle trip per 3 patrons (expected to occur 30 mins prior to and after each activity) is shown
below.
TABLE 3: WEEKLY ACTIVITES
Activity
Expected
Patron
Attendance
Traffic
Generation
Time
(non daylight
savings)
Time (daylight
savings)
Fajr 50 17 5:30am –
7:00am
5:30am to
7:00am
Classes
(weekday) 30 10
5:30pm to
9:00pm
5:30 pm to
9:00pm
Classess
Weekend 30 10
10:00am to
2:00pm
10:00am to
2:00pm
Zuhr 50 17 11:45am to
1:30pm
11:45am to
1:30pm
Asr 50 17 3:00pm to
4:20pm
3:00pm to
4:20pm
Magrib 50 17 4:45pm to
6:15pm
4:45pm to
6:15pm
Isha 50 17 7:00pm to
8:20pm
7:00pm to
8:00pm
As shown above outside the peak operation of the site (Friday Prayer), there are a number of lower
scale operations of the site. The assessed 30 mins time periods modelled in Section 1.3 above, had
two-way traffic flows of 569 and 728 at the roundabout intersection of Fox Hills Crescent / Metelaa
Road / Blacktown Road during the 12:30am to 1:00pm and 2:00pm to 2:30pm respectively. Similarly,
the signalised intersection of Blacktown Road / Great Western Highway / Clunies Ross Street had
two-way traffic flows of 1405 and 1731 during the 12:30am to 1:00pm and 2:00pm to 2:30pm
respectively.
proposed Mosque Page 6 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
Based upon the survey data available as shown in Annexure C, the peak two-way traffic flow within
a 30-minute period occurred between at 4:30pm to 5:00pm. This would overlap with the prayer Asr
and Magrib of which is expected that they are undertaken one after the other. As such there is likely
to be limited vehicular traffic generated by the proposed during this time period as all visitors are
already on-site. Regardless of this, an assessment against the peak 30-minute flows at the
intersection of Fox Hills Crescent / Metelaa Road / Blacktown Road and Blacktown Road / Great
Western Highway / Clunies Ross Street has been undertaken with the following additional traffic:
• 17 vehicle trips from the proposed development (9 in, 8 out);
• 12 inbound vehicle trips from the hotel development;
• The traffic distribution will be the same as detailed in Section 1.3.
The existing and future results are summarised in Table 4 below, with the detailed SIDRA outputs
reproduced in Annexure E for reference.
TABLE 4: INTERSECTION PERFORMANCES (SIDRA INTERSECTION 8.0)
Intersection Peak
Hour
Degree of
Saturation(1)
Average
Delay(2)
(sec/vehicle)
Level of
Service(3) Control Type
Worst
Movement
EXISTING PERFORMANCE
Blacktown Rd /
Metella Rd
4:30PM
–
5:00PM
0.71 7.2 (15.5) A
(Worst: B) Roundabout
Right from
Metella Rd
(NE)
Great Western
Hwy /
Blacktown Rd /
Clunies Ross
St
4:30PM
–
5:00PM
0.83 34.9 C Signals
Right from
Great
Western
Hwy (W)
FUTURE PERFORMANCE (Post development)
Blacktown Rd /
Metella Rd
4:30PM
–
5:00PM
0.73 7.3 (15.9) A
(Worst: B) Roundabout
Right from
Metella Rd
(NE)
Great Western
Hwy /
Blacktown Rd /
Clunies Ross
St
4:30PM
–
5:00PM
0.83 35 C Signals
Right from
Great
Western
Hwy (W)
NOTES:
(1) Degree of Saturation is the ratio of demand to capacity for the most disadvantaged movement.
(2) Average delay is the delay experienced on average by all vehicles. The value in brackets represents the delay to the most
disadvantaged movement.
(3) Level of Service is a qualitative measure of performance describing operational conditions. There are six levels of service,
designated from A to F, with A representing the best operational condition and level of service F the worst. The LoS of the
intersection is shown in bold, and the LoS of the most disadvantaged movement is shown in brackets.
As shown above the intersection of Blantown Road / Metalla Road / Site access and Great Western
Highway / Blacktown Road / Clunies Ross Street remains unaltered under the future scenario. The
existing LoS has been retained with minimal delays and additional capacity maintained. Based upon
the above it can be concluded that the off-peak use of the site will have acceptable and minimal
impacts when assessed in conjunction with the approved hotel development.
proposed Mosque Page 7 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
Council Car Parking Requirements
Reference is made to Blacktown Council’s Development Control Plan 2015 – Part A: Introduction
and General Guidelines Section 6.3 which outlines the following car parking requirements for the
Place of Worship.
Community facility and place of public worship
1 space per 4 seats or 1 space per 10m2 of seating area, whichever is the greater
Based upon the above requirements, the proposed development would demand 28.25 car parking
spaces. The plans detail 34 car parking spaces (inclusive of 4 x tandem spaces), exceeding
Council’s requirement.
Car Park Design & Compliance
It should be noted that while we have assessed the plans to be generally compliant with the relevant
standards, it is usual that a construction certificate is required prior to construction due to possible
changes after D.A approval. The proposed plans achieve the following:
• A total of 34 car parking spaces including:
▪ 20 car parking spaces of minimum dimensions 2.5m x 5.4m for visitors;
▪ 5 parallel car parking spaces of minimum dimension 2.1m x 5.9m for visitors;
▪ 8 tandem car parking spaces of minimum dimensions 2.5m x 5.4m;
▪ 1 disabled spaces of minimum dimensions 2.4m x 5.4m and adjacent shared zone.
• Minimum parking aisle of 5.8m.
A number of swept path tests have been developed to demonstrate vehicle circulation within the car
park and are reproduced in Annexure F.
proposed Mosque Page 8 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
Overflow Parking Assessment
Parking surveys were undertaken on Friday 5th May 2017 between the periods of 11:00 am – 3:00
pm. The detailed results of these surveys are reproduced in Annexure G for reference.
Based upon the results of the parking surveys there was a minimum of 111 car parking spaces
available (inclusive of the on-site car parking availability) within 200m of the site. As such any
overflow parking as a result of the Friday prayer period can be fully accommodated within the
surrounding area. It is reiterated, that the proposed development exceeds Council’s DCP car parking
requirements and the provision of 34 parking spaces is an acceptable outcome.
It should be noted that the use of the surrounding area specifically for the Friday prayer is considered
acceptable given that the Friday Prayer only occurs once per week and is limited to outside peak
parking periods. I.e. is limited to between 12:30pm to 2:30pm. Hence, this is outside the use of the
nearby school and also the peak use of residential on-street parking.
Please contact the undersigned on 8355 2440 should you require further information or assistance.
Yours faithfully McLaren Traffic Engineering
Matthew MCCarthy Traffic Engineer BE Civil Engineering Masters of Engineering Science RMS Accredited Level 1 Road Safety Auditor RMS Accredited Work Zone Traffic Management Plan Designer and Inspector
proposed Mosque Page 9 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE A: PROPOSED SITE PLAN
proposed Mosque Page 10 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE B: APPROVED HOTEL PLANS
proposed Mosque Page 11 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE B: APPROVED HOTEL PLANS
(Sheet 2 of 2)
proposed Mosque Page 12 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE C: TRAFFIC SURVEYS
(SHEET 1 OF 2)
GPS -33.80255, 150.92804
Date: North: AM: #######
Weather: East: PM:
Suburban: South: 1 AM:
Customer: West: 30 PM:
All Vehicles
Period StartPeriod End U R SB L U R WB L U R NB L U R EB L Hour Peak
11:30 11:45 0 6 10 0 0 0 2 4 0 5 22 80 0 108 4 8 1044
11:45 12:00 0 6 21 1 0 0 3 1 0 3 11 79 0 129 8 4 1072
12:00 12:15 0 7 16 0 0 0 3 0 1 7 14 83 0 117 7 11 1098
12:15 12:30 0 5 20 0 0 0 2 2 0 1 6 85 2 125 4 11 1110
12:30 12:45 0 5 12 0 0 2 9 1 0 7 12 87 0 130 4 8 1171
12:45 13:00 0 8 19 0 0 0 1 3 0 10 7 86 0 147 1 10 1189
13:00 13:15 0 3 14 0 0 2 1 6 2 3 10 77 0 148 7 5 1230
13:15 13:30 0 3 18 0 0 0 1 2 2 1 9 97 2 171 5 13 1302
13:30 13:45 0 6 12 0 0 0 2 3 3 0 13 86 2 156 3 9 1356
13:45 14:00 0 4 12 1 0 0 1 4 2 2 13 98 1 180 5 10 1480
14:00 14:15 0 2 16 1 0 0 2 4 0 2 15 107 0 182 4 15 1553
14:15 14:30 0 5 22 0 0 1 13 19 2 5 15 81 2 191 8 14 1584
14:30 14:45 0 3 27 1 0 0 10 9 2 2 17 118 0 208 7 15 1637
14:45 15:00 0 4 20 0 0 2 6 10 1 3 19 101 0 226 4 10 1630
15:00 15:15 0 2 16 2 0 4 8 5 0 3 21 100 0 201 2 17 1665
15:15 15:30 0 7 44 2 0 0 2 3 0 2 25 127 0 201 0 18 1739
15:30 15:45 0 11 26 1 0 0 6 5 1 1 18 119 0 200 6 18 1721
15:45 16:00 0 5 22 0 0 1 4 2 1 4 23 137 3 221 2 16 1724
16:00 16:15 0 5 27 0 0 0 3 4 2 2 15 149 1 226 6 15 1734
16:15 16:30 0 7 22 0 0 1 2 1 1 1 23 144 0 198 2 11 1741
16:30 16:45 0 4 26 1 0 0 1 3 0 1 17 144 1 200 4 13 1748
16:45 17:00 0 3 31 2 0 0 1 1 0 3 21 136 2 233 2 16 1753
17:00 17:15 0 7 26 1 0 0 5 3 1 1 28 158 0 215 0 17 1771 Peak
17:15 17:30 1 3 30 1 0 1 1 1 0 3 18 155 0 192 2 12 1694
17:30 17:45 0 9 27 1 0 1 2 2 0 4 31 107 4 207 9 16 1584
17:45 18:00 0 5 18 1 0 1 4 3 1 5 25 153 4 223 7 19
18:00 18:15 0 5 24 2 0 0 3 2 3 2 25 125 0 177 6 11
18:15 18:30 0 4 22 4 0 1 4 2 1 7 20 91 1 135 6 12
Period StartPeriod End U R SB L U R WB L U R NB L U R EB L
11:45 12:45 0 23 69 1 0 2 17 4 1 18 43 334 2 501 23 34 1072
17:00 18:00 1 24 101 4 0 3 12 9 2 13 102 573 8 837 18 64 1771
Note: Site sketch is for illustrating traffic flows. Direction is indicative only, drawing is not to scale and not an exact streets configuration.
Graphic
Total
Light
Heavy
Light Vehicles
Traffic
Peak
Metella Rd
Fox Hills Cres
Hourly Total
Peak
total
Peak Time North Approach Metella Rd East Approach Fox Hills Cres South Approach Blacktown Rd West Approach Blacktown Rd
West Approach Blacktown RdSouth Approach Blacktown Rd
11:45 AM-12:45 PM
5:00 PM-6:00 PM
Survey
Period
11:30 AM-12:00 PM
12:00 PM-6:30 PM
TURNING MOVEMENT SURVEY
Intersection of Fox Hills Cres and Metella Rd, Blacktown
Overcast
Time North Approach Metella Rd East Approach Fox Hills Cres
Blacktown
McLaren
Blacktown Rd
Blacktown Rd
Fri 22/02/19
Metella Rd
North
Fo
x H
ills C
res
Bla
ck
tow
n R
d
Blacktown Rd
1 24 101 4
03
12
98820
18
62
2557 102 13
1 24 101 4
03
12
98837
18
64
2573 102 13
PM Peak 5:00 PM-6:00 PM
0 0 0 0
00
000
17
02
016 0 0
proposed Mosque Page 13 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE C: TRAFFIC SURVEYS
(SHEET 2 OF 2)
GPS -33.8049, 150.92758
Date: North: AM: #######
Weather: East: PM:
Suburban: South: 1 AM:
Customer: West: 30 PM:
All Vehicles
Period StartPeriod End U R SB L U R WB L U R NB L U R EB L Hour Peak
7:00 7:15 0 49 9 124 0 70 174 1 0 6 21 19 0 20 416 15 3882
7:15 7:30 0 39 4 142 0 62 204 2 0 3 28 23 0 14 356 20 4007
7:30 7:45 0 58 21 172 0 60 235 4 0 7 26 32 1 19 405 14 4213 Peak
7:45 8:00 0 43 10 169 0 74 236 6 0 3 27 38 0 14 360 27 4137
8:00 8:15 0 62 15 168 0 76 226 8 0 13 35 36 0 19 377 14 4048
8:15 8:30 0 52 13 185 0 83 250 6 0 12 35 32 0 19 391 25 3700
8:30 8:45 0 55 15 155 0 87 233 2 0 10 34 35 0 16 316 20 3244
8:45 9:00 0 46 13 143 0 75 219 2 0 9 33 33 0 15 313 17 3011
11:30 11:45 0 28 13 87 0 65 223 3 0 5 16 16 0 14 209 22 2782
11:45 12:00 0 42 12 94 1 53 183 4 0 1 9 13 0 10 204 21 2749
12:00 12:15 0 40 10 83 0 86 258 8 0 7 11 17 0 14 198 13 2839
12:15 12:30 0 38 14 97 0 61 216 4 0 6 13 26 0 19 181 14 2862
12:30 12:45 0 32 15 94 0 68 207 3 0 6 11 18 0 7 182 25 2932
12:45 13:00 0 41 12 115 1 69 228 3 0 11 17 26 1 17 178 18 3017
13:00 13:15 0 54 20 113 0 68 250 2 0 1 13 25 0 15 190 17 3070
13:15 13:30 0 49 17 100 0 73 241 1 0 4 11 27 1 14 205 16 3109
13:30 13:45 0 40 20 127 0 81 244 4 0 5 15 22 0 10 168 17 3274
13:45 14:00 0 48 23 132 0 72 223 11 0 4 14 24 0 17 199 23 3513
14:00 14:15 0 49 16 140 0 82 252 8 0 6 15 15 0 17 187 20 3740
14:15 14:30 0 79 27 152 0 83 299 1 0 7 17 16 2 13 206 22 3904
14:30 14:45 0 51 16 159 0 85 347 5 0 1 9 22 0 16 252 29 4107
14:45 15:00 0 64 23 151 0 112 353 4 0 7 12 22 0 19 223 27 4163
15:00 15:15 0 46 16 136 0 103 373 7 0 7 20 29 0 11 200 23 4244
15:15 15:30 0 62 16 147 0 108 454 10 0 8 13 28 0 22 232 27 4320
15:30 15:45 0 78 19 127 0 86 376 5 0 4 22 31 0 26 254 20 4319
15:45 16:00 0 79 20 143 0 128 431 14 0 3 12 22 0 27 199 20 4560
16:00 16:15 0 49 12 114 0 90 456 4 0 7 24 27 0 16 223 25 4719
16:15 16:30 0 61 19 144 0 107 480 4 0 4 30 38 0 16 200 23 4920
16:30 16:45 0 52 27 140 0 135 558 7 0 5 26 27 0 34 247 31 5186 Peak
16:45 17:00 0 49 26 121 0 132 591 6 0 4 36 34 0 29 211 18 5101
17:00 17:15 0 48 33 151 0 150 557 3 0 4 32 27 0 29 191 23 5039
17:15 17:30 0 32 20 148 0 152 655 15 0 6 26 29 0 31 245 33 4707
17:30 17:45 0 63 37 140 0 148 491 10 0 4 26 19 0 30 209 27 4208
17:45 18:00 0 34 31 155 0 130 511 10 0 4 9 30 0 28 234 19
18:00 18:15 0 35 28 89 0 114 365 15 0 13 21 36 1 27 148 24
18:15 18:30 0 19 20 84 0 99 368 17 0 4 15 23 0 18 199 27
Period StartPeriod End U R SB L U R WB L U R NB L U R EB L
7:30 8:30 0 215 59 694 0 293 947 24 0 35 123 138 1 71 1533 80 4213
16:30 17:30 0 181 106 560 0 569 2361 31 0 19 120 117 0 123 894 105 5186
Note: Site sketch is for illustrating traffic flows. Direction is indicative only, drawing is not to scale and not an exact streets configuration.
Graphic
Total
Light
Heavy
7:00 AM-9:30 AM
Overcast Great Western Hwy 12:00 PM-6:30 PM
TURNING MOVEMENT SURVEY
Intersection of Great Western Hwy and Blacktown Rd, Blacktown
Fri 22/02/19 Blacktown Rd Survey
Period
Blacktown Clunies Ross St Traffic
Peak
7:30 AM-8:30 AM
McLaren Great Western Hwy 4:30 PM-5:30 PM
Peak
total
Time North Approach Blacktown Rd East Approach Great Western Hwy South Approach Clunies Ross St West Approach Great Western Hwy Hourly Total
Peak Time North Approach Blacktown Rd East Approach Great Western Hwy South Approach Clunies Ross St West Approach Great Western Hwy
Blacktown Rd
North
Gre
at W
es
tern
Hw
y
Gre
at W
es
tern
Hw
y
Clunies Ross St
0 209 52 662
0278
874
131
62
1445
78
0123 119 32
0 215 59 694
0293
947
241
71
1533
80
0138 123 35
AM Peak 7:30 AM-8:30 AM
0 6 7 32
015
73
110
988
2
015 4 3
Blacktown Rd
North
Gre
at W
es
tern
Hw
y
Gre
at W
es
tern
Hw
y
Clunies Ross St
0 171 99 542
0546
2261
310
117
852
105
0116 116 16
0 181 106 560
0569
2361
310
123
894
105
0117 120 19
PM Peak 4:30 PM-5:30 PM
0 10 7 18
023
100
006
42
0
01 4 3
proposed Mosque Page 14 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE D: SIDRA RESULTS
(SHEET 1 OF 8)
MOVEMENT SUMMARY
Site: 1 [Before Prayer EX - Blacktown Rd Round About]
Blacktown Road / Metella Road Existing conditions 30 minutes before prayer Site Category: (None) Roundabout
Movement Performance - Vehicles
Mov ID
Turn Demand Flows Deg.
Satn Average
Delay Level of Service
95% Back of Queue Prop. Queued
Effective Stop Rate
Aver. No. Cycles
Average Speed Total HV Vehicles Distance
veh/h % v/c sec veh m km/h
South: Blacktown Road
1a L1 366 2.2 0.272 4.4 LOS A 1.9 13.6 0.15 0.46 0.15 54.8
3a R1 42 0.0 0.272 7.4 LOS A 1.9 13.6 0.15 0.46 0.15 54.5
Approach 408 2.0 0.272 4.7 LOS A 1.9 13.6 0.15 0.46 0.15 54.7
NorthEast: Metella Road
24a L1 62 0.0 0.105 7.5 LOS A 0.6 4.0 0.62 0.70 0.62 52.2
26 R2 26 0.0 0.105 11.5 LOS A 0.6 4.0 0.62 0.70 0.62 52.1
Approach 88 0.0 0.105 8.7 LOS A 0.6 4.0 0.62 0.70 0.62 52.2
NorthWest: Blacktown Road
27 L2 36 0.0 0.413 4.6 LOS A 3.0 21.7 0.21 0.58 0.21 52.0
29a R1 564 5.7 0.413 7.7 LOS A 3.0 21.7 0.21 0.58 0.21 52.2
Approach 600 5.3 0.413 7.5 LOS A 3.0 21.7 0.21 0.58 0.21 52.2
All Vehicles 1096 3.6 0.413 6.5 LOS A 3.0 21.7 0.22 0.55 0.22 53.1
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
proposed Mosque Page 15 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE D: SIDRA RESULTS
(SHEET 2 OF 8)
MOVEMENT SUMMARY
Site: 1 [After Prayer EX - Blacktown Rd Round About]
Blacktown Road / Metella Road Existing conditions 30 minutes after prayer Site Category: (None) Roundabout
Movement Performance - Vehicles
Mov ID
Turn Demand Flows Deg.
Satn Average
Delay Level of Service
95% Back of Queue Prop. Queued
Effective Stop Rate
Aver. No. Cycles
Average Speed Total HV Vehicles Distance
veh/h % v/c sec veh m km/h
South: Blacktown Road
1a L1 406 0.5 0.301 4.3 LOS A 2.2 15.4 0.13 0.47 0.13 54.8
3a R1 62 0.0 0.301 7.4 LOS A 2.2 15.4 0.13 0.47 0.13 54.5
3u U 4 0.0 0.301 10.1 LOS A 2.2 15.4 0.13 0.47 0.13 55.5
Approach 472 0.4 0.301 4.8 LOS A 2.2 15.4 0.13 0.47 0.13 54.8
NorthEast: Metella Road
24a L1 78 2.6 0.142 9.8 LOS A 0.9 6.1 0.76 0.79 0.76 50.9
26 R2 14 0.0 0.142 13.7 LOS A 0.9 6.1 0.76 0.79 0.76 50.9
Approach 92 2.2 0.142 10.4 LOS A 0.9 6.1 0.76 0.79 0.76 50.9
NorthWest: Blacktown Road
27 L2 58 3.4 0.591 5.0 LOS A 5.5 40.3 0.35 0.58 0.35 51.5
29a R1 770 6.2 0.591 8.0 LOS A 5.5 40.3 0.35 0.58 0.35 51.8
29u U 4 0.0 0.591 10.6 LOS A 5.5 40.3 0.35 0.58 0.35 53.0
Approach 832 6.0 0.591 7.8 LOS A 5.5 40.3 0.35 0.58 0.35 51.7
All Vehicles 1396 3.9 0.591 6.9 LOS A 5.5 40.3 0.30 0.55 0.30 52.7
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
proposed Mosque Page 16 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE D: SIDRA RESULTS
(SHEET 3 OF 8)
MOVEMENT SUMMARY
Site: 1 [Before Prayer EX - Great Western Highway / Blacktown Rd / Clunies Ross Street ]
Great Western Highway / Blacktown Road / Clunies Ross Street Existing conditions 30 minutes before prayer Site Category: (None) Signals - Fixed Time Isolated Cycle Time = 130 seconds (Site Optimum Cycle Time - Minimum Delay)
Movement Performance - Vehicles
Mov ID
Turn Demand Flows Deg.
Satn Average
Delay Level of Service
95% Back of Queue Prop. Queued
Effective Stop Rate
Aver. No. Cycles
Average Speed Total HV Vehicles Distance
veh/h % v/c sec veh m km/h
South: Clunies Ross Street
1 L2 88 20.5 0.271 30.5 LOS C 2.6 21.1 0.89 0.76 0.89 39.3
2 T1 56 7.1 0.499 61.9 LOS E 5.6 42.2 0.99 0.78 0.99 29.5
3 R2 34 11.8 0.499 67.6 LOS E 5.6 42.2 0.99 0.78 0.99 29.9
Approach 178 14.6 0.499 47.5 LOS D 5.6 42.2 0.94 0.77 0.94 33.7
East: Great Western Highway
4 L2 12 66.7 0.497 48.5 LOS D 14.7 112.7 0.85 0.75 1.09 37.6
5 T1 870 9.2 0.497 38.7 LOS C 15.0 113.7 0.86 0.74 0.93 43.4
6 R2 276 3.6 0.495 37.7 LOS C 5.2 37.8 0.96 0.79 0.96 39.9
Approach 1158 8.5 0.497 38.6 LOS C 15.0 113.7 0.88 0.75 0.94 42.4
North: Blacktown Road
7 L2 418 6.2 0.325 8.2 LOS A 5.9 43.2 0.30 0.65 0.30 55.3
8 T1 54 3.7 0.186 36.7 LOS C 4.8 34.3 0.79 0.69 0.79 36.6
9 R2 146 2.7 0.186 42.4 LOS C 4.8 34.3 0.79 0.73 0.79 37.4
Approach 618 5.2 0.325 18.8 LOS B 5.9 43.2 0.46 0.67 0.46 47.7
West: Great Western Highway
10 L2 86 0.0 0.485 49.4 LOS D 10.3 75.6 0.91 0.82 1.13 36.5
11 T1 720 9.4 0.485 46.8 LOS D 11.1 83.7 0.92 0.78 0.96 39.4
12 R2 50 24.0 0.315 68.3 LOS E 3.1 25.8 0.97 0.75 0.97 29.6
Approach 856 9.3 0.485 48.3 LOS D 11.1 83.7 0.92 0.78 0.98 38.3
All Vehicles 2810 8.4 0.499 37.7 LOS C 15.0 113.7 0.81 0.74 0.85 41.4
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
proposed Mosque Page 17 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE D: SIDRA RESULTS
(SHEET 4 OF 8)
MOVEMENT SUMMARY
Site: 1 [After Prayer EX - Great Western Highway / Blacktown Rd / Clunies Ross Street]
Great Western Highway / Blacktown Road / Clunies Ross Street Existing conditions 30 minutes after prayer Site Category: (None) Signals - Fixed Time Isolated Cycle Time = 135 seconds (Site Optimum Cycle Time - Minimum Delay)
Movement Performance - Vehicles
Mov ID
Turn Demand Flows Deg.
Satn Average
Delay Level of Service
95% Back of Queue Prop. Queued
Effective Stop Rate
Aver. No. Cycles
Average Speed Total HV Vehicles Distance
veh/h % v/c sec veh m km/h
South: Clunies Ross Street
1 L2 62 16.1 0.228 33.8 LOS C 2.1 16.4 0.91 0.75 0.91 38.5
2 T1 64 6.3 0.692 70.4 LOS E 6.2 48.3 1.00 0.83 1.11 27.8
3 R2 26 30.8 0.692 76.3 LOS F 6.2 48.3 1.00 0.83 1.11 27.0
Approach 152 14.5 0.692 56.5 LOS D 6.2 48.3 0.96 0.80 1.03 31.1
East: Great Western Highway
4 L2 18 11.1 0.713 56.2 LOS D 22.0 163.8 0.96 0.84 1.18 35.4
5 T1 1102 7.4 0.713 47.5 LOS D 22.1 164.6 0.96 0.84 1.03 39.3
6 R2 330 3.6 0.684 43.8 LOS D 7.5 53.8 1.00 0.82 1.04 37.5
Approach 1450 6.6 0.713 46.8 LOS D 22.1 164.6 0.97 0.83 1.03 38.8
North: Blacktown Road
7 L2 584 6.2 0.440 9.1 LOS A 10.5 77.4 0.36 0.67 0.36 54.6
8 T1 86 4.7 0.251 30.7 LOS C 7.8 56.8 0.73 0.68 0.73 38.9
9 R2 256 6.3 0.251 36.4 LOS C 7.8 56.8 0.73 0.73 0.73 39.4
Approach 926 6.0 0.440 18.6 LOS B 10.5 77.4 0.50 0.69 0.50 47.7
West: Great Western Highway
10 L2 84 4.8 0.600 56.2 LOS D 12.4 91.0 0.96 0.84 1.16 34.2
11 T1 786 6.6 0.600 53.2 LOS D 13.1 97.0 0.97 0.81 1.00 36.9
12 R2 64 9.4 0.414 72.4 LOS F 4.1 31.4 0.99 0.76 0.99 28.8
Approach 934 6.6 0.600 54.8 LOS D 13.1 97.0 0.97 0.81 1.01 35.9
All Vehicles 3462 6.8 0.713 41.8 LOS C 22.1 164.6 0.84 0.79 0.88 39.5
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
proposed Mosque Page 18 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE D: SIDRA RESULTS
(SHEET 5 OF 8)
MOVEMENT SUMMARY
Site: 1 [Before Prayer FU - Blacktown Rd Round About]
Blacktown Road / Metella Road Future conditions 30 minutes before prayer Site Category: (None) Roundabout
Movement Performance - Vehicles
Mov ID
Turn Demand Flows Deg.
Satn Average
Delay Level of Service
95% Back of Queue Prop. Queued
Effective Stop Rate
Aver. No. Cycles
Average Speed Total HV Vehicles Distance
veh/h % v/c sec veh m km/h
South: Blacktown Road
1 L2 34 0.0 0.316 4.7 LOS A 2.1 15.0 0.24 0.48 0.24 53.7
1a L1 366 2.2 0.316 4.6 LOS A 2.1 15.0 0.24 0.48 0.24 54.5
3a R1 42 0.0 0.316 7.6 LOS A 2.1 15.0 0.24 0.48 0.24 54.2
Approach 442 1.8 0.316 4.9 LOS A 2.1 15.0 0.24 0.48 0.24 54.4
NorthEast: Metella Road
24a L1 62 0.0 0.116 7.8 LOS A 0.6 4.5 0.64 0.72 0.64 51.9
26a R1 6 0.0 0.116 10.9 LOS A 0.6 4.5 0.64 0.72 0.64 51.6
26 R2 26 0.0 0.116 11.8 LOS A 0.6 4.5 0.64 0.72 0.64 51.9
Approach 94 0.0 0.116 9.1 LOS A 0.6 4.5 0.64 0.72 0.64 51.9
NorthWest: Blacktown Road
27 L2 36 0.0 0.434 4.6 LOS A 3.3 23.8 0.23 0.58 0.23 51.9
29a R1 564 5.7 0.434 7.7 LOS A 3.3 23.8 0.23 0.58 0.23 52.0
29b R3 26 0.0 0.434 9.4 LOS A 3.3 23.8 0.23 0.58 0.23 52.9
Approach 626 5.1 0.434 7.6 LOS A 3.3 23.8 0.23 0.58 0.23 52.1
West: Site Driveway
10b L3 2 0.0 0.006 6.7 LOS A 0.0 0.2 0.51 0.57 0.51 51.7
10a L1 2 0.0 0.006 6.3 LOS A 0.0 0.2 0.51 0.57 0.51 52.7
12 R2 2 0.0 0.006 10.3 LOS A 0.0 0.2 0.51 0.57 0.51 52.7
Approach 6 0.0 0.006 7.8 LOS A 0.0 0.2 0.51 0.57 0.51 52.4
All Vehicles 1168 3.4 0.434 6.7 LOS A 3.3 23.8 0.27 0.55 0.27 52.9
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
proposed Mosque Page 19 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE D: SIDRA RESULTS
(SHEET 6 OF 8)
MOVEMENT SUMMARY
Site: 1 [After Prayer FU - Blacktown Rd Round About]
Blacktown Road / Metella Road Future conditions 30 minutes after prayer Site Category: (None) Roundabout
Movement Performance - Vehicles
Mov ID
Turn Demand Flows Deg.
Satn Average
Delay Level of Service
95% Back of Queue Prop. Queued
Effective Stop Rate
Aver. No. Cycles
Average Speed Total HV Vehicles Distance
veh/h % v/c sec veh m km/h
South: Blacktown Road
1 L2 2 0.0 0.307 4.5 LOS A 2.2 15.7 0.14 0.45 0.14 54.1
1a L1 406 0.5 0.307 4.1 LOS A 2.2 15.7 0.14 0.45 0.14 55.2
3a R1 62 0.0 0.307 7.6 LOS A 2.2 15.7 0.14 0.45 0.14 54.9
3u U 4 0.0 0.307 10.3 LOS A 2.2 15.7 0.14 0.45 0.14 56.0
Approach 474 0.4 0.307 4.6 LOS A 2.2 15.7 0.14 0.45 0.14 55.2
NorthEast: Metella Road
24a L1 78 2.6 0.154 10.1 LOS A 1.0 6.9 0.79 0.81 0.79 50.6
26a R1 2 0.0 0.154 13.1 LOS A 1.0 6.9 0.79 0.81 0.79 50.3
26 R2 14 0.0 0.154 14.2 LOS A 1.0 6.9 0.79 0.81 0.79 51.0
Approach 94 2.1 0.154 10.8 LOS A 1.0 6.9 0.79 0.81 0.79 50.6
NorthWest: Blacktown Road
27 L2 58 3.4 0.625 5.3 LOS A 6.0 44.5 0.46 0.59 0.46 51.2
29a R1 770 6.2 0.625 8.3 LOS A 6.0 44.5 0.46 0.59 0.46 51.4
29b R3 2 0.0 0.625 10.0 LOS A 6.0 44.5 0.46 0.59 0.46 52.3
29u U 4 0.0 0.625 11.1 LOS A 6.0 44.5 0.46 0.59 0.46 53.0
Approach 834 6.0 0.625 8.2 LOS A 6.0 44.5 0.46 0.59 0.46 51.4
West: RoadName
10b L3 34 0.0 0.069 6.5 LOS A 0.4 2.5 0.55 0.66 0.55 51.8
10a L1 6 0.0 0.069 6.4 LOS A 0.4 2.5 0.55 0.66 0.55 52.8
12 R2 26 0.0 0.069 10.8 LOS A 0.4 2.5 0.55 0.66 0.55 52.8
Approach 66 0.0 0.069 8.2 LOS A 0.4 2.5 0.55 0.66 0.55 52.3
All Vehicles 1468 3.7 0.625 7.2 LOS A 6.0 44.5 0.38 0.56 0.38 52.6
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
proposed Mosque Page 20 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE D: SIDRA RESULTS
(SHEET 7 OF 8)
MOVEMENT SUMMARY
Site: 1 [Before Prayer FU - Great Western Highway / Blacktown Rd / Clunies Ross Street]
Great Western Highway / Blacktown Road / Clunies Ross Street Future conditions 30 minutes before prayer Site Category: (None) Signals - Fixed Time Isolated Cycle Time = 130 seconds (Site Optimum Cycle Time - Minimum Delay)
Movement Performance - Vehicles
Mov ID
Turn Demand Flows Deg.
Satn Average
Delay Level of Service
95% Back of Queue Prop. Queued
Effective Stop Rate
Aver. No. Cycles
Average Speed Total HV Vehicles Distance
veh/h % v/c sec veh m km/h
South: Clunies Ross Street
1 L2 88 20.5 0.261 30.1 LOS C 2.6 21.4 0.88 0.76 0.88 39.5
2 T1 56 7.1 0.499 61.9 LOS E 5.6 42.2 0.99 0.78 0.99 29.5
3 R2 34 11.8 0.499 67.6 LOS E 5.6 42.2 0.99 0.78 0.99 29.9
Approach 178 14.6 0.499 47.2 LOS D 5.6 42.2 0.93 0.77 0.93 33.8
East: Great Western Highway
4 L2 12 66.7 0.485 47.6 LOS D 14.5 111.3 0.84 0.74 1.08 37.9
5 T1 870 9.2 0.485 37.8 LOS C 14.9 112.3 0.85 0.73 0.92 43.8
6 R2 308 3.2 0.501 36.6 LOS C 5.7 41.1 0.95 0.79 0.95 40.4
Approach 1190 8.2 0.501 37.6 LOS C 14.9 112.3 0.88 0.75 0.93 42.8
North: Blacktown Road
7 L2 418 6.2 0.326 8.2 LOS A 5.8 43.1 0.30 0.65 0.30 55.3
8 T1 54 3.7 0.196 38.4 LOS C 4.9 35.1 0.80 0.70 0.80 36.0
9 R2 146 2.7 0.196 44.1 LOS D 4.9 35.1 0.80 0.73 0.80 36.7
Approach 618 5.2 0.326 19.3 LOS B 5.8 43.1 0.46 0.67 0.46 47.4
West: Great Western Highway
10 L2 112 0.0 0.498 46.4 LOS D 10.3 74.8 0.91 0.83 1.11 37.3
11 T1 720 9.4 0.498 46.6 LOS D 11.4 86.2 0.92 0.78 0.95 39.5
12 R2 50 24.0 0.293 67.0 LOS E 3.0 25.5 0.96 0.75 0.96 29.9
Approach 882 9.1 0.498 47.7 LOS D 11.4 86.2 0.92 0.78 0.97 38.5
All Vehicles 2868 8.2 0.501 37.4 LOS C 14.9 112.3 0.81 0.74 0.84 41.6
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
proposed Mosque Page 21 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE D: SIDRA RESULTS
(SHEET 8 OF 8)
MOVEMENT SUMMARY
Site: 1 [After Prayer FU - Great Western Highway / Blacktown Rd / Clunies Ross Street]
Great Western Highway / Blacktown Road / Clunies Ross Street Future conditions 30 minutes after prayer Site Category: (None) Signals - Fixed Time Isolated Cycle Time = 130 seconds (Site Optimum Cycle Time - Minimum Delay)
Movement Performance - Vehicles
Mov ID
Turn Demand Flows Deg.
Satn Average
Delay Level of Service
95% Back of Queue Prop. Queued
Effective Stop Rate
Aver. No. Cycles
Average Speed Total HV Vehicles Distance
veh/h % v/c sec veh m km/h
South: Clunies Ross Street
1 L2 62 16.1 0.242 33.7 LOS C 2.1 16.5 0.92 0.75 0.92 38.5
2 T1 64 6.3 0.740 69.7 LOS E 6.1 47.4 1.00 0.86 1.18 27.9
3 R2 26 30.8 0.740 75.7 LOS F 6.1 47.4 1.00 0.86 1.18 27.2
Approach 152 14.5 0.740 56.0 LOS D 6.1 47.4 0.97 0.81 1.07 31.3
East: Great Western Highway
4 L2 18 11.1 0.745 56.9 LOS E 21.9 163.3 0.97 0.87 1.21 35.1
5 T1 1102 7.4 0.745 48.3 LOS D 22.0 163.9 0.98 0.86 1.07 38.9
6 R2 344 3.5 0.726 44.4 LOS D 7.9 56.7 1.00 0.84 1.09 37.2
Approach 1464 6.6 0.745 47.5 LOS D 22.0 163.9 0.98 0.86 1.07 38.5
North: Blacktown Road
7 L2 596 6.0 0.445 9.0 LOS A 10.3 75.6 0.36 0.67 0.36 54.7
8 T1 86 4.7 0.251 28.3 LOS B 7.6 55.8 0.72 0.68 0.72 39.9
9 R2 270 5.9 0.251 34.0 LOS C 7.6 55.8 0.72 0.73 0.72 40.4
Approach 952 5.9 0.445 17.8 LOS B 10.3 75.6 0.49 0.69 0.49 48.2
West: Great Western Highway
10 L2 94 4.3 0.658 55.2 LOS D 12.3 90.4 0.98 0.85 1.16 34.5
11 T1 786 6.6 0.658 53.4 LOS D 13.1 96.6 0.98 0.82 1.02 36.8
12 R2 64 9.4 0.434 70.8 LOS F 4.0 30.5 0.99 0.76 0.99 29.1
Approach 944 6.6 0.658 54.8 LOS D 13.1 96.6 0.98 0.82 1.03 35.9
All Vehicles 3512 6.7 0.745 41.8 LOS C 22.0 163.9 0.85 0.80 0.90 39.5
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
proposed Mosque Page 22 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE E: SITE OFF-PEAK SIDRA RESULT
(SHEET 1 OF 4)
MOVEMENT SUMMARY
Site: 1 [PM Peak EX - Blacktown Rd Round About ]
Blacktown Road / Metella Road Existing conditions PM Peak Site Category: (None) Roundabout
Movement Performance - Vehicles
Mov ID
Turn Demand Flows Deg.
Satn Average
Delay Level of Service
95% Back of Queue Prop. Queued
Effective Stop Rate
Aver. No. Cycles
Average Speed Total HV Vehicles Distance
veh/h % v/c sec veh m km/h
South: Blacktown Road
1a L1 600 2.3 0.450 4.4 LOS A 4.1 29.5 0.19 0.46 0.19 54.5
3a R1 98 0.0 0.450 7.5 LOS A 4.1 29.5 0.19 0.46 0.19 54.3
Approach 698 2.0 0.450 4.8 LOS A 4.1 29.5 0.19 0.46 0.19 54.5
NorthEast: Metella Road
24a L1 114 0.0 0.248 11.4 LOS A 1.7 11.8 0.87 0.89 0.87 49.8
26 R2 20 0.0 0.248 15.5 LOS B 1.7 11.8 0.87 0.89 0.87 49.8
Approach 134 0.0 0.248 12.0 LOS A 1.7 11.8 0.87 0.89 0.87 49.8
NorthWest: Blacktown Road
27 L2 66 3.0 0.710 5.5 LOS A 8.1 58.4 0.53 0.59 0.53 51.0
29a R1 900 2.9 0.710 8.5 LOS A 8.1 58.4 0.53 0.59 0.53 51.4
29u U 4 0.0 0.710 11.1 LOS A 8.1 58.4 0.53 0.59 0.53 52.4
Approach 970 2.9 0.710 8.3 LOS A 8.1 58.4 0.53 0.59 0.53 51.3
All Vehicles 1802 2.3 0.710 7.2 LOS A 8.1 58.4 0.42 0.56 0.42 52.4
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
proposed Mosque Page 23 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE E: SITE OFF-PEAK SIDRA RESULT
(SHEET 2 OF 4)
MOVEMENT SUMMARY
Site: 1 [PM Peak FU - Blacktown Rd Round About]
Blacktown Road / Metella Road Future conditions PM Peak Site Category: (None) Roundabout
Movement Performance - Vehicles
Mov ID
Turn Demand Flows Deg.
Satn Average
Delay Level of Service
95% Back of Queue Prop. Queued
Effective Stop Rate
Aver. No. Cycles
Average Speed Total HV Vehicles Distance
veh/h % v/c sec veh m km/h
South: Blacktown Road
1 L2 8 0.0 0.465 4.5 LOS A 4.2 30.2 0.21 0.45 0.21 53.8
1a L1 600 2.3 0.465 4.2 LOS A 4.2 30.2 0.21 0.45 0.21 54.9
3a R1 98 0.0 0.465 7.6 LOS A 4.2 30.2 0.21 0.45 0.21 54.6
3u U 4 0.0 0.465 10.4 LOS A 4.2 30.2 0.21 0.45 0.21 55.7
Approach 710 2.0 0.465 4.7 LOS A 4.2 30.2 0.21 0.45 0.21 54.9
NorthEast: Metella Road
24a L1 114 0.0 0.261 11.7 LOS A 1.8 12.6 0.89 0.90 0.89 49.6
26a R1 2 0.0 0.261 14.8 LOS B 1.8 12.6 0.89 0.90 0.89 49.3
26 R2 20 0.0 0.261 15.9 LOS B 1.8 12.6 0.89 0.90 0.89 49.9
Approach 136 0.0 0.261 12.3 LOS A 1.8 12.6 0.89 0.90 0.89 49.6
NorthWest: Blacktown Road
27 L2 66 3.0 0.725 5.7 LOS A 8.5 60.8 0.58 0.60 0.58 50.9
29a R1 900 2.9 0.725 8.6 LOS A 8.5 60.8 0.58 0.60 0.58 51.2
29b R3 4 0.0 0.725 10.4 LOS A 8.5 60.8 0.58 0.60 0.58 52.0
29u U 4 0.0 0.725 11.5 LOS A 8.5 60.8 0.58 0.60 0.58 52.6
Approach 974 2.9 0.725 8.5 LOS A 8.5 60.8 0.58 0.60 0.58 51.2
West: RoadName
10b L3 6 0.0 0.018 8.0 LOS A 0.1 0.7 0.67 0.65 0.67 50.7
10a L1 2 0.0 0.018 7.9 LOS A 0.1 0.7 0.67 0.65 0.67 51.6
12 R2 6 0.0 0.018 12.3 LOS A 0.1 0.7 0.67 0.65 0.67 51.6
Approach 14 0.0 0.018 9.9 LOS A 0.1 0.7 0.67 0.65 0.67 51.2
All Vehicles 1834 2.3 0.725 7.3 LOS A 8.5 60.8 0.46 0.56 0.46 52.4
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
proposed Mosque Page 24 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE E: SITE OFF-PEAK SIDRA RESULT
(SHEET 2 OF 4)
MOVEMENT SUMMARY
Site: 1 [PM EX - Great Western Highway / Blacktown Rd / Clunies Ross Street ]
Great Western Highway / Blacktown Rd / Clunies Ross Street Existing PM Peak Period Site Category: (None) Signals - Fixed Time Isolated Cycle Time = 142 seconds (Site User-Given Phase Times)
Movement Performance - Vehicles
Mov ID
Turn Demand Flows Deg.
Satn Average
Delay Level of Service
95% Back of Queue Prop. Queued
Effective Stop Rate
Aver. No. Cycles
Average Speed Total HV Vehicles Distance
veh/h % v/c sec veh m km/h
South: Clunies Ross Street
1 L2 122 0.0 0.322 40.5 LOS C 5.8 40.5 0.89 0.77 0.89 35.4
2 T1 138 2.9 0.827 74.4 LOS F 12.0 88.3 1.00 0.93 1.22 27.1
3 R2 24 25.0 0.827 80.3 LOS F 12.0 88.3 1.00 0.93 1.22 26.7
Approach 284 3.5 0.827 60.3 LOS E 12.0 88.3 0.95 0.86 1.08 30.1
East: Great Western Highway
4 L2 26 0.0 0.803 38.6 LOS C 44.9 326.8 0.88 0.83 1.18 38.6
5 T1 2414 4.8 0.803 30.0 LOS C 45.2 329.1 0.88 0.82 0.98 40.3
6 R2 556 4.0 0.754 38.2 LOS C 11.6 84.1 1.00 0.86 1.05 36.6
Approach 2996 4.6 0.803 31.6 LOS C 45.2 329.1 0.90 0.83 0.99 39.5
North: Blacktown Road
7 L2 542 3.7 0.477 9.1 LOS A 10.6 76.9 0.34 0.67 0.34 51.5
8 T1 116 8.6 0.778 71.0 LOS F 11.6 85.9 1.00 0.89 1.14 27.6
9 R2 206 1.9 0.778 76.7 LOS F 11.6 85.9 1.00 0.88 1.14 26.7
Approach 864 3.9 0.778 33.5 LOS C 11.6 85.9 0.59 0.75 0.64 38.5
West: Great Western Highway
10 L2 98 0.0 0.364 38.5 LOS C 12.0 86.6 0.75 0.75 1.03 37.4
11 T1 968 5.4 0.364 32.9 LOS C 12.9 94.7 0.76 0.67 0.81 38.8
12 R2 132 4.5 0.744 77.2 LOS F 9.5 68.8 1.00 0.85 1.13 26.2
Approach 1198 4.8 0.744 38.3 LOS C 12.9 94.7 0.79 0.69 0.86 36.8
All Vehicles 5342 4.5 0.827 34.9 LOS C 45.2 329.1 0.83 0.79 0.91 38.1
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
proposed Mosque Page 25 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE E: SITE OFF-PEAK SIDRA RESULT
(SHEET 2 OF 4)
MOVEMENT SUMMARY
Site: 1 [PM FU- Great Western Highway / Blacktown Rd / Clunies Ross Street]
Great Western Highway / Blacktown Rd / Clunies Ross Street Future PM Peak Period Site Category: (None) Signals - Fixed Time Isolated Cycle Time = 142 seconds (Site User-Given Phase Times)
Movement Performance - Vehicles
Mov ID
Turn Demand Flows Deg.
Satn Average
Delay Level of Service
95% Back of Queue Prop. Queued
Effective Stop Rate
Aver. No. Cycles
Average Speed Total HV Vehicles Distance
veh/h % v/c sec veh m km/h
South: Clunies Ross Street
1 L2 122 0.0 0.322 40.5 LOS C 5.8 40.5 0.89 0.77 0.89 35.4
2 T1 138 2.9 0.827 74.4 LOS F 12.0 88.3 1.00 0.93 1.22 27.1
3 R2 24 25.0 0.827 80.3 LOS F 12.0 88.3 1.00 0.93 1.22 26.7
Approach 284 3.5 0.827 60.3 LOS E 12.0 88.3 0.95 0.86 1.08 30.1
East: Great Western Highway
4 L2 26 0.0 0.803 38.6 LOS C 44.9 326.8 0.88 0.83 1.18 38.6
5 T1 2414 4.8 0.803 30.0 LOS C 45.2 329.1 0.88 0.82 0.98 40.3
6 R2 570 3.9 0.772 39.1 LOS C 12.1 87.7 1.00 0.87 1.07 36.3
Approach 3010 4.6 0.803 31.8 LOS C 45.2 329.1 0.91 0.83 1.00 39.4
North: Blacktown Road
7 L2 548 3.6 0.482 9.1 LOS A 10.9 78.5 0.34 0.67 0.34 51.5
8 T1 116 8.6 0.778 71.0 LOS F 11.6 85.9 1.00 0.89 1.14 27.6
9 R2 206 1.9 0.778 76.7 LOS F 11.6 85.9 1.00 0.88 1.14 26.7
Approach 870 3.9 0.778 33.3 LOS C 11.6 85.9 0.59 0.75 0.64 38.5
West: Great Western Highway
10 L2 116 0.0 0.370 37.4 LOS C 12.0 86.3 0.75 0.76 1.02 37.8
11 T1 968 5.4 0.370 32.8 LOS C 13.2 96.5 0.76 0.67 0.80 38.9
12 R2 132 4.5 0.744 77.2 LOS F 9.5 68.8 1.00 0.85 1.13 26.2
Approach 1216 4.8 0.744 38.1 LOS C 13.2 96.5 0.79 0.70 0.86 36.8
All Vehicles 5380 4.5 0.827 35.0 LOS C 45.2 329.1 0.83 0.79 0.91 38.1
Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
proposed Mosque Page 26 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE F: SWEPT PATH TESTS
(SHEET 1 OF 7)
B99 passing B99 at the site driveway
Tested @ 5km/h
Successful – Recommend site boundary measure at 5.5m in width
Blue – Vehicle Tyres
Green – Vehicle Body
Red – 300mm Clearance
proposed Mosque Page 27 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE F: SWEPT PATH TESTS
(SHEET 2 OF 7)
B85 ENTRY / EXIT end space 1
Tested @ 5km/h
SUCCESSFUL – 3 Manoeuvres FORWARD IN / 2 Manoeuvres REVERSE OUT
Blue: Tyres
Green: Vehicle Body
Red: 300mm Clearance
proposed Mosque Page 28 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE F: SWEPT PATH TESTS
(SHEET 3 OF 7)
B85 ENTRY / EXIT end space 2
Tested @ 5km/h
SUCCESSFUL – 3 Manoeuvres FORWARD IN / 2 Manoeuvres REVERSE OUT
Blue: Tyres
Green: Vehicle Body
Red: 300mm Clearance
proposed Mosque Page 29 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE F: SWEPT PATH TESTS
(SHEET 4 OF 7)
B99 ENTRY / EXIT Turning bay
Tested @ 5km/h
SUCCESSFUL – 2 Manoeuvres REVERSE IN / 1 Manoeuvre FORWARD OUT
Blue: Tyres
Green: Vehicle Body
Red: 300mm Clearance
proposed Mosque Page 30 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE F: SWEPT PATH TESTS
(SHEET 5 OF 7)
B99 turning in parking aisle
Tested @ 5km/h
SUCCESSFUL
Blue: Tyres
Green: Vehicle Body
Red: 300mm Clearance
proposed Mosque Page 31 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE F: SWEPT PATH TESTS
(SHEET 6 OF 7)
B85 entering end parallel parking space
Tested @ 5km/h
SUCCESSFUL
Blue: tyres
Green: vehicle body
Red: 300mm clearance
proposed Mosque Page 32 of 33 420 Blacktown Road, Prospect 18552.02FB - 29th May 2019
ANNEXURE F: SWEPT PATH TESTS
(SHEET 7 OF 7)
B85 entering and exiting end parallel parking space
Tested @ 5km/h
SUCCESSFUL
Blue: tyres
Green: vehicle body
Red: 300mm clearance